STRUCTURAL ABBREVIATIONS # &

+/-

@ A/E

AB ABBREV ACI ADD ADD'L AFF AHU AISC AISI ALT

POUNDS AND PLUS OR MINUS AT ARCHITECT/ENGINEER ANCHOR BOLTS ABBREVIATION AMERICAN CONCRETE INSTITUTE ADDITIVE ADDITIONAL ABOVE FINISH FLOOR AIR HANDLING UNl1 AMERICAN INSTITUTE OF STEEL CONSTRUCTION AMERICAN IRON AND STEEL INSTITUTE AL TERNATE!AL TERNATIVE

IF IN INT INV Ip

JST JT K KWY L LDG LG L LGTH LLH LLV

INSIDE FACE INCH INTERIOR INVERT MOMENT OF INERTIA JOIST JOINT 1,000 POUNDS (KIP) KEYWAY ANGLE LANDING LONG ANGLE LENGTH

ALUM ORAL ARCH

ALUMINUM ARCHITECTURE/ARCHITECTURAL

LTWT MATL

LONG LEG HORIZONTAL LONG LEG VERTICAL LIGHT WEIGHT MATERIAL

ASPH ASTM AWS B/ BFF BIT BLDG BLK BM BM BOT BP BRG BTWN BU c CB cc CF Cl CIP CJ CL CLR CM CMP CMU co COL CONG CONN CONST COO RD cs CSJ CTR CTRD CV DBA

DEPT DET DIA DIAG DIM DIST DN DR DWG EA EE EF EJ EL, ELEV ELEC ENGR EQSP ES EW EXIST EXP EXT FD FDN FFFLR FIN FINGR FOW FP FS FT FTG GA GALV GC GEN GL GS GSN HCS HORIZ HSA HSB HT ICF ID

ASPHALT AMERICAN SOCIETY OF TESTING MATERIALS AMERICAN WELDING SOCIETY BOTTOM OF BELOW FINISH FLOOR BITUMINOUS, BITUMASTIC BUILDING BLOCK BENCH MARK BEAM BOTTOM BAS!' PLATE/BEARING PLATE BEARING BETWEEN BUILT-UP CHANNEL CONCRETE BEAM CONCRETE COLUMN CUBIC FEET (FOOT) CAST-IRON CAST IN PLACE CONTROL JOINT CENTER LINE CLEAR/CLEARANCE CONCRETE MASONRY CORRUGATED METAL PIPE CONCRETE MASONRY UNIT COMPANY COLUMN CONCRETE CONTINUOUS CONSTRUCTION COORDINATE CAST-STEEL CONSTRUCTION JOINT CENTER CENTERED CUBIC YARD DEFORMEDABLE BAR ANCHOR(WELDABLE REBARS) DEPARTMENT DETAIL DIAMETER DIAGONAL DIMENSION DISTANCE DOWN DRAIN DRAWING EACH EACH END EACH FACE EXPANSION JOINT ELEVATION, ELEVATOR ELECTRICiEl.ECTRICAL ENGINEER EQUAL SPACED EACH SIDE EACH WAY EXISTING EXPANSION EXTEFllOR FLOOR DRAIN FOUNDATION FINISHED FLOOR FINISH FINISH GRADE EXTERIOR FACE OF WALL (REVEAL SIDE) FULL PENETRATION WELD FAR SIDE FEET/FOOT FOOTING GAGE/GAUGE GALVANIZED GENERAL CONTRACTOR GENERAL GRID LINE GALVANIZED STEEL GENERAL STRUCTURAL NOTES HOLLOW CORE SLAB HORIZONTAL HEADED STUD ANCHOR HIGH STRENGTH BOLT (A-325) HEIGHT INSULATED CONCRETE FORM INSIDE DIAMETER

MAX MB MECH MEP, M/E/P MET MFR MID MIN MISC MO MPH NIC NO NS NTS oc OD OF OPNG PAF PAR PC PCF PCI PCL PEMB PEN PJF PL PLF PLY PREFAB PSF PSI PT RCP RD REF REINF REQD RTU RW SBP SCHED SIM SJI SOG Sp SPC SPCG SPECS SQ SS STD STIFF STL STRUCT SYM SYP T&B Tl TB TDS TEMP TENS THO THK TOL TS TYP UNO VERT VOL VWP w WI W/O WD WF WH WP ws WT WWF 0

MAXIMUM MASONRY BEAM, MACHINE BOLT MECHANICAL MECHANICAL,ELECTRICAL,PLUMBING METAL MANUFACTURE/MANUFACTURER MIDDLE MINIMUM MISCELLANEOUS MASONRY OPENING MILES PER HOUR NOT IN CONTRACT NUMBER NEAR SIDE NOTTO SCALE ON CENTERS OUTSIDE DIAMETER OUTSIDE FACE OPENING POWDER ACTIVATED FASTENERS PARALLEL PRECAST CONCRETE POUNDS PER CUBIC FEET PRECAST CONCRETE INSTITUTE . PRECAST/PRESTRESSED CONCRETE LINTEL PRE ENGINEERED METAL BUILDING PENETRATION PREMOLDED BITUMINOUS JOINT FILLER PROPERTY LINE, PLATE POUNDS PER LINEAR FOOT PLYWOOD PREFABRICATED POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH PRESSURE TREATED REINFORCED CONCRETE PIPE ROOF DRAIN REFERENCE REINFORCING REQUIRED ROOF TOP UNIT · RETAINING WALL SOIL BEARING PLATE SCHEDULE SIMILAR STEEL JOIST INSTITUTE SLAB ON GRADE SECTION MODULES SPACE/SPACES SPACING SPECIFICATIONS SQUARE STAINLESS STEEL STANDARD STIFFENER STEEL STRUCTURAL SYMMETRICAL SOUTHERN YELLOW PINE WOOD TOP AND BOTTOM TOP OF TIE BEAM TURN DOWN SLAB TEMPERATURE TENSION THREAD/fHREADED THICK TOLERANCE TUBE STEEUTHICKENED SLAB TYPICAL UNLESS NOTED OTHERWISE (ALSO UON) VERTICAL VOLUME VER!CY WITH PROCESS WIDE FLANGE WITH WITHOUT WOOD WALL FOOTING WEEP HOLE WORKING POINT, WATERPROOF WELDED STUD WEIGHT, STRUCTURAL TEE SECTION WELDED WIRE FABRIC DIAMETER

INOTE -ABBREVIATIONSil~AY BE SHOWN WITH OR I LI WITHOUT PERIODS (IE, AWS OR A.W.S.) .. I --------~·-·-.---------·------ ----.------- ___J

STRUCTURAL SYMBOLS

()• ~ARI§§ .... _

, SEE PLAN

SECTION I DETAIL MARK

ELEVATION MARK

~ RECESS IN SLAB

N //\~,,

\

\ ' J •-/

NORTH ARROW

TYPICAL OPENING

FTG. OR PILE CAP MARK r:----- ---·-----------~ / Tl FTG. OR PILE CAP EL

I ,- .. J -' (WIDTH x DEPTH)

' TYPICAL BEAM DIMENSIONS

SPAN DIRECTION

PLAN I DETAIL MARK

STRUCTURAL GENERAL NOTES 010100 - GENERAL STRUCTURAL CRITERIA

1. STRUCTURE IS DESIGNED TO BE SELF·SUPPORTING AND STABLE ONCE IN SERVICE. NO CONSIDERATION FOR STABILITY AND SHORING IS ASSUMED BY THE ENGINEER DURING THE BUILDING PROCESS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO INSURE THE STABILITY AND SAFETY OF THE STRUCTURE AND ITS COMPONENTS BY DETERMINING AND IMPLEMENTING ERECTION PROCEDURES AND SEQUENCE OF CONSTRUCTION. THIS INCLUDES TEMPORARY BRACING AND SHORING AS WELL AS SOIL STABILIZATION AND PROTECTIVE MEASURES FOR ADJACENT EXISTING CONSTRUCTION.

2. STRUCTURAL DRAWINGS ANO SPECIFICATIONS SHALL BE UTILIZED CONCURRENTLY WITH ARCHITECTURAL, SITE, AND ENGINEERING DRAWINGS OF OTHER DISCIPLINES TO CONSULT INFORMATION NOT EXPLICITLY INDICATED ON STRUCTURAL DRAWINGS.

3. CONTRACTOR SHALL VERIFY DIMENSIONS AND SITE CONDITIONS PRIOR TO PROCEEDING WITH PROCUREMENT OF MATERIALS ANO LABOR, FABRICATION, AND CONSTRUCTION WORK. WHERE DISCREPANCIES EXIST, NOTIFY ARCHITECT I ENGINEER OF SUCH DISCREPANCIES IN WRITING VIA A REQUEST FOR INFORMATION I INTERPRETATION (RFI) BEFORE PROCEEDING WITH THE WORK IN THE AFFECTED AREA IN QUESTION.

4. NO STRUCTURAL MEMBER OR COMPONENT SHALL BE CUT, NOTCHED, OR OTHERWISE AL Tl'RED UNLESS APPROVED IN WRITING BY STRUCTURAL ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL COSTS INCURRED BY STRUCTURAL ENGINEER FOR REVIEW OF SUCH DEVIATIONS AND IMPLEMENTATION OF APPROPRIATE SOLUTIONS.

5. PRIOR TO COMMENCING WORK, THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWING AND COORDINATING WITH THE SUB-CONTRACTORS WORK INDICATED ON STRUCTURAL DRAWINGS WITH ARCHITECTURE, SITE WORK, DELEGATED COMPONENTS, AND THE WORK OF OTHER ENGINEERING DISCIPLINES.

6. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS ARE REPRESENTATIVE OF THE F!NSIHED STRUCTURE. THE STRUCTURAL ENGINEER SHALL NOT BE IN RESPONSIBLE CHARGE AND CONTROL OF CONSTRUCTION MEANS, METHODS, PROCEDURES AND CONSTFiUCTION TECHNIQUES, AND JOBSITE SAFEIY. THIS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

7. THE STRUCTURAL ENGINEER SHALL NOT BE CONSTRUED AS HAVING CONTROL, CHARGE, AND RESPONSIBILITY FOR THE ACTS AND OMISSIONS AND FOR F A!LURE OF THE CONTRACTOR, SUB­CONTRACTOR, AND OTHER PERSONS PERFORMING THE WORK TO GARRY OUT SUCH WORK IN ACCORDANCE WITH THE STRUCTURAL DRAWINGS AND COLLECTIVE CONTRACT DOCUMENTS.

8. PERIODIC SITE OBSERVATION BY THE STRUCTURAL ENGINEER AND HIS I HER REPRESENTATIVES IS SOLELY FOR THE PURPOSE OF DETERMINING IF THE WORK OF THE CONTRACTOR IS PROCEEDING IN GENERAL ACCORDANCE WITH THE STRUCTURAL DRAWINGS AND SPECIFICATIONS. THIS LIMITED SITE OBSERVATION SHALL NOT BE CONSTRUED AS AN INSPECTION, EXHAUSTIVE, OR CONTINUOUS OBSERVATION TO VERIFY THE QUALITY AND QUANTITY OF THE WORK.

9. THE USE OF REPRODUCTIONS OF THESE STRUCTURAL DRAWINGS AND SPECIFICATIONS AND USE OF ELECTRONIC FILES AND MODELS BY ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR OR MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS IS PROHIBITED UNLESS PRIOR WRITTEN APPROVAL IS OBTAINED FROM THE STRUCTURAL ENGINEER.

10. IN THE EVENT THERE IS CONFLICTING INFORMATION BETWEEN THE DRAWINGS, SPECIFICATIONS AND LOCAL CODE APPLICATIONS OR ANY OTHER CONTROLLING AUTHORITY, THE DRAWINGS SHALL APPLY.

010300 - DESIGN CRITERIA

1. STRUCTURAL WORK SHALL BE IN ACCORDANCE WITH: TEXAS DEPARTMENT OF INSURANCE INTERNATIONAL BUILDING GODE 2012 AS ADOPTED AND SUPPLEMENTED BY LOCAL REGULATIONS AND ASCE 7-10.

2. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND ELEVATIONS NOT INDICATED ON STRUCTURAL DRAWINGS. NOTIFY ARCHITECT I ENGINEER OF DISCREPANCIES PRIOR TO EXECUTION OF WORK.

3. COORDINATE SIZES AND LOCATIONS OF OPENINGS IN FLOORS, WALLS AND ROOFS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE REQUIREMENTS.

4. REFER TO ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS FOR MATERIALS, COMPONENTS, AND CONNECTIONS NOT SHOWN HEREIN, AND FOR ANCHORED, SUPPORTED AND EMBEDDED ITEMS WHICH AFFECT THE STRUCTURAL WORK. VERIFY DETAILS AND DIMENSIONS WITH EQUIPMENT PURCHASED.

5. NO PROVISIONS HAVE BEEN MADE FOR FUTURE VERTICAL AND/OR HORIZONTAL ADDITIONS, MODIFICATIONS, AND/OR EXPANSIONS EXCEPT AS SHOWN ON THE STRUCTURAL DRAWINGS.

6. STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR THE DESIGN OF PREFABRICATED STAIRS, HANDRAILS, CURTAIN WALL I WINDOW WALL SYSTEMS, COLD-FORMED STEEL FRAMING, OR OTHER SYSTEMS DELEGATED OR NOT SHOWN IN THE STRUCTURAL DRAWINGS. SUCH SYSTEMS SHALL BE DESIGNED, FURNISHED, AND INSTALLED BY OTHER PORTIONS OF THE CONTRACT DOCUMENTS.

010310 - DESIGN LOADING

GRAVITY LOADS -LOCATION -~-fo~~~~~~Di-DE~g1%~~ ~9~:fili i :,$~~:;

(PSF) I (LBS) (PSF) ! (LBS) ' ----- ---~---- ·------- -- - ----- ------' - - ·-------. ·- -, -·--··-·--··---· ---- --OFFICE ' --- I --- 50 I 2,000

• MECHANICAL ROOM-! _____ -_r~ -~~ _:_;=~~50'_ ;~ --::-::::: i EQUIPMENT ROOM I --- -1·· --- ! 150' ! --- I

I i

~-~--=~~~~~=~l---- -~- ---.-- ~--- -----~ NOTE" I I i

! _______ l"" ________ -- --~ ' 'SEE PLAN FOR SPECIFIC TANK AND EQUIPMENT WEIGHTS. I

.. HOILOWCORE SUPPLIER TO PROVIDE MAXIMUM CONCENTRATED 1

1

1,,1

, LOAD TO FUTURE ENGINEER UNDER SEPARATE PERMIT TO COMPLY I

WITH FUTURE ROOF LOADING DESIGN.

LIVE LOAD REDUCTION ON SUPPORTING ELEMENTS SHALL BE IN I

ACCORDANCE WITH THE BUILDING CODE. NO LIVE LOAD REDUCTION OF '1

II ROOF LOADING IS PERMITTED. UNIFORMED DEAD LOAD IS ADDITIVE TO

1_ ACTUAL STRUC!.URAL WEIGHTS. J .-----------------------.-- ·------------

! WIND LOADS ULTIMATE DESIGN WIND SPEED: Vull

r--EQUlVALENT ALLOWABLE WIND SPEED: Vasd !- . ---- ----- ·- ·-· ----------------- --·--·---- -·

---------1·- :--------: 155 MPH

120 MPH ---·---+--·---

II \ RISK CATEGORY i --··-·--- ·-----t-~-----1 WIND EXPOSURE . D ....__ -- ........... -- __ ._____ ---------- - - -- ·---+--------

! INTERNAL PRESSURE COEFFICIENT (ENCLOSED) i ±0. 18 }------- -·--·-· -------------------- --·- ·--------· -- ____________ c ________ --·-- --·

! COMPONENTS AND CLADDING DESIGN WIND PRESSURE 'q i SEE BUILDING'S ROOF UPLIFT PLAN AND WALL WIND LOAD TABLES FOR I APPLICABLE PRESSURES. ~------ -·-· ----------·--------·- ---·-·· ·--·- ---------

- ,. ·----·~------ - --- - ----- - ----.- -------- -------i

I SNOW LOADS I

! GRO~~~-SNOW-LOAD. Pg - - · - -- -r _o~~~y-=-=--J•· GROUND SNOW LOAD AT PROJECT SITE IS ZERO AND IS NOT CONSIDERED IN DESIGN.

i -------------------------

010320 - DEFLECTION CRITERIA

OEFLECTiON CRITERIA SHAI L BE IN ACCORDANCE WITH DEFLECTION AND DRIFT LIMITS SET HEREIN.

