Combined Structural (ASI1, ASI3)
Uploaded by
sudhakarCombined Structural (ASI1, ASI3)
Uploaded by
sudhakar01-DESIGN CRITERIA 04-EARTH WORK 07-EXISTING CONDITIONS 10-SUBSTITUTIONS 15-MISCELLANEOUS
ARCHITECT
1. THIS PROJECT SHALL MEET ALL REQUIREMENTS OF THE 2018 INTERNATIONAL 1. ALL EARTH WORK AND SITE PREPARATION SHALL BE PERFORMED IN STRICT 1. FIELD VERIFY ALL RELEVENT DIMENSIONS AND CONDITIONS AT EXISTING 1. ALL REQUESTS FOR SUBSTITUTIONS OF MATERIALS OR DETAILS SHOWN IN THE 1. CONTRACT DOCUMENTS
BUILDING CODE AND THE CITY OF TRENTON, TX. ACCORDANCE WITH THE SPECIFICATIONS AND THE GEOTECHNICAL REPORT. STRUCTURES PRIOR TO STARTING SHOP DRAWINGS AND THE CONSTRUCTION CONTRACT DOCUMENTS SHALL BE SUBMITTED FOR APPROVAL DURING THE A. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO OBTAIN ALL
ALL FOUNDATION EXCAVATIONS SHALL BE OBSERVED AND APPROVED PROCESS IN THOSE AREAS. SUBMIT APPROPRIATE PLANS AND DETAILS BIDDING PERIOD. CONTRACT DOCUMENTS AND LATEST ADDENDA AND TO SUBMIT SUCH
2. DESIGN LIVE LOADS: BY THE GEOTECH. A LICENSED GEOTECH SHALL OBSERVE DRILLED SHAFT REFLECTING THE FIELD VERIFIED EXISTING CONDITIONS FOR THE ARCHITECT'S USE. DOCUMENTS TO ALL SUBCONTRACTORS AND MATERIAL SUPPLIERS PRIOR TO
ROOF 20 PSF CONSTRUCTION. SPECIAL INSPECTIONS FOR DRILLED SHAFT SHALL BE CONDUCTED 2. ONCE BIDS ARE ACCEPTED, PROPOSED SUBSTITUTIONS WILL BE CONSIDERED ONLY THE SUBMITTAL OF SHOP DRAWINGS, FABRICATION OF ANY STRUCTURAL
FLOOR LOAD UNDER DIRECTION OF LICENSED GEOTECH 2. EXISTING CONDITIONS WHICH REQUIRE MODIFICATIONS TO THE DESIGN OF THE WHEN THEY ARE OFFICIALLY SUBMITTED WITH AN IDENTIFIED SAVINGS (MONETARY MEMBERS, AND ERECTION IN THE FIELD.
DINING, KITCHEN, GYM 100 PSF PROPOSED CONSTRUCTION SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OR TIME) TO BE DEDUCTED FROM THE CONTRACT AND OR SCHEDULE. B. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE
ASSEMBLY AREAS 100 PSF 2. ALL FILL MATERIAL SHALL MEET THE RECOMMENDATIONS PER THE GEOTECHNICAL OF THE ARCHITECT. FINISHED STRUCTURE AND, EXCEPT WHERE SPECIFICALLY SHOWN, DO NOT
THE
GROUND FLOOR CORRIDORS 100 PSF
MECHANICAL AREAS 150 PSF
REPORT. BRACE ALL WALLS AND GRADE BEAMS AS REQUIRED DURING
COMPACTION OPERATION. MAINTAIN GRADES DURING CONSTRUCTION TO 3. THE TESTING LABORATORY SHALL EXAMINE AND REPORT ON THE CONDITION OF
11-COMPOSITE METAL DECK INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE CONTRACTOR SHALL
SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR
LIGHT STORAGE 125 PSF INTERCEPT WATER FLOW INTO THE AREA AND DRAIN WATER AND CONTINUOUSLY PORTIONS OF THE EXISTING STRUCTURE WHICH WILL BE ALTERED OR WHICH WILL ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES, AND
1. STEEL DECK SHALL BE 3 VLI 18 (G60 GALV) AS MANUFACTURED BY THE VULCRAFT
HEAVY STORAGE, BOOK ROOM 250 PSF DRAIN OR PUMP WATER, AS NECESSARY. MAINTAIN GRADES DURING SUPPORT NEW FRAMING, WITH SPECIAL EMPHASIS ON THE FOLLOWING: SEQUENCE.
OF
CORP. OR EQUAL. DECK SHALL BE CONTINUOUS OVER THREE OR MORE SPANS
CONSTRUCTION TO INTERCEPT WATER FLOW INTO THE AREA AND DRAIN WATER AND
AND SHALL BE ATTACHED TO THE SUPPORTING STEEL WITH POWDER ACTUATED
LIVE LOADS HAVE BEEN REDUCED WHERE ALLOWED BY CODE. AN ALLOWANCE OF CONTINUOUSLY DRAIN OR PUMP WATER, AS NECESSARY. a. EXISTING BOLTED CONNECTIONS: IDENTIFY MISSING, DAMAGED, OR OTHERWISE 2. DRAWING CONFLICTS
FASTENERS. FASTENERS TO BE 12" O.C. AT ENDS AND 12" O.C. AT INTERMEDIATE
15 PSF FOR PARTITIONS HAS BEEN ADDED TO ALL UNIFORM LOADS WITH LESS DETERIORATED BOLTS AND CONNECTION PLATES. THE GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL AND
PERMISSION
SUPPORTS.
THAN 80 PSF LOAD 3. ANY EXISTING FILLS OR UNSUITABLE SOILS AS DETERMINED BY THE GEOTECH STRUCTURAL DRAWINGS AND REPORT ANY DISCREPANCY BETWEEN EACH SET OF
SHALL BE EXCAVATED AND REPLACED WITH PROPERLY COMPACTED SOIL. b. EXISTING WELDED CONNECTIONS: VERIFY THAT WELDS WERE COMPLETED AND DRAWINGS AND WITHIN EACH SET OF DRAWINGS TO THE ARCHITECT AND ENGINEER
2. SECURE PERIMETER OF DECK TO STRUCTURAL MEMBERS WITH POWDER ACTUATED 3010 LBJ Freeway l Suite 500
3. ROOF SNOW LOAD ARE STILL IN GOOD CONDITION, SUITABLE FOR SUPPORT OF ADDITIONAL LOADS PRIOR TO THE FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBERS.
FASTENERS AT 12" O.C., UNLESS OTHERWISE SHOWN. AT PERIMETER MEMBERS
GROUND SNOW LOAD, Pg 5 PSF 4. PROPOSED BUILDING SITE TO HAVE 8 FEET (OR TOP OF ROCK) OF MOISTURE SHOWN ON DRAWINGS. Dallas, Texas 75234
RUNNING PARALLEL TO DECK ATTACH WITH POWDER ACTUATED FASTENERS AT 12".
EXPOSURE FACTOR, Ce 1.0 CONDITIONED FILL UNDERLYING 2 FEET OF SELECT FILL FOR A TOTAL EXCAVATION 3. EXISTING CONDITIONS
IMPORTANCE FACTOR, Is 1.10 DEPTH OF 10 FEET (OR TOP OF ROCK) c. GENERAL CONDITION OF FRAMING IN AREAS TO BE LOADED OR ALTERED. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS OF
P 972-661-5461
3. SIDE LAPS SHALL HAVE A MINIMUM #10 SCREWS OR BUTTON PUNCHED,
THERMAL FACTOR, Ct 1.0 CONFIGURATION AND EVIDENCE OF EXCESSIVE CORROSION OR OTHER DAMAGE THE EXISTING BUILDING AT THE JOB SITE AND REPORT ANY DISCREPANCIES FROM F 972-661-5449
MAXIMUM SPACING OF 2'-0".
ROOF SLOPE FACTOR, Cs 1.0 5. TOPSOIL, ORGANIC SOILS ETC SHOULD BE STRIPPED. EXCAVATE SOILS FOR A SHALL BE REPORTED. ASSUMED CONDITIONS SHOWN ON THE DRAWINGS TO THE ARCHITECT AND ENGINEER
SLOPED ROOF SNOW LOAD, Ps 5 PSF TOTAL EXCACATION DEPTH OF 10 FEET OR TOP OF ROCK. PRIOR TO PLACEMENT PRIOR TO THE FABRICATION AND ERECTION OF ANY MEMBERS. bwaarchitects.com
4. WHERE PARTIAL PANELS MAY BE REQUIRED TO COMPLETE DECK INSTALLATION
WRITTEN
MINIMUM SNOW LOADS, Pm 6 PSF OF FILL, PROOF ROLL THE SUBGRADE IN ACCORDANCE WITH TXDOT ITEM 216. WEAK
4. DESIGN WIND LOADS
AREAS SHOULD BE REMOVED. SCARIFY THE BUILDING-PAD-EXCAVATION-BOTTOM
TO A DEPTH OF AT LEAST 6 INCHES. CONDITION THE EXPOSED SUBGRADE SOILS
08-STRUCTURAL STEEL AT PERIMETER OF STRUCTURE, PROVIDE POWDER ACTUATED FASTENERS IN EACH
FLUTE TO STRUCTURAL MEMBERS.
4. RESPONSIBILITIES OF THE CONTRACTOR FOR STABILITY OF THE STRUCTURE DURING
CONSTRUCTION
RISK CATEGORY III AS NOTED. 1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN CONFORMITY ALL STRUCTURAL ELEMENTS OF THE PROJECT HAVE BEEN DESIGNED BY THE
5. CEILINGS, LIGHT FIXTURES, DUCTS, ETC., SHALL NOT BE SUPPORTED BY STEEL
ULTIMATE DESIGN WIND SPEED (3-SEC GUST); Vult 111 MPH WITH THE REQUIREMENTS OF THE LATEST EDITION, AISC “MANUAL OF STEEL STRUCTURAL ENGINEER TO RESIST THE REQUIRED CODE VERTICAL AND LATERAL
DECK. Member: American Institute of Architects
ALLOWABLE STRESS WIND DESIGN SPEED; Vasd 86 MPH 6. REINSTALL STOCKPILED ON-SITE CLAY SOILS (FREE OF ORGANICS, TOPSOIL, OR CONSTRUCTION”. FORCES THAT COULD OCCUR IN THE FINAL COMPLETED STRUCTURE ONLY. IT IS THE
WIND EXPOSURE C DELETERIOUS MATERIALS AND LESS THAN 2% ORGANIC CONTENT) IN LIFTS NOT RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL REQUIRED BRACING
WITHOUT
6. POWDER ACTUATED FASTENERS SHALL BE HILTI X-ENP-19 FASTENERS OR EQUAL.
APPLICABLE INTERNAL COEFFICIENT (GCpi): +/- 0.55 EXCEEDING 8 INCHES (LOOSE). MOISTURE-CONDITIONED SOIL FILL THICKNESS 2. THE MAIN FRAME IS TO BE A SIMPLE SYSTEM TYPE, WITH CONNECTIONS AS SHOWN DURING CONSTRUCTION TO MAINTAIN THE STABILITY AND SAFETY OF ALL
MWFRS (MAIN WIND FORCE RESISTING SYSTEM): PER ASCE 7-16 SHOULD BE 8 FEET OR TOP OF ROCK. MOISTURE CONDITIONED SOLIS SHOULD ON AND NOTED ON THE DRAWINGS. UNLESS OTHERWISE SHOWN OR NOTED, STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PROCESS UNTIL THE
COMPONENTS AND CLADDING REFER S103 HAVE 100% GRADATION PASSING THROUGH 3-INCH SIEVE. COMPACTION TO BE 95
TO 98% WITH +2 TO +5 % MOISTURE CONTENT VARIANCE FROM OPTIMUM PER ASTM
CONNECTIONS AT NON-CONTINUOUS JOINTS ARE TO BE DETAILED IN CONFORMANCE
WITH THE 14TH EDITION, AISC “MANUAL OF STEEL CONSTRUCTION”. CONNECTIONS
12-METAL ROOF DECK LATERAL-LOAD RESISTING OR STABILITY-PROVIDING SYSTEM IS COMPLETELY
INSTALLED AND THE STRUCTURE IS COMPLETELY TIED TOGETHER.
5. SEISMIC DESIGN CRITERIA D698 STANDARD PROCTOR TEST. SHALL BE DESIGNED FOR THE END REACTION OF BEAMS AS TABULATED IN
TEXAS REG. NO. F-10142
1. ROOF DECK SHALL BE A 1 1/2" X 20 GAGE, WIDE RIB STEEL DECK GALVANIZED (G60)
CLICK JOB NO. 23-004A
SEISMIC RISK CATEGORY III PART 3 (ASD) OR AS SHOWN ON DETAILS OR NOTED ON PLANS. FIELD 5. CONFLICTS IN STRUCTURAL REQUIREMENTS
MEETING THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. DECK SHALL BE
DALLAS, TEXAS 75201
SEISMIC IMPORTANCE FACTOR; IE 1.25 7. WITHIN 48 HOURS OF COMPLETION OF THE INSTALLATION OF MOISTURE-CONDITIONED CONNECTIONS AT NON-CONTINUOUS JOINTS ARE TO BE BOLTED OR WELDED, SHOP WHERE CONFLICT EXISTS AMONG THE VARIOUS PARTS OF THE STRUCTURAL
CLICK ENGINEERING
2218 BRYAN STREET
USED
CONTINUOUS OVER THREE OR MORE SPANS AND SHALL BE ATTACHED TO THE
MAPPED SPECTRAL RESPONSE ACCELERATIONS: FILL, PLACE CAPPING SOILS IN UNIFORM LIFTS NO GREATER THAN 8 INCHES CONNECTIONS TO BE WELDED OR BOLTED. CONTRACT DOCUMENTS, STRUCTURAL DRAWINGS, GENERAL NOTES, AND
SUPPORTING STEEL WITH POWDER ACTUATED FASTENERS. FASTENERS TO BE
SS = 0.135 (LOOSE). THE MINIMUM CAP THICKNESSES SHOULD BE 2 FEET. SELECT FILL SOILS IN SPECIFICATIONS, THE STRICTEST REQUIREMENTS, AS INDICATED BY THE ENGINEER,
6" O.C. AT END LAPS AND 12" O.C. AT INTERMEDIATE SUPPORTS.
S1 = 0.063 ADDITION TO MEETING REQUIREMENT OF MOISTURE CONDITIONED SOILS SHOULD 3. EXCEPT AS SHOWN OR NOTED, ALL STRUCTURAL SHAPES ARE TO BE ASTM A-992, SHALL GOVERN.
P: 214.871.2302
SITE CLASS C HAVE A GRADAITON OF 60% MAXIMUM PASSING NO. 200 SEIVE. THE LIQUID LIMIT GRADE 50 MATERIAL. RECTANGULAR TUBE STEEL TO BE Fy = 50 KSI, ROUND
2. SECURE PERIMETER OF DECK TO STRUCTURAL MEMBERS WITH POWDER
DESIGN SPECTRAL RESPONSE COEFFICIENT SHALL BE LESS THAN 35 AND THE PLASTICITY INDEX SHALL BE BETWEEN 7 AND 18. SHAPES TO BE 46 KSI, ASTM A500, GRADE C. STRUCTURAL PLATES ARE TO BE 6. THE STRUCTURAL ENGINEERS ROLE DURING CONSTRUCTION
OR
ACTUATED FASTENERS AT 6" O.C., UNLESS OTHERWISE SHOWN. AT PERIMETER
SDS = 0.117 SELECT FILLS SHALL BE COMPACTED TO 95% PLUS WITH -2 TO +3% VARIANCE PER THE ENGINEER SHALL NOT HAVE CONTROL NOR CHARGE OF, AND SHALL NOT BE
SUITE 150
A572 GRADE 50 MATERIAL. MISCELLANEOUS STEEL SHALL BE ASTM A36
MEMBERS RUNNING PARALLEL TO DECK ATTACH WITH POWDER ACTUATED
SDI = 0.063 ASTM D698- STANDARD PROCTOR TEST. NEAR-SURFACE, ON-SITE SOILS DO NOT MATERIAL. ALL WELDS TO BE A MINIMUM OF 3/16” FILLET CONTINUOUS WELDS RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES,
FASTENERS AT 6" O.C.
SEISMIC DESIGN CATEGORY A MEET THE REQUIREMENTS FOR SELECT FILL. UNLESS NOTED OTHERWISE. OR PROCEDURES, FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION
REPRODUCED
BASIC SEISMIC FORCE RESISTING SYSTEM: NA WITH THE WORK OR THE ACTS OR OMISSIONS OF THE CONTRACTOR,
3. SIDE LAPS SHALL HAVE A MINIMUM OF TWO #10 TEKS FASTENERS PER SPAN AT
RESPONSE MODIFICATION FACTORS R = NA 8. PERFORM A SECOND PROOF ROLL AFTER THE SELECT FILL MATERIAL IS IN PLACE, 4. WELDS SHALL BE MADE ONLY BY PRE-QUALIFIED WELDERS PER AWS D1.1 SUBCONTRACTOR, OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK,
MAXIMUM SPACING OF 2'-0".
SEISMIC RESPONSE COEFFICIENT CS = NA AND PRIOR TO CONSTRUCTING THE FOUNDATIONS. CERTIFIED WITHIN THE LAST 12 MONTHS. ALL WELDS SHALL BE MADE USING E70 OR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE
ANALYSIS PROCEDURE – NA ELECTRODES. WITH THE CONTRACT DOCUMENTS.
4. WHERE PARTIAL PANELS MAY BE REQUIRED TO COMPLETE DECK INSTALLATION
DESIGN BASE SHEAR = NA 9. LIMIT EXCAVATIONS TO NO CLOSER THAN 5 FEET TO THE EXISTING BUILDINGS AND
AT PERIMETER OF STRUCTURE, PROVIDE POWDER ACTUATED FASTENERS IN EACH
NO DEEPER THAN 5 FEET. CONTACT GEOTECH IF EXCAVATIONS NEED TO EXTEND 5. ERECTION TOLERANCES SHALL CONFORM TO THE AISC CODE OF STANDARD 7. PERIODIC SITE OBSERVATION BY FIELD REPRESENTATIVES OF CLICK ENGINEERING
FLUTE TO STRUCTURAL MEMBERS.
RAIN LOADS BEYOND THE LIMITS DESCRIBED. PRACTICE EXCEPT THAT THE MAXIMUM TOTAL DISPLACEMENT AT THE IS SOLELY FOR THE PURPOSES OF BECOMING GENERALLY FAMILIAR WITH THE
6. 15-MIN/100-YEAR RAIN INTENSITY, I IN./HR = 1.93 INCHES CENTERLINES OF ANY COLUMN FROM THE ESTABLISHED COLUMN CENTERLINES PROGRESS AND QUALITY OF THE WORK COMPLETED AND DETERMINING, IN
5. CEILINGS, LIGHT FIXTURES, DUCTS, ETC., SHALL NOT BE SUPPORTED BY STEEL
10. UNDERCUTTING AND PLACEMENT OF SELECT FILL OVERLAYING MOISTURE SHALL NOT EXCEED 1/2" INCH AT ANY LEVEL. GENERAL, IF THE WORK OBSERVED IS BEING PERFORMED IN A MANNER
DECK.
CONDITIONED SOIL SHOULD EXTEND A MINIMUM OF 10 FEET BEYOND BUILDING INDICATING THAT THE WORK, WHEN FULLY COMPLETED, WILL BE IN ACCORDANCE
02-GENERAL
BE
FOOTPRINT. 6. A RECOGNIZED TESTING LABORATORY, REVIEWED BY THE STRUCTURAL ENGINEER, WITH THE STRUCTURAL CONTRACT DOCUMENTS. THIS LIMITED SITE OBSERVATION
6. POWDER ACTUATED FASTENERS SHALL BE HILTI X-HSN24 FASTENERS FOR JOISTS,
SHALL BE ENGAGED FOR THE PURPOSE OF SHOP AND FIELD INSPECTION. THE SHOULD NOT BE CONSTRUED AS EXHAUSTIVE OR CONTINUOUS TO CHECK THE
HILTI X-ENP-19 FASTENERS FOR STRUCTURAL STEEL OR EQUAL.
1. SHOP DRAWINGS: ONE (1) PRINT AND A PDF FILE OF EACH DRAWING ARE TO BE 11. REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. LABORATORY SHALL ASSURE THAT APPROVED WELDING MATERIALS AND QUALITY OR QUANTITY OF THE WORK, BUT RATHER PERIODIC IN AN EFFORT TO
SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. DISTRIBUTION OF PRINTS GUARD THE OWNER AGAINST DEFECTS OR DEFICIENCIES IN THE WORK OF THE
NOT
SEQUENCES ARE USED, AND SHALL CERTIFY IN WRITING THAT THE QUALITY AND
IS TO BE MADE ONLY FROM PRINTS BEARING A SIGNED REVIEW STAMP. NO WORK
ON ITEMS SHOWN THEREON IS TO PROCEED UNLESS THE STAMP CLEARLY
05-BUILDING MOVEMENTS STRENGTH REQUIREMENTS OF ALL CONNECTIONS HAVE BEEN ATTAINED AND THAT
ALL TOLERANCES ARE WITHIN SPECIFIED LIMITS.
13-CONCRETE MASONRY UNIT CONTRACTOR.
INDICATES “NO EXCEPTIONS TAKEN” OR “MAKE CORRECTIONS NOTED”. GENERAL
1. THE BUILDING MOVEMENTS SPECIFIED HEREIN ARE ANTICIPATED TO OCCUR AND 1. ALL MASONRY TO HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH F'M OF
SHALL
CONTRACTOR SHALL PRE-CHECK ALL SHOP DRAWINGS BEFORE SUBMISSION TO 7. PROVIDE BOLTS AND PUNCH HOLES IN STRUCTURAL AND MISCELLANEOUS METAL
SHALL BE TAKEN INTO ACCOUNT BY THE CONTRACTOR IN THE DESIGN, DETAILING, 2750 PSI AT THE AGE OF 28 DAYS.
ENGINEER FOR REVIEW. THE CONTRACTOR SHALL ALLOW THE ENGINEER TWO WEEKS FOR ATTACHMENTS OF WOOD NAILERS AS REQUIRED ON THE ARCHITECTURAL,
FOR REVIEWING THE SHOP DRAWINGS. REFER "SUBMITTALS" SECTION OF AND INSTALLATION OF THE BUILDING ELEMENTS.
MECHANICAL OR STRUCTURAL DRAWINGS.
2. ALL CMU (CONCRETE MASONRY UNITS) TO HAVE A MINIMUM AVERAGE NET-AREA
16-SUBMITTALS
GENERAL NOTES FOR ADDITIONAL INFORMATION.
2. INTERIOR FLOOR / ROOF DEFLECTIONS: PROVISIONS SHALL BE MADE IN INTERIOR COMPRESSIVE STRENGTH OF 1900 PSI. ASTM C90, LIGHTWEIGHT AGGREGATE -
8. STRUCTURAL AND MISCELLANEOUS METAL IS TO BE CLEANED PRIOR TO SHOP 1. SUBMITTAL LIST AND SCHEDULE
PARTITIONS AND OTHER ELEMENTS SUPPORTED BY OR ATTACHED TO THE FLOOR 105 PCF.
2. STRUCTURAL DRAWINGS MAY NOT BE USED AS SHOP DRAWINGS. THE GENERAL CONTRACTOR SHALL PREPARE A DETAILED LIST AND SCHEDULE OF
DEPICTED
PAINTING AND SHIPMENT IN ACCORD WITH THE STRUCTURAL STEEL PAINTING
OR ROOFS FOR RELATIVE FLOOR TO FLOOR VERTICAL DEFLECTIONS OF L/240. ALL SUBMITTAL ITEMS TO BE SENT TO THE STRUCTURAL ENGINEER PRIOR TO THE
COUNCIL REQUIREMENTS FOR THE FOLLOWING GRADE: POWER TOOL.
3. MORTAR SHALL BE TYPE S.
3. WHERE LINTELS ARE NOT OTHERWISE SHOWN OR SPECIFIED, LINTELS IN BRICK START OF CONSTRUCTION. THIS LIST SHALL BE UPDATED AND REVISED AND KEPT
WALLS SHALL CONSIST OF 1 L 4x3 1/2x5/16 FOR EACH 4” THICKNESS OF BRICK, AND 3. SLAB-ON-GRADE MOVEMENT: PROVISIONS SHALL BE MADE IN THE BUILDING CURRENT AS THE JOB PROGRESSES. THE SUBMITTAL LIST SHALL BE ORGANIZED AS
9. FIREPROOF ALL STRUCTURAL STEEL TO MEET THE REQUIREMENTS OF THE
CLADDING AND INTERIOR PARTITIONS FOR RELATIVE DEFLECTIONS BETWEEN THE 4. CONSTRUCTION TO COMPLY WITH ACI 530.1 TMS 602 ASCE 6-13.
LINTELS IN BLOCK WALLS SHALL CONSIST OF CONCRETE GROUT FILLED BUILDING CODE (SEE SPECIFICATIONS). SHOWN BELOW.
TROUGH BLOCK, NOT LESS THAN 8” HIGH REINFORCED WITH 2-#5 BARS, ONE TOP SOIL-SUPPORTED SLAB ON GRADE AND THE ROOF OR FLOOR LEVEL DIRECTLY A. SHOP DRAWINGS
ABOVE. DESIGN OF THE SOIL SUPPORTED BUILDING SLABS IS BASED ON A 5. CONTRACTOR TO BE RESPONSIBLE FOR BRACING ALL MASONRY WALLS DURING
AND ONE BOTTOM FOR EACH 4” THICKNESS OF THE BLOCK GREATER THAN 8”. 10. ALL PIPING, LARGER THAN 4”, PARALLEL TO JOISTS, SHALL BE HUNG FROM A B. MANUFACTURERS LITERATURE FOR PRODUCTS, ASSEMBLIES, AND HARDWARE
MOVEMENT RANGE OF 0" TO 1", BASED ON THE RECOMMENDATIONS OF THE CONSTRUCTION AND UNTIL ENTIRE STRUCTURE IS COMPLETE.
ALL LINTELS SHALL BEAR 1” PER FOOT OF SPAN WITH A MINIMUM OF 8”. MINIMUM OF TWO JOISTS. SUPPORTS SHALL BE ATTACHED AT PANEL POINTS ONLY. C. PRODUCTS, ASSEMBLIES AND HARDWARE 09.04.2023
PROJECT GEOTECHNICAL REPORT.
INFORMATION
D. PRODUCT CERTIFICATIONS, MILL CERTIFICATES, AND AFFIDAVITS
6. MASONRY DESIGN IS BASED ON THE CRITERIA THAT INSPECTION IS REQUIRED.
4. ALL SHELF ANGLES AND BOLTS TO BE GALVANIZED. ALL STEEL THAT IS 11. PROVIDE MINIMUM 1/4" CAP PLATE AT ENDS OF ALL TUBE STEEL MEMBERS, E. DESIGN CALCULATIONS
4. LATERAL BUILDING DRIFT: PROVISIONS SHALL BE MADE IN BUILDING CLADDING INSPECTION SHALL COMPLY WITH SECTION 1705.4 OF IBC-2018 AND LEVEL C
PERMANENTLY EXPOSED TO THE ELEMENTS, OR SOIL SHALL BE GALVANIZED (G60) UNLESS OTHERWISE NOTED.
AND OTHER ARCHITECTURAL FINISHES FOR RELATIVE FLOOR TO FLOOR QUALITY ASSURANCE PER SECTION 3.1.3 AND TABLE 3.1.3 OF TMS 402-13/ACI
OR TREATED WITH HIGH PERFORMANCE PAINT PER THE SPECIFICATIONS. 2. SHOP DRAWINGS
LATERAL/HORIZONTAL DEFLECTIONS OF STORY HEIGHT/400. 530-13/ASCE5-13
12. ALL EXTERIOR EXPOSED STEEL SHALL BE GALVANIZED UNLESS NOTED AND/OR A. THE GENERAL CONTRACTOR SHALL SUBMIT FOR ENGINEER REVIEW SHOP
5. PROVIDE A CONTINUOUS TROUGH BLOCK 8” x 8” MINIMUM, REINFORCED SPECIFIED OTHERWISE. DRAWINGS FOR THE FOLLOWING ITEMS:
WITH 2-#5 BARS AT THE TOP OF ALL MASONRY WALLS, FILL WITH CONCRETE GROUT. 06-CONCRETE 7. GROUT FOR BOND BEAMS AND GROUT FILLED CELLS SHALL MEET PROPORTION
REQUIREMENTS OF ASTM C476 AND SHALL HAVE A COMPRESSIVE STRENGTH OF
1) ARCHITECTURAL PRECAST (*,#)
13. SHELF ANGLES SHOWN AS CONTINUOUS IN THE SECTIONS SHALL BE INSTALLED IN 2) CONCRETE MIX DESIGN (~)
2500 PSI AT 28 DAYS.
6. VERIFY THE SIZE AND LOCATION OF ALL MECHANICAL AND ELECTRICAL 1. ALL CONCRETE AND METAL REINFORCEMENT SHALL BE FABRICATED AND PLACED 20'-0" MAXIMUM LENGTHS, LEAVING A 1/4" GAP BETWEEN ENDS AND AT CORNERS. 3) CONSTRUCTION JOINT LOCATIONS IN STRUCTURAL FLOORS, WALLS, AND
OPENINGS, AND VERIFY NO CONFLICT WITH STRUCTURAL ELEMENTS. CONSULT IN CONFORMITY WITH THE “ACI STANDARD BUILDING CODE REQUIREMENTS FOR LOCATE GAPS TO MATCH MASONRY CONTROL JOINTS. AT BUILDING EXPANSION SLABS ON GRADE
8. GROUT POURS SHALL NOT EXCEED 4 FEET IN HEIGHT EXCEPT WHERE CLEAN OUTS
STRUCTURAL ENGINEER IF LOCATIONS OR WEIGHTS OF ROOF TOP UNITS OR OTHER STRUCTURAL CONCRETE”, ACI 318-14. JOINT, LEAVE A GAP TO MATCH EXPANSION JOINT WIDTH. 4) EMBEDDED ITEMS (PLATES, ANGLES, BOLTS, ETC.) OR ITEMS ATTACHED TO
OR
ARE PROVIDED IN THE BOTTOM COURSE OF THE CELL TO BE FILLED.
MECHANICAL EQUIPMENT DIFFER FROM THOSE SHOWN ON PLAN. THE STRUCTURAL FRAME FOR BUILDING CLADDING ATTACHMENT OR FOR
2. POURED IN PLACE CONCRETE SHALL STRICTLY ADHERE TO THE PROPORTIONS, 14. CONNECT MISCELLANEOUS STEEL MEMBERS USING FILLET WELDS SUFFICIENT TO ATTACHMENT OF OTHER ITEMS. (#)
9. VERTICAL REINFORCING BARS SHALL BE ASTM A-615, GRADE 60 AND TO BE
7. PROVIDE ALL CONCRETE PADS, TRAPS, BASINS, ETC., SHOWN ON MECHANICAL
NEW CONSTRUCTION / RENOVATION
ESTABLISHED IN DESIGN MIXES, CONSISTING OF THE ACTUAL MATERIALS TO BE DEVELOP THE TENSILE STRENGTH OF THE SMALLER MEMBER AT THE JOINT UNLESS 5) FORM WORK SHORING, BACK SHORING (*,#)
DRAWING(S)
HELD IN PLACE UNTIL GROUT IS SET. PLACE IN CENTER OF WALL. REINFORCE CMU
DRAWINGS WHERE INDICATED TO BE SUPPLIED BY GENERAL CONTRACTOR. USED DURING CONSTRUCTION, FOR THE SEVERAL STRENGTHS AND USES INTENDED. SHOWN OTHERWISE. 6) LIGHT GAUGE METAL (COLD FORMED STEEL) (*) USED TO SUPPORT
WALLS IN GROUTED CELLS AS FOLLOWS, EXCEPT FOR STORM SHELTER
THESE DESIGN MIXES ARE TO BE PREPARED BY A PRE-QUALIFIED LABORATORY, EXTERIOR CLADDING OR AS LOAD BEARING MEMBERS
a. 8" CMU FREE STANDING WALL #6 AT 8" C/C
HIGH SCHOOL / MIDDLE SCHOOL
8. VERIFY ALL DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH THE AND THE MATERIALS AND TEST RESULTS ARE TO BE REVIEWED BY THE ENGINEER 15. GROUT BELOW STRUCTURAL STEEL BASE PLATES SHALL BE NON-METALLIC, NON- 7) MECHANICAL, ELECTRICAL, PLUMBING OPENINGS IN FLAT SLABS
b. 8" CMU INTERIOR WALLS #5 AT 32" C/C
ARCHITECTURAL AND STRUCTURAL DRAWINGS AND EXISTING CONDITIONS. AND OWNER'S LAB REPRESENTATIVE PRIOR TO USE. SHRINK GROUT WITH A MINIMUM STRENGTH OF 6000 PSI WHEN BEARING ON 3000 8) MISCELLANEOUS STEEL
c. 12" CMU FREE STANDING WALL #6 AT 32" C/C
CONTRACTOR IS TO NOTIFY ARCHITECT AND OBTAIN CLARIFICATION IN WRITING PSI CONCRETE OR LESS, A STRENGTH OF 8000 PSI WHEN BEARING ON CONCRETE 9) PENETRATIONS IN BEAMS AND JOISTS
d. REFER SHEET S304 FOR REINF. AT STORM SHELTER CMU
PRIOR TO PROCEEDING. 3. POURED IN PLACE CONCRETE IS TO BE NORMAL WEIGHT AND IS TO DEVELOP GREATER THAN 3000 PSI UNLESS NOTED OTHERWISE. 10) REINFORCING STEEL
COMPRESSIVE STRENGTH F'C AT 28 DAYS PER CLASS OF CONCRETE SCHEDULE. 11) ROOF METAL DECK
10. STEEL LINTELS FOR OPENINGS GREATER THAN 6'-0" SHALL BE SHORED AT MID
9. STACKS OF MATERIALS OR OTHER CONSTRUCTION LOADS PLACED ON THE 12) STRUCTURAL STEEL SHOP DRAWINGS (*)
SPAN UNTIL THE SUPPORTED BRICK WALL HAS CURED.
STRUCTURE SHALL NOT EXCEED THE STATED DESIGN LIVE LOAD FOR THE AREA 4. UNLESS OTHERWISE NOTED, METAL REINFORCEMENT FOR POURED IN PLACE.
09-OPEN WEB STEEL JOISTS 13) STRUCTURAL STEEL ERECTION AND BRACING DRAWINGS (*,#)
THE
AFFECTED UNLESS ADEQUATELY SHORED. CONCRETE IS TO BE ASTM A-615, GRADE 60. WELDED WIRE FABRIC SHALL 14) SURVEY OF STRUCTURAL STEEL ERECTION (*)
11. PROVIDE A VERTICAL BAR, THAT MATCHES WALL VERTICAL REINFORCING SIZE,
CONFORM TO ASTM A-185. (GRADE 75 FOR COLUMN BARS #7 AND LARGER)
1. STEEL JOISTS SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF ADJACENT TO ALL OPENINGS (DOORS, ETC), AT ENDS OF WALLS, AND ADJACENT
10. WHERE DIMENSIONS ARE PROVIDED FOR OPENINGS, BLOCK OUTS, FLOOR NOTES:
THE STEEL JOIST INSTITUTE'S STANDARD SPECIFICATIONS AND LOAD TABLES. TO ALL VERTICAL MASONRY CONTROL JOINTS.
DEPRESSIONS, CURBS, ETC. , BUT MAY BE AFFECTED BY THE EQUIPMENT 5. VERIFY THE PRESENCE, LOCATION, SIZES AND CORRECTNESS OF ALL OPENINGS, (*) ITEMS MARKED THUS SHALL HAVE SHOP DRAWINGS SEALED BY A
PURCHASED, THE CONTRACTOR SHALL VERIFY THE INFORMATION PROVIDED SLAB DEPRESSIONS AND EMBEDMENTS REQUIRED PRIOR TO CONCRETING. REGISTERED ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED PER
ASSOCIATES.
2. JOIST BRIDGING SHALL BE FURNISHED AND INSTALLED TO MEET THE DESIGN AND 12. CONTROL JOINTS SHALL BE 2'-8" OR HALF THE DOOR WIDTH +/- WHICHEVER IS
PRIOR TO CONSTRUCTION. NO OPENINGS SHALL BE PERMITTED THROUGH BEAMS OR COLUMNS UNLESS SHOWN THE PROJECT SPECIFICATIONS
SPACING REQUIREMENTS OF THE STEEL JOIST INSTITUTE'S STANDARD SPECIFICATIONS, GREATER FROM DOOR. VERTICAL CONTROL JOINTS SHALL BE LOCATED AT
ON THE STRUCTURAL DRAWINGS OR REVIEWED BY THE STRUCTURAL ENGINEER. (#) ITEMS MARKED THUS SHALL BE SUBMITTED TO ENGINEER FOR OWNERS
UNLESS SHOWN OTHERWISE ON THE DRAWINGS. PROVIDE ADDITIONAL BRIDGING 25'-0" MAX. ON CENTER.
RECORD ONLY AND WILL NOT HAVE THE ENGINEERS SHOP DRAWINGS STAMP
03-FOUNDATION
TRENTON, TX 75490
AS REQUIRED TO BRACE THE BOTTOM CHORD.
6. PROPER ACCESSORIES/SUPPORTS ARE TO BE USED AS NOTED AND REVIEWED AFFIXED
GENERAL NOTES
13. FILL ALL CELLS BELOW GRADE WITH GROUT.
ON THE SHOP DRAWINGS. ALL REINFORCING TO BE SECURELY AND ACCURATELY (⌀) ITEMS MARKED THUS SHALL BE SUBMITTED TO THE OWNERS TESTING
3. STEEL JOIST CHORD SIZES SHOWN ON DRAWINGS ARE MINIMUM SIZE REQUIRED.
1. FOUNDATIONS ARE DESIGNED TO MEET THE RECOMMENDATIONS CONTAINED IN A HELD IN LOCATIONS SHOWN ON THE PLANS. AGENCY FOR THEIR REVIEW
JOIST SUPPLIER SHALL BE RESPONSIBLE FOR DESIGNING JOISTS FOR ANY 14. REINFORCE CONCRETE MASONRY UNIT JOINTS WITH LADDER TYPE HOT DIP
2289 FM 815
REPORT PREPARED FOR THIS PROJECT BY BRAUN INTERTEC, DATE 03/31/2023 B. ALL SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY THE GENERAL
ADDITIONAL LOADS, SUCH AS RTU's, ANGLE BRACES, ARCHITECTURAL WALLS, GALVANIZED COLD-DRAWN STEEL CONFORMING TO ANSI/ASTM A82, REFER
7. CONSTRUCTION JOINTS OF ALL TYPES MAY BE USED ONLY WHERE SHOWN ON THE CONTRACTOR PRIOR TO SUBMITTAL
SNOW DRIFT, ETC. INDICATED IN THE STRUCTURAL DRAWINGS. SPECS FOR SIZE (W2.8 SIDE RODS WITH W2.8 CROSS RODS AT TORNADO
2. FOUNDATION DESIGN IS BASED ON AN ALLOWABLE BEARING VALUE OF 40000 PSF FABRICATOR'S REVIEWED PLACING DRAWINGS. C. THE OMISSION FROM THE SHOP DRAWINGS OF ANY MATERIAL REQUIRED BY
SHELTERS).
AND SKIN FRICTION OF 4000 PSF IN INTACT MARL SHALE, AT MINIMUM DEPTH OF 17 THE CONTRACT DOCUMENTS TO BE FURNISHED SHALL NOT RELIEVE THE
&
4. ALL HANGERS SUPPORTING MECHANICAL EQUIPMENT, SPRINKLER LINES, ETC., FROM A. SPACE JOINT REINFORCING AT 16" C/C TYPICAL, SPACE AT 8" C/C AT
FEET BELOW EXISTING GRADE. 8. PROVIDE CORNER BARS IN ALL GRADE BEAMS AND WALLS OF SAME SIZE AND CONTRACTOR OF THE RESPONSIBILITY OF FURNISHING AND INSTALLING SUCH
THE CHORD OF STEEL JOISTS, SHALL BE LOCATED AT THE PANEL POINTS OF THE TORNADO SHELTER AND PARAPETS, UNLESS NOTED OTHERWISE.
