GENERAL CONDITIONS
STRUCTURAL STEEL
SUBGRADE PAD PREPARATION RECOMMENDATIONS
C. WIND LOADS:
3 SECOND GUST WIND SPEED:
90MPH
EXPOSURE:
C
IMPORTANCE FACTOR:
1.0
INTERNAL PRESSURE COEFFICIENT:
GCP=+/- 0.18
CAST-IN-PLACE CONCRETE
5.0 PSF
E. SEISMIC LOADS:
SEISMIC USE GROUP:
1
SEISMIC IMPORTANCE FACTOR:
1.0
MAPPED SPECTRAL RESPONSE ACCELERATION:
SS = 0.1347, S1 = 0.0526
SITE CLASS:
D
SITE COEFFICIENTS:
FA = 1.6; FV = 2.4
SPECTRAL RESPONSE COEFFICIENT:
SDS = 0.144; SD1 = 0.084
SEISMIC DESIGN CATEGORY = B
BASIC SEISMIC-FORCE-RESISTING SYSTEM:
ORDINARY REINFORCED MASONRY SHEAR WALLS (R=2.0)
SEISMIC RESPONSE COEFFICIENT:CS = 0.0719
SEISMIC DESIGN BASE SHEAR (V): V = 44.6 KIPS
F. ADDITIONAL DESIGN LOADS INDICATED ON STRUCTURAL DRAWINGS SHALL BE IDENTIFIED AS FOLLOWS:
DL = DEAD LOAD
LL = LIVE LOAD
WL = WIND LOAD
EL = SEISMIC LOAD
3. GENERAL REQUIREMENTS:
A.SPECIFICATIONS ARE PART OF THE CONSTRUCTION DOCUMENTS AND MUST BE USED IN CONJUNCTION WITH THE DRAWINGS.
B. VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TO BEGINNING WORK OR FABRICATING MATERIALS. NOTIFY A/E OF DISCREPANCIES
BEFORE PROCEEDING WITH ANY PHASE WORK.
C.DO NOT CHANGE THE SIZE NOR SPACING OF STRUCTURAL ELEMENTS WITHOUT THE APPROVAL OF THE ENGINEER.
D.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.
E. VERIFY THE LOCATION OF CHASES, INSERTS, OPENINGS, SLEEVES, FINISHES, DEPRESSIONS, PADS, AND WALL OPENINGS.
F. DO NOT SCALE DRAWINGS FOR THE PURPOSE OF ESTABLISHING DIMENSIONS.
G.DETAILS LABELED "TYPICAL DETAILS" ON DRAWINGS APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO
THOSE SPECIFICALLY DETAILED. SUCH DETAILS APPLY WHETHER OR NOT DETAILS ARE REFERENCED AT EACH LOCATION. NOTIFY ENGINEER OF
CONFLICTS REGARDING APPLICABILITY OF "TYPICAL DETAILS".
H.DO NOT LOAD THE SLAB ON GRADE OR SUPPORTED SLAB WITH ERECTION CRANES OR ERECTION EQUIPMENT. THE SLABS HAVE NOT BEEN
DESIGNED FOR CRANE LOADS AND WILL REQUIRE AN INCREASE IN THICKNESS AND/OR REINFORCEMENT. OBTAIN A/E APPROVAL ON PROPOSED
CRANE SUPPORT PLAN FOR SLABS PRIOR TO COMMENCING WORK.
I. DO NOT STORE OR STACK CONSTRUCTION MATERIALS ON POURED OR ERECTED FLOORS/ROOFS IN EXCESS OF 80 PERCENT OF LIVE LOAD.
GENERAL CONTRACTOR WILL ENSURE THAT ALL SUB-CONTRACTORS ARE INFORMED OF LOADING RESTRICTIONS. AVOID IMPACT WHEN PLACING
MATERIALS ON POURED OR ERECTED FLOORS OR ROOF.
J. THE CONTRACT STRUCTURAL DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND
METHODS OF CONSTRUCTION. PROVIDE ALL MEASURES REQUIRED TO PROTECT THE STRUCTURE, WORKMEN, AND OTHER PERSONS DURING
CONSTRUCTION; INCLUDING BRACING, SHORING FOR CONSTRUCTION EQUIPMENT, SHORING FOR THE BUILDING, FORMS AND SCAFFOLDING,
SHORING OF RETAINING WALLS AND OTHER TEMPORARY SUPPORTS AS REQUIRED. COMPLY WITH APPLICABLE REQUIREMENTS OF OSHA AND
OTHER GOVERNING BODIES HAVING JURISDICTION AT THE SITE.
K. PRINCIPAL OPENINGS THROUGH THE FRAMING ARE SHOWN ON DRAWINGS. EXAMINE THE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR
THE REQUIRED OPENINGS AND PROVIDE FOR REQUIRED OPENINGS WHETHER SHOWN ON THE STRUCTURAL DRAWINGS OR NOT, VERIFY SIZE
AND LOCATION OF OPENINGS WITH THE MECHANICAL CONTRACTOR. DEVIATIONS FROM THE OPENINGS SHOWN ON THE STRUCTURAL DRAWINGS
MUST BE APPROVED PRIOR TO IMPLEMENTING THE CHANGES.
L. LOADINGS FOR MECHANICAL EQUIPMENT ARE BASED ON THE UNITS SHOWN ON THE MECHANICAL DRAWINGS. ANY CHANGES IN TYPE, SIZE, OR
NUMBER OF PIECES OF EQUIPMENT SHALL BE REPORTED TO THE ARCHITECT FOR VERIFICATION OF THE ADEQUACY OF SUPPORTING MEMBERS
PRIOR TO THE PLACEMENT OF SUCH EQUIPMENT.
M.SEE ARCHITECTURAL DRAWINGS FOR ELEVATIONS NOT SHOWN AND FOR EXACT LOCATIONS OF ALL SLAB DEPRESSIONS. THE CONTRACTOR
SHALL COMPARE THE STRUCTURAL SECTIONS WITH ARCHITECTURAL SECTIONS AND REPORT ANY DISCREPANCY TO THE ARCHITECT PRIOR TO
FABRICATING OR INSTALLING STRUCTURAL MEMBERS.
FOUNDATION
1. FOUNDATION DESIGN IS BASED UPON THE GEOTECHNICAL ENGINEERING REPORT ENTITLED "GEOTECHNICAL INVESTIGATION, PROPOSED GUN RANGE
BUILDING, 981 S. US HIGHWAY 377, ROANOKE, TEXAS," BY PARKLAND ENGINEERING & TESTING, INC. DATED APRIL 05, 2008. PROJECT NO. 08-111.
2. PRIOR TO CONSTRUCTION THE GEOTECHNICAL ENGINEER SHALL CONFIRM THE FOUNDATION DESIGN AND RECOMMENDATIONS ARE STILL
CONDUCIVE WITH THE PROVIDED REPORT.
3. CONTRACTOR TO PROVIDE FOUNDATION & FOOTING AS REQUIRED FOR PYLON OR MONUMENTAL SIGN. SEE ELECTRICAL DRAWINGS FOR DETAIL.
4. COORDINATE STRUCTURAL PLANS AND DETAILS WITH REQUIREMENTS OF GEOTECHNICAL REPORT. FOUNDATION DESIGN IS BASED ON A 3200 PSF
ALLOWABLE END BEARING CAPACITY OF A BELLED PIER.
5. CONTRACTOR SHALL TREAT SOIL BELOW SLAB FOR TERMITES.
6. REFER TO THE GEOTECHNICAL REPORT AND SPECIFICATIONS FOR GENERAL REQUIREMENTS OF EARTHWORK, OVEREXCAVATION, SUBGRADE
PREPARATION, FILL AND COMPACTION, WATERPROOFING AND OTHER PERTINENT REQUIREMENTS AND INFORMATION.
7. PROTECT PIPES AND CONDUITS RUNNING THROUGH WALLS AND SLABS WITH 1/2 INCH EXPANSION MATERIAL. LOWER CONTINUOUS FOOTINGS AND
GRADE BEAMS PERPENDICULAR TO PIPE RUNS TO ALLOW PIPES TO PASS ABOVE THE FOOTINGS OR THROUGH THE GRADE BEAMS. ALTERNATIVELY,
PROVIDE A CONCRETE JACKET IF PIPES ARE LOW ENOUGH TO BE PLACED BELOW THE FOOTINGS AND GRADE BEAMS. LOWER FOOTINGS AND GRADE
BEAMS PARALLEL TO PIPE RUNS TO AVOID SURCHARGE ONTO ADJACENT TRENCH EXCAVATIONS.
8. MAINTAIN SUBGRADE AND FILL MOISTURE CONTENT UNTIL FOUNDATIONS ARE PLACED.
9. ARRANGE FOR OWNER'S INDEPENDENT TESTING AGENCY TO MONITOR CUT AND FILL OPERATIONS AND PERFORM FIELD DENSITY AND MOISTURE
CONTENT TESTS TO VERIFY COMPACTION AND APPROVE FOOTING SUBGRADES PRIOR TO PLACING CONCRETE.
10. DO NOT PLACE FOOTINGS OR SLABS AGAINST SUBGRADE CONTAINING FREE WATER, FROST, OR ICE.
11. MAINTAIN PROPER SITE DRAINAGE DURING CONSTRUCTION TO ENSURE SURFACE RUNOFF AWAY FROM STRUCTURES AND TO PREVENT PONDING
OF SURFACE RUNOFF NEAR THE STRUCTURES.
1. CONCRETE FOR GRADE BEAMS SHALL HAVE A 28 DAY DESIGN COMPRESSIVE STRENGTH OF 3,000 PSI, A MINIMUM OF 470 POUNDS OF PORTLAND
CEMENT PER CUBIC YARD, 2% TO 4% AIR CONTENT USING AIR ENTRAINING AGENT AS REQUIRED, TYPE A OR D WATER REDUCING AGENT AND
A 4-5” SLUMP. FLYASH SHALL NOT BE USED WITHOUT THE APPROVAL OF THE ENGINEER BEFORE BIDDING.
2. CONCRETE FOR THE CAST IN PLACE FLOOR SLAB SHALL HAVE A 28 DAY DESIGN COMPRESSIVE STRENGTH OF 3,000 PSI, A MINIMUM OF 470 POUNDS
OF PORTLAND CEMENT PER CUBIC YARD, MID OR HIGH RANGE WATER REDUCING AGENT AND A 5-6” SLUMP. 20% OF CLASS C FLYASH MAY BE USED
WITH THE APPROVAL OF THE CONCRETE FINISHER/CONTRACTOR BEFORE BIDDING.
3. THE AMOUNT OF MID OR HIGH RANGE WATER REDUCER SHALL BE AS RECOMMENDED BY THE ADMIXTURE SUPPLIER TO INCREASE THE SLUMP OF
THE CONCRETE BY 50 PERCENT OVER THE SLUMP WITHOUT THE ADMIXTURE. THE SLUMP GIVEN IN THE CONCRETE NOTES ARE AT THE POINT OF
DISCHARGE. THIS AMOUNT OF MIDRANGE IS APPROXIMATELY 8-10 OZ PER 100 POUNDS OF CEMENT. HIGH RANGE WATER REDUCER MAY ALSO BE
USED WITH THE DOSAGE ADJUSTED FOR THE ABOVE RESULTS.
4. 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
E. THE USE OF A RETARDING ADMIXTURE (NOT PREFERABLE)
5. FOUR CONCRETE CYLINDERS SHALL BE MADE FOR EVERY 75 CUBIC YARDS OR EACH DAY POUR, TO BE TESTED AT 7, 14, 28, AND ONE TO HOLD. THE
CONCRETE SLUMP, TEMPERATURE, AND AIR CONTENT SHALL BE MEASURED EVERY TIME A SET OF FOUR CYLINDERS IS MADE.
6. 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.
7. 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 ½”
B. AGAINST EARTH: 3”
C.BETWEEN REBAR: 1 ½”
D. TOP OF SLAB ON GRADE: 1 ½”
8. REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL CONFORMING TO A.S.T.M. 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.
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 WALLS 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 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 ¾” X ¾” 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. PLACE INTERMEDIATE HORIZONTAL BARS (#4 @ 12” MAXIMUM) ON EACH VERTICAL FACE OF ALL BEAMS GREATER THAN 36” IN DEPTH UNLESS
NOTED OTHERWISE.
15. CAST CONCRETE ON SLOPED SURFACES BEGINNING AT LOWEST ELEVATION AND CONTINUING MONOLITHICALLY TOWARD HIGHER ELEVATIONS
UNTIL INTENDED POUR IS COMPLETED.
16. 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 GRADE BEAMS, OVER VOID BOXES: 2 1/2 INCHES HIGH, TYPE R21
B. 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
C. AT FOOTINGS: 3 IN. HIGH, TYPE R21
D.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, CLASS2).
17. 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 TYPE B SPLICES
UNLESS NOTED OTHERWISE ON THE PLANS OR STANDARD DETAILS. REFER TO THE DETAILS AND SCHEDULES FOR SPLICE LENGTHS.
18. SEE ARCHITECTURAL AND MECHANICAL/ELECTRICAL DRAWINGS FOR EXACT LOCATIONS AND DETAILS OF DEPRESSED SLABS, FLOOR DRAIN
LOCATIONS, PLATFORMS, CURBS, AND PADS.
19. ALL GRADE BEAMS SHALL BE FORMED ON BOTH SIDES WITH NO TRENCHING ALLOWED. FORMS SHALL BE EITHER PLYWOOD BOX FORMS OR STEEL
FORMS WITH FORM TIES, WHALERS AND ADJUSTABLE BRACES. NO DIMENSION LUMBER (2X12'S) SHALL BE USED FOR FORMING GRADE BEAMS. ANY
PLYWOOD UNDER THE GRADE BEAM SHALL BE REMOVED.