2. THE DEFLECTION LIMITS SHALL BE COORDINATED WITH THE ARCHITECTURAL DRAWINGS BASED ON THE MATERIALS SPECIFIED BY THE ARCHITECT. MATERIALS THAT REQUIRE DEFLECTION CRITERIA THAT EXCEED THE LIMITS INDICATED HEREIN PER THE MANUFACTURER'S AND/OR ARCHITECT'S RECOMMENDATIONS SHALL MEET THE CRITERIA RECOMMENDED BY THE MANUFACTURER AND/OR THE ARCHITECT.

3. DEFLECTION AND DRIFT LIMITS SHALL BE THE MORE STRINGENT OF THE RATIO OR ABSOLUTE VALUES INDICATED HEREIN.

4. THE CONSTRUCTION OF THE BUILDING AND IT'S COMPONENTS SHALL BE CONFIGURED TO ACCOMODATE THESE MOVEMENTS.

: ···-·--·-·---·~---·- --- ·-·---~-----------1 ! DEFLECTION AND DRIFT LIMITS 1 r -- ROOF STRUCTURE RATIO 1 ABSOLUTE 1

-----~~---. u36or 314:_--_--: TOTAL DEAD & LIVE LOAD L1240 I 1· i

LIVE LOAD/WIND LOAD

EXTERIOR WALLS

1 WALLS !1ECEIVING STUCCO FINISH L/360 ~---------· ------------·--·-·---------·------ -------.+----l----___j

012500 ·SUBSTITUTIONS

1. CHANGES AND/OR SUBSTITUTIONS BY THE CONTRACTOR TO THE STRUCTURAL PLANS, DETAILS, MATERIALS, AND OTHER INFORMATION IN THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL.

2. IT IS THE CONTRACTOR'S RESPONSIBILITY TO SUBMIT TO THE STRUCTURAL E·~GINEER THE APPROPRIATE DOCUMENTATION AND INFORMATION FOR REVIEW INCLUDING BUT NOT LIMITED TO PRODUCT APPROVALS, SKETCHES, SIGNED AND SEALED CALCULATIONS AS APPLICABLE, AND SPECIFIC PRODUCT MATERIAL INFORMATION AS IT COMPARES TO THE PRODUCTS I MATERIALS SPECIFIED ON THE STRUCTURAL DRAWINGS.

3. THE INCORPORATION OF CHANGES AND/OR SUBSTITUTIONS INCLUDING BUT NOT LIMITED TO REVIEW, RE-DESIGN, RE-ANALYSIS, AND RE-DRAFTING INTO THE STRUCTURAL DRAWINGS IS CONSIDERED AND ADDITIONAL SERVICE FOR THE STRUCTURAL ENGINEER.

4. UNLESS OTHERWISE AGREED UPON BETWEEN THE CONTRACTOR AND OWNER, THE CONTRACTOR SHALL PROVIDE AN APPLICABLE CREDIT TO THE OWNER WHERE PROPOSED SUBSTITUTED MATERIALS AND LABOR ARE A REDUCTION IN COST TO THE ORIGINALLY SPECIFIED ITEM.

012510-SUBSTITUTIONS FOR SPECIALTY ENGINEERED COMPONENTS AND SYSTEMS

1. COMPONENTS AND SYSTEMS DELEGATED TO A SPECIALTY ENGINEER SHALL CONFORM TO THE DESIGNER OF RECORD'S DESIGN INTENT AND SHALL NOT DEVIATE IN REQUIRMENTS WITHOUT PRIOH WRITTEN ACCEPTANCE FROM THE DESIGNER OF RECORD.

2. THE DESIGNER OF RECORD SHALL BE COMPENSATED FOR AND ALLOWED THIRTY CALENDAR DAYS TO APPROPRIATELY REVIEW AND RESEARCH PROPOSED SUBSTITUTIONS PRIOR TO ISSUING APPROVAL OR DENIAL.

3. THE CONTRACTOR SHALL BEAR THE ADDITIONAL COSTS RELATED TO THE PROPOSED SUBSITUTION INCLUDING BUT NOT LIMITED TO DESIGNER OF RECORD'S REVIEW TIME, COST OF SPECIALTY ENGINEERING, COST OF DIRECT AND INDIRECT IMPACT TO OTHER PORTIONS OF THE WORK INCLUDING RE-ENGINEERING COSTS, AND COSTS ASSOCIATED WITH TIME AND/OR SCHEDULE DELAYS INCURRED ON THE PROJECT.

4. OWNER'S APPROVAL OF SUBSTITUTIONS NOT APPROVED BY THE DESIGNER OF RECORD SHALL RELIEVE THE DESIGNER OF RECORD OF RESPONSIBILITY FOR SAID PORTION OF THE WORK AND OTHER AREAS IMPACTED AS A RESULT OF THE UNAPPROVED SUBSTITUTION.

5. FOR UNAPPROVED SUBSTITUTIONS, IT IS THE CONTRACTOR'S RESPONSIBILITY FOR NOTIFYING THE SPECIALTY ENGINEER THAT THEY ARE THE DESIGNER OF RECORD FOR SUCH PORTIONS OF THE WORK AND EOR COMPENSATING THE ENGINEER FOR SUCH SERVICES.

6. THE DESIGNER OF RECORD FOR AN UNAPPROVED SUBSTITUTION SHALL DEVELOP INDEPENDENT DESIGN CRITERIA FOR SUCH PROTION OF THE WORK, SHALL NOT RELY ON PREVIOUSLY DEVELOPED AND SUBMITTED CRITERIA, AND SHALL CREATE AN INDEPENDENT SET OF DRAWINGS, SPECIFICATIONS, AND CALCULATIONS FOR SAID WORK.

013350 - SPECIALITY ENGINEER REQUIREMENTS AND SU BM ITT ALS

1. THE TERM "DELEGATE ENGINEER" SHALL REFER TO A REGISTERED PROFESSIONAL ENGINEER RETAINED BY THE CONTRACTOR TO PROVIDE DESIGN AND FABRICATION SUBMITTALS AND CALCULATIONS FOR THE COMPONENTS DELEGATED BY THE STRUCTURAL ENGINEER OF RECORD HEREIN.

2. WHERE NOTED ON THIS SET OF CONSTRUCTION DOCUMENTS AND AS INDICATED BELOW, THE CONTRACTOR SHALL ENGAGE THE SERVICES OF A DELEGATED ENGINEEFl TO PROVIDE SPECIALTY ENGINEERING SERVICES FOR STRUCTURAL BUILDING COMPONENTS THESE COMPONENTS SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING: A. ANCHORAGE OF EQUIPMENT B. HOLLOWCORE PRECAST PANELS C. INSULATED CONCRETE FORM WALLS (ICF/BAUTEX) D. CANOPIES AND AWNINGS E. STRUCTURAL STEEL CONNECTIONS NOT DETAILED OTHERWISE ON

THESE DRAWINGS 3. THE DELEGATE ENGINEER FOR EACH COMPONENT SHALL BE A

REGISTERED PROFESSIONAL ENGINEER CURRENT AND IN GOOD STANDING WITH THE STATE OF TEXAS WITH A MINIMUM OF FIVE (5) YEARS OF EXPERIENCE IN DESIGN FOH EACH SPECIFIC COMPONENT.

4. THE DELEGATE ENGINEER SHALL BE THE ENGINEER OF RECORD FOR THE AFOREMENTIONED COMPONENTS AND SHALL SUBMIT SIGNED AND SEALED CALCULATIONS AND DRAWINGS FOR REVIEW BY THE STRUCTURAL ENGINEER.

5. CALCULATIONS AND DRAWINGS SUBMITTED BY THE DELEGATE ENGINEER FOR REVIEW BY THE ENGINEER SHALL INCLUDE CLEARLY DEFINED DESIGN CRITERIA, DESIGN PROCEDURES, STRUCTURAL LOADS, CODE COMPLIANCE, REQUIRED DETAILS, AND LAYOUTS.

6. THE DELEGATE ENGINEER SHALL ALSO BE RESPONSIBLE FOR GENERATING ERECTION DRAWINGS AND FABRICATION PROCEDURES FOR THE SPECIALTY ENGINEERED COMPONENTS.

7. REVIEW OF CALCULATIONS AND DRAWINGS SUBMITTED BY THE DELEGATE ENGINEER TO THE STRUCTURAL ENGINEER SHALL BE LIMITED TO THE VERIFICATION THAT THE DELEGATE ENGINEER HAS UTILIZED THE DESIGN CRITERIA SPECIFIED AND HAS UNDERSTOOD THE INTENT OF THE DESIGN. THE STRUCTURAL ENGINEER WILL NOT MAKE A DETAILED CHECK OF THE CALCULATIONS AND DESIGN PROCESSES UTILIZED BY THE DELEGATE ENGINEER. THE DELEGATE ENGINEER SHALL BE RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF THE SPECIAL TY COMPONENTS.

8. REFER TO SECTION 013300 FOR ADDITIONAL INFORMATION REGARDING SUBMITTAL PROCEDURES AND REQUIREMENTS.

017620 - OPERATION AND MAINTENANCE

1. STl1UCTURES REQUIRE PERIODIC MAINTENANCE TO EXCEED LIFE SPAN AND TO ENSURE STRUCTURAL INTEGRITY FROM EXPOSURE TO THE ENVIRONMENT. A PLANNED PROGRAM OF MAINTENANCE SHALL BE ESTABLISHED BY THE OWNER.

2. THIS PROGRAM SHALL INCLUDE ITEMS SUCH AS, BUT NOT LIMITED TO, PAINTING OF STRUCTURAL STEEL, PROTECTIVE COATINGS FOR CONCRETE, SEALANTS, CAULKED JOINTS, EXPANSION JOINTS, CONTROL JOINTS, SPALLS AND CRACKS IN CONCRETE, ANll PRESSURE WASHING OF EXPOSED STRUCTURAL ELEMENTS EXPOSED TO SALT ENVIRONMENT OR OTHER HARSH CHEMICALS.

013300 - SHOP DRAWING SUB MITT ALS

1. SHOP DRAWING SUBMITTALS ARE REQUIRED FOR ALL STRUCTURAL FRAMING, ELEMENTS, COMPONENTS, AND SYSTEMS INDICATED ON THE STRUCTURAL DRAWINGS. SHOP DRAWING SUBMITTALS INCLUDE BUT ARE NOT LIMITED TO THE FOLLOWING:

A. CONCRETE MIX DESIGNS B. CONCRETE FOUNDATION REINFORCING SUBMITTALS C. CONCRETE AND MASONRY FRAMING SUBMITTALS W/

ELEVATION DRAWINGS CLEARLY INDICATING REINFORCING, SPLICING, AND LOCATION OF ALL CONCRETE AND MASONRY FRAMING

D. ANCHORAGE OF EQUIPMENT (')(#) E. HOLLOWCORE PRECAST PANELS (')(II) F. INSULATED CONCRETE FORM WALLS (ICF/BAUTEX) (')(#) G. CANOPIES AND AWNINGS(')(#)

SHOP DRAWING SUBMITTALS FOR ITEMS NOT LISTED ABOVE SHALL BE SUBMITTED FOR REVIEW UPON REQUEST BY THE STRUCTURAL ENGINEER. ITEMS MARKED(') SHALL HAVE SHOP DRAWINGS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF TEXAS. ITEMS MARKED(#) SHALL BE SUBMITTED FOR ENGINEERS RECORD ONLY.

2. SHOP DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER FOR COMPLIANCE WITH DESIGN INTENT AND FOR GENERAL CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS. CORRECTIONS OR COMMENTS MADE ON THE SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE STRUCTURAL DRAWINGS AND SPECIFICATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMING AND CORRELATING QUANTITIES, DIMENSIONS, ELEVATIONS, AND LENGTHS, FOR SELECTING FABRICATION PROCESSES, FOR SELECTING METHODS OF CONSTRUCTION, FOR COORDINATING SUB TRADES AND FOR PERFORMING WORK IN A SAFE MANNER.

3. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR AND MARKED "APPROVED" PRIOR TO SUBMITTING THE DRAWINGS TO THE ARCHITECT ENGINEER FOR REVIEW. SHOP DRAWINGS SHALL BE MARKED WITH A REVIEW STAMP FROM THE CONTRACTOR INDICATING REVIEW DISPOSITION AND SHALL BE DATED AND INITIALED. SHOP DRAWINGS THAT HAVE NOT BEEN REVIEWED, STAMPED, DATED AND INITIALED WILL BE CONSIDERED NOT REVIEWED BY THE CONTRACTOR AND SHALL BE RETURNED NOT REVIEWED AND UNCHECKED BY THE STRUCTURAL ENGINEER.

4. STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR DELAYS CAUSED DUE TO THE REJECTION OF INCOMPLETE SUBMITTALS. SUBMITTALS RETURNED DUE TO THE CONTRACTOR'S FAILURE TO REVIEW DOCUMENTS PRIOR TO RECEIPT BY THE STRUCTURAL ENGINEER, AND FOR THE ADDITIONAL TIME REQUl"1ED BY THE CONTRACTOR'S SUB TRADES TO REVISE AND RE-SUBMIT THE DRAWINGS AND FOR THE STRUCTURAL ENGINEER TO PERFORM ADDITIONAL REVIEWS OF NON-CONFORMING SUBMITTAL$.

5. UPON RECEIPT OF SHOP DRAWING SUBMITT ALS FROM THE CONTRACTOR THAT HAVE BEEN REVIEWED, STAMPED, DATED, AND INITIALED BY THE CONTRACTOH, THE ENGINEER SHALL BEGIN REVIEW OF THE Ri:GEIVED SUBMITTALS. THE CONTRACTOR SHALL ALLOW FOURTEEN (14) WORKING DAYS FOR SUBMITTAL REVIEW BY THE STRUCTURAL ENGINEER FROM RECEIPT OF SHOP DRAWINGS. THE CONTRACTOR SHALL FURTHER ALLOW TEN (10) WORKING DAYS FROM RECEIPT OF SHOP DRAWING RE-SU BM ITT ALS FOR REVIEW BY THE STRUCTURAL ENGINEER.

6. THE STRUCTURAL ENGINEER'S OBLIGATIONS TO REVIEW SHOP DFiAWINGS AND OTHER SUBMITTALS AND TO RETURN THEM IN A TIMELY MANNER ARE CONDITIONED UPON THE PRIOR REVIEW AND APPROVAL OF THE SHOP DRAWINGS OR SUBMITTALS BY THE CONTRACTOR AS REQUIRED IN THE CONSTRUCTION CONTRACT AND THE CONTRACTOR'S SUBMITTAL OF THE SHOP DRAWINGS AND OTHER SUBMITTALS IN ACCORDANCE WITH A WRITTEN SCHEDULE DISTRIBUTED IN ADVANCE TO THE ENGINEER IDENTIFYING THE DATES FOR THE SUBMITTAL OF THE VARIOUS SHOP DRAWINGS AND SUBMITTAL$.

7. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLc FOR MATERIALS THAT ARE FABRICATED, DELIVERED, AND INSTALLED AT THE SITE WITHOUT A SET OF SHOP SUBMITTALS THAT HAVE BEEN REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER. COSTS ASSOCIATED WITH THE REMOVAL OF UNAPPROVED MATERIALS ANO THE DELAYS ASSOCiATED WITH THE REPAIR, RECONFIGURATION, AND/OR REMOVAL OF SUCH MATERIALS SHALL NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER.

8. SHOP DRAWINGS REVIEWED BY THE STRUCTURAL ENGINEER AND RETURNED WITH A MARK OF 'REJECTED' OR 'REVISE AND RESUBMIT' SHALL BE RE-SUBMITTED FOR REVIEW BY THE STRUCTURAL ENGINEER. REVISIONS MADE TO SHOP DRAWINGS SHALL BE CLEARLY MARKE.D AND THE PURPOSE FOR THE RE-SUBMISSION SHALL BE CLEARLY NOTED ON THE SHOP DRAWING TRANSMITTAL. REVISIONS SHALL BE ASSIGNED A SEQUENTIAL REVISION NUMBER.

