STRUCTURAL NOTES
A. BUILDING CODE
1. THE STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE 2012 VIRGINIA UNIFORM STATEWIDE BUILDING CODE WITH
LOCAL AMENDMENTS.
B. GENERAL
1. FOR LOADING CRITERIA SEE ADJACENT TABLE.
2. THE STRUCTURE HAS BEEN DESIGNED TO WITHSTAND THE WIND PRESSURES SPECIFIED IN SECTION 1609.0 OF THE
INTERNATIONAL BUILDING CODE. SEE THE ATTACHED LOAD TABLE.
3. THE STRUCTURE HAS BEEN DESIGNED TO WITHSTAND THE SNOW LOADS SPECIFIED IN SECTION 1608.0 OF THE
INTERNATIONAL BUILDING CODE AND SECTION 7 OF ASCE 7. SEE THE ATTACHED DESIGN DATA TABLE ON THIS SHEET.
4. IN ADDITION TO THE FLAT ROOF SNOW LOAD STATED ABOVE, A SNOW LOAD PROVISION FOR DRIFTING SNOW HAS BEEN
PROVIDED IN ACCORDANCE WITH THE REQUIREMENTS OF ASCE 7, SECTIONS 7.7 AND 7.8.
5. THE STRUCTURE HAS BEEN DESIGNED TO WITHSTAND THE SEISMIC FORCES SPECIFIED IN SECTION 1613.0 OF THE
INTERNATIONAL BUILDING CODE. SEE THE SEISMIC DESIGN LOAD AND DATA TABLE ON THIS SHEET.
6. METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE
CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF THE STRUCTURE AT
ALL STAGES OF CONSTRUCTION.
7. CONTRACTOR MUST FABRICATE AND ERECT STEEL IN ACCORDANCE WITH OSHA'S SAFETY REQUIREMENTS, 29 CFR
PART 1926 SAFETY STANDARDS FOR STEEL ERECTION; FINAL RULE.
8. STRUCTURAL MEMBERS HAVE BEEN LOCATED AND DESIGNED TO ACCOMMODATE THE MECHANICAL EQUIPMENT AND
OPENINGS SPECIFIED BY THE MECHANICAL CONSULTANT. ANY SUBSTITUTIONS RESULTING IN REVISIONS TO THE
STRUCTURE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE STRUCTURAL ENGINEER.
9. THE GENERAL CONTRACTOR AND SUB(CONTRACTORS SHALL DETERMINE THE SCOPE OF THE STRUCTURAL WORK
FROM THE CONTRACT DOCUMENTS TAKEN AS A WHOLE. THE STRUCTURAL DRAWINGS SHALL NOT BE CONSIDERED
SEPARATELY FOR PURPOSES OF BIDDING THE STRUCTURAL WORK. DUE CONSIDERATION SHALL BE GIVEN TO OTHER
STRUCTURAL WORK OR WORK RELATED TO THE STRUCTURE, INCLUDING NECESSARY COORDINATION DESCRIBED OR
IMPLIED BY THE ARCHITECTURAL AND MECHANICAL DRAWINGS.
10. WRITTEN PERMISSION MUST BE OBTAINED FROM BEI STRUCTURAL ENGINEERS, INC., PRIOR TO THE REPRODUCTIVE
USE OF THE STRUCTURAL CONTRACT DOCUMENTS IN ANY FASHION AS STRUCTURAL SHOP DRAWING DOCUMENTS.
11. SCALES NOTED ON THE DRAWINGS ARE FOR GENERAL INFORMATION ONLY. NO DIMENSIONAL INFORMATION SHALL BE
OBTAINED BY DIRECT SCALING OF THE DRAWINGS.
12. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ALL RESULTING REVISIONS TO THE STRUCTURAL
SYSTEM AS A RESULT OF ACCEPTANCE OF CONTRACTOR PROPOSED ALTERNATIVES OR SUBSTITUTIONS.
13. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR FITTING NEW WORK WITH EXISTING CONSTRUCTION. INFORMATION
ON EXISTING BUILDINGS SHOWN IN THESE DRAWINGS WAS BASED UPON THE INFORMATION SUPPLIED TO THE STRUCTURAL
ENGINEER. THIS INFORMATION IS NOT AS(BUILT DATA AND THE ACTUAL AS(BUILT CONSTRUCTION MAY DIFFER FROM THAT
REPRESENTED IN THE DRAWINGS. CONTRACTOR SHALL VERIFY ALL INFORMATION. VARIATIONS FROM THE DIMENSIONS
INDICATED ON THE CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND/OR THE
STRUCTURAL ENGINEER.
14. SHORING OF THE EXISTING STRUCTURE SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. PROVIDE
TEMPORARY SHORING WHERE MODIFICATIONS/ALTERATIONS TO EXISTING STRUCTURE IS REQUIRED. THE SHORING
DRAWINGS/CALCULATIONS SHALL BE SIGNED AND STAMPED BY A REGISTERED STRUCTURAL ENGINEER IN THE STATE OF
JURISDICTION AND SUBMITTED FOR APPROVAL PRIOR TO START OF DEMO WORK.
15. PRINCIPAL OPENINGS IN THE STRUCTURE ARE INDICATED ON THE CONTRACT DOCUMENTS. REFER TO THE
ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR SLEEVES, CURBS, INSERTS, ETC. NOT HEREIN
INDICATED. OPENINGS IN SLABS WITH A MAXIMUM SIDE DIMENSION OR DIAMETER OF 12 INCHES OR LESS SHALL NOT
REQUIRE ADDITIONAL FRAMING OR REINFORCEMENT, UNLESS NOTED OTHERWISE. THE LOCATION OF SLEEVES OR
OPENINGS IN STRUCTURAL MEMBERS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW.
16. ALL NON(PRIMARY STRUCTURAL ELEMENTS SUCH AS STAIRS, RAILINGS, LADDERS, METAL STUDS, STOREFRONTS,
MULLIONS, ETC. SHALL BE DESIGNED BY A REGISTERED ENGINEER TO MEET THE MINIMUM REQUIREMENTS OF THE LOCAL
BUILDING CODES. SUBMIT CALCULATIONS AND SHOP DRAWINGS WITH A SIGNED SEAL OF THE RESPONSIBLE REGISTERED
ENGINEER FOR THE LOCAL JURISDICTION.
C. FOUNDATION AND SLAB ON GRADE
1. SOIL BEARING VALUE ASSUMED TO BE 1500 PSF FOR FOOTINGS FOUNDED ON UNDISTURBED NATURAL SOIL OR
CONTROLLED STRUCTURAL FILL IN ACCORDANCE WITH SUBSURFACE INVESTIGATION AND GEOTECHNICAL ENGINEERING
REPORT . SOIL BEARING CAPACITY SHALL BE FIELD VERIFIED BY A SOILS ENGINEER REGISTERED IN THE STATE OF
JURISDICTION.
2. BOTTOMS OF ALL FOOTINGS SHALL EXTEND A MINIMUM OF ONE FOOT INTO UNDISTURBED SOIL OR CONTROLLED
COMPACTED FILL AND WHERE SUBJECT TO FROST ACTION, AT LEAST TWO FEET SIX INCHES BELOW FINISHED GRADE.
ELEVATIONS SHOWN ARE TO TOPS OF FOOTINGS, AND ARE FOR ESTIMATING PURPOSES ONLY. FOOTING ELEVATIONS SHALL
BE ADJUSTED AS REQUIRED TO SUIT FIELD CONDITIONS. BORING LOGS ARE ON FILE AT THE ARCHITECT'S OFFICE FOR
REVIEW BY THE CONTRACTOR. ALL FOUNDATION WORK TO BE DONE IN STRICT ACCORDANCE WITH THE GEOTECHNICAL
REPORT AND BE INSPECTED AND APPROVED BY A SOILS ENGINEER PRIOR TO POURING CONCRETE. ALL CONTROLLED
COMPACTED FILL SHALL BE PLACED UNDER THE SUPERVISION OF A SOILS ENGINEER.
3. THE FOUNDATION FOR THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING LATERAL EARTH PRESSURES:
CANTILEVER RETAINING WALLS 65 PCF
4. EXCAVATIONS FOR SPREAD FOOTINGS, COMBINED FOOTINGS, CONTINUOUS FOOTINGS AND/OR MAT FOUNDATIONS
SHALL BE CLEANED AND HAND TAMPED TO A UNIFORM SURFACE. FOOTING EXCAVATIONS SHALL HAVE THE SIDES AND
BOTTOMS TEMPORARILY LINED WITH 6 MIL VISQUEEN IF PLACEMENT OF CONCRETE DOES NOT OCCUR WITHIN 24 HOURS OF
THE EXCAVATION OF THE FOOTING.
5. FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE DESCRIBED IN THE
GEOTECHNICAL REPORT SHALL BE REPORTED TO THE ARCHITECT, STRUCTURAL ENGINEER AND GEOTECHNICAL ENGINEER
BEFORE FURTHER CONSTRUCTION IS ATTEMPTED.
6. REINFORCEMENT PLACEMENT SEQUENCE FOR FOOTINGS IS NOTED ONLY FOR MAJOR REINFORCEMENT BAR LAYERS.
IN SPREAD FOOTINGS AND MATS THE CONTRACTOR SHALL SEQUENCE ALL OTHER BAR PLACEMENTS AS REQUIRED TO
CONFORM TO THE CONTRACT DOCUMENTS.
7. WALLS RETAINING BACKFILL HAVE BEEN DESIGNED FOR IN SERVICE LOADS ONLY. THE CONTRACTOR SHALL PROVIDE
TEMPORARY SHORING DURING CONSTRUCTION. THE SHORING SHALL NOT BE REMOVED UNTIL THE SUPPORTING ELEMENTS
ARE IN PLACE, THE CONCRETE IN THE WALLS AND SUPPORTING ELEMENTS HAS ATTAINED THE SPECIFIED 28 DAY
COMPRESSIVE STRENGTH (FC') AND COMPACTION OF THE BACKFILL HAS BEEN COMPLETED.
8. RETAINING WALLS AND/OR EXPOSED CONCRETE WALLS SHALL HAVE CONTROL JOINTS AT 10 FEET AND EXPANSION
JOINTS AT 30 FEET MAXIMUM ON CENTERS UNLESS NOTED OTHERWISE. WALLS WITH INTEGRAL COLUMN PIERS OR
PILASTERS SHALL HAVE A FORMED CONTROL JOINT ON ONE SIDE OF EACH PIER ON THE EXPOSED FACE OF THE WALL.
JOINTS SHALL BE FILLED WITH AN APPROVED SEALANT.
9. EXCEPT WHERE OTHERWISE NOTED, SHALL BE 4" THICK CONCRETE REINFORCED WITH 6X6 W1.4XW1.4WELDED WIRE
FABRIC. LAP MESH 6" IN EACH DIRECTION. PLACING, LAP, ETC. TO CONFORM TO WRI STANDARDS. SLAB ON GRADE SHALL BE
UNDERLAID BY A MINIMUM OF 4 INCHES OF GRANULAR MATERIAL HAVING A MAXIMUM AGGREGATE SIZE OF 1.5 INCHES AND
NOT MORE THAN 10% OF MATERIAL PASSING THROUGH A NO. 4 SIEVE. PRIOR TO PLACING THE GRANULAR MATERIAL, THE
FLOOR SUBGRADE SHALL BE PROPERLY COMPACTED, PROOFROLLED, FREE OF STANDING WATER, MUD AND FROZEN SOIL.
BEFORE PLACEMENT OF THE CONCRETE, A 10 MIL POLYETHYLENE VAPOR BARRIER SHALL BE PLACED ON TOP OF THE
GRANULAR MATERIAL.
FOR ALL EXTERIOR SLABS ON GRADE, AIR ENTRAINED CEMENT WITH ENTRAINED AIR OF 6%±1.5% OR EQUIVALENT AIR
ENTRAINING AGENT SHALL BE USED.
PROVIDE 1/2" PERIMETER EXPANSION JOINT FILLED WITH COMPRESSIVE MATERIAL WHERE SLABS ABUT VERTICAL SURFACES.
10. SLABS ON GRADE SHALL HAVE CONSTRUCTION JOINTS OR CRACK CONTROL JOINTS AT EACH COLUMN LINE IN EACH
DIRECTION. PROVIDE ADDITIONAL JOINTS WITH A MAXIMUM SPACING NOT TO EXCEED 36 TIMES THE SLAB THICKNESS.
ARRANGE JOINTS SUCH THAT PANEL LENGTH TO WIDTH RATIOS DOES NOT EXCEED 1.5. PROVIDE 3/4" DIAMETER X 1'(4"
SMOOTH DOWELS AT 12 INCHES ON CENTER AT SLAB ON GRADE CONSTRUCTION JOINTS.