20. USE ONE OF THE FOLLOWING SEALERS ON ALL INTERIOR EXPOSED CONCRETE SURFACES WHICH DO NOT RECEIVE A STAIN, PAINT OR OTHER
TYPE OF COATING:
A.SEAL HARD BY L&M
B. EUCO DIAMOND HARD BY EUCLID
21. DEGUSSA CONFILM OR EUCOBAR EVAPORATION REDUCERS SHALL BE USED AFTER EACH FINISHING OPERATION ON THE CAST IN PLACE
CONCRETE FLOOR SLAB UNLESS PRIOR APPROVAL FROM THE ENGINEER HAS BEEN OBTAINED TO NOT USE THIS PRODUCT.
22. CHEMICAL ANCHORS, REBAR, OR THREADED RODS, SHALL BE EITHER HILTI HIT ANCHORS OR SIMPSON ANCHORS. INSTALL ACCORDING TO THE
MANUFACTURER'S RECOMMENDATIONS, WHICH INCLUDES CLEANING THE HOLE WITH AIR. SIMPSON ANCHOR SYSTEMS ACRYLIC-TIE (AT) MAY BE
USED AS A SUBSTITUTE FOR HILTI HIT HY-200.
23. 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.
24. WATERSTOPS SHALL BE CENTER BULB TYPE, SUCH AS GREENSTREAK STYLE 732.
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. VOID BOXES SHALL BE MANUFACTURED BY SUREVOID PRODUCTS, INC. OF FORT WORTH, TEXAS (888-803-8643). THE BOXES SHALL BE CAPABLE OF
SUSTAINING A LOAD OF 1000 POUNDS PER SQUARE FOOT, SHALL HAVE AN INTERIOR UNIFORM CELLULAR CONFIGURATION, SHALL BE RECTANGULAR
IN SHAPE, AND SHALL BE COATED, NOT IMPREGNATED, WITH MOISTURE RESISTANT COMPOUND. ANY BOXES DAMAGED BY MOISTURE SHALL BE
REPLACED PRIOR TO PLACING CONCRETE. REFER TO THE PLANS FOR THE DEPTH OF THE BOXES. COVER THE TOP OF THE BOXES UNDER THE
FLOOR SLAB WITH 10 MIL VAPOR RETARDER AND 1/4-INCH-THICK MASONITE (MASONITE ON TOP OF THE RETARDER). END CAPS SHALL BE USED TO
SEAL OFF VOID FORMS WHERE EXPOSED TO CONCRETE. ANY GAPS BETWEEN VOID BOXES SHALL BE COVERED WITH CARDBOARD BRIDGING.
ARCVOID PIER VOID PIECES SHALL BE INSTALLED AT THE PIERS UNDER THE GRADE BEAMS. PIERVOID PIECES SHALL BE USED AT THE INTERIOR
PIERS. ANY GAPS BETWEEN BOXES AND CONCRETE SHALL BE FILLED WITH MAXIMUM EXPANDIBLE FOAM.
28. GRADE BEAM VOID BOXES SHALL NOT BE WRAPPED IN VAPOR-BARRIER SHEETS.
29. THE FOLLOWING VOID BOX RETAINERS TO BE USED BESIDE THE VOID BOXES TO RETAIN THE BACKFILL ARE ACCEPTABLE (CARE SHALL BE TAKEN
DURING THE BACKFILL PROCESS NOT TO DAMAGE THE RETAINERS.):
A.R-TECH INSUL-SNAP (FILM BOTH SIDES) SQUARE EDGE RIGID INSULATION
i. 2 INCH FOR OVER 8 INCH VOID BOXES
ii. 1 ½ INCH FOR 8 INCH AND UNDER VOID BOXES
B. SUREVOID SURE RETAINERS BY MOTZBLOCK
C.SUREVOID BACKFILL RETAINER
i. 13 MIL FOR OVER 8 INCH VOID BOXES
ii. 10 MIL FOR 8 INCH AND UNDER VOID BOXES
30. THE 10 MIL VAPOR RETARDER IN THE OFFICE AREA AND AREAS OF FLOORING SHALL BE EITHER STEGO 10 MIL CLASS A VAPOR RETARDER OR
VAPOR BLOCK 10 BY RAVEN INDUSTRIES. USE STEGO OR RAVEN TAPE ON ALL LAPS AND AROUND ALL PENETRATIONS.
C COPYRIGHT A PLUS DESIGN GROUP 2017
5. PROVIDE MINIMUM OF TWO BOLTS PER CONNECTION. PROVIDE MINIMUM BOLT DIAMETER OF 3/4-INCH.
6. PROVIDE BOLTS, NUTS AND WASHERS THAT ARE HOT DIP GALVANIZED ACCORDING TO ASTM A 153, CLASS C WHEN USED TO CONNECT STEEL
ELEMENTS THAT ARE HOT DIP GALVANIZED AFTER FABRICATION.
7. PROVIDE SIMPLE SHEAR CONNECTIONS FOR STEEL CONNECTIONS NOT SPECIFIED OTHERWISE UTILIZING HIGH STRENGTH BEARING BOLTS IN SINGLE
OR DOUBLE SHEAR. PROVIDE DOUBLE ANGLE OR SINGLE PLATE SHEAR TAB BOLTED CONNECTIONS.
A.UNLESS LARGER REACTION IS SHOWN ON DRAWINGS, PROVIDE MINIMUM DESIGN FORCES AS FOLLOWS: NONCOMPOSITE BEAMS: BEAM-TO-BEAM
OR BEAM-TO COLUMN CONNECTION TO DEVELOP THE REACTION OF CONNECTED BEAM. OBTAIN END REACTION FROM ALLOWABLE UNIFORM
LOAD TABLES IN PART 2 OF THE AISC MANUAL OF STEEL CONSTRUCTION. PROVIDE MINIMUM SHEAR CAPACITY OF 12,000 POUNDS FOR BEAMS 8
INCHES AND 10 INCHES DEEP. PROVIDE MINIMUM SHEAR CAPACITY OF 8,000 POUNDS FOR BEAMS LESS THAN 8 INCHES DEEP.
A
ST
TE
OF T E
XA
S
DEVON J. YORK
103840
8. ADD TO REACTIONS LISTED ABOVE, LOADS OR REACTIONS OF MEMBERS SUPPORTED BY BEAM WITHIN THREE FEET OF BEAM END AND VERTICAL
COMPONENTS OF FORCES IN BRACE MEMBERS FRAMING INTO BEAM.
9. STEEL FABRICATION:
A.FABRICATE AND ASSEMBLE STRUCTURAL MEMBERS/ASSEMBLIES IN SHOP TO GREATEST EXTENT POSSIBLE.
B. SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIOR APPROVAL BY THE ENGINEER.
C.FABRICATOR SHALL BE RESPONSIBLE FOR ALL ERRORS OF DETAILING ON THE SHOP DRAWINGS, ERRORS IN FABRICATION, AND THE CORRECT
FITTING OF STRUCTURAL STEEL MEMBERS.
D.CONFORM TO THE AISC CODE OF STANDARD PRACTICE, FOR ERECTION TOLERANCES. FIELD MODIFICATION TO STRUCTURAL STEEL IS
PROHIBITED WITHOUT PRIOR APPROVAL BY THE ENGINEER.
E. CLEAN STEEL OF RUST, LOOSE MILL SCALE AND OTHER FOREIGN MATERIALS WHERE REQUIRED FOR FABRICATION, FITTING UP, OR WELDING.
F. DO NOT CUT STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADESWITHOUT PRIOR REVIEW AND APPROVAL OF THE ENGINEER.
L
ES I C E N S E D I N
G
SI
O NA L E N
F
12 PSF
1. CONCRETE FOR DRILLED SHAFTS SHALL HAVE A 28 DAY DESIGN COMPRESSIVE STRENGTH OF 3,000 PSI, A MINIMUM OF 470 POUNDS OF PORTLAND
CEMENT PER CUBIC YARD, MINIMUM 1% TOTAL AIR CONTENT (ENTRAPPED), MID OR HIGH RANGE WATER REDUCING AGENT AND A 6-7” INCH
SLUMP. AIR ENTRAINING AGENT OR FLYASH SHALL NOT BE USED WITHOUT THE APPROVAL OF THE ENGINEER PRIOR TO BIDDING.
2. THE BOTTOM OF THE SHAFT SHALL BE CLEAN AND FREE OF LOOSE SOIL PRIOR TO PLACING CONCRETE.
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.
5. TOP THREE (3) FEET OF PIERS SHALL BE FORMED WITH SONOTUBE, AND SHALL NOT BE MUSHROOMED.
6. FOR BIDDING, ASSUME NONE OF THE SHAFTS WILL REQUIRE CASING. HOWEVER, UNIT PRICES SHALL BE PROVIDED FOR CASED AND UNCASED PIERS.
IF CASING IS REQUIRED (AS DETERMINED BY THE GEOTECHNICAL ENGINEER OR TESTING LABORATORY), THE CASED DEPTH OF A SHAFT SHALL BE
DEFINED TO THE BOTTOM OF THE CASING. ANY PENETRATION BELOW THE BOTTOM OF THE CASING SHALL PROCEED AS AN UNCASED HOLE. THE TOP
OF THE CASING SHALL BE DEFINED AS THE TOP OF PIER (BOTTOM OF GRADE BEAM).
972-724-4440
972-691-7731 FAX
APDG.US
O
D. SNOW LOADS
GROUND SNOW LOAD (PG) =
5.0 PSF
IMPORTANCE FACTOR (I) =
1.0
EXPOSURE FACTOR (CE) =
1.0
THERMAL FACTOR (CT) =
1.0
FLAT ROOF (PF) = 0.7(CE)(CT)(I)(PG) =
DRILLED SHAFT (PIER) NOTES:
4. WELD MINIMUM SIZE AND STRENGTH:
A.PROVIDE MINIMUM SIZE OF FILLET WELDS AS SPECIFIED IN TABLE J2.4 OF THE AISC MANUAL.
B. PROVIDE MINIMUM EFFECTIVE THROAT THICKNESS OF PARTIAL PENETRATION GROOVE WELDS AS SPECIFIED IN TABLE J2.3 OF THE AISC MANUAL.
C.DEVELOP THE FULL TENSILE STRENGTH OF THE MEMBER ELEMENT JOINED, ON ALL SHOP AND FIELD WELDS, UNLESS NOTED OTHERWISE ON THE
DRAWINGS.
D. WHERE CONNECTIONS ARE NOTED ON DRAWINGS AS MOMENT CONNECTIONS, PROVIDE WELDS TO DEVELOP FULL FLEXURAL CAPACITY OF THE
LESSER MEMBER.
E. PROVIDE ELECTRODES FOR FIELD OR SHOP WELDING THAT CONFORM TO ASTM A 233 (CLASS 70).
PR
1. MAIN WIND-FORCE RESISTING SYSTEM (MWFRS)
a. WALLS (WW+LW)
i. 0' - 15':
17.5 PSF
ii. 15' - 20':
18.1 PSF
iii. 20' - 25':
18.6 PSF
iv. 25' - 30':
19.0 PSF
b. PARAPETS
44.8 PSF
2. COMPONENTS AND CLADDING (EFFECTIVE AREA = 20 SF)
a. WALLS
i. INT. ZONE:
19.3 PSF
ii. END ZONE:
23.1 PSF
b. PARAPETS
i. INT. ZONE:
43.7 PSF
ii. END ZONE:
56.2 PSF
c. ROOF UPLIFT (GROSS) [AREA = 20 SF]
i. INT. ZONE:
19.8 PSF
ii. END ZONE:
30.4 PSF
iii. CORNER:
42.4 PSF
d. ROOF NET UPLIFT(ASD)
i. MIN. DEAD LOAD FOR UPLIFT RESISTANCE:
ARCHITECTURE
INTERIORS
CONSTRUCTION
THE SEAL APPEARING ON THIS DOCUMENT WAS
AUTHORIZED BY DEVON J. YORK, P.E. 103840
(TX-FIRM #12621) ON 04-14-2017.
10. HOT DIP GALVANIZE AFTER FABRICATION ALL STRUCTURAL STEEL AND THEIR CONNECTIONS PERMANENTLY EXPOSED TO THE OUTSIDE. ITEMS
INCLUDED BUT NOT LIMITED TO:
A.SHELF ANGLES.
B. PARAPET WALL SUPPORTING MEMBERS
C.EMBEDDED PLATES IN CONCRETE
D.BUILDING CLADDING SUPPORT STEEL
E. EXAMINE THE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR OTHER ITEMS THAT REQUIRE HOT DIPPED GALVANIZATION.
11. PROVIDE GROUT FOR BASE PLATES THAT IS NON-SHRINK, NON-METALLIC GROUT WITH MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 6000 PSI.
COMPLETE GROUT WORK PRIOR TO PLACING ROOF CONCRETE OF A SINGLE-STORY BUILDING OR PRIOR TO PLACING SECOND FLOOR CONCRETE OF
A MULTIPLE STORY BUILDING.
12. SUBMIT CALCULATIONS FOR CONNECTION DESIGNS NOT DETAILED ON DRAWINGS. DESIGN CONNECTIONS UNDER SUPERVISION OF REGISTERED
PROFESSIONAL ENGINEER, REGISTERED IN THE STATE WHERE PROJECT IS BEING CONSTRUCTED, EMPLOYED BY THE STEEL FABRICATOR. DESIGN
CALCULATIONS TO BE SEALED BY FABRICATOR'S REGISTERED PROFESSIONAL ENGINEER. SHOP DRAWINGS SUBMITTED WITHOUT COMPLETE DESIGN
CALCULATIONS WILL NOT BE REVIEWED. WHERE PREDESIGNED CONNECTIONS ARE TAKEN DIRECTLY FROM TABLES IN AISC MANUAL, CALCULATIONS
NEED NOT BE SUBMITTED PROVIDED JOB DESIGN CONDITIONS PRECISELY MATCH THOSE ASSUMED IN THE AISC MANUAL.