9. THE CONTRACT DOCUMENTS SHALL GOVERN OVER THE SHOP DRAWINGS UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER.

018100 - REQUIRED STRUCTURAL INSPECTIONS

1. SPECIAL INSPECTION INCLUDES INSPECTION (WORK REQUIRING OBSERVATION AND ENGINEERING JUDGMENT) AND TESTING (WORK ANALYZING MATERIALS IN ACCORDANCE WITH APPROVED STANDARDS).

2. SPECIAL INSPECTION SHALL MEET THE MINIMUM REQUIREMENTS OF IBC CHAPTER 17 AND THE APPROVED DRAWINGS AND SPECIFICATIONS. SPECIAL INSPECTORS SHALL BE EMPLOYED BY THb OWNER AND NOT THE CONTRACTOR.

3. SPECIAL INSPECTION SHALL NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY TO COMPLETE THE WORK IN ACCORDANCE WITH THE APPROVED DRAWINGS AND SPECIFICATIONS.

4. SPECIAL INSPECTOR SHALL REPORT FINDINGS TO THE ENGINEER. 5. CONTRACTOR SHALL NOTIFY THE INSPECTOR 5 DAYS IN ADVANCE

OF ALL INSPECTIONS.

019100 ·MISCELLANEOUS

1. CONTRACTOR SHALL SUPPLY ALL ITEMS FOR ATTACHING MECHANICAL AND ELECTRICAL EQUIPMENT TO THE BUILDING STRUCTURE TO RESIST ALL LOADS INCLUDING WIND FORCES. ATTACHMENT SHALL BE MADE SO AS NOT TO OVERSTRESS STRUCTURAL MEMBERS. COORDINATE THE ATTACHMENTS AND LOCATIONS OF THE EQUIPMENT WITH THE STRUCTURAL SHOP DRAWINGS. REFER TO THE MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL REQUIREMENTS.

2. SUBSTITUTION OF EXPANSION ANCHORS FOR ADHESIVE ANCHORS OR EMBEDDED ANCHORS SHOWN ON THE DRAWINGS WILL NOT BE PERMITTED UNLESS APPROVED BY THE STRUCTURAL ENGINEER IN ADVANCE.

3. THE CONTRACTOR SHALL PROVIDE THE FOLLOWING SERVICES AS PART OF THE CONSTRUCTION SCOPE OF WORK:

A. VERIFICATION OF ALL DIMENSIONS, ELEVATiONS, OPENING SIZES, MECHANICAL EQUIPMENT WEIGHTS PRIOR TO STARTING WORK.

B. REMOVE ALL ABANDONED FOUNDATIONS, UTILITIES, PIPELINES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION.

C. REVIEW AND .~PPROVE ALL SHOP DRAWINGS PRIOR TO SUBMITTAL, NOTING CHANGES MADE WHICH DO NOT COMPLY WITH DESIGN DRAWINGS.

D. PROVIDE TEMPORARY BRACING AND SHORING TO PREVENT EXCESSIVE DEFLECTIONS AND DAMAGE DURING CONSTRUCTION. DESIGN OF TEMPORARY BRACING AND SHORING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

E. SUPPORT OF CEILING SYSTEMS, FOLDING PARTITIONS, TOILET PARTITIONS, COUNTERS, MISCELLANEOUS EQUIPMENT, AND WINDOW SYSTEMS AS DEFINED IN THE ARCHITECTURAL PLANS.

020100 - SOIL PREPARATION AND FOUNDATIONS

1. THE FOUNDATION SYSTEM HAS BEEN DESIGNED IN ACCORDANCE WITH RECOMMENDATIONS AND PROCEDURES DIRECTED BY THE GEOTECHN!CAL REPORT PREPARED BY: HVJ ASSOCIATES, INC REPORT NAME: GEOTECHNICAL INVESTIGATION TPWD FISH AMERICA SPAWNING BUILDING, CORPUS CHRISTI, TEXAS REPORT NO.: AG 16 10115 DATED: OCTOBER 20, 2016

2. SOIL, DEWATERING, AND SITE PREPARATION SHALL BE IN ACCORDANCE WITH THE AFOREMENTIONED REPORT

3. SOIL SUPPORTED FOUNDATIONS: A. DESiGN NET ALLOWABLE BEARING PRESSURE NOTED ON REPORT

IS ?,500 PSF FOR FOUNDATIONS BEARING ON UNDISTURBED SOIL OR APPROVED ENGINEERED FILL MATERIAL. BEARING MATEFllALS SHALL BE VERIFIED BY A LICENSED SOIL ENGINEER.

B. ALL FOUNDATIONS ARE DESIGNED WITH EORMED SIDES. IF EARTH FORMED SIDES ARE APPROVED BY THE ENGINEER, THE TOP 1114" SHALL BE FORMED TO THE DESIGN DIMENSION AND ONE INCH SHAU BE ADDED TO EACH SIDE OF THE EARTH FORMED AREA TO PROVIDE ADEQUATE COVER OVER THE REINFORCING AT THE CONTRACTOR'S EXPENSE.

C. REINFORCING SHALL BE SUPPORTED FROM ABOVE OR WITH 3" SBP (WITH BOTTOM PLATE) AT 4'-0" O.C. MAXIMUM FOR ALL FOUNDATION REINFORCING.

4. REMOVE FREE WATER FROM EXCAVATIONS BEFORE PLACING CONCRETE.

5. REMOVE EXISTING TOP SOIL, FILL, PAVEMENT OR FOUNDATIONS FROM THE BUILDING AREA.

6. DO NOT BACKFILL FOUNDATION WALLS UNTIL THE RESTRAINING SLABS OR ADEQUATE BRACING ARE IN PLACE. ALL BACKFILL SHALL BE PLACED AND COMPACTED IN ACCORDANCE WITH THE SPECIFICATION.

7. EXTERIOR SLABS SHALL SLOPE AWAY FROM THE STRUCTURE A MINIMUM OF 1/4" PER FOOT UNLESS NOTED OTHERWISE.

8. SIABS ON FILL TO BE PLACED OVER A 10-MIL POLYETHYLENE FILM VAPOR BARRIER INSTALLED ON COMPACTED SOIL CONCFlETE POURS TO BE PLACED IN A CHECKERBOARD PATTERN, LIMITED TO 400 SF OR 20 FEET IN ANY DIRECTION. AS AN ALTERNATIVE, SLABS MAY BE POURED CONTINUOUSLY. HOWEVER, MUST BE SAWN AS SOON AS THE SLAB WILL SUPPORT THE WEIGHT OF THE SAW AND OPERATOR AND THE SAW BLADE WILL PRODUCE CLEAN CUTS WITHOUT DISLODGING AGGREGATE (7 HOURS MAX). SAW CUT TO BE A MINIMUM OF 1/4 OF THE SLAB DEPTH AND 3/16 INCH WIDTH.

9. CONTRACTOR TO COORDINATE WITH GEOTECHNICAL ENGINEER FOR SITE DEWATERING REQUIREMENTS ALONG WITH MEANS AND METHODS FOR PERFORMING THIS TASK.

050519 - ANCHORS

I. MECHANICAL ANCHORS SHALL HAVE BEEN QUALIFIED FOR USE IN ACCORDANCE WITH AC! 355.2 AND 1cc .. ES AC193 FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION. PRE· APPROVED MECHANICAL ANCHORS INCLUDE: A. SIMPSON STRONG-TIE "TITEN HD" & 'TITEN HD·RH''. HILTI "KWIK HUS­

EZ" OR POWERS 'WEDGE-BOLT+" B. SIMPSON STRONG-TIE "STRONG-BOLT 2", HILTI "KWIK BOLT TZ"

OR POWERS "POWER-STUD+ SD2" C. SIMPSON STRONG-TIE "TORQ-CUT", HILTI "HOA" OR POWERS

"ATOMIC+" 2. HOLLOWCORE UNDERSIDE ATIACHMENT:

A. DRILLED SLEEVE TYPE INSERTS ARE AN ECONOMICAL AND ACCEPTABLE WAY OF FASTENING TO A HOLLOWCORE PLANK.

B. IT IS CRITICAL THAT THE TYPE OF ANCHOR DOES NOT EXTEND INTO THE CORE, THAT THE EMBEDMENT BE AT LEAST 3/4", AND THAT THE MANUFACTURER'S SPECIFIED INSTALLATION PROCEDURES BE FOLLOWED.

C. HOLDING POWER IS REDUCED WHEN INSERT IS LOCATED NEAR ANY PLANK EDGE AND IN THIN CONCRETE SECTIONS.

D. IF THE CONCRETE SPALLS INTO THE CORE DURING DRILLING, THE INSERT SHOULD NOT BE USED AT THAT LOCATION.

E. TEST VALUES MUST BE REDUCED BY APPROPRIATE STRENGTH REDUCTION FACTORS AND SAFETY FACTORS TO OBTAIN WORKING LOAD VALUES.

F. POWDER ACUATED FASTENEHS ARE NOT ALLOWED. G. COORDINATE W/ HOLLOWCORE MANUFACTURER FOR

RECOMMENDED FASTENER TYPE, INSTALLATION AND EMBEDMENTS IN ORDER TO AVOID HOLLOWCORE CAPACITY REDUCTION.

3. MASONRY ANCHORS ANCHORAGE TO SOLID-GROUTED CONCRETE MASONRY MECHANICAL ANCHORS SHALL HAVE BEEN QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC01 OR AC106. PRE-APPROVED MECHANICAL ANCHORS INCLUDE: A. SIMPSON STRONG-TIE 'TITEN-HD", HILTI "KWIK HUS-EZ'OR POWERS

'WEDGE-BOLT+" B. SIMPSON STRONG-TIE 'STRONG-BOLT 2' OR "WEDGE ALL', HILTI

"KWIK BOLT 3', OR POWERS 'POWER-STUD+ SD1" ADHESIVE ANCHORS SHALL HAVE BEEN QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58. PRE-APPROVED ADHESIVE ANCHORS INCLUDE:

C. SIMPSON STRONG-TIE "SET-XP", "ET-HP", ·'AT-XP", HILT! "HIT-HY 70' OR POWERS "AC100+ GOLD"

4. ANCHORAGE TO UNREINFORCED CLAY BRICK MASONRY A. ADHESIVE ANCHORS WITH SCREEN TUBES SHALL HAVE BEEN

QUALIFIED IN ACCORDANCE WITH ICC-ES AC58 OR AC60, AS APPROPRIATE. THE APPROPRIATE SCREEN TUBE SHALL BE USED AS RECOMMENDED BY THE ADHESIVE MANUFACTURER. PRE­APPROVED ADHESIVE ANCHORS WITH SCREEN TUBES INCLUDE:

B. SIMPSON STRONG-TIE 'SET", "AT" OR Hit.Tl "HIT-HY 70" 5. ALL ANCHORAGE INSTALLATION SHALL MEET MINIMUM REQUIREMENTS

OF IBC CHAPTER 17 AND AC! 318 REGARDING SPECIAL INSPECTION CRITERIA.

050519 - CHEMICAL ADHESIVE FOR ANCHORING REINFORCING BARS, THREADED BARS AND ANCHOR BOLTS

1. ADHESIVE ANCHORS SHALL HAVE BEEN QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.4 AND ICC-ES AC308 FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS (ACI 318-11 D.2.2). HOLES SHALL BE DRY AT THE TIME OF INSTALLATION (ACI 318-11 D.9.2.1). ADHESIVES SHALL HAVE MAX. IN-SERVICE SHORT-TERM TEMPERATURE OF 150°F, AND MAX. IN-SERVICE LONG-TERM TEMPERATURE OF 110°F (ACI 318-11 D.9 2.1). PRIOR TO INSTALLATION OF ADHESIVE ANCHORS IN HORIZONTAL OR UPWARDLY INCLINED ORIENTATIONS RESISTING SUSTAINED TENSION LOADS, INSTALLERS ARE REQUIRED TO BE CERTIFIED IN ACCORDANCE WITH THE ACl/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM 1ACI 318-11 D.9.2.2) AND MUST BE CONTINUOUSLY INSPECTED (ACI 318:11 D.9.2.4). PRE-APPROVED ADHESIVE ANCHORS INCLUDE:

2. SPECIFIED POST-INSTALLED ANCHORS SHALL BE AS MANUFACTURED BY HILT! AND SHALL BE ASTM F593 CW2 HAS-R 316 STAINLESS STEEL RODS OF DIAMETER AND EMBEDMENT SPECIFIED ON DRAWINGS AND WITH A MINIMUM YIELD STRENGTH OF 45 KSI. ANCHOR ASSEMBLIES SHALL BE SET IN HY-200 ADHESIVE.

3. ANCHORS SHALL BE SUBJECT TO CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH THE MP!I, RELEVANT ICC-ES ESR EVALUATION REPORTS.

4. INSTALLATION Of' ANCHORS SHALL ONLY BE PERFORMED BY CERTIFIED ADHESIVE ANCHOR INSTALLERS QUALIFIED BY ACI IN THE INSTALLATION OF THE ADHESIVE ANCHOR SYSTEM SPECIFIED ON THESE DRAWINGS.

6. CONFIFlM THE ABSENCE OF REINFORCING STEEL BY DfllLLING A 1/4" DIAMETER PILOT HOLE FOR EACH ANCHOR. DO NOT CUT REINFORCING STEEL WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

7. BLOW OUT HOLES WITH COMPRESSED AIR AND USE NYLON BRUSH PER MANUFACTURER'S RECOMMENDATIONS TO REMOVE COMPLETELY ALL DUST AND CHIPS BEFORE APPLYING EPOXY. ALL EPOXY WORK MUST Be INSP~CTED FOR VERIFICATION.

8. ALL INSTANCES OF DRILLING & EPOXYING MUST BE BROUGHT TO THE ATTENTION OF rHE STRCUTURAL ENGINEER TO REVIEW FOR CAPACITY AND APPLICATION.

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-;;-~E -;;4128/1 ;--1 DESIGNED BY: PRD .II

DRAWN BY: GAS

REVIEWED BY: EC

REVISED: CAS

i--5j:fiET TITLE -1 II GENERAL NOTES.

ABBREVIATIONS AND SYMBOLS

l_____ -- i

SHEET NUMBER

iS-001 TPWD-_TITLE_MDC_ I

I I . 122081.dw~ . _I

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033000 - CAST-IN-PLACE CONCRETE

1. CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE FOLLOWING CODES AND STANDARDS (LATEST EDITIONSi: A. ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE." B. ACI 117 "STANDARD TOLERANCES FOR CONCRETE CCNSTRUCTION

ANO MATERIALS". C. ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR

BUILDINGS". D. ACI 304 "RECOMMENDED PRACTICE FOR MEASURING, MIXING,

TRANSPORTING AND PLACING CONCRETE" E. ACI 305 "RECOMMENDED PRACTICE FOR HOT WEATHER

CONCRETING". F. ACI 311 "RECOMMENDED PRACTICE FOR CONCRETE INSPECTION". G. ACI 347 "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK". H. ACI 315 "MANUAL OF STANDARD PRACTICE FOR DETAILING

REINFORCED CONCRETE STRUCTURES" I. ACI MANUAL OF CONCRETE PRACTICE-PARTS 1 THRU 5 AS

APPROPRIATE TO TYPE OF CONSTRUCTION. J. CRSI "MANUAL OF STANDARD PRACTICE".

2. CONCRETE SHALL BE NORMAL WEIGHT UNLESS OTHERWISE NOTED AND SHALL CONFORM TO ASTM C-94 IN ADDITION TO THE FOLLOWING: A. PORTLAND CEMENT SHALL MEET ASTM C-150 TYPEl/IL B1. AGGREGATES FOR SLAB ON GRADE SHALL MEET ASTM C-33

(I" MAX). 82. AGGREGATES ELSEWHERE SHALL MEET ASTM C-33 (3/4" MAX). C. AIR ENTRAINING AGENT SHALL MEET ASTM C-260. D. WATER REDUCING AGENT SHALL MEET ASTM C-494. E. CALCIUM CHLORIDE SHALL NOT BE USED IN THE MIX. G. CURING COMPOUND SHALL MEET ASTM C309 TYPE 1 UNO.

3. CONCRETE SHALL HAVE THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS AS INDICATED BELOW. MIX DESIGNS SHALL BE APPROVED BY THE ENGINEER BEFORE USE.