13. WHERE THE SLAB IS TO RECEIVE SENSITIVE ARCHITECTURAL FLOOR FINISHES, SUCH AS CERAMIC TILE, ALL JOINTS IN
THE SLAB CONSTRUCTION SHALL BE PLACED TO ALIGN WITH JOINTS IN THE FINISHED MATERIAL.
D. CONCRETE
1. CONCRETE SHALL HAVE NATURAL SAND FINE AGGREGATE AND NORMAL WEIGHT COARSE AGGREGATES CONFORMING
TO ASTM C33, TYPE I PORTLAND CEMENT CONFORMING TO ASTM C150, AND SHALL HAVE A COMPRESSIVE STRENGTH (FC') OF
3000 PSI AT 28 DAYS, EXCEPT SLAB ON GRADE TO BE 3,500 PSI. ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR
ENTRAINED 6%±1.5%. ALL STRUCTURAL CONCRETE HAS BEEN DESIGNED BY THE ULTIMATE STRENGTH METHOD AND IN
ACCORDANCE WITH THE PROVISIONS OF ACI 318.
2. GROUND GRANULATED BLAST(FURNACE SLAG MAY BE USED AS A POZZOLAN TO REPLACE A PROTION OF THE
PORTLAND CEMENT IN A CONCRETE MIX, SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER. GROUND
GRANULATED BLAST(FURNACE SLAG WHEN USED, SHALL CONFORM TO ASTM C989. CONCRETE MIXES USING GROUND
GRANULATED BLAST(FURNACE SLAG SHALL BE PROPORTIONED TO ACCOUNT FOR THE PROPERTIES OF THE SPECIFIC
GROUND GRANULATED BLAST(FURNACE SLAG USED. THE RATIO OF THE AMOUNT OF THE GROUND GRANULATED
BLAST(FURNACE SLAG TO THE TOTAL AMOUNT OF GROUND GRANULATED BLAST(FURNACE SLAB AND CEMENT IN THE MIX
SHALL NOT EXCEED 40 PERCENT.
3. GROUT FOR BASE PLATES SHOULD BE NON(SHRINKABLE, NON(METALLIC CONFORMING TO ASTM C827 AND SHALL HAVE
A SPECIFIED COMPRESSIVE STRENGTH AT 28 DAYS OF 5,000 PSI. PRE(GROUTING OF BASE PLATES WILL NOT BE PERMITTED.
4. ALL CONCRETE WORK AND SHALL COMPLY WITH THE REQUIREMENTS OF THE ACI BUILDING CODE (ACI 318), AND THE
SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301).
5. DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALL CONFORM TO THE RECOMMENDATIONS OF
ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" AND ACI SP(66 "DETAILING MANUAL". PLACING OF
REINFORCING BARS SHALL CONFORM TO THE RECOMMENDATIONS OF ACI 315R "MANUAL OF ENGINEERING AND PLACING
DRAWINGS FOR REINFORCED CONCRETE STRUCTURES" AND CRSI "MANUAL OF STANDARD PRACTICE".
6. MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO ACI 301.
7. MINIMUM CONCRETE COVER PROTECTION FOR REINFORCEMENT BARS SHALL BE AS FOLLOWS: (SEE ACI 318 SECTION
7.7 FOR CONDITIONS NOT NOTED)
FOOTINGS2222222222222222222 .3 INCHES
SLABS ON GRADE 2222222222....2 .2 INCHES (TOP)
WALLS BELOW GRADE (BACKFILLED SIDE) 2.....2.2 INCHES
WALLS BELOW GRADE (NO BACKFILL) 2..........2...3/4 INCHES
8. PROVIDE STANDARD BAR CHAIRS AND SPACERS AS REQUIRED TO MAINTAIN CONCRETE PROTECTION SPECIFIED.
9. CONCRETE REINFORCEMENT BARS SHALL CONFORM TO ASTM A615, GRADE 60. REINFORCEMENT BARS SHALL NOT BE
TACK WELDED, WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR REVIEWED BY THE
STRUCTURAL ENGINEER.
10. WELDED WIRE FABRIC SHALL CONFORM TO ATSM A185. FABRIC SHALL BE SUPPLIED IN FLAT SHEETS. FABRIC SHALL BE
LAPPED A MINIMUM OF 6 INCHES.
11. WELDING OF REINFORCEMENT BARS, WHEN ACCEPTED BY THE STRUCTURAL ENGINEER, SHALL CONFORM TO THE
AMERICAN WELDING SOCIETY STANDARD D1.4. ELECTRODES FOR SHOP AND FIELD WELDING OF REINFORCEMENT BARS
SHALL CONFORM TO ASTM A233, CLASS E90XX.
12. REINFORCEMENT DESIGNATED AS "CONTINUOUS" SHALL LAP 48 BAR DIAMETERS AT SPLICES UNLESS NOTED
OTHERWISE. REINFORCEMENT BAR SPLICES IN GRADE BEAMS SHALL BE LOCATED AT THE CENTERLINE OF SUPPORTS FOR
BOTTOM BARS AND AT MIDSPAN FOR TOP BARS. PROVIDE STANDARD ACI HOOKS FOR TOP AND BOTTOM BARS AT
DISCONTINUOUS ENDS OF ALL GRADE BEAMS.
13. HORIZONTAL FOOTING AND HORIZONTAL WALL REINFORCEMENT SHALL BE CONTINUOUS AND SHALL HAVE 90(DEGREE
BENDS AND EXTENSIONS, OR CORNER BARS OF EQUIVALENT SIZE LAPPED 36 BAR DIAMETERS, AT CORNERS AND
INTERSECTIONS.
14. HORIZONTAL JOINTS WILL NOT BE PERMITTED IN CONCRETE CONSTRUCTION EXCEPT AS SHOWN ON THE CONTRACT
DOCUMENTS. VERTICAL JOINTS SHALL OCCUR AT CENTER OF SPANS AT LOCATIONS REVIEWED BY THE STRUCTURAL
ENGINEER.
15. CONSTRUCTION JOINTS BETWEEN PIERS AND PIER CAPS, FOOTINGS AND WALLS OR COLUMNS, OR WALLS, COLUMNS,
BEAMS AND THE FLOOR SYSTEM THEY SUPPORT SHALL BE PREPARED BY ROUGHENING THE CONTACT SURFACE TO A FULL
AMPLITUDE OF APPROXIMATELY 1/4 INCH LEAVING THE CONTACT SURFACE CLEAN AND FREE OF LAITANCE.
16. CONCRETE STRENGTH, PROPORTIONS AND TESTING SHALL MEET THE FOLLOWING REQUIREMENTS:
a. CONCRETE STRENGTH SHALL NOT BE LESS THAN STRENGTHS LISTED ABOVE AT 28 DAYS.
b. THE MIX DESIGN SHALL BE PREPARED BY AN INDEPENDENT TESTING LABORATORY APPROVED BY THE OWNER USING
MATERIALS TO BE USED ON THE JOB. THE LABORATORY MIX DESIGN SHALL EXCEED THE DESIRED JOB STRENGTH OF
CONCRETE BY 1,200 PSI. FOUR COPIES OF MIX DESIGN SHALL BE SUBMITTED TO THE OWNER BEFORE CONCRETE WORK HAS
BEGUN.
C. SLUMP SHALL NOT EXCEED 4 INCHES.
D. ALL COSTS OF CONCRETE TESTING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. TESTING OF CONCRETE SHALL
BE ACCOMPLISHED BY TAKING FOUR STANDARD TEST CYLINDERS OF THE CONCRETE FOR EACH DAY CONCRETE IS POURED.
ONE SET OF TEST CYLINDERS MAY REPRESENT NO MORE THAN 55 CUBIC YARDS OF CONCRETE NOR ONE DAY'S POUR.
CYLINDERS SHALL BE BROKEN TWO AT 7 DAYS AND TWO AT 28 DAYS IN ACCORDANCE WITH ASTM SPECIFICATIONS. FOR ALL
CONCRETE, SLUMP CONE TEST SHALL BE RUN AT THE JOB SITE ON EACH TRUCK DELIVERY. CONCRETE USED FOR SLUMP
CONE TEST SHALL NOT BE TAKEN FROM FIRST OR LAST 15% OF EACH LOAD. ALL TEST CYLINDERS AND SLUMP CONE TESTS
SHALL BE PERFORMED BY A QUALIFIED TECHNICIAN FROM AN APPROVED TESTING FIRM IF DIFFERENT FROM GEOTECHNICAL
ENGINEERS USED TO MONITOR SITE GRADING.
31. THE FOLLOWING ENVIRONMENTAL REQUIREMENTS SHALL BE MET AND MAINTAINED:
A. PROVIDE COLD WEATHER AND/OR HOT WEATHER PROTECTION AS RECOMMENDED IN ACI 306 AND ACI 305.
B. UNLESS ADEQUATE PROTECTION IS PROVIDED, CONCRETE SHALL NOT BE PLACED DURING RAIN, SLEET OR SNOW.
PROTECT CONCRETE FROM RAIN WATER, MAINTAIN CONCRETE WATER RATIO AND PROTECT CONCRETE SURFACE.
C. ALL CONCRETE SHALL BE ADEQUATELY PROTECTED AFTER POURING TO PREVENT DAMAGE FROM FREEZING, BY THE USE
OF SUITABLE COVERS AND ADEQUATE HEATING EQUIPMENT. FROZEN AND DAMAGED CONCRETE MUST BE REMOVED
AND REPLACED AT THE CONTRACTOR'S EXPENSE. DO NOT PLACE CONCRETE ON FROZEN EARTH.
D. ADMIXTURES TO RETARD OR ACCELERATE SETTING, REDUCE WATER RATIO OR PREVENT FREEZING SHALL NOT BE USED
WITHOUT PRIOR APPROVAL FROM TENANT. NO ADMIXTURES CONTAINING CALCIUM CHLORIDE MAY BE USED.
E. DO NOT PLACE CONCRETE WHEN TEMPERATURE IS 40 DEGREES F. AND FALLING OR WHEN FREEZING WEATHER IS
PREDICTED WITHIN 24 HOURS. "RECOMMENDED PRACTICE FOR WINTER CONCRETING", ACI 604, MAY BE FOLLOWED FOR
PLACING CONCRETE IN COLD WEATHER.
F. NO CALCIUM CHLORIDE OR OTHER ACCELERATORS OR ANTI(FREEZES SHALL BE USED.
E. ROOF DECK
1. ROOF DECK SHALL BE RIGID INSULATION BOARD ON PAINTED TYPE B ROOF DECK. TYPE B DECK SHALL BE 22 GAGE
COLD FORMED STEEL CONFORMING TO ASTM A653 SQ GRADE 33. METAL DECK SHALL BE 1(1/2 INCHES DEEP WITH A MINIMUM
SECTION MODULUS (SP) OF 0.186 INCHES CUBED PER FOOT OF WIDTH.
2. PROPERTIES AND ALLOWABLE STRESSES OF STEEL ROOF DECKS SHALL BE BASED ON THE AISI "SPECIFICATION FOR
THE DESIGN OF COLD(FORMED STEEL STRUCTURAL MEMBERS".
3. PLUG WELD DECK TO SUPPORTING STEEL AND ADJOINING DECK SHEETS IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE AMERICAN WELDING SOCIETY STANDARD D1.3. 30 INCH WIDE DECK SHEETS SHALL BE WELDED
AT END LAPS AND END SUPPORTS USING A 12(6(12 PATTERN (A WELD AT EACH SIDE LAP AND AT THE THIRD AND FOURTH
FLUTES), AND WELDED AT INTERMEDIATE SUPPORTS USING A 12(18 STAGGERED PATTERN (A WELD AT EACH SIDE LAP AND AT
THIRD OR FOURTH FLUTES). 36 INCH WIDE DECK SHEETS SHALL BE WELDED AT END LAPS, END SUPPORTS AND
INTERMEDIATE SUPPORTS USING 4 WELDS PER SHEET (A WELD AT EACH SIDE LAP AND AT EVERY OTHER FLUTE). DECK
SHEETS SHALL BE WELDED AT EACH VALLEY AND 12 INCHES O.C. ALONG SIDE LAPS TO ALL SUPPORTS WITHIN 6 FEET FROM
THE INSIDE FACE OF THE PERIMETER WALL. SIDE LAPS BEYOND 6 FEET FROM THE INSIDE FACE OF THE PERIMETER WALL
SHALL BE FASTENED TOGETHER WITH ATTACHMENTS AT MIDSPAN BETWEEN JOISTS. PROVIDE ADDITIONAL DECK WELDS AS
SHOWN ON THE DRAWINGS.
4. USE WELDING WASHERS ON ALL CONNECTIONS OF STEEL DECK WITH METAL THICKNESS LESS THAN 22 GA. TO
STRUCTURAL STEEL SUPPORTS CONCRETE.