13. PROVIDE WASHERS FOR ALL CONNECTIONS WITH STANDARD, OVERSIZE AND SHORT-SLOTTED HOLES. FOR LONG-SLOTTED HOLES PROVIDE
WASHERS OR A CONTINUOUS BAR OF SUFFICIENT SIZE TO COMPLETELY COVER THE SLOT. PLATE WASHERS OR BARS TO BE MINIMUM OF
5/16-INCH-THICK FOR LONG-SLOTTED HOLES.
14. FURNISH STEEL SHOP DRAWINGS FOR ARCHITECT'S AND STRUCTURAL ENGINEERS REVIEW PRIOR TO FABRICATION. INCLUDE WELDING
PROCEDURES, TESTING PROGRAMS FOR WELDING AND HIGH STRENGTH BOLTING, COATING MATERIAL AND ERECTION SEQUENCE ON SHOP
DRAWINGS.
15. MILL STEEL COLUMN ENDS TO FIT FLUSH WITH BASE PLATE, CAP PLATE AND END PLATES. FIELD ASSEMBLY OF THESE STEEL ELEMENTS TO THE
COLUMNS IS PROHIBITED.
16. PRIOR TO DECK PLACEMENT, VERIFY THAT STEEL BEAMS BEARING ON MASONRY HAVE 8 INCH MINIMUM BEARING AND ARE ANCHORED AS SHOWN
ON DRAWINGS.
17. PROVIDE TEMPORARY SHORING OR BRACING DURING CONSTRUCTION PHASE, PRIOR TO COMPLETING CONNECTIONS AND POURING OF FLOOR
SLAB. TEMPORARY CONSTRUCTION BRACING OF THE STRUCTURAL STEEL FRAME IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL REMAIN
IN PLACE UNTIL AFTER THE PERMANENT BRACING SYSTEM HAS BEEN COMPLETED.
18. WELDS SHALL BE CONSIDERED TO BE CONTINUOUS UNLESS NOTED OTHERWISE.
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.
2. ROOF DECK SHALL BE 1.5 INCH DEEP, TYPE B-22 GAGE AS SPECIFIED BY THE STEEL DECK INSTITUTE AND SHALL BE GALVANIZED. DECK SHALL BE
WELDED IN A 36/5 PATTERN, AND AT 12 INCHES ON CENTER SUPPORTS BETWEEN LAPS, WITH 2 SIDELAP SCREWS. DECK SHALL BE MODIFIED AS
REQUIRED AT EDGE SUPPORTS PARALLEL TO THE RIBS SO THAT THE DECK CAN BE WELDED TO THE SUPPORT AT 24 INCHES ON CENTER. WELDS
SHALL BE 5/8” PUDDLE WELDS WITH A MAXIMUM BURN-THROUGH OF 30 PERCENT AND WITH A MAXIMUM OF 10 PERCENT FAILING. ALL SCREWS SHALL
BE TEKS BY ITW BUILDEX, OR EQUAL. ALL SCREWS IN EXTERIOR WALLS SHALL BE ZINC PLATED WITH A TYPE II ASTM B 633 COATING.
3. ALL JOISTS SHALL HAVE BOTTOM CHORD UPLIFT BRIDGING AT EACH END AND BE DESIGNED FOR 30 POUNDS PER SQUARE FOOT NET UPLIFT.
4. THE JOISTS SHALL BE DESIGNED FOR THE LOAD INDICATED ON THE PLAN-THE TOP LOAD IS THE TOTAL LOAD AND THE BOTTOM LOAD IS THE LIVE
LOAD TO PRODUCE L/360 DEFLECTION.
5. PROVIDE L3X3X1/4 AROUND ALL ROOF PENETRATIONS NOT SHOWN OVER 8 INCHES FOR METAL DECK SUPPORT.
6. THE ROOF JOISTS ARE NOT SIZED FOR THE WEIGHT OF THE AIR CONDITIONING UNITS, THE UNIT WEIGHTS ARE SHOWN ON THE MECHANICAL PLANS
AND IT IS THE RESPONSIBILITY OF THE JOIST MANUFACTURER TO DESIGN THE JOISTS FOR THE WEIGHT OF THE UNIT AND THE DESIGN LOADS ON THE
ROOF.
7. LOCATE CONCENTRATED LOADS ON JOISTS 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.
8. VERIFY SIZE, LOCATION, AND NUMBER OF ROOF OPENINGS WITH MECHANICAL AND ELECTRICAL PLANS AND CONTRACTORS.
9. PROVIDE BRIDGING ANCHORS FIRMLY ANCHORED TO MASONRY WALLS, BEAMS, AND COLUMNS AT EACH END OF EACH ROW OF BRIDGING, TOP AND
BOTTOM.
10. INSTALL JOISTS WITHIN A HORIZONTAL SWEEP TOLERANCE OF ¼” IN 10 FEET.
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. IF THERE ARE ANY CONFLICTS BETWEEN THE WRITTEN SPECIFICATIONS AND THESE
NOTES, THESE NOTES SHALL GOVERN.
2. MORTAR SHALL CONFORM TO TABLE 1 OF ASTM C270, TYPE S. THE MORTAR MIX DESIGN (BY VOLUME) SHALL BE SUBMITTED TO THE ENGINEER
BEFORE CONSTRUCTION BEGINS. HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 NORMALWEIGHT SPECIFICATIONS WITH A
MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI. THE SPECIFIED COMPRESSIVE STRENGTH, F'M, IS 1500 PSI.
3. COARSE CONCRETE GROUT SHALL CONFORM TO TABLE 1 OF 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. THE GROUT MIX DESIGN (BY VOLUME) SHALL BE SUBMITTED TO THE
ENGINEER BEFORE CONSTRUCTION BEGINS.
4. WHEN MIXING MORTAR AND GROUT, CONTAINERS OF KNOWN VOLUME SHALL BE USED. MEASUREMENT USING SHOVELS SHALL NOT BE ALLOWED.
FOR GROUT, THE SAND AND PEA GRAVEL SHALL BE TAKEN FROM SEPARATE PILES, NOT FROM A PRE-BLENDED PILE. IF MEASUREMENT BY
SHOVELING OR USE OF A PRE-BLENDED PILE 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. AN INDEPENDENT LABORATORY SHALL VISIT THE SITE TO OBSERVE MASONRY CONSTRUCTION ON THE FIRST DAY OF MASONRY WORK AND FOR
EVERY 5,000 SF OF WALL (OR LESS) THEREAFTER. DURING EACH VISIT, 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.HEAD JOINTS ARE FULLY MORTARED
E. CONTROL JOINTS ARE REINFORCED AND FULLY MORTARED
F. PROPER COLD AND HOT WEATHER PROCEDURES USED
REVISIONS
No. DATE
6. DURING GROUT PLACEMENT, MECHANICALLY VIBRATE GROUT ONCE AND THEN AGAIN AFTER A 5 TO 10 MINUTE DELAY.
7. 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.
8. REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL CONFORMING TO A.S.T.M. A-615 GRADE 60.
9. ALL LOAD BEARING CMU WALLS (IDENTIFIED ON PLAN) SHALL BE REINFORCED VERTICALLY PER THE SCHEDULE NOTED ON S4.1, AND HORIZONTALLY
WITH 1 #5 FOR 8” CMU, AT 4 FEET ON CENTER. 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.
10. 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)
11. PROVIDE VERTICAL CONTROL JOINTS AT LOCATIONS NOTED ON PLAN, AND APPROVED BY THE ARCHITECT. 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.
12. 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.
13. DOVETAIL ANCHORS SHALL BE USED AT ALL VENEER TIES ANCHORED INTO CONCRETE.
ROANOKE TX
15
25
A PLUS DESIGN
GROUP
3. CONNECTION MATERIALS:
A.BEAM-COLUMN STIFFENER PLATES AND DOUBLER PLATES TO MATCH THE GRADE STEEL OF STRUCTURAL ELEMENT:
B. HIGH STRENGTH BOLTS (SLIP CRITICAL JOINTS FOR ALL BRACES WHERE SPECIFIED): ASTM A 325 [ASTM A 490]
i. INDICATOR BOLTS EQUAL TO TENSION FOR CONTROL BOLTS OF THE LEJEUNE COMPANY OF LAKEVILLE, MINNESOTA (800-872-2658) SHALL
BE USED.
C.HARDENED STEEL WASHERS: ASTM F 436
R
B. DEAD LOADS:
CANOPY DEAD LOAD
ROOF DEAD LOAD
2. PROVIDE STRUCTURAL STEEL OF THE FOLLOWING ASTM DESIGNATIONS UNLESS NOTED OTHERWISE:
A.STRUCTURAL STEEL SHAPES: ASTM A 992
B. EDGE ANGLES, BENT PLATES, HANGERS AND BRACES: ASTM A 36
C.HOLLOW STRUCTURAL SHAPES: ASTM A 500, GRADE B
D.BASE PLATES AND MISCELLANEOUS STEEL PLATES: ASTM A 36
E. ANCHOR RODS: ASTM F 1554, GRADE 36
EE
A.LIVE LOADS:
UNIFORM (PSF)
ROOF
20
STORAGE
125
SLAB ON GRADE
100
LIVE LOAD REDUCTION ON SUPPORTING
ELEMENTS IN ACCORDANCE WITH IBC 2009
1. DESIGN, DETAIL AND ERECT STRUCTURAL STEEL ELEMENTS IN ACCORDANCE WITH THE FOLLOWING:
A. AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.
B. AISC MANUAL OF STEEL CONSTRUCTION, ALLOWABLE STRESS DESIGN.
C. AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.
D. AWS STRUCTURAL WELDING CODE, D1.1.
CLEAN STREAK
CAR WASH
2. DESIGN LOADS:
1. THESE SUMMARY RECOMMENDATIONS ARE PROVIDED FROM THE GEOTECHNICAL INVESTIGATION.
2. UNLESS SPECIFICALLY INDICATED OTHERWISE IN THE DRAWINGS AND/OR SPECIFICATIONS, THE LIMITS OF THIS SUBSURFACE PREPARATION ARE
CONSIDERED TO BE THAT PORTION OF THE SITE DIRECTLY BENEATH THE BUILDING, AND 5 FEET BEYOND THE PERIMETER. THE 10 MIL VAPOR
RETARDER DOES NOT EXTEND BEYOND THE LIMITS OF THE ACTUAL BUILDING. THE FOLLOWING SITE PREPERATION RECOMMENDATIONS WERE
DEVELOPED ASSUMING THAT THE FINISH FLOOR ELEVATION OF THE PROPOSED STRUCTURE WILL BE APPROXIMATELY THE SAME ELEVATION OF
EXISTING SITE GRADES.
3. ALL VEGETATION, CONCRETE, STUMPS, BRUSH, ABANDONED STRUCTURES, ROOTS, RUBBISH, AND ANY OTHER UNDESIRABLE MATTER SHOULD BE
REMOVED AND STRIPPED TO A DEPTH OF 10 INCHES.
4. EXCAVATION OF THREE (3) FEET OF THE EXISTING IN-SITU SOILS IN THE PROPOSED BUILDING AREA CAN BE EXPECTED. A MINIMUM OF THREE (3)
FEET OF ENGINEERED FILL OR COMPACTED NATIVE SOILS SHALL BE PRESENT UNDER THE FOOTINGS. A REPRESENTATIVE OF THE GEOTECHNICAL
ENGINEER SHOULD VERIFY THE DEPTH OF REMOVAL AT THE TIME OF CONSTRUCTION.
5. THE EXPOSED SUBGRADE SHOULD BE PROOF-ROLLED TO LOCATE ANY SOFT OR LOOSE AREAS. SOILS THAT ARE OBSERVED TO RUT OR DEFLECT
UNDER THE MOVING LOAD SHOULD BE UNDERCUT. THE PROOF ROLLING AND UNDERCUTTING ACTIVITIES SHOULD BE WITNESSED BY A
REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER.
6. AFTER PROOFROLLING, THE UPPER 6 INCHES OF THE SUBGRADE SHOULD BE SCARFIED, MOISTURE CONDITIONED TO A RANGE BETWEEN -4 TO +4
PERCENTAGE POINTS ABOVE THE OPTIMUM MOISTURE VALUE, AND COMPACTED TO AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY AS
DETERMINED BY ASTM D-698.
7. AFTER SUBGRADE PREPERATION IS COMPLETE, THE PLACEMENT OF STRUCTURAL FILL MAY BEGIN. THE STRUCTURAL FILL MATERIALS SHOULD BE
FREE OF ORGANICS OR OTHER DELETERIOUS MATERIALS AND SHOULD HAVE A MAXIMUM PARTICLE LESS THAN 3-INCHES. THE STRUCTURAL FILL
MATERIAL SHOULD HAVE A LIQUID LIMIT LESS THAN 30 AND A PLASTICITY INDEX OF 4 AND 12. THE FILL SHOULD BE PLACED IN COMPACTION
CONTROLLED HORIZONTAL LIFTS AND SHOULD BE MOISTURE CONDITIONED WITHIN THE RANGE OF -1 TO +4 PERCENTAGE POINTS ABOVE THE
OPTIMUM MOISTURE CONTENT VALUE, AND COMPACTED TO AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D-698. EACH
LIFT OF STRUCTURAL FILL SHOULD BE TESTED BY A REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER.