SPACING AS ADJACENT BARS, UNLESS OTHERWISE NOTED. MATERIALS, REGARDLESS OF WHETHER THE SHOP DRAWINGS HAVE BEEN
B. LAP JOINT REINFORCING 14" AT SPLICES.
WILLIAMS
JOIST OR THE JOIST CHORD SHALL BE REINFORCED TO SUPPORT THE ADDITIONAL
3. DRILLED PIER SHAFT SHOWN ARE THE MINIMUM PER STRUCTURAL REVIEWED AND APPROVED
LOAD. HANGERS SUPPORTING LESS THAN 100 POUNDS DO NOT HAVE TO BE C. JOINT REINFORCING SHALL BE DISCONTINUOUS AT CONTROL JOINTS
REQUIREMENTS. DRILLING OF INDIVIDUAL SHAFTS SHOULD BE EXCAVATED IN A 9. PROVIDE STANDARD 90 DEGREE HOOKS ON ALL BARS AT BEAM ENDS. IF BEAM
PLACED AT PANEL POINTS. DO NOT SUSPEND ANYTHING FROM JOIST BRIDGING. AND EXPANSION JOINTS.
CONTINUOUS OPERATION AND CONCRETE PLACED AS SOON AS PRACTICAL AFTER DEPTH IS PROHIBITIVE, USE STANDARD 180 DEGREE HOOK. 3. MANUFACTURERS LITERATURE REVISIONS
D. PROVIDE PREFABRICATED JOINT REINFORCING CORNER PIECES AT ALL
COMPLETION OF THE DRILLING. NO SHAFT SHOULD BE LEFT OPEN FOR MORE THAN SUBMIT MANUFACTURERS LITERATURE FOR ALL MATERIALS AND PRODUCTS USED NO. DESCRIPTION DATE
5. EXTEND BOTTOM CHORDS OF ALL ROOF JOISTS CENTERED ON COLUMNS TO WALL CORNERS AND INTERSECTIONS.
8 HOURS. REFER GEOTECH FOR ADDITIONAL REQUIREMENTS. 10. BARS SCHEDULED AS CONTINUOUS SHALL BE SPLICED WITH A 'CLASS B LAP' IN CONSTRUCTION ON THE PROJECT 1
STABLIZER PLATE ON COLUMN. DO NOT CONNECT BOTTOM CHORDS OF JOISTS
AND SPLICED AS FOLLOWS: TOP BARS AT CENTERLINE OF ANY SPAN. BOTTOM
TO COLUMNS.
4. THE PRICE FOR CASING OF PIERS SHALL NOT BE INCLUDED WITHIN THE BASE BID. BARS OVER ANY SUPPORT. 4. DESIGN CALCULATIONS
BOYNTON
PROVIDE A UNIT PRICE (ADD AND DEDUCT) FOR EACH PIER/CASING SIZE CALLED THE GENERAL CONTRACTOR SHALL SUBMIT FOR ENGINEER REVIEW DESIGN
OUT ON THE PLANS. PAYMENT FOR CASING SHALL BE BASED UPON THE NET
LENGTH OF CASING UTILIZED ON THE PROJECT. TEMPARORY CASEING WOULD BE
11. UNLESS OTHERWISE SHOWN, ALL SLABS AND STEPS ON FILL SHALL BE REINFORCED
WITH #4 BARS AT 18” CENTERS EACH WAY, SUPPORTED TWO INCHES
6. DEPTH OF JOIST SEATS SHALL BE 2 1/2" FOR K-SERIES JOISTS AND 5" FOR
LH-SERIES JOISTS, UNLESS SHOWN OTHERWISE ON THE DRAWINGS.
14-LIGHT GAGE STRUCTURAL CALCULATIONS SEALED BY A REGISTERED ENGINEER IN THE STATE WHERE THE
PROJECT IS LOCATED FOR THE FOLLOWING ITEMS:
REQUIRED IF EXCESSIVE GROUNDWATER INFILTRATION OR CAVING SOILS ARE
REQUIRED.
FROM THE TOP OF SLAB, LAP 22” AT SPLICES.
7. JOISTS SHALL HAVE POSITIVE CAMBER OF THE MAGNITUDE RECOMMENDED BY METAL FRAMING A.
B.
STRUCTURAL STEEL CONNECTIONS
ARCHITECTURAL PRECAST ( # )
THE STEEL JOIST INSTITUTE FOR THE VARIOUS SPANS.
12. POUR SLABS ON GRADE IN SECTIONS NOT TO EXCEED 225 SF SEPARATED BY C. FORMWORK SHORING, BACKSHORING ( # )
5. GRADE BEAM DEPTHS SHALL BE INCREASED, IF NECESSARY BY FIELD CHANGE, KEYED OR DOWELED CONSTRUCTION CONTROL JOINTS OR SAWED JOINTS. 1. EXTERIOR METAL STUDS SHALL BE DESIGNED AND SEALED BY A THIRD PARTY D. LIGHT GAUGE METAL (COLD FORMED STEEL) USED TO SUPPORT EXTERIOR
8. JOISTS SHALL BE DESIGNED TO RESIST THE GROSS UPLIFTS TABULATED IN THE
TO EXTEND A MINIMUM OF 6” BELOW FINISH GRADE/FROST LINE. NO DIMENSION IN EITHER DIRECTION IS TO EXCEED 15'-0”. STRUCTURAL ENGINEER, LICENSED IN THE STATE OF TEXAS, PROVIDED BY THE CLADDING OR AS LOAD BEARING MEMBERS
OF
GENERAL NOTES OR ROOF WIND LOAD MAPS. PROVIDE EXTRA BRIDGING,
CONTRACTOR OR SUBCONTRACTOR.
WHERE REQUIRED, TO BRACE THE BOTTOM CHORD IN COMPRESSION. A
6. ALL GRADE BEAMS AND WALLS SHALL BE SUPPORTED ON 6" CARTON FORMS 13. MINIMUM CONCRETE COVER PROTECTION FOR REINFORCEMENT BARS SHALL BE AS 5. REPRODUCTION
PERMANENT ROOF DEAD LOAD OF 6 PSF MAY BE CONSIDERED IN
COATED WITH PARAFFIN CONTAINING 10% POLYETHYLENE AND DESIGNED TO FOLLOWS: (REFERENCE ACI 318 SECTION 7.7 FOR ADDITIONAL INFORMATION) 2. REFER TO SPECIFICATIONS FOR PERFORMANCE CRITERIA FOR EXTERIOR METAL THE USE OF ELECTRONIC FILES OR REPRODUCTION OF THESE CONTRACT
PROPERTY
CALCULATING NET ROOF UPLIFT.
CARRY THE WET CONCRETE ("SUREVOID" OR EQUAL). PROVIDE PRECAST UNLESS NOTED OTHERWISE STUDS. DOCUMENTS BY ANY CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR,
CONCRETE PANEL OR "SURERETAINER" SOIL RETAINERS ON EACH SIDE OF THE OR MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS SIGNIFIES
9. SEE ROOF PLANS FOR JOIST TOP CHORDS TO BE DESIGNED AS DRAG STRUTS
BEAM. ALL SLABS SHALL BE SUPPORTED ON 15 MIL. VAPOR BARRIER. GRADE THEIR ACCEPTANCE OF ALL INFORMATION SHOWN HEREON AS CORRECT, AND
FOR HORIZONTAL FORCES (NOTED H = == KIPS) IN COMBINATION WITH GRAVITY
BEAM BOTTOM REINFORCING SHALL BE CHAIRED AT 5'-0" C/C MAXIMUM USING MINIMUM COVER, INCHES, TO OBLIGATES THEMSELVES TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE
LOADS. THIS FORCE MAY BE EITHER COMPRESSION OR TENSION. STRESSES
BEAM BOLSTERS PROVIDING 2" BOTTOM COVER TO REINFORCING STEEL. NEAREST BAR, TIE OR STIRRUP TO ANY ERRORS THAT MAY OCCUR HEREON.
MAY NOT BE INCREASED FOR WIND.
(BRICK, STONE MASONRY CHAIRS NOT ALLOWED)
10. IF BEAM FLANGES ARE NOT WIDE ENOUGH TO ACCOMMODATE BEARING SEATS
7. SIDES OF ALL GRADE BEAMS SHALL BE FORMED WITH LUMBER, PLYWOOD CONCRETE CAST AGAINST AND PERMANENTLY ......... 3"
FROM BOTH SIDES, JOISTS MAY BE OFFSET AND SEATS OVERLAPPED. CONTRACTOR ISSUE DATE
THE
OR STEEL. SEE SPECIFICATIONS. EARTH FORMING IS NOT ALLOWED. EXPOSED TO EARTH
TO COORDINATE DECK LAYOUT SO END LAPS OCCUR OVER OFFSET JOISTS. JOISTS
09.04.2023
9/1/2023 4:38:59 PM
ON COLUMN LINES MUST STILL BRACE COLUMNS WITH EXTENDED BOTTOM CHORDS.
8. EXPOSED FACES OF GRADE BEAMS SHALL BE RUBBED WITHIN 24 HOURS AFTER CONCRETE EXPOSED TO EARTH OR
POURING. WEATHER:
IS
11. JOISTS SHALL BE FURNISHED WITH SHOP COAT OF RUST-INHIBITIVE PRIMER PAINT.
#6 THROUGH #18 BARS ............................................ 2"
9. ALL PIERS SHALL BE CENTERED UNDER GRADE BEAMS AND COLUMNS UNLESS #5 BAR AND SMALLER ........................................... 1 1/2"
PROJECT NO.
12. PROVIDE ALL NECESSARY ERECTION BOLTS, STABILIZER PLATES, BOTTOM CHORD
DRAWING
OTHERWISE SHOWN.
CONCRETE NOT EXPOSED TO WEATHER OR IN
CONNECTIONS, ERECTION BRIDGING, ETC., IN COMPLIANCE WITH OSHA REGULATIONS D21039A
GOVERNING SAFETY IN THE WORKPLACE. CONNECTION DETAILS SHOWN ARE
10. VERIFY DEPTHS OF PIERS BEFORE PIER STEEL IS CUT. PIER STEEL SHALL BE CONTACT WITH GROUND:
ADEQUATE FOR FINAL IN PLACE CONDITIONS AND DO NOT NECESSARILY PROVIDE
DELIVERED TO THE JOB SITE IN STANDARD 60'-0" LENGTHS AND CUT AS SLABS, WALLS SHEET NO.
FOR CONSTRUCTION SAFETY.
REQUIRED. CLASS "B" LAPS WILL BE ALLOWED IN THE PIER STEEL. NO MORE #14 AND #18 BARS ................................................... 1 1/2"
THAN 50% OF BARS ARE TO BE LAPPED IN ANY 5'-0" LENGTH OF THE PIER. #11 BARS AND SMALLER ......................................... 3/4"
13. SEALED CALCULATIONS ARE REQUIRED IN ALL CASES WHERE SPECIAL LOADS
ARE NOTED (REFER TO SPECIFICATIONS).
S100
THIS
11. BASEMENT WALLS/SLAB SHALL BE WATERPROOFED. REFER TO ARCHITECTURAL BEAMS, COLUMNS:
AND SPECIFICATIONS. PRIMARY REINFORCEMENT, TIES, STIRRUPS, ........... 1 1/2"
GENERAL NOTES - CONTINUED REQUIRED (STATEMENT) SPECIAL INSPECTIONS REQUIRED VERIFICATION AND INSPECTION OF SOILS (REF TABLE 1705.6 OF IBC)
ARCHITECT
17-POST INSTALLED ANCHORS REQUIRED VERIFICATION AND INSPECTION OF STRUCTURAL STEEL (REF TABLE 1705.2.2 OF IBC) VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE
POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE VERIFY MATERIALS BELOW SHALLOW FOOTINGS ARE
DRAWINGS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE 1. ADEQUATE TO ACHIEVE THE DESIGN BEARING - X - -
OF RECORD PRIOR TO USING POST-INSTALLED ANCHORS FOR MISSING OR CAPACITY
MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE GIVEN TO AVOID 1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS
CONFLICTS WITH EXISTING REBAR. ALL POST INSTALLED ANCHORS SHALL BE
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER - X - -
INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURERS CURRENT PUBLISHED IDENTIFICATION MARKINGS TO CONFORM TO ASTM APPLICABLE ASTM MATERIAL DEPTH AND HAVE REACHED PROPER MATERIAL
THE
INSTALLATION INSTRUCTIONS (MPII). INSTALLATION OF ADHESIVE ANCHORS EITHER STANDARDS SPECIFIED IN THE APPROVED - X
STANDARDS; AISC 360, SECTION A3.3 PERFORM CLASSIFICATIONS AND TESTING OF
HORIZONTALLY OR UPWARDLY INCLINED TO SUPPORT SUSTAINED TENSION LOADS CONSTRUCTION DOCUMENTS. 3. - X - -
SHALL BE PERFORMED ONLY BY ACI-CRSI CERTIFIED ADHESIVE ANCHOR CONTROLLED FILL MATERIALS
INSTALLERS. MANUFACTURER'S CERTIFICATE OF COMPLIANCE - - APPLICABLE ASTM MATERIAL
OF
VERIFY USE OF PROPER MATERIALS, DENSITIES, AND
-SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THEN THOSE LISTED BELOW, SHALL REQUIRED. STANDARDS 4. LIFT THICKNESSES DURING PLACEMENT OF X - - -
BE SUBMITTED TO THE ENGINEER WITH CALCULATIONS THAT ARE PREPARED AND
COMPACTION OF CONTROLLED FILL
2. INSPECTION OF HIGH-STRENGTH BOLTING
PERMISSION
SEALED BY A REGISTERED PROFESSIONAL ENGINEER SHOWING THAT THE
SUBSTITUTED PRODUCTS WILL ACHIEVE AN EQUIVALENT CAPACITY. PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE
UNLESS OTHERWISE NOTED ON THE PLANS, ANCHORS SHALL BE: SNUG-TIGHT JOINTS. - X 5. SUBGRADE AND VERIFY THAT SITE HAS BEEN - X - -
3010 LBJ Freeway l Suite 500
PRETENSIONED AND SLIP-CRITICAL JOINTS USING PREPARED PROPERLY.
1. CONCRETE EXPANSION ANCHORS TURN-OF-NUT WITH MATCH MARKING, TWIST-OFF Dallas, Texas 75234
a. ALL CONCRETE EXPANSION ANCHORS SHALL MEET THE REQUIREMENTS OF - - AISC 360, SECTION M2.5 1704.3.3
BOLT OR DIRECT TENSION INDICATOR METHODS P 972-661-5461
ACI 318, APPENDIX D AND SHALL BE ACCEPTABLE FOR BOTH CRACKED
AND UNCRACKED CONCRETE.
OF INSTALLATION. REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION F 972-661-5449
b. "STRONG-BOLT" BY SIMPSON STRONG-TIE CO. OF PLEASANTON, CA.
PRETENSIONED AND SLIP-CRITICAL JOINTS USING (REF TABLE 1.18.3 ACI 530)
c. HILTI KWIK BOLT III EXP. ANCHORS BY HILTI CORP.
TURN-OF-NUT WITHOUT MATCH MARKING OR - - bwaarchitects.com
WRITTEN
d. HILTI UNDERCUT ANCHOR BY HILTI CORP.
e. POWER-STUD + SD 1 BY DEWALT ANCHORS AND FASTENERS.
CALIBRATED WRENCH METHODS OF INSTALLATION. VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE
f. POWER-STUD + SD 2 BY DEWALT ANCHORS AND FASTENERS.
3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD-FORMED STEEL DECK PROPORTIONS OF SITE MIXED MORTAR, GROUT, AND
1. - X ACI 530: 1.18 1705.4
2. GROUTED MASONRY EXPANSION ANCHORS ANY PRESTRESSING GROUT FOR BONDED TENDONS
FOR STRUCTURAL STEEL, IDENTIFICATION - Member: American Institute of Architects
a. "WEDGE-ALL" BY SIMPSON STRONG-TIE CO. OF PLEASANTON, CA. A. X
MARKINGS TO CONFORM TO AISC 360. COMPLIANCE OF SIZE AND LOCATION OF STRUCTURAL
b. KWIK BOLT III EXP. ANCHOR BY HILTI CORP. 2. X - ACI 530: 1.18 1705.4
WITHOUT
c. POWER-STUF + SD 1 BY DEWALT ANCHORS AND FASTENERS
ELEMENTS.
FOR OTHER STEEL, IDENTIFICATION MARKINGS TO ASTM A 6 OR ASTM A 568 9
B. CONFORM TO ASTM STANDARDS SPECIFIED IN THE - X COMPLIANCE OF TYPE, SIZE, AND LOCATION OF
3. CONCRETE AND MASONRY SCREW ANCHORS 3. ANCHORS INCLUDING OTHER DETAILS OF ANCHORAGE X - ACI 530: 1.18 1705.4
APPROVED CONSTRUCTION DOCUMENTS.
OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR
a. ALL SCREW ANCHORS SHALL BE INSTALLED IN DRY INTERIOR
TEXAS REG. NO. F-10142
C. MANUFACTURER'S CERTIFIED TEST REPORTS. - X OTHER CONSTRUCTION.
CLICK JOB NO. 23-004A
NON-CORROSIVE ENVIRONMENTS OR FOR TEMPORARY OUTDOOR
DALLAS, TEXAS 75201
APPLICATIONS.
CLICK ENGINEERING
MATERIAL VERIFICATION OF WELD FILLER MATERIALS
2218 BRYAN STREET
4.
USED
b. "TITEN HD" BY SIMPSON STRONG-TIE CO. OF PLEASANTON, CA. 4. COMPLIANCE OF PREPARATION, CONSTRUCTION, AND
c. HUS-H SCREW ANCHOR BY HILTI CORP. IDENTIFICATION MARKING TO CONFORM TO AWS - PROTECTION OF MASONRY DURING COD WEATHER - X ACI 530: 1.18 1705.4
X AISC 360, SECTION A3.5 AND
d. DEWALT SCREW BOLT + (ICC-ES-ESR 3889) BY DEWALT ANCHORS AND FASTENERS A. SPECIFICATION IN THE APPROVED CONSTRUCTION (TEMPERATURE BELOW 40 DEGREES F) OR HOT
P: 214.871.2302
APPLICABLE AWS A5 DOCUMENTS
DOCUMENTS. WEATHER (TEMPERATURE ABOVE 90 DEGREES F).
1. ADHESIVE ANCHORS
OR
MANUFACTURER'S CERTIFICATE OF COMPLIANCE
SUITE 150
a. ADHESIVE ANCHORS SHALL CONSIST OF AN INSERT AND AN ADHESIVE
B. - X GRADE AND SIZE OF REINFORCEMENT AND ANCHOR
FORMULA SPECIFIED BY THE MANUFACTURER. INSERTS SHALL MEET THE REQUIRED. 5. X - ACI 530: 1.18 1705.4
REQUIREMENTS OF ASTM A307, A36, A193-B7 OR F1554 FOR THREADED BOLTS, PRESTRESSING TENDONS AND ANCHORAGES
REPRODUCED
RODS OR ASTM A615 OR A706 FOR REBAR UNLESS NOTED OTHERWISE. 5. INSPECTION OF WELDING PLACEMENT OF MASONRY UNITS AND CONSTRUCTION
b. ALL ADHESIVE ANCHORS SHALL BE ACCEPTABLE FOR LONG TERM 6. OF MORTAR JOINTS X - ACI 530: 1.18 1705.4
LOADING. ONLY NON EPOXY BASED ADHESIVES SHALL BE USED WHEN A. STRUCTURAL STEEL AND/OR COLD-FORMED STEEL DECK:
BASE MATERIAL TEMPERATURES ARE BELOW 40 DEG. F. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND
1) COMPLETE AND PARTIAL PENETRATION X - 7. X - ACI 530: 1.18 1705.4
c. PROVIDE SCREEN TUBES OR APPROVED MANUFACTURER APPARATUS FOR PRESTRESSING TENDONS AND ANCHORS
INSTALLATION IN UNGROUTED MASONRY OR BRICK VOID SPACE OR CELLS. GROOVE WELDS
d. "SET EPOXY" BY SIMPSON STRONG-TIE CO. OF PLEASANTON, CA.
2) MULTIPASS FILLET WELDS - X 8. GROUT SPACE PRIOR TO GROUTING - X ACI 530: 1.18 1705.4
e. "ACRYLIC-TIE" BY SIMPSON STRONG-TIE CO. OF PLEASANTON, CA.
f. HILTI HIT-HY200 SAFE SET (ESR-3187)BY HILTI CORPORATION 3) SINGLE-PASS FILLET WELDS > 5/16" AWS D1.1 1704.3.1
- X PLACEMENT OF GROUT AND PRESTRESSING GROUT
g. HILTI HIT-HY70 (ESR-2682) BY HILTI CORPORATION
9. FOR BONDED TENDONS X - ACI 530: 1.18 1705.4
BE
h. HILTI RE 500v3 SAFE SET (ESR-3814) BY HILTI CORPORATION 4) PLUG AND SLOT WELDS - -
i. AC 100+ GOLD BY DEWALT ANCHORS AND FASTENERS (FOR CONCRETE AND
OBSERVE PREPARATION OF GROUT SPECIMENS,
MASONRY) 5) SINGLE-PASS FILLET WELDS < = 5/16" - X 10. X - ACI 530: 1.18 1705.4
MORTAR SPECIMENTS, AND/OR PRISMS
NOT
j. PURE 110+ DUST X SYSTEM BY DEWALT ANCHORS AND FASTENERS (FOR
CONCRETE) 6) FLOOR AND ROOF DECK WELDS - X AWS D1.3 SUBMITTALS FOR MATERIALS USED IN MASONRY
k. AC 200+, ACRYLIC SYSTEM DUST X (ICC-ES ESR 4027) BY DEWALT ANCHORS &
11. CONSTRUCTION INDICATING COMPLIANCE WITH THE - X ACI 530: 1.18 1705.4
FASTENERS B. REINFORCING STEEL:
CONTRACT DOCUMENTS
SHALL
1) VERIFICATION OF WELD ABILITY OF - X VERIFICATION OF f'm AND f'aac IN ACCORDANCE WITH
18-DELEGATED DESIGN REINFORCING STEEL OTHER THAN ASTM A 706 12.
ARTICLE 1.4B PRIOR TO CONSTRUCTION FOR EVERY
X - ACI 530: 1.18 1705.4
1. IN ACCORDANCE WITH THE SPECIFICATIONS, THE ITEMS LISTED BELOW ARE NOT 2) REINFORCING STEEL-RESISTING FLEXURAL AND 5000 SF OF CONSTRUCTION
INCLUDED IN THE CONTRACT DOCUMENTS. DESIGN OF THESE ELEMENTS SHALL BE AXIAL FORCES IN INTERMEDIATE AND SPECIAL
DEPICTED
THE RESPONSIBILITY OF THE CONTRACTOR, AND SHALL BE DESIGNED AND SEALED MOMENT FRAMES, AND BOUNDARY ELEMENTS OF - - AWS D1.4 ACI 318; 3.5.2
BY A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE STATE HAVING
VERIFICATIONS OF PROPORTIONS OF MATERIALS IN
SPECIAL REINFORCED CONCRETE SHEAR WALLS - X ACI 530: 1.18
JURISDICTION AT THE PROJECT SITE. 13. PREMIXED OR PREBLENDED MORTAR, GROUT, AND 1705.4
AND SHEAR REINFORCEMENT.
PRESTRESSING GROUT AS DELIVERED TO THE SITE
A. STEEL CONNECTIONS 3) SHEAR REINFORCEMENT X -
B. METAL STAIRS
C. METAL LADDERS 4) OTHER REINFORCING STEEL - X
D. GUARDRAIL AND HANDRAIL SYSTEMS 09.04.2023
INFORMATION
E. COLD FORMED METAL FRAMING 6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE REQUIRED VERIFICATION AND INSPECTION OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS
F. CURTAINWALL SYSTEMS
G. ELEVATOR SUPPORT RAILS A. DETAILS SUCH AS BRACING AND STIFFENING - X (REF TABLE 1705.8 OF IBC)
H. EMBEDDED ASSEMBLIES AND INSERTS, CLAMPS, HANGERS, UNISTRUT,
TRAPEZES, ETC. FOR THE SUPPORT OF MEP SYSTEMS.
B. MEMBER LOCATIONS - X 1704.3.2 VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE
I. EMBEDDED ASSEMBLIES, INSERTS, AND/OR HANGERS FOR FIRE SUPPRESSION APPLICATION OF JOINT DETAILS AT EACH
SYSTEMS C. - X OBSERVE DRILLING OPERATIONS AND MAINTAIN
LOCATION 1. COMPLETE AND ACCURATE RECORDS OF EACH X - - -
J. EXCAVATION SUPPORT AND PROTECTION
K. SPECIALTY RETENTION SYSTEMS ELEMENT.
7. INSPECTION OF SHEAR STUDS CONNECTORS
OR
2. DESIGN OF THE ITEMS LISTED ABOVE SHALL BE IN ACCORDANCE WITH THE INSPECT SIZE, NUMBER, POSITIONING, AND - 2. X - - -
GENERAL BUILDING CODE, AND SHALL INCLUDE ALL ATTACHMENTS TO THE A. X VERIFY PLACEMENT LOCATIONS AND PLUMBNESS,
WELDING OF SHEAR CONNECTORS
STRUCTURE. CONFIRM ELEMENTS DIAMETERS, BELL DIAMETERS
NEW CONSTRUCTION / RENOVATION
RING TEST ALL SHEAR CONNECTORS WITH A 3 LB.
DRAWING(S)
B. - X (IF APPLICABLE), LENGTHS, EMBEDMENT INTO
19-FIRE RESISTANCE HAMMER
X
BEDROCK (IF APPLICABLE) AND ADEQUATE END-
BEARING STRATA CAPACITY. RECORD CONCRETE
HIGH SCHOOL / MIDDLE SCHOOL
C. BEND ALL QUESTIONABLE STUDS TO 15 DEGREES -
1. THE STRUCTURAL SYSTEM AND CONSTRUCTION DETAILS ARE DESIGNED TO COMPLY
OR GROUT VOLUMES.
GENERAL NOTES AND REQUIRED INSPECTIONS
WITH THE REQUIREMENTS OF THE FOLLOWING: OPEN WEB STEEL JOISTS
8.
FLOOR ASSEMBLY: 0 HOURS
ROOF ASSEMBLY: 0 HOURS A. INSPECT INSTALLATION, FIELD WELDING, - - 3. FOR CONCRETE ELEMENTS, PERFORM ADDITIONAL
STRUCTURAL FRAME: 0 HOURS BRIDGING OF JOISTS SJI 43RD EDITION INSPECTIONS IN ACCORDANCE WITH SECTION 1705.3. - - - -
EXTERIOR BEARING WALLS: 0 HOURS
INTERIOR BEARING WALLS: 0 HOURS WHERE FABRICATION OF STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES IS BEING CONDUCTED ON THE PREMISES OF A
THE
9. FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL CONFORM TO THE SPECIAL INSPECTION REQUIREMENTS OF
2. STRUCTURAL FRAME CONSISTS OF COLUMNS AND MEMBERS FRAMING INTO COLUMNS, IBC SECTION 1704, AS SUMMARIZED ABOVE, UNLESS THE FABRICATOR HAS BEEN APPROVED IN ACCORDANCE WITH IBC SECTION 1704.2.2.
INCLUDING GIRDERS, BEAMS, TRUSSES AND BRACING. NOTES
3. THE STRUCTURAL FLOOR FRAMING IS CONSIDERED TO BE RESTRAINED, AND THE
ASSOCIATES.
THE OWNER SHALL EMPLOY QUALIFIED SPECIAL INSPECTORS TO PERFORM INSPECTIONS IN ACCORDANCE WITH THE BUILDING CODE.
STRUCTURAL ROOF IS CONSIDERED TO BE UNRESTRAINED, IN ACCORDANCE WITH REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION (REF 1705.3 OF IBC) 1. INSPECTORS SHALL PERFORM ALL DUTIES AND RESPONSIBILITIES AS REQUIRED BY THE BUILDING CODE. JOB SITE VISITS BY THE
THE U.L. "FIRE RESISTANCE DIRECTORY", FOR PURPOSES OF ESTABLISHING THE
STRUCTURAL ENGINEER DO NOT CONSTITUTE AND ARE NOT A SUBSTITUTE FOR SPECIAL INSPECTIONS.
TRENTON, TX 75490
FIRE RESISTANCE RATING.
VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE
4. STEEL BEAMS WHICH ARE LIGHTER THAN THE MINIMUM SIZE SET FORTH IN THE
THE SCHEDULE CONTAINS A LIST OF THE SPECIAL INSPECTION ACTIVITIES RELATED TO THE QUALITY ASSURANCE PLAN REQUIRED BY
1. INSPECTION OF REINFORCING STEEL, INCLUDING - X 1910.4 THE BUILDING CODE (IBC CHAPTER 17) FOR THE FABRICATION, ERECTION, AND CONSTRUCTION OF THE STRUCTURAL SYSTEMS AS
REFERENCED U.L. ASSEMBLY SHALL RECEIVE ADDITIONAL SPRAYED FIREPROOFING ACI 318: 3.5, 7.1-7.7
PRESTRESSING TENDONS AND PLACEMENT
2289 FM 815
AS REQUIRED TO ACHIEVE THE DESIGNATED RATING. 2. DESCRIBED IN THE SPECIFICATION AND DRAWINGS FOR THE PROJECT. ALL INSPECTORS SHALL BE QUALIFIED BY TRAINING AND
2. INSPECTION OF REINFORCING STEEL WELDING IN - X EXPERIENCE FOR THE REQUIRED INSPECTIONS AND TEST PROCEDURES. REFER TO IBC CHAPTER 17 "STRUCTURAL TESTS AND SPECIAL
AWS D1.4 ACI318: 3.5.2
ACCORDANCE WITH TABLE 1704.3, ITEM 5b INSPECTIONS," AND SPECIFICATION SECTION 01 45 23 "TESTS AND INSPECTIONS" FOR SPECIFIC TEST PROCEDURES. THE SCHEDULE IS
20-PRE-ENGINEERED METAL BUILDING INTENDED TO BE A "STATEMENT OF SPECIAL INSPECTIONS" ACCORDING TO IBC SECTION 1704.
&
INSPECTION OF ANCHORS CAST IN CONCRETE WHERE
1. THE SUPERSTRUCTURE OF THE BUILDING IS TO BE DESIGNED AND SUPPLIED BY THE
ALLOWABLE LOADS HAVE BEEN INCREASED OR WHERE
METAL BUILDING MANUFACTURER CONTRACTOR WHO SHALL BE RESPONSIBLE FOR - - TESTING AND INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A PERIODIC OR DAILY BASIS WHENEVER
WILLIAMS
3. STRENGTH DESIGN IS USED ACI 318: 8.1.3, 21.2.8 1908.5, 1909.1
COORDINATING THE REQUIREMENTS OF ANY ATTACHED OR EMBEDDED ITEMS. 3. INSPECTIONS ARE MADE ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO THE OWNER, CONTRACTOR, ARCHITECT, STRUCTURAL
INSPECTION OF ANCHORS POST-INSTALLED IN ENGINEER, AND BUILDING OFFICIAL (IF REQUESTED), FOR THEIR REVIEW, COMMENTS, AND ACTION, AS NEEDED.
2. THE PRE-FABRICATED METAL BUILDING SHALL BE DESIGNED TO MEET THE NOTED 4. - X ACI 318: 3.8.6, 8.1.3, 21.2.8 1909.1 REVISIONS
HARDENED CONCRETE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL COMPONENTS REQUIRING SPECIAL INSPECTIONS PER SECTION 1705 OF THE IBC HAVE NO. DESCRIPTION DATE
CODE AND IN ADDITION TO ALL DESIGN LOADS (DEAD, LIVE, WIND, COLLATERAL, 4.
IMPACT AND EQUIPMENT), THE LATERAL DEFLECTION UNDER FULL IBC WIND 1904.2, 1910.2, NOT BEEN LISTED HERE. REFER TO ARCH/MEP FOR SPECIAL INSPECTION REQUIREMENTS FOR THESE COMPONENTS. 1
5. VERIFYING USE OF REQUIRED DESIGN MIX - X ACI 318: CH. 4, 5.2-5.4
LOADINGS (50 YEAR MEAN) SHALL NOT EXCEED THE BUILDING HEIGHT DIVIDED 1910.3
BY 400 (H/400). THE BUILDING COLLATERAL LOAD SHALL BE MINIMUM OF 8 PSF. 5. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO ENSURE THESE TESTS AND INSPECTIONS ARE PERFORMED.
BOYNTON
AT TIME OF FRESH CONCRETE IS SAMPLED TO
ADDITIONALLY, METAL BUILDING COMPONENTS SUPPORTING EXTERIOR BRICK, OR ASTM C 172 ASTM C 31
FABRICATE SPECIMENS FOR STRENGTH TESTS,
STUDS SUPPORTING BRICK, (GIRTS, COLUMNS, ETC.) SHALL BE DESIGNED SUCH THAT ACI 31 8: 5.6, 5.8
DEFLECTIONS DO NOT EXCEED THE SPAN LENGTH DIVIDED BY
PERFORM SLUMP AND AIR CONTENT TESTS AND X - 1910.10
6. DETERMINE THE TEMPERATURE OF THE CONCRETE
600 (L/600 OR 0.3" MAXIMUM). ALL BRACING FOR INTERIOR WALLS SHALL BE
DESIGNED FOR THE DEFLECTION CRITERIA BASED ON A HORIZONTAL LOAD OF
INSPECTION OF CONCRETE AND SHOTCRETE X - ACI 318: 5.9, 5.10 1910.6, 1910.7,
5 PSF. TOTAL LOAD DEFLECTION FOR STEEL MEMBERS AND/OR LIGHT GAGE
7. PLACEMENT FOR PROPER APPLICATION TECHNIQUES 1910.8
MEMBERS SHALL NOT EXCEED L/180.
OF
INSPECTION FOR MAINTENANCE OF SPECIFIED CURING - X ACI 318: 5.11-5.13 1910.9
3. DESIGN CALCULATIONS SHALL BE SEALED BY AN ENGINEER REGISTERED IN THE TEMPERATURE AND TECHNIQUES
STATE OF TEXAS. 8.
ERECTION OF PRECAST CONCRETE MEMBERS
PROPERTY
- X ACI 318: CH. 16
4. PIN CONNECTION COLUMN BASES HAVE BEEN ASSUMED IN THE FOUNDATION DESIGN. INCLUDING INSPECTION OF WELDS TO EMBEDS AND
NO BENDING MOMENTS FROM THE SUPER STRUCTURE WILL BE ALLOWED AT 9. SUPPORTS
THE FOUNDATION EXCEPT AS NOTED BELOW.
INSPECT FORMWORK FOR SHAPE, LOCATIONS, AND - X ACI 318: 6.1.1
5. METAL BUILDING CONTRACTOR SHALL SUBMIT A LOG OF REACTIONS AT COLUMN
10.
DIMENSIONS OF THE CONCRETE MEMBER BEING
BASES TO BE USED IN CASE ANY RE-DESIGN OF THE FOUNDATION IS REQUIRED. FORMED.
FOUNDATION CONTRACTOR SHALL VERIFY COLUMN BASE LOCATIONS AND SIZES
WITH FINAL METAL BUILDING SHOP DRAWINGS PRIOR TO POURING FOUNDATION. ISSUE DATE
THE
09.04.2023
9/1/2023 4:39:00 PM
6. LOCATIONS SHOWN FOR “X” BRACING (OR PORTAL FRAME) ARE ASSUMED AS
THE ONLY LOCATIONS NEEDED. IF ADDITIONAL BRACING OR ALTERNATE
IS
LOCATIONS ARE NEEDED, OBTAIN APPROVAL PRIOR TO FINAL SHOP DRAWING
SUBMITTAL. PROJECT NO.
DRAWING
7. ALL ADDITIONAL MEMBERS SHOWN THAT ARE CONNECTED TO THE PRE-FABRICATED D21039A
METAL BUILDING SYSTEM SHALL BE SUPPLIED BY THE METAL BUILDING
CONTRACTOR WHO SHALL COORDINATE ALL CONNECTIONS, LOADS, ETC.
SHEET NO.
CONTRACTOR MAY SUBSTITUTE FRAMING FOR STANDARD SIZES SHOWN AS LONG
AS TOTAL STRENGTH IS MAINTAINED.
8. PRE-FABRICATED METAL BUILDING CONTRACTOR SHALL VERIFY MECHANICAL
S101
THIS
UNIT WEIGHTS AND SIZED WITH MECHANICAL CONTRACTOR AND VERIFY ROOF
MOUNTED EQUIPMENT PLATFORMS FOR SIZE AND LOCATION.
ARCHITECT
REQUIRED STORM SHELTER SPECIAL INSPECTIONS STORM SHELTER QUALITY ASSURANCE PLAN
REQ'D VERIFICATION / INSPECTION OF STORM SHELTER COMPONENTS (REF: ICC 500-2014 SECTION 106.2) 1. THE FOLLOWING ELEMENTS WHICH ARE A PART OF THE STORM SHELTER SHALL SATISFY THE REQUIREMENTS OF THE QUALITY ASSURANCE PLAN.
A. STEEL ROOF BEAM FRAMING CONNECTIONS. QUALITY ASSURANCE REQUIREMENTS FOR ROOF CLADDING AND SOFFITS TO BE PROVIDED BY ARCHITECT.
VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE
THE
B. CONNECTIONS OF ICF WALLS TO ROOF AND FLOOR DIAPHRAGMS.
1. STRUCTURAL STEEL ROOF FRAMING CONNECTIONS
INSPECT HIGH STRENGTH BOLTED CONNECTIONS C. CONCRETE SLAB ON METAL DECK, SLAB REINFORCING, ROOF STEEL TRUSSES, AND ROOF BEAMS ACT AS THE MAIN WINDFORCE-RESISTING SYSTEM.
ICC 500 - 2014 SECTION 107.3.1
OF
(SEE STRUCTURAL STEEL SPECIAL INSPECTIONS X -
AISC 360 D. 10" ICF ACT AS SHEAR WALLS TO FORM A PART OF WINDFORCE-RESISTING SYSTEM AS WELL AS SHIELD WALLS.
CHART, WITH THE EXCEPTION THAT INSPECTION IS
CONTINUOUS, NOT PERIODIC).
PERMISSION
E. DOWELS CONNECTING ICF WALLS TO THE FOUNDATIONS. ANCHOR BOLTS CONNECTING COLUMNS TO FOUNDATIONS.
INSPECT WELDED CONNECTIONS (SEE STRUCT. X - ICC 500 - 2014 SECTION 107.3.1
STEEL SPECIAL INSPECTIONS CHART WITH THE AWS D1.1 F. 10" ICF WALLS AND CONCRETE SLAB ON METAL DECK AT ROOF. THESE COMPRISE THE STORM SHELTER ENVELOPE. 3010 LBJ Freeway l Suite 500
EXCEPTION THAT INSPECTION IS CONTINUOUS, Dallas, Texas 75234
NOT PERIODIC). G. QUALITY ASSURANCE REQUIREMENTS FOR ANY WALL CLADDING AND WALL CLADDING CONNECTIONS TO BE PROVIDED BY THE ARCHITECT.
P 972-661-5461
2. EXTERIOR SKIN / ARMOR/ ICF WALL CONNECTIONS TO ROOF OR FLOOR DIAPHRAGMS H. CORROSION PROTECTION OF EXPOSED METAL CONNECTORS PROVIDING LOAD PATH CONTINUITY INCLUDING WATERPROOFING WHICH COVERS BOLTS IN
ICF WALLS.
STORM SHELTER GENERAL F 972-661-5449
STRUCTURAL NOTES bwaarchitects.com
WRITTEN
INSPECT ICF DOWELS TO FLOOR OR ROOF SLAB I. QUALITY ASSURANCE REQUIREMENTS FOR ANY CRITICAL SUPPORT SYSTEMS TO BE PROVIDED BY ARCHITECT AND/OR MEP.
(SEE CONCRETE CONSTRUCTION INSPECTION X - ACI 318-14 1705.4 J. ALL FOUNDATION ELEMENTS INCLUDING PIERS, GRADE BEAMS, ANCHOR BOLTS, REINFORCING, ETC.
01-STORM SHELTER DESIGN CRITERIA
CHART WITH THE EXCEPTION ALL INSPECTIONS ICC 500- 2014 SECTION 107.3.1 1. DESIGN LIVE LOADS:
ARE CONTINUOUS) INSPECT PLACEMENT,
2. SPECIAL INSPECTIONS SHALL BE PERFORMED FOR THE ITEMS LISTED ABOVE AS NOTED IN GENERAL NOTES ON SHEET S1.0 AND AS NOTED IN SPECIFICATION. ROOF SHELTER= 100 PSF PER ICC 500-2014 (COLLAPSE LOAD) Member: American Institute of Architects
SPACING, LENGTH OF HOOK, LAPPING OR SPLICING.