F. STRUCTURAL STEEL
1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST AISC CODE. ALL
WIDE FLANGE SHAPES SHALL BE ASTM A992/A572 GRADE 50. ALL OTHER STRUCTURAL STEEL SHALL BE ASTM A36 UNO.
A. ALL STEEL RECTANGULAR/SQUARE HOLLOW STRUCTURAL SECTIONS SHALL BE ASTM A500 GRADE B, FY=46 KSI.
B. ALL STEEL PIPE SECTIONS SHALL BE ASTM A501 OR ASTM A53, TYPE E OR S GRADE B.
C. ALL STEEL SHALL HAVE A SHOP COAT OF RUST INHIBITIVE PAINT.
D. ALL STEEL SHALL BE THOROUGHLY CLEANED IN ACCORDANCE WITH SSPC( SP3 PRIOR TO PAINTING.
2. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE.
3. CONNECTION BOLTS FOR STRUCTURAL STEEL MEMBERS SHALL BE HIGH STRENGTH BOLTS WHICH MEET OR EXCEED
THE REQUIREMENTS OF ASTM A325, TYPE N, X, OR F. BOLTS SHALL BE DESIGNED AS BEARING TYPE BOLTS, EXCEPT AS
NOTED. BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH THE "SNUG TIGHT" CONDITION AS OUTLINED IN THE
"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". BOLTS SHALL HAVE A HARDENED WASHER
PLACED UNDER THE ELEMENT TO BE TIGHTENED. BOLTS IN BRACING CONNECTIONS, MOMENT CONNECTIONS OR OTHER
CONNECTIONS NOTED ON THE DRAWINGS SHALL BE CONSIDERED TO BE "SLIP CRITICAL" BOLTS, AND SHALL BE DESIGNED AS
FRICTION TYPE BOLTS. FRICTION TYPE CONNECTIONS SHALL BE TIGHTENED BY THE USE OF THE TURN(OF(THE(NUT METHOD
OR THE USE OF LOAD INDICATING TYPE BOLTS, INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS.
4. STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE AISC "SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS" AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES".
5. TYPICAL CONNECTION DETAILS ARE INDICATED ON THE DRAWINGS. THE FABRICATOR SHALL PREPARE THE SHOP
DRAWINGS FOR THE PROJECT BASED ON THIS CONNECTION DESIGN INFORMATION. IF ALTERNATE CONNECTION DESIGNS
ARE USED, THE FABRICATOR SHALL HAVE A REGISTERED PROFESSIONAL ENGINEER PREPARE THE CONNECTION DESIGNS.
SUCH DESIGNS SHALL BE SUBMITTED WITH THE SHOP DRAWINGS AND SHALL BEAR THE SEAL OF THIS RESPONSIBLE
PROFESSIONAL ENGINEER. THE FABRICATOR IS RESPONSIBLE FOR THE SELECTION, DESIGN AND DETAILING OF ALL
CONNECTIONS NOT FULLY DETAILED ON THE CONTRACT DRAWINGS. CONNECTIONS SHALL BE DESIGNED AND DETAILED IN
ACCORDANCE WITH THE AISC "MANUAL OF STEEL CONSTRUCTION ", LATEST EDITION. TABLE II AND TABLE III OF PART 4
SHOULD BE USED. THE END REACTION OF THE CONNECTED BEAM SHALL BE DETERMINED FROM PART 2 "ALLOWABLE LOADS
ON BEAMS" FOR THE MEMBER SIZE AND SPAN INDICATED, UNLESS A DESIGN REACTION IS INDICATED ON THE PLANS. IN NO
CASE SHALL THE END REACTION BE TAKEN AS LESS THAN 12.0 KIPS.
6. STEEL FABRICATOR IS SOLELY RESPONSIBLE FOR SURVEYING AND VERIFICATION OF EXISTING CONDITIONS INCLUDING
BUT NOT LIMITED TO THE LOCATION, ELEVATION, AND DIMENSIONS OF EXISTING WALLS AND FRAMING.
7. PRIOR TO DETAILING CONNECTIONS FOR STRUCTURAL STEEL, THE STEEL FABRICATOR SHALL SUBMIT FOR APPROVAL
REPRESENTATIVE DETAILS AND CALCULATIONS FOR EACH TYPE OF STRUCTURAL STEEL CONNECTION TO BE UTILIZED.
AFTER APPROVAL, THE CONNECTIONS MAY BE INCORPORATED INTO THE SHOP DRAWINGS, ALONG WITH A TABLE OF DESIGN
CAPACITIES FOR THE RANGE OF CONNECTIONS TO BE USED.
8. WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY STANDARD D1.1. ELECTRODES FOR SHOP AND FIELD
WELDS SHALL CONFORM TO AWS A5.1 OR AWS A5.5, CLASS E70XX, LOW HYDROGEN.
9. ALL SHOP AND FIELD WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED, AS DESCRIBED IN "AMERICAN WELDING
SOCIETY'S STANDARD QUALIFICATION PROCEDURE", AWS D1.1, TO PERFORM THE TYPE OF WORK REQUIRED.
10. SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED ON THE CONTRACT DOCUMENTS IS PROHIBITED
WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER AS TO LOCATION, TYPE OF SPLICE AND CONNECTION TO BE
MADE.
11. THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY MISFABRICATED STRUCTURAL STEEL PRIOR TO
ERECTION OF SAME.
12. PENETRATIONS SHALL NOT BE CUT IN STRUCTURAL STEEL MEMBERS UNLESS SO INDICATED IN THE DRAWINGS OR AS
REVIEWED BY THE ENGINEER.
13. HEADED CONCRETE ANCHORS SHALL BE NELSON OR KSM HEADED CONCRETE ANCHORS (OR ACCEPTABLE EQUAL),
AND SHALL CONFORM TO ASTM A108, GRADES C(1010 THROUGH C(1020. ANCHORS SHALL BE AUTOMATICALLY END WELDED
WITH SUITABLE STUD WELDING EQUIPMENT IN THE SHOP OR IN THE FIELD. WELDING SHALL BE IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE NELSON STUD WELDING COMPANY OR THE KSM WELDING SYSTEMS COMPANY.
14. STEEL MEMBERS, FABRICATIONS AND ASSEMBLIES INDICATED ON THE DRAWINGS TO BE GALVANIZED SHALL BE
GALVANIZED AFTER FABRICATION BY HOT DIP PROCESS IN ACCORDANCE WITH ASTM A123. WEIGHT OF ZINC COATING TO
CONFORM TO THE REQUIREMENTS SPECIFIED UNDER "WEIGHT OF COATING" IN ASTM A123 OR ASTM A386, AS APPLICABLE.
15. ALL LINTELS AND SHELF ANGLES SHALL BE HOT DIP GALVANIZED
16. ANY POINTS OF WELDING SHALL BE TOUCHED UP IN THE FIELD WITH A ZINC(RICH PAINT BY THE STEEL ERECTOR.
G. JOISTS
1. OPEN WEB STEEL JOISTS AND BRIDGING FOR JOISTS SHALL CONFORM TO THE STEEL JOIST INSTITUTE "STANDARD
SPECIFICATIONS FOR OPEN WEB STEEL JOISTS". ERECTION LAYOUT, CALCULATIONS, DETAILS, AND ANY OTHER
INFORMATION DEEMED NECESSARY BY THE ENGINEER SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION. TOP
CHORDS SHALL BE ANGLES OR TEES. JOISTS SHALL BE WELDED TO SUPPORTING STEEL MEMBERS. WHERE COLUMNS ARE
NOT FRAMED IN AT LEAST TWO DIRECTIONS WITH STEEL BEAMS OR JOIST GIRDERS, THE JOIST AT THE COLUMN LINE SHALL
BE BOLTED TO SUPPORTING MEMBERS DURING ERECTION. BRIDGING SHALL BE CONTINUOUS THROUGH OPEN WEB STEEL
JOISTS AND BE ANCHORED TO SPANDREL MEMBERS. PROVIDE DIAGONAL BRIDGING WITH BOLTED CONNECTIONS AT
CHORDS AND INTERSECTIONS WHERE REQUIRED BY SJI. CAMBER ALL JOISTS THE AMOUNT RECOMMENDED BY THE SJI.
OPEN WEB STEEL JOISTS MARKED "SPECIAL" OR "SP" SHALL BE DESIGNED BY THE JOIST MANUFACTURER TO SUPPORT THE
DEAD AND LIVE UNIFORM AND CONCENTRATED LOADS AND/OR NET UPLIFT LOADS NOTED IN THE DRAWINGS.
2. DESIGN ALL JOISTS FOR NET UPLIFT OF 10 PSF, UNLESS NOTED OTHERWISE ON THE PLANS.
3. ALL JOISTS SHALL HAVE A SHOP COAT OF RUST INHIBITIVE NON(BITUMINOUS PAINT.
4. STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED TO THE REQUIREMENTS OF THE SPECIFICATIONS OF
THE STEEL JOIST INSTITUTE FOR SERIES K JOISTS
MANUFACTURER SHALL BE A MEMBER OF THE STEEL JOIST INSTITUTE. ALL BRIDGING SHALL BE IN ACCORDANCE WITH SJI
STANDARDS UNLESS NOTED OTHERWISE IN THE DRAWINGS.
H. MASONRY
1. MASONRY UNITS SHALL BE TYPE:
A. ASTM C90 SOLID OR ASTM C90 HOLLOW GROUTED SOLID BELOW GRADE.
B. ASTM C90 HOLLOW ABOVE GRADE
C. WITH MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI
D. ALL CMU SHALL BE LAID IN A FULL BED OF MORTAR.
2. FOLLOWING ARE THE BLOCK STRENGTHS REQUIRED:
A. ASTM C90 SOLID 1900 PSI ON GROSS AREA OF INDIVIDUAL UNITS.
B. ASTM C90 HOLLOW 1900 PSI ON NET AREA OF INDIVIDUAL UNITS.
3. ALL MORTAR SHALL BE ASTM C270 TYPE S.
4. GROUT SHALL BE A HIGH SLUMP MIX
A. IN ACCORDANCE WITH ASTM SPECIFICATION C476
B. HAVING A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.
C. FROM FIELD OBTAINED TEST CYLINDERS.
5. LAID UP MASONRY DESIGN F'M IS 1350 PSI FOR STANDARD CONCRETE MASONRY.
6. ALL CONCRETE MASONRY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE "BUILDING CODE REQUIREMENTS FOR
MASONRY STRUCTURES ACI 530/ASCE 5/TMS 402" AND "SPECIFICATIONS FOR MASONRY STRUCTURES ACI 530.1/ASCE 6/TMS
602.
A. AND INSPECTED BY A QUALIFIED ENGINEER.
7. ALL BRICK MASONRY UNITS SHALL BE GRADE SW IN ACCORDANCE WITH ASTM C216 WITH A MINIMUM COMPRESSIVE
STRENGTH OF 3000 PSI AND BONDED TOGETHER WITH TYPE S MORTAR.
8. PROVIDE HOT(DIPPED GALVANIZED TRUSS TYPE HORIZONTAL JOINT REINFORCEMENT, MIN. 9 GA, AT 16" ON CENTER
VERTICAL IN ALL MASONRY WALLS. SPACE HORIZONTAL JOINT REINFORCEMENT AT 8 INCHES ON CENTER IN ALL PARAPETS.
USE SHOP FABRICATED SPECIAL PIECES AT ALL CORNERS AND TEES.
9. PROVIDE 1(#5 VERTICAL AT EACH END, CORNER AND INTERSECTION OF ALL WALLS.
10. PROVIDE MASONRY ACCESSORIES TO SECURE VERTICAL REINFORCEMENT IN PLACE AND CORRECTLY POSITIONED.
VERTICAL REINFORCEMENT IS TO BE CENTERED IN THE MASONRY CELLS UNLESS INDICATED OTHERWISE.