~:;.J:;1;:~z~~::g;:,J ·_: - FOOTINGS _j___ __ 4,00~ P_SI - - 0.50 I 4 TO 6 IN I I ICF ".':'~LLS' • PER__s~P_P~IER _ ___PE_R SU_PPLIE~---1 1 HOLLOWCQR[ ,1

SLAB TOPPING 4,000 PSI PER SUPPLIER , I L--·---- ·- --- ________ ___L___ __________ -------------------------~

"ICF MANUFACTURER TO VERIFY IF CORROSION AND RESISTANCE PROTECTION IS NECESSARY FOR WALL SYSTEM BASED ON INTERIOR AND EXTERIOR EXPOSURE TO HARSH CHEMICALS AND ENVIRONMENTS.

4_ FLY ASH. SUBSTITUTING FOR CEMENT, SHALL NOT EXCEED 25% BY WEIGHT.

5. FOR MASS CONCRETE PLACEMENT AS DEFINED BY ACI 207 FLY ASH, SUBSTITUTING FOR CEMENT, SHALL NOT EXCEED 30% BY WEIGHT.

6. REINFORCING BARS USED IN CONCRETE SHALL BE GRADE 60 KSI DEFORMED BAR CONFORMING TO ASTM SPECIFICATION A-615. REINFORCEMENT SHALL BE RUST.OIL, AND SCALE FREE AND SHALL BE PLACED AND BENT IN ACCORDANCE WITH THE REFERENCED STANDARDS INDICATED IN NOTE I OF THIS SECTION. SHOP DRAWINGS FOR REINFORCEMENT LAYOUT, DETAILING, AND PLACING SHALL BE APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO FABRICATION, SITE DELIVERY, AND INSTALLATION.

7. WELDED WIRE FABRIC TO BE USED FOR CONCRETE REINFORCEMENT WHERE INDICATED SHALL CONFORM TO ASTM A-185 AND SHALL BE FURNISHED IN FLAT SHEETS (RATHER THAN ROLLS). FABRIC SHALL BE SUPPORTED ON CHAIRS TO MAINTAIN THE PROPER LOCATION WITHIN THE CONCRETE AND SHALL BE PLACED IN ACCORDANCE WITH THE REFERENCED STANDARDS INDICATED IN NOTE 1 OF THIS SECTION. MINIMUM LAP SHALL BE TWO PANELS.

8. CONCRETE SHALL BE CURED IN ACCORDANCE WITH ACI STANDARDS AND SPECIFICATIONS. THE CONTRACTOR SHALL BEGIN CONCRETE CURING IMMEDIATELY AFTER FINISHING OPERATIONS ARE COMPLETFD.

9. CONCRETE ADMIXTURES SHALL BE UTILIZED ONLY WITH PRIOR APPROVAL FROM THE STRUCTURAL ENGINEER.

10. CONCRETE ADDITIVES SHALL BE COORDINATED BY THE CONTRACTOR TO INSURE COMPATIBILITY WITH FLOOR COVERINGS, EXPOSED, POLISHED, AND STAINED FINISHES AS SPECIFIED BY THE ARCHITECT.

11. CONCRETE TESTING SHALL BE REQUIRED FOR CAST-IN-PLACE CONCRETE ELEMENTS AND SHALL BE PERFORMED BY A QUALIFIED, INDEPENDENT TESTING LAB. MINIMUM TESTING SHALL BE FOR SLUMP IN ACCORDANCE WITH ASTM C143 AND FOR COMPRESSIVE STRENGTH IN ACCORDANCE WITH ASTM C39.

12. COMPRESSIVE STRENGTH TESTING SHALL BE CONDUCTED FOR EACH CLASS, FOR EVERY FIFTY CUBIC YARDS OF CONCRETE PLACED PER DAY. PLACEMENTS LESS THAN FIFTY CUBIC YARDS SHALL ALSO BE TESTED PER DAY FOR EACH CLASS. A MINIMUM OF FOUR LAB-CURED AND SIX FIELD-CURED CYLINDERS SHALL BE CCLLECTED. TWO CYLINDERS SHALL BE KEPT IN RESERVE AND TESTED, IF NECESSARY, WITH PRIOR APPROVAL HlOM THE STRUCTURAL ENGINEER.

13. MIX DESIGN SUBMITIALS SHALL BE SENT TO THE STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL PRIOR TO CONCRETE PLACEMENT AND SHALL BE UNIQUELY IDENTIFIED WITH MIX NUMBER AND EXACT LOCATION WHERE MIX WILL BE PLACED ON THE STRUCTURE. SUBMITTALS SHALL INCLUDE DATA FROM RECENT FIELD AND LAB CYLINDER TESTS AND STATISTICAL, TESTED BACK-UP DATA PER ACI 318.

14. CONCRETE TICKETS FOR CONCRETE MIXES DELIVERED TO THE SITE SHALL IDENTIFY THE EXACT TIME THAT THE MIX IS BATCHED. CONCRETE PLACEMENT SHALL OCCUR WITHIN ONE AND A HALF HOURS FROM THE TIME THE PROPORTIONED MIXING WATER IS ADDED TO THE MIX FOR PLACEMENT. MIXES SHALL BE DISCARDED IF THIS TIMEFRAME IS EXCEED. IT SHALL BE THE RESPONSIBILITY OF THE INDEPENDENT TESTING LAB TO ASSURE COMPLIANCE WITH PLACING TIME AND TO NOTIFY THE CONTRACTOR AND OWNER OF NON­COMPLIANCE.

15. CONCRETE FORMS SHALL NOT BE STRIPPED UNTIL CONCRETE HAS ATIAINED A MINIMUM 70% OF THE SPECIFIED 28-DAY COMPRESSIVE STRENGTH AS INDICATED BY TESTING SAMPLES

16. LAP SPLICE LENGTHS SHALL BE A MINIMUM OF 48 BAR DIAMETERS UNLESS NOTED OTHERWISE.

17. CONCRETE CLEAR COVER OVER REINFORCING SHALL BE IN ACCORDANCE WITH ACI 318 AS LISTED BELOW, UNLESS NOTED OTHERWISE.

LOCATION CAST AGAINST EARTH EXPOSED TO EARTH OR WEATHER #6 AND LARGER EXPOSED TO EARTH OR WEATHER #5 AND SMALLER SLABS AND WALLS NOT EXPOSED TO WEATHER BEAMS AND COLUMNS NOT EXPOSED TO WEATHER SLABS ON GRADE (COVER FROM TOP OF SLAB)

CLEAR COVER 3" 2" 1 112" 3/4" 1 1/2" 1 112"

18. VERTICAL AND HORIZONTAL REINFORCING INDICATED ON THE DRAWINGS SHALL BE DOWELED OUT OF THE FOUNDATION OR THE ELEMENT WHERE THE REINFORCING ORIGINATES, (SLAB BEAM. THE BEAM, WALL, ETC.) UTILIZING AN ACI STANDARD HOOK EMBEDDED TO DEVELOP THE FULL ULTIMATE TENSILE STRENGTH OF THE BAR.

19. FOR1v1WORK REMOVAL IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. REMOVE FORMS IN SUCH A MANNER AS TO INSURE JOB SAFETY AND TO PREVENT DAMAGE TO, AND CREEP DEFLECTION OF THE STRUCTURE.

20. IMMEDIATELY AFTER RFMOVAL OF FORMS, REPAIR HONEYCOMBED OR DEFECTIVE AREAS WITH HIGH STRENGTH CEMENT GROUT. GROUT SHALL BE APPROVED BY THE STRUCTURAL ENGINEER. WHEN REINFORCING IS VISIBLE IN DEFECTIVE AREA, CONTACT THE STRUCTURAL ~NGINEER IMMEDIATELY.

034100 PRECAST PRESTRESSED HOLLOWCORE SLABS

THE DESIGN, CONSTRUCTION, FABRICATION, ERECTION AND HANDLING OF PRECAST PRESTRESSED HOLLOWCORE SLABS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: A. ACI 318 BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE B. PC! DESIGN HANDBOOK. LATEST EDITION C. PCI DESIGN MANUAL FOR THE DESIGN OF HOLLOWCORE SLABS,

LATEST EDITION 2. MINIMUM PRESTRESSED HOLLOWCORE STRENGTH SHALL BE 6,000 PSI

AT 28 DAYS. STRANDS SHALL BE GRADE 270, 1/2"0 NOMINAL SEVEN WIRE STRAND IN ACCORDANCE WITH ASTM A416.

3. THE PRECAST SUPPLIER SHALL DESIGN ALL PRECAST SLABS TO SUPPORT THE DESIGN LOADS PER THE APPLICABLE BUILDING CODE AND REFERENCED STANDARDS. ADDITIONAL CONCENTRATED DESIGN LOADS, WHERE REQUIRED. ARE NOTED ON THE FRAMING PLANS. PRECAST SUPPLIEK SHALL PROVIDE ALL NECESSARY CONNECTIONS AND DETAILS TO MAKE PRECAST PLANK A CONTINUOUS DIAPHRAGM.

4. THE PRECAST SUPPLIER SHALL SUBMIT COMPLETE SHOP DRAWINGS AND CALCULATIONS FOR REVIEW PRIOR TO FABRICATION. DESIGN CALCULATIONS AND SHOP DRAWINGS SHALL BE PREPARED AND SIGNED AND SEALED BY A PROFESSIONAL ENGINEER CURRENT. LICENSED AND IN GOOD STANDING IN THE STATE OF TEXAS.

5. EMBEDDED SHAPES, PLATES AND HEADED STUDS SHALL BE PROVIDED BY THE PRECAST SUPPLIER. EMBEDS NOT SIZED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE PRECAST SUPPLIER.

6. REFER TO MECHANICAL, ELECTRICAL AND ARCHITECTURAL DRAWINGS FOR SIZES AND LOCATION OF FLOOR OPENINGS NOT INDICATED ON THE STRUCTURAL DRAWINGS.

7. DIFFERENTIAL CAMBER SHALL BE COORDINATED BY MANUFACTURER TO ASSURE LEVEL OR SLOPED SURFACE REQUIREMENTS ON STRUCTURAL AND ARCHITECTURAL DRAWINGS.

042200 • MASONRY

1. CONFORM TO ACI BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AC! 530/ASCE 5 AND TO ACI SPECIFICATIONS FOR MASONRY AC! 530.1/ ASCE 6. LATEST EDITION REFERENCED IN BUILDING CODE.

2. CONCRETE MASONRY UNITS (CMU) MATERIALS SHALL BE: A. ALL CONCRETE MASONRY UNITS (CMU) SHALL BE TWO CELL

LIGHTWEIGHT AGGREGATE UNITS WITH A SPECIFIED MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI ON NET AREA AT 28 DAYS CONFORMING TO ASTM C90. CMU LOCATED BELOW GRADE, SHALL BE NORMAL WEIGHT AGGREGATE UNITS_

B. ALL MORTAR SHALL BE TYPE "S" OR "M" WITH A MINIMUM MORTAR COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS CONFORMING TO ASTM C270. THE MINIMUM COMPF1ESSIVE STRENGTH (f'M) OF A PRISM ASSEMBLED OF CMU AND MORTAR SHALL BE 1500 PSI AT 28 DAYS ON THE NET AREA.

C. CMU GROUT SHALL CONFORM TO ASTM C476 WITH 318" AGGREGATE WITH THE FOLLOWING REQUIREMENTS: MIN. PC=3000 PSI, MIN. CEMENT ·611 PCY, MAX. WiC RATIOo0.65 AND SHALL HAVE A SLUMP OF BETWEEN 8" AND 10". PROVIDE CLEAN OUTS AS SHOWN ON DRAWINGS. PUMP 4'-o·• MAXIMUM GROUT LIFTS WITH 60 MINUTE DELAY BETWEEN LIFTS.

D. REINFORCING STEEL SHALL MEET THE REQUIREMENTS OF ASTM A615, GR 60.

E. JOINT REINFORCING STEEL SHALL MEET THE REQUIREMENTS OF ASTM A82 WIRE WITH A MINIMUM YIELD GREATER THAN 70 KSI. LONGITUDINAL WIRES SHALL BE 9 GA (0.1483" DIA.) WITH LADDER TYPE WIRES CONNECTED AT 16" CENTERS. REINFORCING SHALL BE MILL GALVANIZED PER ASTM A641, CLASS 3.

F. WHERE CONCRETE BEAMS ARE INSTALLED IN CONCRETE BLOCK WALL, SUPPORT CONCRETE WITH 6" WIDE CONTINUOUS STRIPS OF 118 SQUARE MESH SOFFIT SCREENING OF PUR-0-STOP OR EQUAL CENTERED OVER BLOCK WORK. USE OF ROOFING FELT STRIPS WILL NOT BE PERMITTED.

3. HORIZONTAL WALL REINFORCFNG A. PROVIDE BOND BEAM COURSES IN ALL WALLS AT THE TOP OF

WALL OR PARAPET, AT FLOOR LEVELS (ABOVE GRADE) AND AT BEARING LOCATIONS. BOND BEAMS SHALL BE REINFORCED AS SHOWN IN PLANS AND DETAILS. ALL INTERIOR STRUCTURAL WALLS (SHEAR AND/OR BEARING) SHALL HAVE INTERMEDIATE BOND BEAMS LOCATED AT THE SAME LEVELS AS EXTERIOR BOND BEAMS.

4. VERTICAL REINFORCING A. PROVIDE VERTICAL REINFORCING (NORMAL REINFORCING) IN

GROUT FILLED CELLS IN ALL WALLS AS SHOWN ON PLANS AND SCHEDULES.

B. PROVIDE AN ADDITIONAL VERTICAL REINFORCING BAR WITH DOWELS INTO SUPPORTING Ml'MBE'RS, WITH SAME SIZE AND LENGTH AS THE NORMAL REINFORCING BAR, AT THE FOLLOWING LOCATIONS UNLESS NOTED OTHERWISE:

1. ON EACH SIDE OF A CONTROL OR ISOLATION JOINT 2 AT INTERSECTION OF WALLS 3. EACH SIDE OF A WALL OPENINGS PER MASONRY DETAILS 4. AT EACH END OF WALL 5. AT EACH BEAM BEARING

C. VERTICAL REINFORCING SHALL EXTEND CONTINUOUSLY FROM THE TOP OF THE SUPPORTING MEMBER TO EMBED AT LEAST 6" INlO THE TOP BOND BEAM. THERE SHALL BE A DOWEL. CAST INTEGRAL WITH THE SUPPORTING MEMBER. FOR EACH VERTICAL REINFORCING BAR EXCEPT AS NOTED.

5. REINFORCING SHALL MEET THE FOLLOWING LAP, SPLICE AND ElvlBEDMENT REQUIREMENTS:

LAP OR FOUNDATION DOWELS REINF. SPLICE EMBEDMENT STRAIGHT BAR LENGTH WITH HOOK EMBEDMENT SIZE IN WALL INTO FOUND. INTO FOUND. JOINT 16" N/A NIA

4 24" 8" 15" 5 30" 10" 19" 6 36" 12" 23" 7 42" 14" 27" 8 48" 16" 30"

HOOKS IF USED SHALL BE ACI STANDARD HOOKS.

6. CELLS WHICH CONTAIN REINFORCING STEEL (VERTICAL CELLS. BOND BEAMS, LINTELS AND PILASTERS) SHALL BE FILLED SOLIDLY WITH GROUT AND UNITS SHALL BE LAID WITH FULL BED JOINTS AROUND CELLS.

7. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR UNOBSTRUCTED CONTINUOUS VERTICAL CELL.

8. BOND BEAM AND JOINT REINFORCING FOR INTERIOR AND EXTERIOR WALLS SHALL BE CONTINUOUS THROUGHOUT, EXCEPT AT CONTROL AND ISOLATION JOINTS, IT SHALL BE AS FOLLOWS: A. INTERMEDIATE (LADDER) REINFORCING SHALL BE DISCONTINUOUS

AT CONTROL JOINTS. REINFORCEMENT IN BOND BEAMS AT FLOOR AND ROOF DIAPHRAGM LEVELS SHALL BE CONTINUOUS.

B. AT ISOLATION JOINTS, ALL REINFORCING SHALL BE DISCONTINUOUS.

9. BARS AROUND PERIMETER OF OPENINGS SHALL EXTEND NOT LESS THAN 40 BAR DIAMETERS OR 24", WHICHEVER IS LARGER; BEYOND THE CORNER OF THE OPENING. VERTICAL JAMB BARS SHALL BE THE SAME SIZE AND NUMBER AS THE NORMAL VERTICAL REINFORCING.