8. THE EXPOSED SUBGRADE SHALL BE PROTECTED AGAINST EXCESSIVE DRYING OR EXPOSURE TO MOISTURE. THE SITE SHALL BE GRADED TO
PREVENT PONDING OF WATER WITHIN EXCAVATED AREAS. ACCUMULATED WATER SHALL BE REMOVED IMMEDIATELY. EXCAVATIONS FOR
FOUNDATIONS SHOULD BE FILLED WITH CONCRETE BEFORE THE END OF THE WORKDAY OR SOONER IF NECESSARY TO PREVENT DETERIORATION OF
THE BEARING SURFACE. IF DELAYS OCCUR, THE EXCAVATION SHOULD BE DEEPENED AS NECESSARY AND CLEANED, IN ORDER TO PROVIDE A FRESH
BEARING SURFACE. IF MORE THAN 24 HOURS OF EXPOSURE OF THE BEARING SURFACE IS ANTICIPATED IN THE EXCAVATIONS, A MUD SLAB SHOULD
BE USED TO PROTECT THE BEARING SURFACES. IF A MUD SLAB IS USED, THE FOUNDATION EXCAVATIONS SHOULD INITIALLY BE OVER-EXCAVATED BY
APPROXIMATELY 4 INCHES AND A LEAN CONCRETE MUD SLAB OF APPROXIMATELY 4 INCHES IN THICKNESS IS PLACED IN THE BOTTOM OF THE
EXCAVATIONS IMMEDIATELY FOLLOWING EXPOSURE OF THE BEARING SURFACE.
9. THIS PAD PREPARATION DOES NOT CONSTITUTE A COMPLETE SITE WORK SPECIFICATION. REFER TO THE SPECIFICATIONS AND THE GEOTECHNICAL
REPORT FOR ADDITIONAL PROJECT INFORMATION. NOTIFY EOR OF ANY DISCREPANCY BETWEEN PAD PREPARATION, GEOTECHNICAL REPORT, OR
THE SITE CONDITIONS.
A NEW CAR WASH
FACILITY FOR:
1. BUILDING AND DESIGN CODES:
A.INTERNATIONAL BUILDING CODE 2009
B. AISC MANUAL OF STEEL CONSTRUCTION, 13TH EDITION, ALLOWABLE STRESS DESIGN AND CODE OF STANDARD PRACTICE
C. AWS D1.1-98 - STRUCTURAL WELDING CODE - STEEL
D. ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, THE LATEST EDITION
E. ACI DETAILING MANUAL 1994, PUBLICATION SP-66(94)
F. STRUCTURAL WELDED WIRE REINFORCEMENT MANUAL OF STANDARD PRACTICE, WIRE REINFORCEMENT INSTITUTE
G.ACI 530 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, THE LATEST EDITION
H.CRSI MANUAL OF STANDARD PRACTICE, THE LATEST EDITION
NOTE
Drawn by:
Checked by:
Project No.
Date
GENERAL NOTES
YORK ENGINEERING
SERVICES, PLLC
Consulting Structural Engineers
Firm No: 12621
801 Sandy Trail
Keller, TX 76248
817.266.2042 ph
888.316.4814 fax
[email protected]
YES-PLLC #17-0024
S1.0
SHOP DRAWINGS
1. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT, AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT IS NOT THE INTENT THAT THE
STRUCTURAL DRAWINGS BE VIEWED AS DETAILED SHOP OR ERECTION DRAWINGS. VARIOUS DIMENSIONS REQUIRED FOR PROPER FIT-UP OF THE
COMPONENTS OF THE STRUCTURE MUST BE DETERMINED FROM THE INFORMATION THAT IS PROVIDED ELSEWHERE IN THE CONTRACT DOCUMENTS.
IT IS THE CONTRACTOR'S AND THEIR DETAILER'S OR SUBCONTRACTOR'S RESPONSIBILITY TO ESTABLISH AND TO CALCULATE AND VERIFY THESE
DIMENSIONS AS REQUIRED TO ACHIEVE PROPER FIT-UP OF MATERIALS AND TO ACHIEVE COMPLIANCE WITH THE REQUIREMENTS OF THE CONTRACT
DOCUMENTS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT
WITH THE LATEST STRUCTURAL DRAWINGS.
2. SUBMITTALS WHICH DO NOT REFLECT THE CONTRACTOR'S APPROVAL, SIGNATURE AND DATE; OR DO NOT APPEAR TO HAVE BEEN REVIEWED BY THE
CONTRACTOR WILL BE RETURNED WITHOUT REVIEW. THE REVIEW OF SHOP DRAWINGS BY THE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH
THE STRUCTURAL DRAWINGS AND SPECIFICATIONS. THIS REVIEW DOES NOT GUARANTEE IN ANY WAY THAT THE SHOP DRAWINGS ARE CORRECT,
COMPLETE, NOR DOES IT INFER THAT THEY SUPERSEDE THE STRUCTURAL DRAWINGS. CORRECTIONS OR COMMENTS MADE (OR NOT MADE) ON THE
SHOP DRAWINGS DURING THIS REVIEW DO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE PLANS, GENERAL
NOTES OR SPECIFICATIONS. APPROVAL OF A SPECIFIC ITEM SHALL NOT INCLUDE APPROVAL OF AN ASSEMBLY OF WHICH THE ITEM IS A COMPONENT.
3. SIGNED AND SEALED CALCULATIONS FOR A PARTICULAR SYSTEM SUBMITTED AS PART OF A SHOP DRAWING ARE REVIEWED FOR LOAD CRITERIA AND
GENERAL CONFORMANCE WITH THE CONTRACT DOCUMENTS. CALCULATION REVIEW AND COMMENTS DO NOT INFER A DETAILED CHECK OF THE
CALCULATIONS, NOR DO THEY RELIEVE THE SYSTEM ENGINEER OR THE CONTRACTOR OF RESPONSIBILITY.
4. THE USE OF REPRODUCTIONS OR ELECTRONIC FILES OF THE STRUCTURAL DRAWINGS FOR THE PREPARATION OF SHOP DRAWINGS IS NOT
ACCEPTABLE WITHOUT PRIOR WRITTEN AUTHORIZATION OF THE ENGINEER OF RECORD. IF SUCH AUTHORIZATION IS OBTAINED, DO NOT SUBMIT
SHOP DRAWINGS WITH THE CONTRACT DOCUMENT TITLE BLOCK AND/OR THE SEAL OF THE REGISTERED ENGINEER OF RECORD AFFIXED.
ALTERATION OF A SEALED DOCUMENTS WITHOUT PROPER NOTIFICATION OF THE RESPONSIBLE ENGINEER IS AN OFFENSE OF THE ENGINEERING
PRACTICE ACT.
5. OMISSION FROM THE SHOP DRAWINGS OF ANY REQUIREMENTS OF THE CONTRACT DOCUMENTS SHALL NOT RELIEVE THE CONTRACTOR OF THE
RESPONSIBILITY OF COMPLYING WITH THE OMITTED REQUIREMENTS, EVEN IF THE SHOP DRAWINGS HAVE BEEN REVIEWED AND RETURNED.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DELAYS CAUSED BY REJECTION OF INADEQUATE OR INCORRECT SHOP DRAWINGS.
7. SHOP DRAWINGS THAT ARE NOT SPECIFICALLY REQUIRED BY THE GENERAL NOTES OR SPECIFICATIONS WILL NOT BE REVIEWED OR RETURNED.
A PLUS DESIGN
GROUP
ARCHITECTURE
INTERIORS
CONSTRUCTION
972-724-4440
972-691-7731 FAX
APDG.US
C COPYRIGHT A PLUS DESIGN GROUP 2017
SPECIAL INSPECTION SHALL MEET THE REQUIREMENTS OF IBC SECTION 1704. SPECIAL INSPECTOR(S) SHALL BE HIRED BY THE OWNER TO PERFORM THE
REQUIRED SPECIAL INSPECTIONS. THE NAMES OF PERSONS OR FIRMS WHO ARE TO PERFORM THE SPECIAL INSPECTIONS SHALL BE FORWARDED TO THE
BUILDING OFFICIAL FOR APPROVAL. THE SPECIAL INSPECTOR(S) SHALL COMPLETE AND SUBMIT ALL FORMS REQUIRED BY ROANOKE, TX.
A
ST
1. THE SPECIAL INSPECTOR(S) SHALL:
OF T E
XA
S
DEVON J. YORK
R
103840
PR
O
A.OBSERVE THE WORK ASSIGNED FOR CONFORMANCE TO THE APPROVED DRAWING AND SPECIFICATIONS.
B. FURNISH INSPECTION REPORTS TO THE ENGINEER OF RECORD AND BUILDING DEPARTMENT. DISCREPANCIES SHALL BE BROUGHT TO THE
IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF NOT CORRECTED TO THE ENGINEER AND THE BUILDING DEPARTMENT.
C.SUBMIT TO THE ENGINEER OF RECORD AND THE BUILDING DEPARTMENT A SIGNED FINAL REPORT STATING THAT THE WORK WAS IN
CONFORMANCE WITH THE APPROVED DRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE IBC.
TE
EE
SPECIAL INSPECTION
F
L
ES I C E N S E D I N
G
SI
O NA L E N
2. SPECIAL INSPECTION NOTES:
A.CONTINUOUS SPECIAL INSPECTION IS ALWAYS REQUIRED DURING THE PERFORMANCE OF THE WORK UNLESS SPECIFICALLY NOTED BELOW.
B. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE SPECIAL INSPECTOR(S) WITH ADVANCE NOTICE, NO LESS THAN ONE WORKING
DAY, OF THE INITIATION OF ANY WORK REQUIRED TO HAVE SPECIAL INSPECTIONS. ALL WORK PERFORMED WITHOUT REQUIRED SPECIAL
INSPECTION WILL BE SUBJECT TO REMOVAL.
THE SEAL APPEARING ON THIS DOCUMENT WAS
AUTHORIZED BY DEVON J. YORK, P.E. 103840
(TX-FIRM #12621) ON 04-14-2017.
3. TYPES OF WORK REQUIRING SPECIAL INSPECTION ARE:
A.CONCRETE: DURING PREPARATION OF REQUIRED TEST SPECIMENS. DURING PLACEMENT OF REINFORCED CONCRETE EXCEPT AS ALLOWED IN
IBC SECTION 1704.4.
B. BOLTS INSTALLED IN CONCRETE:
DURING SETTING OF BOLTS.
DURING PLACEMENT OF CONCRETE AROUND BOLTS.
C.REINFORCING STEEL IN CONCRETE: DURING PLACEMENT OF REINFORCING STEEL FOR CONCRETE EXCEPT AS ALLOWED IN IBC SECTION 1704.4.
D. STRUCTURAL WELDING: DURING FIELD WELDING AT ANY MEMBER OR CONNECTION EXCEPT AS ALLOWED IN IBC SECTION 1704.3. DURING FIELD
WELDING OF REINFORCING STEEL EXCEPT AS ALLOWED IN IBC SECTION 1704.3.
E. HIGH-STRENGTH BOLTING.
F. OPEN-ENDED, HOLLOW UNIT, STRUCTURAL MASONRY: DURING PREPARATION OF REQUIRED PRISMS OR TEST SPECIMENS. DURING THE LAYING
OF MASONRY UNITS. DURING PLACEMENT OF REINFORCING STEEL. GROUT SPACES PRIOR TO CLOSING OF CLEANOUTS AND GROUTING. DURING
ALL GROUTING OPERATIONS.
G.ALL ANCHORS AND/OR CONNECTIONS INSTALLED IN CONCRETE MASONRY UNIT WALLS.
H. SPECIAL CASES AS DEEMED NECESSARY BY BUILDING OFFICIAL.
SUBMITTAL REQUIREMENTS
1. SOIL:
A.SELECT FILL TEST DATA
2. CONCRETE:
A.REBAR SIZE, LENGTHS, LOCATIONS FOR THE CAST-IN-PLACE SLABS, AND WALLS
B. CONCRETE MIX DESIGNS
i. PRODUCT LITERATURE FOR AD MIXTURES
C. VAPOR BARRIER PRODUCT LITERATURE
3. STRUCTURAL STEEL:
A.FABRICATION DRAWINGS OF ALL STRUCTURAL STEEL MEMBERS
B. STRUCTURAL STEEL MATERIAL ASTM DESIGNATION AND YIELD STRENGTH
4. OPEN-WEB STEEL JOIST:
A.LAYOUT WITH INSTALLATION STARTING POINT NOTED
B. ENGINEERING ANALYSIS OF SPECIAL JOIST WITH ENGINEER SEAL OF THE STATE OF CONSTRUCTION
5. METAL DECK
A.LAYOUT, GAUGE, AND DESIGNATION
6. CONCRETE MASONRY UNITS (CMU)
A.MIX DESIGN (MORTAR AND GROUT)
B. MASONRY COMPRESSIVE STRENGTH
DEFERRED SUBMITTAL REQUIREMENTS
ROANOKE TX
A NEW CAR WASH
FACILITY FOR:
THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOLLOWED BY THE BUILDING OFFICIAL PRIOR TO FABRICATION OR
INSTALLATION.
1. STRUCTURAL STEEL CONNECTION DESIGN PER GENERAL NOTES
2. OPEN-WEB STEEL JOIST
CLEAN STREAK
CAR WASH
THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD PRIOR TO FABRICATION OR INSTALLATION.
REVISIONS
No. DATE
NOTE
Drawn by:
Checked by:
Project No.