11. CELLS TO BE GROUTED SHALL BE CLEAN AND FREE OF EXCESS MORTAR AND FOREIGN MATERIALS.
12. LINTELS SHALL BEAR ON MASONRY WALLS A MINIMUM OF 8" AT EACH END. FOR CMU WALLS, PROVIDE TWO GROUTED
CORES EACH SIDE OF OPENING FULL HEIGHT OF WALL AND REINFORCE EACH OF THE TWO GROUTED CORES WITH 1(#5
VERTICAL EXTENDING FROM THE FOUNDATION TO THE POINT OF LATERAL SUPPORT FOR THE WALL ABOVE THE LINTEL
LOCATION. UNLESS NOTED OTHERWISE, THE FOLLOWING LINTELS MAY BE USED WHEN THE HEAD OF THE MASONRY
OPENING IS BELOW FLOOR OR ROOF BEARING ELEMENTS BY A MINIMUM DISTANCE OF 75% OF THE LINTEL SPAN:
Galvanized Steel CMU Lintel Precast Concrete Lintel
Span Angle Lintel per per 4" CMU wythe per 4" CMU Wythe
4" Masonry wythe (fm'= 1500 psi) (fc'= 3000 psi)
0 ( 4'(0" L3(1/2 x 3(1/2 x 1/4 8" Deep w/ (1) 1#4 8" Deep w/ (1) #4
Bottom Top & Bottom
4'(1" ( 6'(0" L5 x 3(1/2 x 5/16 8" Deep w/ (1) #5 8" Deep w/ (1) #4
Bottom Top & Bottom
6'(1" ( 8'(0" L5 x 3(1/2 x 3/8 16" Deep w/ (1) #4 8" Deep w/ (1) #4
Bottom Top & Bottom
8'(1" ( 12'(0" L6 x 3(1/2 x 1/2 16" Deep w/ (1) #5 8" Deep w/ (1) #5
Bottom Top & Bottom
13. TEMPORARY SHORING OF LINTELS MUST BE PROVIDED UNTIL MASONRY HAS CURED. CONTROL JOINTS IN MASONRY
SHALL NOT BE LOCATED WITHIN A DISTANCE EQUAL TO 50% OF THE LINTEL SPAN ADJACENT TO EACH SIDE OF THE OPENING.
14. HORIZONTAL JOINT REINFORCEMENT SHALL BE USED IN THE MASONRY CONSTRUCTION. SUCH JOINT REINFORCEMENT
SHALL BE PLACED AT 8 INCHES ON CENTER VERTICALLY IN WALLS BELOW GRADE AND AT 16 INCHES ON CENTER VERTICALLY
IN WALLS THAT ARE ABOVE GRADE. HORIZONTAL JOINT REINFORCEMENT SHALL BE FABRICATED FROM GALVANIZED
COLD(DRAWN STEEL WIRE CONFORMING TO ASTM A82. REINFORCEMENT SHALL CONSIST OF TWO OR MORE SMOOTH OR
DEFORMED LONGITUDINAL WIRES NO. 9 GAGE OR LARGER, WELD CONNECTED WITH NO. 12 GAGE OR LARGER CROSS WIRES.
GALVANIZE COATING SHALL CONFORM TO ASTM A116 AND SHALL BE APPLIED AT A WEIGHT OF NOT LESS THAN 1.5 OUNCES
PER SQUARE FOOT OF UNCOATED WIRE SURFACE. THE OUT(TO(OUT SPACING OF THE LONGITUDINAL WIRES SHOULD BE
1(5/8 INCHES LESS THAN THE WIDTH OF THE MASONRY UNITS. THE DISTANCE BETWEEN THE WELDED CONTACTS OF THE
CROSS WIRES WITH EACH LONGITUDINAL WIRE SHOULD NOT EXCEED 6 INCHES AND 16 INCHES FOR SMOOTH AND DEFORMED
LONGITUDINAL WIRES RESPECTIVELY.
15. CONTROL JOINTS SHALL BE PLACED IN THE MASONRY CONSTRUCTION SUCH THAT THE PANEL LENGTH TO HEIGHT
RATIO OF THE WALL DOES NOT EXCEED 2.5, AND THAT THE MAXIMUM PANEL LENGTH OF WALL DOES NOT EXCEED 25 FEET.
ADDITIONAL JOINTS SHALL BE PLACE WHERE ABRUPT CHANGES IN WALL SECTIONS OCCUR.
16. MASONRY CONSTRUCTION SHALL BE INSPECTED DURING THE VARIOUS WORK STAGES BY A QUALIFIED INSPECTOR.
INSPECTION SHALL INCLUDE CHECKING FOR COMPLIANCE WITH PROJECT DRAWINGS AND SPECIFICATIONS, INCLUDING
RECORDING OF THE FOLLOWING:
I. QUALITY AND TESTING OF MASONRY UNITS AND MATERIALS FOR MORTAR, GROUT, AND MAKING OF PRISMS WHEN
REQUIRED.
II. PROPORTIONING, MIXING, AND CONSISTENCY OF MORTAR AND GROUT.
III. LAYING, MORTARING, AND GROUTING OF MASONRY UNITS AND ELEMENTS.
IV. CONDITION, GRADE, SIZE, SPACING AND PLACEMENT OF REINFORCEMENT.
V. SIGNIFICANT OR UNUSUAL CONSTRUCTION LOADS ON MASONRY STRUCTURAL ELEMENTS.
VI. WHEN AMBIENT TEMPERATURE FALLS BELOW 40 DEGREES F OR RISES ABOVE 100 DEGREES F, A COMPLETE RECORD
OF WEATHER CONDITIONS AND OF PRECONDITIONING AND PROTECTION GIVEN TO MASONRY MATERIALS, AND PROTECTION
AND CURING OF COMPLETED WORK, SHALL BE MAINTAINED.
VII. GENERAL PROGRESS OF WORK.
17. FOR MASONRY WALLS OVER EIGHT FEET IN HEIGHT, PROVIDE CONSTRUCTION BRACING SHOP DRAWINGS AND
CALCULATIONS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE JURISDICTION OF CONSTRUCTION.
I. DEMOLITION
ALL WORK SHALL BE IN GENERAL COMPLIANCE WITH THE APLICABLE CODE.
FURNISH ALL LABOR AND MATERIALS NECESSARY TO PERFORM THE DEMOLITION WORK IN A COMPLETED MANNER SUCH
THAT NEW WORK CAN BE INSTALLED WITH MINIMUM PREPARATION
CONTRACTOR SHALL INCLUDE IN THE SCOPE OF WORK ALL ASPECTS OF REQUIRED DEMOLITION, SHORING OF EXISTING
STRUCTURE, STAGING THE REPAIR TASKS AND SCHEDULING THE WORK IN A MANNER APPROVED BY THE BUILDING
MANAGEMENT, CLEAN UP AFTER PORTIONS OF WORK ARE PERFROMED AND CLEAN UP AFTER THE ENTIRE REPAIR IS
COMPLETED.
THE CONTRACTOR SHALL TAKE PRECAUTIONS TO PREVENT DAMAGE OF THE EXISTING STRUCTURE. IN THE EVENT OF
DAMAGE, CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND CONTACT THE STRUCTURAL ENGINEER FOR
ASSESSMENT OF THE DAMAGE.
SCHEDULE ALL WORK IN A CAREFUL MANNER WITH ALL NECESSARY CONSIDERATION FOR FACILITY OPERATIONS, AND
FACILITY PERSONNEL. ANY DAMAGE TO PERSON OR PROPERTY AS A RESULT OF DEMOLITION AND RELATED WORK SHALL BE
THE RESPONSIBILITY OF THE CONTRACTOR.
ERECT BARRIER FENCES, GUARD RAILS, WARNING DEVICES AND SHORING TO PROTECT PERSONNEL WORKING IN THE AREA.
SUBMIT PROCEDURES AND SCHEDULE PROPOSED FOR THE ACCOMPLISHMENT OF THE DEMOLITION WORK TO THE OWNER
FOR APPROVAL. INCLUDE SAFE CONDUCT OF THE WORK, DISPOSITION OF MATERIALS, PROTECTION OF REMAINING
PROPERTY AND COORDINATION WITH OTHER WORK.
THE CONTRACTOR SHALL TAKE MEASURES TO COORDINATE THE CONSTRUCTION SUCH THAT INTERFERENCE OF EXISTING
REINFORCING STEEL WITH PLACEMENT OF NEW ANCHORS (DOWELS, EXPANSION BOLTS, ADHESIVE ANCHORS) DOES NOT
OCCUR. IF EXISTING REINFORCING STEEL IS ENCOUNTERED DURING DRILLING, ADJUST THE ANCHOR LOCATION IF POSSIBLE
AND NOTIFY THE ENGINEER. ABANDONED HOLES SHALL BE FILLED WITH GROUT. ANCHORS SHALL BE SET WITHIN 3 INCHES
OF THEIR SPECIFIED LOCATION, BUT AT LEAST 1 INCH FROM ANY ABANDONED HOLE. CARE SHALL BE TAKEN NOT TO BREAK
OR DAMAGE REINFORCING STEEL DURING DRILLING, UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
Drawn:
Checked:
Scale:
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ents
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:15:5
4 A
M
S0.1
STRUCTURALNOTES
Project: 16745.00
Author
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YL
AN
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BID
SE
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ID S
ET
BID SET
02(01(2017
Revisions
DESIGN LOAD SCHEDULE
COMPONENT
AR
EA
CONCRETE SLAB
STEEL & JOIST
CEILING
COLLATERAL
SL
AB
ON
GR
AD
E
TOTAL DEAD LOAD
TOTAL LIVE LOAD
TOTAL LOAD
(ALL LOADS SHOWN ARE IN POUNDS PER SQ. FT.)
ROOF & INSULATION
65
!
!
!
15
80
180
100
WALL COMPONENTS & CLADDING: DESIGN WIND PRESSURES (LB/SQ. FT.)
100502010
CORNER (ZONE 5)
MAIN FIELD (ZONE 4)
TRIBUTARY AREA(SQ. FT.)
(INTERNAL PRESSURE COEFFICIENTS, GCpi=±0.18)
500
+16.4/!17.4 +15.7/!17.4 +14.1/!15.7 +14.0/!14.1 +12.2/!14.0
+12.2/!14.0+14.0/!17.2+14.1/!18.6+15.7/20.4+16.4/!21.8
LATERAL LOAD DESIGN SCHEDULE
SNOW DESIGN LOAD SCHEDULE
INTERNATIONAL BUILDING CODE 2012/ASCE 7!10
WIND LOAD
SEISMIC LOAD
INTERNATIONAL BUILDING CODE 2012/ASCE 7!10
1.0TABLE
7.3tCTHERMAL FACTOR
SECTIONANALYSIS PROCEDURE12.8
SECTION
1.75
2
d
D1
DS
SECTION26.7.3
SECTION27.4
FIGURE26.5(1A
20 PSF
B
120
(
I
V
TABLE
12.2(1
12.2(1
TABLE
TABLE
12.2(1
20.3
SECTION
TABLE
11.6(1 & 11.6(2
SECTION
11.4.4
11.4.40.160g
0.099g
B
D
C
R
(
S
(
S
S
DEFLECTION AMPLIFICATION FACTOR
RESPONSE MODIFICATION FACTOR
BASIC STRUCTURAL SYSTEM
SITE CLASSIFICATION
SEISMIC DESIGN CATEGORY
(1) SECOND PERIOD SPECTRAL ACCELERATION
SHORT PERIOD SPECTRAL ACCELERATION
REFERENCEVALUESYMBOLITEM
MAXIMUM DESIGN VALUE(WW+LW)
BASIC WIND SPEED (3 SECOND GUST)
REFERENCEVALUESYMBOLITEM
Pg
P f
eC
IMPORTANCE FACTORSNOW LOAD
1.10TABLE1.5.2
TABLE7.2
SECTION7.3
FIGURE7.1
1.0
32.7
42.5
I
SNOW EXPOSURE FACTOR
FLAT(ROOF SNOW LOAD
GROUND SNOW LOAD
REFERENCEVALUESYMBOLITEM
s
w
TABLE
1.5(2IMPORTANCE FACTOR
EI
FIGURE
22(20.062g
1.25
BEARING WALLSYSTEM
TYPICAL ABBREVIATIONS
AB
AFF
ADDL
ALT
ARCH
BCX
BO
BLDG
BM
BOT
BRG
BSMT
BTWN
CL
CANT
CMU
COL
CONC
CONN
CON.