10. SEE PLANS AND SCHEDULE FOR LINTELS OVER OPENINGS. 11. LOCATION AND DETAILS OF CONTROL JOINTS AND ISOLATION JOINTS

IN REINFORCED MASONRY SHALL BE AS SHOWN ON THE ARCHITECTURAL DRAWINGS. THE MAXIMUM SPACING OF CONTROL JOINTS SHALL BE 25'-4" AND ISOLATION JOINTS SHALL BE AT A LENGTH TO HEIGHT RATIO OF 4:1OR100'·0" OC, WHICHEVER IS LESS. CONTRACTOR SHALL SUBMIT A JOINT LAYOUT PLAN FOR APPROVAL PRIOR TO CONSTRUCTION.

12. ALL MASONRY IN CONTACT WITH SOIL SHALL BE NORMAL WEIGHT UNITS AND HAVE ALL VOIDS FILLED WITH GROUT.

13. MASONRY WALL TO INTERLOCK (50% MASONRY BONDj AT ALL INTERSECTING WALLS.

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20 +14.9 +34.1 +34.1 +34.1 +34.1 -38.0 58.4 -58.4 -37.1 -44.4

MAIN BUILDING 6 155 120 +!- 0.18 50 +13-5 +32.0 .,-32.0 +32.0 +32.0 -36.7 -49.2 -49.2 -35.0 -40.2

100 +12.6 +30.4 +30.4 +30.4 +30.4 -35./ -42.3 -42.3 -33.4 -37.1

500+ +12.6 +26.8 +26.8 +26.8 +26.8 -35.7 -42.3 -42.3 -29.7 -29.7

NOMINAL C&C WINO PRESSURE PLAN NOTES:

1. PRESSURES INDICATED ARE NOMINAL COMPONENTS AND CLADDING GROSS PRESSURES, CONVERTED FROM ULTIMATE PRESSURES USING A 0.6 IV!ULTIPLIER FACTOR. NO FURTHER REDUCTION IS ALLOWED.

2. a - INDICATES END ZONE WIDTH IN FT. 3. Vult AND Vasd INDICATE ULTIMATE AND NOMINAL DESIGN WIND SPEED IN MPH

RESPECTIVELY. 4. GROSS PRESSURES SHALL BE LINEARLY INTERPOLATED FOR (A) NOT SHOWN IN TABLE. 5. GROSS PRESSURES ARE FOR JOISTS, WINDOWS. DOORS, VENEER, LIGHT GAGE METAL

FRAMING, METAL DECK ATTACHMENTS, ROOFING, ROOFING ACCESSORIES AND OTHER BUILDING COMPONENTS AND CLADDING.

6. POSITIVE PRESSURES INDICATE PRESSURES ACTING TOWARD A PROJECTED SURFACE. NEGATIVE PRESSURES INDICATE PRESSURES ACTING AWAY FROM A PROJECTED SURFACE.

7. ROOF ZONES INCLUDING END CONDITIONS ARE DENOTED AS C0 THRU ® 8. WALL ZONES INCLUDING END CONDITIONS ARE DENOTED AS (i) AND CD 9. OVERHANG ZONES= -59.6 PSF AND APPLY ONLY TO ROOc OVERHANGS WHERE THE

COMPONENT OR CLADDING RECEIVES PRESSURE SIMULTANEOUSLY ON BOTH SIDES (UPWARD SUCTION ON TOP AND UPWARD PRESSURE ON BOTTOM, SUCH AS AT OPEN SOFFITS), AND IS CONTINUOUS WITH FIELD OF ROOF.

10. NET DESIGN ROOF PRESSURES SHALL BE CALCULATED USING THE SELFWEIGHT (DEAD LOAD) OF THE MATERIALS. THE MAXIMUM REDUCTION OF GROSS WIND UPLIFT PRESSURES SHALL BE LIMITED TO THE SELF WEIGHT OF THE ROOF SYSTEM PLUS 5 PSF MAXIMUM FOR SUPERIMPOSED DEAD LOADS.

SECTION AT ALCOVE

CANOPY~ (ZONE 2/3 '

UPLIFT\

SECTION AT CANOPY

:-- -·-··- -·---· ------------

! WINDOWS/DOORS PERFORMANCE RLOUIHCMENlS:

PARAPET LOAD CASE 1 PARAPET LOAD CASE 2

PROVIDE WINDOW, DOOR AND FRAME SYSTEMS THAT COMPLY WITH PERFORMANCE FlEQUIREMENTS INDICATED AS DEMONSTRATED BY TESTING MANUFACfUREJrS ASSl'MBFIES IN ACCORDANCE WITH TlcXAS BUILDING CODE TEST PROTOCOLS TAS 201, TAS 202 AND TAS 203.

--- - . --- ----------- - ------ ---------------------~

WIND PRESSURES AND NOTES 3/4" = 1'-0"

MWFRS ULTIMATE SHEAR WALL IN PLANE LATERAL

LOADS (ASCE 7-10)

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MWFRS ULTIMATE WALL LATERAL LOAD NOTES:

1. SEE NOMINAL COMPONENT & CLADDING WIND PRESSURES FOR OUT-OF-PLANE LOADING.

2. SEE HOLLOWCORE LOADING DIAGRAMS FOR DEAD AND LIVE LOADING

© §t!~AR _'!JA'-:~ __ L!:\JS_BAL SCHEDULE_,l\~Q_NQI~~ 3/4" = 1'-0"

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FOUNDATION PLAN NOTES

1 REFER TO GENERAL s rnuc I URAL NOTES AND PROJECT SPECIFICATIONS FOR DEFINITION OF SYMBOLS, ABBREVIATIONS, AND OTHER INFORMATION AND CRITERIA NOT SHOWN ON PLAN.

2. FOUNDATION SIZES INDICATED ARE BASED ON THE SUBSURFACE RECOMMENDATIONS PROVIDED BY THE GEOTECHNICAL ENGINEER FOR THE PROJECT REFER TO STRUCTURAL GENERAL NOTES FOR ADDITIONAL INFORMATION.

3. VERIFY DIMENSIONS, ELEVATIONS. DEPRESSIONS, DRAIN LOCATIONS, FINISHES AND LIMITS THEREOF, AND INFORMATION NOT EXPLICITLY INDICATED ON CONTRACT DOCUMENTS WITH THE ARCHITECTURAL, CIVIL, AND MEP/FP DRAWINGS PRIOR TO CONSTRUCTION.

4. COLUMN, PIER, AND WALL CENTERLINES SHALL COINCIDE WITH FOUNDATION CENTERL!Nf SUNLESS NOTED OTHERWISE ON PLAN, SECTIONS,, AND DEl AILS.

5. ALL REINFORCING IN FOUNDATION CORNERS, INTERSECTIONS, TEES, AND CHANGES IN DIRECTION SHALL BE CONTINUOUS AND CORNER REINFORCING SHALL BE PROVIDED AND LAPPED.

6. CONCRETE SLAB ON GRADE CONTROL JOINTS FOR ENCLOSED (INTERIOR) AREAS SHALL BE AS INDICATED ON DRAWINGS BUT NOT EXCEED A MAXIMUM SPACING OF 16'-0" O.C. EACH WAY. SEE DETAIL FOR ADDITIONAL INFORMATION.

7. ElJGE Or SLAB DIMENSIONS AS WELL AS DEPRESSIONS REQUIRED FOR ARCHITECTURAL FLOOR FINISHES AND DRAINAGE SHALL BE COORDINATED WITH ARCHITECTURAL AND MEPIFP DRAWINGS.

8. COORDINATE l\LL REINFORCING F·OR !CF AND CMU WALLS WITH WALL DESIGNER/SUPPLIER. INSTALL VERTICAL DOWELS AS REQUIRED.

9. BAUTEX USED AS ICF BASIS OF DESIGN. REFER TO STRUCTURAL GENERAL NOTES AND INSULATING CONCRETE FORMING SPECWICATIONS. WALLS SHALL BE CAPABLE OF SUSTAINING THE MINIMUM DESIGN LOADS SPECIFIED ON THE CONTRACT DOCUMENTS. SPECIFICATION AND INSTALLATION SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS. SUBMIT SIGNED AND SEALED DESIGN REVIEW DOCUMENTS FOR APPROVAL ICF SPECIAL TY ENGINEER TO PROVIDE BOTH LATERAL AND GRAVITY REACTIONS AT WALL FOUNDATIONS FOR VERIFICATION.

10. MASONRY CONSTRUCTION SHALL BE 8" NOMINAL INTERIOR NON-LOAD BEARING RUNNING-BOND LAYUP REINFORCED WITH #5@4-0" OC VERTICALS, TOP. AND BOTTOM DOWELS UNLESS NOTED OTHERWISE. IN ADDITION, REINFORCE WALLS WITH (1)#5 VERTICAL AND DOWELS AT ENDS, CORNERS, INTERSECTIONS AND TEES. REFER TO DETAILS FOR REQUIRED REINFORCING AT EACH SIDE OF OPENINGS AND WALL CONTROL JOINTS AND AT CHANGES IN WALL ELEVATION. REINFORCING SHALL BE PLACED IN GROUT-FILLED CELLS.

11. DUE TO LONG-TERM SALT EXPOSURE, TOP OF ROTIFER AND LARVAL CULTURE ROOM SLABS TO BE TREATED WITH MARINE-GRADE SEALER BY QUALIFIED WATERPROOFING CONTRACTOR.

FOOTING SCHEDULE

REINFORCEMENT I 4"• TYP s-!o~ _/

' 1~17,2!5 LB I -i"t$T : I - - - - - -::1~-f- SOG MIN 8. THICK WI TYPE WIDTH THICKNESS LONGITUDINAL I TRANSVERSE REMARKS

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LOADING ON ADJACENT PLANKS

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-----------------~ · BE LOCATED AT HOLLOWCORE ---------~ \ 1 i SEAM_ REFER TO RCP PLAN -----------~

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ROOF PLAN NOTES

1. REFER TO GENERAL STRUCTURAL NOTES AND PRQ,JECT SPECIFICATIONS FOR DEFINITION OF SYMBOLS, ABBREVIATIONS, AND OTHER INFORMATION AND CRITERIA NOT SHOWN ON PLAN.

2_ 12" THICK PRESTRESSED HOLLOWCORE SLAB SYSTEM BY DELEGATED ENGINEER- 3 112" LIGHTWEIGHT COMPOSITE TOPPING REINFORCED WITH 6X6-W2_9XW2.9 WWF. MANC",Q SPANCRETE HOLLOWCORE PLANKS USED AS BASIS OF DESIGN. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE PER THE STRUCTURAL GENERAL NOTES_ SLAB SHALL BE CAPABLE OF SUSTAINING THE MINIMUM DESIGN LOADS SPECIFIED ON THE CONTRACT DOCUMENTS IN ADDITION TO THE SELF WEIGHT OF THE ROOF SYSTEM WITH FINISHES. SPECIFICATION AND INSTALLATION SHALL BE PER THE MANUFACTURERS RECOMllAENDATIONS_ SUBMIT SIGNED AND SEALED DESIGN REVIEW DOCUMENTS FOR APPROVAL.

3_ BOTTOM OF HOLLOWCORE SLABS SHALL BE AS NOTED ON PLAN UNLESS NOTED OTHERWISE. VERIFY ELEVATIONS NOTED ON PLAN WITH ARCH DWGS AND NOTIFY ENGINEER AND ARCH OF DISCREPANCIES.

4. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL VERIFY DIMENSIONS, ROOF FINISHES. SLOPES, FIRE HATINGS AND Cl'ILING PROFILES WITH ARCH DWGS. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION Qt' THE Al~GHiENGINEER BEFORE PROCEEDING WITH CONSTRUCTION.

5_ HOLLOWCORE PANEL LAYOUTS INDICATED ON PLAN ARE SCHEMATIC AND FOR ILLUSTRATION PURPOSES ONLY_ THE HOLLOWCORE MANUFACTURER SHALL DETERMINE FINAL PLANK LAYOUT AND COORDINATE WITH THE CONTRACTOR. THE HOLLOWCORE MANUFACTURER SHALL ALSO COORDINATE OPENINGS NOT EXPLICITLY INDICATED ON THE STRUC DWGS WITH ARCH. MECH, ELEC AND PLUMB DWGS.

6_ COORDINATE FINAL LOCATION OF MECH OPENINGS AND CHASES WITH MECH CONTRACTOR AND MECH DWGS.

7. DUE TO LONG-TERM SALT EXPOSURE, UNDERSIDE OF HOLLOWCORE SLABS TO BE TREATED WITH MARINE-GRADE SEALER BY QUALIFIED WATEP.PROOFING CONTRACTOR.

8. COORDINATE ALL REINFORCING FOR ICF AND CMU WALLS WITH WALL DESIGNER/SUPPLIER. INSTALL VERTICAL DOWELS AS REQUIRED.

9. BAUTEX USED AS ICF BASIS OF DESIGN_ REFER TO STRUCTURAL GENERAL NOTES AND INSULATING CONCRETE FORMING SPECIFICATIONS. WALLS SHALL BE CAPABLE OF SUSTAINING THE MINIMUM DESIGN LOADS SPECIFIED ON THE CONTRACT DOCUMENTS. SPECIFICATION AND INSTALLATION SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS. SUBMIT SIGNED AND SEALED DESIGN REVIEW DOCUMENTS FOR APPROVAL.

.,..... CX) 0 C\I C\I .,.....

a: w al :lE ::> z l­o w -:> 0 a: a.

------, DATE: 04128117

DESIGNED BY: PRO

DRAWN BY: GAS

REVIEWED BY: EC

REVISED: GAS

______________ J

I SHEET NUMBER

i i I

IS-150 '

' TPWD-_ TITLE_MDC_ _ 1;220B_1_cJ_w_!i__ ~

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ACI HOOK DEVELOPMENT LENGTHS FOR f'c ~3.000 TO 5.000 PSI

I AA:"' ~'~ '~ "' j ,, ·~""'_' ~~"' i

'' : ___ --~: ____ t .. , .. -; ... _l~-=~~1 -~ #6 17 I 15 13 I

--!------- ------------- -·· l

L #7 19 I -··· 17 __ 1~--1

l~=-:~--l---~~ -1-· -~; -~-= ~=-~-:: =1 ~ :~~ 1~==;;--=~---J~i---:~~~-=:=I t==~;~ -t :: __ J -:_: ·_.i~~--:~.:_ __ J

NOTES: 1 TABULATED VALUES BASED ON Gl1ADE 60 REINFORCING BARS

AND NORMAL WEIGHT CONCRETE. 2. TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS ARE

BASED ON ACI 318·02, SECTION 12.5. LENGTHS ARE IN INCHES. 3. FOR BAR SIZES #3 THROUGH #11 ONLY:

A. IF CONCRETE COVER CONFORMS TO ACI 318·02, SECTION 12.5.3(a), THEN A MODIFICATION FACTOR OF 0.7 MAY BE APPLIED BUT THE RESULTING LENGTH MUST NOT BE LESS THAN 8db OR 6 IN.

B. IF HOOK IS ENCLOSED IN TIES OR STIRRUPS CONFORMING TO ACI 31802, SECTION 12.5.3(b), THEN A MODIFICATION FACTOR OF 0.8 MAY BE APPLIED BUT THE RESULTING LENGTH MUST NOT BE LESS THAN 8db OR 6 lN.