Date
GENERAL NOTES
YORK ENGINEERING
SERVICES, PLLC
Consulting Structural Engineers
Firm No: 12621
801 Sandy Trail
Keller, TX 76248
817.266.2042 ph
888.316.4814 fax
[email protected]
YES-PLLC #17-0024
S1.1
6
7
10
11
139'-8"
40'-4"
A PLUS DESIGN
GROUP
3/S3.0
2"
E
22'-8"
B
34
TC2
16'-0 1/2"
26'-4"
16'-0 1/2"
MCJ
31'-6"
6'-4"
72'-6"
16'-8 1/2"
3'-1"
3'-8"
A
A
32
4/S3.0
2"
3/S3.0
16'-0 1/2"
30'-4"
3/S3.0
P1
2"
2"
3/S3.0
2"
4/S3.0
16'-0 1/2"
32'-9"
3'-8"
P1
MCJ
4'-0"
A
27
2/S3.0
A
23
TC2
TC4
31'-6"
4'-0" 3'-8"
A
19
3/S3.0
2"
4/S3.0
MCJ
TC3
2"
A
12
MCJ
2"
A
8
2"
4/S3.0
2"
1/S3.1
3'-2"
29'-10"
3/S3.0
5/S3.0
16'-9 1/2"
4'-2"
MCJ
3/S3.0
TC2
5/S3.0
15'-5"
TC4
TC1
2"
A
5
16'-1"
TC5
B
26
3'-0"
3/S3.0
3/S3.0
3'-1"
B
22 P2
3'-0"
3/S3.0
TC2
TC4
B
15
TC6
8"
P2
B
13
B
10/S3.0
8/S3.0
TC5
SLOPE
B
9
2/S3.1
9/S3.0
SLOPE
B
6
REFER TO PIT MANUF.
FOR PIT ELEVATIONS
4"
4/S3.0
P2
MCJ
4"
1
P2
C
9'-8"
3'-1"
10'-4"
3'-8" 4'-0"
139'-8"
2
3
5
4
T.O. CONC. (TC)
SCHEDULE
MARK
TC1
TC2
TC3
TC4
TC5
TC6
TC7
TC8
TC9
ELEVATION
T.O. CONC. = 100'-2"
T.O. CONC. = 100'-0"
T.O. CONC. = 99'-11"
T.O. CONC. = 99'-10"
T.O. CONC. = 99'-9"
T.O. CONC. = 99'-7"
T.O. CONC. = 99'-4"
T.O. CONC. = 99'-3"
T.O. CONC. = 99'-2"
8
LEGEND
COLUMN REF.
SCHEDULE
CX
GRADE BEAM
PILASTER
REF. SCHEDULE
4" THICK CONC.
(OFFICE AREA)
8" CMU WALL REF.
SCHEDULE
B
xx
PIER REF. DETAIL
1/S3.0
1
9
12
ROANOKE TX
1
A NEW CAR WASH
FACILITY FOR:
B
1
B
3
4/S3.0
TC8
2"
2 1/2"
14'-8 1/2"
MCJ
3'-0"2'-4"3'-10"
B
31
THE SEAL APPEARING ON THIS DOCUMENT WAS
AUTHORIZED BY DEVON J. YORK, P.E. 103840
(TX-FIRM #12621) ON 04-14-2017.
13'-4"
B
25
3/S3.0
3'-0"
B
20
MCJ
9/S3.0
B
14
MCJ
SLOPE
SLOPE
B
11
B
10
C
3'-10" 4'-4" 3'-10"2'-4"3'-0"
P2
B
33
8"
MCJ
4/S3.0
3/S3.0
TC4
2"
P2
2"
2"
MCJ
2"
P2
3/S3.0
4/S3.0
3/S3.0
2"
P2
3'-0"
3/S3.0
16'-0"
TC9
6/S3.0
3/S3.0
8"
4/S3.0
4"
TC2
TC7
3'-10" 4'-4" 3'-10" 5'-0"
MCJ
TC4
B
7
MCJ
2/S3.0
22'-8"
2"
14'-0"
B
4
C
TC7
A
15'-4"
3/S3.0
1
3/S3.0
TC9
2/S3.0
7/S3.0
2/S3.0
4"
4/S3.0
P2
11/S3.0
P2
8"
5'-0" 3'-10"
72'-6"
B
B
2
16'-0"
2"
L
ES I C E N S E D I N
G
SI
O NA L E N
F
2/S3.0
O
2/S3.0
S
103840
PR
1
15'-9"
A
29
D
C
15'-9"
A
18
OF T E
XA
DEVON J. YORK
7/S3.0
7/S3.0
TE
R
5/S3.0
C
1
2/S3.0
A
ST
CLEAN STREAK
CAR WASH
A
28
TC2
6'-10"
7/S3.0
29'-0"
A
17
F
3'-10"
C
1
7/S3.0
29'-0"
C COPYRIGHT A PLUS DESIGN GROUP 2017
2/S3.0
C
2/S3.0
EE
1
2"
972-724-4440
972-691-7731 FAX
APDG.US
10'-5"
A
30
G
3'-8"
P2
A
24
ARCHITECTURE
INTERIORS
CONSTRUCTION
6"
2"
C
1
2"
A
21
4'-4"
6"
P2
P2
3'-8"
1
A
16
7'-8"
19'-11"
C
P2
3/S3.0
6'-10"
2/S3.0
19'-11"
3/S3.0
6"
3'-8"
3/S3.0
3'-8"
2/S3.0
8'-2"
7/S3.0
4'-0"
5/S3.0
29'-6"
4'-2"
7/S3.0
30'-0"
4'-2"
FOUNDATION PLAN
SCALE: 1/8" = 1'-0"
NORTH
FOUNDATION PLAN NOTES:
COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL PLANS AND
DETAILS.
2. REFERENCED FINISH FLOOR = 100'-0" : REFER TO CIVIL DRAWINGS
FOR ACTUAL FINISH FLOOR.
3. REFERENCE ARCHITECTURAL FOR ALL SIDEWALKS AND STOOPS.
4. REFERENCE SHEET S1.0 & S1.1 FOR GENERAL NOTES
5. SLAB SHALL BE:
5.1.
TYPICAL: 5" THICK CONCRETE REINFORCED WITH #4 AT 18"
O.C.E.W.
5.2.
OFFICE AREA: 4" THICK CONCRETE REINFORCED WITH #3 AT
18" O.C.E.W.
6. REFER TO ARCHITECTURAL, MECHANICAL AND PLUMBING
DRAWINGS FOR SLAB PENETRATION AND DRAIN LOCATIONS.
7. 'MCJ' DENOTES MASONRY CONTROL JOINT. REFER TO 1/S4.1 FOR
MORE INFORMATION.
PILASTER SCHEDULE
MARK
P1
P2
REBAR
#7 CENTERED
#5 CENTERED
REVISIONS
SPACING
8" O.C.
8" O.C.
No. DATE
NOTE
1.
COLUMN SCHEDULE
MARK
SIZE
BASE
PLATE
BEARING
ELEVATION
C1
HSS8x6x5/16
EP-2
100'-0"
Drawn by:
C2
HSS8x6x1/2
EP-1
116'-0"
Checked by:
REFER TO S4.1 FOR BASE PLATE INFORMATION.
Project No.
Date
FOUNDATION PLAN
YORK ENGINEERING
SERVICES, PLLC
Consulting Structural Engineers
Firm No: 12621
801 Sandy Trail
Keller, TX 76248
817.266.2042 ph
888.316.4814 fax
[email protected]
YES-PLLC #17-0024
S2.0
6
7
10
W3
W1
9/S4.1
TYP.
P2 HSS20x8x5/16
F
E
W1
D
C
THE SEAL APPEARING ON THIS DOCUMENT WAS
AUTHORIZED BY DEVON J. YORK, P.E. 103840
(TX-FIRM #12621) ON 04-14-2017.
CLEAN STREAK
CAR WASH
W2
1/S4.0
W2
L1
TOS=113'-7 1/2"
L3
2/S4.0
P1
W3
5
8
9
12
CMU LINTEL SCHEDULE
1
MARK
DEPTH
REINFORCING
STIRRUPS
L1
8"
#5 CONT.
N/A
L2
16"
#5 TOP & BOT.
#3 AT 24" OC
L3
24"
#6 TOP & BOT.
#3 AT 16" OC
L4
32"
2-#5 TOP & BOT.
#3 AT 16" OC
LOW ROOF FRAMING PLAN
SCALE: 1/8" = 1'-0"
NORTH
FRAMING PLAN NOTES:
1.
2.
3.
4.
REVISIONS
No. DATE
COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL PLANS AND
DETAILS.
REFERENCE SHEET S1.0 & S1.1 FOR GENERAL NOTES.
REFER TO GENERAL NOTES FOR METAL DECK DESIGNATION.
ALL STEEL WITHIN TUNNEL STRUCTURE SHALL BE GALVANIZED.
NOTE
LEGEND
KNOCK-OUT TYPE
BOND BEAM, TYP
Drawn by:
STEEL BEAM
Checked by:
WX
16"
24"
32"
WXXxXX
Project No.
Date
8" CMU WALL REF.
SCHEDULE 1/S4.1
8"
L-1
A NEW CAR WASH
FACILITY FOR:
W3
ROANOKE TX
L4
A
P2
TOS=114'-1 1/4"
W1
4
103840
L
ES I C E N S E D I N
G
SI
O NA L E N
W2
C8x11.5 AT 48" O.C.
3
S
3/S4.0
P1
2
OF T E
XA
DEVON J. YORK
1/S4.0
1
TE
R
5/S4.0
A
ST
EE
HSS2.5x2.5x1/4
AT 24" O.C. MAX.
RADIUS C5x6.7
HSS20x8x5/16 P2
HSS20x8x5/16
HSS20x8x5/16 HSS20x8x5/16 P2
C COPYRIGHT A PLUS DESIGN GROUP 2017
L2
L1
W2
SIM.
5/S4.0
5'-2"
P2
6/S4.1
P2
W16x40 BOS=REF. ARCH'L.
972-724-4440
972-691-7731 FAX
APDG.US
W1
L1
A
G
B
W1
TOS=116'-9 3/4"
TOS=113'-9 3/4"
P2
P2
L4
14K3 STEEL JOISTS
4/S4.0
5'-8"
TOS=114'-5 1/2"
HSS16x8x1/4
14K3 STEEL JOISTS
HSS20x8x5/16
22K7 STEEL JOISTS
TOS=117'-6 3/4"
HSS16x8x1/4
HSS16x8x1/4
L4
W2
HSS20x8x5/16
TOS=113'-8 1/4"
9 EQ. SP. = 36'-0"
5'-8"
9 EQ. SP. = 54'-0"
5'-1"
3/S4.0
HSS20x8x5/16
HSS20x8x5/16
9/S4.0
6/S4.1
P2
TOS=114'-6 7/8"
P2
F
B
P2
W16x40 BOS=REF. ARCH'L.
P2
ARCHITECTURE
INTERIORS
CONSTRUCTION
O
P2
10/S4.0
A PLUS DESIGN
GROUP
PR
5/S4.0
SIM.
HSS2.5x2.5x1/4
AT 24" O.C. MAX.
RADIUS C5x6.7
P2
W1
TYP.
9/S4.1
11/S4.0
5/S4.0
W1
11
L-2
L-3
L-4
YORK ENGINEERING
SERVICES, PLLC
Consulting Structural Engineers
Firm No: 12621
801 Sandy Trail
Keller, TX 76248
817.266.2042 ph
888.316.4814 fax
[email protected]
YES-PLLC #17-0024
LOW ROOF FRAMING
PLAN
S2.1
6
7
10
11
A PLUS DESIGN
GROUP
ARCHITECTURE
INTERIORS
CONSTRUCTION
G
972-724-4440
972-691-7731 FAX
APDG.US
C COPYRIGHT A PLUS DESIGN GROUP 2017
F
A
ST
E
TE
OF T E
XA
S
DEVON J. YORK
R
8/S4.0
C
6/S4.0
HSS8x8x3/8 TOS=119'-6"
A
2
C
4
5
8
9
A NEW CAR WASH
FACILITY FOR:
8/S4.0
8/S4.0
2
3
12
1
COLUMN SCHEDULE
HIGH ROOF FRAMING PLAN
SCALE: 1/8" = 1'-0"
NORTH
FRAMING PLAN NOTES:
MARK
SIZE
BASE
PLATE
BEARING
ELEVATION
1.
C1
HSS8x6x5/16
EP-2
100'-0"
C2
HSS8x6x1/2
EP-1
116'-0"
2.
3.
4.
REFER TO S4.1 FOR BASE PLATE INFORMATION.
ROANOKE TX
AT 48" O.C.
CLEAN STREAK
CAR WASH
RADIUS CFMF TRUSSES
AT 48" O.C.
AT 48" O.C.
W8x40 TOS=119'-6"
7/S4.0
C
2
B
HSS8x8x3/8 TOS=119'-6"
OUTRIGGER CFMF TRUSSES
HSS8x8x3/8 TOS=119'-6"
OUTRIGGER CFMF TRUSSES
7/S4.0
AT 48" O.C.
AT 48" O.C.
OUTRIGGER CFMF TRUSSES
W8x40 TOS=119'-6"
RADIUS CFMF TRUSSES
AT 48" O.C.
OUTRIGGER CFMF TRUSSES
THE SEAL APPEARING ON THIS DOCUMENT WAS
AUTHORIZED BY DEVON J. YORK, P.E. 103840
(TX-FIRM #12621) ON 04-14-2017.
2
8/S4.0
2
6/S4.0
1
L
ES I C E N S E D I N
G
SI
O NA L E N
F
C
HSS8x8x3/8 TOS=119'-6"
A
EE
O
C
B
103840
PR
D
REVISIONS
No. DATE
COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL PLANS AND
DETAILS.
REFERENCE SHEET S1.0 & S1.1 FOR GENERAL NOTES.