CTRD
DIA
DWG
EF
EOD
EOS
EW
EA
EL
ELEV
EMBED
EQL
EQUIP
EWB
EX
EXIST
EXP
EXT
FDN
FIN
FLR
FT
FTG
GA
GALV
HP
HORIZ
IF
IN
INFO
INT
JT
LP
LW
LLH
LLV
LWB
MEP
MST
MAX
MECH
MEZZ
MFR
MIN
MISC
NTS
NW
o/c
PL
PC
PSF
PSI
PTN
REINF
REQ'D
RET'G
SF
SOG
SCHED
SECT
SIM
SPECS
STIFF
STRUCT
SWB
T&B
T
TO
TOC
TOS
TS
TCELE
TCERE
TDS
THK
TYP
UNO
VIF
VERT
WRT
w/
WWF
ANCHOR BOLT
ABOVE FINISH FLOOR
ADDITIONAL
ALTERNATE
ARCHITECT
BOTTOM CHORD EXTENSION
BOTTOM OF
BUILDING
BEAM
BOTTOM
BEARING
BASEMENT
BETWEEN
CENTERLINE
CANTILEVER
CONCRETE MASONRY UNIT
COLUMN
CONCRETE
CONNECTION
CONTINUOUS
CENTERED
DIAMETER
DRAWING
EACH FACE
EDGE OF DECK
EDGE OF SLAB
EACH WAY
EACH
ELEVATION
ELEVATOR
EMBEDMENT
EQUAL
EQUIPMENT
EACH WAY BOTTOM
EXISTING
EXISTING
EXPANSION
EXTERIOR
FOUNDATION
FINISH
FLOOR
FEET
FOOTING
GAGE
GALVANIZED
HIGH POINT
HORIZONTAL
INSIDE FACE
INCHES
INFORMATION
INTERIOR
JOINT
LOW POINT
LIGHT WEIGHT
LONG LEG HORIZONTAL
LONG LEG VERTICAL
LONG WAY BOTTOM
MECHANICAL ELECTRICAL PLUMBING
METAL STUD TRUSS
MAXIMUM
MECHANICAL
MEZZANINE
MANUFACTURER
MINIMUM
MISCELLANEOUS
NOT TO SCALE
NORMAL WEIGHT
ON CENTER
PLATE
PILE CAP
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
PARTITON
REINFORCEMENT
REQUIRED
RETAINING
STEP FOOTING
SLAB ON GRADE
SCHEDULE
SECTION
SIMILAR
SPECIFICATIONS
STIFFENER
STRUCTURAL
SHORT WAY BOTTOM
TOP AND BOTTOM
TOP
TOP OF
TOP OF CONCRETE
TOP OF STEEL
THICKENED SLAB
TOP CHORD EXTENSION LEFT END
TOP CHORD EXTENSION RIGHT END
TURN DOWN SLAB
THICK OR THICKENED
TYPICAL
UNLESS NOTED OTHERWISE
VERIFY IN FIELD
VERT.
WOOD ROOF TRUSS
WITH
WELDED WIRE FABRIC
EWT EACH WAY TOP
P/C PRECAST
PAF POWDER ACTUATED FASTENER
BP_ BEARING PLATE
GB_ GRADE BEAM
K KIP
K!ft KIP(FEET
MP_ MASONRY PIER
NBL NON BEARING LINTEL
WP WALL PLATE
WC WET COLUMN
RO
OF
!
5
5
5
7
22
55
33
POSITIVE PRESSURE: ACTING TOWARD SURFACE.NEGATIVE PRESSURE: ACTING AWAY FROM SURFACE.CORNER ZONE: WITHIN ? FROM BUILDING CORNERS ALONG NORTH/SOUTH/EAST/WEST FACES.
NOTE:
1) ZONE DESIGNATIONS AS PER ASCE7.
(BASIC SEISMIC RESISTING SYSTEM
EQUIVALENT LATERAL
FORCE PROCEDURE
TABLE
12.2(1
MASONRY / CONCRETE LINTEL SCHEDULE
REINFORCING
TOP BOTTOM TIES MID BARSREMARKSMARK TTYPE
TYPE A TYPE B TYPE C
H
ML1 7 5/8 (2) #4 (2) #4 NONE NONEA 7 5/8
ML2 A 7 5/8 (2) #5 (2) #5 NONE NONE7 5/8
3000 PSI CONCRETE(TYPICAL)
BOTTOMBARS
MASONRYUNIT
TOPBARS
TIES
CONCRETEBEAM
MIDBARS
BOTTOMBARST T T
BOTTOMBARS
1'(
3 1
/4"
2'(
7 1
/4"
2'(
7 1
/4"
2'(
1 1
/4"
9 1
/4"
4 5
/8"
7 5
/8" 1
2 5
/8"
15 5
/8"
H
ML3 B 7 5/8 (2) #3 (2) #3 NONE NONE15 5/8
ML4 B 7 5/8 (2) #5 (2) #5 NONE NONE15 5/8
33RE: DESIGN LOADSCHEDULE ABOVE!
! TABLE15(1I I I
UNIFORM LOADMINIMUM EQUIVALENT
OCCUPANCY CATEGORY
TABLE1.5(1I I I(RISK CATEGORY
TABLE1.5.2
1.0(IMPORTANCE FACTOR
WIND EXPOSURE CATEGORY
BASE SHEARSECTION
12.8V
RISK CATEGORYTABLE
1.5(1!
MAPPED SHORT PERIODSPECTRAL ACCELERATIONMAPPED (1) SECOND PERIODSPECTRAL ACCELERATION
sS
1S
0.150g
I I I
FIGURE
22(1
ORDINARY REINFORCEDMASONRY SHEAR WALLS
CLASSROOM LL 60 !
ASSEMBLY LL 100 !
ADDITION9.2K ( KITCHEN
Drawn:
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DIT
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AS NOTED
3930 Pender Drive, Suite175Fairfax, VA 22030(703) 890(5000email: [email protected] No 16745.00
801 N
. M
AIN
ST
RE
ET
,B
RID
GE
WA
TE
R, V
A 2
2181
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ohn W
ayla
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S\1
6745_John W
ayla
nd E
S S
tructu
ral M
odel (R
evit 1
6).
rvt
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017 9
:15:5
7 A
M
S0.2
DESIGN TABLES
Project: 16745.00
Author
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INFILL EXISTING OPENINGw/ BRICK & 8" CMURE: ARCH DWGS
INFILL EXISTINGSLAB DEPRESSION
EXISTING BEARINGWALL TO BE REMOVEDAFTER ROOF JOISTSARE SHORED
NEW LOADING DOCK SLABRE: CIVIL DWGS
TRENCH DRAINRE: CIVIL DWGS
NEW 5" SLAB
NEW 5" SLABON GRADE
EXISTING SLAB ON GRADE
EXISTING SLAB ON GRADE
EXISTING SLAB ON GRADE
EXISTING BEARING WALLMEZZANINE JOISTS & SLABABOVE TO BE REMOVED
LINE OF TEMPORARYSHORING FOR EXISTINGROOF JOISTS
LINE OF TEMPORARYSHORING UP TOEXISTING ROOF JOISTS
4 1/2" SLAB RECESSAT WALK(IN COOLERS
11'(4"1
2'(0 3
/4"
1" EXP JT 34'(0"
30'(0"
1"
EX
P J
T
1
S2.1
2
S2.1
2
S2.1
3
S2.1
4
S2.1
14'(4"
(VIF)
7'(10 3/8"
NEW 16"x16" SMPw/ (4) #6 VERT  TIES @ 8" o/c
EXISTING 16"x16" PIER& CMU WALL TOREMAIN
NEW 8" CMU WALL
INFILL EXISTINGOPENINGS
18'(2" (VIF)
F26.12
F26
.12
8" CMU w/#3 @ 32" o/c
8" CMU w/#3 @ 32" o/c
F50
F40
F40
5
S2.1
6
S2.1
C1
C1
( (1.00' )
( (1.00' )
GROUT EXISTINGWALL SOLID(8"x24" MINIMUM)
7
S2.1
NEW 5" SLAB ON GRADEREINF w/ 6x6(W1.4xW1.4INFILL PIT w/ STRUCTURALGRADE STYROFOAM (60psi)
GROUT EXISTINGWALL SOLID(8"x24" MINIMUM)
GROUT EXISTINGWALL SOLID(8"x24" MINIMUM)
8
S2.1
EXISTING PIER TO BEREMOVED AFTERROOF IS SHORED
5
S2.1
9
S2.1
NEW 4" SLAB ON GRADEREINF w/ 6x6(W1.4xW1.4
10
S2.1
11
S2.1
NEW 6" DIAMETER CHILLER PIPESRE: MECH DWGSUNDERPIN EXISTING FOOTING
UNDERPIN EXISTINGFOOTING PERDETAIL 11/S2.2
AT EXISTING PADS TO BE REMOVEDPATCH SLAB AS REQUIRED w/SIKA TOP SEAL(107 OR APPROVED EQUAL(RE: ARCH DEMO DRAWINGS FORFOR LOCATION & EXTENT (VIF))
5'(0
" M
IN
( (4.67' )
EXISTING SANITARY (VIF)
BOTTOM OF TANKEL (8'(2"COORDINATE w/ PLUMBING
4" SANITARY LINEINVERT EL (4'(2"(RE: PLUMBING DWGS)
( (3.33' )
STEP FOOTINGTO MATCH EXISTING
STEP FOOTINGSTO MATCH EXISTING
Drawn:
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AS NOTED
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801 N
. M
AIN
ST
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ET
,B
RID
GE
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A 2
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ohn W
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tructu
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odel (R
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EXISTING &NEWFOUNDATION &FLOOR PLANAREA A
Project: 16745.00
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SPK
RO
CK
ING
HA
M C
O. P
UB
LIC
SC
HO
OLS
JO
HN
WA
YL
AN
D E
S
BID
SE
TB
ID S
ET
BID SET
02(01(2017
SCALE: 1/8" = 1'(0"
LEVEL 1 ( FOUNDATION & FLOOR PLAN AREA A
NOTES:
1) FIRST FLOOR SHALL BE 5" SLAB ON GRADE REINFORCED w/ 6x6(W2.1xW2.1 OVER 15 MIL POLYETHYLENE VAPOR BARRIER AND MINIMUM 4" OF WASHED GRAVEL.2) TOP OF SLAB SHALL BE AT ELEVATION 1296.98' (+0'(0") UNLESS OTHERWISE NOTED ON PLAN.3) TOP OF FOOTING ELEVATIONS ARE SHOWN THUS (000.00) ON PLAN.4) DROP FOOTING ELEVATIONS AS REQUIRED TO OBTAIN DESIGN SOIL BEARING OR TO CLEAR UNDERGROUND PIPING. SEE PLUMBING DRAWINGS FOR INVERT ELEVATIONS.5) SEE SITE PLAN FOR ALL EXTERIOR WORK SUCH AS SIDEWALKS, PAVING, CURBS AND GUTTERS, ETC.6) CJ INDICATES SLAB CONTROL JOINT. SEE TYPICAL DETAIL ON SHEET S?.?.7) GENERAL CONTRACTOR TO COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS AND RESOLVE ALL DISCREPANCIES WITH THE ARCHITECT PRIOR TO PLACEMENT OF CONCRETE.
KEY PLAN
A
B
C1 C2
COLUMN SCHEDULE
MARK SIZE BASE PLATE ANCHOR RODS REMARKS
C1 HSS4x4x1/4 3/4x12x1'(0" (4) 3/4"Ø
C2 Pipe3(1/2STD 1/2x12x1'(0" (4) 5/8"Ø
COLUMN FOOTING SCHEDULE (1500 psf SOIL BRG. PRESSURE)
MARK
DIMENSIONS REINFORCINGLENGTH WIDTH THICKNESS
F40 4'(0" 4'(0" 1'(0" (5) #4 EWB
F46 4'(6" 4'(6" 1'(0" (5) #4 EWB
F50 5'(0" 5'(0" 1'(2" (4) #5 EWB
Revisions
LINE OF TEMPORARYSHORING UP TOEXISTING ROOF JOISTS
F46
C1
( (1.00' )
C1
F46 ( (1.00' )
8'(0" 22'(8 3/4" 5'(4"
INFILL EXISTING TRENCHDRAINS w/ MIN 4" CONCRETERE: ARCH DWGS
10
S2.1TYP
Drawn:
Checked:
Scale:
Constr
uction D
ocum
ents
for:
1902 campus commons drivesuite 101
reston, virginia 20191Tel: 703.476.3900Fax: 703.264.0733www.archinc.com
Issued
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duction +
inte
llectu
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pert
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ights
reserv
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y A
rchitectu
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ora
ted ©
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RE
NO
VA
TIO
N A
ND
AD
DIT
ION
AS NOTED
3930 Pender Drive, Suite175Fairfax, VA 22030(703) 890(5000email: [email protected] No 16745.00
801 N
. M
AIN
ST
RE
ET
,B
RID
GE
WA
TE
R, V
A 2
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T:\
2016 D
raw
ings\D
esig
n P
roje
cts
( S
K &
DW
\16745.0
0 J
ohn W
ayla
nd E
S\1
6745_John W
ayla
nd E
S S
tructu
ral M
odel (R
evit 1
6).