INSPECT ANCHORAGE OF STEEL FRAME 3. STRUCTURAL OBSERVATIONS AS NOTED BELOW SHALL BE PERFORMED FOR THE ITEMS LISTED ABOVE. 2.STORM SHELTER DESIGN CRITERIA
WITHOUT
X - ACI 318-14
STRUCTURE TO SKIN ARMOR OR ICF (SEE ICC 500- 2014 SECTION 107.3.1 1705.4 WIND LOADS
CONCRETE SPECIAL INSPECTIONS CHART NOTE 4 A. THE BUILDING OWNER SHALL EMPLOY A REGISTERED DESIGN PROFESSIONAL TO CONDUCT VISUAL OBSERVATIONS OF THE CONSTRUCTION OF THE RISK CATEGORY: (IV)
WITH THE EXCEPTION THAT INSPECTION IS STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS AT SIGNIFCANT CONSTRUCTION PHASES (I.E. FIRST BASIC WIND SPEED - 250 MPH
CONTINUOUS, NOT PERIODIC). DRILLED PIER, FIRST GRADE BEAM POUR, FIRST SLAB POUR, SUBSTANTIAL COMPLETION OF STEEL ERECTION, FIRST SLAB ON DECK POUR, AND FIRST CMU WIND EXPOSURE C
TEXAS REG. NO. F-10142
WALL SEGMENT) AND AT COMPLETION OF THE CONSTRUCTION OF THE STRUCTURAL SYSTEM. STRUCTURAL OBSERVATION SHALL NOT ALLEVIATE THE Kd = 1.0
CLICK JOB NO. 23-004A
3. ROOF AND FLOOR DIAPHRAGM SYSTEMS (CONNECTORS, DRAG STRUTS, BOUNDARY ELEMENTS) Kzt = 1.0
DALLAS, TEXAS 75201
NEED FOR OTHER INSPECTIONS OR TESTING REQUIRED BY THE CONSTRUCTION DOCUMENTS.
CLICK ENGINEERING
2218 BRYAN STREET
ENCLOSURE CATEGORY = PARTIALLY ENCLOSED
USED
INSPECT CONNECTIONS AND INSTALLATION OF ALL ICC 500 - 2014 SECTION 107.3.1 APPLICABLE INTERNAL COEFFICIENT: Gcpi +/- 0.55
A. MEMBERS NOTED AS DRAG STRUTS AND/OR B. DEFICIENCIES SHALL BE REPORTED IN WRITING TO THE OWNER AND TO THE AUTHORITY HAVING JURISDICTION AT THE CONCLUSION OF THE WORK. THE
AISC 360, AWS D1.1 MWFRS (MAIN WIND FORCE RESISTING SYSTEM): PER ASCE 7-16, PART 1 OF
QUALIFY AS BOUNDARY ELEMENTS ON THE REGISTERED DESIGN PROFESSIONAL WHO MADE THE STRUCTURAL OBSERVATIONS SHALL SUBMIT TO THE AUTHORITY HAVING JURISDICTION A WRITTEN CHAPTER 27 AND ICC 500 2014 STANDARD FOR THE DESIGN AND
P: 214.871.2302
STRUCTURE. MOMENT FRAME BEAMS, BRACED X - STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND SHALL IDENTIFY ANY REPORTED DEFICIENCIES THAT, TO THE BEST OF THE STRUCTURAL CONSTRUCTION OF STORM SHELTERS.
OR
FRAME BEAMS, EXTERIOR BEAM FRAMING ALL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED.
SUITE 150
QUALIFY AS BOUNDARY ELEMENTS. (REFER TO CMU WALL AND ROOF REINFORCED FOR DEBRIS/MISSILE IMPACT (15LB SAWN
STEEL SPECIAL INSPECTIONS CHART WITH THE LUMBER 2X4, 67 MPH HORIZONTAL SURFACE, 100 MPH VERTICAL SURFACE)
4. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION, FABRICATION, OR INSTALLATION OF A MAIN WINDFORCE-RESISTING SYSTEM OR ANY
REPRODUCED
EXCEPTION THAT INSPECTION IS CONTINUOUS, COMPONENT LISTED IN THE QUALITY ASSURANCE PLAN SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE AUTHORITY HAVING JURISDICTION, COMPONENTS AND CLADDING SHELTER DESIGN (ASCE 7-16 ULTIMATE LOAD,
NOT PERIODIC). THE RESPONSIBLE DESIGN PROFESSIONAL, AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. NEGATIVE INDICATES FORCE ACTING AWAY FROM FACE) MULTIPLY LOADS BY
THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN: 0.6 TO OBTAIN SERVICE LEVEL LOADS.
ZONE 1, 1' = SEE ZONE CHART
4. MAIN WIND FORCE RESISTING SYSTEM A. ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE QUALITY ASSURANCE PLAN. ZONE 2 = SEE ZONE CHART
ZONE 3 = SEE ZONE CHART
INSPECT ALL BRACE/MOMENT FRAME ELEMENTS, AISC 360, AWS D1.1 B. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS. ZONE 4 = SEE ZONE CHART
A. AND CONNECTIONS. (SEE STEEL SPECIAL X - ICC 500 -2014 SECTION 107.3.1 ZONE 5 = SEE ZONE CHART
INSPECTIONS CHART WITH THE EXCEPTION THAT C. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING, AND THE
INSPECTION IS CONTINUOUS, NOT PERIODIC). DISTRIBUTION OF REPORTS. 3. SEISMIC LOADS:
BE
RISK CATEGORY (IV)
INSPECT ALL BRACE/MOMENT FRAME SEE CONCRETE AND STEEL MAPPED SPECTRAL MCE GROUND ACCELERATIONS
X - D. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION.
B. ELEMENT SPECIALINSP CHART. (ICC 500) WITH Ss = 0.135g
NOT
BASE PLATES AND ANCHORAGE THE EXCEPTION THAT INSPECTION S1 = 0.063g
IS CONTINUOUS, NOT PERIODIC. DESIGN SPECTRAL GROUND ACCELERATIONS
SDS = 0.117g
INSPECTION OF INSTALLED PROTECTION ASSEMBLIES AND COMPONENTS SD1 = 0.063g
5.
SHALL
SITE CLASS: C
A. OPENING OR PENETRATION PROTECTION SEISMIC DESIGN CATEGORY: A
INSPECT OVERHEAD DOOR PROTECTION X - SEE MASONRY AND CONCRETE
INSTALLATION PER MFR. AND SPECIAL INSP CHART. 04-STORM SHELTER ROOF COMPOSITE METAL DECK
DEPICTED
ANCHORAGE MANUFACTURERS SPECIFICATIONS
WITH THE EXCEPTION THAT 1. STEEL DECK SHALL BE 3" VLI X 18 (G60 GALV) AS MANUFACTURED BY THE
INSPECTION IS CONTINUOUS, NOT VULCRAFT CORP. OR EQUAL. DECK SHALL BE CONTINUOUS OVER THREE OR MORE
PERIODIC. SPANS AND SHALL BE ATTACHED TO THE SUPPORTING STEEL WITH POWDER
ACTUATED FASTENERS. FASTENERS TO BE 6" O.C. AT ENDS AND 6" O.C. AT
INTERMEDIATE SUPPORTS. SECURE DECK TO STEEL FRAMING WITH STUDS AT 12" C/C
INSPECT COMPONENT PRODUCT TYPE AND X -
MINIMUM SPACING.
MANUFACTURER TESTING DATA
09.04.2023
INFORMATION
INSPECT DUCT PENETRATION PROTECTION SEE MASONRY AND/OR CONCRETE 2. SECURE PERIMETER OF DECK TO STRUCTURAL MEMBERS WITH POWDER ACTUATED
X -
APPARATUS INSTALLATION AND ATTACHMENT SPEC INSP CHART AND MFR'S FASTENERS AT 6" O.C., UNLESS OTHERWISE SHOWN. AT PERIMETER MEMBERS
SPECIFICATION (ICC 500) WITH THE RUNNING PARALLEL TO DECK ATTACH WITH POWDER ACTUATED FASTENERS AT 6".
TO
MASONRY OR SKIN ARMOR. EXCEPTION THAT INSPECTION IS
3. SIDE LAPS SHALL HAVE A MINIMUM #12 TEK SCREWS OR BUTTON PUNCHED
CONTINUOUS, NOT PERIODIC. SPACING OF 1'-0".
4. WHERE PARTIAL PANELS MAY BE REQUIRED TO COMPLETE DECK INSTALLATION AT
6. ROOF DECK ATTACHMENTS AND REINFORCEMENT
GENERAL NOTES AND REQUIRED INSPECTIONS - STORM SHELTER
PERIMETER OF STRUCTURE, PROVIDE POWDER ACTUATED FASTENERS IN EACH FLUTE
A. REINFORCING STEEL: TO STRUCTURAL MEMBERS.
OR
INSPECT REINFORCEMENT IN CONCRETE SLABS. X - ACI 318: 3.5, 7.1-7.7 5. POWDER ACTUATED FASTENERS SHALL BE HILTI X-ENP-19-L15 FASTENERS OR EQUAL.
REFER TO CONCRETE SPECIAL INSP. CHART WITH ICC 500- 2014 SECTION 107.3.1
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
THE EXCEPTION THAT INSPECTION IS 6. SLAB SHALL BE REINFORCED WITH #4 BARS AT 6" C/C EACH WAY TOP.
CONTINUOUS, NOT PERIODIC. SEE 09/S504.
HIGH SCHOOL / MIDDLE SCHOOL
INSPECT ALL COMPOSITE DECK STUD
ATTACHMENT OF METAL DECK TO STEEL FRAMING X - AWS D1.4 ACI 318; 3.5.2
INSPECT POWDER ACTUATED OR PUDDLE WELD ICC 500- 2014 SECTION 107.3.1
ATTACHMENT OF DECK TO STEEL SUBSTRATE.
SEE STEEL SPECIAL INSPECTION CHART WITH THE
EXCEPTION THAT INSPECTION IS CONTINUOUS,
THE
NOT PERIODIC. a a
6. INSPECTION OF FOUNDATION FOOTING / BEAM AND/OR PIER CAP ELEMENTS
A. INSPECT ALL CONCRETE REINFORCEMENT AND X -
ASSOCIATES.
DOWELS TO ICF ARMOR ABOVE. REFER TO 5'-6" 5'-6"
ACI 318: 3.5, 7.1-7.7
4"
4"
CONCRETE SPECIAL INSP. CHART WITH THE 16'-0"
10 "
ICC 500- 2014 SECTION 107.3.1 3
TRENTON, TX 75490
EXCEPTION THAT INSPECTION IS CONTINUOUS,
NOT PERIODIC. 4"
16'-0"
10 "
5'-6"
7. INSPECTION OF PIER ANCHORAGE TO FOUNDATION BEAMS OR ELEMENTS
a = 11'
2289 FM 815
INSPECT ALL DOWELS OR CAGES TYING X -
A.
FOUNDATION ELEMENTS TO PIERS. INSPECT
ACI 318: 3.5, 7.1-7.7
CONFIGURATION AND QUANTITY OF VERTICAL TIE h = 26'-8" 2 1 1' 1 2
&
ICC 500- 2014 SECTION 107.3.1 5 4 5
REINFORCEMENT. REFER TO CONCRETE SPECIAL
INSPECTION CHART WITH THE EXCEPTION THAT 16'-0" 16'-0" 33'-0" 16'-0" 16'-0"
WILLIAMS
10 " 10 " 1' - 8" 10 " 10 "
NSPECTION IS CONTINUOUS, NOT PERIODIC.
REVISIONS
16'-0"
10 "
NO. DESCRIPTION DATE
REQUIRED VERIFICATION AND INSPECTION OF FABRICATORS OR MANUFACTURERS 1
3 16'-0" 3
VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE
10 "
BOYNTON
1. SEE 106.2.1: WHERE FABRICATION OF STRUCTURAL LOAD-BEARING AND - X ICC-500-2014 106.2.1 -
DEBRIS IMPACT RESISTANT COMPONENTS AND ASSEMBLIES IS BEING
PERFORMED ON THE PREMISES OF A FABRICATORS SHOP, SPECIAL
INSPECTION OF THE FABRICATOR SHALL BE PROVIDED. STORM SHELTER ROOF WIND LOADING DIAGRAM
STORM SHELTER WALL WIND LOADING DIAGRAM
A. EXCEPTION: PREFABRICATED OR PANELIZED STORM SHELTER
OF
COMPENTS
THAT HAVE BEEN INSPECTED AND LABELED BY AN APPROVED AGENCY
-
STORM SHELTER LOADING DIAGRAM
MEETING THE REQUIREMENTS OF THE APPLICABLE BUILDING CODE.
PROPERTY
REQUIRED VERIFICATION AND INSPECTION OF POST-INSTALLED ANCHORS STORM SHELTER COMPOSITE AND CLADDING ZONE CHART
SURFACE ZONE PRESSURE (PSF) FOR EFFECTIVE WIND AREA (SQ.FT.)
VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED STANDARD IBC REFERENCE (ASCE 7-16 FIG. 30.3-1) <10 SQ.FT. 100 SQ.FT. >500 SQ.FT.
SEE 106.3 SPECIAL CASES: - X ICC-500-2014 106.3.1 ZONE 4 (NEGATIVE PRESSURE) -259 - -212
WALLS ISSUE DATE
THE
1. 3. ANCHORS POST-INSTALLED IN HARDENED CONRETE AND MASONRY, ZONE 5 (NEGATIVE PRESSURE) -306 - -212
WHEN USED FOR ANCHORAGE OF SHELTER COMPONENTS FORMING A 09.04.2023
9/1/2023 4:39:01 PM
ZONE 4 & 5 (POSITIVE PRESSURE) 243 - 196
PART OF THE SHELTER ENCLOSURE OR FOR ANCHORAGE OF THE
SHELTER STRUCTURE TO FOUNDATIONS SHALL BE IN ACCORDANCE
IS
WITH SECTION 106.3.1. SURFACE ZONE PRESSURE (PSF) FOR EFFECTIVE WIND AREA (SQ.FT.) PROJECT NO.
(ASCE 7-16 FIG. 30.3-2A) <10 SQ.FT. 100 SQ.FT. >500 SQ.FT.
DRAWING
A. SEE106.3.1: A SPECIAL INSPECTION SHALL BE PROVIDED TO VERIFY THE D21039A
POST-INSTALLED ANCHOR INSTALLATION AND CAPACITY IN ACCORDANCE ZONE 1' (NEGATIVE PRESSURE) -227 -227 -165
ROOF
WITH SECTION 107.2.1. FOR POST-INSTALLED ANCHORAGE TO (FLAT) ZONE 1 (NEGATIVE PRESSURE) -353 - -243
SHEET NO.
FOUNDATIONS, SPECIAL INSPECTION SHALL BE PROVIDED TO VERIFY ZONE 2 (NEGATIVE PRESSURE) -447 - -306
FOUNDATION ADEQUACY IN ACCORDANCE WITH SECTIONS 107.2.1 AND 308.
ZONE 3 (NEGATIVE PRESSURE) -588 - -306
ZONE 1',1, 2, & 3 (POSITIVE PRESSURE) 133 118 118
S102
THIS
ARCHITECT
ABBREVIATIONS USED ON STRUCTURAL DRAWINGS CLASSES OF CONCRETE SCHEDULE
(ALL ABBREVIATIONS SHOWN ARE NOT NECESSARILY USED)
CONCRETE USAGE EXPOSURE MINIMUM COMPRESSIVE CONCRETE MAXIMUM SLUMP MAXIMUM PERMISSIBLE MAXIMUM WATER-SOLUBLE TYPE OF CEMENTITIOUS ALLOWABLE CEMENT
CLASS STRENGTH (f'c) at 28 days TYPE W/CM RATIO (IN) AGGREGATE AIR CONTENT CHLORIDE ION CONTENT IN MATERIAL (3)(7)(8)(9) REPLACEMENT (FLY ASH -
A_____________________ L_____________________ (PSI) SIZE (1)(5) CONCRETE, PERCENT BY
WEIGHT OF CEMENT (2) (6)
TYPE F) (11)
THE
AB ANCHOR BOLT l LITER
ACI AMERICAN CONCRETE INSTITUTE L ANGLE (STRUCTURAL SHAPE) DEEP FOUNDATIONS
ADD'L ADDITIONAL LB POUND
ADJ ADJACENT LH LEFT HAND
DRILLED PIERS
OF
ADDM ADDENDUM LL LIVE LOAD F1 S0 W0 C1 4000 NWC 0.55 5-7 1 1/2" 4.5 0.3 NO TYPE RESTRICTION 0%-25%
AFF ABOVE FINISH FLOOR LONG LONGITUDAL
AHU AIR HANDLING UNIT LLH LONG LEG HORIZONTAL
SHALLOW FOUNDATIONS
PERMISSION
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION LLV LONG LEG VERTICAL
ALT ALTERNATE LT WT LIGHT WEIGHT
ANSI AMERICAN NATIONAL STANDARDS INSTITUTE LP LOW POINT GRADE BEAMS F1 S0 W0 C1 4000 NWC 0.55 3-5 1" 4.5 0.3 NO TYPE RESTRICTION 0%-25%
APA AMERICAN PLYWOOD ASSOCIATION 3010 LBJ Freeway l Suite 500
APPROX APPROXIMATE PIER CAPS F1 S0 W0 C1 4000 NWC 0.55 3-5 1" 4.5 0.3 NO TYPE RESTRICTION 0%-25%
ARCH'L
ASTM
ARCHITECTURAL
AMERICAN SOCIETY OF TESTING MATERIALS
M_____________________ PLINTHS
Dallas, Texas 75234
P 972-661-5461
AWG AMERICAN WIRE GAGE MAU MAKE UP AIR UNIT(S) F1 S0 W0 C1 4000 NWC 0.55 3-5 1" 4.5 0.3 NO TYPE RESTRICTION 0%-25%
AWS AMERICAN WELDING SOCIETY MATL MATERIAL F 972-661-5449
MAX MAXIMUM
MB MACHINE BOLT
SLABS ON GRADE
B_____________________ MCJ MASONRY CONTROL JOINT bwaarchitects.com
WRITTEN
MECH'L MECHANICAL SLABS ON GRADE F1 S0 W0 C1 4000 NWC 0.55 3-5 1 1/2" 4.5 0.3 NO TYPE RESTRICTION 0%-25%
B/B BACK TO BACK MEZZ MEZZANINE
BL BUILDING LINE MFG MANUFACTURING
BLDG BUILDING MFR MANUFACTURER
FLOOR/ROOF FRAMING
BLKG BLOCKING MID MIDDLE
BM BEAM MIN MINIMUM SLAB ON METAL DECK F0 S0 W0 C0 4000 NWC 0.55 3-5 3/4" N/A 1.0 NO TYPE RESTRICTION 0%-25% Member: American Institute of Architects
BO BLOCK-OUT MISC MISCELLANEOUS
BOS BOTTOM OF STEEL MO MASONRY OPENING TOPPING SLAB - INTERIOR F1 S0 W0 C1 3500 NWC 0.55 3-5 3/4" 5 0.3 NO TYPE RESTRICTION 0%-25%
WITHOUT
BOT BOTTOM (BOTTOM FACE, LAYER, SIDE) MOD MODIFY
B PL BASE PLATE M MOMENT
BRDG BRIDGING MC MOMENT CONNECTIONS TOPPING SLAB - EXTERIOR F1 S0 W0 C1 3500 NWC 0.55 3-5 3/4" 5 0.3 NO TYPE RESTRICTION 0%-25%
BRG BEARING MTL METAL
BTWN BETWEEN
NOTES:
TEXAS REG. NO. F-10142
N_____________________
CLICK JOB NO. 23-004A
1. TOLERANCE ON AIR CONTENT AS DELIVERED TO THE SITE TO BE +/-1.5% OF VALUE NOTED IN TABLE ABOVE.
C_____________________
DALLAS, TEXAS 75201
2. WATER-SOLUBLE CHLORIDE ION CONTENT THAT IS CONTRIBUTED FROM THE INGREDIENTS INCLUDING WATER, AGGREGATES, CEMENTITIOUS
CLICK ENGINEERING
2218 BRYAN STREET
USED
N NORTH
MATERIALS, AND ADMIXTURES SHALL BE DETERMINED ON THE CONCRETE MIXTURE BY ASTM C1218 AT AGE BETWEEN 28 AND 42 DAYS.
C AMERICAN STANDARD CHANNEL (STRUCTURAL SHAPE) NA NOT APPLICABLE
C/C CENTER TO CENTER NIC NOT IN CONTRACT 3. ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MATERIALS TO THOSE LISTED IN THE TABLE ABOVE ARE PERMITTED WHEN TESTED FOR SULFATE
CANT CANTILEVER NOM NOMINAL RESISTANCE AND MEETING THE CRITERIA IN SECTION 26.4.2.2(c) OF ACI 318-14.
P: 214.871.2302
CG CENTER OF GRAVITY NS NEAR SIDE (FACE) 4. THE MAXIMUM W/CM LIMITS IN TABLE ABOVE DO NOT APPLY TO LIGHTWEIGHT CONCRETE.
CI CAST IRON NTS NOT TO SCALE 5. FOR ASTM C150 CEMENTITIOUS MATERIAL, OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE I OR TYPE III ARE PERMITTED IN EXPOSURE
OR
CIR CIRCLE
SUITE 150
CLASSES S1 OR S2 IF THE C3A CONTENTS ARE LESS THAN 8 PERCENT FOR EXPOSURE CLASS S1 OR LESS THAN 5 PERCENT FOR EXPOSURE CLASS S2.
CIRC CIRCULAR
CJ CONSTRUCTION JOINT
O_____________________ 6. WHERE APPLICABLE, WATER-SOLUBLE CHLORIDE ION CONTENT OF GROUT FOR BONDED TENDONS SHALL NOT EXCEED 0.06
REPRODUCED
CL CENTER LINE PERCENT WHEN TESTED IN ACCORDANCE WITH ASTM C1218, MEASURED BY MASS OF CHLORIDE ION TO MASS OF CEMENT.
CLG CEILING OC ON CENTER
CLR CLEAR OD OUTSIDE DIAMETER
CMU CONCRETE MASONRY UNIT OF OUTSIDE FACE
COL COLUMN OFD OVER FLOW DRAIN
C COMPRESSION OH DR OVERHEAD DOOR
CONC CONCRETE OPNG OPENING
CONN CONNECTION OPP OPPOSITE
CONSTR CONSTRUCTION OH OPPOSITE HAND
CONT CONTINUOUS OSHA OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION
CONTR CONTRACTOR
COORD COORDINATE
CSI CONSTRUCTION SPECIFICATIONS INSTITUTE
P____________________
BE
CTJ CONTROL JOINT
CTR CENTER PAR PARALLEL
CU FT CUBIC FOOT PAF POWDER ACTUATED FASTENER
CU YD CUBIC YARD PCF POUNDS PER CUBIC FOOT
NOT
PCI PRESTRESSED CONCRETE INSTITUTE
PEMB PRE-ENGINEERED METAL BUILDING
D_____________________ PENET
PERP
PENETRATION
PERPENDICULAR
SHALL
D DEPTH PL PLATE
DAT DATUM PLF POUNDS PER LINEAL FOOT
DBA DEFORMED BAR ANCHOR PREFAB PREFABRICATE
DEG DEGREE PRELIM PRELIMINARY
DEMO DEMOLISH PROJ PROJECT
DET'L DETAIL PSF POUNDS PER SQUARE FOOT
DIA DIAMETER PSI POUNDS PER SQUARE INCH
DEPICTED
DIAG DIAGONAL PT POST-TENSION
DIM DIMENSION PVC POLYVINYL CHLORIDE
DIV DIVIDE PLYWD PLYWOOD
h 0.6
h
DL
DBL
DEAD LOAD
DOUBLE
PVG PAVING
0.6
DWLS DOWELS
3
DN
DWG
DOWN
DRAWING
Q_____________________
QC QUALITY CONTROL 09.04.2023
INFORMATION
QTY QUANTITY
h
E_____________________ 0.6 h
0.6
h 2 0.2
E
EA
EAST, MODULUS OF ELASTICITY
EACH
R_____________________ 1
0.6
h
EF EACH FACE R RADIUS
EIFS EXTERIOR INSULATION FINISH SYSTEM RCP REINFORCED CONCRETE PIPE 2
EJ EXPANSION JOINT RD ROOF DRAIN
EL ELEVATION REF REFERENCE 1
ELEV ELEVATOR REINF REINFORCE 0.
6h
3
ENGR ENGINEER REQD REQUIRED
h
0.6
EQ EQUAL REV REVISION
1'
OR
EQUIP EQUIPMENT RF RIGID FRAME 0. 5
NOTES: 6h
EW
EXIST'G
EACH WAY
EXISTING
RH
RO
RIGHT HAND(ED)
ROUGH OPENING
'Id' TENSION DEVELOPMENT LENGTH 1. TABULATED VALUES ARE APPLICABLE ONLY IF
FOR BEAM, SLAB OR WALL REBAR
NEW CONSTRUCTION / RENOVATION
EXP EXPANSION ROW RIGHT OF WAY CLEAR SPACING OF BARS BEING DEVELOPED OR 3 1
DRAWING(S)
EXP BT EXPANSION BOLT RTU ROOF TOP UNIT SPLICED IS NOT LESS THEN 'db', CLEAR COVER IS
EJ EXPANSION JOINT (GRADE 60 UNCOATED BARS) 2
NOT LESS THAN 'db', AND STIRRUPS OR TIES
EXT EXTERIOR NORMAL WEIGHT CONCRETE a
HIGH SCHOOL / MIDDLE SCHOOL
1
S_____________________ THROUGHOUT 'ld' IS NOT LESS THAN CODE MINIMUM,
OR CLEAR SPACING OF BARS BEING DEVELOPED 5 4
F_____________________ S SOUTH BAR f'c=3000 PSI f'c=4000 PSI f'c=5000 PSI 2
ABBREVIATIONS, LEGENDS AND SCHEDULES
OR SPLICED IS NOT LESS THAN 2*'db' AND CLEAR
0.2
h
SCH SCHEDULE COVER IS NOT LESS THAN 'db'. FOR OTHER CASES,
FABR FABRICATOR SECT SECTION SIZE Id TOP Id BOTT Id TOP Id BOTT Id TOP Id BOTT MULTIPLY TABULATED VALUES BY 1.5.
h
FD FLOOR DRAIN SF SQUARE FOOT
2. 'TOP' BARS ARE HORIZONTAL REBARS WITH MORE 4
FDN FOUNDATION SHT SHEET
THAN 12" OF FRESH CONCRETE CAST BELOW THE
a
FF EL FINISH FLOOR ELEVATION SIM SIMILAR #3 1'-9" 1'-4" 1'-6" 1'-2" 1'-5" 1'-1"
THE
FIN FLR FINISH FLOOR SJI STEEL JOIST INSTITUTE BARS AT THE DEVELOPMENT LENGTH.
h 3
FIN
FLG
FINISH(ED)
FLANGE
SC
SOG
SLIP CONNECTION
SLAB ON GRADE #4 2'-4" 1'-10" 2'-1" 1'-7" 1'-10" 1'-5"
3. FOR LIGHT WEIGHT CONCRETE MULTIPLY THE 0.2
FLR FLOOR SPA SPACE
TABULATED VALUES BY 1.3. 5 5
4. FOR EPOXY COATED BARS, MULTIPLY THE
FOS FACE OF STUD SPEC SPECIFICATION
#5 3'-0" 2'-3" 2'-7" 2'-0" 2'-4" 1'-9" TABULATED VALUES BY 1.5 FOR BOTTOM BARS,
NOTE: 'a' IS DEFINED AS
ASSOCIATES.
FP FIREPROOFING SST STAINLESS STEEL
FS
FT
FAR SIDE
FOOT
STD
STL
STANDARD
STEEL
OR BY 1.3 FOR TOP BARS.
a
DISTANCE AS MEASURED
#6 3'-7" 2'-9" 3'-1" 2'-4" 2'-9" 2'-1"
5. FOR REINFORCEMENT OTHER THAN GRADE 60, a
FTG FOOTING STIFF STIFFENER
MODIFY THE TABULATED VALUES BY THE RATIO FROM ANY CORNER OF
TRENTON, TX 75490
FV FIELD VERIFY STIR STIRRUPS
OF THE REINFORCEMENT YIELD STRENGTH DIVIDED
STRUCT
SYM
STRUCTURAL
SYMMETRICAL #7 5'-2" 4'-0" 4'-6" 3'-6" 4'-0" 3'-1" BY 60 KSI.
BUILDING PLAN
G_____________________
2289 FM 815
GA GAGE OR GAUGE
T_____________________ #8 5'-11" 4'-7" 5'-2" 3'-11" 4'-7" 3'-6" COMPONENT AND CLADDING ZONE CHART
GALV GALVANIZED
GB GRADE BEAM T TENSION SURFACE ZONE PRESSURE (PSF) FOR EFFECTIVE WIND AREA (SQ.FT.)
GC GENERAL CONTRACTOR TAN TANGENT #9 6'-8" 5'-2" 5'-9" 4'-5" 5'-2" 4'-0"
&
GEN'L GENERAL TEMP TEMPORARY (ASCE 7-16 FIG. 30.3-1) 10 SQ.FT. 100 SQ.FT. 500 SQ.FT.
GL GLULAM TERR TERRAZZO
#10 7'-6" 5'-10" 6'-6" 5'-0" 5'-10" 4'-6" a = 22' ZONE 4 (NEGATIVE PRESSURE) -45 - -37
WILLIAMS
GR BM GRADE BEAM THK THICKNESS
WALLS
T&B TOP AND BOTTOM ZONE 5 (NEGATIVE PRESSURE) -53 - -37
TOB TOP OF BEAM
#11 8'-4" 6'-6" 7'-3" 5'-7" 6'-6" 5'-0" ZONE 4 & 5 (POSITIVE PRESSURE) 42 - 34
TOC TOP OF CURB
h = 35' REVISIONS
H_____________________ TOF
TOG
TOP OF FOOTING
TOP OF GRADE
NO. DESCRIPTION
1
DATE
HEX HEXAGON(AL) TOJ TOP OF JOIST SURFACE ZONE PRESSURE (PSF) FOR EFFECTIVE WIND AREA (SQ.FT.)
HK HOOK TOL TOLERANCE
HORIZ HORIZONTAL TOM TOP OF MASONRY (ASCE 7-16 FIG. 30.3-2A) 10 SQ.FT. 100 SQ.FT. 500 SQ.FT.
BOYNTON
NOTES:
HP HIGH POINT TOP TOP OF PIER TENSION LAP SPLICES-CLASS "B" 1. TABULATED VALUES ARE APPLICABLE ONLY IF ZONE 1' (NEGATIVE PRESSURE) -39 -39 -28
HSA HEADED STUD ANCHOR TOS TOP OF STEEL ROOF
HSS HOLLOW STRUCTURAL SHAPE TOW TOP OF WALL TOP BARS AND BOTTOM BARS CLEAR SPACING OF BARS BEING DEVELOPED
(FLAT) ZONE 1 (NEGATIVE PRESSURE) -61 - -42
HT HEIGHT TL TOTAL LOAD OR SPLICED IS NOT LESS THEN 'db', CLEAR COVER
HVAC HEATING VENTILATION AND AIR CONDITIONING TCX TOP CHORD EXTENSION
(GRADE 60 UNCOATED BARS) ZONE 2 (NEGATIVE PRESSURE) -77 - -53
IS NOT LESS THAN 'db', AND STIRRUPS OR TIES
TS TUBE STEEL NORMAL WEIGHT CONCRETE
THROUGHOUT 'ld' IS NOT LESS THAN CODE MINIMUM, ZONE 3 (NEGATIVE PRESSURE) -102 - -53
TYP TYPICAL
I_____________________ T&G TONGUE AND GROOVE
BAR f'c=3000 PSI f'c=4000 PSI f'c=5000 PSI
OR CLEAR SPACING OF BARS BEING DEVELOPED
OR SPLICED IS NOT LESS THAN 2*'db' AND CLEAR
ZONE 1', 1, 2, & 3 (POSITIVE PRESSURE) 23 20 20
OF
I MOMENT OF INERTIA COVER IS NOT LESS THAN 'db'. FOR OTHER CASES,
SIZE
INFO
IBC
INFORMATION
INTERNATIONAL BUILDING CODE
L_____________________ TOP BOTT TOP BOTT TOP BOTT MULTIPLY TABULATED VALUES BY 1.5.
2. 'TOP' BARS ARE HORIZONTAL REBARS WITH MORE ROOF
ZONE 1,1 (-VE PRESSURE) - - -
PROPERTY
ID INSIDE DIAMETER UBC UNIFORM BUILDING CODE
THAN 12" OF FRESH CONCRETE CAST BELOW THE
ZONE 2 (-VE PRESSURE) - - -
IF INSIDE FACE UL UNDERWRITERS LABORATORIES, INC. #3 2'-4" 1'-9" 2'-0" 1'-6" 1'-10" 1'-5" BARS AT THE DEVELOPMENT LENGTH.
OVER- HANG
ZONE 3 (-VE PRESSURE) - - -
INCL INCLUDE(D)(ING)(SIVE) ULT ULTIMATE
INS INSULATION UNO UNLESS NOTED OTHERWISE 3. FOR LIGHT WEIGHT CONCRETE MULTIPLY THE - - -
#4 3'-1" 2'-4" 2'-8" 2'-1" 2'-5" 1'-10" NEGATIVE PRESSURE
INT INTERIOR TABULATED VALUES BY 1.3. CANOPY
INTERM INTERMEDIATE 4. FOR EPOXY COATED BARS, MULTIPLY THE POSITIVE PRESSURE - - -
J_____________________ V_____________________ #5 3'-10" 3'-0" 3'-4" 2'-7" 3'-0" 2'-4" TABULATED VALUES BY 1.5 FOR BOTTOM BARS,
PARAPET
ZONE 4 119 - 87
V SHEAR OR BY 1.3 FOR TOP BARS.
5. FOR REINFORCEMENT OTHER THAN GRADE 60,
ZONE 5 144 - 87
VAR VARIES
#6 4'-8" 3'-7" 4'-0" 3'-1" 3'-7" 2'-9" ISSUE DATE
THE
JT JOINT VERT VERTICAL MODIFY THE TABULATED VALUES BY THE RATIO
JST JOIST OF THE REINFORCEMENT YIELD STRENGTH 09.04.2023
9/1/2023 4:39:02 PM
#7 6'-9" 5'-2" 5'-10" 4'-6" 5'-3" 4'-0" DIVIDED BY 60 KSI. NOTES:
K_____________________ W_____________________ 6. FOR CLASS 'A' SPLICE (PERMITTED ONLY WHEN 1. (0-10 S.F.) EXAMPLE DENOTES EFFECTIVE WIND AREA.
IS
W WEST NOT MORE THAN HALF THE BAR SPLICES ARE 2. + AND - SIGNS SIGNIFY PRESSURES ACTING TOWARD OR AWAY FROM THE SURFACES, RESPECTIVELY.
K KIP (1000 POUNDS) WLD WELDED
#8 7'-9" 5'-11" 6'-8" 5'-2" 6'-0" 4'-7" STAGGERED BY THE DISTANCE OF THE SPLICE 3. WIND PRESSURES FOR EFFECTIVE WIND AREAS BETWEEN THE SPECIFIED RANGES MAY BE DETERMINED BY PROJECT NO.
DRAWING
KLF KIP PER LINEAR FOOT WP WORK POINT LENGTH) USE SAME AS TENSION DEVELOPMENT INTERPOLATION. OTHERWISE, USE THE VALUE ASSOCIATED WITH THE LOWER EFFECTIVE AREA.
KSF KIP PER SQUARE FOOT WWF WELDED WIRE FABRIC #9 8'-8" 6'-8" 7'-6" 5'-9" 6'-9" 5'-2" LENGTH. 4. -VE VALUES ARE GROSS UPLIFTS AT ULTIMATE LEVEL. OPEN WEB STEEL JOIST ANUFACTURER MAY SUBTRACT A DEAD D21039A
WB WIND-BRACING
LOAD OF 6 PSF (FOR DECKING, INSULATION AND ROOFING MEMBRANE) FROM SERVICE LEVEL WIND LOADS TO ARRIVE
WS WATERSTOP
AT NET UPLIFT PRESSURE.
WT
W/
WEIGHT
WITH
#10 9'-10" 7'-6" 8'-6" 6'-6" 7'-7" 5'-10" 5. ALL VALUES ARE AT ULTIMATE LEVEL. MULTIPLY VALUES BY 0.6 TO OBTAIN SERVICE LEVEL PRESSURES.
SHEET NO.
W/O WITHOUT
#11 10'-11" 8'-4" 9'-5" 7'-3" 8'-5" 6'-6"
COMPONENTS
S103
THIS
AND CLADDING DESIGN WIND PRESSURES
ARCHITECT
1 3 5 8 S1 28 32 37 41 42 44 45 47 51
THE
C' C'
OF
PERMISSION
B' B'
3010 LBJ Freeway l Suite 500
Dallas, Texas 75234
P 972-661-5461
8 1/2" DEPRESSION
AT WALK-INS F 972-661-5449
A' A' bwaarchitects.com
WRITTEN
2
- STORM SHELTER
Member: American Institute of Architects
- RAISED FLOOR
WITHOUT
2
TEXAS REG. NO. F-10142
CLICK JOB NO. 23-004A
AT LAUNDRY ROOM C224:
DALLAS, TEXAS 75201
PROVIDE THICKENED SLAB PER 02/S305 AT
CLICK ENGINEERING
2218 BRYAN STREET
USED
WASHOUT DRAIN. COORDINATE WITH
MEP/ARCH. FOR DRAIN LOCATION AND SIZE.
PROVIDE HOUSEKEEPING PAD PER 07/S305
P: 214.871.2302
FOR EQUIPMENT. TYP. AT ALL EQUIPMENT
ARE REQUIRED BY MEP.
OR
SUITE 150
SF.5
7
REPRODUCED
UP
K K
STORM SHELTER
2" DEPRESSION
BE
3 1/8" RECESS AT GYM
AT SHOWERS
TYP.
COORD. WITH ARCH. DWGS.
NOT
.
AT LAUNDRY ROOM C227B:
.
PROVIDE THICKENED SLAB PER 02/S305 AT
SHALL
WASHOUT DRAIN. COORDINATE WITH
MEP/ARCH. FOR DRAIN LOCATION AND SIZE.
PROVIDE HOUSEKEEPING PAD PER 07/S305
FOR EQUIPMENT. TYP. AT ALL EQUIPMENT
N.1 ARE REQUIRED BY MEP. N.1
DEPICTED
1/2" SLAB
DEPRESSION AT
WEIGHT ROOM
GG GG 09.04.2023
INFORMATION
HH.7 HH.7
OR
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
HIGH SCHOOL / MIDDLE SCHOOL
THE
OVERALL FOUNDATION PLAN
ASSOCIATES.
TRENTON, TX 75490
2289 FM 815
&
WILLIAMS
REVISIONS
NO. DESCRIPTION DATE
7 ASI-01 03/22/2024
BOYNTON
ZZ.1 ZZ.1
OF
PROPERTY
28 37 41 44 45 8
1 3 5 8 S1 12 32 42 47 51
ISSUE DATE
THE
09.04.2023
4/5/2024 1:44:08 PM
FM815
IS
1
01 OVERALL FOUNDATION PLAN 4 5
PROJECT NO.
DRAWING
2 D21039A
3/64" = 1'-0"
3 SHEET NO. 7
6
S200
THIS
4/5/2024 1:44:11 PM
T
F
A
Y
C
N
H
A'
B'
C'
AA
2' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 24' - 0" 11' - 4 5/8" 21' - 2" 26' - 3" 21' - 6"
11
S302
2' - 8"
MATCH LINE
SEE DWG. S202
1
1
4' - 0"
24 24 24 24 24 24
9 " 9 " 9 " 9 " 9 " 9 "/
6 /7' 6 /7' 6 /7' 6 /7' 6 /7' 6 7'
' -0 ' -0 ' -0 ' -0 ' -0 ' -0
- - - - - -
10 " 10 " 10 " 10 " 10 " 10 "
" " " " " "
1' - 7 5/8" 9' - 9" 1' - 7"
12' - 1" 6' - 0"
24' - 11 1/4"
07
03
02
01
S312
S310
S310
S310
SIM.