REFER TO GENERAL NOTES FOR METAL DECK DESIGNATION.
ALL STEEL WITHIN TUNNEL STRUCTURE SHALL BE GALVANIZED.
NOTE
LEGEND
WXXxXX
WX
WX
STEEL BEAM
Drawn by:
INDICATES MOMENT
CONNECTION REFER TO
DETAIL 8/S4.0
Checked by:
8" CMU WALL REF.
SCHEDULE 1/S4.1
12" CMU WALL REF.
SCHEDULE 1/S4.1
Project No.
Date
YORK ENGINEERING
SERVICES, PLLC
Consulting Structural Engineers
Firm No: 12621
801 Sandy Trail
Keller, TX 76248
817.266.2042 ph
888.316.4814 fax
[email protected]
YES-PLLC #17-0024
HIGH ROOF FRAMING
PLAN
S2.2
TOP OF CONC.
REF. PLAN
A
ST
FOUNDATION SECTION
4
SCALE: 3/4" = 1'-0"
SCALE: 3/4" = 1'-0"
6"
COLUMN REF. PLAN
1/4
1'-0"
FOUNDATION SECTION
6"
6
SCALE: 3/4" = 1'-0"
SLOPE DOWN
TOP OF CONC.
REF. PLAN
REBAR TIES
A
18"
42"
(6) #5 VERTICAL BARS
#3 TIES AT 12" O.C.
B
24"
60"
(8) #6 VERTICAL BARS
#3 TIES AT 12" O.C.
AT 9" O.C.
6"
8'-1
R1
3'-0"
GRADE BEAM REINF.:
REFER TO 2/S3.0
1'-0"
A NEW CAR WASH
FACILITY FOR:
REINFORCING
#3
/1
09
GRADE BEAM REINF.:
REFER TO 2/S3.0
PIER SCHEDULE
SCALE: 3/4" = 1'-0"
REF.
PLAN
SLAB REF.
PLAN
FOUNDATION SECTION
4-#5 VERT.
2'-0"
2'-0"
TOP OF CONC.
REF. PLAN
2"
SLAB REF.
PLAN
#4x3'-6" AT 12" O.C.
1'-0"
6"
#3x18"x18" DOWEL
AT 10" O.C.
VARIES
#3x18"x18" DOWEL
AT 10" O.C.
REF.
PLAN
1'-2"
7
SCALE: 3/4" = 1'-0"
#5 DOWEL W/ STD. ACI
HOOK AT EA. VERT. CELL
PAVING REF. CIVIL
1'-0"
FOUNDATION SECTION
PIER DETAIL NOTES:
BELL
DIA.
PILASTER REINF.
REF. XS/3.X
1'-0"
ROANOKE TX
3" CLR. TYP.
REFER TO
NOTE #3
6"
5
SHAFT
DIA.
GRADE BEAM REINF.:
REFER TO 2/S3.0
#4x18"x18" DOWEL
AT 24" O.C.
REFER TO PIER SCHEDULE
LABEL
#4x18"x18" DOWEL
AT 12" O.C. TYP.
AT CORNERS
GRADE BEAM REINF.:
REFER TO 2/S3.0
SLAB REF.
PLAN
TOP OF CONC.
REF. PLAN
#4 AT 12" OC VERT.
#4 AT 12" OC HORIZ.
2'-0"
2'-0"
TOP OF CONC.
REF. PLAN
GRADE BEAM REINF.:
REFER TO 2/S3.0
BELL DIAMETER
3.
L3x3x3/8 CONT.
W/ 1/2"Øx4" H.S.
AT 24" O.C. &
4" FROM ENDS
SLAB REF.
PLAN
#3x18"x18" DOWEL
AT 10" O.C.
EMBED PLATE
REF. SCHEDULE
CLEAN STREAK
CAR WASH
SLAB REF.
PLAN
#4x3'-6" AT 12" O.C.
AT DOORS
REF.
PLAN
#4x3'-6" AT 12" O.C.
AT DOORS
2'-0"
#3x18"x18" DOWEL
AT 10" O.C.
R
THE SEAL APPEARING ON THIS DOCUMENT WAS
AUTHORIZED BY DEVON J. YORK, P.E. 103840
(TX-FIRM #12621) ON 04-14-2017.
REF.
PLAN
REF. ARCH'L
L
ES I C E N S E D I N
G
SI
O NA L E N
F
3
SCALE: 3/4" = 1'-0"
S
103840
O
FOUNDATION SECTION
OF T E
XA
DEVON J. YORK
PR
2
1'-0"
2.
1'-0"
4"
TE
EE
1'-0"
2"
FOUNDATION SECTION
TOP OF CONC.
REF. PLAN
LENGTH SHOWN IS FOR BIDDING PURPOSES ONLY. ACTUAL
DEPTH TO FOUNDING STRATA TO BE DETERMINED BY THE
GEOTECHNICAL ENGINEER IN THE FIELD DURING DRILLED PIER
EXCAVATION OPERATIONS.
GEOTECHNICAL ENGINEER TO PREPARE DRILLED PIER
INSPECTION REPORTS FOR ALL DRILLED PIERS ON PROJECT.
CONTRACTOR TO PROVIDE PIER SLEDS AND PIER BOLSTERS TO
SUPPORT REINFORCING IN THE DRILLED PIER, RE:
SPECIFICATIONS FOR ADDITIONAL INFORMATION.
REF.
PLAN
GRADE BEAM REINF.:
REFER TO 2/S3.0
PAVING REF. CIVIL
1.
972-724-4440
972-691-7731 FAX
APDG.US
C COPYRIGHT A PLUS DESIGN GROUP 2017
6"
APPROVED BEARING
STRATUM
ARCHITECTURE
INTERIORS
CONSTRUCTION
GRADE BEAM REINF.:
REFER TO 2/S3.0
1'-0"
SPACERS
REFER TO SPECS
45°
A PLUS DESIGN
GROUP
8" VOID FORMS W/
RETAINERS, TYP.
REFER TO PIER
SCHEDULE FOR
PIER REINFORCING
PIER DIAMETER
REFER TO PIER SCHEDULE
SLAB REF.
PLAN
2"
REF.
PLAN
2"
SLAB REF.
PLAN
GRADE BEAM REINF.:
(3) #5 TOP & BOTTOM
#3 STIRRUPS AT 10" O.C.
1'-9" MINIMUM
LAP SPLICE
#3x18"x18" DOWEL
AT 10" O.C.
2'-0"
2'-0"
VAPOR BARRIER, TYP.
3" CLR. TYP.
REFER TO
NOTE #3
10'-0" (REFER TO NOTE #1)
TOP OF CONC.
REF. PLAN
#5 DOWEL W/ STD. ACI
HOOK AT EA. VERT. CELL
WAINSCOT
REF. ARCH'L.
#3x18"x18" DOWEL
AT 10" O.C.
2'-0"
TOP OF CONC.
REF. PLAN
DOUBLE TIES AT TOP
3'-0"
SLAB REF.
PLAN
8"
4"
WAINSCOT
REF. ARCH'L.
#3x18"x18" DOWEL
AT 10" O.C.
CHAMFER EDGE
AS REQUIRED
REF. ARCH'L.
8"
#5 DOWEL W/ STD. ACI
HOOK AT EA. VERT. CELL
REF.
PLAN
4" CLR.
STOREFRONT
REF. ARCH'L.
(4) #6x7'-0" DOWEL
W/ STD. ACI HOOKS
INTO GRADE BEAM
3" 3"
2'-0 3/16"
NOT TO SCALE
8
FOUNDATION SECTION
9
SCALE: 3/4" = 1'-0"
FOUNDATION SECTION
REVISIONS
SCALE: 3/4" = 1'-0"
PLAN
No. DATE
NOTE
PILASTER DETAIL
1'-0"
10 SCALE: 3/4" = 1'-0"
TYP.
1'-0"
1
TYPICAL PIER DETAIL
Drawn by:
1'-0"
REF. DETAILS
TOP OF GRADE BEAM
OR PIER CAP
BOTTOM OF GRADE BEAM
TOP OF PIER
2"
CENTERLINE OF PIER ON
CENTERLINE OF COLUMN
OR CENTERED ON GRADE
BEAM
Checked by:
#3
Project No.
AT 9" O.C.
Date
1'-0"
1'-0"
PLAN
PILASTER DETAIL
11 SCALE: 3/4" = 1'-0"
3-#5 VERT.
CENTERLINE OF
PILASTER & COLUMN
FOUNDATION DETAILS
YORK ENGINEERING
SERVICES, PLLC
Consulting Structural Engineers
Firm No: 12621
801 Sandy Trail
Keller, TX 76248
817.266.2042 ph
888.316.4814 fax
[email protected]
YES-PLLC #17-0024
S3.0
8"
L3x3x3/8 CONT.
W/ 1/2"Øx4" H.S.
AT 24" O.C. & 4" FROM ENDS
A PLUS DESIGN
GROUP
SLOPE 2"
ARCHITECTURE
INTERIORS
CONSTRUCTION
SLAB REINFORCING
1'-8"
(2) #5 CONT.
1'-2"
#3x1'-8"x1'-8" DOWEL
AT 12" O.C.
KEY & WATERSTOP
*
FOUNDATION SECTION
REF. PLAN
SCALE: 3/4" = 1'-0"
C COPYRIGHT A PLUS DESIGN GROUP 2017
PLUMBING LINE
A
ST
SLEEVE DIA. 4" LARGER
THAN PLUMBING LINE
*NOTE: TOP OF CONCRETE
ELEVATIONS VARY. REFER
TO PIT MANUF. FOR TOP OF
CONCRETE INSIDE TUNNEL.
8"
1
EXTERIOR
GRADE BEAM
LOCATE PIPE IN
MIDDLE 1/3 OF BEAM
UNLESS ALLOWED BY
ENGINEER OF RECORD
#4 AT 12" O.C.E.W.
972-724-4440
972-691-7731 FAX
APDG.US
O
48 BAR DIA
48 BAR DIA
GRADE BEAM
REINFOCRING
THE SEAL APPEARING ON THIS DOCUMENT WAS
AUTHORIZED BY DEVON J. YORK, P.E. 103840
(TX-FIRM #12621) ON 04-14-2017.
6"
2'-2"
SECTION THRU TUNNEL TRENCH
3
SCALE: 1 1/2" = 1'-0"
48 BAR DIA
NOT TO SCALE
TENSION LAP SPLICES - CLASS B
FOR TOP & BOTTOM BARS
(GRADE 60 UNCOATED BARS & NORMAL
WEIGHT CONCRETE)
BAR
SIZE
48 BAR DIA
48 BAR DIA
TOP BEAM STEEL
PROVIDE SAME SIZE
NUMBER AND SPACING
AS HORIZONTAL BAR
REINFORCEMENT
BOTTOM BEAM STEEL
TYP. 'B'
SPLICE
THIS TYPICAL APPLIES
TO ALL BEAMS.
CORNER
TYPICAL PLUMBING LINE
PENETRATION DETAIL
INSIDE FACE OF
GRADE BEAM
TYP. 'B'
SPLICE
PROVIDE SAME SIZE
NUMBER AND SPACING
AS HORIZONTAL BAR
REINFORCEMENT
INTERSECTION
OUTSIDE EDGE
OF FOUNDATION
BRICK LEDGE
(IF APPLICABLE)
f'c = 3000 psi f'c = 4000 psi f'c = 5000 psi f'c = 6000 psi
TOP
BOT
TOP
BOT
TOP
BOT
TOP
BOT
#3
2'-4"
1'-9"
2'-0"
1'-6"
1'-10"
1'-5"
1'-8"
1'-4"
#4
3'-1"
2'-4"
2'-8"
2'-1"
2'-5"
1'-10"
2'-2"
1'-8"
#5
3'-10"
3'-0"
3'-4"
2'-7"
3'-0"
2'-4"
2'-9"
2'-1"
#6
4'-8"
3'-7"
4'-0"
3'-1"
3'-7"
2'-9"
3'-3"
2'-6"
#7
6'-9"
5'-2"
5'-10"
4'-6"
5'-3"
4'-0"
4'-9"
3'-8"
#8
7'-9"
5'-11"
6'-8"
5'-2"
6'-0"
4'-7"
5'-5"
4'-2"
#9
8'-8"
6'-8"
7'-6"
5'-9"
6'-9"
5'-2"
6'-2"
4'-9"
(2) #4x5'-0"
DIAGONAL BARS
IN SLAB
NOTE: USE THIS DETAIL AT EACH
INTERIOR CORNER OF THE FOUNDATION.
TYPICAL GRADE BEAM REINFORCING
NOT TO SCALE
5
TYPICAL BAR SPLICE DETAIL
6
NOT TO SCALE
TYPICAL SLAB DIAGONALS
SCALE: 3/4" = 1'-0"
3 x "D" OR
4" MIN
"D"
"D"
REVISIONS
CONCRETE
SLAB
SLEEVE
REFER TO ARCH'L
& PLAN FOR DROP
4
L
ES I C E N S E D I N
G
SI
O NA L E N
F
2
2-10"
S
103840
PR
CLAY PLUG
#4 CONT.
6"
OF T E
XA
DEVON J. YORK
#4 AT 12" O.C.E.W.
#3xVARIESx1'-5"
DOWEL AT 12" O.C.
TE
ROANOKE TX
VAPOR BARRIER
R
SLOPE 2"
TOP OF CONC.
REF. PLAN
EE
1'-8"
CLEAN STREAK
CAR WASH
2'-4"
6"
A NEW CAR WASH
FACILITY FOR:
REF.
PLAN
2"
CONC. SLAB
REF. PLAN
#4x2'-0"x2'-0" DOWELS
AT 12" O.C. TYP.