rvt
1/3
1/2
017 9
:16:0
3 A
M
S1.2
EXISTINGFOUNDATION &FLOOR PLANAREA B
Project: 16745.00
Author
Checker
RO
CK
ING
HA
M C
O. P
UB
LIC
SC
HO
OLS
JO
HN
WA
YL
AN
D E
S
BID
SE
TB
ID S
ET
BID SET
02(01(2017
SCALE: 1/8" = 1'(0"
LEVEL 1 ( FOUNDATION & FLOOR PLAN AREA BKEY PLAN
A
B
C1 C2
Revisions
8W
F17 (
E)
8WF17 (E)
20K
6
16J5 (
E)
16J6 (
E)
16J5 (E)
16J4 (
E)
16J4 (
E)
16J5 (E)
10J3 (
E)
22J8 (
E)
8J2
(E
)
16J4 (
E)
10WF25 (E) 8WF17 (E) 10WF25 (E)
16J4 (E)
8J2 (E)
LINE OF TEMPORARYSHORING FOR EXISTINGROOF JOISTS
W10x33
W10x33
8J2
(E
)
16J6 (
E)
14H
5 (
E)
TO BE REMOVED TO BE REMOVED
W21x68 (NEW)
EXISTING 3 1/2" DIAMETERPIPE COLUMN TO REMAIN
EXISTING COLUMN TO BEREMOVED AFTER ROOFIS SHORED
LINE OF TEMPORARYSHORING FOR EXISTINGROOF JOISTS
EXISTING BEARING WALLTO BE REMOVED AFTERROOF JOISTS ARE SHORED
EXISTING BEARING WALLTO BE REMOVED AFTERROOF JOISTS ARE SHORED
NEW COLUMN
NEW COLUMN
RAH(515000 lbs MAX
RAH(CAF7500 lbs MAX
RAH(415000 lbs MAX
RAH(KIT5000 lbs MAX
(2)
20
K6
(2)
20
K6
20K
6
20K
6
8J2
(E
)
8J2
(E
)
8J2
(E
)
8J2
(E
)
8J2
(E
)
8J2
(E
)
8J2
(E
)
8J2
(E
)
8J2
(E
)
8J2
(E
)
8J2
(E
)
EXISTING 10J3 JOISTS& MEZZANINE SLAB BELOWTO BE REMOVED
6B
8.5
(E
)
10J2 (E)
8W
F17 (
E)
10J2 (E) 10J2 (E)
8W
F17 (
E)
8J2 (E)
8B10 (E)
8B10 (E)
JR1
JR1
JR1
JR1
JR1
JR1
JR1
JR1
JR1
JR1
C6x8.2
C6x8.2
C6x8.2
C6x8.2
C6x8.2
C6x8.2
NEW (6) C6 TO BEARON EXISTING WALL w/PL 4x5/16x0'(6" ATEACH END (TYP)
ANGLE FRAME PERTYP DETAIL ON S3.2
ANGLE FRAME PERTYP DETAIL ON S3.2
ANGLE FRAME PERTYP DETAIL ON S3.2
ANGLE FRAME PERTYP DETAIL ON S3.2
1
S3.1
2
S3.1
3
S3.1
5
S3.1
6
S3.1
7
S3.1
8
S3.1
9
S3.1
C2
BOT OF EXISTING DECKEL +11'(1 1/8" (VIF)
GROUT EXISTINGWALL SOLID(8"x24" MINIMUM)
NEW BRG PL 3/8x10x6w/ (2) 12" DIA x 4" LONGHEADED STUDS
NEW BRG PL 3/8x10x6w/ (2) 12" DIA x 4" LONGHEADED STUDS
NEW BRG PL 3/8x10x6w/ (2) 12" DIA x 4" LONGHEADED STUDS
(2)
20
K6
(2)
20
K6
MAU(11500 lbs MAX
ANGLE FRAME PERTYP DETAIL ON S3.2
JR5
JR5
JR5
JR5
JR
4
JR
4
JR
4
JR
4
JR
4
JR
4
NOTE: ONLY REINFORCEINSIDE FACE (USE HALF OFSCHEDULED REINFORCING
KITCHEN HOODRE: ARCH/MECH DWGS
JR1
24J8 (E)24J8 (E)
JR1
W8x15w/ BOTT PL 5/16x11" (VIF)
W8x15
w/ B
OT
T P
L 5
/16x11
" (V
IF)
Drawn:
Checked:
Scale:
Constr
uction D
ocum
ents
for:
1902 campus commons drivesuite 101
reston, virginia 20191Tel: 703.476.3900Fax: 703.264.0733www.archinc.com
Issued
All
repro
duction +
inte
llectu
al pro
pert
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ights
reserv
ed b
y A
rchitectu
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ora
ted ©
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RE
NO
VA
TIO
N A
ND
AD
DIT
ION
AS NOTED
3930 Pender Drive, Suite175Fairfax, VA 22030(703) 890(5000email: [email protected] No 16745.00
801 N
. M
AIN
ST
RE
ET
,B
RID
GE
WA
TE
R, V
A 2
2181
T:\
2016 D
raw
ings\D
esig
n P
roje
cts
( S
K &
DW
\16745.0
0 J
ohn W
ayla
nd E
S\1
6745_John W
ayla
nd E
S S
tructu
ral M
odel (R
evit 1
6).
rvt
1/3
1/2
017 9
:16:0
6 A
M
S1.3
ROOF FRAMINGPLAN AREA A
Project: 16745.00
DFW
SPK
RO
CK
ING
HA
M C
O. P
UB
LIC
SC
HO
OLS
JO
HN
WA
YL
AN
D E
S
BID
SE
TB
ID S
ET
BID SET
02(01(2017
SCALE: 1/8" = 1'(0"
ROOF FRAMING PLAN ( AREA A
NOTES:
1) SEE PLAN FOR JOIST BEARING ELEVATIONS.2) ROOF DECK TO BE 1 1/2"(22 GAGE WIDE RIB (TYPE B) PAINTED.3) SEE ARCHITECTURAL DRAWINGS FOR ALL ROOF SLOPES AND DRAINS.4) SEE ARCHITECTURAL/MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS. PROVIDE FRAMING AROUND OPENINGS PER TYPICAL DETAIL ON S3.0 UNLESS OTHERWISE NOTED.5) ML ( INDICATES MASONRY LINTEL. SEE SCHEDULE AND DETAIL ON SHEET S0.2.6) PROVIDE STANDARD SJI BRIDGING UNLESS OTHERWISE NOTED IN SECTIONS. PROVIDE (1) ROW OF BRIDGING AT FIRST PANEL POINT (TYP). DESIGN FOR A NET UPLIFT OF 10PSF.
KEY PLAN
A
B
C1 C2
MATCH LINE ( SEE SHEET S1.3
Revisions
8W
F17 (
E)
8WF17 (E)
10J3 (
E)
16J6 (
E)
16J5 (E)
16J6 (
E)
16J5 (
E)
16J4 (
E)
8J2 (E)
32LA10 (E)
16J6 (
E)
14J3 (
E)
18H
5 (
E)
24H
7 (
E)
14H
5 (
E)
8H3 (E)
16J4 (E)
LINE OF TEMPORARYSHORING FOR EXISTINGROOF JOISTS
RAH(217000 lbs MAX
RAH(317000 lbs MAX
RAH(GYM12000 lbs MAX
EXISTING 10J3 JOISTS& MEZZANINE SLAB BELOWTO BE REMOVED
10J2 (E) 10J2 (E)
8J2
(E
)
8J2
(E
)
6B
8.5
(E
)
10J2 (E)
8W
F17 (
E)
10J2 (E) 10J2 (E)
8W
F17 (
E)
8B
10 (
E)
8B
10 (
E)
8B
10 (
E)
8B10 (E)
8H
3 (
E)
JR2
JR2
JR2
JR2
JR2
ANGLE FRAME PERTYP DETAIL ON S3.2
ANGLE FRAME PERTYP DETAIL ON S3.2
ANGLE FRAME PERTYP DETAIL ON S3.1
4
S3.1
1'(0" CANT 1'(0" CANT
W10x33 W16x45 W10x33
BOT OF EXISTING DECKEL +11'(1 1/8" (VIF)
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
16J5 (
E)
W8x24
TOP OF BEAM ATJOIST BEARING (VIF)
BOT OF EXISTING DECKEL = +11'(1 1/8"
JR2
Drawn:
Checked:
Scale:
Constr
uction D
ocum
ents
for:
1902 campus commons drivesuite 101
reston, virginia 20191Tel: 703.476.3900Fax: 703.264.0733www.archinc.com
Issued
All
repro
duction +
inte
llectu
al pro
pert
y r
ights
reserv
ed b
y A
rchitectu
re Incorp
ora
ted ©
2016
RE
NO
VA
TIO
N A
ND
AD
DIT
ION
AS NOTED
3930 Pender Drive, Suite175Fairfax, VA 22030(703) 890(5000email: [email protected] No 16745.00
801 N
. M
AIN
ST
RE
ET
,B
RID
GE
WA
TE
R, V
A 2
2181
T:\
2016 D
raw
ings\D
esig
n P
roje
cts
( S
K &
DW
\16745.0
0 J
ohn W
ayla
nd E
S\1
6745_John W
ayla
nd E
S S
tructu
ral M
odel (R
evit 1
6).
rvt
1/3
1/2
017 9
:16:0
9 A
M
S1.4
ROOF FRAMINGPLAN AREA B
Project: 16745.00
DFW
SPK
RO
CK
ING
HA
M C
O. P
UB
LIC
SC
HO
OLS
JO
HN
WA
YL
AN
D E
S
BID
SE
TB
ID S
ET
BID SET
02(01(2017
SCALE: 1/8" = 1'(0"
ROOF FRAMING PLAN ( AREA B
KEY PLAN
A
B
C1 C2
MATCH LINE ( SEE SHEET S1.4
MATCH LINE ( SEE SHEET S1.2
Revisions
16J5 (
E)
16J6 (
E)
24J8 (
E)
24H9 (E)
14J6 (E)
8J2 (E)14J6 (E)
18H5 (E)
8H3 (E)
18H5 (E)
14WF30 (E)
14WF30 (E)
8B15 (E)
RAH(115000 lbs MAX
RAH(217000 lbs MAX
RAH(317000 lbs MAX
10J2 (E) 10J2 (E)
8J2
(E
)
8J2
(E
)
8B
10 (
E)
8B
10 (
E)
8B
10 (
E)
8B10 (E)
8H
3 (
E)
ANGLE FRAME PERTYP DETAIL ON S3.2
ANGLE FRAME PERTYP DETAIL ON S3.1
C6x8.2
C6x8.2
C6x8.2
C6x8.2
C6x8.2
C6x8.2
C6x8.2
C6x8.2
NEW (8) C6 TO BEARON EXISTING WALL w/PL 4x5/16x0'(6" ATEACH END (TYP)
ANGLE FRAME PERTYP DETAIL ON S3.2
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
NEW (9) C8 TO BEARON EXISTING WALL w/PL 4x5/16x0'(6" ATEACH END (TYP)
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
16J5 (
E)
8B10 (E)6B8.5 (E)
W8x24
W8x24
w/ TOP PL 11x5/16TOP PL AT JOIST BEARING
TOP OF BEAM ATJOIST BEARING (VIF)
LINE OF TEMPORARYSHORING FOR EXISTINGROOF JOISTS
LINES OF TEMPORARYSHORING FOR EXISTINGROOF JOISTS
BOT OF EXISTING DECKEL = +11'(1 1/8"
BOT OF EXISTING DECKEL = +11'(1 1/8"
(
(((
16J6 (
E)
16J5 (
E)
16J5 (
E)
16J5 (
E)
RAH(317000 lbs MAX
C8x1
1.5
C8x1
1.5
C8x1
1.5
C8x1
1.5
Drawn:
Checked:
Scale:
Constr
uction D
ocum
ents
for:
1902 campus commons drivesuite 101
reston, virginia 20191Tel: 703.476.3900Fax: 703.264.0733www.archinc.com
Issued
All
repro
duction +
inte
llectu
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ights
reserv
ed b
y A
rchitectu
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ora
ted ©
2016
RE
NO
VA
TIO
N A
ND
AD
DIT
ION
AS NOTED
3930 Pender Drive, Suite175Fairfax, VA 22030(703) 890(5000email: [email protected] No 16745.00
801 N
. M
AIN
ST
RE
ET
,B
RID
GE
WA
TE
R, V
A 2
2181
T:\
2016 D
raw
ings\D
esig
n P
roje
cts
( S
K &
DW
\16745.0
0 J
ohn W
ayla
nd E
S\1
6745_John W
ayla
nd E
S S
tructu
ral M
odel (R
evit 1
6).