SIM.
SIM.
SIM.
2' - 2 3/4"
9 3/4"
3
3
3' - 0"
24 24 24 24 24 24 24
9 " 9 " 9 " 9 " 9 " 9 "/ 9 "/
6 6
4
7'
6 /7'
' -0
6 /7'
' -0
6 /7'
' -0
6 /7'
' -0
6 /7'
' -0 ' -0 '
7'
-0 24
- - - - - - - 24
10 " 10 " 10 " 10 " 10 " 10 " 10 " 96 "/7
" " " " " " " ' 9 "/
'-0 6
1' - 7"
- '
7'
-0
10 " -
" 10 "
"
16' - 2 3/4"
01
S310
5
32' - 5 3/4"
24
"
9
6 /7'
7" '
42' - 8"
-0
-
10 "
"
13' - 1 3/8" 13' - 1 3/4" 21' - 6" 5' - 5 1/4"
CONSTRUCTION OR
16' - 3"
CONTROL JOINTS TYPICAL
REFER DETAILS SHEET S3.05
6
6
03
S310
24 24 24 24 24 24 24 24 9
9 " 9 " 9 " 9 " 9 " 9 " 9 "/ 6
6 9 "/
6
6 /7' 6 /7' 6 /7' 6 /7' 6 /7' 6 /7' 7' '
' ' ' ' ' ' '
24
-0 -0 -0 -0 -0 -0 -0 7'
'
SIM.
- - - - - - - -
-0 "/ - 1
10 " 10 " 10 " 10 " 10 " 10 " 10 "
8' - 7 1/4"
11"
7' 0
10 "
11"
9' - 6 1/8"
" " " " " " "
-0 "
" "
SL
SF.5
6.8
06
S314
16' - 5 1/8" 17' - 8 1/8" 16' - 8" 13' - 4" 16' - 6 3/4" 16' - 2 3/8" 11' - 4 3/4" 21' - 8 1/4"
08
S510
24 24 24
"
01
9 9 9
10
"/ "/
6 6
S314
S311
6 /7' 7' 7'
' -0 -0 ' ' -0
04
- - -
07
RAMP UP
01
S314
S314
.
2' - 1 1/2"
24 10 " 10 " 10 "
S313
FIN. FLR.
11 5/8" 4 3/8" 9 " " RAMP UP " "
FIN. FLR.
.
11' - 2 1/2"
7
WB-23
7
EL. 102'-6"
6 /7'
EL. 105'-0"
4' - 1 1/4" ' -0
7.8
-
2
8
3 5/8"
11' - 6 1/8"
SIM.
10 "
"
8
9
9
24 24 24
9 " 9 " 9 "/
24 24 6 /7' 6 7'
' '
S1
S1
6 /7'
36 36 24 36 36 36 36 36 ' -0 -
-0
-
-0
1' - 11"
9 "/7 9 "/7 -
9 " 9 " 9 "/ 9 " 9 " 9 " 9 " 9 " 6 6
5' - 9"
6 /8 6 /8 6 10 6 /8 6 /8 6 /8 6 /8 6 /8 ' '-0 ' '-0 10 " 10 " 10 "
' ' ' '- ' ' ' ' ' - - " " "
1' - 1 3/4"
- '-0 - '-0 - 0 - '-0 - '-0 - '-0 - '-0 - '-0 10 " 10 "
03
0 " 0 " 0 " 0 " 0 " 0 " 0 " 0 " " "
S310
" " " " " " " "
07
1' - 4 5/8"
S312
36
2' - 3 7/8" 8' - 0 1/8" 9 "
14' - 8 7/8"
6 /8
'
- '-0
SIM.
0 "
01
"
7
S310
24
08
9 "/
S2
S2
1' - 1" 6
S314
7'
'
SIM.
-0
-
10 "
"
AND WALL
WB-27
4' - 1 3/8"
S3
S3
CL GRADE BEAM
36
9 " 24
12.8
6 /8 24 24
13
' 9 " 9 " 9 "/
6
1' - 0"
- '-0 6 /10 6 /7' '
7'
0 " ' '- ' -0 -
-0
" - -
7
36 0 0" 10 " 10 "
9 " " " "
6 /8
13' - 5 1/8"
'
12' - 2 5/8"
- '-0
0 "
"
S4
S4
WB-28
24
36 9 "/
9 " 6 7'
04
'
7
6 /8 -0
-
S314
' 10 "
- '-0
0 " "
8' - 2 5/8"
"
SIM.
9' - 3 5/8"
6' - 0" 75' - 3 5/8" 18' - 8"
TO REMAIN
16.6
36
7
9
15' - 4 7/8"
2' - 6 3/8" 16' - 5 1/8" 17' - 8 1/8" 15' - 0" 15' - 0" 16' - 6 3/4" 6
"/
8
7
' 24
- '-0 9 "/
17
0 " 6 7'
" ' -0
-
10 "
"
S5
S5
EXISTING CONSTRUCTION
15' - 0"
24
9 "/
05
6
06
36 7'
S314
'
S310
" -0
9 1' - 1 1/8" -
6 /8 10 "
'
2' - 7 1/4"
- '-0 "
0 "
"
19.1
11"
01
24
S311
36 9 36 30 30 36
9
16' - 5 3/4"
6 "/ 24 24
9 " 9 " 6 10 9 9 9 "/
6 9 9
7
6 /8 8
01
"/ "/
6 /10 ' 6 "/10 6 "/10
36 '
6 6
-
' ' ' ' ' 10
S312
03 AND 04/ S3.05
- '-0 - '- - '-0
- '- - '- - '-0 ' '
7'
"/
T/SLAB EL. 99'-3 1/2"
0 '- -0
" - -
KITCHEN EQUIPMENT)
0 " 0 "
10 0"
0 0" " 0 0" 0 0"
" " " " " 0 0" 10 "
'-
"
0
"
REFER DETAIL 05/S305
"
S6
S6
CONSTRUCTION OR CONTROL
02
(RECESSED 8 1/2" FOR WALK-IN
S311
-3 1/2"
5' - 6 1/8"
JOINTS TYPICAL REFER DETAILS
21
WB-29
36 36
9 "/ 24 9 "/
6 8 6 8
1' - 5"
14' - 3 7/8"
' 9 "/ '
15' - 11 1/2"
- '-0 6 7' - '-0
0 " ' -0 0 "
01
" - "
S310
0 "
"
40' - 3"
S7
S7
(HATCHED AREA)
(HATCHED AREA)
SIM.
RAMP DOWN
RAMP DOWN
FIN. FLR. EL. 103'-4"
FIN. FLR. EL. 103'-4"
20' - 0"
04
24
T/SLAB EL. 103'-0 1/2"
T/SLAB EL. 103'-0 1/2"
31' - 9 3/8"
S312
.
9 "/
3/8" 24 6 7'
'
03
-0
-
S311
9 "/1
6 0 10 "
24' - 4 1/4"
' '-
- "
T/SLAB
0 0"
24
1' - 0" " 24
03
36 36 36
02
" " -3 1/2" "
S312
9 9 9 9 "/
S312
EL. 103'-4"
6 /8 6 /8 6 /8 6 1' - 6 3/4"
14' - 10 7/8"
7' 24
' ' ' '
13' - 3 1/4"
-0 "
- '-0 - '-0 - '-0 - 9
25
0 " 0 " 0 " 10 " 6 /7'
'
1' - 8" " " " " -
-0
7
03
1' - 2 3/4"
10 "
S311
"
S8
S8
5' - 3 5/8"
24 24
9 " 9 "/
SIM.
6 /7' 6 7'
36 36 36 ' ' 36 24
2' - 4 1/4"
-0 -0
9 " 9 " 9 " - - " 9 " 9 "/
2' - 0" 6
27
6 /8 31' - 0" 6 /8 6 /8 29' - 4" 10 " 0 6 /8 24 7'
' ' ' " " ' 9 "/ ' -0
- '-0 - '-0 - '-0 - '-0 6 8 -
0 " 0 " 0 " 0 "
5' - 0"
" " " MATCH LINE " ' ' 10 "
- -0 "
2
05
10 "
06
24
S310
SEE DWG. S204 4" "
01
9
S313
9 "/
S310
11' - 9"
6 8 7' /7'
12' - 4"
12' - 4"
' ' 6' - 8" - -0
08
- -0
07
0 "
S312
0 "
S312
14' - 10"
" "
SIM.
08
S311
05
S312
7"
24 24
SIM.
EL. 103'-4"
EL. 103'-4"
9 9
04
"/ "/
S311
7' 7' 7' 7'
- -0 - -0
EL. 103'-3 1/2"
24
0 " 0 " 24
T/DOCK SLAB
9 "/
30' - 8 3/8"
MATCH LINE
6 7' " " 9 "/
' -0 5 7'
- '
3' - 6"
-0
11' - 5 3/8"
-
SEE DWG. S202
MATCH LINE 10 " 14' - 1 3/8" 14' - 1 3/8" 7"
6 "
13' - 4 3/8"
" "
13' - 4 3/8"
SEE DWG. S204
38' - 9 3/4"
30
14' - 10"
3' - 6"
24
31
9 "/
6 7' 24
' -0
- 24 24 9 "/
10 " " " 6 7'
9 9 ' -0
" -
UP
6 /7' 6 /7'
' -0 ' -0 10 "
- -
"
08
10 " 24 10 " 24 24
S311
" 9 " " 9 " 9 "/
6 /7' 6 /7' 5
11' - 10"
11' - 10"
7'
' ' '
13' - 8 3/8"
-0 -0 -0
- - -
10 " 10 " 6 "
" " "
9' - 11 7/8" 6' - 0 1/8"
3' - 2 3/4"
1' - 0 3/8"
04
S313
32
32
10' - 9" 5' - 8 1/8" 2' - 1 1/2"
24
6 3/4"
6 3/8" 9 "/7
6
' 16'
'-0 - 5 1/8" 17' - 8 1/8"
11 1/4" 16' - 8" 13' - 4" 16' - 6 3/4" 16' - 2 3/8" 11' - 4 3/4" 18' - 10 1/2"
-
10 " 1' - 1"
"
30' - 5 5/8" 29' - 4" 20' - 10 3/8" 18' - 3 3/4" 50' - 2 3/4" 1' - 7 3/4"
2' - 6 3/8"
L
Y
C
AA
SJ
SL
SF
SE
SA
SK
SB
SD
SH
SG
D.7
SF.5
SK.3
3.
01
1/8" = 1'-0"
PLAN NOTES:
SHAFT DIA. (INCHES)
FM815
PENETRATION (FT.-INCHES)
FOUNDATION
-
X
X
X "/
X
'- XX
X
8
" "
FOR ELEVATIONS AND DETAILS.
3
2
4. REFER TO S501 FOR BASE PLATE SCHEDULE.
PIER LEGEND
4
STORM SHELTER
5
(TYP. U.N.O.)
TOP OF PIER
AND SLAB PLAN - AREA 1
1. FINISH FLOOR ELEVATION 100'-0" = DATUM ELEVATION 733.66
HATCHED AREA DENOTES
EACH WAY 2" CLEAR FROM TOP OF SLAB, OVER 15 MIL VAPOR
6
2. SLAB ON GRADE TO BE 5" THICK CONCRETE WITH #3 AT 18" C/C
INDICATES WIND BRACE. REFER TO SHEET S600 SERIES
BARRIER, OVER PREPARED SUBGRADE PER SOILS INVESTIGATIONS.
THIS DRAWING IS THE PROPERTY OF BOYNTON WILLIAMS & ASSOCIATES. THE DRAWING(S) OR INFORMATION DEPICTED SHALL NOT BE REPRODUCED OR USED WITHOUT WRITTEN PERMISSION OF THE ARCHITECT
HIGH SCHOOL / MIDDLE SCHOOL CLICK ENGINEERING
NEW CONSTRUCTION / RENOVATION 2218 BRYAN STREET
7 ASI-01
SHEET NO.
REVISIONS
ISSUE DATE
SUITE 150
PROJECT NO.
DALLAS, TEXAS 75201
NO. DESCRIPTION
2289 FM 815 P: 214.871.2302
TRENTON, TX 75490
D21039A
TEXAS REG. NO. F-10142
09.04.2023
S201
7
FOUNDATION AND SLAB PLAN - AREA 1
DATE
CLICK JOB NO. 23-004A
09.04.2023
03/22/2024
P 972-661-5461
3010 LBJ Freeway l Suite 500
F 972-661-5449
Dallas, Texas 75234
bwaarchitects.com
Member: American Institute of Architects
4/5/2024 1:44:13 PM
AA
LL
FF
SL
SS
BB
DD
NN
HH
N.1
GG
QQ
HH.7
134' - 10 3/8"
24' - 0" 24' - 0" 24' - 0" 1' - 2" 4' - 3" 8' - 10 5/8" 9' - 8 3/8" 14' - 4" 10' - 10 5/8" 13' - 1 3/8" 6 3/8"
11' - 1 3/8" 2' - 0"
MATCH LINE
SEE DWG. S201
2' - 8"
11
S302
1
4' - 0"
24 24 24
9 "/ 9 "/ 9 "/
6 7' 6 7' 6 7'
' -0 ' -0 ' -0
- - -
10 " 10 " 10 "
" " "
1' - 7"
18' - 0"
2' - 8"
07
03
02
S312
S310
S310
2
4' - 0"
SIM.
SIM.
SIM.
24 24
9 " 9 "/
7' /7' 7' 7'
- -0 - -0
6' - 11 1/4"
6 " 6 "
" "
6' - 3 1/4"8"
3
3"
24 24
9 " 9 "/
6 /7' 6 7'
' -0 ' -0
- -
03
10 " 10 "
S310
" "
03
01
S310
S310
15' - 9"
SIM.
16' - 8"
16' - 8"
8" 8"
MATCH LINE
6 5/8" 8" 6 5/8" 8"
SIM.
SIM.
TYP.
6 5/8" 8" 6 5/8" 6 5/8"
11 5/8"
SEE DWG. S203
1' - 7"
5
5
24 24 24 24 24 24
9 " 9 " 9 " 9 " 9 " 9 "/
6 /7' 6 /7' 6 /7' 6 /7' 6 /7' 6 7'
' -0 ' -0 ' -0 ' -0 ' -0 ' -0
- - - - - -
10 " 10 " 10 " 10 " 10 " 10 "
" " " " " "
07
07
S313
S313
18' - 9 3/4"
SIM.
SIM.
WB-21
WB-22
29' - 1 3/4"
6
01
1/8" = 1'-0"
24 24
9 "/ 9 "/
6 7' 6 7'
' -0 ' -0
- -
10 " 10 "
10' - 4"
" "
7
7
01
S310
24 24 24 24 24
9 " 9 " 9 " 9 " 9 "/
6 /7' 6 /7' 6 /7' 6 /7' 6 7'
' -0 ' -0 ' -0 ' -0 ' -0
- - - - -
SIM.
24
07
10 " 10 " 10 " 10 " 10 " 9 "/
S310
" " " " " 6 7'
11' - 10"
' -0
10' - 8 1/4"
-
8
7' - 2 3/4" 10 "
"
SIM.
1' - 1 3/4"
9
9
1' - 1"
24 24
S1
9 "/ 24 24 24 9 "/7 36 36
6 7' 9 " 6 9 " 9 "
9 1/4"
' -0 9 "/7
6
9 "/7
6 6 /7' ' '-0 24
6 /8 6 /8
- ' '-0 ' '-0 ' -0 - " 9 "/ ' '
10 " - - - 1 0 6 8 - '-0 - '-0
" 10 " 10 " 10 " " ' ' 0 " 0 "
- -0 " "
" " " 0 "
"
06
04
14' - 8 7/8"
S314
S314
07
07
01
S312
S312
S314
SIM.
SIM.
01
S2
1' - 1"
S310
29' - 0 1/4"
SIM.
AND WALL
4' - 1 3/8"
S3
01
07
07
S310
S310
S310
CL GRADE BEAM
36
9 "/
6 8
13
'
- '-0
SIM.
SIM.
SIM.
0 "
"
13
24 24 24
9 9 9
217' - 11"
"/ "/ "/
6 7' 6 7' 6 7'
5' - 0 1/4"
' ' '
15
-0 -0 -0
4' - 4 1/2"
- - -
10 " 10 " 10 "
9' - 0 5/8"
" " "
24 24
9 " 9 "/
S4
6 /7' 6 7'
' '
1' - 7"
FOUNDATION AND SLAB PLAN - AREA 2
-0 -0
- -
07
10 " 10 "
S310
" " 36
9 "
7
6 /8
'
- '-0
SIM.
1' - 7" 0 "
"
9' - 3 5/8"
18' - 11 3/4"
14' - 11 3/8"
2' - 6 3/8"
176' - 3 3/4"
17
17
24 24 24
S5
5 1/2"
9 "/ 9 "/ 9 "/ 36
6 6 6 9 "
05
7' 7' 7'
' ' ' 6 /8
S314
-0 -0 -0
- - - '
7' - 4 1/4"
10 " 10 " 10 " - '-0
" " " 0 "
"
24
01
36
9
S312
16' - 5 3/4"
"/
6 7' 9 "
SHAFT DIA. (INCHES)
' -0 6 /8
- '
- '-0
24' - 0"
10 " 0 "
" "
PENETRATION (FT.-INCHES)
01
S6
X
S310
X
X "/
X
'- XX
-3 1/2"
X
SIM.
"
5' - 6 1/8"
"
7' - 0 3/4"
21
21
PIER LEGEND
36
" 9 24
CONSTRUCTION OR
6 /8
1' - 5"
24 24 24 ' '- 9 "/
9 " 9 " - 0 6 7'
9 "/7
6 0 " ' -0
6 /7' 6 /7'
' ' " -
-
-0 '
-
-0
-
'-0 0 "
7' - 3 1/4"
10 " 10 " 10 " "
CONTROL JOINTS TYPICAL
" " "
(TYP. U.N.O.)
S7
TOP OF PIER
REFER DETAILS SHEET S305
RAMP DOWN
RAMP DOWN
20' - 0"
14' - 0"
04
31' - 9 3/8"
18' - 5"
S312
.
3/8"
24' - 4 1/4"
24
24
9
5' - 0"
"/
6 8
' '
- -0
0 "
25
25
1' - 7"
10' - 0 7/8" 1' - 1"
"
3.
24
03
24 24
1' - 2 3/4"
9
S311
24 24 24 "/ "
6 8 9 9 "/
' ' 6
S8
6 /7' 7'
5' - 3 5/8"
9 "/7 9 "/7 9 "/7
6 6 6 - -0 ' -0 ' -0
' '-0 ' '-0 ' '-0 0 " - 43' - 9 5/8" -
- - - " 10 " 10 "
SIM.
3' - 9"2' - 5"
10 " 10 " 10 " " "
07
01
07
01
36
" " "
S310
S310
S310
S310
9 "/
27
6 8
'
- '-0
PLAN NOTES:
0 "
SIM.
SIM.
SIM.
SIM.
"
24
06
9 "/
S313
6 8
' '-0
-
0 "
"
01
08
S310
33' - 1"
S311
23' - 5"
SIM.
SIM.
MATCH LINE
11' - 5 3/8"
SEE DWG. S201
MATCH LINE MATCH LINE
SEE DWG. S204 SEE DWG. S204
FOR ELEVATIONS AND DETAILS.
30
4. REFER TO S501 FOR BASE PLATE SCHEDULE.
3' - 6"
24
31
31
9 "/
6 7'
' -0
-
24 24 24 24 24 10 "
9 "/ 9 "/ 9 "/ 9 "/ 9 "/ "
6 7' 6 7' 6 7' 6 7' 6 7'
' -0 ' -0 ' -0 ' -0 ' -0
- - - - -
10 " 10 " 10 " 10 " 10 "
1. FINISH FLOOR ELEVATION 100'-0" = DATUM ELEVATION 733.66
" " " " "
11' - 10"
11' - 10"
EACH WAY 2" CLEAR FROM TOP OF SLAB, OVER 15 MIL VAPOR
2. SLAB ON GRADE TO BE 5" THICK CONCRETE WITH #3 AT 18" C/C
INDICATES WIND BRACE. REFER TO SHEET S600 SERIES
32
32
BARRIER, OVER PREPARED SUBGRADE PER SOILS INVESTIGATIONS.
FM815 24 24 24 24 24 24
9 " 9 " 9 " 9 " 9 " 6 3/8" 9 "/
6 /7' 6 /7' 6 /7' 6 /7' 6 /7' 6 7'
' -0 ' -0 ' -0 ' -0 ' -0 ' -0
- - - - - -
10 " 10 " 10 " 10 " 10 " 10 "
" " " " " "
07
S313
1
SIM.
3
2
07
23' - 9" 3"
WB-24
S313
3" 24' - 0" 24' - 0" 28' - 0" 1' - 2" 43' - 9 5/8" 11' - 1 3/8" 6 3/8"
4
SIM.
2' - 0"
134' - 1"
5
RAMP DOWN
.
Y
JJ
PP
AA
RR
SL
SS
BB
HH
MM
6
N.1
THIS DRAWING IS THE PROPERTY OF BOYNTON WILLIAMS & ASSOCIATES. THE DRAWING(S) OR INFORMATION DEPICTED SHALL NOT BE REPRODUCED OR USED WITHOUT WRITTEN PERMISSION OF THE ARCHITECT
HIGH SCHOOL / MIDDLE SCHOOL CLICK ENGINEERING
NEW CONSTRUCTION / RENOVATION 2218 BRYAN STREET
7 ASI-01
SHEET NO.
REVISIONS
ISSUE DATE
SUITE 150
PROJECT NO.
DALLAS, TEXAS 75201
NO. DESCRIPTION
2289 FM 815 P: 214.871.2302
TRENTON, TX 75490
D21039A
TEXAS REG. NO. F-10142
09.04.2023
S202
7
FOUNDATION AND SLAB PLAN - AREA 2
DATE
CLICK JOB NO. 23-004A
09.04.2023
03/22/2024
P 972-661-5461
3010 LBJ Freeway l Suite 500
F 972-661-5449
Dallas, Texas 75234
bwaarchitects.com
Member: American Institute of Architects
9/1/2023 4:39:13 PM
TT
YY
VV
XX
SS
WW
ZZ.1
XX.2
119' - 10 3/8"
1' - 7" 23' - 10 3/8" 24' - 0" 22' - 4" 1' - 8" 24' - 0" 24' - 0"
16' - 5 3/4" 7' - 6 3/8"
01
07
S310
S310
8"
MATCH LINE
6 5/8" 8"
11 5/8"
5" 8" 8" 6 5/8" 8" 6 5/8" 8" 6 5/8"
TYP.
TYP.
TYP.,UNO
1' - 4"
6 5/8"
1' - 7"
SEE DWG. S202
1' - 7"
1' - 4"
1' - 7"
5
5
24 24 24 24 24 24
9 "/ 9 "/ 9 "/ 9 "/ 9 "/ 9 "/
6 7' 6 7' 6 7' 6 7' 6 7' 6 7'
' -0 ' -0 ' -0 ' -0 ' -0 ' -0
- - - - - -
10 " 10 " 10 " 10 " 10 " 10 "
" " " " " "
WB-18
14' - 6 3/4"
7"
29' - 1 3/4"
29' - 1 3/4"
3' - 5 1/4"
24
14' - 7"
9 "/
6 7'
' -0
-
10 "
1' - 7"
1' - 0 3/4"
"
7
7
8"
24 24 24 24 24
9 " 9 " 9 " 9 " 9 "/
07
6 /7' 6 /7' 6 /7' 6 /7' 6 7'
S312
07
07
' -0 ' -0 ' -0 ' -0 ' -0
S313
S313
- - - - -
10 " 10 " 10 " 10 " 10 "
" " " " "
8' - 8"
11' - 10"
11' - 10"
TYP.
1' - 7" 1' - 10 1/4"
TYP.
TYP.
9
9
WB-17 WB-20
24 24 24 24 24 24
9 "/ 9 "/ 9 "/ 9 "/ 9 "/ 9 "/
6 6 6 6 6 6
1' - 7"
7' 7' 7' 7' 7' 7'
' -0 ' -0 ' -0 ' -0 ' -0 ' -0
- - - - - -
10 " 10 " 10 " 10 " 10 " 10 "
" " " " " "
13' - 11 1/2"
07
01
S313
S310
01
1/8" = 1'-0"
TYP.
TYP.
25' - 0"
12
12
WB-19
24 24
29' - 0 1/4"
9 " 9 "/
6 /7' 6 7'
' -0 ' -0
- -
10 " 10 "
" "
01
07
11' - 0 1/2"
01
07
01
07
S310
S310
S310
S310
S310
S310
1' - 3"
14
14
TYP.
TYP.
TYP.
TYP.
TYP.
TYP.
8"
49' - 0"
7"
24 24
9 " 9 "/
15
6
4' - 0 1/4"
6 /7' 7'
' -0 ' -0
- -
10 " 10 "
" " 24 24 24
9 " 9 " 9 "/
6 /7' 6 /7' 6 7'
' ' '
1' - 7"
-0 -0 -0
24 - - -
9 "/ 10 " 10 " 10 "
6 7' " " "
' -0
-
10 "
"
24' - 0"
23' - 3 7/8"
19' - 11 3/4"
07
S313
17' - 6 1/4"
TYP.
CONSTRUCTION OR
8"
19
19
WB-16
CONTROL JOINTS TYPICAL
REFER DETAILS SHEET S305
24 24 24 24
9 " 9 " 9 " 9
6 3/4"
"/
6 /7' 6 /7' 6 /7' 6 7'
' -0 ' -0 ' -0 ' -0
- - - -
10 " 10 " 10 " 10 "
" " " "
WB-15
24' - 0"
24' - 0"
MATCH LINE
01
S310
SEE DWG. S202
FOUNDATION AND SLAB PLAN - AREA 3
07
216' - 6"
216' - 6"
TYP.
S310
8"
TYP.
22
22
24 24 24 24
9 " 9 " 9 " 9 "/
6 3/4"
6 /7' 6 /7' 6 /7' 6 7'
' -0 ' -0 ' -0 ' -0
- - - -
10 " 10 " 10 " 10 "
" " " "
1' - 3"
17' - 5"
24' - 0"
1' - 3"
01
25
1' - 7"
S310
8"
24
9
TYP.
"/
6 7'
' -0
-
10 "
28
28
07
"
6' - 7" S310
24 24 24 24 24
9 " 9 " 9 " 9 " 9 "/
TYP.
6 3/4"
6 /7' 6 /7' 6 /7' 6 /7' 6 7'
' -0 ' -0 ' -0 ' -0 ' -0
- - - - -
10 " 10 " 10 " 10 " 10 "
07
" " " " "
S310
13' - 3"
7"
01
TYP.
S310
TYP.
26' - 6"
26' - 6"
07
24
S312
9 "/
6
SHAFT DIA. (INCHES)
7'
' -0
-
10 "
TYP.
24 " MATCH LINE
9 "
13' - 3"
PENETRATION (FT.-INCHES)
6 /7' SEE DWG. S202
' -0
X - 1' - 10 1/4"
X 10 "
8"
1' - 0 3/4"
1' - 7"
X " "
X /X
'-
X X"
31
31
"
24 24 24 24 24
PIER LEGEND
9 "/ 9 "/ 9 "/ 9 "/ 9 "/
6 6 6 6 6
07
7' 7' 7' 7' 7'
' -0 ' -0 ' -0 ' -0 ' -0
S313
- - - - -
07
07
S310
10 " 10 " 10 " 10 " 10 "
S312
" " " " "
8' - 8"
11' - 10"
11' - 10"
11' - 10"
TYP.
TYP.
TYP.
(TYP. U.N.O.)
TOP OF PIER
32
32
WB-12
24 24 24 24 24 24
9 " 9 " 9 " 9 " 9 " 9 "/
6
1' - 7"
6 /7' 6 /7' 6 /7' 6 /7' 6 /7' 7'
' -0 ' -0 ' -0 ' -0 ' -0 ' -0
- - - - - -
10 " 10 " 10 " 10 " 10 " 10 "
" " " " " "
3.
20' - 1"
7"
3"
PLAN NOTES:
WB-14
40' - 2 1/4"
40' - 2 1/4"
24
9 "/
6 7'
' -0
-
10 "
"
20' - 1 1/4"
FOR ELEVATIONS AND DETAILS.
4. REFER TO S501 FOR BASE PLATE SCHEDULE.
37
37
24 24 24 24 24 24
9 "/ 9 "/ WB-13 24 9 "/ 9 "/ 9 "/ 9 "/
6 7' 6 7' " 6 7' 6 7' 6 7' 6 7'
' -0 ' -0 9 ' -0 ' -0 ' -0 ' -0
- - 6 /7'
' - - - -
1' - 7"
1' - 7"
10 " 10 " -0 10 " 10 " 10 " 10 "
-
1' - 7"
" " 10 " " " " "
"
07
01
S310
S310
1. FINISH FLOOR ELEVATION 100'-0" = DATUM ELEVATION 733.66
EACH WAY 2" CLEAR FROM TOP OF SLAB, OVER 15 MIL VAPOR
2. SLAB ON GRADE TO BE 5" THICK CONCRETE WITH #3 AT 18" C/C
TYP.
TYP.
INDICATES WIND BRACE. REFER TO SHEET S600 SERIES
MATCH LINE
BARRIER, OVER PREPARED SUBGRADE PER SOILS INVESTIGATIONS.
SEE DWG. S204
FM815
8
13' - 6 1/8" 13' - 6 1/8"
1
3
2
16' - 5 3/4" 7' - 6 3/8"
1' - 7" 20' - 10 1/8" 3' - 0 1/4" 24' - 0" 22' - 4" 24' - 11 1/2" 24' - 11 1/2"
4
120' - 1 3/8"
5
6
ZZ
RR
YY
XX
UU
WW
ZZ.1
XX.2
THIS DRAWING IS THE PROPERTY OF BOYNTON WILLIAMS & ASSOCIATES. THE DRAWING(S) OR INFORMATION DEPICTED SHALL NOT BE REPRODUCED OR USED WITHOUT WRITTEN PERMISSION OF THE ARCHITECT
1
HIGH SCHOOL / MIDDLE SCHOOL CLICK ENGINEERING
NEW CONSTRUCTION / RENOVATION 2218 BRYAN STREET
SHEET NO.
REVISIONS
ISSUE DATE
SUITE 150
PROJECT NO.
DALLAS, TEXAS 75201
NO. DESCRIPTION
2289 FM 815 P: 214.871.2302
TRENTON, TX 75490
D21039A
TEXAS REG. NO. F-10142
09.04.2023
S203
FOUNDATION AND SLAB PLAN - AREA 3
DATE
CLICK JOB NO. 23-004A
09.04.2023
P 972-661-5461
3010 LBJ Freeway l Suite 500
F 972-661-5449
Dallas, Texas 75234
bwaarchitects.com
Member: American Institute of Architects
4/17/2024 4:42:12 PM
JJ
PP
AA
RR
BB
HH
MM
N.1
194' - 5"
24' - 0" 24' - 0" 28' - 0" 1' - 2" 43' - 9 5/8" 11' - 1 2' - 0"
3/8" 31' - 0" 29' - 4"
01
08
S310
S311
SIM.
SIM.
EL. 103'-4"
EL. 103'-4"
04
S311
EL. 103'-3 1/2"
24
T/DOCK SLAB
9 "/
MATCH LINE
6 7'
' -0
-
3' - 6"
SEE DWG. S202
MATCH LINE MATCH LINE 10 "
"
SEE DWG. S202 SEE DWG. S202
30
3' - 6"
24
31
31
9 "/
6 7'
' -0
- 24 24
24 24 24 24 24 10 " 9 " 9 "/
01
" 6
UP
9 "/ 9 "/ 9 "/ 9 "/ 9 "/ 6 /7'
' '
7'
6 6 6 6 6
1/8" = 1'-0"
7' 7' 7' 7' 7' -0 -0
' -0 ' -0 ' -0 ' -0 ' -0 - -
- - - - - 10 " 24 10 " 24
08
10 " 10 " 10 " 10 " 10 " " 9 "/ " 9 "/
S311
6 6
04
" " " " " 7' 7'
11' - 10"
11' - 10"
11' - 10"
11' - 10"
' '
S313
-0 -0
- -
10 " 10 "
" " 9' - 11 7/8"
32
32
24 24 24 24 24 24 15' - 1 3/4" 13' - 0 5/8" 1' - 7 5/8"
9 " 9 " 9 " 9 " 9 " 9 "/
6 /7' 6 /7' 6 /7' 6 /7' 6 /7' 6 7'
' -0 ' -0 ' -0 ' -0 ' -0 ' -0 11 1/4"
- - - - - -
10 " 10 " 10 " 10 " 10 " 10 "
" " " " " "
07
S311
12' - 8 1/2"
07
S313
17' - 1"
24
9 "/
6 7'
' -0
-
SIM.
T/SLAB
07
10 "
WB-05
WB-24
WB-10
S313
25' - 5"
25' - 5"
"
EL. 103'-4"
24
05
9 "/
S313
SIM.
7'
' -0
-
WB-11
10 " 24
24 " 9 "/
9 "/ 6 7'
12' - 8 1/2"
RAMP DOWN RAMP DOWN '
09
6 7' . . -
-0
S311
' -0
-
40' - 2 1/4"
10 "
10 " "
"
35
35
WB-6
17' - 1"
24
24 24 24 24 24 9 "/ 24
9 "/
14' - 3 5/8" 9 " 9 " 9 " 9 " 6 7'
9
6 7' ' -0 6
"/
' -0 6 /7'
'
6 /7'
'
6 /7'
'
6 /7'
' - '
7'
- -
-0
-
-0
-
-0
-
-0 10 " -
-0
8' - 9"
10 " 10 " 10 " 10 " 10 " " 10 "
" " " " " "
T/SLAB
06
05
S311
S311
36
EL. 101'-8"
14' - 9 1/4"
24
16' - 10 1/2"
24 24 9 "/
" " 6 7'
9 9 ' -0
6 /8 6 /7' -
' ' ' -0 10 "
6' - 0 1/4"
- -0 -
4' - 5"
"
37
37
0 " 10 "
" "
07
24 24 24 24
8"
S312
9 "/ 9 "/ 9 "/ 9 "/
11"
6 7' 6 7' 6 7' 6 7'
' -0 ' -0 ' -0 ' -0
- - - - "
1' - 7"
18' - 11 3/4"
SIM.
10 " 10 " 10 " 0
1' - 7"
" " " 24 24 "
FOUNDATION AND SLAB PLAN - AREA 4
1' - 8 5/8" 9 "/ 9 "/7
6 6
01
7'
07
' -0 ' '-0
S310
S312
- -
10 " 10 "
" "
18' - 11 3/4"
13' - 8 1/2" 14' - 3 5/8"
SIM.
SIM.
24
16' - 10 1/2"
MATCH LINE
9
7
"/
6 7'
' -0
-
SEE DWG. S203
01
10 "
S313
"
38
38
CONSTRUCTION OR
24 24 24
9 " 9 " 9 "/
6 /7' 6 /7' 6 7'
' -0 ' -0 ' -0
24 - - -
10 " 10 " 10 "
9 "/ 24
CONTROL JOINTS TYPICAL
6 7' " " " 9 "/
' 6
REFER DETAILS SHEET S305
-0
- '
7'
-0
12' - 11 5/8"
13' - 7 1/4"
10 " -
" 10 "
"
39
27' - 2 3/8"
WB-08
17' - 4 1/4"
24 24
24 9 "/ 9 "/
6 7' 6 7'
01
9 "/7
6 ' '
02
-0 -0
S310
' - -
S313
'-0
-
07
10 " 10 "
S313
10 " " "
12
" 24 24
SIM.
S305
24
9 " 9 "/
6
9
14' - 2 3/4"
9 "/7 6 /7' 7'
6 ' '
6
-0 -0
' '-0 - -
-
24 ' -
1 10 " 10 "
10 "
"/
" "
"
7' 0 "
195' - 3 1/4"
-0
"
40
40
6 7/8"
13' - 7 1/4"
24 24 24
07
9 9 9
S313
"/ "/ "/
6 7' 6 7' 6 7'
' -0 ' -0 ' -0
- - -
10 " 10 " 10 "
SIM.
" " "
9' - 5 5/8"
9' - 5 5/8"
41
41
WB-07
24 24 24 24 24 24
9 " 9 " 9 " 9 " 9 " 9 "/
6 /7' 6 /7' 6 /7' 6 /7' 6 /7' 6 7'
' -0 ' -0 ' -0 ' -0 ' -0 ' -0
- - - - - -
10 " 10 " 10 " 10 " 10 " 10 "
" " " " " "
WB-09
24
13' - 11 1/4"
9 "/
6 7'
' -0
-
10 "
"
RATED - SEE ARCH.
42
W/ #5 AT 8" C/C. FIRE
FULLY GROUTED WALL
8" CMU 2 HR FIRE RATED
24
9 "/
6
1' - 2"
7'
'
32' - 9 3/4"
-0
-
10 "
"
SHOWERS (TYP.)
2" SLAB RECESS AT
18' - 10 1/2"
44
44
24 24 24 24 24
SHOWERS (TYP.)
9 "/ 9 "/ 9 "/ 9 "/ 9 "/
6 7' 6 7' 6 7' 6 7' 6 7'
' -0 ' -0 ' -0 ' -0 ' -0
6' - 3 1/2"
- - - - -
2" SLAB RECESS AT
10 " 10 " 10 " 10 " 10 "
11 " " " " "
93' - 6 7/8"
11' - 8 1/2"
S302
24
9 "/
6 7'
' -0
-
SHOWERS (TYP.)
45
10 "
"
01
2" SLAB RECESS AT
S310
24
9 "/
6 7'
' -0
-
WB-26
SIM.
SHOWERS (TYP.)
10 "
32' - 0 1/2"
"
2" SLAB RECESS AT
20' - 4"
24
07
9
S313
"/
6 7'
07
' -0 24
S313
- 9 "/
10 " 6 7'
'
SIM.
" -0
-
1' - 9"
10 "
SIM.
"
46
46
WB-25
2' - 5"
24 24 24 24 24 24 24
9 "/ 9 "/ 9 "/ 9 "/ 9 "/
9
6 6 6 6 6 "/ 9 "/
7
7' 7' 7' 7' 7' 6 5 6 5
1' - 5 3/8" ' -0 ' -0 ' -0 ' -0 ' -0 ' ' ' '
- - - - -
1' - 4"
10 " 10 " 10 " 10 " 10 " - -0" - -0"
10 10
" " " " " " "
2' - 3 3/8"
9
6
' 24
1' - 0"
"/ - 1
5 0
19' - 3"
19' - 3"
'-
0 "
"
07
07
24
S312
S313
9
9 "/
5
6
6 '
' '-
24
0
5' - 5 1/4"
1' - 11 1/2" -
07
"/ - 1
6' - 4"
S310
SIM.
10 "
10 0
SIM.
24
1' - 0"
9 "
'- "
"/
3' - 0"
0
6 7' "
' -0
-
47
47
10 "
" WB-04
7
S602
24 24 24 24
MATCH LINE 9 " 9 " 9 " 9 "/ MATCH LINE
6 /10 6 /10 6 /10 6 10
SEE DWG. S205 ' ' ' ' SEE DWG. S205
1' - 9 7/8"
- '- - '- - '- - '-
10 0" 10 0" 10 0" 10 0"
" " " "
3' - 2 1/2" 13' - 9 1/8" 8' - 3 3/8" 4 1/4"
2' - 9 3/8"
1' - 0" 27' - 6 3/4" 13' - 0 3/8" 16' - 3 7/8" 22' - 4 3/8" 8' - 7 5/8" 29' - 4" 7 5/8" 1' - 0"
6' - 8 5/8" 120' - 8"
L
U
Q
Y
X
K
EE
BB
KK
HH
N.1
KK.1
3.
PLAN NOTES:
SHAFT DIA. (INCHES)
FM815
PENETRATION (FT.-INCHES)
X
X
X "/
X
'- XX
X "
FOR ELEVATIONS AND DETAILS.
"
1
4. REFER TO S501 FOR BASE PLATE SCHEDULE.
3
2
PIER LEGEND
4
(TYP. U.N.O.)
5
TOP OF PIER
1. FINISH FLOOR ELEVATION 100'-0" = DATUM ELEVATION 733.66
EACH WAY 2" CLEAR FROM TOP OF SLAB, OVER 15 MIL VAPOR
2. SLAB ON GRADE TO BE 5" THICK CONCRETE WITH #3 AT 18" C/C
6
INDICATES WIND BRACE. REFER TO SHEET S600 SERIES
BARRIER, OVER PREPARED SUBGRADE PER SOILS INVESTIGATIONS.