AT CORNERS
4'-0" VERIFY
8"
8"
REF.
PLAN
6"
SLEEVE
No. DATE
NOTE
1'-6" TYP
Drawn by:
Checked by:
NOTES:
1. ALUMINUM SHALL NOT EMBED INTO CONCRETE.
2. NO SLEEVES SHALL BE INSTALLED IN SLAB WITHIN
48" OF A COLUMN WITHOUT APPROVAL FROM THE
ENGINEER OF RECORD.
Project No.
8"
ADDITIONAL #3
AT 18" O.C.
Date
FOUNDATION DETAILS
7
TYPICAL SLAB SLEEVE PENETRATION SECTION
NOT TO SCALE
8
TYPICAL SLAB STEP DETAIL
NOT TO SCALE
YORK ENGINEERING
SERVICES, PLLC
Consulting Structural Engineers
Firm No: 12621
801 Sandy Trail
Keller, TX 76248
817.266.2042 ph
888.316.4814 fax
[email protected]
YES-PLLC #17-0024
S3.1
L6x4x5/16 LLV CONT
WITH 3/4"Ø THREADED ROD
AT 48" O.C. INTO EPOXY ANCHOR
(4" MIN EMBEDMENT)
ROOF DECK
BOND BEAM
REF. 1/S4.1
CHANNEL REF. PLAN
C8x11.5 CONT. W/
3/4"Ø HILTI KB-III
EXPANSION ANCHOR AT
32" O.C. TO BOND BEAM
W/ 4 3/4" EMBEDMENT
SIMPLE SHEAR
CONNECTION REF.
GENERAL NOTES
REF. 6/S4.1 FOR
ADDITIONAL
INFORMATION
ROOF DECK
JOIST REF. PLAN
BRIDGING
5/8"x12"xCONT.
L2x2x1/4x4" LONG WITH
5/8"Ø THREADED ROD
INTO ADHESIVE ANCHOR
(4" MIN EMBEDMENT)
ROOF DECK
C8x11.5 CONT. W/
3/4"Ø HILTI KB-III
EXPANSION ANCHOR AT
32" O.C. TO BOND BEAM
W/ 4 3/4" EMBEDMENT
CMU WALL
REF. PLAN
REF. 6/S4.1 FOR
ADDITIONAL
INFORMATION
5/8"x12"xCONT.
A
ST
JOIST REF. PLAN
BEAM REF. PLAN
BEAM REF. PLAN
3
SCALE: 3/4" = 1'-0"
300 PLF SHEAR
BLOCKING PER
TRUSS MANUF.
REF. ARCH'L.
ROOF DECK
ROOF FRAMING SECTION
ROOF DECK
REF. 6/S4.1 FOR
ADDITIONAL
INFORMATION
CFMF ATTACH.
BY TRUSS MANUF.
CHANNEL REF. PLAN
GIRDER
TRUSS
OMIT CANOPY AT SIM.
BEAM REF. PLAN
CFMF ATTACH.
BY TRUSS MANUF.
OUTRIGGER
TRUSS
5/8" ROOF DECK
L3x3x14 GA. CONT.
BENT PLATE
GIRDER
TRUSS
BOND BEAM
REF. 1/S4.1
EL. 119'-7 5/8"
EL. 120'-3 5/8"
OUTRIGGER
TRUSS
BOND BEAM
REF. 1/S4.1
BEAM REF. PLAN
CMU WALL REF. PLAN
B.O. STEEL
REF. ARCH'L.
CFMF ATTACH.
BY TRUSS MANUF.
EL. VARIES
VARIES
EL. VARIES
CMU WALL REF. PLAN
CFMF TRUSS
WINDOW REF. ARCH'L.
BEAM REF. PLAN
REF. ARCH'L.
CMU WALL REF. PLAN
HSS REF. PLAN
FULL PEN
ROOF FRAMING SECTION
6
SCALE: 3/4" = 1'-0"
ROOF FRAMING SECTION
7
SCALE: 3/4" = 1'-0"
ROOF FRAMING SECTION
8
SCALE: 3/4" = 1'-0"
300 PLF SHEAR
BLOCKING PER
TRUSS MANUF.
T.O. CMU WALL
REF. ARCH'L.
T.O. CMU WALL
REF. ARCH'L.
BOND BEAM
REF. 1/S4.1
BOND BEAM
REF. 1/S4.1
L6x4x5/16 LLV CONT
WITH 3/4"Ø THREADED ROD
AT 48" O.C. INTO EPOXY ANCHOR
(4" MIN EMBEDMENT)
ROOF DECK
CFMF ATTACH.
BY TRUSS MANUF.
L3x3x3/16 CONT.
BRIDGING
8" CMU WALL.
T.O. STEEL
EL. VARIES
T.O. STEEL
REF. PLAN
OUTRIGGER
TRUSS
BOND BEAM
REF. 1/S4.1
REVISIONS
BOND BEAM
REF. 1/S4.1
L3x3x3/16 CONT.
8" CMU WALL.
REF. ARCH'L.
EL. VARIES
ROOF DECK
8" CMU WALL
SCALE: 3/4" = 1'-0"
CFMF ATTACH.
BY TRUSS MANUF.
ROOF DECK
T.O. CMU WALL
REF. ARCH'L.
ROOF FRAMING SECTION
A NEW CAR WASH
FACILITY FOR:
5
103840
L
ES I C E N S E D I N
G
SI
O NA L E N
SCALE: 3/4" = 1'-0"
CFMF ATTACH.
BY TRUSS MANUF.
ROOF DECK
GIRDER TRUSS
ROOF DECK
No. DATE
T.O. STEEL
REF. PLAN
S
THE SEAL APPEARING ON THIS DOCUMENT WAS
AUTHORIZED BY DEVON J. YORK, P.E. 103840
(TX-FIRM #12621) ON 04-14-2017.
ROOF FRAMING SECTION
REF. ARCH'L.
300 PLF SHEAR
BLOCKING PER
TRUSS MANUF.
CFMF ATTACH.
BY TRUSS MANUF.
4
SCALE: 3/4" = 1'-0"
OF T E
XA
F
ROOF FRAMING SECTION
TE
DEVON J. YORK
O
2
SCALE: 3/4" = 1'-0"
C COPYRIGHT A PLUS DESIGN GROUP 2017
PR
1
972-724-4440
972-691-7731 FAX
APDG.US
JOIST REF. PLAN
CMU WALL
REF. PLAN
ROOF FRAMING SECTION
ARCHITECTURE
INTERIORS
CONSTRUCTION
CMU WALL REF. PLAN
ROANOKE TX
CHANNEL REF. PLAN
A PLUS DESIGN
GROUP
CMU WALL
REF. PLAN
R
ROOF DECK
EE
CMU WALL
REF. PLAN
ROOF DECK
CLEAN STREAK
CAR WASH
BOND BEAM
REF. 1/S4.1
NOTE
CMU WALL REF. PLAN
BOND BEAM
REF. 1/S4.1
BOND BEAM
REF. 1/S4.1
BOND BEAM
REF. 1/S4.1
JOIST REF. PLAN
JOIST REF. PLAN
L6x6x5/16x0'-9"
W/ (2) 3/4"Ø HILTI HY 70
ADHESIVE ANCHORS
1 1/2" FROM ENDS CENTER
ON LEG W/ 6 3/4" EMBED
TO BOND BEAM
(USE 3 ANCHORS AT SIM.)
9
SECTION AT ROOF FRAMING
SCALE: 3/4" = 1'-0"
L2x2x1/4x4" LONG WITH
5/8"Ø THREADED ROD
INTO ADHESIVE ANCHOR
(4" MIN EMBEDMENT)
SECTION AT ROOF FRAMING
10 SCALE: 3/4" = 1'-0"
REF. 6/S4.1 FOR
ADDITIONAL
INFORMATION
HSS BEAM
REF. PLAN
JOIST REF. PLAN
L6x6x5/16x0'-9"
W/ (2) 3/4"Ø HILTI HY 70
ADHESIVE ANCHORS
1 1/2" FROM ENDS CENTER
ON LEG W/ 6 3/4" EMBED
TO BOND BEAM
(USE 3 ANCHORS AT SIM.)
SECTION AT ROOF FRAMING
11 SCALE: 3/4" = 1'-0"
REF. 6/S4.1 FOR
ADDITIONAL
INFORMATION
REF. ARCH'L.
FOR CFMF
Drawn by:
Checked by:
BEAM REF. PLAN
Project No.
Date
B.O. STEEL
REF. ARCH'L.
FRAMING DETAILS
YORK ENGINEERING
SERVICES, PLLC
SECTION AT ROOF FRAMING
12 SCALE: 3/4" = 1'-0"
Consulting Structural Engineers
Firm No: 12621
801 Sandy Trail
Keller, TX 76248
817.266.2042 ph
888.316.4814 fax
[email protected]
YES-PLLC #17-0024
S4.0
P
INSPECT AND VERIFY PROPER PLACEMENT, SIZE, GRADE AND
TYPE OF REINFORCEMENT, CONNECTORS, ANCHORAGES,
AND PRE-STRESSING TENDONS IF APPLICABLE
(ACI 530.1: 3.4, 3.6A)
PRIOR TO START OF
EACH LIFT
P
INSPECT AND VERIFY PROPER GROUT SPACING AND
CLEANLINESS OF CELL PRIOR TO GROUTING (ACI 530.1: 3.2D)
PRIOR TO START OF
EACH LIFT
C
INSPECT AND VERIFY PROPER PLACEMENT OF GROUT
(ACI 530.1: 3.5)
P
INSPECT SIZE AND LOCATION OF ALL STURCTURAL ELEMENTS
(ACI 530.1: 3.3G)
P
COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF
THE CONSTRUCTION DOCUMENTS AND THE APPROVED
SUBMITTALS SHALL BE VERIFIED (ACI 530.1: 1.5)
LAP BARS AT
BAR POSITIONER
PRIOR TO START OF
CONSTRUCTION
ONCE EACH
OCCURENCE
ONCE EACH WEEK
DURING MASONRY
CONSTRUCTION
GROUT, CONCRETE, REINF. BARS, JOINT REINF. AND BOND BEAMS
SHALL BE DISCONTINUOUS DOWN TO TOP OF GRADE BEAM AT
CONTROL JOINTS. HORIZONTAL REINFORCEMENT (BOND BEAM)
SHALL BE CONTINUOUS THROUGH THIS JOINT. PROVIDE NEAR
CORNERS AND AT A MAX OF 30 FT. ON CENTER.
USE LOW LIFT METHOD OF GROUTING
MAX. GROUT POUR HEIGHT = 5'-0"
A-A
BAR POSITIONER AT 8" MAX.
ABOVE TOP OF GROUT POUR, TYP.
T.O. CONC.
REF. PLAN
LAP SCHEDULE
REFER TO THE GENERAL NOTES FOR INFORMATION REGARDING PERFORMING OF SPECIAL
INSPECTIONS AND RECORDS.
DEFINITIONS OF MARK:
P - PERIODIC INSPECTION, REFER TO REMARKS FOR FREQUENCY.
C - CONTINUOUS INSPECTION.
BAR SIZE
LAP
#5
48"
#6
54"
2.
MARK
WALL
REINFORCING
W1
8"
#5 VERT. AT 48" O.C.
W2
8"
#5 VERT. AT 32" O.C.
W3
8"
#7 AT 16" O.C.
T.O. CONC.
REF. PLAN
2'-0" MIN. SPLICE
JAMB / PILASTER
SCALE: N.T.S.
8" CMU WALL
8"
BEAM REF. PLAN
1/2"x6"x0'-8" PLATE
W/ (2) 3/4"Øx4" H.S.
3/4"x7"x0'-7" BEARING PLATE
W/2- #4x2'-0" WELDED TO
BOTTOM OF PLATE
BRIDGING (REF. PLAN
FOR JOIST DEPTH)
3
ADHESIVE ANCHOR
#6 CONT. IN WALL
SLOPED BOND BEAM FOR ANGLE TYPICAL DETAIL
4
SCALE: N.T.S.
TE
OF T E
XA
S
DEVON J. YORK
103840
L
ES I C E N S E D I N
G
SI
O NA L E N
GROUT ALL REINF.
CELLS AND CONTINUE
REINF. TO FULL HEIGHT
OF WALL, TYP.
TYPICAL CMU WALL OPENING DIAGRAM
BEAM REF. PLAN
GROUT BETWEEN TWO
VERTICAL CELL-COLUMNS
A
ST
THE SEAL APPEARING ON THIS DOCUMENT WAS
AUTHORIZED BY DEVON J. YORK, P.E. 103840
(TX-FIRM #12621) ON 04-14-2017.
CONCRETE GROUT
WHERE SHADED
ANGLE FOR
DECK BEARING
C COPYRIGHT A PLUS DESIGN GROUP 2017
#5 VERT. BARS
EACH GROUTED CELL
OF JAMB / PILASTER
2
BRIDGING CLIP
972-724-4440
972-691-7731 FAX
APDG.US
8" AT OPNG. UP TO 4'-0"
24" AT OPNG. UP TO 8'-0"
32" AT OPNG. UP TO 20'-0"
AND AT BEAMS
SCALE: N.T.S.
HORIZONTAL BOND
BEAM REINFORCEMENT
ARCHITECTURE
INTERIORS
CONSTRUCTION
WINDOW SILL REINF.:
12" BOND BEAM W/ 2-#5 CONT.
AT OPENINGS < 8'-0",
2- 8" BOND BEAMS W/ 2-#5 CONT.