rvt
1/3
1/2
017 9
:16:1
2 A
M
S1.5
ROOF FRAMINGPLAN AREAS C1& C2
Project: 16745.00
DFW
SPK
RO
CK
ING
HA
M C
O. P
UB
LIC
SC
HO
OLS
JO
HN
WA
YL
AN
D E
S
BID
SE
TB
ID S
ET
BID SET
02(01(2017
SCALE: 1/8" = 1'(0"
ROOF FRAMING PLAN ( AREA C1
SCALE: 1/8" = 1'(0"
ROOF FRAMING PLAN ( AREA C2
KEY PLAN
A
B
C1 C2
MATCH LINE ( SEE SHEET S1.3
MA
TC
H L
INE
( S
EE
AR
EA
C1 (
TH
IS S
HE
ET
MA
TC
H L
INE
( S
EE
AR
EA
C2 (
TH
IS S
HE
ET
Revisions
LEVEL 10"
4 1
/2"
FOOTING SIZE& REINFORCINGRE: PLAN & SCHEDULE
FINISH GRADERE: CIVIL DWGS
ASPHALTSLIP SHEET
8" CMUw/ #4 @ 16" o/c
2'(6
" (M
IN)
LEVEL 10"
FOOTING SIZE& REINFORCINGRE: PLAN & SCHEDULE
FINISH GRADERE: CIVIL DWGS
ASPHALTSLIP SHEET
8" CMUw/ #4 @ 16" o/c
2'(6
" (M
IN)
LEVEL 10"
ASPHALTSLIP SHEET
EXISTINGSLAB
EXISTINGWALL
EXISTINGFOOTING
MIN
1'(4"
VIF
1'(0"
MIN8"
#4 @ 24" x 1'!7" LONGDRILL & EPOXY GROUT6" INTO EXISTING FOOTING
(2) #4 CONT
(3) #4 CONT
#4 @ 24" o/c
1" GAP 7 5/8"
8" CMURE: PLAN FORREINFORCING
LEVEL 10"
EXISTINGSLAB
EXISTINGWALL
EXISTINGFOOTING V
IF
1'(0"
MIN8"
#4 @ 24" x 1'!3" LONGDRILL & EPOXY GROUT6" INTO EXISTING FOOTING
(2) #4 CONT
(3) #4 CONT
#4 @ 24" o/c
MIN
1'(0"
4 1
/2"
11 1
/2"
#4 @ 12" o/c
2'(0"
8" CMUw/ #4 @ 16" o/c
6" 8" 1'(8"
2'(10"
(4) #4 CONT #4 @ 24" o/c
#5 @ 12" o/cVERT
#4 @ 12" o/cHORIZ
SIDEWALK/FINISH GRADERE: CIVIL DWGS
LOADING DOCK SLABRE: CIVIL DWGS
DOWELS TO MATCHVERT REINFORCING
1'(0"
2'(0
" M
AX
1'(6
" M
IN
LEVEL 10"
2'(10"
#5 @ 12" o/cVERT
#4 @ 12" o/cHORIZ
LOADING DOCKSLAB
LOADING DOCK SLABRE: CIVIL DWGS
#4 @ 12" o/c
2'(0"
(1) #4 CONT
6" 8" 1'(8"
EXISTING SLABON GRADE
EXISTINGFOOTING
EXISTINGWALL
(4) #4 CONT #4 @ 24" o/c
RE
: C
IVIL
DW
GS
VA
RIE
S 2
'(0
" M
AX
1'(6
" M
IN1
'(0"
LEVEL 10"
#3 @ 12" x 1'!4" LONGDRILL & EPOXY GROUT4" INTO EXISTING SLAB(2 SIDES)
STRUCTURALSTYROFOAMFILL ENTIRE PITRE: PLAN
EXISTINGFOOTINGEXISTING
PIT SLABON GRADE
EXISTINGFOOTING
EXISTINGWALL
EXISTINGWALL
EXISTING SLABON GRADE
LEVEL 10"
#4 @ 12" x 3'!4" LONGDRILL & EPOXY GROUT4" INTO EXISTING SLAB(3 DOWELS MINIMUM)
EXISTINGSLAB
EXISTINGWALL
EXISTINGFOOTING V
IF
1'(0"
MIN8"
#4 @ 24" x 1'!3" LONGDRILL & EPOXY GROUT6" INTO EXISTING FOOTING
(2) #4 CONT
(3) #4 CONT
#4 @ 24" o/c
MIN
1'(0"
8"
8" CMUw/ #4 @ 16" o/c
LEVEL 10"
#3 @ 12" x 1'!4" LONGDRILL & EPOXY GROUT4" INTO EXISTING SLAB(2 SIDES)
EXISTING SLABON GRADE
LEVEL 10"
EXISTINGSLAB
#3 @ 18" x 1'!4" LONGDRILL & EPOXY GROUT4" INTO EXISTING SLAB
REMOVE EXISTINGFOOTING AT NEWCOLUMN FOOTING
FOOTING SIZE& REINFORCINGRE: PLAN & SCHEDULE
REMOVE EXISTINGCMU WALL AFTERSHORING
COLUMN SIZE& BASE PLATERE: PLAN & SCHEDULE
SAW CUTEXISTING SLAB
LEVEL 10"
FOOTING SIZE& REINFORCINGRE: PLAN & SCHEDULE
EXISTINGSLAB
#3 @ 18" x 1'!4" LONGDRILL & EPOXY GROUT4" INTO EXISTING SLAB
NEW MASONRY PIERRE: PLAN
SAW CUTEXISTING SLAB
Drawn:
Checked:
Scale:
Constr
uction D
ocum
ents
for:
1902 campus commons drivesuite 101
reston, virginia 20191Tel: 703.476.3900Fax: 703.264.0733www.archinc.com
Issued
All
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duction +
inte
llectu
al pro
pert
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ights
reserv
ed b
y A
rchitectu
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ora
ted ©
2016
RE
NO
VA
TIO
N A
ND
AD
DIT
ION
AS NOTED
3930 Pender Drive, Suite175Fairfax, VA 22030(703) 890(5000email: [email protected] No 16745.00
801 N
. M
AIN
ST
RE
ET
,B
RID
GE
WA
TE
R, V
A 2
2181
T:\
2016 D
raw
ings\D
esig
n P
roje
cts
( S
K &
DW
\16745.0
0 J
ohn W
ayla
nd E
S\1
6745_John W
ayla
nd E
S S
tructu
ral M
odel (R
evit 1
6).
rvt
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:16:1
5 A
M
S2.1
FOUNDATIONSECTIONS &TYPICALDETAILS
Project: 16745.00
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UB
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Section 1/2" = 1'(0" S2.1
1 Section 1/2" = 1'(0" S2.1
2 Section 1/2" = 1'(0" S2.1
3 Section 1/2" = 1'(0" S2.1
4 Section 1/2" = 1'(0" S2.1
5
Section 1/2" = 1'(0" S2.1
6 Section 1/2" = 1'(0" S2.1
7 Section 1/2" = 1'(0" S2.1
8 Section 3/4" = 1'(0" S2.1
9
Section 3/4" = 1'(0" S2.1
10 Section 1/2" = 1'(0" S2.1
11
Revisions
8"
1'(
0" T
8"
(MIN
)
1'!4"
(MA
X)
1'(4" 1'(2"1'!4"
2'!8"
T
8"
(MIN
)
1'!4"
(MA
X)
1'(
0"
8"
T
TYPICAL STEPPED FOOTING DETAIL TYPICAL SLAB ON GRADE DETAILS
CONSTRUCTION JOINT CONTROL JOINT
6"
FINISH FLOOREL (SEE PLAN)
TYPICAL DEPRESSED SLAB DETAIL
1'(0"
FINISH FLOOREL (SEE PLAN)
6"
1' (4"
4"
TYPICAL CONCRETE STAIR ON GRADE DETAIL
2'(6"
(MIN
)
3" CLR.
8"
MIN.
4"
1'(0"
MIN.
4"
5"
4'(0
" M
AX
HE
IGH
T 11
4"
1' (0"
6 1/ 2
"
1' (3 3
/16"
2 1/2"
8" 5 7/8"
4"
3'(
6 1
/8"
2'(
11
1/1
6"
TYPICAL HOUSEKEEPING PAD DETAIL
6"
6"
NOTE: CONTROL JOINTS/CONSTRUCTIONJOINTS SHALL CREATE PANELS OF 225SQ. FEET (MAXIMUM), WITH PANELASPECT RATIOS NO GREATER THAN 1.5TO 1.
3 1
/4"
2"
(TY
P.)
TYPICAL TURNED DOWN SLAB DETAIL
#4 @ 24"2'(6
8"
2'(6"
(MIN
)3
'(0
"
5"
8 5/16"
FIN. FLR. EL. (SEE PLAN)
SIZE & NUMBERTO MATCH FOOTINGREINFORCING
SEE PLAN FORSLAB THICKNESS
SAWCUT (GREATER OF 1" AND1/4 OF SLAB DEPTH) WITHIN12 HOURS OF POUR(DO NOT INTERRUPT MESHT)
METAL KEY!FORM BY KEYFOLD, INCOR EQUAL (INTERRRUPT MESH ATJOINTOPTIONAL FOOTING
CONFIGURATION
#4 AT ALL CORNERSAND 2'!0" o/c MAXAT ALL EDGES
CHAMFERCORNER
SLAB ONGRADE
#4 CONT
6x6!W1.4xW1.4
PRIME w/ EPOXYBONDING AGENT
SLAB DEPRESSIONSEE PLAN (8" MAX)
SEE PLAN FOR SLABTHICKNESS (TYP)
FINISHED GRADESEE CIVIL DWGS
#4 @ 12" CONT
SEE PLAN FORSLAB THICKNESS
NOTE: SEE ARCH DWGS FOR DIMENSIONS & RAILING INFORMATION
SEE PLAN
8" CONCRETE CHEEKWALL AT EXPOSED SIDEAS REQUIRED w/ #4 @12" EW
#4 @12"
#4 @ 12" EW
#4 AT EACH RISERHOOK INTOCHEEK WALLS
MINIMUM 4" OFCUSHED STONE
FINISHEDGRADE
2'!6"
LAP
(1) #3 NOSING BAR(TYPICAL)
CONCRETE FOOTINGSEE PLAN/SCHEDULE
CONC. FOUNDATIONWALL (TYP WALLREINFORCING NOTSHOWN FOR CLARITY)
SEE TYPICAL WALLOPENING REINFORCINGDETAIL FOR MOREINFORMATION
2" RIGID INSULATIONCOVER
NOTE:DROP & STEP FOOTING ASREQUIRED FOR UTILITIES.COORDINATE w/ MEP FORALL CONDITIONS.
TYPICAL DETAIL FOR UTILITIESRUNNING THRU FOUNDATION WALL
(DETAIL ELEVATION)
TYPICAL DETAIL FOR UTILITIESRUNNING BELOW FOOTINGS (DETAIL ELEVATION)
CMU FOUNDATIONFOUNDATION WALL
1
11
1
MIN 2" RIGID INSULATIONALL AROUND
(3) #4
#4 SWBEACH SIDE
(3) #4
U.N
.O.
12
" T
HK
. F
TG
.
2'(0' MIN. AS REQ'D. 2'(0' MIN.
3"
MIN
.
Section
TYPICAL DETAIL FOR UTILITIESRUNNING THRU FOUNDATION WALL
DETAIL ELEVATION
AAAA
S�2.2S�2.2S�2.2S�2.2
AAAA
S�2.2S�2.2S�2.2S�2.2
CMU FOUNDATIONWALL
(1) 6x8 PRECASTCONCRETE LINTELw/ (1) #5 T&B (2) 4x8 PRECAST CONCRETE
LINTEL w/ #5 T&B
GRADE
2" RIGIDINSULATION COVER
SEE PLAN/SCHEDULEFOR FOOTING SIZEREINFORCING & ELEVATION
CONCRETEFOOTING
PRECAST CONCRETE LINTEL(8" MIN BRG EACH END)
NOTE:DROP & STEP FOOTING ASREQUIRED FOR UTILITIES.COORDINATE w/ MPE FORALL CONDITIONS.
NOTE:SEE TYPICALSTEPPED FOOTINGDETAIL IF REQUIRED
TYPICAL DETAIL FOR UTILITIESADJACENT TO FOOTINGS
1
1
UTILITYLINE
PR
OV
IDE
AS
RE
Q'D
PE
R P
RO
XIM
ITY
&E
LE
VA
TIO
N O
FU
TIL
ITY
FINISH GRADE
SEE PLAN/SCHEDULE FORFOOTING SIZE, REINF. & EL.
CMU FOUNDATION WALL(TYP.WALL REINFORCING &DOWELSNOT SHOWN FOR CLARITY)
3'(
0"
2 3
6
1
4 5
107 8 9
NEW 3000 PSI CONCRETEUNDERPINNING. USE HI(EARLYSTRENGTH CONCRETE ONLY
3" DRYPACK WITH"EMBECO" MORTAROR EQUAL
EXISTING BUILDINGWALL & FOOTING
NOTES:
1) UNDERPIN IN 4'!0" WIDESECTIONSSEE PLAN FOR PLACING ORDER.
2) ALLOW 72 HOURS CURING TIMEBETWEEN DRYPACK OF ONESECTION AND EXCAVATION OFADJACENT SECTION.