THIS DRAWING IS THE PROPERTY OF BOYNTON WILLIAMS & ASSOCIATES. THE DRAWING(S) OR INFORMATION DEPICTED SHALL NOT BE REPRODUCED OR USED WITHOUT WRITTEN PERMISSION OF THE ARCHITECT
HIGH SCHOOL / MIDDLE SCHOOL CLICK ENGINEERING
NEW CONSTRUCTION / RENOVATION 2218 BRYAN STREET
7 ASI-01
SHEET NO.
REVISIONS
ISSUE DATE
SUITE 150
PROJECT NO.
DALLAS, TEXAS 75201
NO. DESCRIPTION
2289 FM 815 P: 214.871.2302
TRENTON, TX 75490
7
D21039A
TEXAS REG. NO. F-10142
09.04.2023
S204
FOUNDATION AND SLAB PLAN - AREA 4
DATE
CLICK JOB NO. 23-004A
09.04.2023
03/22/2024
P 972-661-5461
3010 LBJ Freeway l Suite 500
F 972-661-5449
Dallas, Texas 75234
bwaarchitects.com
Member: American Institute of Architects
ARCHITECT
46 47 48 49 50 51
7
142' - 7"
19' - 3" 27' - 4" 30' - 0" 30' - 0" 36' - 0"
13' - 6 3/4" 13' - 9 1/4" 14' - 10 3/4" 15' - 1 1/4" 14' - 10 3/4" 15' - 1 1/4" 17' - 11 5/8" 18' - 0 3/8" 1' - 0"
THE
SEE DWG. S204
MATCH LINE
SIM.
OF
SIM. 01
07
S310
10 0"
10 0"
10 0"
10 0"
S312
'-
'-
'-
'-
"
"
"
"
10
10
10
10
WB-03
PERMISSION
24
"/
"/
"/
"/
1' - 0"
2' - 5"
"/ - 1
9
24
24
24
24
-
-
6
10 0
7 5/8"
'
'
'
'
6
6
'
'- "
9
0
"
3010 LBJ Freeway l Suite 500
K K Dallas, Texas 75234
- -0" - -0"
P 972-661-5461
"
10 "
L
'
10
-0
5
"/ 9 "/
"
F 972-661-5449
7'
24
"/
'
5 6
24
10 "
15' - 2"
0
'
6
'-
"
"
9
'
10
bwaarchitects.com
5
"/
WRITTEN
24
24
-
'
'
6
6
9
9
6' - 4" 1' - 9 7/8"
30' - 3 7/8"
29' - 4"
GYMNASIUM SLAB RECESSED 3 1/8"
Member: American Institute of Architects
FOR WOOD FLOORING
WITHOUT
FIN. FLOOR EL. 100'-0"
T/SLAB EL. 99'-8 7/8"
15' - 2"
SIM.
10 0"
07
10 "
-0
'-
"
"
7'
10
S312
TEXAS REG. NO. F-10142
"/
"/
24
CLICK JOB NO. 23-004A
24
4 1/4"
'
6
'
DALLAS, TEXAS 75201
6
9
CLICK ENGINEERING
2218 BRYAN STREET
USED
Q 12 R
4 1/4"
10 "
S603
-0
1 0 0"
P: 214.871.2302
"
7'
'-
R
"
"/
6 /10
24
OR
"
'
6
24
-
9
'
SUITE 150
15' - 0"
9
REPRODUCED
COORDINATE SLAB CONSTRUCTION OR
SIM.
30' - 0"
30' - 0"
07 RECESS DEPTH CONTROL JOINTS TYPICAL
2" SLAB RECESS AT S313 WITH SCHEDULED REFER DETAILS SHEET S305 SIM.
SHOWERS (TYP.) SIM. FLOORING SYSTEM 01
WB-25
07 S310
S313
15' - 0"
10 0"
10 0"
'-
'-
10 "
"
"
-0
6 /10
10
BE
"
"/
7'
"
"/
24
24
-
-
24
'
'
6
'
9
6
9
120' - 8"
120' - 8"
NOT
X X
SHALL
15' - 0"
11
S603
30' - 0"
DEPICTED
30' - 0"
WB-02
N.1 N.1
15' - 0"
09.04.2023
10 0"
10 0"
INFORMATION
10 "
-0
'-
'-
"
"
"
10
10
7'
"/
"/
"/
24
24
24
-
-
'
'
'
6
6
9
9
EE EE
SIM.
07
15' - 2 1/8"
S312
GYMNASIUM SLAB RECESSED 3 1/8"
OR
FOR WOOD FLOORING
FIN. FLOOR EL. 100'-0"
27' - 6 3/4"
T/SLAB EL. 99'-8 7/8"
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
WB-04
30' - 4 1/8"
HSS5X5X5/16 POST
BETWEEN FND. AND LO
HIGH SCHOOL / MIDDLE SCHOOL
BEAM. REFER 14/S305
COORDINATE SLAB
AND 05/S502
RECESS DEPTH
5' - 5 1/4" WITH SCHEDULED
15' - 2 1/8"
10 "
-0
FLOORING SYSTEM
1' - 11 1/2"
"
7'
"/
24
10 0"
10 0"
10 0"
10 0"
-
24
FOUNDATION AND SLAB PLAN - AREA 5
"/ - 1
9
'
'-
'-
'-
'-
6
"
"
"
"
6
10
10
6 /10
10
9
'-
'
"/
"/
"/
0 "
THE
"
24
24
24
24
-
-
"
2' - 9 3/8"
'
'
'
'
6
6
HH
9
9
KK
1' - 5 3/8"
6' - 8 5/8"
KK WB-01
1 0 0"
ASSOCIATES.
1' - 0"
1' - 4"
07
1' - 0"
'-
"
6 /10
S310
"
-
24
'
TRENTON, TX 75490
9
KK.1 SIM. KK.1
01
SEE DWG. S204
10 "
10 "
-0
-0
S310
"
"
MATCH LINE
7'
7'
"/
"/
2289 FM 815
-
-
24
24
'
'
6
6
9
&
1' - 9" 2' - 3 3/8" 1' - 0"
WILLIAMS
3' - 0" REVISIONS
13' - 6 3/4" 13' - 9 1/4" 14' - 10 3/4" 15' - 1 1/4" 14' - 10 3/4" 15' - 1 1/4" 17' - 11 5/8" 18' - 0 3/8" NO. DESCRIPTION DATE
7 ASI-01 03/22/2024
19' - 3" 27' - 4" 30' - 0" 30' - 0" 36' - 0" 1' - 0"
BOYNTON
7
142' - 7"
46 47 48 49 50 51
01
OF
FOUNDATION AND SLAB PLAN - AREA 5
PROPERTY
1/8" = 1'-0"
PLAN NOTES:
1. FINISH FLOOR ELEVATION 100'-0" = DATUM ELEVATION 733.66
2. SLAB ON GRADE TO BE 5" THICK CONCRETE WITH #3 AT 18" C/C
EACH WAY 2" CLEAR FROM TOP OF SLAB, OVER 15 MIL VAPOR
BARRIER, OVER PREPARED SUBGRADE PER SOILS INVESTIGATIONS. 8
3. INDICATES WIND BRACE. REFER TO SHEET S600 SERIES PENETRATION (FT.-INCHES)
FOR ELEVATIONS AND DETAILS. ISSUE DATE
THE
X X"
4. REFER TO S501 FOR BASE PLATE SCHEDULE. SHAFT DIA. (INCHES)
X /X
09.04.2023
4/5/2024 1:44:14 PM
"
"
X
FM815
X
'-
X
IS
TOP OF PIER 1 PROJECT NO.
(TYP. U.N.O.) 4 5
DRAWING
2 D21039A
PIER LEGEND
3 SHEET NO. 7
6
S205
THIS
ARCHITECT
THE
OF
PERMISSION
3010 LBJ Freeway l Suite 500
Dallas, Texas 75234
P 972-661-5461
F 972-661-5449
bwaarchitects.com
WRITTEN
Member: American Institute of Architects
WITHOUT
TEXAS REG. NO. F-10142
CLICK JOB NO. 23-004A
DALLAS, TEXAS 75201
CLICK ENGINEERING
2218 BRYAN STREET
USED
P: 214.871.2302
1.9 1.8 1.7 1.6 1.5 1.4
OR
SUITE 150
100' - 2 1/2"
REPRODUCED
1 1/4" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 20' - 0" 1 1/4"
27' - 1 1/4" 3' - 0" 48' - 8 1/2" 21' - 4 3/4"
STOOPS AT ALL DOORS
06/S306 PER 07/S312
TYP.
01 TYP. TYP.
2"
2"
2"
2"
2"
2"
10 "
10 "
10 "
10 "
10 "
10 "
- -0
- -0
- -0
- -0
- -0
- -0
1/
1/
1/
1/
1/
1/
S306 03 08
7'
7'
7'
7'
7'
7'
"/
"/
"/
"/
"/
"/
S306 S306
24
24
24
24
24
24
1 1/4"
1 1/4"
7'
7'
7'
7'
7'
7'
8
8
1.2 1.2
BE
NOT
TYP.
01
20' - 1 1/4"
S306
20' - 0"
SHALL
2"
10 "
- -0
1/
7' /7'
36' - 10 1/4"
"
24
TYP.
8
07 FIN. FLR.
DEPICTED
S306 EL. 100'-0
= 88'-7"
1 / 0"
-
10 /7'
2"
"
24
-
5" THK. SLAB
7'
20' - 0"
20' - 0"
8
09.04.2023
TYP. ON GRADE
INFORMATION
5" THK. SLAB 05
ON GRADE S306
TYP.
2"
01
10 "
- -0
1/
7' /7'
S306
"
24
8
80' - 0"
80' - 0"
07
1 / 0"
S306
-
10 /7'
2"
OR
"
24
04
-
05
7'
8
NEW CONSTRUCTION / RENOVATION
20' - 0"
20' - 0"
DRAWING(S)
S306 S306
10 "
-0
HIGH SCHOOL / MIDDLE SCHOOL
FOUNDATION AND SLAB PLAN - AREA 6 - AG BARN
"
7'
2"
2"
10 "
10 "
- -0
- -0
"/
1/
1/
24
"
7' /7'
7' /7'
10
'
5
' -
"
"
8
24
24
1 4
8
FIN. FLR.
= EL. 91'-0 1/2"
THE
08
10 "
-0
S306
"
7'
"/
"
24
-
-0
20' - 1 1/4"
'
5
"
20' - 0"
7'
10
ASSOCIATES.
"/
24
-
'
5
SLOPE SLOPE
8
. .
1/4"/FT. 1/4"/FT.
2"
2"
2"
2"
2"
10 "
10 "
10 "
10 "
10 "
TRENTON, TX 75490
- -0
- -0
- -0
- -0
- -0
1/
1/
1/
1/
1/
7' /7'
7' /7'
7' /7'
7' /7'
7' /7'
02
16
"
"
"
"
"
' -
24
24
24
24
24
S306
1 1/4"
1 1/4"
8
8
0"
S3 A
2289 FM 815
08
12
1.10 1.10
"
-0
"
7'
10
1 / 0"
TRENCH DRAIN, REFER
"/
24
-
10 /7'
&
2"
ARCH. AND MEP. PROVIDE
'
5
"
8
TYP.
24
THICKENED SLAB SIM. TO 08 TYP.
01 03
-
WILLIAMS
13/S305 AT TRENCH DRAIN. 100' - 0" S306 1 1/4"
7'
S306 S306
8
100' - 2 1/2" REVISIONS
NO. DESCRIPTION DATE
1
1.9 1.8 1.7 1.6 1.5 1.4
BOYNTON
OF
2 01
PROPERTY
AREA 6 DUMPSTER PLAN FOUNDATION AND SLAB PLAN - AREA 6 - AG BARN
1/8" = 1'-0" 1/8" = 1'-0"
PLAN NOTES: 8
1. FINISH FLOOR ELEVATION 100'-0" = DATUM ELEVATION 733.66. ISSUE DATE
THE
2. SLAB ON GRADE TO BE 5" THICK CONCRETE WITH #3 AT 18" C/C
EACH WAY 2" CLEAR FROM TOP OF SLAB, OVER 15 MIL VAPOR 09.04.2023
9/1/2023 4:58:53 PM
FM815
BARRIER, OVER PREPARED SUBGRADE PER SOILS INVESTIGATIONS.
3. INDICATES WIND BRACE. REFER TO SHEET S600 SERIES
IS
FOR ELEVATIONS AND DETAILS. 1 PROJECT NO.
4. REFER TO S501 FOR BASE PLATE SCHEDULE. 4 5
DRAWING
5. PRIMARY AND SECONDARY FRAMING OF METAL BUILDING
STRUCTURE AMD ANCHOR BOLTS TO BE HOT-DIP GALVANIZED. 2 D21039A
3 SHEET NO.
6
S206
THIS
GRADE
BEAMS
ARCHITECT
AT COLUMN EXISTING
SEAM PADS TO COVER PEDESTALS,
2"2" 4" AT
GRADE
ALL JOINTS TO NOTE: PIER CAPS
REFER DETAILS 05, 06,
ELIMINATE CONCRETE
2"
TOP OF RETAINER TO BACKFILL REFER
C
L PIER AND COLUMN 07 AND 08 FOR DOWELS
FLOW INTO VOID JOINTS
3"3"
BE HELD TIGHT AGAINST GEOTECH REPORT
NOTE: NOTE: TOP OF PIERS FROM PIERS
END CAPS TO SEAL OFF CONCRETE TO ENSURE ARE TO BE SAME
CONFINEMENT CAGE IS
VOID FORM ENDS SOIL DOES NOT FALL DIA. AS SHAFT AND
AT 12' C/C
at 12" c/c
REQUIRED AT ALL ANCHOR
INTO VOID SPACE REFER BASE PLATE NOT "MUSHROOM"
BOLT LOCATIONS WHERE
THE
DETAILS 09/S5.1 AND
ANCHOR BOLT CAGE IS NOT PROVIDE 1 1/2 EXTRA
13'-22' FEET BELOW EXISTING GRADE
SECTIONS FOR
FOR ESTIMATING PURPOSES ONLY
DETAILED PROVIDE CAGE 6" TURNS AT TOP, BOTTOM
3" MIN.
LARGER THAN ANCHOR BOLT ADDITIONAL AND SPLICE POINTS
REFER GENERAL
3"
PATTERN INFORMATION
4"
OF
2"
NOTES SHEET
VOID DEPTH
8"
2 1/2" MIN.
CAGE ELEVATION TOP OF PIER CAP
#3 SPIRAL
PERMISSION
8-#6 VERT.
3" CLR.
3" 3" 2"
AT 10" PITCH
VERT. REINFORCING
SHAFT DIA. NO. SIZE
PIER CAP 3010 LBJ Freeway l Suite 500
SEE SECTIONS
24" 6 #6
3"
2'-0"X2'-0"X2'-6"
SEE PLAN
Dallas, Texas 75234
3"
30" 6 #7
PIER DIA.
10"
WITH 8-#6 VERT.
PIER VOID FORM, TO AND #3 TIES 36" 10 #9 P 972-661-5461
CONFORM TO PIER REFER 03/S3.1
UNDISTURBED OR
F 972-661-5449
DIAMETER
10"
COMPACTED FILL BEARING STRATA
NOTE: NOTES: SOIL RETAINER
REFER GENERAL bwaarchitects.com
'W''/2
WRITTEN
VOID DEPTHS AT 1. INSTALL VOID FORMS UNDER ALL STRUCTURAL REFER MFR. OPTIONS, REFER TEMPORARY CASING
REFER 07/S3.1 NOTES. FINAL
2"
CONCRETE PIER CAPS, GRADE BEAMS, PILASTERS RECOMMENDATIONS 2" GENERAL NOTES AS REQ'D.
GRADE BEAMS AND AND WALLS TO PROVIDE A SEPARATION FROM FOR ADD'L. BEARING ELEVATION
AND SPEC'S.
SLABS TO BE 12" EXPANSIVE SOILS. GRADE SHALL BE DRY, SMOOTH, INFO. TO BE DETERMINED IN
NOTES: NOTE: REFER PLAN
"W"/2 "W"/2 FIELD BY GEOTECH
EVEN AND LEVEL BEFORE INSTALLING VOID FORMS. 1. PROVIDE SOIL RETAINERS AT ALL VOID FORMS TO DETAIL (04/S3.2)
2. INSTALL IN ACCORDANCE WITH MANUFACTURER'S #3 TIES AT 12" C/C,
MAINTAIN SEPARATION OF STRUCTURAL CONCRETE FOR "W" DIMENSIONS 1'-0" OR Member: American Institute of Architects
RECOMMENDATIONS. "W" 3 AT 2" C/C AT REFER 09/S3.1
PIER CAPS, GRADE BEAMS, PILASTERS AND WALLS AS REQ'D.
3. PROTECT FROM MOISTURE AND DAMAGE PRIOR TO TOP FOR PIER
WITHOUT
FROM EXPANSIVE SOILS. TO SEAL
PENETR.
CONCRETE PLACEMENT. COLLAPSED VOID FORMS 2. INSTALL IN ACCORDANCE WITH MANUFACTURER'S
PLAN DETAIL AT COLUMN PLINTH INFORMATION OFF WATER
SHALL BE REPLACED PRIOR TO CONCRETE RECOMMENDATIONS.
TYPICAL ANCHOR BOLT TYPICAL COLUMN TO PIER CAP
3" CLR.
PLACEMENT.
01 TYPICAL VOID FORM DETAIL 02 TYPICAL SOIL RETAINER DETAILS 03 CONFINEMENT CAGE DETAIL 04 AT COLUMNS OUTSIDE BLDG. * * PENETR.
TEXAS REG. NO. F-10142
CLICK JOB NO. 23-004A
DALLAS, TEXAS 75201
N.T.S. N.T.S. 3/4"=1'-0" N.T.S.
CLICK ENGINEERING
2218 BRYAN STREET
USED
C
L PIER AND COLUMN CL PIER AND GRADE BEAM CL PIER AND PIER CAP CL PIER AND PIER CAP PROVIDE 3 SIDE
PROVIDE 2 END
OR WALL (EXCEPT AS NOTED (UNLESS NOTED OTHERWISE) (UNLESS NOTED OTHERWISE) SPACERS AT BOTTOM OF
P: 214.871.2302
ON PLAN OR DETAILS) SPACERS
CAGE. AND AT 20'-0" C/C
TOP OF PIER CAP TOP OF PIER CAP ON OPPOSITE SIDES
MAX. REFER SPEC'S.
OR
AT
3"
3"
SUITE 150
* PIER DIA.
BOTTOM OF CAGE.
REFER
* PIER DIA.
REPRODUCED
REFER SEE PLAN SPEC'S.
REFER SECTIONS FOR OR SCHEDULE PIER WITHOUT CASING PIER WITH CASING
REFER BASE PLATE REFER
SECTIONS FOR PIER CAP REINF.
DETAILS 09/S5.1 AND SECTIONS FOR
GRADE BEAM AND ADDITIONAL
2' - 0"
SECTIONS FOR PIER CAP
OR WALL INFORMATION
ADDITIONAL INFORMATION SHAFT PENETRATION (FEET)
FINISH SLAB EL. INFORMATION
INFORMATION
4-#6 DOWELS SHAFT DIAMETER (INCHES)
"
EXTEND PIER
'-0
8"
"
/6
VERTICAL TOP OF PIER OR
0
'-
30
0
REINF. TO 3" PIER CAP ELEV.
3" 3" 2"
0
WHERE NOTED
0
PROVIDE FROM TOP OF
DEVELOPMENT LENGTH
DOWELS TO BE
PIER CAP
BE
ADDITIONAL TURNS
SAME SIZE AND DRILLED PIER LEGEND
REFER TENSION
FOR SPIRAL AS
NUMBER AS PIER
NOTED
VERTICAL REINF. PIER DESIGN CRITERIA
NOT
3' - 0"
WITH STD. HOOK
END ALLOWABLE ALLOWABLE
AT TOP
SCHEDULE
BEARING SKIN FRICTION SKIN FRICTION
REFER 09/S3.1 REFER 09/S3.1 REFER 09/S3.1 REFER 09/S3.1 -COMPRESSION -TENSION
SHALL
FOR PIER FOR PIER FOR PIER FOR PIER
40.0 KSF 4.0 KSF 2.75 KSF
INFORMATION INFORMATION INFORMATION INFORMATION
NOTE:
PER GEOTECH REPORT, TEMPORARY CASING MUST BE USED
WHERE NECESSARY TO STABILIZE THE PIER HOLE IF
GROUNDWATER OR CAVING SOILS ARE ENCOUNTERED DURING
DEPICTED
CONSTRUCTION AND MAY BE NECESSARY AT THE SITE DUE TO
CAVING SANDS AND THE POSSIBILITY OF GROUNDWATER. FREE
WHERE PIER CAP IS SAME SIZE OR LARGER WHERE PIER CAP IS SMALLER THAN PIER WATER WAS OBSERVED IN BORINGS. EXCAVATIONS MAY
THAN PIER (INCLUDES COLUMN PLINTHS) (INCLUDES COLUMN PLINTHS) ENCOUNTER FREE WATER. CONTINUOUSLY REMOVE ANY WATER
THAT COLLECTS IN WORK AREAS WHILE PERFORMING WORK.
TYPICAL GRADE BEAM TYPICAL PIER CAP OR TYPICAL PIER CAP OR
05 TYPICAL COLUMN TO PIER 06 OR WALL TO PIER DETAIL 07 PLINTH TO PIER DETAIL 08 PLINTH TO PIER DETAIL 09 TYPICAL DRILLED PIER 09.04.2023
INFORMATION
N.T.S. N.T.S. (INTERMEDIATE PIER NOT AT A COLUMN) N.T.S. N.T.S. N.T.S.
EXTERIOR FACE OF
GRADE BEAM
8"X8" KNOCK OUT BEAM C
L POLE AND PIER
(VERIFY WITH
FINISH GRADE WITH 2-#5 CONT.
LOW PERMEABLE NOTE:
ARCH.)
HIGHER PLASTICITY REFER MEP FOR CONDUITS,
OR
CLAYS (PI GREATER GROUND AND ADDITIONAL
THAN 15)
INFORMATION
CRAWL SPACE
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
SIGN POSTS AND COLUMN REFER
AT LIGHT POLE
ANCHOR BOLTS
AT FLAG POLE
ON SITE PROVIDE 2" THICK MASONRY WALL REINF.
REFER ARCH'L. 8'-0" MAX.
ANCHORAGE BY PLANS
SOILS 2' - 0" AND POLES BY
2500 PSI CONCRETE WITH #5 VERTICAL AT 32" SUPPLIER
OTHERS
HIGH SCHOOL / MIDDLE SCHOOL
MUD SLAB IN CRAWL C/C IN GROUTED CELLS
SPACE, SLOPE TO DRAIN WITH DOWELS TO MATCH SLOPE GROUT
(UN-REINFORCED) SIZE AND SPACING FOR DRAINAGE
8"
MEP PIPING 24"⌀ SHAFT WITH 6-#6
3" 3" 2"
VERT., 3000 PSI
2' - 0"
CONCRETE
THE
2'-6"X2'-6" PIER CAP
3' - 2"
2' - 0" WITH 8-#6 VERT. WITH
TYPICAL FOUNDATION DETAILS
6" #3 TIES AT 12" C/C
2' - 6"
GROUT ALL CELLS (3-#3 AT 3" C/C TOP)
FINISH GRADE
BELOW GRADE
ASSOCIATES.
REFER CIVIL FOR
5'-0" FOR POLES UP TO 16'-0"
DUMPSTER PAVING
TRENTON, TX 75490
PIPING BACKFILL IMPERVIOUS CLAY PLUG
12'-0" FOR POLES 24' TO 35'
8'-0" FOR POLES 16' TO 24'
PROPERLY COMPACTED AT BUILDING LINE-EXTEND
2' - 6"
ON SITE SOILS 2'-0" EACH SIDE AND UNDISTURBED SOIL
FROM BOTTOM OF TRENCH
2289 FM 815
TO 2'-0" ABOVE UTILITY #3 CLOSED STIRRUPS #3 HOOP TIES AT 12"
PIER, REFER
EXCAVATION AT 10" C/C C/C, ADD 3 TIES AT 3"
PLANS AND
C/C AT TOP
2' - 0"
2-#4 CONT. 1'- 09/S301
&
MID-DEPTH 3"
#4 TIES AT
LA
P 12" C/C
2-#7 CONT. TOP
WILLIAMS
1'-
TYPICAL UTILITY PIPING TRENCH
3"
AND BOTTOM
10
LA
(5)-#7 X
THROUGH CLAY PLUG DETAIL
P
TOP AND REVISIONS
N.T.S. SOIL RETAINERS BOTTOM NO. DESCRIPTION DATE
PER SPEC'S. 1
3" CLR.
REFER 06/S3.1
BOYNTON
CARTON FORMS FOR DETAIL AT
1' - 0" 1' - 0"
TYPICAL PIER
1' - 3" 1' - 3"
1' - 0"
REFER ARCH'L. FOR LOCATIONS
TYPICAL DUMPSTER TYPICAL LIGHT OR FLAG TYPICAL INTERIOR COLUMN
OF
11 WALL SECTION 12 POLE PIER DETAIL 13 SECTION 14 TO PIER CAP
PROPERTY
N.T.S. 3/4"=1'-0" 3/4"=1'-0" N.T.S.
ISSUE DATE
THE
09.04.2023
9/1/2023 4:39:21 PM
IS
PROJECT NO.
DRAWING
D21039A
SHEET NO.
S301
THIS
GREATER OF
L1/3 OR L2/3
ARCHITECT
1 ST POUR 2 ND POUR 2" CLR. TOP BARS CONT. 30 BAR DIA. LAP
1 1/2" CLR.
(TYP.)
. .
30 BAR DIA. STIRRUPS TYPICAL
1 1/2" CL SPAN
STANDARD 90° HOOK PROVIDE STIRRUPS KEYWAY TO BE FULL SIDE BARS CONT.
T.O.S. BAR
EACH SIDE OF JOINT WIDTH OF BEAM EACH FACE (SEE SECTIONS)
0"
0"
D/3
THE
30 BAR DIA.
DEPTH (D)
30 BAR DIA.
0"
BEAM
D/3
OF
BEAM REINF. WITH STD. 90°
2" CLR. BOTTOM
HOOKED ENDS TYPICAL
D/3
STANDARD BOTTOM BARS
2" CLR. SIDES
HOOK (TYP.) CONT.
2"2" 2" 2"
PERMISSION
CORNER BARS SAME SIZE
AND SPACING AS HORIZONTAL L1 2" L2 L3
REINFORCING
2" 2" 3010 LBJ Freeway l Suite 500
C
L SPAN
Dallas, Texas 75234
90° HOOKS 135⌀ HOOKS
REINFORCING TO BE
TYPICAL TYPICAL P 972-661-5461
CONTINUOUS THRU JOINT CLASS "A" LAP
STIRRUP TYPES: F 972-661-5449
ELEVATION
a b bwaarchitects.com
WRITTEN
NOTE: BARS SCHEDULED AS CONTINUOUS SHALL BE LAPPED WITH A CLASS "B" LAP U.N.O. AND SPLICED AS
DO NOT LOCATE BEAM FOLLOWS: TOP BARS AT CENTERLINE OF ANY SPAN. BOTTOM BARS OVER ANY SUPPORT. DO NOT
CONSTRUCTION JOINT IN LAP TOP BARS IN SHORT SPANS ADJACENT TO LONG SPANS (RATIO OF LONG TO SHORT EXCEEDS
BEAM END SPAN. 1.5) PROVIDE LONGITUDINAL CHAIR SUPPORTS FOR BEAM REINFORCING. DOBIE BLOCKS NOT ALLOWED.
Member: American Institute of Architects
TYPICAL GRADE BEAM TYPICAL CONCRETE GRADE BEAM
WITHOUT
01
N.T.S.
TYPICAL BEAM CORNER BARS 02
N.T.S.
CONSTRUCTION JOINT 03
N.T.S.
REINFORCEMENT PLACEMENT DETAIL
TEXAS REG. NO. F-10142
CLICK JOB NO. 23-004A
DALLAS, TEXAS 75201
CLICK ENGINEERING
2218 BRYAN STREET
USED
SEE PLAN SEE PLAN
P: 214.871.2302
OR
3-#3 TIES AT 2" C/C
SUITE 150
AT TOP - REMAINDER
8-#6 VERT.
8-#6 VERT. AT 12" C/C REFER
REPRODUCED
8-#6 VERT. U.N.O. 8-#6 VERT.
U.N.O. SECTIONS
U.N.O. U.N.O. 3-#3 TIES AT 2" C/C AT
TOP - REMAINDER AT 12"
C/C REFER SECTIONS
SEE PLAN
SEE PLAN
SEE PLAN
1'-3"
1'-3"
1'-3"
1'-3"
1'-3"
BE
3-#3 TIES AT 2" C/C 3-#3 TIES AT 2" C/C
AT TOP - REMAINDER AT TOP - REMAINDER
AT 12" C/C REFER AT 12" C/C REFER
NOT
SECTIONS SECTIONS
DOWELS FROM PIER OR DOWELS FROM PIER DOWELS FROM PIER DOWELS FROM PIER
REFER PIER VERT. REINF. OR PIER VERT. REINF. REFER OR PIER VERT. REINF. REFER OR PIER VERT. REINF. REFER
PLANS FOR REFER DETAILS REFER DETAILS PLANS FOR REFER DETAILS PLANS FOR REFER DETAILS PLANS FOR
SHALL
PIER SIZES SHEET S3.1 SHEET S3.1 PIER SIZES SHEET S3.1 PIER SIZES SHEET S3.1 PIER SIZES
1'-3" 1'-3" 1'-3" 1'-3" 1'-3"
1'-3"
DEPICTED
04
N.T.S.
TYPICAL COLUMN PLINTH DETAILS
LOCATE SLEEVE IN MIDDLE 1/3 OF SPAN 09.04.2023
INFORMATION
PROVIDE ADDITIONAL PROVIDE 2-#6X6'-0"
STIRRUPS EACH SIDE TOP AND BOTTOM OF
2" STIRRUP SPACING
OF SLEEVE SLEEVE SEE PLAN
PLUMBING LINE PLUMBING TOP BARS
BEYOND HIGH BEAM
LINE 4" DIA.
DETAILED OR
MAX.
SCHEDULED BEAM CLASS "B" LAP
REINFORCING 3 ADDITIONAL
PLAN
STIRRUPS
SEE
AT 3" C/C EACH SIDE
9" MIN.
"D" DEPTH OF BEAM
OR
.
TOP BARS
STEP
BEAM DEPTH
LOW BEAM
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
.
STIRRUP SPACING 2"
12" DIA.
MAX.
MIN.
HIGH SCHOOL / MIDDLE SCHOOL
BEAM DEPTH
9"
PVC SLEEVE
INFILL WITH
MIN.
COMPRESSIBLE
9"
WATER PROOF
STEP
MATERIAL BOTTOM
ADDITIONAL #4 BARS
PIPE SLEEVE PER AT 6" C/C ABOVE HIGH BEAM
THE
SPEC'S. REFER AND BELOW PIPE NOTE:
PLAN
MEP AND CIVIL FOR SLEEVE INCREASE BEAM DEPTH
TYPICAL FOUNDATION DETAILS
BOTTOM BARS
SEE
INFO. NOT SHOWN AS REQUIRED TO LOW BEAM
(MAX. 12"⌀ SLEEVE) MAINTAIN MINIMUM 9" OF PLUMBING LINE TO
ASSOCIATES.
CONCRETE BELOW BOTTOM BE BELOW CARTON
NOTES: FORMS
1. CONDUIT AND PIPING MAY NOT BE OF PIPE SLEEVE CLASS "B" LAP
PLACED PARALLEL TO AND INSIDE OF
TRENTON, TX 75490
BEAM FORMS OR TRENCHES. CONDITION CONDITION PLAN DETAIL 2'-0"
2. NOTIFY ENGINEER IF DIMENSIONED U.N.O. ON PLAN
CONDITIONS CANNOT BE MET.
AT GRADE BEAM AT PLUMBING LINE
2289 FM 815
TYPICAL PIPE SLEEVE
05 THROUGH GRADE BEAM 06 TYPICAL PIPE SLEEVE THROUGH GRADE BEAM 07 TYPICAL STEPPED GRADE BEAM 2' - 0" 2' - 0"
&
N.T.S. N.T.S. N.T.S. 3' - 1"
WILLIAMS
1-#6 EACH FACE 1' - 6 1/2" 1' - 6 1/2"
TYPICAL
REVISIONS
NO. DESCRIPTION DATE
1-#5X4'-0" EACH
PROVIDE ADDITIONAL PROVIDE 2-#6X6'-0" 1
FACE TYPICAL
STIRRUPS EACH SIDE OF TOP AND BOTTOM OF
OPENING 3'-1" X 8 1/2" X 8" BUILD UP. 4' - 0"
SLEEVE
BOYNTON
CONTINUE ADD'L 4-#6 FROM CAP
8"X16" LOUVER OPENING INTO BUILD UP. PROVIDE 2-#3 TIES 3' - 1"
DETAILED OR
REFER ARCH'L. FOR 2-#5 EACH FACE CONTINUE VERT. REINF. FROM CAP
SCHEDULED BEAM
LOCATIONS TYPICAL INTO BUILD UP WHERE E
REINFORCING
FIN. FLR.
#3 TIES TO MATCH EL. 100'-0"
10 7/8"
SCHEDULED OR
TYP.
BEAM STIRRUP
2'-0"
DETAILED BEAM 11A
"D" DEPTH OF BEAM
SPACING
OF
OR DETAILED
8"
REINF.
S302
SCHEDULED
8"
2' - 8"
PROPERTY
NOTE:
8 1/2"
DEPTH
ADD #4 CONT. TO SITE PAVING
IF OPENING WIDTH IS
MATCH BEAM REFER CIVIL
GREATER THAN 2'-0",
ADD 1/2 OF
2' - 6"
ADD 1-#7 FOR EACH INTERRUPTED BARS ON PIER CAP
6" OF ADDED WIDTH EACH SIDE OF OPENING. 4'-0"X2'-8"X2'-6"
TO BEAM TOP AND WITH 12-#6 VERT.
BOTTOM. HOOK 1-#6 EACH FACE
AND #3 TIES.
EACH END TYPICAL ISSUE DATE
!-#4X2'-0" EACH ADDITIONAL #4 AT 6" REFER 03/S3.01
THE
TOP OF PIER
FACE DIAGONAL C/C ABOVE AND
REFER PLANS 09.04.2023
9/1/2023 4:39:22 PM
WIDENED AT EACH CORNER 2" 1' - 4" 2" BELOW OPENING
PORTION SCHEDULED
IS
OR DETAILED NOTES:
WIDTH 1. CONDUIT AND PIPING MAY NOT BE " PROJECT NO.
PLACED PARALLEL TO AND INSIDE ' -0 .)
DRAWING
2 P
OF BEAM FORMS OR TRENCHES.
2. NOTIFY ENGINEER IF DIMENSIONED (T
Y
REFER 09/S3.01 D21039A
CONDITIONS CANNOT BE MET. AND PLAN FOR
PIERS SHEET NO.
TYPICAL DETAIL AT TYPICAL CRAWL SPACE VENT
08 WIDENED GRADE BEAM 09 OPENING THROUGH GRADE BEAM 10 TYPICAL WALL OPENING DETAILS 11 SECTION 11A PLAN SECTION S302
THIS
N.T.S. N.T.S. N.T.S. N.T.S.
ARCHITECT
2'-0"
TYP.
1-#5 EACH SIDE OF INTERIOR
TYPICAL MASONRY BAR LAP SPLICE LENGTHS
.
WALL REINF. OPENING FULL HEIGHT OF
2-#5 MIN. WITH 2'-0" MIN. PROJECTION WALL AT 8" CMU U.N.O.
REINFORCEMENT IN CENTER OF WALL EACH SIDE OF OPENING (TYPICAL) 2-#5 EACH SIDE OF
REFER CMU LINTEL SCHEDULE FOR EXTERIOR OPENING U.N.O.
BAR SIZE. 2' - 0"
.
BAR SIZE 6" CMU 8" CMU 10" CMU 12" CMU MINIMUM
#3 12" 12" 12" 12"
THE
.
SEE SCHEDULE
4'-0" LIFT
TYPE CJE VINYLEX CONTROL 1-#5 EACH SIDE OF
2'-0" 2'-0" 2'-0"
LAP SPLICE
JOINT OR DUR-O-WALL RAPID CONTROL JOINT (TYP.) #4 20" 15" 12" 12"
CONTROL JOINT AT 8" CMU #5 32" 23" 18" 15"
NO CONTROL
OF
#6 - 43" 34" 28" JOINT SHALL BE
*
CONTINUOUS BOND BEAM
#7 - 60" 46" 38" LOCATED CLOSER
THAN 2'-8" FROM AND/OR KNOCK OUT
PERMISSION
#8 - 72" 71" 57" ANY OPENING. BEAM REINFORCING
#9 - - 82" 74"
3010 LBJ Freeway l Suite 500
WHEN LAP SPLICE EXCEEDS 4'-0" THE LIFT MAY BE
*
INCREASED TO A COURSING DEPTH THAT COVERS Dallas, Texas 75234
SEE SCHEDULE
4'-0" LIFT
THE SPLICE. HOWEVER, GROUTING LIMITATIONS PER P 972-661-5461
LAP SPLICE
SEE ARCHITECTURAL DWGS ALL OTHER HORIZONTAL
ONE VERTICAL BEND TO FOR SEALANT. MINIMUM REINFORCING SHALL STOP BUILDING CODE SHALL BE FOLLOWED, INCLUDING
F 972-661-5449
BAR AT BENDS ALTERNATE THICKNESS SHALL BE 1/2" HERE CLEANOUTS FOR GROUT POURS OVER 5'-0" IN HEIGHT
SIDES. EACH SIDE OF WALL. 6"
bwaarchitects.com
1'-0"
WRITTEN
2-#4 DOWELS AT
EACH STEP
NOTE: 6"
VERTICAL STEEL SHALL BE FULL HEIGHT EACH SIDE OF OPENINGS. PROVIDE
30 BAR DIA
DOWELS TO MATCH VERTICAL STEEL. HORIZONTAL STEEL SHALL BE
CONTROL JOINTS SHALL OCCUR AT 40'-0" C/C (MAXIMUM) OR AS
IN BOND BEAMS OR LINTEL UNITS OR BOTH AND SHALL PROJECT 2'-0" MIN. Member: American Institute of Architects
AT LEAST 1-#5 VERT. SHALL BE PLACED AT SHOWN ON PLANS. JOINT SHALL BE CONTINUOUS FROM TOP OF FOOTING BEYOND THE EDGE OF THE OPENINGS UNLESS NOTED OTHERWISE.
ALL CORNERS AND INTERSECTIONS IN ADDITION TO TOP OF WALL. CHORD STEEL SHALL PASS THROUGH JOINT WITHOUT
ELEVATION
WITHOUT
TO THE REGULAR WALL REINFORCING. INTERRUPTION. CHORD STEEL LAPS SHALL NOT OCCUR WITHIN 4'-0" OF
A MASONRY CONTROL JOINT. VERIFY THE LOCATION OF ALL JOINTS WITH
THE ARCHITECTURAL DRAWINGS PRIOR TO THE COMMENCMENT OF WORK.
FOR BOND BEAMS AND KNOCK OUT BEAMS
TEXAS REG. NO. F-10142
TYPICAL CMU WALL REINFORCEMENT TYPICAL DETAIL - STEP IN
CLICK JOB NO. 23-004A
01 02 03 04 05
DALLAS, TEXAS 75201
TYPICAL MASONRY CORNER MASONRY CONTROL JOINT LAP SPLICE DETAIL TYPICAL MIN. REINF. AT OPENINGS KNOCK OUT BEAM OR BOND BEAM
CLICK ENGINEERING
2218 BRYAN STREET
USED
N.T.S. N.T.S. N.T.S. N.T.S.