TOP & BOTTOM AT OPENINGS
> 8'-0" AND <12'-0"
TYPICAL DOOR OPENING
TYPICAL CMU WALL DIAGRAM
VERTICAL REINFORCEMENT
A PLUS DESIGN
GROUP
WHERE HORIZONTAL REINF. IS TERMINATED
BY OPENING OR CONTROL JOINT, PROVIDE
STANDARD ACI HOOK WITH VERT. WALL
REINF. IN THE END CELL
SPLICES IN VERT. REINF. REFER TO
CMU WALL REINFORCING DIAGRAM
PROVIDE CORNER BARS TO BOND BEAM. REINF. OR PROVIDE 90
DEGREE HOOK.
EXTEND HORIZ. JOINT REINF. TO END OF WALL IN BOTH
DIRECTIONS SO THAT IT LAPS AT THE CORNER.
PROVIDE VERT. WALL REINF. IN THE CORNER CELL PER
SCHEDULE AND NOTES.
TYPICAL BEAM BEARING ON CMU WALL
SCALE: N.T.S.
5
TYPICAL BEAM BEARING IN CMU WALL
SCALE: N.T.S.
REVISIONS
No. DATE
1/2" END PLATE
1'-0"
1/4
EQ. EQ.
3/8"x12"x7"x0'-7" BENT PLATE
W/ 3/8" PLATE GUSSET
(2) #5 EXTEND 24"
BEYOND OPENING
1/4
3-12
BEAM REF. SCHEDULE
B.O. LINTEL
REF. ARCH'L.
FACE SHELL SOAP
3/8"x7 1/2"xCONT. PLATE
6
HEADER DETAIL
SCALE: 3/4" = 1'-0"
2"
3/4" EMBED PLATE
W/ (4) 5/8"Øx5"
HEADED STUDS
1 1/2"
FULLY GROUTED CELL
7"
3/4"Øx4" H.S. AT 32" O.C.
IN SOLID GROUTED CELL
NOTE
10"
REINF. REF. PLAN
TYP
1
JAMB/
PILASTER
CMU WALL VERTICAL REINF. SCHEDULE
2"
7.
JAMB/
PILASTER
CORNER AT BOND BEAM
7"
6.
1.
3.
4" MIN.
GROUT
5.
DOWEL REF. SCHEDULE W/
STANDARD ACI HOOK, TYP.
GROUT SOLID ALL CELLS WITH REINFORCING, AND ALL CELLS BELOW GRADE.
USE BOND BEAM BLOCKS WITH OPEN BOTTOMS ONLY AT BOND BEAM LOCATIONS. DO NOT
USE THROUGH-TYPE BLOCKS AT BOND BEAMS.
ALL MASONRY SHALL BE LAID IN RUNNING (COMMON) BOND.
BOND BEAMS WITH 2-#5 CONT. SHALL BE PROVIDED AT EACH FLOOR ELEVATION, THE TOP
OF WALLS, AND AT MID-HEIGHT BETWEEN FLOORS.
REFER TO CMU WALL VERTICAL REINFORCING SCHEDULE FOR VERTICAL REINFORCING
AND DOWELS.
HORIZONTAL REINFORCING SHALL BE SPACED AT 16" O.C. ABOVE GRADE AND AT 8" O.C.
BELOW GRADE AND IN PARAPETS.
PROVIDE 2-#6 VERTICAL BARS IN EACH CORNER CELL AND 1-#6 BAR IN EACH ADJACENT
CELL EITHER SIDE OF THE CORNER. PROVIDE DOWELS TO FOUNDATION OF MATCHING
QUANTITY AND SIZE.
2" MIN.
GROUT
COVER
3.
4.
PROVIDE JAMB/PILASTER REINF.
FOR OPENING WIDTHS INDICATED.
WHERE PILASTER WIDTH BETWEEN
OPENINGS IS <16" PROVIDE REINF.
AND GROUTED CELLS IN EACH FULL
WIDTH CELL OF PILASTER AND PROVIDE
LINTEL REINF. TO SPAN BOTH ADJACENT
OPENINGS AS ONE LARGER OPENING.
CORNER NOTES:
TYPICAL CMU WALL NOTES:
1.
2.
CONTINUE VERT. WALL REINF.
OVER OPENING. ANCHOR VERT.
REINF. INTO LINTEL BEAM W/
STANDARD ACI HOOK. (TYP. TOP
& BOTTOM OF OPENING WHERE
APPLICABLE)
ALL VERT. BARS AT DOOR JAMBS/
PILASTERS TO BE FULL HEIGHT
REF. ARCH'L FOR LOCATION
OF CONTROL JOINTS.
PROVIDE VERT. WALL REINF.
IN FIRST CELL EACH SIDE OF
CONTROL JOINT AND AT CORNER.
SIZE BARS TO MATCH VERT.
WALL REINF. SCHEDULED.
HOLD TOP OF EACH GROUT POUR
2" DOWN BELOW TOP OF BLOCK
TO PROVIDE KEY FOR NEXT POUR TYP.
MIN.
USE LINTEL BLOCKS ONLY FOR
BOTTOM COURSE OF LINTEL
BEAMS OVER OPENING.
CONTROL JOINT AT JOINT REINF.
REF. GENERAL NOTES
FOR HORIZ. JOINT REINF.
REF. ARCH'L.
F
2.
8" OR 12" BOND BEAM
W/ (1) #5 CONT. AT 8 WALL
W/ (2) #5 CONT. AT 12" WALL
AT 48" O.C. HORIZONTALLY
BOND BEAM
REINF.
MIN.
O
1.
C.J. NOTE:
3'-0"
PR
MASONRY SPECIAL INSPECTION NOTES:
SECTION 'A-A'
VERT. WALL REINF. REF. CMU WALL
VERT. REINF. SCHEDULE (LOCATE
REINF. IN CENTER OF WALL)
OPENING WIDTH
A NEW CAR WASH
FACILITY FOR:
C
NOM.
5"
TYP
1 1/2"
3/4" EMBED PLATE
W/ (6) 7/8"Øx6"
HEADED STUDS
Drawn by:
TYP
P
8" OR 12"
3'-0"
ROANOKE TX
PRIOR TO START OF
EACH LIFT
R
INSPECT AND VERIFY PROPER PLACEMENT OF MASONRY
UNITS AND MORTOR JOINTS (ACI 530.1:3.3B)
EE
P
LADDER TYPE
JOINT REINF.
WHEN TOP OF WALL IS ONE BLOCK
COURSE OR LESS ABOVE JOIST
BEARING, ADD #3 W/ ACI HOOK
IN EACH VERT. REINF. CELL.
REF. LAP SCHEDULE
CLEAN STREAK
CAR WASH
PRIOR TO START OF
EACH LIFT
LINTEL
P
VERIFY COMPLIANCE OF SITE-PREPARED MORTAR AND
GROUT (ACI 530.1:2.6A)
1 1/2"
MAX.
REMARKS
FOR TYP. LAP LENGTH
DESCRIPTION
REF. LAP SCHEDULE
MARK
OPENING HEIGHT - REF. ARCH'L.
MASONRY LEVEL 1 - SPECIAL INSPECTIONS
VERIFY PROTECTION OF MASONRY DURING COLD WEATHER,
BELOW 40F, AND HOT WEATHER, ABOVE 90F. PROVIDE
PROTECTION PER IBC 2104.3 AND 2104.4.
OBSERVE PREPARATION OF ANY REQUIRED GROUT
SPECIMINS, MORTAR SPECIMENS, OR PRISM TEST
(ACI 530.1; 1.4)
PROVIDE VERT. WALL
REINF. IN FIRST CELL
EACH SIDE OF CONTROL
JOINT SIZE BARS TO
MATCH VERT. WALL
REINF. SCHEDULED
8" OR 12" BOND BEAM
W/ (1) #5 CONT. AT 8 WALL
W/ (2) #5 CONT. AT 12" WALL
6"
TYP
HSS HEADER
REF. PLAN
EP-1 EMBED PLATE DETAIL
SCALE: 1 1/2" = 1'-0"
8
EP-2 EMBED PLATE DETAIL
SCALE: 1 1/2" = 1'-0"
Project No.
FACE OF CMU OPENING
NOTE: CMU NOT SHOWN FOR CLARITY.
7
Checked by:
BEAM BEARING
REF. 4/S4.1
9
HSS HEADER TO CMU WALL
SCALE: 3/4" = 1'-0"
Date
FRAMING DETAILS
YORK ENGINEERING
SERVICES, PLLC
Consulting Structural Engineers
Firm No: 12621
801 Sandy Trail
Keller, TX 76248
817.266.2042 ph
888.316.4814 fax
[email protected]
YES-PLLC #17-0024
S4.1
2'-4" SQUARE
LIGHT POLE PER
MANUFACTURER
BASE PLATE AND
ANCHOR BOLTS
PER LIGHT POLE
MANUFACTURER
FINISH GRADE
ARCH'L.
AND CIVIL
(3) #3 TIES WITHIN
5" FROM TOP
ARCHITECTURE
INTERIORS
CONSTRUCTION
VENEER
REF. ARCH'L.
REF.
CHAMFER EDGES
ON BASE
A PLUS DESIGN
GROUP
972-724-4440
972-691-7731 FAX
APDG.US
COLUMN & CONNECTION
PER CANOPY MANUF.
C COPYRIGHT A PLUS DESIGN GROUP 2017
PAVING REF. CIVIL
2"
8" BOND BEAM
W/ #4 CONT.
A
ST
TE
OF T E
XA
S
(6) #6 VERT. REBAR
8'-0" MAX.
R
EE
L
ES I C E N S E D I N
G
SI
O NA L E N
F
8" VOID FORMS W/
RETAINERS
103840
O
PIER CAP REINF.
(12) #6 VERTICAL
(4) #3 TIES
8" CMU WALL W/
#5 VERT. AT 32" O.C. IN
SOLID GROUTED CELLS
PR
2'-0"
DEVON J. YORK
6'-0"
(3) #3 TIES AT 12" O.C.
THE SEAL APPEARING ON THIS DOCUMENT WAS
AUTHORIZED BY DEVON J. YORK, P.E. 103840
(TX-FIRM #12621) ON 04-14-2017.
#5 DOWEL W/ STD. ACI
HOOK AT EA. VERT. CELL
2"
PIER
3" CLR
3
SCALE: 3/4" = 1'-0"
4'-0"
4'-4"
SCALE: 3/4" = 1'-0"
4'-4"
11'-0"
3/S5.0
TYP.
3/S5.0
TYP.
ROANOKE TX
2
SCALE: 3/4" = 1'-0"
DUMPSTER/VACUUM
ENCLOSURE WALL SECTION
CLEAN STREAK
CAR WASH
FOOTING AT LIGHT POLE
1'-4"
DETAIL/FINISHING/VACUUM &
CASHIER BAY SUPPORT FNDN
14'-0"
1
GRADE BEAM REINF.:
2-#6 TOP & BOTTOM
#3 STIRRUPS AT 14" O.C.
10'-0"
NOTE:
1. LIGHT POLE, BASE PLATE AND ANCHOR BOLTS SHALL BE DESIGNED AND
PROVIDED BY THE POLE MANUFACTURER. UPON REQUEST BY THE LOCAL
BUILDING OFFICIAL, CALCULATIONS SHALL BE SUBMITTED BEARING THE SEAL
AND SIGNATURE OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE
WHERE THE PROJECT IS BEING CONSTRUCTED, EMPLOYED BY THE POLE
MANUFACTURER.
2. VERIFY DIAMETER OF POLE FOOTING FOR ANCHOR BOLT LAYOUT. CONTACT
EOR IF POLE FOOTING NEEDS ADJUSTING.
2'-0"
NOTE:
1. PRE-ENGINEERED CANOPY, BASE PLATE AND ANCHOR BOLTS SHALL BE
DESIGNED AND PROVIDED BY THE PRE-ENGINEERED CANOPY MANUFACTURER.
UPON REQUEST BY THE LOCAL BUILDING OFFICIAL, CALCULATIONS SHALL BE
SUBMITTED BEARING THE SEAL AND SIGNATURE OF A PROFESSIONAL
ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS BEING
CONSTRUCTED, EMPLOYED BY THE PRE-ENGINEERED CANOPY
MANUFACTURER.
2. VERIFY DIAMETER OF PRE-ENGINEERED CANOPY FOOTING FOR ANCHOR BOLT
LAYOUT. CONTACT EOR IF PRE-ENGINEERED CANOPY FOOTING NEEDS
ADJUSTING.
A NEW CAR WASH
FACILITY FOR:
2'-0" DIA
REVISIONS
No. DATE
12'-8"
4
VACUUM ENCLOSURE
SCALE: 1/4" = 1'-0"
NOTE
12'-0"
5
DUMPSTER ENCLOSURE
Drawn by:
SCALE: 1/4" = 1'-0"
Checked by:
FOUNDATION PLAN NOTES:
FOUNDATION PLAN NOTES:
Project No.
1.
1.
Date
2.
3.
COORDINATE ALL DIMENSIONS WITH
ARCHITECTURAL PLANS AND DETAILS.
REFERENCE SHEET S1.0 & S1.1 FOR
GENERAL NOTES
SLAB SHALL BE 6" THICK CONCRETE
REINFORCED WITH #3 AT 14" O.C.E.W.
2.
3.
COORDINATE ALL DIMENSIONS WITH
ARCHITECTURAL PLANS AND DETAILS.
REFERENCE SHEET S1.0 & S1.1 FOR
GENERAL NOTES
SLAB SHALL BE 6" THICK CONCRETE
REINFORCED WITH #3 AT 14" O.C.E.W.
SITE DETAILS
YORK ENGINEERING
SERVICES, PLLC
Consulting Structural Engineers
Firm No: 12621
801 Sandy Trail
Keller, TX 76248
817.266.2042 ph
888.316.4814 fax
[email protected]
YES-PLLC #17-0024
S5.0