4. FOR EPOXY·COATED HOOKS, MULTIPLY THE TABULATED VALUES BY 1.2.

i ~ I '- CRITICAL ' SECTION

Lhb" 1200db

J----&------ ~-. 1---11"···---.. ·· ' ,\\ I !!j --1Jr-I ~ i~~ I

I ,(··

I . ,

;fpr I , ' . 4d OR 2 1/2" MIN__.--- i i

1 4d I -}~ #3 THROUGH #8

dy #9, #10 AND fff 1 di ,j<1 · #14 AND #18

Ldh ·------ ··>f

. ' . ·1 ·· .. ·-·-··-· ·- ' ',,,, ... ···-·--·· .. --, ----·-···-··-·· ·- ' .. ' ·"' " ·-·· , t'c ,, 3,000 PSI i f'c "4,000 PSI f'c ~ 5,000 PSI

''BAR ~IZ~ rro~ -BARS i OTHER BA~S ·: TOP BARS -1 CJ_Tl 1Ef1 BAflS r TOP BARS TOTH=~ BA9S

#3_ , .. ,28 1- . _22 --+ 24 ,j_ 19 I 22 I· -,_17 __ -

:- i:---i- . :~ · - :: ·-r---~-+- -~;-- --i--~!--- 1--- -~~ · ·. r--116 ''' ! - 5s .,.,_4_3_=._J ___ 48 __ 1_ :li_==ir==43".-.=.t==-=~3===·1·· ~--- .. ------------~-------·· I...... . . . '

i #7 I 81 63 I 70 ! 54 : 63 ' 49

r' -·-··---l.-----·······.·· _, ····-·-··,,t- ............ ,. _,, ····-- -- , __ ,,_,, __ #8 ! 93 ! 72 i 80 I 62 ' __ ,L. ,_,_72 55 I l #9 I 105 .... t-·--8-1--~=-~1--·J __ 70 ____ 1_81 63 .~

~---- #1~---L-~.2-~------L-----~--.. - 102 19 : 91 ----~~---- ___ J

I ::: ! :::-+ :~~: :: ± ,:; r-:-:_Lui-= NOTES: 1. TABULATED VALUES BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT CONCRETE. 2. TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICE LENGTHS ARE BASED ON ACI 318-11,

RESPECTIVELY. TABULATED VALUES FOR BEAMS OR COLUMNS ARE BASED ON TRANSVERSE REINFORCEMENT AND CONCRETE COVER MEETING MINIMUM CODE REQUIREMENTS. LENGTHS ARE IN INCHES.

3. LAP SPLICES OF #14OR1118 BARS ARE NOT PERMITTED. THE TABULATlD VALUES FOR THOSE BAR SIZES ARE THE TENSION DEVELOPMENT LENGTHS.

4. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BARS. 5. FOR LIGHTWEIGHT APPREGATE CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.3; OR WHEN

fct IS SPECIFIED, THE FACTOR IS 6.7 '11'c I let~ 1.Q,

-,-wA,,-, ~I

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CORNER

NOTE:

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INTERSECTION

PROVIDE MATCHING CORNER BARS FOR ALL HORIZONTAL REINFORGING AT INTERSECTIONS & CORNERS OF ALL FOOTINGS, THICKENED SLABS ON GRADE, WALLS, BEAMS, AND CONTINUOUS KNOCK-OUT BLOCKS, UNLESS NOTED OTHERWISE.

f7\_B~QQMMENDED END HQQ_t$8_ ____ ··-·-··--·· \_}_) 3/4";;:: 1'-0"

f,;\_Qf:VELQpM ~t'J."T .. L_cjb_ QE ST AN p ARQ._lj_OQK§_ ______ _ 'V·-314--:i ~ 11-0"

TENSION LAP SPLICE LENGTHS f,;\ Gf=!~Q!= 6Q __ Ul"-JCOATEQ BARS ~=1'-·0" © IYE_QPRNER REINF. DEI~J_l:: _________ _

i1i,. T/SL_A_B __

VEL SEE PLAN

CONTINUOUS __ .../ KEYWAYWI WATERSTOP TYP

C.J. TOOLED OR SAWCUT JOINT. 11 FILLED WITH ELASTOMERIC t I JOINT MATERIAL

. i J ····-·····-. ~-·-.-·-~ .1 . . . '~~ . ' ' -· . ' ~~ ---~---.. ···---'---------~- . ' -- '•' "~ ·.. ...,_ ....... = ---t-p

TYPICAL SAWCUT"' SLAB REINFORCEMENT TO ·----, CONTROL JOINT. ~ BE CUT AT KEYWAY \ CONCRETE

\ SLAB SEE PLAN

,-- ------·------'\,-·---··--··-·---NOTE: 1. C.J. INDICATES CONTROL OR CONSTRUCTION JOINT. 2. CONTROL JOINTS SHALL BE SAWCUT AS SOON AS POSSIBLE WITHOUT RAVELING CONCRETE (4 TO

16 HOURS AFTER PLACEMENT MAX.) 3. JOINT PLACEMENT REQUIREMENTS:

FOR ENCLOSED/INTERIOR AREAS. 16'·0" O.C. (MAX.) EACH WAY FOR OUTSIDE/EXTERIOR AREAS. 10'·0" O.C. (MAX.) EACH WAY

WHERE TOP OF SLAB SURFACES ARE TO BE FINISHED WITH TILE, GENERAL CONTRACTOR IS TO COORDINATE JOINT LOCATIONS WITH THAT OF MORTAR ,IOINTS.

2"0"

CORNER BAR

(1)·#4 CONT. AT PERIMETER ~ WI (1)·#4 x 4'·0" AT EXTERIOR \ SEE NOTE 1 CORNERS AND (1)·#4 x 4'·0" (4''MIN.THICKNESS) DIAGONAL AT INTERIOR \ ',· ----", TOP REINFORCEMENT COR R , I SEE SCHEDULE. NE S. 1 i

i !a: ii \ I = lc:r: w ~ILL!>

\ !.ii. "':c:j 8 / ' WHERE SCHEDULED

\ I / 3/4" CHAMFER (TYP.)

SLAB, SEE;A~,F~"~~_j(:'::_'.t,=-:;=====°l·~'~~~~~·~~~~~~~~·~l·_·-~· ---_-_-__,···--_~t'I.·· ~j l'

EPOXY BONDING AGENT

1;.;0TE~G~ERAL coNT~~;TOR TO cooRD~~~~~ WITHMECHANICA~--·1 II DRAWINGS AND SPECS TO DETERMINE REQUIREMENTS FOR EQUIPMENT

PADS AND PROVIDE WHERE REQUIRED WHETHER SHOWN ON DRAWINGS l OR NOT. COORDINATE DIMENSIONS AND OTHER SPECIAL REQUIREMENTS

WITH EQUIPMENT MANUFACTURERS AS REQUIRED. ·---------!

@r.~.0~QUIPMENT PAD_.::_J~_IERIOR

·,

'. • • .. .!

EXPANSION JOINT FILLER ____/ (BITUMINOUS IMPREGNATED FIBER BOARD) PARTITION

'·. \ \

MUST BE COMPATIBLE WI TYPE OF JOINT FILLER USED. SEALANT SILICONE (ASTM C920) TYPES GRADE NS .

'•

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\~ BACKER ROD POLYETHYLENE FOAM D ~ 125 OF JOINT WIDTH

f;;\ S1=!:\~ ISOLATION JOINJ_DET ~L1=. ~4"=1'-0"

EQUIPMENT PAD REINFORCING SCHEDULE

PAO BOTTOM

THICKNESS TOP REINF. REINF.

t ~ 4" 6"x 6",W2.9 x W2.9 NONE

4" < t ~ 6" 4"x 4",W4.0 x W4.0 NONE

6" < 1 s:. 8" #4@12"EW NONE

8" < t s:. 12" #4@12"EW #4@18"EW

12" < t s:,. 16" #5@12"EW #5@12"EW

T i :2" 4"

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PLANTYP. \~

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/'.. WALL CORN ER, /' SEE PLAN

"--- ADD (2) #4 x 4'·0" CENTERED AI ALL LOCATIONS IN SLAB WHERE A C.J. DISCONTINUES

(j) IYf'$0G CRACK CONTROL 3/4" = 1 '-0 11

3/4" = 1'·0"

PROVIDE ROUGHENED SURFACE & APPLY ·-, EPOXY BONDING AGENT PRIOR TO \ PLACING PAD \ ;·

\ I EQUIP. SIZE+ 6" ALL AROUND / r--·----"····-·-- ·\~---1 t

EQUIPMENT ANCHORS PER EQUIPMENT MANUFACTURERS REQUIREMENTS

,.,---'r---------~·'"', -'It---. . -1'· ~ PAD HEIGHT SEE PLANS !' . '' ' \- JL__ ~

i.-----'~-=-' ~~.:·~ ~~~ • £.';::::::,__~:t"f, ___ o_R~E-JOUIPMENT SUPPLIER

< // ' •

/ REFER TO INTERIOR ··-____/ EQUIPMENT PAD REINFORCING SCHEDULE

EQUIPMENT PAD

'·,, ·~·-·· CONCRETE SLAB,

SEE PLANS

112• ISOLATION JOINT \ MATERIAL, SEAL PER ; , EQUIP. SIZE+ 6" ALL AROUND

( I

/ EQUIPMENT ANCHORS PER EQUIPMENT MANUFACTUl1ERS REQUIREMENTS

ARCH. DRAWINGS I +----·---·· (TYPICAL) \ 1,

f" I

;-- PAD HEIGHT SEE PLANS l"'::::'.):t::::;;::::::;::::;:=d:::;::::;::::;:;:::::;+::::;i ··-11 OR E OUI PM ENT SUPPLIER

,,I: • .. •1 • • .:r: '(

REFER TO INTERIOR EQUIPMENT PAD REINFORCING SCHEDULE

/ /

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ISCLA1 ED FQUIPMENT PAD

'~ CONCRETE SLAB, SFE PLANS

I REFE;:;.O MEC-;;A~;;;~-~;;~ ~LECTRICAL ·~;:;;~5 & SPECIFICATIO~SFClR EQUIPMENT

L~=QUIRE~~NTS, PAD SIZ~'.~CC~SSORIES, AND LOCATIONS

fo\ TYP~Ql.JJ_pty1ENT PAD ---~X-r:ER_IQfl ..... -..... -.. ···-·--··· ~1'-0"

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DESIGNED BY: PRD

DRAWN BY: GAS

REVIEWED BY: EC

REVISED: GAS

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fYPICAL FOUNDATION DETAILS

·-------------- ------·------ -

I SHEET NUMBER '" i

S-200 1 PWD-_TITLE .MDC

122081.dwg -------------------.. ,_,,_'

(j) 1-z w ::2: ::J 0 0 Cl z 0 l­o ::J 0: 1-(j) z 0 0

~ 0 0 0 ,....

MAX4" PIPE SLEEVE WITH -1 COMPRESSIBLE FILLER. SEE PLUMB DWGS I

, - ICF WALL BY OTHERS /

. I . . . . . . -. . .. . I . . . . , . . . .

.. •. _j . ~ . . ' .. '• ~ . ---------- ----------- ~-~ , . ' ' . . . ' ·----·- - .........:; - ....._-:__ - - .----, _,_ - ~-~ .:__ _ ~--.J'::::::-::::.

2#5x3'·0" LONG

. "'

- TOP OF SLAB BEYOND

BOTTOM OF SLAB BEYOND

- BOTTOM OF THICKENED SLAB

- STEM WALL REINF NOT SHOWN FOR CLARITY

"-- FTG REINF, SEE SCHED

~ "-- COMPACTED SUBGRADE, TYP

'1\ TYP __ EtE_~ __ §.b_EEVE_ AI_§I~f\11 WALL __ \..:J 314" = 1 '-0"

DWL INFO & GEN NOTES FOR WALL REINF. REFER TO ARCH DWGS & PLAN FOR WALL LOCATIONS.

DOWELSTOMATCH ~-VERTICAL REINF -..;4tt'. PROVIDE STD HOOK & LAP 48 BAR DIAME!ERS,_TYP _____ _ •

....... --------

1/2" PREMOLDED•.-···-~·-'--" -ff JOINT FILLER

•

SEE PLAN SEE PLAN ,, v ,,- ·- --·-· - ·- 7f

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DETAIL A

'r---'-~-+'r--sEr~~~-0 • • • • • -. I .. • • - #5@ 12"0C · • • i w r "") T&B, TYP r - . I w

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· 12 ' Cl ~ 't<=·· ·•.····. '\ ·. ·.·· ·.··· ···., FOR AD.· DITION .. AL INFORMATION · · u. W... •<• .. ..., ; .. ~ CONTWATERSTOP, TYP

ijj g • • -,......._ , "~ ~ ' VAPOR BARRIER, SEE ARCH

.... "'-\;-' · - . ... .... , ... . . .-~~ ""-- COMPACTED SUBGRADE, TYP

, , . ; ... . .. ~~-..:::-- 2X4 KEYWAY, TYP

SEE FTG SCHED ' "'---- FTG REINF. SEE SCH ED

LEAN CONCRETE FILL, PLACE -PRIOR TO FOOTING PLACEMENT. \ UTILITY PIPE

FORM SAME WIDTH AS FOOTING \

BOTT. OF CONG. FTG OR --~ I ;-FOUNDATION \ i

H--~/l'-i-----;

SLEEVE. SIZE TO PROVIDE 1/2" MIN. CLEARANCE AROUND UTILITY PIPE

3' O" MAX. WIDTH. WHERE -~ CLEARANCE EQUAL TO '\ . SLEEVE DIA (6" MIN) ., I I TRENCH WIDTH EXCEEDS 3'·0", \,,

NOTIFY STRUCTURAL ENGINEER PRIOR TO ' "4~*"--. ~. Ir·-- -PLACEMENT OF FOOTING ,f---L ---,,!"

'\ 'r / 1

'

4 ~ $HALtoW TRENCH

~ l?' ff oon ~ ,! ~ ~~I 11

M ! · i : CONC. FTG. OR 1 . 000 J FOUNDATION Ii'' 1 I

NOTE: PIPES SHALL NOT PASS THRU FTG NOR BE LOCATED BENEA fH ISOLATED PAD FOOTING

FRP GRATING. COORD W/ SPECS, ----·\ 1 1/2" PROCESS DWGS AND GRATING MFR \ 1-1 NOfE -··-------1

1. ALL DIMENSIONS ARE TO '1

BE COORDINATED WI

~{C~~ .------. 1 112"x1 1:2"x114 GRATING MFR. I

2 GRATING MFR TO SUBMIT I SIGNED & SEALED SHOP I

FRP CURB ANGLE. COORD Wi SPECS, ___/ PROCESS DWGS AND GRATING MFR

OPTIONAL · S" ,f' CONSTRUCTION JOINT -\ / ---

1-

T/ SLAB \ I -------·--SEE PLAN?='"--,-:::;;::=:l;::::;;i'l

: : i\ :

.. --1 CONT WATERSTOP,. TYP -- j

• TO SC EL VARIES

-- ---- - -~ --- -

DRAWINGS&

DETAIL A CALCULATIONS FOR I GRATING. I

SEE PLAN 8" ----)<----0-

1

DETAILA -..._

;'f[' D'f""io-.: ..,........'"l(: ~ I I

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CJ) i W> a: !

#4@9"0C '-· #4@9"0C :; I I . HORIZ I H.ORIZ .... TYP Ii

___ J

BACKFILL AND ---·-····· - \ 1 F ''- <:;! ~j

RECOMPACT TRENCH '-- UTILITY PIPE 24" MIN. ,f- ,,).- ---'----- BOTTOM OF TRENCH PARALLEL TO PER SOIL REPORT AND FOUNDATION SHALL NOT BE

2X48~::~:~:~=-i [_·-:_--..._.....,....,,_. ... __ .-.:.:_ ....... _ J ____ { SPECIFICATIONS DEEP TRENCH CLOSER THAN 1TO1 SLOPE

#4@9"0C

12·· 12' TRENCH PARALLEL FROM B O 0 TO e'OOTING OTT M EDGE F FOOTING LJ

®TYP UTILITY TR~~Q_H_ A. T CQ_NT_f90TINQ_ 314" = 1 '-0"

T~ ___ COORD RECESS DIM W/ .-- - OVERHEAD DOOR MFR

,Y--4 ICF WALL BEYOND --~-.._J I

SEE PLAN \- CONG SLAB ON GRADE,

SEE PLAN FOR REINF

f ::::~L:N~ l I PAVING. SEE CIVIL

{'-·· --j------~-~ I I FIBERGLASS ~ ANGLE

3·-0·· #4 OWL @12"0C W/ #4 CONT, TYP

""- ..-..-------, r---'--J-~ "'HIJ§LA_B ·~ 2:"c7~3,:-:'.',-,-:m.;;i .. ~.,-;rJF.'. ;;;:::=!...;-. ---=r;===;;n) • • . l SEE PLAN

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2#5 CONT -,"" ,. ~ = _,.. -, ,- #5 @ 12"0C ,,,· =~· ! IB '=7... . . . I. ! T&B, TYP I er

DOWELS TO lv1A TCH - ; I .. · l"' ~~~~~~~~ r:;;i~~DE I l''.'"1* ... "'-'",,, .. _-... :-'"--_,,._~_-_-.... _-_-_-'""'""h •·-'-.· ~ - > BAR DIA, TYP. . I "= ~ ~-

~';<~- ..• •.·······.· ... \ ·.,. . ~6~ I6ii~~6J:c~~'~l~~~i:g~ DETAIL s j!J:! ' ··'-.,'--.CONT WATERSTOP, TYP,

~ i ~ • • • ·· • ~< ~~;VAPOR BARRIER, SEE ARCH

"k ........• ~, ---,--------.-~-~ ... > ------ . , ----..........._ COMPACTED SUBGRADE, TYP i. . 1 . ' •• ..•.• 1 • !· ~-- -_ __ 2X4 KEYWAY, TYP ... t-,--• -~EEFTGSCHE[) 1

• '. ---.. ___ FTG REINF, SEE SCHED

®.~ECI!QN@_IB_l~['.!Qlj __ WITH OVERttEf\_Q_DOQR 3/4" = 1'-0"

® T'(P IQ_/:\!:-_ TR ~t-.JQ~_§gPIIQN 3/4" = 1 '-0"

10" ICF WALL. REFER TO ICF --~ DWGS FOR DWL INFO & GEN NOTES FOR WALL REINF. REFER TO ARCH DWGS & PLAN FOR WALL LOCATIONS.