P: 214.871.2302
OR
SUITE 150
REPRODUCED
TYPICAL MIN. REINF. AT OPENINGS
BLOCK LINTEL SCHEDULE BRICK LINTEL SCHEDULE
MASONRY STRUCTURAL MIN. END
MASONRY LINTEL BEAM REINF. OPENING STEEL MEMBER BEARING
OPENING (W X D) ( T & B) UP TO 5'-11" SEE DETAIL BELOW 8"
8"X8" BOND BEAM
UP TO 5'-11" 8"X8" BOND BEAM 1-#6 6'-0" TO 7'-11" SEE DETAIL BELOW 8"
BE
#3 TIES AT
STEEL BEAM LINTEL SCHEDULE BRICK LINTEL SCHEDULE 6'-0" TO 9'-11" 8"X16" BOND BEAM 1-#6 16" C/C 8'-0" TO 9'-11" SEE DETAIL BELOW 8"
KNOCK OUT BEAM SCHEDULE 10'-0" TO 13'-11" 8"X24" BOND BEAM 2-#5
MARK BEAM SIZE PLATE MASONRY STRUCTURAL MIN. END 10'-0" TO 13'-6" SEE DETAIL BELOW 12"
NOT
KNOCK OUT BEAM REINF. 8"X8" KNOCK OUT BEAM OPENING STEEL MEMBER BEARING
L1 W8X18 5/16X11
(W X D) UP TO 5'-11" L 5"X5"X1/4" 8" UP TO 5'-11" 12"X8" BOND BEAM 2-#5
L2 W8X18 5/16X7 NOTE: LINTELS TO BE GALVANIZED U.N.O. ON ARCH'L.
8" X 8" KNOCK OUT BEAM 2 - # 5 6'-0" TO 9'-11" 12"X16" BOND BEAM 2-#5 8"X16" BOND BEAM 8"X24" BEAM
6'-0" TO 6'-11" L 4"X3 1/2"X1/4" LLV 8"
SHALL
12" X 8" KNOCK OUT BEAM 2 - # 5 10'-0" TO 13'-11" 12"X24" BOND BEAM 2-#6
7'-0" TO 7'-11" L 5"X3 1/2"X5/16" LLV 8" NOTE:
1/4 4-12
8"X12" KNOCK OUT BEAM 8'-0" TO 8'-11" L 6"X3 1/2"X3/8" LLV 8" NOTE: PROVIDE 3/4" DIA. PLUG
NOTE:
1. FILL KNOCK OUT BEAM WITH 3000 PSI CONCRETE NOTE: 1. UNLESS OTHERWISE NOTED ON PLAN, PROVIDE LINTELS WELD TO EACH ANGLE AT
9'-0" TO 11'-0" L 6"X4"X3/8" LLV 12" 12"X8" BOND BEAM
GROUT CONT.. PROVIDE DEFORMED BAR ANCHOR D2L ON TOP OVER ALL OPENINGS IN MASONRY WALLS ACCORDING MID-SPAN AS CLOSE TO
L6X4X5/16 L3 1/2X3X5/16
DEPICTED
FLANGE OF WIDE FLANGE BEAM MATCHING WALL TO THIS SCHEDULE. #3 TIES AT HORIZONTAL LEGS AS
2. KNOCK OUT BEAM REINFORCING TO BE CONT. REINFORCING SPACING AS FOLLOWS: 16" C/C POSSIBLE AT
2. LINTELS TO BEAR A MINIMUM OF 1" PER FOOT, 8" MINIMUM.
THROUGH CONTROL JOINTS AT ROOF, LAP 30 BAR DIA. 1/2"~ X 24" AT #4 BARS OPENINGS GREATER
AT SPLICE LOCATIONS. (NO MORE THAN 50% OF REBAR 5/8"~ X 30" AT #5 BARS NOTE: LINTELS ARE SHOWN FOR EACH 4" OF WALL THICKNESS. 3. FILL ALL BOND BEAMS WITH 3000 PSI CONCRETE. THAN 8'-0"
TO BE SPLICED AT ONE LOCATION) 3/4"~ X 36" AT #6 BARS
1/4 4-12
LINTELS SHALL BE GALVANIZED U.N.O. ON ARCH'L.
4. OPENINGS WIDER THAN 6'-0" SHALL HAVE THE FIRST
VERTICAL CELL EACH SIDE FILLED WITH GROUT FROM
FLOOR LEVEL TO THE LINTEL BEARING LEVEL. 12"X16" BOND BEAM 3/8" 4" 3"
12"X24" BEAM
09.04.2023
TYPICAL MASONRY TYPICAL STEEL BEAM
INFORMATION
LOOSE LINTEL DETAIL ELEVATION
06 KNOCK OUT BEAM SCHEDULE 07 LINTEL SCHEDULE 08
N.T.S.
TYPICAL BRICK LINTEL SCHEDULE 09 TYPICAL CMU LINTEL SCHEDULE 10 TYPICAL BRICK LINTEL SCHEDULE
OR
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
3/4"⌀X6 3/4" EMBED HILTI EQ EQ 5/8"⌀X5 5/8 EMBED HILTI
HIT-HY 70 ADHESIVE HIT-HY 70 ADHESIVE
HIGH SCHOOL / MIDDLE SCHOOL
2" MINIMUM
ANCHORS ANCHORS
4"
4"
THE
1" MIN
10" END
TYPICAL MASONRY DETAILS
DISTANCE
ASSOCIATES.
PLAN
TRENTON, TX 75490
1" MIN
WALL ELEVATION
2289 FM 815
VERTICAL FACE OF GROUT FILLED CMU TOP OF GROUT-FILLED CMU
1. MIN EDGE DISTANCE OF 4" FROM CENTERLINE OF ANCHOR 1. ANCHORS ARE NOT PERMITTED TO BE
&
TO CLOSEST GROUTED EDGE. INSTALLED IN A HEAD JOINT, FLANGE, OR
2. ANCHORS MUST NOT BE INSTALLED IN OR WITHIN ONE INCH WEB OF THE CMU.
WILLIAMS
IN ANY DIRECTION OF A VERTICAL (HEAD) JOINT. ANCHORS 2. MINIMUM END DISTANCE OF 10".
LIMITED ONE PER CELL. ANCHORAGE RESTRICTED TO
NON-SHADED AREAS.
REVISIONS
NO. DESCRIPTION DATE
11
N.T.S.
ADHESIVE ANCHORS IN CMU WALL DETAILS 1
BOYNTON
OF
PROPERTY
ISSUE DATE
THE
09.04.2023
9/1/2023 4:39:23 PM
IS
PROJECT NO.
DRAWING
D21039A
SHEET NO.
S303
THIS
ARCHITECT
. .
WALL REINF. 2-#6 HORIZ. AT 8" C/C WITH
2'-0" MINIMUM PROJECTION
BEYOND EDGE OF OPENING,
2'-0"
5 COURSES TYPICAL U.N.O.
TYPE CJE VINYLEX PROVIDE ICC 500 TESTED TYP.
2-#6 VERT. IN FIRST 3
CONTROL JOINT OR 2-#6 EACH SIDE OF
TYPICAL MASONRY BAR LAP SPLICE LENGTHS REINFORCEMENT AND APPROVED MINIMUM
CELLS EACH SIDE OF
SEE SCHEDULE
4'-0" LIFT
2'-0" 2'-0" 2'-0" DUR-O-WALL RAPID OFF CENTER OF PENETRATION REINFORCEMENT
LAP SPLICE
CONTROL JOINT (TYP.)
REINFORCEMENT IN CENTER OF WALL OPENING FULL
THE
CONTROL JOINT AT 12" CMU WALL WINDOWS/BAFFLES/DOOR
HEIGHT OF WALL.
SYSTEMS. PROVIDE
BAR SIZE 6" CMU 8" CMU 10" CMU 12" CMU ALL CMU ATTACHMENT OF ICC 500 OPENING
SYSTEMS TO MASONRY
*
#3 12" 12" 12" 12" 17"
OF
PER MFR. SPECIFICATIONS
#4 20" 15" 12" 12" 30" OR REQUIREMENTS. REFER
#5 32" 23" 18" 15" 45" TO MFR. PRODUCT SHEETS
PERMISSION
DO NOT PLACE
FOR INFORMATION ON
#6 - 43" 34" 28" 54" PIPES/CONDUITS IN TOP CELL
ATTACHMENT/ANCHORAGE.
OF CMU WALL BELOW DECK
#7 - 60" 46" 38" 63" OR ROOF
3010 LBJ Freeway l Suite 500
SEE SCHEDULE
4'-0" LIFT
SEE ARCHITECTURAL ALL OTHER HORIZONTAL
LAP SPLICE
BEND TO #8 - 72" 71" 57" 72" Dallas, Texas 75234
REFER WALL DWGS FOR SEALANT. REINFORCING (NON CHORD
ALTERNATE
REINF. DETAILS
SIDES
MINIMUM THICKNESS STEEL) SHALL STOP HERE #9 - - 82" 74" 82" P 972-661-5461
FOR VERTICAL SHALL BE 1/2" EACH PIPE/CONDUIT GROUPINGS
WHEN LAP SPLICE EXCEEDS 4'-0" THE LIFT MAY BE F 972-661-5449
ALLOW MINIMUM ONE CELL
*
REINFORCING SIDE OF WALL.
*
INCREASED TO A COURSING DEPTH THAT COVERS 2-#6 HORIZ. AT 8" C/C WITH BETWEEN PIPES OR CONDUIT
THE SPLICE. HOWEVER, GROUTING LIMITATIONS PER 2'-0" MINIMUM PROJECTION bwaarchitects.com
WRITTEN
BUILDING CODE SHALL BE FOLLOWED, INCLUDING BEYOND EDGE OF OPENING,
30 BAR DIA
CLEANOUTS FOR GROUT POURS OVER 5'-0" IN 5 COURSES TYPICAL U.N.O.
CONTROL JOINTS SHALL OCCUR AT A MAXIMUM OF 1.5H (H=WALL HEIGHT) AND HEIGHT
25'-0" ON CENTER OR AS SHOWN ON ARCHITECTURAL PLANS. JOINT SHALL
BE CONTINUOUS FROM TOP OF FOUNDATION TO TOP OF WALL. CHORD STEEL
NOTE: VERTICAL STEEL SHALL BE FULL HEIGHT EACH SIDE OF OPENINGS. Member: American Institute of Architects
SHALL PASS THROUGH JOINT WITHOUT INTERRUPTION. CHORD STEEL LAPS
SHALL NOT OCCUR WITHIN 4'-0" OF A MASONRY CONTROL JOINT. VERIFY PROVIDE DOWELS TO MATCH VERTICAL STEEL. HORIZONTAL STEEL SHALL BE IN
WITHOUT
FOR BOND BEAMS AND KNOCK OUT BEAMS THE LOCATION OF ALL JOINTS WITH THE ARCHITECTURAL DRAWINGS PRIOR TO BOND BEAMS OR LINTEL UNITS OR BOTH AND SHALL PROJECT 2'-0" MIN. BEYOND
THE COMMENCMENT OF WORK. STD. HOOK THE EDGE OF THE OPENINGS UNLESS NOTED OTHERWISE.
TYPICAL CMU WALL REINFORCEMENT TYPICAL MINIMUM REINFORCING
01 02 03 04
TEXAS REG. NO. F-10142
TYPICAL MASONRY CORNER MASONRY CONTROL JOINT LAP SPLICE DETAIL AT SHELTER WALL OPENINGS IN 12" CMU
CLICK JOB NO. 23-004A
DALLAS, TEXAS 75201
CLICK ENGINEERING
2218 BRYAN STREET
USED
N.T.S. (AT STORM SHELTER) N.T.S. (AT STORM SHELTER) N.T.S. (AT STORM SHELTER) N.T.S. (AT STORM SHELTER)
P: 214.871.2302
OR
SUITE 150
8"X12" KNOCK OUT
BEAM WITH 2-#5
CONT.
REPRODUCED
6" 6"
1" GROUT VOID SPACE DOOR EQ. EQ.
1 1/2" 1 1/2" #5 DOWELS
AROUND SLEEVE 2'-0" OPENING SEE PLAN 36"
2" TYP.
36"
C/C AT 8"
TYP. #5 HORIZ. AT 8" C/C
2 5/8"
HORIZONTAL WIRE TOP AND
EACH FACE (NO
2"
REINFORCING AT 8" C/C BOTTOM
LAPS) SEE 04/S3.3 #5 AT 16" C/C IN
(EACH JOINT) DECK REINF.
2 5/8"
1/4
1'-0"
CELLS BETWEEN
2 5/8"
2-#6 VERT. 5" PER 08/S5.03
HSS6X6X1/4 2-#6 REINF. CELLS
4-#5 CONT. ALL
BE
6 3/8"
AROUND DECK
6 3/8"
*
PERIMETER
7 1/2"
6 3/8"
1'-0"
NOT
2"
1'-0"
2 5/8"
2 5/8"
2'-0"
2 5/8"
#6 VERT. AT
SHALL
1/4 2-#6 VERT. 8" C/C EACH FACE
EACH CELL PLATE
#6 VERT. AT NOTES: #6 VERT. AT 8" C/C 3/8"X4" CONT. WITH 8"X12" KNOCK OUT
2-PLATES 3/8"X12"X2'-0"
8" C/C EACH 1. GROUT ALL CELLS SOLID FULL HEIGHT. EACH FACE 3/4" DIA. X 6" H.S. BEAM WITH 2-#5 CONT.
WITH 4-5/8"~ THRU BOLTS PROVIDE ICC 500 TESTED AND
FACE 2. VERTICAL REBAR TO HAVE 1" CLEARANCE MINIMUM FROM INSIDE FACE OF CMU AT 16" C/C
APPROVED MINIMUM PENETRATION #6 VERT. AT 8" C/C
SHELL. PROVIDE POSITIONERS TO HOLD REBAR IN PLACE DURING GROUTING OF
DEPICTED
REINFORCEMENT CELLS. EACH FACE
NOTE: WINDOWS/BAFFLES/DOOR SYSTEMS. 3. POST INSTALLED DOWELS ARE NOT ALLOWED.
PENETRATION SHALL NOT INTERRUPT REINFORCING PROVIDE ATTACHMENT OF ICC 500 4. DO NOT RUN ELECTRICAL CONDUIT AND/OR PLUMBING WITHIN CMU WALL 12" CMU GROUT ALL
UNDER BEAM BEARING PLATES FROM BEING CONT. SYSTEMS TO MASONRY PER MFR. CONSTRUCTION AT HARDENED GYM. CELLS FULL HEIGHT
ALL THE WAY TO THE FOUNDATION SPECIFICATIONS OR REQUIREMENTS. 5. HORIZONTAL WIRE REINFORCING TO HAVE 6" LAP MINIMUM AT SPLICE LOCATIONS. 2 5/8" 6 3/8" 2 5/8"
REFER TO MFR. PRODUCT SHEETS PROVIDE PRE-FABRICATED T'S AND L'S AT WALL INTERSECTIONS AND CORNERS.
FOR INFORMATION ON 6. USE VIBRATORS ON CMU GROUT INSTALLATION TO HELP CONSOLIDATE GROUT.
7. REFER GENERAL NOTES S1.00 SECTION 13 CONCRETE MASONRY UNIT FPR 09.04.2023
ATTACHMENT/ANCHORAGE.
INFORMATION
HORIZONTAL REINFORCEMENT.
PROVIDE HORIZ WIRE
REINF AT EACH JOINT
2 5/8" 6 3/8" 2 5/8"
(8" C/C TYP)
*
DECK TO BE 6"
THICK AT MEZZANINE
TYPICAL WALL PENETRATION PLAN DETAIL AT DOOR TYPICAL STORM SHELTER
05 BAFFLE DETAIL 06 OPENING/DOOR JAMBS 07 WALL REINFORCING PLAN DETAIL 08 PLAN DETAIL CORNER 09 SECTION
OR
3/4"=1'-0" (AT STORM SHELTER) 3/4"=1'-0" (AT STORM SHELTER) 3/4"=1'-0" 3/4"=1'-0" (AT STORM SHELTER) 3/4"=1'-0"
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
HIGH SCHOOL / MIDDLE SCHOOL
THE
TYPICAL STORM SHELTER DETAILS
8"X12" KNOCK OUT
BEAM WITH 2-#5
CONT.
ASSOCIATES.
TRENTON, TX 75490
#5 DOWELS 36" #5 DOWELS 36"
36"
36"
AT 8" C/C AT 8" C/C
TOP AND
BOTTOM
2289 FM 815
5"
4-#5 CONT. ALL
AROUND DECK
&
7 1/2 *
7 1/2" *
PERIMETER
2' - 0" PROVIDE DOWELS AT
WILLIAMS
BLOCK LINTEL SCHEDULE FOUNDATION TO MATXH
VERTICAL REINF.
DECK REINF. PER MASONRY LINTEL BEAM REINF. #3 TIES AT REVISIONS
DECK REINF.
08/S5.03 OPENING (W X D) 16" C/C NO. DESCRIPTION DATE
PER 08/S5.03
PLATE UP TO 10'-0" 12"X40" BOND BEAM 2-#6 EA. BLOCK REINF. CMU PILASTER 1
3/8"X4" CONT. WITH 8"X12" KNOCK OUT 8"X12" KNOCK OUT WITH 8-#9 VERTICALS
3/4" DIA. X 6" H.S. BEAM WITH 2-#5 CONT. BEAM WITH 2-#5 CONT. AND #3 TIES AT 16" C/C
BOYNTON
AT 16" C/C
2' - 0"
#6 VERT. AT 8" C/C #6 VERT. AT 8" C/C
EACH FACE EACH FACE
12" CMU GROUT ALL 12" CMU GROUT ALL
CELLS FULL HEIGHT CELLS FULL HEIGHT NOTE:
1. UNLESS OTHERWISE NOTED ON PLAN, PROVIDE LINTELS
OVER ALL OPENINGS IN MASONRY WALLS ACCORDING 12"X24" BEAM
TO THIS SCHEDULE.
OF
2. LINTELS TO BEAR A MINIMUM OF 2 FEET ON EACH SIDE OF OPENING.
3. FILL ALL BOND BEAMS WITH 3000 PSI CONCRETE.
PROPERTY
PILASTER TO BE FULL HE=IGHT FROM
PROVIDE HORIZ WIRE PROVIDE HORIZ WIRE 4. OPENINGS WIDER THAN 6'-0" SHALL HAVE THE FIRST FOUNDATION TO STORM SHELTER ROOF
REINF AT EACH JOINT REINF AT EACH JOINT VERTICAL CELL EACH SIDE FILLED WITH GROUT FROM
2 5/8" 6 3/8" 2 5/8" FLOOR LEVEL TO THE LINTEL BEARING LEVEL.
(8" C/C TYP) (8" C/C TYP)
5. REFER DETAIL 04/S304 FOR ELEVATION
* DECK TO BE 6" THICK
* DECK TO BE 6" THICK AT MEZZANINE
AT MEZZANINE
TYPICAL CMU LINTEL SCHEDULE
13
ISSUE DATE
10 11
THE
SECTION SECTION 12 AT STORM SHELTER TYPICAL PILASTER REINF. DETAIL 09.04.2023
9/1/2023 4:39:24 PM
3/4"=1'-0" 3/4"=1'-0" 3/4" = 1'-0"
IS
PROJECT NO.
DRAWING
D21039A
SHEET NO.
S304
THIS
ARCHITECT
1/8" SAW CUT JOINTS WITH AN
1 ST POUR 2 ND POUR
EARLY ENTRY SAW (SOFF CUT)
FILL WITH JOINT SEALANT REFER 2'-0"
SEE PLAN
SPECIFICATIONS. 3" 3"
1/4" TOOLED JOINT FILL TYPICAL SLAB REINF. 2'-0"
2'-0"
WITH JOINT SEALANT TO STOP 3" FROM JOINT
CLR.
"T"/5
2'-0"
CLR.
REFER SPECS.
3 1/2"
2"
1'-0"
2"
"T"
"T"
"T"
THE
3" "T"
"T"
1'-0"
OF
CLR. 3"
SLAB REINFORCING
VAPOR BARRIER #3X3'-0" AT 2'-0" C/C #3X3'-0" AT 24" C/C (ALTERNATE
SLAB REINFORCING VAPOR BARRIER SEE PLANS
SEE PLANS 3-#5 TOP AND 1/4"X4 1/2" PNA DIAMOND WITH PNA DIAMOND DOWELS
C.L. LOAD BEARING WALL
PERMISSION
BOTTOM CONT. DOWELS AT 2'-0" C/C
VAPOR BARRIER SLAB THICKNESS
8" 1'-6" 1'-6" (1'-0" SPACE TO #3X3'-0") "T"=5" TO 6", 1/4"X4 1/2" PNA DIAMOND
1'-0" 1'-0" DOWELS AT 24" C/C 3010 LBJ Freeway l Suite 500
NOTE: SAW CUT SLAB WITHIN ACI REQUIREMENTS
SLAB RECESS UP TO 3" Dallas, Texas 75234
P 972-661-5461
01
N.T.S.
TYPICAL SLAB RECESS 02
N.T.S.
TYPICAL THICKENED SLAB 03 TYPICAL SLAB CONTROL JOINT 04 TYPICAL SLAB CONSTRUCTION JOINT DETAILS
(SOG 5" TO 6" THICK)
F 972-661-5449
bwaarchitects.com
WRITTEN
Member: American Institute of Architects
WITHOUT
TEXAS REG. NO. F-10142
CLICK JOB NO. 23-004A
DALLAS, TEXAS 75201
CLICK ENGINEERING
2218 BRYAN STREET
USED
#4 CONT. AT 12" C/C COOLER/FREEZER REFER ARCH'L. , MEP.
1-#4 CONT.
PANELS REFER
P: 214.871.2302
3/4" CLR.
SUPPLIERS SHOP
#4 AT 12" C/C 3/4" CHAMFER REINF. SEE 1-#4 CONT.
SEE PLAN
REFER ARCH'L. FOR
OR
DRAWINGS
WATERPROOFING TYPICAL SCHEDULE ALL EDGES
SUITE 150
REFER ARCH'L.
1'-0"
"T"
4" THICK SLAB WITH #3
SEE PLAN
#3 AT 12" C/C DETAILS
9" AT 12" C/C EACH WAY REFER ARCH'L.
REPRODUCED
1'-0"
CENTERED IN SLAB
"T"
#3 CONT. WITH #3
.
1'-0" KEYWAY CONT. WATERSTOP CONT. EL. 100'-0"
DOWELS AT 16" C/C
PER SPEC'S.
8 1/2"
CLR.
"T"
2"
1'-0"
5"
"T"
OPTIONAL SLAB REINF. REFER 05/S302 NOTES:
SEE PLANS GENERAL CONTRACTOR TO
HOUSEKEEPING PAD SCHEDULE
CONSTRUCTION SLAB REINFORCING FOR SLAB
JOINT SEE PLANS RECESS REINF. COORDINATE WITH DRAWINGS,
"T" PAD
VAPOR BARRIER 3-#5 CONT. SPECIFICATIONS, EQUIPMENT MFR.
BE
VAPOR BARRIER REQUIREMENTS TO DETERMINE
THICKNESS REINFORCING VAPOR BARRIER
1'-0" SLAB REINF.
.
WHERE NOTED REQUIREMENTS FOR HOUSEKEEPING UP TO 4" 6"X6"-W2.9XW2.9 W.W.F. SEE PLANS
8" 8" 8" NOTE:
PADS OVER SLAB AND PROVIDE 4 1/2" TO 6" 4"X4"-W4.0XW4.0 W.W.F.
NOT
1'-0" SLAB ON GRADE FINISH TO BE
WHERE REQUIRED WHETHER SHOWN
2'-0" "DEAD LEVEL" REFER MFR.
ON STRUCTURAL DRAWINGS OR NOT.
REQUIREMENTS
SLAB RECESS 3" TO 1'-6" SLAB RECESS 1'-6" TO 3'-0"
SHALL
TYPICAL SLAB RECESS
05
N.T.S.
TYPICAL SLAB RECESS 05A
N.T.S.
TYPICAL SLAB RECESS 06
N.T.S.
AT COOLER/FREEZER 07
N.T.S.
TYPICAL HOUSEKEEPING PAD 08
N.T.S.
TYPICAL CURB DETAIL
DEPICTED
09.04.2023
INFORMATION
VERIFY WALL REINF. FOR
EACH PROJECT. TAKE OFF
THIS NOTE IF REINF. VARIES
AND REFER TO WHERE REINF.
CALLED OUT
OR
COLUMN C.L. AND COLUMN C.L. AND WALL REINF. #4 AT 48" C/C
SEE SCHEDULE
CONSTRUCTION OR CONSTRUCTION OR VERT. IN GROUTED CELLS
2-#4X4'-0" DIAGONAL WALL DOWELS TO
NEW CONSTRUCTION / RENOVATION
CONTROL JOINT CONTROL JOINT 3/4"⌀x1'-4" SMOOTH DOWELS 1/2" COMPRESSIBLE
DRAWING(S)
BARS IN TOP OF SLAB COLUMN BASE PLATE COLUMN BASE PLATE MATCH WALL REINF.
AT 16" C/C GREASE AND CAP FILLER CONTINUOUS SEE ARCH'L. FOR
AT ALL RE-ENTRANT
ONE END TYPICAL AT DOORS MASONRY WALLS
HIGH SCHOOL / MIDDLE SCHOOL
CORNERS
.
8"
IN
AND SLABS AT ENTRY'S
2"
2"
M
3"
1'-
1'-
0
0
"
"
3"
3"
"T"
3"
1'-0"
3"
THE
0°
.0
45
3" CLR.
VAPOR BARRIER
TYPICAL FOUNDATION DETAILS
2-#4 TYPICAL PROVIDE 1-SLAB 2-#4 TYPICAL PROVIDE 1-SLAB
SITE PAVING REFER BUILDING SLAB REFER
REINF. BAR EACH REINF. BAR EACH
"
3-#5 CONT. TOP
0
CIVIL AND SECTIONS FOR C.L. MASONRY WALL
1'-
SIDE SIDE
.
AND BOTTOM
IN
ASSOCIATES.
ARCHITECTURAL ADDITIONAL
M
SLAB CONSTRUCTION NOTE: PROVIDE AT ALL COLUMNS INTERIOR SLAB CONSTRUCTION INFORMATION #3 AT 16" C/C
PLAN JOINT TYPICAL AND PERIMETER OF BUILDING JOINT TYPICAL 1'-0" 1'-0"
CONFIGURATION OF BLOCK-OUT VARIES AT
TRENTON, TX 75490
EXTERIOR CONDITIONS. FILL IN BLOCK OUT
AFTER BASE PLATES HAVE BEEN GROUTED
SOLID WITH CONCRETE MATCHING ADJACENT
2289 FM 815
SLAB
TYPICAL SLAB REINF. AT TYPICAL SITE PAVING SLAB
09 RE-ENTRANT CORNER 10 TYPICAL COLUMN BLOCK-OUT DETAILS 11 TO BUILDING SLAB AT DOORS 12 TYPICAL THICKENED SLAB
&
N.T.S. N.T.S. N.T.S.
WILLIAMS
REVISIONS
NO. DESCRIPTION DATE
BOYNTON
VOLLEYBALL POST AND SLEEVE
VOLLEYBALL POST AND SLEEVE BY OTHERS. COORDINATE
BY OTHERS. COORDINATE EMBEDDED L6X6X3/8 X 1'-0" THICKENED SLAB DEPTH AND SIZE
THICKENED SLAB DEPTH AND SIZE W/ 4-1/2" DIA. X0.6" AWS D1.1 WITH EQUIPMENT SHOP DRAWINGS
WITH EQUIPMENT SHOP DRAWINGS GRADE B HEADED STUD
1' - 0"
#3 AT 18" C/C
OF
3/16 n-n
PROPERTY
"T"
1' - 0"
*
(MIN.)
CLR. 3"
5"
CLR. 3"
3-#5 TOP AND
BOTTOM CONT.
ISSUE DATE
THE
4-#4 TOP AND
1'-0" 1'-0" BOTTOM EACH WAY 1' - 0" 1' - 0"
09.04.2023
9/1/2023 4:39:25 PM
2'-0"X2'-0"
IS
C.L. LOAD BEARING WALL
.
< VOLLEYBALL POST PROJECT NO.
DRAWING
D21039A
13
N.T.S.
TYPICAL VOLLEYBALL SLEEVE INSERT 14
N.T.S.
TYPICAL VOLLEYBALL SLEEVE INSERT SHEET NO.
S305
THIS
ARCHITECT
GRID GRID
2'-4"
THE
1 1/4" 2' - 4 3/4" 3 1/2"
FACE OF STEEL
OF
COLUMN PEMB FRAME, BASE PLATE AND
1-#4 CONT.
#3 DOWELS ANCHOR BOLTS BY SUPPLIER. SEE
NOTES SHEET S101 ASSUMED FORCES
SEE PLAN
SEE PLAN
AT 18" C/C
PERMISSION
FIN. FLR.
FIN. FLR.
1-#4 CONT. V= + 27k, -22k (UPLIFT)
24" 24"
#3 DOWELS H= 8k +/-
24"
24"
1 1/2" DEEP X 1 1/2" DEEP X
AT 18" C/C 3010 LBJ Freeway l Suite 500
1 1/4" WIDE 1 1/4" WIDE SLOPE, SEE PLAN TIE BEAM, SEE 04/S306
.
NOTCH NOTCH PROVIDE 180° HOOK Dallas, Texas 75234
#4 DOWEL ON
AROUND ANCHOR BOLTS
2 SIDES P 972-661-5461
8"
8"
GRADE OR GRADE OR
AT TOP BARS
PAVING PAVING F 972-661-5449
REFER CIVIL REFER PLAN NOTES FOR REFER CIVIL REFER PLAN NOTES FOR
SLAB REINF. SLAB CONSTRUCTION
AT PAVING, TYPICAL SLAB REINF. AT PAVING, TYPICAL SLAB REINF. bwaarchitects.com
JOINT OR CONTROL JOINT
8"
WRITTEN
REFER 11/S305 REFER 11/S305
2-#3 TIES REFER 03 AND 04/S305
ALLOW ALTERNATE BARS
GRADE BEAM REINF. GRADE BEAM REINF.
TO PASS ACROSS JOINT
3-#7 CONT. TOP AND 3-#7 CONT. TOP AND
10"
FOR EL.,
3'-2"
BOTTOM WITH #3 BOTTOM WITH #3
SEE PLAN
STIRRUPS AT 12" C/C STIRRUPS AT 12" C/C 2-#7 X 12'-0" Member: American Institute of Architects
2'-6"
SOIL RETAINERS SOIL RETAINERS
WITHOUT
EACH SIDE T/PIER EL., EACH SIDE T/PIER EL.,
1' - 6"
TYPICAL SEE PLAN TYPICAL SEE PLAN
8"
TEXAS REG. NO. F-10142
CLICK JOB NO. 23-004A
DALLAS, TEXAS 75201
6" DEEP CARTON 6" DEEP CARTON
CLICK ENGINEERING
2218 BRYAN STREET
USED
FORMS TYPICAL FORMS TYPICAL DOWELS OR PIER
4-#6 CONT. -LAP 4'-8"
1' - 2" 1' - 2" VERTICAL REINF.
REFER PLAN DETAIL 06/S306 AT SPLICE LOCATIONS.
REFER 06,07, AND
FOR COLUMN PLINTH PROVIDE STD. HOOK
P: 214.871.2302
08/S3.01 CL PIER .
DIMENSIONS AND REINF. AROUND ANCHOR BOLTS
(STAGGER LAPS 6'-0"
OR
FOR ALTERNATE BARS)
SUITE 150
1'-0 1/2"
9" 9"
REPRODUCED
2'-4"
1'-6"
01 SECTION 02 SECTION 03 SECTION 04 SECTION
3/4"=1'-0"
3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0"
BE
NOT
SHALL
1 1/2"
REFER S301
FOR TIES AND CL PIER .
ADDITIONAL
DEPICTED
INFORMATION
.
8-#6 VERT.
CL PIER
3 1/2"
1 1/2"
09.04.2023
INFORMATION
EL., SEE PLAN
1'-0 1/2"
EL., SEE PLAN
EL., SEE PLAN FOR REINF.,
REFER 01/S306
2" 8"
3'-2"
2'-4"
1'-6"
1'-4"
DOWELS OR PIER
8"
VERTICAL REINF.
OR
REFER 06, 07 AND
08/S301
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
REFER 04S306 2-#5 CONT. TOP AND
TIE BEAM BOTTOM
1' - 0"
HIGH SCHOOL / MIDDLE SCHOOL
REFER 04/S306
1'-2"
9" 9"
9" 9" 1' - 3" 1' - 3"
FOUNDATION SECTIONS AND DETAILS
1'-6"
THE
05 SECTION 06 PLAN DETAIL 07 SECTION 08 SECTION
ASSOCIATES.
3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0"
TRENTON, TX 75490
2289 FM 815
&
WILLIAMS
REVISIONS
NO. DESCRIPTION DATE
BOYNTON
OF
PROPERTY
ISSUE DATE
THE
09.04.2023
9/1/2023 5:05:41 PM
IS
PROJECT NO.
DRAWING
D21039A
SHEET NO.
S306
THIS
ARCHITECT
- - -
SEE PLAN SEE PLAN SEE PLAN
8
8" 8" 8"
8"
THE
NOTE:
OF
HSS3X3 POSTS AND EMBEDS ONLY
FIN. FLR. VARIES
REQUIRED AT WINDOWS WIDER
8 5/8" THAN 10'-0"
PERMISSION
COLD-FORMED
SEE PLAN
FRAMING REFER 8" DEEP X 8" 1-#4 CONT.
24"
ARCH'L. WIDE BRICK #3 DOWELS
3010 LBJ Freeway l Suite 500
24"
L2 1/2X2 1/2X3/16X0'-5" LEDGE U.N.O.
ON 2 SIDES
AT 18" C/C Dallas, Texas 75234
EL., REFER ARCH'L. P 972-661-5461
F 972-661-5449
2-1 1/4" DIA. DRILLED
HOLES (6" C/C) bwaarchitects.com
WRITTEN
PERMISSIBLE. COORD. REFER PLAN NOTES FOR
3/16 2"
WITH ELECTRICAL 1 1/2" 4 1/2" 1 1/2" TYPICAL SLAB REINF.
HSS3X3X1/4 4 1/2"
#4 AT 12" C/C
VARIES
AT 3'-0" C/C 2-3/4" DIA. X 6"
EACH WAY
HEADED STUDS Member: American Institute of Architects
SEE PLAN
SEE PLAN
FIN. FLR.
FIN. FLR.
1-#4 CONT. 1-#4 CONT.
1"
24" 24" 24" 3/4" DIA. X
WITHOUT
#3 DOWELS #3 DOWELS 3/16 4" HEADED STUD
24"
24"
24"
8" DEEP X 8" 8" DEEP X 8" EMBED L6X4X3/8X1'-0"
AT 18" C/C AT 18" C/C
WIDE BRICK WIDE BRICK
LEDGE U.N.O. LEDGE U.N.O. EL. 100'-0"
8"
8"
8"
TEXAS REG. NO. F-10142
GRADE OR GRADE OR GRADE OR
CLICK JOB NO. 23-004A
REFER ARCH.
PAVING PAVING PAVING
DALLAS, TEXAS 75201
CLICK ENGINEERING
2218 BRYAN STREET
USED
REFER CIVIL REFER PLAN NOTES FOR REFER CIVIL REFER PLAN NOTES FOR REFER CIVIL REFER PLAN NOTES FOR
AT PAVING, TYPICAL SLAB REINF. AT PAVING, TYPICAL SLAB REINF. AT PAVING, TYPICAL SLAB REINF.
REFER 11/S305 REFER 11/S305 REFER 11/S305 GRADE OR
2-#4 CONT. PAVING GRADE BEAM REINF.
P: 214.871.2302
GRADE BEAM REINF. COLUMN PLINTH, GRADE BEAM REINF. REFER CIVIL 3-#7 CONT. TOP AND
AT PAVING,
OR
3-#7 CONT. TOP AND REFER 04/S302 AND 3-#7 CONT. TOP AND BOTTOM WITH #3
SUITE 150
BOTTOM WITH #3 PLAN DETAILS FOR BOTTOM WITH #3 REFER 11/S305 STIRRUPS AT 12" C/C
STIRRUPS AT 12" C/C DIMENSIONS AND REINF. STIRRUPS AT 12" C/C
REPRODUCED
SOIL RETAINERS SOIL RETAINERS SOIL RETAINERS
EACH SIDE T/PIER EL., T/PIER EL., EACH SIDE T/PIER EL., EACH SIDE T/PIER EL.,
TYPICAL SEE PLAN SEE PLAN TYPICAL SEE PLAN TYPICAL SEE PLAN
PIER, REFER PLANS AND
6" DEEP CARTON 09/S301 FOR REINF. 6" DEEP CARTON 6" DEEP CARTON
FORMS TYPICAL FORMS TYPICAL FORMS TYPICAL
1' - 2" 1' - 2" 1' - 6"
BE
CONDITION AT GRADE BEAM CONDITION AT COLUMN
NOT
SHALL
01 SECTION 02 SECTION 03 SECTION
3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0"
DEPICTED
09.04.2023
INFORMATION
OR
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
S8
8" 1' - 8 1/4"
HIGH SCHOOL / MIDDLE SCHOOL
12" CMU. REFER 07/S304.
DOWELS TO MATCH WALL
REINF. WITH STD. HOOK
THE
REFER 03/S304
SEE PLAN
1-#4 CONT.
#3 DOWELS 24"
24"
ASSOCIATES.
AT 18" C/C CL OF WALL AND
FOUNDATION SECTIONS
GRADE BEAM
TRENTON, TX 75490
EL. 103'-4"
5"
SECTION NOT USED
#4 AT 12" C/C
2289 FM 815
12" CMU. REFER 07/S304.
HORIZ. EA. DOWELS TO MATCH WALL
FACE REINF. WITH STD. HOOK
REFER 03/S304
&
WILLIAMS
#6 DOWELS AT 12" C/C #3 DOWELS 24"
SEE PLAN
24"
EA. FACE AT 12" C/C
FIN. FLR.
1-#4 CONT.
ALTERNATE 24"
#3 DOWELS REVISIONS
24"
HOOK DIRECTION
AT 18" C/C NO. DESCRIPTION DATE
1
5"
GRADE OR
8"
8"
BOYNTON
GRADE OR
PAVING REFER
PAVING
CIVIL AT PAVING,
REFER CIVIL REFER PLAN NOTES FOR
REFER 11/S305 4-#8 TOP AND REFER 12/S305 FOR AT PAVING, TYPICAL SLAB REINF.
BOTTOM CONT. REINF. AT REFER 11/S305
#4 STIRRUPS THICKENED SLAB
AT 12" C/C 1-#4 AT MID-DEPTH GRADE BEAM REINF.
1-#4 CONT. MID-HEIGHT EA. SIDE 3-#7 CONT. TOP AND
3' - 4"
#4 STIRRUPS
OF
EACH FACE BOTTOM WITH #3
AT 12" C/C
STIRRUPS AT 12" C/C
SOIL RETAINERS
PROPERTY
4-#8 CONT. TOP AND STD. HOOK EACH SIDE T/PIER EL.,
BOTTOM
TYPICAL SEE PLAN
SOIL RETAINERS
EACH SIDE
TYPICAL T/PIER EL., T/PIER EL.,
SEE PLAN SOIL RETAINERS SEE PLAN
EACH SIDE
6" DEEP CARTON
TYPICAL
FORMS TYPICAL 1' - 2"
ISSUE DATE
THE
6" DEEP CARTON
8" 1' - 0" 09.04.2023
9/7/2023 5:21:39 PM
FORMS TYPICAL 6" DEEP CARTON 1' - 8"
FORMS TYPICAL
1' - 8"
IS
PROJECT NO.
DRAWING
D21039A
05 SECTION 06 SECTION 07 SECTION AT STOREFRONT SHEET NO.
3/4" = 1'-0" 3/4" = 1'-0" AT STORM SHELTER 3/4" = 1'-0"
S310
THIS
ARCHITECT
S6 - GRID K
SEE PLAN 1' - 0"
1' - 0" 8" 8" 4"
7 8" DEEP X 8"
WIDE BRICK
10 3/8" LEDGE U.N.O.
6" 6"
THE
12" CMU WALL
REFER 07/S304 FOR SLAB SLOPE
DOWELS TO MATCH WALL AT DOCK, REFER
CL COL. AND GR. BM.
REINF. WITH STD. HOOK ARCH. / CIVIL DWGS.
OF
REFER 03/S304
2-0
#3 DOWELS 24" #3 AT 18" C/C
24"
AT 18" C/C WITH 2-#4 CONT.
PERMISSION
1-#4 CONT. 1-#4 CONT.