DOWELS TO MATCH ----~

VERTICAL REINF PROVIDE "" STD HOOK & LAP 48 BAR ~ DIAMETERS, TYP

SEE PLAN FOR -- \ REINF & SLOPE \

I

• •

• •

• SEE PLAN

DETAILA -, \

® SECTION _ _@~WIDE TB_sNCH 3/4" = 1'-0"

\

- CONG SLAB ON GRADE, SEE PLAN

3'-0" #4 DWL@12"0C I W/ #4 CONT, TYP

I I ~~~±----+--'>.--Tl SLAB~

SEE PLAN ··--r

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si1t'Ei' NUMBER

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(f) 1-z UJ ~ :J 0 0 0 z 0 -l-o :J a: 1-(f) z 0 0 ';!2. 0 0 0 ,...

10" ,f- _,,, 10" ICF WALL REFER TO ICF \ M . DWGS FOR OWL INFO & GEN \ r1> ,-t-fr'A--"r--NOTES FOR WALL REINF. I~;'~ I REFER TO ARCH DWGS & ' PLAN FOR WALL LOCATIONS. e // •

DOWELS TO MATCH '\rt VERTICAL REINF PRO~ 1?1 STD HOOK & LAP 48 BAR v DIAMETERS, TYP v' 112" PREMOLDED c

JOINr rn LER ;- CONG SLAB ON GRADb,

VARIES. SEE CIVIL FOR ~ ' , ' ;( 0 Z- SEE PLAN GRADE OR ASPHALT FOR \ v, ' , A' , -CONDITION. TYPICAL \ V ' ' 'i;' ;:,,,:a __i __ µ. ~ .• ~~,,,,__,,,-f-___L____,j

3#5 CONT -·-=-~ ... , , . ~·'~:-F~·-.··-_ _,_

•

Ti SLAB / .... SEE PLAN "l7

COMPACTED SUBGRADE, TYP

"'--""--- , , ; ~·- 2X4 KEYWAY

' / . 10" ICF WALL REFER TO ICF ~, DWGS FOR OWL INFO & GEN '--..__ NOTES FOR WALL REINF. '--..__ REFER TO ARCH DWGS & PLAN FOR WALL LOCATIONS.

' '

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~ .. ; ; ~- 2X4 KEYWAY

~

SEE PLAN FOR SLAB REINF, TYP

~ /~ ICFWALLBEYOND

i,..~// \ CONG SLAB ON GRADE, I SEE PLAN

112" PREMOLoko --~ I "-\ JOINT FILLER I \ I <: (':: \ \ . z I

~5 ' TI&AB SEE PLAN

~ff5CON.f .~ . . -,_

8" MASONRY --­INTERIOR NON-LOAD ~ .. ,,

/-- #£>@40"0C VERT REINF f'4 4tl'fl-- / CENTERED AT WALL

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BEARING PARTITION , WALL, SEE ARCH ~ 1. Ix: /-- DOWELS TO MATCH VERTICAL

j f'< REINF PROVIDE STD HOOK & •... '.' // LAP 48 BAR DIAMETERS,TYP

CONG. SLAB ON ~, ~ GRADE, SEE PLAN \ x fx'

\ :· ' ,_\ __ ·\ __ ·--~-- s _________________ -----~ ........ ..,. ................ .,... .............................. --.1~-..... --"r""--..... ,....,.-...... .;;,,.,i -----sE§ ~C~~ -0

, . /T~~~.:_--~---

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-- ~ '-- VAPOR BARRIER, SEE ARCH

I . SEE FTG SCH ED ~~.············;········· ' ··~~ FTG REINF,

. SEE SCHED

i j ' \. i: ~ FTGREINF,

SEE SCHED

r.;\_§~QIIQ!'-!_@_§bAl? __ ~_RQ~.-Q_['-.J_f;._§!Q_~_ \..!_.) 314" = 1 '--0"

®_§S_QIIO~ _ _@_§b!\l? ~RQ~ BOTH SIDES_ 3/4" = 1'-0"

10" ICF WALL REFER TO ICF -~, y 10' v DWGS FOR OWL INFO & GEN ', 'I '1 NOTES FOR WALL REINF ~ , ,

REFER TO ARCH DWGS & ~ • _ 1----1 PLAN FOR WALL LOCATIONS v''

'Pt' / ;~ " " ' DOWEi S TO MATCH VERTICAL -- ~{ · ./A :£ I

REINF OR #5@ I 2"0C, WHICHEVER c~;:' .. <: '.'.~ o I

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~·/ .y ca ·1

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112" PREMOLDED JOINT FILLER \

~ .. 1 I I

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• •

r-,,~ _____ ,_ __ il=='"'=~"'f'---"'. """ , I . : . >, . . ... . , ...

oz ~. .• ' . 1' - O": I. .

'-··· ·-~'·% .. MIN ······

..' ~ ·. '- VAPOR BARRIER, ~ SEE ARCH

; ,.,--. 2#5 CONT :

·.· .... '~t~r· ·.---r--~11Lc.::!~ ~~::~ . ····.··.,·,~ ... :1 .... ·-· .. &l .. 1.~.---~---~---~ .. ; . :··.· <c,---..__-.,_______ COMPACTED SUBGRADE, TYP 'J.; · ~ ---.,__ 2X4 KEYWAY

' . --,,____<,.___ FTG REINF, SEE SCHED

}--- __ S~E_r:'.T~-"~HED_ _ --/

~4~~--o?ECTION._1 _______ _

314" CHAMFER ----\ ALL EXPOSED \ CORNERS TYP

r CONG SLAB ON GRADE, SEE PLAN

I ,- SEE PLAN FOR SLAB J REINF AND SLOPE

Tl SLAB :ii. "K----v---... -.,---------.,-.. -------.. ~--.. -,.-----... -------.. ~----.. ---.,-----.. -,..-----.,,-----..,-,.~------_--i_,__SEE PtJIN"IV ~: -- ,. ::; ' • I c; I ;.... i

' _J 1 .

I I 1 . . I . . I

. J-r-~} \-' .. 2#5CONTB.OT 1'-0"MIN· 1 -

® ~4~~~ DOWN SLAB EDGE FOR 8'~SL~!L

SLAB ELEV~;;~~~~;;;~AN \\ 11 ~/~//~ !CF WALL BEYOND

r r- #5@12"0C T&B, TYP

J6;~~~~L~LRDED ----"'-, \\ I I // r- CONG SLAB ON GRADE,

#4 CONT@ EDGE TYP ".,,_ . I I I 1 SEE PLAN

SEE PLAN ··"""+-~ FOR SLAB REINF AND SLOPE

' C!Jt~: ; t;: i ~· . . .~ :

' -w ·: 0. ·-··· • . • . • ' • . .. -...-~ : ·;· .. _····

~:!"" . . . .. ~ : i -'1.;-·'-·· . . " . - . :~ -------------------- 2X4 KEYWAY TYP

i; . ·•.•·· 1, . ''. •,····· ... S.E. E.· Ff.G S .. CHE·D··· · .. ·····•····· .. '. ! .... '. ---. :::-.... ,,,,,_,,_ __ FTG REINF ' . ; ......... ' ~"~--'-• ·--·---·--'---'.+-";( . : SEE SCHED

• r-----,_,-T--

~J"'-'- \ ' ">-- 2#SCONT. \ · ' ·

/~ , . t~ VAPOR BARRIER, / " . SEE ARCH

~-- COMPACTED SUBGRADE, TYP

®_TYE F;.~I_ QQQB_ Q p E_(\J l~Q ti_I_E D_r--J__ -- -------·----------3/4" = 1'-0"

314" CHAMFER ---, ALL EXPOSED ' CORNERS TYP

z 5, ;,, I . . . I 1 ~- ~-"'c--'-'

1.' l1 ' ,Y:~ - 1.(\,----. #4 CONT BOT

.1 S"MIN , .

I- CONG SLAB ON GRADE, SEE PLAN

I / SEE PLAN FOR SLAB I REINF AND SLOPE

I __ Tl SLAB _i:1

SEE PLAN.~_,

' ~""-'- COMPACTED SUBGRADE

®I~BN.PQVVN~~tiB__E_DG~_f OR_!?_~ __ S~_t.B ___ _ 3/4" = 1 '-0"

© TYP FTG AT 8" INT_Qf'!llj_f'AB_~~TIO~_ WALb_ 3/4" = 1'--0"

FACE OF TANK, TYP

•

•

··~

I

•

,j<~~:_o~~ .• " -~. \

NOTE:

, ~ CONG TANK BASE REINF )-/ WI 6X6-W4.7XW4.7 WWM

/// !

/ I

// S"MIN---~ / )-,r

• • •

• • •

L,_ INTERMITTENT SHEAR KEY AROUND TANK BASE AS SHOWN, TYP

•

• ' • 1 .. _i·:~·--I ,

• • •

\

\ __ COMPACTED SUBGRADE

SEE PLAN FOR SLAB RE\NF AND SLOPE

h\ TAr--J_K BASE ON SLAB ON GRAQ~_§~QIIQ~---- ___ _ __ ~3/4" = 1 '--0"

112·· PREMOLDED ----, .JOINT FILLER

• •

\ .

•

\

;-- CONG SLAB ON GRADE, I SEE PLAN

I TiSLAB 0 SEEPLAN ~

.

\\ '---c COMPACTED SUBGRADE

'-- 2#5CONT

~ EXTE:B!QB_ ~~-QIJQ(\J __________ _._, ____ , _____ _ ~/4"=1'--0"

-- - . -·----- ···- .. , l

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DATE: 04/28117

DESIGNED BY: PRO

DRAWN BY: GAS

REVIEWED BY: EC

REVISED: GAS

------·----- -- -· ----- ___ J

I SHEET TITLE 1,

TYPICAL

I '00"'''~ A!lS J SHEET NUMBER l

S-202 !

TPWD-___TITLE_MDC_ I

___ 1~2~1_,(j_w~--·· J

(f) 1-z w :2: ::::> (.)

0 0 z 0 -I-(.) ::::> a: 1-(j) z 0 0 ~ 0 0 0 ..-

CMU BOND BEAM

ISOMETRIC

r HORIZONTAL R.EINFORCING TO // INSIDE Of' VERTICAL BARS

-- -"- ·- -----­.-----: NOTE· J WIRE POSI flONLRS AS i SHOWN SHALL BE USED . IN ALL WALLS , REQUIRING 1 BARS IN A ' CEI l (SINGLE VERT i REINFORCING) i L__. ______ --·--··- -- c

r7\IYP REINF MASONRY V'{A_L__~QQN_§TB_VCTIO[\J ~ 3/4" = 1 '-0"

CONG. TIE BEAM OR ---~ BOND BEAM. SEE PLAN. I -

\ ~~.

90 ° STANDARD HOOK 10" MIN, TYP -\

.~·

- -- REBAR IN VERTICAL GROUT FILLED CELL. REFER TO CMU WALL SCHEDULE.

@-~4I~-~ DOWN TIE BE~f\i1 __ ~ETAIL

NOTES: l 1. REGULAR SPACED VERT REINFORCING

AND GROUT NOT SHOWN FOR CLARITY 1'

2. AT DOUBLE HORIZ REINFORCING PROVIDE I CORNER BAR FOR EACH HORIZ BAR

----- ---·---------------·-------·-------j

f,;\__T~~ WALL INI~B§~_CTlQN .. __ \V 314" = 1 '-0"

REFER TO TYPICAL OPENING DETAIL --·

- PROVIDE VERTICAL DOWEL OVER OPENING INTO LINTEL. RFFER TO CMU WALL SCHEDULE FOR REINF.

PRECAST LINTEL FILLED WI GROUT

~ NOTES: 1. 11EGULAR SPACED VERT REINFORCING

. AND GROUT NOT SHOWN FOR CLARITY : 2. AT DOUBLE HORIZ REINFORCING PROVIDE

CORNER BAR FOR EACIJ HORIZ RAH I ------·-··---·-"

9 GAGE GALV. HORIZ. JOINT REINF.@ 16" (DUH-0-WAL LADUR TYPE. OR SIMILAR)

·------· -·-··· ··-

. ' -i I ::. I

j j

TIE BEAM REINF _ __/ CONT. THROUGH JOINT

I: -~'-......

l i --....__ 3/8"x1" (VERT.) JOINT AT I 1 .- 3/8" EACH SIDE OF CONG * JOINT TIE BEAM.

AT TIE BM.IBM.

,.---3/8" JOINT

SEALANT AND BACK-UP -----, ,.-- PREFORMED JOINT \ ROD PER ARCH DETAILS "'-X:--H-"\ // FILLER \

\ r-\

/ --STOP REINPG. IN --­KNOCK-OUT BOND BEAMTYP. --. ... " ...

I ·~ ''·-, --AT BOND BEAM

STOP "DUR-0-WAL" ~ /- 318" ON EACH SIDE OF "\;• j JOINT -· SEALANT AND BACK-UP ROD JOINT TYP. <:::-.... ·11 / PER ARCH DETAILS

~:"-..._JI / ~ PREFORMED JOINT FILLER

' It·/

I ' I -; I ~!

i

REINF. FILLED CELL --·--··-·~-~ EACH SIDE OF JOINT

"~ KEEP JOINT FREE OF DEBRIS DURING CONSTR. TYP.

WI (1) llAl'l EQUAL TO TYP. WALL REINF.

AT FOUNDATION

NOTE: CARRY MASONRY EXPANSION JOINTS THRU INTERIOH MASONRY WALLS.

SPACING FOR CONTROL JOINT

COORDINATE WITH ARCH. 3 x WALL HEIGHT= SPACING IN FEET (NOT TO

EXCEED 25'·0")

~----~

'

.. ~~· •' .. ·. --" .:<

®JYP MASONRY JQlNT_D_~T~Jb~------3/4" = 1'-0"

I

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a: LU CD ~ ::::J z I­() LU -:> 0 a: c..

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i

! I --·-·-····-····--- ·-- _____ .J

,. -

i DATE: 04/28/17 l ' i

I DESIGNED BY: PRD i i ,11 ! DRAWN BY: CAS i ' i

REVIEWED BY: EC

REVISED: CAS

'--------- ,_, - - -----·__J

!. ·sHEET TITLE --' ! TYPICAL MASOl~RY : DETAILS

. - --- - -I SHEET NUMBER

I

ls-210 I TPWD·_TITLE_.MDC_ I

122081.dwg i L__ _______________ ~------'~--~

Cf) 1-z LU ~ ::::J () 0 0 z 0 -I­() ::::J a: 1-(f) z 0 ()

-:!2. 0 0 0 ,..

r, r-:" ~-1 i I I

I -t:--' I I I

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v

-----~-

~~-- SEE PLANS AND PLAN NOTES FOR ~~---- LOCATIONS OF GROUTED CELLS"

-"==~ STOP GROUT H/2" (MIN") BELOW TOP OF I UNIT IF POUR IS STOPPED FOR MORE THAN I ONE(1)HOUR

i j r-- MAXIMUM HEIGHT OF POUR~5'·0" WAIT THREE (3) ! I TO FIVE (5) MINUTES AND CONSOLIDATE WITH

I, FLEXIBLE CABLE VIBRATOR. RECONSOLIDATE 1 LATER BEFORE PLASTICITY IS LOST" WAIT 30 r (MIN.) MINUTES BEFORE PLACING NEXT LIFT

I ~-" SEE GENERAL NOTES FOR -/r GROUT MIX INFORMATION

-~ "

, .-"~ I I I ~OT~~- . --- - ··-I ' ··- .-i.- !

l C'l I I R'1Mi1r:;:;;::~~-· ... "!---+

,' \'\ I

DO NOT GROUT UNTii MORTAR HAS SET SUFFICIENTLY TO WITHSTAND THE PRESSURE OF THE GROUT. (WAIT NOT l LES~ :r':'AN 24 HOURS) . _ j

" "

. '':". ,,, - _<J·,.