1/2"
#3 DOWELS 24"
EL. 103'-4"
24"
REFER PLAN NOTES AT 18" C/C
FOR SLAB AND REINF. 3010 LBJ Freeway l Suite 500
3 1/2"
8"
8"
FIN. FLR. Dallas, Texas 75234
EL. 103'-4" EL. 103'-4" EL. 103'-4" P 972-661-5461
3 1/2"
EL. 103'-0 1/2" EL. 103'-0 1/2"
5"
F 972-661-5449
8"
#4 AT 12" C/C
8"
8"
FOR FINISH, HORIZ. EA. FACE
#4 AT 12" C/C bwaarchitects.com
WRITTEN
REFER ARCH'L. HORIZ. EA. FACE
#4 AT 12" C/C
#6 DOWELS AT 12" C/C
HORIZ. EA.
3' - 0 1/2"
3' - 4"
3' - 4"
#4 AT 12" C/C #6 DOWELS AT 12" C/C #6 DOWELS AT 12" C/C EA. FACE
FACE #4 STIRRUPS
HORIZ. EA. FACE EA. FACE EA. FACE #6 DOWELS AT 12" C/C
EA. FACE AT 12" C/C
Member: American Institute of Architects
REFER 11/S305
#3 DOWELS
24" 1-#4 CONT. 1-#4 CONT. 1-#4 CONT. FOR DOWELS TO
1' - 0"
WITHOUT
AT 18" C/C
24"
PAVING
PAVING EL. 99'-4"
EL. 100'-0" EL. 100'-0" EL. 100'-0" REFER CIVIL
5"
5"
5"
8"
8"
8"
TEXAS REG. NO. F-10142
1-#4 CONT. AT 12" C/C
CLICK JOB NO. 23-004A
EACH FACE #3 STIRRUPS
DALLAS, TEXAS 75201
CLICK ENGINEERING
2218 BRYAN STREET
USED
AT 12" C/C
1-#4 CONT. MID-HEIGHT
3-#8 CONT. TOP AND
#3 STIRRUPS #3 STIRRUPS #4 STIRRUPS EACH FACE
BOTTOM
P: 214.871.2302
AT 12" C/C AT 12" C/C AT 12" C/C
OR
1-#4 CONT. MID-HEIGHT 1-#4 CONT. MID-HEIGHT 1-#4 CONT. MID-HEIGHT
3-#7 CONT. TOP AND
SUITE 150
EACH FACE EACH FACE EACH FACE T/PIER EL.,
BOTTOM
SEE PLAN SOIL RETAINERS
3-#7 CONT. TOP AND 3-#7 CONT. TOP AND
REPRODUCED
EACH SIDE
BOTTOM BOTTOM 4-#8 CONT. TOP AND
SOIL RETAINERS T/PIER EL. T/PIER EL., TYPICAL T/PIER EL.,
EACH SIDE BOTTOM
SEE PLAN SEE PLAN SOIL RETAINERS SEE PLAN
TYPICAL
EACH SIDE
1' - 0" TYPICAL T/PIER EL.
10" 10" 1' - 2"
SEE PLAN
6" DEEP CARTON
FORMS TYPICAL 6" DEEP CARTON 1' - 8"
1' - 8"
1' - 8" FORMS TYPICAL
8" 1' - 0"
7
6" DEEP CARTON
BE
FORMS TYPICAL 1' - 8"
01 SECTION AT STAGE 02 SECTION 03 SECTION 04 SECTION
NOT
3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0"
35 35 Q 30
SHALL
1' - 0" 11 1/4"
CL GRADE BEAM
10" 1' - 0"
2' - 10 1/4"
#3 DOWELS 24" #3 DOWELS 24"
DEPICTED
CFMS WALL
24"
24"
AT 18" C/C AT 18" C/C REFER ARCH. DWGS.
CFMS WALL #3 DOWELS 24"
#3 DOWELS 24" #3 DOWELS 24"
24"
AT 18" C/C
24"
24"
REFER PLAN NOTES REFER PLAN NOTES 1-#4 CONT. REFER PLAN NOTES
1-#4 CONT. AT 18" C/C AT 18" C/C
FOR SLAB AND REINF. FOR SLAB AND REINF. FOR SLAB AND REINF. 1-#4 CONT. 1-#4 CONT.
1-#4 CONT. FIN. FLR.
EL. 103'-4" EL. 103'-4" EL. 103'-4" EL. 103'-4"
09.04.2023
INFORMATION
5"
5"
5"
8"
8"
FIN. FLR. EL. VARIES
FOR FINISH,
REFER ARCH'L. #6 DOWELS AT 12" C/C
#4 AT 12" C/C
#4 DOWELS AT 12" C/C #4 AT 12" C/C EA. FACE
HORIZ. EA.
3' - 4"
3' - 4"
#4 AT 12" C/C #6 DOWELS AT 12" C/C HORIZ. EA. FACE
1'-0" FACE
HORIZ. EA. FACE EA. FACE
4' - 0"
#6 DOWELS AT 12" C/C
9"
EA. FACE
HIGH DENSITY #6 DOWELS AT 12" C/C
#3 DOWELS 24" 1-#4 CONT.
#4 AT 12" C/C STROFOAM FILL EA. FACE
24"
AT 18" C/C 1-#4 CONT.
OR
HORIZ.
1-#4 CONT.
EL. 100'-0" EL. 100'-0" EL. 100'-0"
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
#4 AT 12" C/C
5"
5"
5"
5"
HORIZ. EA. FACE
8"
8"
8"
HIGH SCHOOL / MIDDLE SCHOOL
#4 STIRRUPS #4 STIRRUPS
TYP. THICKENED SLAB, #3 DOWELS 24"
#3 STIRRUPS #3 STIRRUPS AT 12" C/C AT 12" C/C
24"
SEE 02/S305 AT 18" C/C
AT 12" C/C AT 12" C/C
8" 8" 8" 1-#4 CONT. MID-HEIGHT 1-#4 CONT. MID-HEIGHT
2' - 6"
1-#4 CONT. MID-HEIGHT 1-#4 CONT. MID-HEIGHT EACH FACE EACH FACE
EACH FACE EACH FACE
THE
3-#7 CONT. TOP AND 3-#7 CONT. TOP AND 4-#8 CONT. TOP AND 4-#8 CONT. TOP AND
BOTTOM BOTTOM BOTTOM BOTTOM
SOIL RETAINERS T/PIER EL. SOIL RETAINERS T/PIER EL. T/PIER EL. T/PIER EL.
EACH SIDE SEE PLAN EACH SIDE SEE PLAN SEE PLAN SEE PLAN
SOIL RETAINERS SOIL RETAINERS
ASSOCIATES.
TYPICAL TYPICAL
EACH SIDE EACH SIDE
FOUNDATION SECTIONS
TYPICAL TYPICAL
TRENTON, TX 75490
6" DEEP CARTON 6" DEEP CARTON 6" DEEP CARTON 6" DEEP CARTON
FORMS TYPICAL 1' - 8" FORMS TYPICAL 1' - 8" FORMS TYPICAL 1' - 8" FORMS TYPICAL 1' - 8"
2289 FM 815
05 SECTION 06 SECTION 07 SECTION 08 SECTION
&
3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0"
WILLIAMS
REVISIONS
E'
NO. DESCRIPTION DATE
7 ASI-01 03/22/2024
3' - 0"
BOYNTON
REFER ARCH'L.
FOR E.J. COVER 2' - 0"
#4 DOWELS AT 12" C/C HIGH DENSITY #5 AT 12" C/C TOP
DETAIL, EMBEDS,
DRILL AND EPOXY 6" STROFOAM FILL AND BOTTOM
ETC.
INTO CONCRETE RAMP DOW
5" THICK SLAB EACH WAY . N
CONT. SLAB ON
WITH #3 AT 12" C/C FIN. FLR. GRADE REINF. INTO
EACH WAY EL. 105'-0" (F.V.) 8" SLAB FOR 2'-0"
OF
8"
EL. 100'-0"
PROPERTY
4"
5"
1'-0"
EXISTING GRADE BEAM REINF.
STRUCTURE 3-#7 CONT. TOP AND THE LANDING FOR THIS RAMP IS TO BE SUSPENDED OVER A MINIMUM OF 6”
#3 AT 18" C/C EACH BOTTOM WITH #3 CARDBOARD CARTON FORMS BENEATH THE SLAB. NO ADDITIONAL SUBGRADE
WAY 3" CLEAR FROM STIRRUPS AT 12" C/C PREPARATIONS ARE REQUIRED PROVIDED THE TOPSOIL AND ORGANIC SOILS ARE
BOTTOM OF SLAB REMOVED AND GRADED PROPERLY FOR THIS FLAT LANDING AREA. EXTREME CARE ISSUE DATE
SOIL RETAINERS
THE
MUST BE EXERCISED DURING CONSTRUCTION TO ASSURE THAT THE STRUCTURAL
8" 5'-0" 8" EACH SIDE
09.04.2023
4/5/2024 1:44:19 PM
TYPICAL INTEGRITY OF THE CARDBOARD VOID FORMS IS PRESERVED SUCH THAT THE VOID
FORMS WILL MAINTAIN THE 6” VOID HEIGHT UNTIL THE CONCRETE HAS ACHIEVED
IS
ADEQUATE STRENGTH. CARDBOARD VOID FORM SYSTEMS MUST NOT BECOME WET OR
EXPOSED TO MOISTURE OR WATER BEFORE THE PLACEMENT AND CURING OF THE PROJECT NO.
OVERLYING CONCRETE. A RIGID LAYER OF MATERIAL, SUCH AS A MASONITE BOARD,
DRAWING
1' - 2"
6" DEEP CARTON
1' - 2"
SHOULD BE PLACED DIRECTLY ON THE CARDBOARD VOID FORMS TO PREVENT D21039A
FORMS TYPICAL COLLAPSE. PLACE A 15-MIL VAPOR BARRIER OVER THE RIGID LAYER. REFER GEOTECH
REPORT SECTION C.6.B FOR ADDITIONAL PRECAUTIONS THAT MUST BE FOLLOWED.
SHEET NO. 7
09 SECTION 10 SECTION
S311
THIS
3/4" = 1'-0" 3/4" = 1'-0"
-
ARCHITECT
S8
8 5/8" 1' - 0" SEE PLAN
5" 1' - 0 1/2"
S6
THE
SEE PLAN
7 12" CMU WALL
5/8" 1' - 0" REFER 07/S304
OF
DOWELS TO MATCH WALL
6" REINF. WITH STD. HOOK
REFER 03/S304
PERMISSION
CL COL. AND GR. BM.
2-#4 CONT.
#3 DOWELS 24" #3 DOWELS 24"
3010 LBJ Freeway l Suite 500
24"
24"
AT 18" C/C AT 18" C/C
#3 DOWELS 24"
1-#4 CONT. Dallas, Texas 75234
24"
AT 18" C/C .
REFER PLAN NOTES REFER PLAN NOTES P 972-661-5461
FOR SLAB AND REINF. FOR SLAB AND REINF.
T/SLAB F 972-661-5449
3 1/2"
FIN. FLR. T/SLAB EL. 103'-0 1/2"
EL. 103'-4" EL. 103'-0 1/2" EL. 103'-4" EL. 103'-4" 12" CMU WALL, FOR
#4 DOWELS AT 12" C/C bwaarchitects.com
3 1/2"
WRITTEN
EL. 103'-0 1/2" TYP. WALL DETAILS,
5"
5"
SEE SHT. S304 1'-0"
11 1/2"
11 1/2"
3 1/2"
5"
5"
8"
9"
T/RAMP
EL. VARIES
FOR FINISH, Member: American Institute of Architects
REFER PLAN NOTES
REFER ARCH'L.
3' - 0 1/2"
#6 DOWELS AT 12" C/C HIGH DENSITY #4 AT 12" C/C FOR SLAB AND REINF.
WITHOUT
#4 AT 12" C/C EA. FACE STYROFOAM FILL HORIZ.
HORIZ. EA. FACE
T/RAMP EL. VARIES
#3 DOWELS . 1-#4 CONT. #4 AT 12" C/C
24"
AT 18" C/C
24"
HORIZ. EA. FACE #6 DOWELS AT 12" C/C
TEXAS REG. NO. F-10142
#4 AT 12" C/C EA. FACE
CLICK JOB NO. 23-004A
EL. 100'-0"
DALLAS, TEXAS 75201
EL. 100'-0" HORIZ. EA. FACE EL. 100'-0"
CLICK ENGINEERING
2218 BRYAN STREET
USED
5"
5"
5"
8"
8"
EL. 98'-4" EL. 98'-4"
P: 214.871.2302
REFER 03/S301 HIGH DENSITY
FOR COLUMN STROFOAM FILL
OR
REFER 02/S312 PLINTH REINF.
SUITE 150
#3 STIRRUPS #4 STIRRUPS FOR GRADE #4 STIRRUPS
AT 12" C/C AT 12" C/C BEAM REINF. AT 12" C/C 4" 1' - 4" 4"
GRADE BEAM REINF.
REPRODUCED
TYP. THICKENED SLAB,
3-#7 CONT. TOP AND 3-#7 CONT. TOP AND 1-#4 CONT. MID-HEIGHT
1-#4 CONT. MID-HEIGHT 1-#4 CONT. MID-HEIGHT SEE 02/S305
BOTTOM BOTTOM WITH EACH FACE
EACH FACE #3 STIRRUPS AT 12" C/C EACH FACE
SOIL RETAINERS 4-#8 CONT. TOP AND
T/PIER EL., 4-#8 CONT. TOP AND
EACH SIDE BOTTOM
SEE PLAN BOTTOM SOIL RETAINERS
TYPICAL
EACH SIDE
SOIL RETAINERS T/PIER EL. T/PIER EL. TYPICAL T/PIER EL.
10" 10"
EACH SIDE SEE PLAN SEE PLAN SEE PLAN
6" DEEP CARTON TYPICAL
BE
FORMS TYPICAL 1' - 8" 1' - 2"
7 6" DEEP CARTON 6" DEEP CARTON
1' - 8"
NOT
FORMS TYPICAL FORMS TYPICAL 1' - 8"
SHALL
01 SECTION 02 SECTION 03 SECTION 04 SECTION
DEPICTED
3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0"
09.04.2023
INFORMATION
12"X8" KNOCK-OUT
OR
BEAM WITH 2-#5 CONT.
AT TOP, MID HEIGHT,
AND BOTTOM
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
8"X8" KNOCK-OUT
HIGH SCHOOL / MIDDLE SCHOOL
BEAM WITH 2-#5 CONT.
THE
REFER ARCH'L. 10'-0" MAX.
ASSOCIATES.
REFER ARCH'L. MAX 12'-0"
FOUNDATION SECTIONS
TRENTON, TX 75490
12" CMU
7 8" FREE-STANDING
12" CMU. REFER S100
CMU WALL - REFER
FOR REINF. AND
2289 FM 815
S100 FOR REINF.
GROUT SPACING
DOWELS TO MATCH
SIZE AND SPACING
NOTE: OF WALL REINF.
&
TOP OF SLAB SLOPES
1% MINIMUM, 2% MAXIMUM,
WILLIAMS
REFER CIVIL AND ARCH'L. 24"
#3 AT 16" C/C
DOWELS 8"X8" BRICK LEDGE.
DOWELS TO MATCH DOWELS TO MATCH SLOPE
24"
AT DOORS, OMIT
WALL REINF. WALL REINF. REVISIONS
BRICK LEDGE AND
NO. DESCRIPTION DATE
3'-0" 5'-0" ADD 1-#4 CONT.
SEE PLAN
1-#4 CONT. 7 ASI-01 03/22/2024
1-#4 CONT. #5 AT 12" C/C TOP REFER 11/S305
24"
.
#3 DOWELS AND BOTTOM FOR DOWELS TO #4 DOWELS AT 12" C/C
24"
BOYNTON
GROUT AT CELL PAVING SITE PAVING
AT 18" C/C EACH WAY PAVING
BELOW GRADE REFER CIVIL REFER CIVIL PAVING
4"
REFER CIVIL FOR EL. EL. 100'-0" AT 08
EL. = 100'-00" REFER CIVIL
EL. 88'-10" AT 08A
6"
SLOPE
3" 5"
8"
REFER S305 REFER PLAN NOTES FOR
PAVING PER CIVIL FOR DOWELS TYPICAL SLAB REINF.
4"
3' - 0"
OF
TO PAVING
3' - 2"
1-#4 CONT. MID-DEPTH
3' - 2"
3'-0" MIN. EACH SIDE
2' - 6"
GRADE BEAM REINF. GRADE OR
2' - 6"
EL. 98'-0" PAVING
PROPERTY
5-#7 CONT. TOP AND
#3 AT 12" C/C REFER CIVIL
BOTTOM WITH #3 6" DEEP
REFER S305 AT PAVING, 2-#7 CONT. TOP AND
STIRRUPS AT 12" C/C CARTON FORMS
FOR DOWELS REFER 11/S305 BOTTOM
SOIL RETAINERS
TO PAVING
EACH SIDE
2' - 6"
REFER 01/S310
GRADE BEAM REINF. TYPICAL REFER 06/S301 FOR
FOR GRADE
5-#7 CONT. TOP AND BEAM INFO. DETAIL AT PIER
BOTTOM WITH #3
STIRRUPS AT 12" C/C ISSUE DATE
THE
1' - 2"
SOIL RETAINERS
4/17/2024 4:44:58 PM
EACH SIDE 6" DEEP CARTON
09.04.2023
TYPICAL 1' - 2"
FORMS TYPICAL
IS
FOR PAVERS OUTSIDE OF DOOR PROJECT NO.
DRAWING
1' - 8"
6" DEEP CARTON 2' - 2" D21039A
FORMS TYPICAL
SHEET NO. 7
05 SECTION 06 SECTION 07 SECTION AT DOOR STOOP 08 /08A
. SECTION
S312
THIS
3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0"
ARCHITECT
T/WALL EL.
REFER ARCH.
THE
1' - 5"
OF
7"
CL OF GRADE BEAM
PERMISSION
FOR TREADS, 3010 LBJ Freeway l Suite 500
#4 DOWELS 24" SEE ARCH. DWGS. Dallas, Texas 75234
24"
AT 12" C/C
P 972-661-5461
2X6 KEYWAY AT
REFER PLAN NOTES TOP OF STAIR
F 972-661-5449
FOR SLAB AND REINF.
8" CMU WALL
SECTION NOT USED bwaarchitects.com
WRITTEN
SLOPE DOWN 1/4"/FT.
EL. 103'-4"
.
5"
8"
SEE ARCH. DWGS.
#4 NOSING AT Member: American Institute of Architects
REFER S100 FOR CMU
EACH TREAD
FOR RISERS,
REINF. DOWELS TO
WITHOUT
MATCH CMU REINF. #4 AT 12" C/C
EA. WAY
REFER 11/S305
BOTTOM
FOR DOWELS TO
PAVING
#4 AT 12" C/C
TEXAS REG. NO. F-10142
HORIZ. EA. FACE PAVING
CLICK JOB NO. 23-004A
FLATWORK/PAVING
REFER CIVIL
DALLAS, TEXAS 75201
FLATWORK/PAVING #3 DOWELS FLATWORK/PAVING
REFER CIVIL
CLICK ENGINEERING
2218 BRYAN STREET
USED
REFER CIVIL AT 18" C/C REFER CIVIL
#3 STIRRUPS
5' - 10"
AT 12" C/C
P: 214.871.2302
2' - 0"
8"
MIN.
12" X 24" BEAM
OR
REINF. WITH 2-#6
SUITE 150
CONT. TOP AND
BOTTOM AND #3
REPRODUCED
STIRRUPS AT 10" C/C
3' - 2"
GRADE BEAM REINF. GRADE BEAM REINF.
3-#8 CONT. TOP AND 3-#7 CONT. TOP AND
BOTTOM WITH #3 3-#7 CONT. TOP AND
BOTTOM WITH #3
STIRRUPS AT 12" C/C BOTTOM
STIRRUPS AT 12" C/C SOIL RETAINERS
SOIL RETAINERS SOIL RETAINERS EACH SIDE
EACH SIDE EACH SIDE TYPICAL T/PIER EL.,
TYPICAL TYPICAL SEE PLAN
BE
6" DEEP CARTON
6" DEEP CARTON 6" DEEP CARTON FORMS TYPICAL
NOT
FORMS TYPICAL FORMS TYPICAL 1' - 2" 1' - 0"
1' - 2" 1' - 2"
SHALL
DEPICTED
01 SECTION 02 SECTION 04 SECTION
3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0"
7 7
09.04.2023
INFORMATION
OR
S8
L
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
1' - 7 5/8"
12" CMU WALL
HIGH SCHOOL / MIDDLE SCHOOL
REFER 07/S304
DOWELS TO MATCH WALL
REINF. WITH STD. HOOK
FOR FINISH, REFER 03/S304
SEE ARCH. DWGS. 2-#4 CONT.
#3 DOWELS 24"
24"
AT 18" C/C
THE
#3 DOWELS 24"
24"
AT 18" C/C REFER PLAN NOTES
FOR SLAB AND REINF.
ASSOCIATES.
#3 DOWELS 24"
FOUNDATION SECTIONS
1-#4 CONT. EL. 103'-4"
24"
EL. 103'-4"
AT 18" C/C
5"
5"
TRENTON, TX 75490
8"
11 1/2"
REFER PLAN NOTES #4 AT 24"
24"
FOR SLAB AND REINF. 12" C/C
REFER PLAN NOTES
2289 FM 815
#4 AT 12" C/C FOR SLAB REINF.
HORIZ. EA. #6 DOWELS AT 12" C/C T/RAMP SLAB
2-#4 CONT.
FACE EA. FACE FIN. FLR. EL. 100'-0"
&
FOR WALL REINF.,
SEE 03/S312
WILLIAMS
PAVING 1-#4 CONT. REFER 02/S305
REFER CIVIL
EL. 100'-0" FOR REINF. REVISIONS
NO. DESCRIPTION DATE
1' - 6"
5"
BRICK LEDGE
8"
STRAP BEAM 7 ASI-01 03/22/2024
EL. 99'-4" EL. 98'-4"
WITH 8-#7 CONT.
WITH #3 AT 12" C/C
BOYNTON
TYP. THICKENED SLAB,
#4 STIRRUPS SEE 02/S305 #4 STIRRUPS
REFER S305 AT 12" C/C 8" 8" 8" AT 12" C/C
FOR DOWELS
1-#4 CONT. MID-HEIGHT
TO PAVING 1-#4 CONT. MID-HEIGHT
EACH FACE HIGH DENSITY 9" 9"
EACH FACE
STYROFOAM FILL
OF
4-#8 CONT. TOP AND
BOTTOM 4-#8 CONT. TOP AND 1' - 6"
SOIL RETAINERS BOTTOM
PROPERTY
EACH SIDE
TYPICAL T/PIER EL. SOIL RETAINERS T/PIER EL.
SEE PLAN EACH SIDE SEE PLAN
TYPICAL
8" 1' - 0"
6" DEEP CARTON 6" DEEP CARTON
1' - 8"
FORMS TYPICAL 1' - 8" FORMS TYPICAL ISSUE DATE
THE
4/17/2024 4:44:28 PM
09.04.2023
IS
05 SECTION 06 SECTION 07 SECTION
PROJECT NO.
DRAWING
3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0"
D21039A
SHEET NO. 7
S313
THIS
ARCHITECT
2"
2"
9 S1
9"
THE
2' - 0"
10" 10"
GROUT SOLID BETWEEN PLATE
1' - 1" 1' - 6" AND CMU FULL HEIGHT OF PLATE.
OF
REF 02/S314
PERMISSION
PLINTH REINF. AT STORM SHELTER
NOTE: ELIMINATE CMU DOWELS COLUMN PER 03/S314
INTO GRADE BEAM AT COLUMN 3010 LBJ Freeway l Suite 500
2"
PLATE 3/4" X12" X1'-5" W/ (4) - 3/4"
BASE PLATE - TYPICAL DIA ANCHOR BOLTS WITH 12" EMBED Dallas, Texas 75234
2"
PIER DOWELS PER P 972-661-5461
08/S301
1' - 6"
F 972-661-5449
POST SEE PLAN
1 1/2" 6" 1 1/2" bwaarchitects.com
WRITTEN
SL
2' - 0"
PL 5/8" X 18" CONT FROM 1/4 3-12
10"
FINISH FLOOR TO EL 124'-0"
PLINTH REINF. 1 1/2"
2' - 6 1/4"
Member: American Institute of Architects
NOT SHOWN COLUMN SEE PLAN
1 1/2"
FOR CLARITY
WITHOUT
10"
1' - 3"
X
PL 5/8" X 14" CONT FROM FINISH
2"
FLOOR TO EL 124'-0"
AA
TEXAS REG. NO. F-10142
PLATE AS
CLICK JOB NO. 23-004A
SHOWN
6"
DALLAS, TEXAS 75201
1' - 3"
CLICK ENGINEERING
2218 BRYAN STREET
3/4" DIA X 6" EMBED HAS L5X5X3/8 X 1'-4"
USED
1 1/2" RODS AT 2'-0" C/C IN HILTI HIT AT 2'-0" C/C
FF-100'
1/4 3-12 HY-70 ADHESIVE SYSTEM
PLINTH DIMS. AND 1 1/2" 1 1/2"
P: 214.871.2302
REINF. AT NON-STORM
SHELTER COLUMNS TO
OR
1' - 3" 1' - 3"
SUITE 150
BE PER 04/S302 AND
03/S301
SECTION X
REPRODUCED
3/4" DIA X 6" EMBED HAS RODS AT
2'-0" C/C IN HILTI HIT HY-70 ADHESIVE
SYSTEM
TYPICAL DOOR JAMB AT WF STEEL COLUMN AT TYPICAL DOOR JAMB AT HSS STEEL POST AT STORM
01 SECTION 02 STORM SHELTER 02A SHELTER
3/4" = 1'-0" 1 1/2" = 1'-0" 1 1/2" = 1'-0"
BE
S1
NOT
SHALL
GROUT SOLID BETWEEN
PLATE AND CMU FULL
HEIGHT OF PLATE. REF
SK
02A/S314 FOR BASE PLATE
1' - 1"
DEPICTED
-
2' - 10"
1' - 1"
1' - 6"
#4 TIES AT 12"
CL
C/C. 3 AT 2" C/C
09.04.2023
12-#7 VERT. AT TOP
INFORMATION
U.N.O. GROUT SOLID BETWEEN PLATE AND
6' - 2 1/4"
CMU FULL HEIGHT OF PLATE. REF
PLINTH REINF. AT STORM 02/S314
#4 CROSS TIES AT 12" C/C. 3 SHELTER COLUMN PER
AT 2" C/C AT TOP 03/S314
1' - 6"
PLINTH REINF. AT STORM SHELTER
NOTE: ELIMINATE CMU DOWELS COLUMN PER 03/S314
INTO GRADE BEAM AT COLUMN GROUT SOLID BETWEEN PLATE
NOTE: ELIMINATE CMU DOWELS
3' - 0"
BASE PLATE - TYPICAL AND CMU FULL HEIGHT OF PLATE.
INTO GRADE BEAM AT COLUMN
REF 02/S314 FOR BASE PLATE
BASE PLATE - TYPICAL
OR
1' - 6"
PIER DOWELS PER
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
PIER DOWELS 08/S301
PER 08/S301
-
SK.3
HIGH SCHOOL / MIDDLE SCHOOL
1' - 6" 1' - 6"
1' - 6"
3' - 0"
1' - 6"
THE
1' - 6" #4 TIES AT 12" C/C. 3 AT
2" C/C AT TOP
20-#7 VERT. 1' - 8"
ASSOCIATES.
PLAN DETAIL (SHELTER PLINTH) - TYPICAL INTERIOR
FOUNDATION SECTIONS
03 COLUMN AT STORM SHELTER 04 SECTION 05 SECTION
TRENTON, TX 75490
3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0"
2289 FM 815
8 S1
8 S1
&
1' - 11" GROUT SOLID BETWEEN PLATE AND CMU
1' - 11"
FULL HEIGHT OF PLATE. REF 02/S314
10" 1' - 1"
WILLIAMS
GROUT SOLID BETWEEN PLATE 10" 1' - 1"
7
AND CMU FULL HEIGHT OF
PLATE. REF 02/S314 REVISIONS
NO. DESCRIPTION DATE
12.8 7 ASI-01 03/22/2024
PLINTH REINF. AT STORM
SHELTER COLUMN PER 16-#7 VERT.
BOYNTON
03/S314 PLINTH DIMS. AND REINF. AT NON-STORM
NOTE: ELIMINATE CMU DOWELS INTO
NOTE: ELIMINATE CMU DOWELS INTO SHELTER COLUMNS TO BE PER 04/S302
GRADE BEAM AT COLUMN BASE
GRADE BEAM AT COLUMN BASE AND 03/S301
PLATE - TYPICAL
1' - 6"
PLATE - TYPICAL 1' - 3" 1' - 3"
1' - 6"
PIER DOWELS
SE
PER 08/S301 PIER NOTE: ELIMINATE CMU DOWELS INTO PIER DOWELS PER
OF
1' - 4 5/8"
GRADE BEAM AT COLUMN BASE PLATE -
1' - 3"
1' - 3"
DOWELS 08/S301
11 5/8"
TYPICAL
1' - 3"
PER
08/S301
D.7
1' - 6"
PROPERTY
1' - 0 1/2"
T
4 3/8"
F
1' - 3"
CL
2' - 1 1/2"
1' - 8"
1' - 3"
7
1' - 6"
1' - 1"
PLINTH REINF.
1' - 3" 1' - 6" NOT SHOWN
1' - 3" ISSUE DATE
THE
FOR CLARITY PLINTH DIMS. AND REINF. AT NON-
SE
PLINTH DIMS. AND REINF. AT NON-
STORM SHELTER COLUMNS TO BE PER STORM SHELTER COLUMNS TO BE
#4 TIES AND CROSS TIES AT 09.04.2023
4/5/2024 1:44:22 PM
04/S302 AND 03/S301 PER 04/S302 AND 03/S301
1' - 9"
1' - 6" 12" C/C. 3 AT 2" C/C AT TOP GROUT SOLID BETWEEN PLATE AND CMU
FULL HEIGHT OF PLATE. REF 02/S314
IS
PROJECT NO.
DRAWING
PLINTH REINF. AT
STORM SHELTER
D21039A
WF COLUMN OR 1' - 0" COLUMN PER 03/S314
HSS COLUMN
SHEET NO. 7
1' - 6" 1' - 6"
06 SECTION 07 SECTION 08 SECTION
S314
THIS
3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0"
ARCHITECT
1 2 B.134 5 6 7 7.8 S1 S2 S3 15 27 31 37 40 41 42 45 47 51
C'
THE
OF
B'
PERMISSION
3010 LBJ Freeway l Suite 500
Dallas, Texas 75234
P 972-661-5461
A' F 972-661-5449
SA
2
bwaarchitects.com
WRITTEN
- STORM SHELTER
A
Member: American Institute of Architects
C
WITHOUT
FOR MEZZANINE
D.7 FRAMING PLAN
BELOW, SEE S417
TEXAS REG. NO. F-10142
CLICK JOB NO. 23-004A
F SE
DALLAS, TEXAS 75201
CLICK ENGINEERING
2218 BRYAN STREET
USED
P: 214.871.2302
SF
OR
SF.5
SUITE 150
H 2
7
REPRODUCED
SG
K
SH L
N
Q
SJ
R
BE
T U
SK
NOT
SK.3 X
SHALL
Y SL Y
AA BB
BB
N.1 N.1
DEPICTED
DD
EE
FF
HH 09.04.2023
INFORMATION
GG
JJ
HH
HH.7 KK
LL KK.1
OR
NN MM
NEW CONSTRUCTION / RENOVATION
DRAWING(S)
HIGH SCHOOL / MIDDLE SCHOOL
QQ PP
THE
RR
OVERALL ROOF FRAMING PLAN
SS
ASSOCIATES.
TRENTON, TX 75490
TT UU
2289 FM 815
&
VV WW
WILLIAMS
WW
REVISIONS
NO. DESCRIPTION DATE
XX XX 7 ASI-01 03/22/2024
XX.2 XX.2
BOYNTON
YY YY
ZZ
OF
PROPERTY
ZZ.1 ZZ.1
4 6 7 7.8 12
1 2 B.13 5 S1 S2 S3 15 27 31 37 40 41 47 51
ISSUE DATE
THE
09.04.2023
4/5/2024 1:44:26 PM
IS
45
PROJECT NO.
DRAWING
D21039A
SHEET NO. 7
01 OVERALL ROOF FRAMING PLAN
S400
THIS
1" = 20'-0"
03
1 3 4 6 6.8 7.8 8 9 S1 S2 D.5 S3 12.8 S4 16.6 S5 19.1 S6 S7 S8
S511
ARCHITECT
1" EJ
8' - 0" 24' - 11 1/4" 3' - 0" 32' - 5 3/4" 9' - 6 1/8" 11' - 6 1/8" 18' - 10 1/4" 13' - 5 1/8" 15' - 4 7/8" 16' - 5 3/4" 14' - 3 7/8" 14' - 10 7/8" 2' - 4 1/4"
W14X22
5' - 5 1/4"
1' - 11" 6 3/4" 3' - 6 5/8"
6' - 11 7/8"
EXISTING CONSTRUCTION 114'-5 3/4"
TO REMAIN 114'-8 3/8"
W12X26 3 5/8"
C'
EXISTING CONSTRUCTION
H
10K1
3/
S
TO REMAIN
S
X
113'-11 3/4"
THE
6
6
X
X
6
6
X
S
3/
S
10K1
OF
21' - 6"
W14X22
W16X26
10K1
PERMISSION
0
0
10K1
.5
3010 LBJ Freeway l Suite 500
X
6
S
Dallas, Texas 75234
S
SIM.
H
02
W12X26 P 972-661-5461
B' S511
F 972-661-5449
8
3/
X
1' - 2 1/2" 20' - 5 1/4" 15' - 0" 37' - 10 3/4"
6
10K1 bwaarchitects.com
WRITTEN
6
S
S
8' - 2 5/8" 7' - 2 1/4" 30' - 11"
H
04
W14X30
1' - 7"
W16X36
1' - 3 1/4" 32' - 5 3/4" 8' - 6 7/8" 10K1 14' - 3 7/8" 14' - 10 7/8"
S511
26' - 3"
Member: American Institute of Architects
WITHOUT
10K1
03
0
10K1
3/
0
S512
.5
6
TEXAS REG. NO. F-10142
X
X
CLICK JOB NO. 23-004A
1/
1/
1/
1/
1/
1/
6
X
S
DALLAS, TEXAS 75201
S
6
H
H
CLICK ENGINEERING
X
2218 BRYAN STREET
USED
6
6
W12X26
S
A'
S
H
H
W14X30 W16X40 W14X22 W14X22 W14X22
P: 214.871.2302
SA
WB-28
10K1
02
OR
117' - 3 5/8" 115' - 4 1/4"
10' - 0"
SUITE 150
S511 ROOF
SLOPE 16K3 16K2 12K1 20K3 12K1
W14X22
21' - 2"
REPRODUCED
10K1
W14X22
W14X30
W14X30
EF
02A 08
03
114'-5 3/4"
S511
DECK
SPAN
S510 16K3 16K2 EF 12K1 20K3 12K1
8
2
7
1/
10K1
3/
29' - 8 7/8"
S510
X
X
PROVIDE FRAME AT
6
118'-8 7/8" 114'-8 3/8"
6
W21X44
W18X35
W18X35
1' - 0"
W18X35
X
117' - 3 5/8" 1
X
6
EF OPNGS PER
6
S
S
S
1
S
09/S503 - TYP.
H
SIM. W14X22
H
02 1
W21X50 W14X26 W14X22 16K2 12K1 20K3 12K1
A S510
W14X26
8
117' - 4 1/8" 10' - 0"
2
3/
3/
1/
W14X22
11' - 4 5/8"
X
W18X35
BE
50' - 2 3/4"
W16X26
W14X22 LO
WB-27
X
X
8
12
12
2
6
28K7 16K3 16K3 16K2 12K1 20K3 12K1
W14X22
W14X22
EF
1/
1/
1/
3/
6
/1
.3
.3
X
X
1' - 0"
S
5
0
W16X40
6
W16X40
X
S
7' - 0"
X
X
X
H
H
20K4
6
2.5K2 EF
X
5
6
6
X
01 1 ROOF 1
S
12
S
12
NOT
S
S
S
S
S
H
S
H
SLOPE
S
S511
H
H
05
W16X36 W16X26 16K3 SP W14X22 W14X22 W14X22 W21X50
C S512 C
EF
6
SHALL
/1
5
DOAS
X
12K1 SP
5
118'-1 7/8"
118'-8 1/8"
16K3 5250 LBS. 14K1 12K1 12K1 12K1
X
2.5K2 20K4 28K7 SP 16K3 SP
5
S
MAX.
S
W14X22
04
W18X35 LO
RTU
20' - 5 7/8"
1500 LBS.
W18X50
S512
W18X35
EF 12K1
W12X19
W12X19
W12X19
16K3 12K1 SP 14K1 12K1 12K1
W14X22
W14X22
MAX.
DEPICTED
24' - 0"
W21X50
W16X40
2.5K2 20K4 28K7 SP 16K3
07
W18X35
1' - 11"
W16X40
S512
12
12
12
H
8 1/2
2
RTU
1/
1/
12K1 SP
.3
.3
.3
16K3 14K1 12K1 12K1 12K1
X 6X
X
S W1 0
6
6
1500 LBS.
X
2
W 6X
X
X X
1/
5
8
6
6
6 8
117' - 3 5/8" LO WB-29
X
MAX.
S
2.5K2 20K4 28K7 SP W18X35 1 1
S
X 8
8
8
6
8
S
10
S
S
3/
3/
/1
1/
X
H
H
5
2
H
X
12
115' - 4 1/4"
X
S
6
S
06 1" EJ
S
6
W14X22 W14X22 W18X35 W14X22 W14X22 W14X22
S
X
2' - 1 1/2"
12
X
H
09.04.2023
12
D.7
X
12
S511
S
S
INFORMATION
8
S
S
S
X
S
H
H
H
1/
W14X26 (10)
W14X26 (10)
W14X26 (10)
W24X68 (18) W24X68 (18)
2
W16X36 W21X50 W14X26 W24X68 (18)
25K
W24X68 (18) W24X68 (18) W24X68 (18)
W14X26 (10)
1" EJ
W14X26 (10)
F
60K W33X118 (20) 60K
60K SE
2
H
117' - 4 1/8" HI 38' - 9 3/4"
10
1/
1/
S
X
S
8
12
8
8
X
X
8
8
W33X118 (20)
W24X68 (18)
12
12
X
X
8
124'-8"
2
1/
S
X
10
10
10
10
X
S
20K4 28K7 SP 16K3 SP
1/
2.5K2 15' - 4"
W21X50
W
H
H
8
2
80K W33X118 (110) C=1" 80K 40K W24X68 (30) 40K
X
12
W14X26 (10)
S
W18X35
W16X26
W14X26 (10)
W14X26 (10)
W14X26 (10)
S
8
2
ROOF LOUVER OPENING 23' - 5 3/4" 3' - 6" 11' - 10"
H
1/
8
8
8' - 1 1/8"
ROOF
X
X
SLOPE
10
REFER MECH.
10
10
SLOPE REFER 01/S406 FOR
24' - 0"
X
W
W
W14X22
2.5K2 20K4 28K7 SP 16K3 SP
60K
10
MEZZ. FLOOR BELOW
OR
S
25K
W18X35
S
RTU
SEE DWG. S404
H
32' - 9"
1500 LBS. 80K W33X118 (110) C=1" 80K 40K W24X68 (30) 40K
SF
MATCH LINE
W14X26 (10)
W33X118 (10)
25K
MAX.