"'· • I - , ~

'---.. PROVIDE CLEAN-OUT/INSPECTION HOLE 3"x3" MIN" REMOVE ALL OVERHANGING MORTAR AND DEBRIS FROM INSIDE THE CELL WALLS, SEAL PRIOR TO GROUTING BUT NOT PRIOR TO INSPECTION.

1 I v ' ' j::p· ::::.4=i

! ' I I L..yf--I

' ' I ' -

"""

-

/\ -

v

----------- SEE PLANS AND PLAN NOTES FOfl

__ .. -- LOCATIONS OF GROUTED CELLS.

"~ .. --~ ~i I ~- STOP GROUT H/2" (MIN") BELOW TOP OF I UNIT IF POUR IS STOPPED FOR MORE I THAN ONE (1 I HOUR

LAY-UP NEXT 4'-0" OF WALL AFTER LOWER SECTION IS GROUTED SOLID

"~ ·--· MAXIMUM LIFT HEIGHT ·4'-0"

-~ .. _' ~'

-~--I -"""" SEE GENERAL NOTES FOR I GROUT MIX INFORMATION

ltiH'llr;::;;M=..Z' "---T . ,:' -· . ' .4'').

' r-----·-

1

NOTE: DO NOT GROUT UNflL MORTAR

, HAS SET SUFFICIENTLY TO WITHSTAND THE PRESSURE OF

I

THE GROUT. (WAIT NOT LESS THAN 24 HOURS)

~----~-- --- -------·-----

MASONRY LINTEL SCHEDULE (CAST-CRETE LINTEL)

MARK LENGTH (L) CAST-CRETE REMARK MARK

MB-1 2'-8"< L < 5'·10" 8F16-2B/OT PRECAST

----.- ---- --- ----- ------- " . ------- ___ ..,_ -------- --- ----.-·--------- ----------------- - .. _'"""

MB-2 5' -10"< L < 9'-4" 8F24·2B/1T PRECAST ..... ___ .. --- -------------------~-- -- ------ ... -------·- ~---·--

MB·3 9'-4"< L < 12'·0" 8F32-2B/2T PRECAST

1" PROVIDE MASONRY LINTEL OVER ALL OPENINGS. 2" PROVIDE MINIMUM END BEARING OF 8". CUT OUT BOTTOM OF LINTEL AT END TO ALLOW

CONTINUATION OF FILLED CELL REINFORCING. 3 MASONRY LINTEL SUBSTITUTIONS MUST BE APPROVED BY THE STRUCTURAL ENGINEER

OF RECORD PRIOR TO INSTALLATION. 4. REFER TO MANUFACTURER FOR INSTALLATION INSTRUCTIONS AND DETAILS.

r.;\_IYE'.._JjJ§Jj LIFT GRQl)Il!'J_Q \V--a;.;~-~-1'-0" ®TYP :J::OW LIFT ~RQ!JJING_

} I

3/4" ~ 1 '-0"

~,:r------ M" ASONRY WALL REINFORCING: ~---· / 1VERT.) SEE PLAN FOR SIZE

2'-0" , " -~----- / AND LOCATION INFORMATION.

·r·--ii"vi>:)"- A' - / ITYP l

I .. 11 --~-----------~- • / 1~- HORIZONTAL REINFORCING:

i r" f' SEE "LINTEL SCHEDULE" FOR I

I I . ' I :

i II ; I ~ 11 : .

: I

: I : ' I ' I I I I I I I I I

I I

' "I I I

' . I I

I • I

I I . I

I •

: I' '

: 11 I I

: 1' I I

: :i ' ., •

~

v

MASONRY OPENING

I I I .

II

II II II :

L !' l-1 ---l+--+ll---

1 i I I I I

, " I , ' i I !

, I ' I I

' I ' ' I I I I J I I ' I

'i I I I' ! I I ! I I

I • I

I I

' I

i I • '

! 'U--· ' I I Ii : ' ' I ' : 1!

i I

I " ' • I

I I

II

I

I

.

...-_..-

SIZE. (EXTEND 2'-0" MIN" BEYOND EACH SIDE OF MASONRY OPENING· GROUT FILL SOLID HORIZ. CELLS) TYP"

t._(;OORD: \Vl_AR()H'L D.l'/_(3Sc __ .,., B/PRECAST "U"

LINTEL

PRECAST "U" LINTEL OVER ALL MASONRY OPENINGS, SEE TYPICAL DETAILS FOR SIZE AND HEINFORCING INFORMATION. (TYP.)

r------------- "~" " .... NOTE: COORDINATE ALL MASONRY OPENING SIZES, LOCATIONS AND ELEVATIONS WITH ARCH'L. DRAWINGS. (TYP")

L___, ___________ ~--

_..,....--· VERTICAL DOWEL (FROM FOUNDATION) SIZE AND LOCATION TO MATCH THAT OF MASONRY WALL REINFORCING.

., T/CONC" SLAB . ', SEE PLAN

f?\IY.E!Qt\bB __ E!NEQ_R91~ .. <3 AT M~SQ~BY (QQQB)_OPENINGS ~ 3/4" ~ 1'-0"

r--1

. I "..,. o1n...

~ HORIZONTAL REINFORCING: I SEE "LINTEL SCHEDUL~" FOR

JI A I SIZE. (EXTEND 2'·0" MIN. • • II : ~ II BEYOND EACH SIDE OF

-;==-==r=="',,""-.. -==""===;;==="===o==---'"'=="'=====4 I MASONRY OPENING . Gf10UT 11 ., " If I I I FILL SOLID HOfllZ. : II " II \ I I CELLS) TYP.

: 11 : II : :11:1 :11: 11 ,;, I !'.:

I- :-" .- ~ - ~ ~!.t+-0.f:~ ~ .. ;;~~i-f:' 1l+~4" ~1I- - .1_ -1'----- --"-J==ii==="'=-ol'*"'"" .• =" *, .. \-. ~~--=~~-4,~~~~1"'""'1 =t=, .. , '===o===''==I

•. , COORD" W/ ARCH'L DWGS

'Y" B/PRECAST-;U; LINTEL

! " I : ! : \\, I f'o" =F"';r=~="'j;==j

I

l : I : I

I

I • i

I I

I ,_ I i ' ---.. ~--1 --c,; Jt-------+-l---- PRECAST "U" LINTEL OVER '\ 1 • : ALL MASONRY OPENINGS,

'\\ I ' ' SEE TYPICAL DETAILS FOR / I SIZE AND REINFORCING \, // I INFORMATION. (TYP")

MA\oMRY : I OPENING

----, NOTE: COORDINAff ALL I LOCATIONS AND ELEVATIONS

v /

I 1 _ I I i ~ i

: I I ,!'

MASONflY OPENING SIZES, I

l WITH ARCH'L~R~W~NGS~'.~p) /

I! I I ,, •" I ' . "" "

I - . : . ,. i '

~-'-- COORD. WI ARCH'L DWGS"

'' T/MASONRY OPENING SILL

'~ - - -" 1-r.;.. - -·- -"- ~ -1 - -· I I. i - • : 0 --~-

': L I I ; I :

f>=o""===n==="*i =4= 1.,i ;;==="===;F==""=-=.==..!bi=' =+.='.,' w==d!==9?=" '·""'-.., ___ HORIZONTAL REINFORCING: SAME AS I" I I I I I fHAT WHICH IS TO BE PROVIDED IN ' I :, ' I I PRECAST "U" LINTEL (ABOVE) SEE

i " " i "LINTEL SCHEDULE" FOR SIZE, SET IN ' . .

I I

KNOCK-OUT BLOCK LINTEL COURSE, FILLED SOLID. (TYP .)

t?\.IYP!CJ.\!- REINE9RCING ATMA§QNRY OP~~l_N(3_S __ _ \.::::V-314" = 1 '-011

I I :

/~*:::..~ '• 1:.. ·· .. ~·, .............................. ~ \ ... ::!. ~':!~.~9. .. ~.~! ... I ··~\:11!l 907fiJ L')/IJ:f

,_ ... PJsret;."::'.~; -, s········~""" ~~ ... ---;

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- • -----------·--- __ .1

,--! DATE: 04/28.117

DESIGNED BY: PRD

' L

DRAWN BY: GAS

REVIEWED BY: EC

REVISED: GAS

SHEET TITLE l ! ! TYPICAL MASONRY

DETAILS f

L .. ---~ jSHEET NUMBl'R

I

5-211 i TPWD-.. TITLE_MDC .. j

122081.dwg ---· - --

(j) 1-z UJ ~ :J 0 0 0 z 0 -1-() :J a: 1-(j) z 0 ()

~ 0 0 0 .,....

#5 CONT

,,- WALL REINFORCING /,,, (SEE ICF DWGS)

~,7'.· ,,;;,":l(;,1777Tz:?''" 1.- #5 HOOKED BAR X4'-0" f"/'1// :% j LONG AT 4'·0" 0.C. TYP

~_;Jr . /;J 1/ ,---~~~c_. r_oP_P_1~G---· y-~ rt~~~t!;;:;:;;~~~~~~~~~ r ... '-'"--'-"'-""-''-'-""'-"--"--"-"'-~-'--"--"-I r/' . ......._ ." ~ ' (_ .' ~ ""'· ~,;; __ ·. ~"MIN . \

/I·/ // \\.. '\ / . ~· ~-+-.,-~~r-~~r-~~~~~

#5 CONT --' v ......... -·~~~r-~i-c-"-~~~~·"-"i'

~ . . . '' '., \\\ ·'-~-- PRECAST PLANK BOND BEAM __/ %1 ' . '

,,;.i , '--· GROUT FILL (TYP.) (SEE ICF ~/ :• --,_-_,~77~ ,

DWGS) r~· ~-;">' '-..,_ KOROLATH BEARING PAD

~•/ • '·'_;: ------... BAUTEX BLOCK (SEE ICF DWGS) / ·-v --- ....... _

/ ~ -;.1,/ ~-~-/; / ;;,>J; ·· WALL REINF011CING (SEE ICF DWGS) ' , / / , /

BEARING END OF PLANK SIDE LAP OF PLANK f.i\f\IICF WALL __ Q~It\l_L ~- 1"=1'-011

®AT IQ f yy AL~ __ Q~.T~J-~----- ... _ 1":;::: 1 '-0"

112" DIA. ADHESIVE ............ / f ANCHORS AT 4-0" O.C. TYP. • • / ///' /;:r // ,~jf':/

, ;/· , /:};/ '_/ // J BOND BEAM ______ ___./ ;:;;:::; ,/;j

.,""" •,

' L PREGAST PLANK

·~ GALV L5X3X114"X0'·6" LONG EACH SIDE AT 4'·0" O.C. ·DO NOT ATTACH TO CMU WALL

(SEE IGF DWGS) , v~/ • '<td .. // >I •_ ··. f'/L----- BAUTEX BLOCK (SEE ICF DWGS)

WALL 11EINFORCING ----· />· • ·-Ji (SEE ICF DWGS) '/:/'" '°< / .1

INT NON BAG OF PLANK

® . .t\I_!QF WALL. [)_~J~J_L._ ____________ ···-··-1" = 1·~0"

z ~

CONG. TOPPING ..... \

\

~ $. STL. THREADED ROD / WITH HEX NUT AND LOCK WASHER

/ / r GALVANIZED STEFL BACK PLATE ' I ,/ I I PRECAST PLANK

--~. __ ___, ______ -;--r~+-----. -----·

FAN ATTACHMENT ASSEMBLY. CONTRACTOR TO COORD WI MANUF FOR MEANS OF ATTACHMENT AND ENSURE CORROSION RESISTANCE. SHOWN HERE FOH SCHEMATIC PURPOSES ONLY.

MECHANICAL FAN ATTACHMENT

©~ T_eR_E9!-\_S~_ CQf".!g_fLANK D!=_! ~)_L 111 = 11-0 11

z

r 1 --··-------··-+--~---l ----1---.----

I I

112" DIA ADHESIVE ·1

ANCHORS AT 4-0" O.C. TYP.

:x ' I

/.... PRECAST PLANK

'\ '-- GALV L5X3X114"X0'-6" LONG

EACH SIDE AT 4'·0" O.C. ·DO NOT ATTACH TO CMU WALL ,/

GROUT ----~· l"i--"--t=-!v1 \\,

- ·, ____ BOND BEAM VERT. REINF. -----·· -""'--~-'"'L

112" DIA. ADHESIVE _/ ANCHORS AT 4·0" O.C. TYP.

/

~ L PRECAST PLANK

i*=f~;:j '--· GALV L5X3X1/4"X0'·6" LONG EACH SIDE AT 4'·0" 0.C. ·DO NOT ATTACH TO CMU WALL // k'}~·-1·~·-fx'i '-

GROUT ·----~ x \\

.... BOND BEAM

fo\..MASON RY P_ARTIIlQ~_IO __ E_~~N_15 __ _ \V·--1--,~--=--1-~~0 1 •

I CONG. TOPPING

I ~ #5 x 4' ·O" TIE 110D I I GROUTED INTO KEYWAY

GROUT FILL, TYP --, I I ("' PRECAST PLANK - ~-,_--- ·"-.----~--·-----:--L~-, ----------·~--·~--:"7---

. . - \

INT BAG OF PLANK

® J.\IJ_Cf __ yv ~LL DET Al~ 1tl=1'-0"

BOND BEAM (SEE ICF DWGS)

CONG. TOPPING -----·-·\

#5 HOOKED BAR X 4'-0" ·\ LONG AT 4'·0" O.C. TYP \ \

__________ \ _______ \_

.I-~ I . '!MIN

' ' - I / /,

PRECAST PLANK _j /!./ A" t?l , I ~"--/ • • '/' "· -- BOND BEAM (SEE ICF DWGS) GROUT FILL, TYP .... / / "J;-'.

/ 1:,- <~ ·%ti ... -·- WALL REINFORCING (SEE ICF DWGS)

KOROLATH BEARING PAD __/ r: ;· ~ /Ji 6~J .~ BAUTEX BLOCK 1SEE ICF DWGS) 1;, ;/;( / />· -~>>- // /

r CONG. TOPPING

I r·- #5 x 4'-0" TIE ROD / GROUTED INTO KEYWAY

I I ·--···c-t ·-. -------· ' .. ..

INT BAG OF CANTILEVER PLANK

(j) t\T CM U W ,t.\~L ___ Q~I Al~--~----111=1'-011

I . - . ....

l I

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' L~--~--- -·-------.-~.....J

I j DATE: 04/28117 ' DESIGNED BY: PRD

DRAWN BY: GAS

REVIEWED BY: EC

REVISED: GAS

'

·----.-------- ---·-·----·-· ·-,.

jSHEET TITLE

I ROOF FRAMING DETAILS

l l.... .. -··-·--

' I i

l SHEET NUMBEfll ' I I i . I

15-220 I

I TPWD-_TITLE_MDC_ j 122081 dwg

(/) 1-z w ~ ::::> 0 0 0 z 0 -l-o ::::> a.: I­(/) z 0 0 ~ 0 0 0 .,...

FACE OF SUPPORT

23'-11112"

P1 PLANK LOADING DIAG_8_1:\. __ M_ l-=------------------ -------·-----

1/2" = 1 '-0"

NOTES: 1 ALL LOADING IS PER 1 FT OF WIDTH. . .

. S E TYPICAL DETAILS >'OR Be ARING DIMENSION Ar ENDS OF PLANKS. ;: FG1'URE ROOF LOADINGS TO LBE DETERMINED BY OTHER ENGINEER UNDER SEPARATE PERMIT FOR

COMPLIANCE AND CAPACITY.

20' - 5 1/2" ,¥---- --- -

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i t--- FACE OF SUPPORT

i--- FACE OF SUPPORT

©p 4-_f b~_f\JISbQ_t\Q_lf\J_Q D IAG R_~M- __ 1/2" = 1 '-0"

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