60K
NEW CONSTRUCTION / RENOVATION
W14X26 (10)
W14X26 (10)
W14X26 (10)
DRAWING(S)
9
8' - 3 3/8"
8' - 3 3/8"
- HATCHED AREA DENOTES
15
2.5K2 20K4 28K7 SP 16K3 SP
8
8
6
X
3/
3/
/1
STORM SHELTER
14
5
X
X
W
6
6
6
HIGH SCHOOL / MIDDLE SCHOOL
W33X118 (20)
W24X68 (18)
X
12
6
12
S
S
S
S
S
S
80K 80K 40K W24X68 (30) 40K
H
W33X118 (110) C=1"
H
W16X36 W21X50 W14X26 SF.5
W14X26 (10)W14X26 (10) W14X26 (10)
H 15' - 4"
W14X26 (10) W14X26 (10)W14X26 (10) W14X26 (10)
W14X26 (10) W14X26 (10)W14X26 (10) W14X26 (10)
W14X26 (10) W14X26 (10)W14X26 (10) W14X26 (10)
8
8
8' - 3 3/8"
8' - 3 3/8"
210K
8
8
X
X
8
STORM SHELTER
10
10
3/
3' - 6"
X
W
AREA IS SHOWN SG
60K
6
07
X
10/S502 ALONG
25K W24X68 (18)25K 25K
6
2.5K2 20K4 28K7 16K3 SP
6
SHADED
3/
/1
5
S
S513
THE
5
X
S
80K W33X118 (110) C=1" 80K 40K W24X68 (30) 40K
X
H
4' - 3 5/8"
5
121'-11 5/8"
X
W16X26
W18X35
6
60K
5
121'-11 5/8"
S
PLAN NOTES:
ROOF FRAMING PLAN - AREA 1
S
6' - 8"
S
GRID 8
H
24' - 0"
W24X55 W16X31
W33X118 (20)
W14X22
2.5K2 20K4 28K7 16K3 1. ELEVATIONS NOTED ON PLAN THUS 100'-0" ARE TO
L
W21X50
H = 10K
ASSOCIATES.
80K 80K 40K H=10K METAL DECK BEARING. SLOPE ROOF UNIFORMLY
W33X118 (110) C=1" W24X68 (30) 40K
6
W12X14
WB-23
/1
BETWEEN ELEVATION NOTED.
W40X149 (140)
8
5
X
X
X
2
1/
2. ROOF DECK TO BE 1 1/2"x20 GA. WIDE RIB (TYPE B)
10
10
5
6' - 8"
X
W
W
W18X35
TRENTON, TX 75490
5
2.5K2 20K4 28K7 16K3 METAL DECK, REFER GENERAL NOTES SHEET S100.
8
8
6
60K
S
3/
3/
/1
S
12
5
H
3. REFER SHEET S601 FOR WIND BRACING ELEVATIONS
X
S
X
S
6
6
6
H
X
RTU W33X118 (110) C=1" 80K 40K W24X68 (30) 40K NOTED ON PLAN THUS:
X
80K
12
SH
12
S
S
60K
1500 LBS. 08
S
S
S
WB-X WB-X LOW END OF WB-X
25K
S
H
H
2289 FM 815
W14X26 (10)
30K9
H
W16X36 W21X50 MAX. W14X26 S512 BRACING
8' - 4"
29' - 4"
W21X44
LOUVER OPENING 4. - INDICATES MOMENT CONNECTION, REFER TO
W33X118 (20)
8
W24X68 (18)
3/
REFER MECH.
&
SHEET SERIES S501 AND S502. WHERE APPLICABLE, U.N.O.,
X
W24X68 (30)
6
80K W33X118 (110) C=1" 80K 40K 40K 30K9
X
20K4 28K7 SP 16K3 MOMENT FRAMES ARE TO BE PROVIDED AT HI AND LO BEAMS.
2.5K2
6
S
5. JOISTS SPECIFIED AS "SP" SHALL BE DESIGNED BY THE
W14X26 (10)
W21X50
W14X26 (10)
W14X26 (10)
W14X26 (10)
W14X26 (10)
WILLIAMS
S
9
8
H
1" EJ
W18X40
15
8
MANUFACTURER FOR UNIFORM LOADING OF 25 PSF DEAD LOAD
X
X
8' - 4"
10
14
AND 20 PSF LIVE LOAD PLUS THE CONCENTRATED LOAD OF
W
W
210K
60K
30K9
8
24' - 0"
1/2 THE RTU WEIGHT AS INDICATED ON THE PLANS AND/OR REVISIONS
W16X26
W18X35
25K
W14X22
3/
3/
W14X22
2.5K2 20K4 28K7 16K3
X
LOADS SHOWN ON DETAILS, PLANS, OR GENERAL NOTES. NO. DESCRIPTION DATE
6
80K W33X118 (110) C=1" 80K 40K W24X68 (30) 40K
X
SJ MINIMUM CHORD SIZES ARE INDICATED IN JOIST DESIGNATION, 7 ASI-01 03/22/2024
6
S
S
100K
S
W14X26 (10)
W14X26 (10)
W14X26 (10)
60K 6. ( ) - INDICATES BEAM BOTTOM FLANGE BRACE SEE 08/S504
W14X26 (10)
25K
3x18 GA.
H
*
30K9
118'-1 7/8"
7. JOISTS TO BE EQUALLY SPACED BETWEEN COLUMNS U.N.O.
8' - 10"
H
COMPOSITE DECK
BOYNTON
S
2.5K2 20K4 28K7 16K3 Q
8
H
8
6
8. H = 'X' KIPS DENOTE THE DRAG FORCE THE CONNECTION NEEDS
8
3/
3/
S
/1
W/ 4 1/2" NWC
12
8
S
5
X
X
X
6
X
TO BE DESIGNED ASD LEVEL.
W33X118 (20)
W24X68 (18)
8
6
10
(TOTAL = 7 1/2") W/
X
6
X
X
6
X
W
1/
9. BEAM STIFFENER SHEAR PLATE CONNECTION. PROVIDE
12
REINF. PER 15/S503
12
2
80K 80K
S
S
W33X118 (110) C=1" 30K9
3/
1/
S
W24X68 (30)
S
S
W33X118 (20)
FULL DEPTH SHEAR PLATES PER DETAIL 06/S501 ON EITHER
X
S
H
H
8
H
8
40K 40K
W14X26 (10)
W16X36 W21X50 W14X26
X
SIDE OF W14 FRAMING MEMBERS. WELD SHEAR PLATE TO
W14X26 (10)
W14X26 (10)
W14X26 (10)
12
8' - 0 1/8"
8
2
S
1/
BOTTOM FLANGE.
8
S
8' - 10"
X
H
10
10
SLOPE
10' - 0" 30K9
ROOF
H
ROOF
X
W
S
10
S
OF
20K4
25K
2.5K2
EJ
SLOPE
12
S
X
28K7 16K3 5
H
8
80K 40K
8
1"
X
W33X118 (110) C=1" 80K 40K W24X68 (30)
W21X50
8
1/
W21X50
31' - 0"
X
24' - 11 1/4" 16' - 8" 18' - 9 3/4" SK
2
30K9 SP
5' - 8 1/8"
W18X35
10
2' - 3 7/8"
PROPERTY
60K
6 25K W24X68 (18) 25K
W14X26 (10)
W14X26 (10)
100K
W14X26 (10)
W14X26 (10)
W
2.5K2 20K4
W24X55
W14X22
8' - 2 1/2"
RTU
W21X50
24' - 0"
W16X26
28K7 SP 16K3 1500 LBS.
W14X22
W24X55 MAX.
60K
RTU 30K9 SP SK.3
60K W33X118 (20)
SIM. 2.5K2 20K4 RTU 01
TYP. 80K W33X118 (110) C=1" 80K 40K 40K
01 1500 LBS. 03 1500 LBS. S512 W24X68 (30)
W33X118 (20)
04
ROOF MAX.
S510 MAX. 8
W14X26 (10)
W14X26 (10)
W14X26 (10)
W14X26 (10)
S503
10' - 9"
S510 28K7 SP
8
8
SLOPE 16K3 SP
8
8
8' - 2 1/2"
6
8
124'-8"
3/
3/
X
X
/1
30K9 SP
0
2.5K2 20K4
5
10
10
10
10
10
10
10
X
X
.5
X
6
8
12
124'-8"
W
W
X
ISSUE DATE
6
3/
X
.3
THE
MATCH LINE 5
6
X
5 SL
12
6
X
0
S
12
60K
123'-2 3/4"
S
S
6
09.04.2023
X
SEE DWG. S402
S
S
S
5
5
S
H
H
4/5/2024 1:44:31 PM
123'-2 3/4"
S
H
W24X68 (18) W24X68 (18) W24X68 (18) W24X68 (18) W24X68 (18) W24X68 (18)
S
W16X36
S
FM815
W21X50 W14X26 W24X55
H
S
2' - 0"
Y Y
H
RIDGE
IS
W14X22 W18X35 W12X14
2
8
1/
3/
X
W14X22 W14X22 W14X22 W14X22 123'-2 1/4" PROJECT NO.
AA
X
28K7 16K3 22K5 12K1
8
5' - 7"
6
20K4 123'-2 1/4"
8
6
2.5K2
X
4 5
/1
/1
/1
DRAWING
3/
3/
X
12
W21X50
W16X26
W16X26
W14X22 LO
6
D21039A
S
X
1" EJ 5
W14X22 HI
122'-9 3/8"
X
W16X26
S
S
6
6
5
2
W16X26
W16X26
W16X26
S
H
02
X
X
X
W14X30
20K3 20K3 20K3 14K2
H
MATCH LINE
6
6
5
28K7 16K3
S
S512 22K5 12K1
W14X30
S
2.5K2 20K4 SEE DWG. S402 3
H
H
W14X22
SHEET NO. 5 7
6
W16X26
3' - 4" (HEADER)
24' - 11 1/4" 16' - 8" 18' - 9 3/4" 21' - 0 1/4" 25' - 1 3/4" 24' - 0" 24' - 0" 6' - 2" 23' - 5" 3' - 6" 11' - 10" ROOF FRAMING
01 PLAN - AREA 1 S401
THIS
1 3 5 6 8 9 S1 S2 S3 12.8 13 S4 17 S5 S6 21 S7 24 25 S8 27 30 31 32 1/8" = 1'-0"
1 2 3 5 6 7 8 9 S1 S2 S3 13 S4 17 S5 S6 21 S7 24 25 S8 27 30 31 32
ARCHITECT
24' - 11 1/4" 16' - 8" 18' - 9 3/4" 21' - 0 1/4" 1' - 1 3/4" 24' - 0" 24' - 0" 24' - 0" 17' - 4" 1' - 1" 6' - 2" 23' - 5" 15' - 4"
80K 80K
40K 40K
14' - 8 7/8" 4' - 1 3/8" 13' - 5 1/8" 15' - 4 7/8" 16' - 5 3/4" 14' - 3 7/8" 14' - 10 7/8" 29' - 4" 11' - 10"
9 1/4"
THE
W14X26 (10)
W14X26 (10)
W14X26 (10)
W14X26 (10)
W24X55
RTU
W21X50
1500 LBS.
6 25K W24X68 (18)
W14X22
OF
MAX.
60K
RTU 30K9 SP
60K W33X118 (20)
2.5K2 20K4 RTU 01
1500 LBS. S512 80K W33X118 (110) C=1" 80K 40K W24X68 (30) 40K
1500 LBS.
W33X118 (20)
04
ROOF MAX.
MAX.
PERMISSION
W14X26 (10)
W14X26 (10)
W14X26 (10)
W14X26 (10)
S510 28K7 SP
8
SLOPE 16K3 SP
8
8' - 2 1/2"
6
8
124'-8"
3/
3/
X
X
/1
30K9 SP
0
2.5K2 20K4
10
10
10
10
10
10
10
X
X
.5
X
2' - 0" 6 3/8"
6
6
8
12
2' - 0" 6 3/8"
124'-8"
W
W
X
6
3/
X
.3
MATCH LINE 5
6
3010 LBJ Freeway l Suite 500
X
SL 5 SL
12
6
X
0
S
12
60K
123'-2 3/4"
S
S
X
SEE DWG. S401
S
S
5
S
Dallas, Texas 75234
H
H
123'-2 3/4"
S
H
W24X68 (18) W24X68 (18) W24X68 (18) W24X68 (18) W24X68 (18) W24X68 (18)
S
W16X36
S
W21X50 W14X26 W24X55
H
S
Y Y P 972-661-5461
H
W14X22 W18X35 RIDGE W12X14
8
F 972-661-5449
1/
3/
W14X22
X
W14X22 W14X22 W14X22 123'-2 1/4"
X
28K7 16K3 22K5 12K1
8
AA AA
5' - 6 3/8" 5' - 7"
6
6
20K4 123'-2 1/4"
6
2.5K2
X
13' - 1 3/8"
13' - 1 3/8"
/1
/1
/1
3/
3/
X
12
W21X50
W16X26
5
5
W16X26
W14X22 LO
6
bwaarchitects.com
S
X
X
11' - 1 3/8"
11' - 1 3/8"
1" EJ 5
W14X22 HI
122'-9 3/8"
W16X26
09
S
S
6
WRITTEN
5
5
W16X26
W16X26
W16X26
S
H
02
12
12
12
75
75
8
X
X
X
H W14X30
20K3 20K3 20K3 14K2
H
3/
/1
.3
.3
.3
6
6
5
5
.3
.3
S510 28K7 16K3
5
0
X
S
S
S512 22K5 12K1
W14X30
S
6
X
X
20K4
5
X
X
2.5K2
X
5
X
W14X22
6
S
6
RTU
5
MATCH LINE
S
S
S
W16X26
S
S
S
S
H
S
S
3' - 4" (HEADER)
H
SEE DWG. S401 1500 LBS.
H
W18X35 W14X22 HI W14X22 HI W14X22 W14X22 W14X22 W14X22 W24X55 W16X26 MAX.
BB 2.5K2 20K4 BB Member: American Institute of Architects
W14X22 LO W16X26 LO
ROOF
SLOPE
ROOF RTU
6
8
8
5
/1
10' - 10 5/8"
3/
3/
WITHOUT
7
5
SLOPE 1500 LBS.
.3
N.1 N.1
X
0
6
6
113'-6"
12K1
5
20K4
6
MAX.
116'-0 1/8"
X
20K3 20K3 SP 20K3 16K2 SP 26K7 12K1 SP
X
/1
/1
20K4
6
2.5K2
5
5
5
05
S
X
S
01
H
W14X22
06
X
S510
12
12
S510
S
S510
S
20K4 SP
TEXAS REG. NO. F-10142
W21X50 20K3 20K3 SP 20K3 26K7 12K1 SP
CLICK JOB NO. 23-004A
W18X35
DD 12K1
W16X26
ROOF
DALLAS, TEXAS 75201
16K2 SP
5' - 6"
CLICK ENGINEERING
2218 BRYAN STREET
SLOPE
USED
2' - 6" 6' - 6" 6' - 6" 2' - 6" RTU
20K4 SP 12K1 1500 LBS.
2.5K2
W12X14 W12X14 RTU 20K3 20K3 SP 20K3 MAX. 16K2 SP 26K7 12K1
14' - 4"
P: 214.871.2302
W
12
1500 LBS.
113'-4 3/4"
10
X
W16X26
6' - 6"
10
6
MAX.
W27X84 LO
113'-6"
W12X14
/1
/1
43' - 9 5/8"
20K4 12K1
12
W
OR
5
5
2.5K2 3 1/4"
W24X68
W24X68
W24X68
W12X14
W27X84
W27X84
OPEN
SUITE 150
20K3 20K3 20K3 14K2 26K7 12K1
W16X36
X
W10X12
5
W10X12 9
W24X68
ROOF
ROOF
SLOPE
SLOPE
W24X68
S
S
H
REPRODUCED
W10X12
W14X22
"
2.5K2 W16X40 W16X31
W18X35
6
6' - 6"
FF
"
0
W
12
WB-22 20K3 20K3 20K3 14K2 26K7 SP 12K1
10
-
10
9' - 8 3/8"
RTU
X
'
6
W27X94 HI
12
W12X14
2.5K2 1500 LBS.
6' - 11 5/8" 5' - 6 3/8"
W12X14 20K4 SP MAX. 12K1
118'-1 7/8" 20K3 20K3 20K3 14K2 5 26K7 SP 12K1
W21X50 122'-0 1/2" 122'-0 1/2" RTU
GG 5 122'-0 1/2"
W14X22
W16X26
5 1500 LBS.
20K4 SP 12K1 122'-0 1/2"
6
118'-5 5/8"
8' - 10 5/8"
1" EJ
MAX.
6
8
W16X36
/1
/1
20K4 20K3 20K3 20K3 14K2 26K7 12K1
3/
/1
/1
5
0
X
5
X
.5
.5
.5
07
X
6
6
RTU
BE
5
5
X
2.5K2
X
7X
7X
7X
X
WB-24
12
12
S510
6
5
5
5 1500 LBS.
S
S
S
S
W18X35
S
S
12
6
S
S
S
H
/1
/1
.3
H = 10K
H
MAX.
H
118'-8 1/4" 20K4 12K1 1" EJ
0
W21X44 W21X44 W21X44 W14X22 W24X55 W14X22
1' - 2"
5
NOT
HH HH
5
X
X
HSS20X6X3/8 LO HSS20X6X3/8 LO HSS20X6X3/8 LO HSS20X6X3/8 LO
S
4' - 3"
W14X22
S
118'-0 1/8"
6
H
W18X35
S
W14X22
/1
X 5/1
1' - 5 3/8"
02
H
HH.7 1" EJ
6
W16X31 JJ
X 5X
/1
/1
/1
W14X22
5
S510 05
X
26K6 12K1
SHALL
LL
/1
X
S
S
S511
5
W16X31 W14X22
5
04
X
1' - 2"
S
6
5
S
115'-6 1/8"
/1
X
12
H
S514
5
5
.3
X
S
0
5
KK.1 KK.1
S
X
H
114'-4 5/8"
24K5 SP 12K1
5
05 26K6 SP 12K1
S
S
S
24' - 0" 24' - 0" 24' - 0" 17' - 4"
H
S514
DEPICTED
W18X35
28' - 0"
W18X35
1' - 1" RTU
1500 LBS.
24' - 0"
W16X26
W21X50
24K5 SP 12K1 MAX. 12K1
SIM.
06
W16X26
RTU 26K6 SP
W18X35
1500 LBS. S513
5 MAX.
24K6 12K1
6
24K5 SP 12K1
6
12
02
/1
/1
/1
/1
/1
.3
09.04.2023
5
5
X
COURTYARD
INFORMATION
X
X
S513
5
5
X
5
X
5
5
S
AREA
S
S
S
H
H
H
W16X40 5 W16X31 W14X22 W16X26
NN MM
WB-21 RTU
1500 LBS.
1' - 9 3/8"
MAX.
24K5 SP 12K1 26K6 12K1
W16X26
W18X35
ROOF
03A
W21X44
SLOPE
OR
24' - 0"
24' - 0"
W16X26
S513 26K6 12K1
24K5 SP 12K1
X 114'-4 5/8"
W16X26
W18X35
NEW CONSTRUCTION / RENOVATION
RTU RTU
DRAWING(S)
5
1500 LBS. SIM. 1500 LBS.
MAX. ㅤㅤ03, 03A 26K6 MAX. 12K1 SP
H
6
6
24K5 12K1
115'-6 1/8"
6
6
01
HIGH SCHOOL / MIDDLE SCHOOL
S
/1
/1
113'-6"
/1
/1
/1
S
S513
5
5
5
X
X
X
X
S513
X
RTU
5
5
5
X
10/S502 ALONG
10/S502 ALONG
X
X
5
5
1500 LBS.
5
5
SIM.
S
S
/1
S
S
S
S
02
6
H
H
MAX.
3"
1' - 7"
H
H
24K5 W16X26 W14X22 26K6 SP 12K1 SP
S513 PP
QQ
GRID 32
GRID 9
RTU
6
/1
1500 LBS.
5
QQ
X
THE
5
MAX.
X
24K5 SP 12K1 22K5 12K1 SP
5
S
114'-1 5/8"
S
26K6 SP
H
ROOF FRAMING PLAN - AREA 2
SEE DWG. S404
ROOF ROOF
W21X44
SLOPE 5
MATCH LINE
SLOPE
24' - 0"
ASSOCIATES.
24' - 0"
24' - 0"
23' - 9"
24K5 SP 12K1 22K5 SP 26K6 12K1
W16X26
06
W16X26
W18X35
W16X26
RTU RTU
W14X22
W16X31
S513
TRENTON, TX 75490
1500 LBS. 1500 LBS.
115'-6 1/8"
5
MAX. MAX.
26K6 12K1
6
24K5 12K1 22K5 SP
6
/1
/1
/1
/1
/1
5
5
X
X
5
5
2289 FM 815
MATCH LINE
X
MATCH LINE
X
5
5
S
SEE DWG. S403
S
S
SEE DWG. S403
S
S
H
H
H
24K5 12K1 22K5 W18X35 W14X22
SS RR
&
3"
6
6
/1
/1
5
5
112'-6"
SS
X
113'-11 1/2"
12K1
WILLIAMS
SIM.
X
5
5
ㅤㅤ03, 03A
S
S
S
H
H
S513
REVISIONS
114'-9 7/8"
NO. DESCRIPTION DATE
1' - 6 3/4"
5 ADDENDUM-05 01.26.2024
9 ASI-03 05/21/2024
24' - 0" 5' - 0 1/4" 18' - 11 3/4" 24' - 0" 17' - 4" 1' - 1"
BOYNTON
1' - 7" 29' - 1 3/4" 11' - 10" 29' - 0 1/4" 61' - 4 3/4" 33' - 1" 11' - 10"
5 7 9 13 15 17 21 24 25 31 32
PLAN NOTES:
OF
1. ELEVATIONS NOTED ON PLAN THUS 100'-0" ARE TO
01 ROOF FRAMING PLAN - AREA 2
METAL DECK BEARING. SLOPE ROOF UNIFORMLY
BETWEEN ELEVATION NOTED.
PROPERTY
2. ROOF DECK TO BE 1 1/2"x20 GA. WIDE RIB (TYPE B)
1/8" = 1'-0" METAL DECK, REFER GENERAL NOTES SHEET S100.
3. REFER SHEET S601 FOR WIND BRACING ELEVATIONS
NOTED ON PLAN THUS:
WB-X WB-X LOW END OF WB-X
BRACING
8
4. - INDICATES MOMENT CONNECTION, REFER TO
ISSUE DATE
THE
SHEET SERIES S501 AND S502. WHERE APPLICABLE, U.N.O.,
5/21/2024 2:08:17 PM
MOMENT FRAMES ARE TO BE PROVIDED AT HI AND LO BEAMS.
5. JOISTS SPECIFIED AS "SP" SHALL BE DESIGNED BY THE
09.04.2023
FM815
MANUFACTURER FOR UNIFORM LOADING OF 25 PSF DEAD LOAD
IS
AND 20 PSF LIVE LOAD PLUS THE CONCENTRATED LOAD OF
1/2 THE RTU WEIGHT AS INDICATED ON THE PLANS AND/OR
1 PROJECT NO.
4 5
DRAWING
LOADS SHOWN ON DETAILS, PLANS, OR GENERAL NOTES.
MINIMUM CHORD SIZES ARE INDICATED IN JOIST DESIGNATION, 2 D21039A
6. ( ) - INDICATES BEAM BOTTOM FLANGE BRACE SEE 08/S504
* 3
7. JOISTS TO BE EQUALLY SPACED BETWEEN COLUMNS U.N.O.
SHEET NO. 5
8. H = 'X' KIPS DENOTE THE DRAG FORCE THE CONNECTION NEEDS 6
TO BE DESIGNED ASD LEVEL.
S402
9. BEAM STIFFENER SHEAR PLATE CONNECTION. PROVIDE
FULL DEPTH SHEAR PLATES PER DETAIL 06/S501 ON EITHER
THIS
SIDE OF W14 FRAMING MEMBERS. WELD SHEAR PLATE TO
BOTTOM FLANGE.
ARCHITECT
THE
5 7 9 14 15 19 22 25 28 31 32 37
29' - 1 3/4" 11' - 10" 29' - 0 1/4" 19' - 11 3/4" 24' - 0" 17' - 5" 33' - 1" 11' - 10" 40' - 2 1/4"
OF
25' - 0" 4' - 0 1/4" 6' - 7" 26' - 6"
RTU
1500 LBS.
PERMISSION
MAX.
SEE DWG. S412
06
MATCH LINE
RTU RTU 3010 LBJ Freeway l Suite 500
W16X31
S513
1500 LBS. 1500 LBS.
115'-6 1/8"
MAX. MAX.
Dallas, Texas 75234
26K6 12K1 SP 30K10
6
24K5 12K1 22K5 SP P 972-661-5461
/1
/1
/1
/1
/1
/1
5
5
X
X
X
F 972-661-5449
5
5
5
MATCH LINE MATCH LINE
X
MATCH LINE
5
5
S
SEE DWG. S402 SEE DWG. S404
S
SEE DWG. S402
S
S
H
H
H
24K5 12K1 22K5 W18X35 W14X22 30K10 SP bwaarchitects.com
WRITTEN
RR RR
4' - 11 7/8"
SS SS
3"
6
6
6' - 0"
113'-8 7/8"
/1
/1
5
5
112'-6"
X
113'-11 1/2"
12K1 30K10 SP
5
X
4' - 11 7/8"
5
5
24K5 SP 12K1 22K5 SP
S
RTU
S
ROOF Member: American Institute of Architects
H
SIM. 1500 LBS.
W16X40
W16X26
W16X26
6' - 0"
W14X22
ㅤㅤ03, 03A SLOPE
114'-9 7/8"
ROOF
12K1 MAX. 30K10
WITHOUT
W18X35
SLOPE S513
24' - 11 1/2"
4' - 11 7/8"
1' - 6 3/4"
24' - 0"
W18X35
W16X26
W18X35
24K5 SP 12K1 22K5 SP
RTU RTU
6' - 0"
WB-20
12K1 30K10
1500 LBS. 1500 LBS.
4' - 11 7/8"
MAX.
TEXAS REG. NO. F-10142
MAX.
CLICK JOB NO. 23-004A
24K5 12K1 22K5
6
6
/1
/1
/1
/1
DALLAS, TEXAS 75201
6
6
5
/1
/1
12K1 30K10
CLICK ENGINEERING
2218 BRYAN STREET
USED
X
5
1' - 8"
6' - 0"
4' - 11 7/8"
X
5
5
X
S
5
S
S
ALONG GRID 37
ALONG GRID 32
H
UP TP GRID NN
S
S
S513
ALONG GRID 9
24K5 12K1 22K5
P: 214.871.2302
TT TT W14X22 30K10 03A
UU
4' - 11 7/8"
6' - 0"
OR
SUITE 150
10/S502
10/S502
10/S502
12
.3
0
24K5 SP 12K1 22K5 SP 12K1 30K10
4' - 11 7/8"
5
REPRODUCED
S
S
H
6' - 0"
W14X22
12K1 30K10 SP
24' - 0"
W16X26
24' - 11 1/2"
4' - 11 7/8"
24K5 SP 12K1 22K5 SP
4" TO EDGE OF DECK
W24X68
W16X26
W18X35
W18X35
RTU
WB-12
5" TO FACE OF L
W16X26
W16X31
RTU RTU
6' - 0"
1500 LBS.
1500 LBS. 1500 LBS. 12K1 MAX. 30K10 SP SIM.
02
4' - 11 7/8"
MAX. MAX. 05
24K5 12K1 22K5 SIM.
6
6
S513 S513
ㅤㅤ03, 03A
114'-9 7/8"
/1
/1
/1
/1
5
12
6
6
X
/1
/1
/1
/1
/1
.3
S513
6' - 0"
5
12K1 30K10
5
X
0
X
X
5
5' - 7" 4' - 11 7/8"
X
5
5
S
BE
X
X
S
S
114'-11 5/8"
H
5
115'-10 1/2"
S
S
S
W16X31 W16X31 W16X40
H
S
S
1' - 8"
VV
H
W14X26 W14X26 W14X26 W16X26 12K1 30K10
WB-19
6' - 0"
WW
NOT
H=20K H=20K H=15K H=12K
WW
24K5 SP 12K1 22K5
16K2 20K3 20K3 22K4 12K1 30K10
RTU
SHALL
6' - 0"
1500 LBS.
5' - 7"
MAX.
24' - 0"
W16X26
W16X50
24K5 SP 12K1 22K5
22' - 4"
22' - 4"
16K2 20K3 20K3 22K4 12K1 SP 30K10
W16X26
W16X26
6' - 0"
W16X26
W16X26
W16X26
W16X26
5' - 7"
ROOF ROOF ROOF
RIDGE
DEPICTED
ROOF
SLOPE SLOPE SLOPE
SLOPE
W18X40
W18X40
24K5 12K1 22K5
6
8
75
16K2 SP 20K3 SP 20K3 SP 22K4 12K1 SP 30K10
3/
/1
/1
/1
/1
/1
.3
5
X
X
X
0
6
6' - 0"
5
X
RTU
5' - 7"
X
X
5
6
5
5
S
S
S
S
1500 LBS.
S
S
S
S
H
H
H
H
24K5 W12X14 20K4 W16X26 20K3 SP 20K3 SP 22K4 MAX. 12K1 SP 30K10 SP
TYP.
XX 02 XX
5' - 11 5/8"5' - 11 5/8"5' - 11 5/8"5' - 11 5/8"5' - 11 5/8"5' - 11 5/8"5' - 11 5/8"
6
6
RTU RTU
7' - 6 3/8"
7' - 6 3/8"
/1
/1
/1
/1
09.04.2023
6' - 0"
03A RTU RTU RTU
5
S503
W16X26
W16X26
1500 LBS.
INFORMATION
X
12
1500 LBS.
5
1500 LBS. 1500 LBS. 1500 LBS.
.3
S513
X
X
MAX.
0
MAX. 5
5
MAX. MAX.
X
MAX.
S
S
24K5 SP 12K1 SP 20K4 20K3 SP 20K3 SP 20K3 SP 22K4 12K1 30K10 SP
5
S
S
H
S
W16X31 W16X40 W16X31
H
XX.2 XX.2
6' - 0"
H=15K H=15K
WB-15
24' - 0"
27' - 0 1/4"
W16X26
24K5 SP 12K1 SP 20K4 20K3 20K3 22K4 SP 12K1 30K10
20K3
W16X26
W16X26
W18X35
W24X55
16' - 5 3/4"
16' - 5 3/4"
RTU
W16X31
RTU
6' - 0"
WB-13
1500 LBS. 1500 LBS.
MAX. MAX.
W16X26
W16X26
W16X26
W16X26
24K5 12K1 12
20K4 20K3 SP 20K3 SP 20K3 SP 22K4 SP 12K1 30K10
OR
6
6
/1
/1
/1
/1
/1
/1
/1
/1
SIM.
5
5
X
X
02
6' - 0"
5
X
8
S513 RTU
5
3/
/1
NEW CONSTRUCTION / RENOVATION
S
DRAWING(S)
5
X
1500 LBS.
S
6
H
X
W14X22 W12X14 30K10
3' - 0 1/4"
W16X31 W12X14 W12X14 W18X40 W14X22 W14X22 MAX.
6
5
YY YY
S
S
S
6' - 0 5/8"5' - 11 1/4" 5' - 11 1/4" 5' - 11 1/4"
S
RTU
HIGH SCHOOL / MIDDLE SCHOOL
RTU
H
H
TYP. RTU
1500 LBS. 1500 LBS. W14X22
40' - 4 1/8"
ROOF 03 1500 LBS. MAX.
MAX.
ZZ
SLOPE MAX. S503
24K5 SP 12K1 12K1 20K3 SP 20K3 SP 22K4 SP 12K1 30K10 SP
26K7 SP
RIDGE
ROOF ROOF ROOF
23' - 10 3/8"
SLOPE SLOPE SLOPE
W16X26
20' - 10 1/8"
WB-17
20K3 20K3 22K4 12K1 30K10 SP
WB-16
24K5 SP 12K1 12K1 26K7
THE
TYP.
03
W16X40
W16X40
W16X40
W16X26
W16X26
RTU
W16X26
W16X26
W16X26
W16X26
RTU
S503
ROOF FRAMING PLAN - AREA 3
1500 LBS. MAX.
1500 LBS.
24K5 MAX. 12K1 26K7 20K3 20K3 22K4 12K1 30K10
6
6
113'-6"
ASSOCIATES.
/1
/1
/1
/1
/1
/1
/1
/1
/1
/1
5
5
12K1
X
X
5
6' - 1"
X
X
5
5
S
S
113'-8 7/8"
S
TRENTON, TX 75490
H
H
W16X40 W16X31 W16X26 W18X35 W14X22 W14X22 W16X26 W16X31 W24X68
ZZ.1 ZZ.1
3 5/8" TO FACE OF L
4" EDGE OF DECK
WB-18 WB-14
115'-10 1/2"
2289 FM 815
SIM.
S513
02
04A
S513
03A
S513
&
WILLIAMS
29' - 1 3/4" 11' - 10" 25' - 0" 24' - 0" 24' - 0" 24' - 0" 26' - 6" 11' - 10" 40' - 2 1/4"
REVISIONS
216' - 6" NO. DESCRIPTION DATE
1
BOYNTON
5 7 9 12 14 19 22 28 31 32 37
01 ROOF FRAMING PLAN - AREA 3 PLAN NOTES:
1. ELEVATIONS NOTED ON PLAN THUS 100'-0" ARE TO
1/8" = 1'-0"
METAL DECK BEARING. SLOPE ROOF UNIFORMLY
OF
BETWEEN ELEVATION NOTED.
2. ROOF DECK TO BE 1 1/2"x20 GA. WIDE RIB (TYPE B)
METAL DECK, REFER GENERAL NOTES SHEET S100.
PROPERTY
3. REFER SHEET S601 FOR WIND BRACING ELEVATIONS
NOTED ON PLAN THUS:
WB-X WB-X LOW END OF WB-X
BRACING
4. - INDICATES MOMENT CONNECTION, REFER TO
SHEET SERIES S501 AND S502. WHERE APPLICABLE, U.N.O., 8
MOMENT FRAMES ARE TO BE PROVIDED AT HI AND LO BEAMS.
5. JOISTS SPECIFIED AS "SP" SHALL BE DESIGNED BY THE ISSUE DATE
THE
MANUFACTURER FOR UNIFORM LOADING OF 25 PSF DEAD LOAD
09.04.2023
9/1/2023 4:39:42 PM
AND 20 PSF LIVE LOAD PLUS THE CONCENTRATED LOAD OF
FM815
1/2 THE RTU WEIGHT AS INDICATED ON THE PLANS AND/OR
IS
LOADS SHOWN ON DETAILS, PLANS, OR GENERAL NOTES.
MINIMUM CHORD SIZES ARE INDICATED IN JOIST DESIGNATION,
1 PROJECT NO.
4 5
DRAWING
6. ( ) - INDICATES BEAM BOTTOM FLANGE BRACE SEE 08/S504
*
7. JOISTS TO BE EQUALLY SPACED BETWEEN COLUMNS U.N.O. 2 D21039A
8. H = 'X' KIPS DENOTE THE DRAG FORCE THE CONNECTION NEEDS
TO BE DESIGNED ASD LEVEL. 3 SHEET NO.
9. BEAM STIFFENER SHEAR PLATE CONNECTION. PROVIDE 6
FULL DEPTH SHEAR PLATES PER DETAIL 06/S501 ON EITHER
SIDE OF W14 FRAMING MEMBERS. WELD SHEAR PLATE TO
BOTTOM FLANGE.
S403
THIS
30 31 32 35 37 38 39 40 41 44 46 47
ARCHITECT
SEE DWG. S405
15' - 4" 25' - 5" 14' - 9 1/4" 18' - 11 3/4" 12' - 11 5/8" 14' - 2 3/4" 9' - 5 5/8" 32' - 9 3/4" 32' - 0 1/2" 19' - 3"
SEE DWG. S411
MATCH LINE
MATCH LINE
3' - 6"
07 02
2
1/
1/
1/
1/
/1
/1
/1
/1
5 S513
X
5
5
5 S514
7 5/8"
X
X
5
5
121'-11 5/8" 121'-11 5/8"
6
X
S
5
5
121'-11 5/8" K
S
S
H
S
S
H
H
W16X31 W16X40 W18X35 W14X22 W14X22 W14X22 W18X35 W18X35 W14X30
THE
L H = 10K H = 10K H = 10K H = 10K
L
WB-5
W12X14
2
ROOF HATCH FRAME
W12X14
1/
/1
X
5
8
X
PER 09/S503. COORD.
X
5
8
X
OF
W18X35 20K4 W18X40 12K1 W14X22 26K5 WITH HATCH MFGR. 26K5 14K1
S
5
S
S
131'-8 1/4"
H
S
H
9' - 4" 9' - 4 1/8" 9' - 4 1/8" 9' - 4 1/8" 9' - 4 1/4"
PERMISSION
5 SPA. AT 5'-10 7/16"
W21X44
30K9 20K4 30K11 12K1 12K1 26K5 26K5 14K1
W30X108
3010 LBJ Freeway l Suite 500
W24X68
W21X50
W18X35
W18X35
W21X44
W21X44
29' - 4"
29' - 4"
W21X44
RTU
1500 LBS. Dallas, Texas 75234
30K9 20K4 30K11 12K1 12K1 26K5 MAX. 26K5 SP 14K1 P 972-661-5461
F 972-661-5449
30K9 20K4 30K11 12K1 12K1 26K5 26K5 SP 14K1
bwaarchitects.com
WRITTEN
8
You might also like
- Structural Standard Notes & Special Inspections: Structural Column Material Takeoff Structural Framing Material TakeoffNo ratings yetStructural Standard Notes & Special Inspections: Structural Column Material Takeoff Structural Framing Material Takeoff1 page
- Permit Job 1643 - Splash, Bohemia PP - s1.2No ratings yetPermit Job 1643 - Splash, Bohemia PP - s1.21 page
- GCU Consultants (Johor) SDN BHD: General Notes and Miscellaneous Detail 1No ratings yetGCU Consultants (Johor) SDN BHD: General Notes and Miscellaneous Detail 11 page
- Aicc CNCH 4 PK600 SS2 DRW 00 00aa 60002 00B - Eng Not - GenNo ratings yetAicc CNCH 4 PK600 SS2 DRW 00 00aa 60002 00B - Eng Not - Gen1 page
- Architectural - 261 Terhune Drive - 5.15.24 1No ratings yetArchitectural - 261 Terhune Drive - 5.15.24 116 pages
- Drawings Electric Forklift Charging StationsNo ratings yetDrawings Electric Forklift Charging Stations14 pages
- 00 23-0202 755 Cam Norte - Combined Owner RevisionsNo ratings yet00 23-0202 755 Cam Norte - Combined Owner Revisions52 pages
- 501MED - 66 Almond ST, Balwyn North 01.07.21No ratings yet501MED - 66 Almond ST, Balwyn North 01.07.2123 pages
- M Sheets - Pages From 241220 AirCargoD 100 - DrawingsNo ratings yetM Sheets - Pages From 241220 AirCargoD 100 - Drawings9 pages
- 83-05 116 ST - FO Structural - 10072020-1No ratings yet83-05 116 ST - FO Structural - 10072020-119 pages
- Central Model - Celtic Yard Development 2021No ratings yetCentral Model - Celtic Yard Development 20216 pages
- Aw834 Ce PLN j12 l02 Eel 1108 Lighting Layout 2nd To 18th Floor LevelNo ratings yetAw834 Ce PLN j12 l02 Eel 1108 Lighting Layout 2nd To 18th Floor Level1 page
- Lindsay Consulting: General Contractors Submissions Earthworks Footings and Slab On Ground Footings and Slab On GroundNo ratings yetLindsay Consulting: General Contractors Submissions Earthworks Footings and Slab On Ground Footings and Slab On Ground11 pages
- Cambridge International AS & A Level: Accounting 9706/33No ratings yetCambridge International AS & A Level: Accounting 9706/3312 pages
- Commercial Property in Ghaziabad, Office Spaces For Sale - Pacific Business ParkNo ratings yetCommercial Property in Ghaziabad, Office Spaces For Sale - Pacific Business Park2 pages
- Memorial On Behalf of The Respondent Memorial Resp100% (3)Memorial On Behalf of The Respondent Memorial Resp26 pages
- Content and Contextual Analysis of Documents: Rodel L. Baldado InstructorNo ratings yetContent and Contextual Analysis of Documents: Rodel L. Baldado Instructor15 pages
- Scope Registration Data - CP Sahardiid Mch..No ratings yetScope Registration Data - CP Sahardiid Mch..58 pages
- Difference Between Academic Performance in Science Related ProgramsNo ratings yetDifference Between Academic Performance in Science Related Programs2 pages
- Private and Public Higher Education Institutions Exit Exam Results For 2016100% (1)Private and Public Higher Education Institutions Exit Exam Results For 201612 pages
- EMEA GLOBAL Total Microcode Support (GTMS) : MTS Delivery DevelopmentNo ratings yetEMEA GLOBAL Total Microcode Support (GTMS) : MTS Delivery Development13 pages
- Voice - Classical: WWW - Vcaa.vic - Edu.auNo ratings yetVoice - Classical: WWW - Vcaa.vic - Edu.au38 pages