3) DRYPACK 24 HOURS AFTERPOURING UNDERPINNING
NOTE:
INFORMATION SHOWN IS FOR CONCEPT ONLY. ACTUAL DESIGN/DETAILINGOF UNDERPINNING IS TO BE PERFORMED BY A REGISTEREDPROFESSIONALENGINEER IN THE STATE IN WHICH THE CONSTRUCTION IS TO BEPERFORMED HIRED BY THE CONTRACTOR AT CONTRCTOR'S EXPENSE.SIGNED AND SEALED DRAWINGS AND CALCULATIONS SHALL BESUBMITTED FOR REVIEW AND APPROVAL PRIOR TO START OF WORK.SEE PLANS FOR APPROXIMATE LOCATION AND EXTENT OFUNDERPINNING.
PLACING ORDEROFUNDERPINNING
EXISTING BUILDINGWALL & FOOTINGTO BE UNDERPINNEDAT NEW PIPES
NEW UNDERPINNINGINDICATED BY HATCH
TYPICAL PLAN
NEW CHILLER PIPES
#3 @ 12" x 1'(4" DOWELSDRILL & EPOXY GROUT4" INTO EXISTING SLAB
TYPICAL UNDERPINNING DETAIL11
11111111
S2.2S2.2S2.2S2.2
3"
2'(4
" (V
IF)
RE
: M
EC
H D
WG
S
3'(0"
1'(0
" M
IN
4'(0" TYP
2nd
1st
SAW CUT NEW TRENCH
NEW PIPECOORDINATE w/PLUMBING DWGS
REPLACE SLAB ON GRADETO MATCH EXISTING SLABw/ 6x6(W1.4xW1.4 (MIN)
#3@16" x 1'(4" LONGDRILL & EPOXY GROUT4" INTO EXISTING SLAB
TYPICAL SLAB TRENCH FOR NEW PIPING DETAIL12
Drawn:
Checked:
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Constr
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ocum
ents
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1902 campus commons drivesuite 101
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TIO
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DIT
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AS NOTED
3930 Pender Drive, Suite175Fairfax, VA 22030(703) 890(5000email: [email protected] No 16745.00
801 N
. M
AIN
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RE
ET
,B
RID
GE
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TE
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A 2
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2016 D
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K &
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ohn W
ayla
nd E
S\1
6745_John W
ayla
nd E
S S
tructu
ral M
odel (R
evit 1
6).
rvt
1/3
1/2
017 9
:16:1
7 A
M
S2.2
FOUNDATIONTYPICALDETAILS
Project: 16745.00
Author
Checker
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Revisions
TEMPORARILY SHOREEXISTING JOISTS
EXISTING22" JOISTS
EXISTING22" JOISTS
TEMPORARILY SHOREEXISTING JOISTS
NEW W21RE: PLAN
EXISTINGW10 & W8 BEAMSTO BE REMOVEDAFTER SHORINGEXISTING JOISTS
EXISTINGROOF DECK
LOWER ROOF10'(10 5/8"
SHOP MEZANINE8'(11 1/4"
TEMPORARILY SHOREEXISTING JOISTS
EXISTING22" JOISTS
EXISTING22" JOISTS
TEMPORARILY SHOREEXISTING JOISTS
NEW W21RE: PLAN
EXISTINGW8 BEAMTO BE REMOVEDAFTER SHORINGEXISTING JOISTS
EXISTINGROOF DECK
NEW PIPE 3 1/2RE: PLAN
EXISTING SHOP MEZZANINETO BE REMOVEDRE: ARCH DWGS
NEW PIERRE: PLAN
LOWER ROOF10'(10 5/8"
SHOP MEZANINE8'(11 1/4"
NEW W21RE: PLAN
EXISTINGW10 BEAMTO REMAIN
EXISTINGROOF DECK
NEW PIPE 3 1/2RE: PLAN
EXISTING SHOP MEZZANINETO BE REMOVEDRE: ARCH DWGS
NEW PIERRE: PLAN
EXISTING PIERRE: PLAN
EXISTINGPIPE COLUMNTO REMAIN
EXISTING W8TO BE REMOVEDAFTER SHORINGEXISTING ROOF JOISTS
NEW BASE PLATERE: SCHEDULE
NEW 3/4" CAP PLATE
CUT BACKEXISTING W10AS REQUIRED
NEW PL 5/8x6x6
3/16
LOWER ROOF10'(10 5/8"
TEMPORARILY SHOREEXISTING JOISTS
EXISTING14" JOISTSNEW W18
RE: PLANTEMPORARILY SHOREEXISTING JOISTS
EXISTING16" JOISTS
EXISTING WALLTO BE REMOVED
LOWER ROOF10'(10 5/8"
JOISTRE: PLANMIN (2) COURSES OF
CONT SOLID MASONRYUNDER JOIST BEARING
PL 6 x 3/8 x 0'!8" w/(2) 1/2" DIA x 0'!6"HEADED STUDSAT EACH JOIST
CONT BENT PL10x3x1/4 (LLH)WELDED TO JOISTSWELD DECK TO PLATE
LOWER ROOF10'(10 5/8"
JOISTRE: PLAN
L2x2x1/4 X!BRACINGAT LINES OFBRIDGING& IN!BETWEEN
CONT L4x3x5/16 w/VERT SLOTTED HOLES& 1/2" DIA BOLTS @ 32" o/cGROUTED IN CMU
STANDARDSJI BRIDIGNG
1'(2" 4"
1'(6"
CANTILEVERDECK
LOWER ROOF10'(10 5/8"
JOISTRE: PLANMIN (2) COURSES OF
CONT SOLID MASONRYUNDER JOIST BEARING
PL 6 x 3/8 x 0'!8" w/(2) 1/2" DIA x 0'!6"HEADED STUDSAT EACH JOIST
CONT L4x3 1/2x5/16 (LLV)WELDED TO JOISTSWELD DECK TO ANGLE
EXISTING JOISTRE: PLAN
EXISTING WALLRE: PLAN
1" EXP JT 7 5/8"
LOWER ROOF10'(10 5/8"
JOISTRE: PLAN
L2x2x1/4 X!BRACINGAT LINES OFBRIDGING& IN!BETWEEN
STANDARDSJI BRIDIGNG
EXISTING JOISTRE: PLAN
EXISTING WALLRE: PLAN
LOWER ROOF10'(10 5/8"
TEMPORARILY SHOREEXISTING JOISTS
EXISTING8" JOISTS
NEW W10RE: PLAN
TEMPORARILY SHOREEXISTING JOISTS
EXISTING16" JOISTS
EXISTING WALLTO BE REMOVED
Drawn:
Checked:
Scale:
Constr
uction D
ocum
ents
for:
1902 campus commons drivesuite 101
reston, virginia 20191Tel: 703.476.3900Fax: 703.264.0733www.archinc.com
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rchitectu
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ted ©
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VA
TIO
N A
ND
AD
DIT
ION
AS NOTED
3930 Pender Drive, Suite175Fairfax, VA 22030(703) 890(5000email: [email protected] No 16745.00
801 N
. M
AIN
ST
RE
ET
,B
RID
GE
WA
TE
R, V
A 2
2181
T:\
2016 D
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ings\D
esig
n P
roje
cts
( S
K &
DW
\16745.0
0 J
ohn W
ayla
nd E
S\1
6745_John W
ayla
nd E
S S
tructu
ral M
odel (R
evit 1
6).
rvt
1/3
1/2
017 9
:16:2
0 A
M
S3.1
ROOFSECTIONS
Project: 16745.00
Author
Checker
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M C
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UB
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TB
ID S
ET
BID SET
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Section 3/4" = 1'(0" S3.1
1
Section 3/4" = 1'(0" S3.1
2 Section 3/4" = 1'(0" S3.1
3
Section 3/4" = 1'(0" S3.1
4 Section 3/4" = 1'(0" S3.1
5 Section 3/4" = 1'(0" S3.1
6 Section 3/4" = 1'(0" S3.1
7
Section 3/4" = 1'(0" S3.1
8 Section 3/4" = 1'(0" S3.1
9
Revisions
NOTES:
ONE RIB REMOVED (6" DIAMETER) ! NO REINFORCING OR 0.045" PLATE (MIN)
8" DIAMETER !!!!!!!!!!!!!!!!!!!!!!!!!!!! 0.045" PLATE (MIN)
8" TO 13" DIAMETER !!!!!!!!!!!!!!!!!!! 0.057" PLATE (MIN)
OVER 13" !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! USE ANGLE FRAME PER TYPICAL DETAIL
TYPICAL ROOF DECK REINFORCING AT SMALL OPENINGS
DUCTWORK INTERFERRINGWITH JOIST BRIDGING
INSTALL NEW L2x2x1/4"X!BRACING PRIOR TOREMOVING BRIDGING
INSTALL NEWL2x2x1/4"X!BRACING PRIOR TOREMOVING BRIDGING
REMOVE BRIDGINGAFTER X!BRACINGIS INSTALLED
ROOF OR FLOOR DECK
JOIST (TYP)
TYPICAL X!BRACING REQUIREMENTS ATDUCT BRIDGING INTERFERENCE DETAIL
TYPICAL JOIST REINFORCEMENT
NOTES:
NUMBER OF MEMBERS
T,B,BS15'!0"
LOCATIONMIN. LENGTHMARK
JR1 1/4" DIA
SIZEL (ft) (NOTE 1) (NOTE 4)
CHORD REINFORCING (V50) WEB REINFORCING
1) "T" TOP, "B" BOTTOM, "NS" 1 SIDE, "BS" 2 SIDES.2) CENTER REINFORCEMENT ON CENTER OF JOIST SPAN AND EXTEND 3" PAST PANEL POINT.3) ALL WELDS TO BE E70 LOW HYDROGEN.4) NUMBER AND LOCATION OF DIAGONAL MEMBERS.
MEASURED IN FIELD
ACTUAL BOTTOM BAR LENGTH TO BE
L/2 L/2
EXTEND BAR 3" PASTNEXT PANEL POINT(TOP & BOTTOM)TYPICAL
WEB REINFORCINGEACH SIDE
EXISTING JOIST
NEW ANGLESBOTH SIDES
CENTERLINE OF JOIST
MEASURED IN FIELD
ACTUAL TOP BAR LENGTH TO BE
L/2 L/2
TYP3" MIN
1/8 2
AT PANEL POINTSAND MIDSPACING &12" AT ENDS
.
1/8TYP .
NUMBER OF WEB MEMBERS
.
.
(4) L1 1/2 x 1 1/2 x 3/16AT EACH END
EXISTING JOIST REINFORCING DETAIL & SCHEDULE
T,B,BS24'!0"JR2 5/8" DIA(6) L1 1/4 x 1 1/4 x 3/16AT EACH END
T,B,BS18'!0"JR3 1/2" DIA(5) L1 x 1 x 1/8AT EACH END
T,B,BS28'!0"JR4 3/4" DIA
T,B,BS20'!0"JR5 1/2" DIA
(6) L1 1/2 x 1 1/2 x 3/16AT EACH END(9) L1 1/2 x 1 1/2 x 3/16AT EACH END
TYPICAL JOIST REINFORCING DETAILAT CONCENTRATED LOAD
TYPICAL ROOF OPENING & RTUCURB SUPPORT DETAIL
3/8
"
2'(1 1/8"
1/2
"
L1 1/2x11/2x3/16 (TYP)(MIN WEB REINFORCINGFOR JOIST)
HANGER ANGLE FORMECHANICAL EQUIPMENTOR ACCESSORY
CL OF SUPPORT
ADDITIONAL X!BRIDGINGAT CENTERLINE OFEQUIPMENT SUPPORT(EACH SIDE OF JOIST)
*
NOTES:1) PROVIDE AT PERIMETER OF ALL ROOFTOP MECHANICAL UNITS AND ROOF OPENINGS LARGER THAN 12" SQUARE AS REQUIRED.2) FOR OPENINGS LARGER THAN 6" UP TO 12",PROVIDE 2'!0"x2'!0"x0.071" STEEL PL WELDED TO DECK, OR SCREWED w/ SHEET METALSCREWS @ 6" o/c. (PROVIDE L3x3x5/16 AT ROOF SUMPS)
METAL DECK(TYPICAL)
SEE TYPICALJOIST REINFORCINGDETAIL AT MECHANICALUNITS
L6x4x5/16 (LLV)(TYP 4 SIDES)
CLIP L 6x4x3/8x0'!6" (LLV)(4 REQUIRED)
SEE MECH DWGS &ARCH ROOF PLANFOR OPENING SIZESAND LOCATIONS
TYPICAL ROOF OPENING & RTUCURB SUPPORT DETAIL AT EXISTING ROOF
2'(1 1/8"
NOTES:1) PROVIDE AT PERIMETER OF ALL ROOFTOP MECHANICAL UNITS AND ROOF OPENINGS LARGER THAN 12" SQUARE AS REQUIRED.2) FOR OPENINGS LARGER THAN 6" UP TO 12",PROVIDE 2'!0"x2'!0"x0.071" STEEL PL WELDED TO DECK, OR SCREWED w/ SHEET METALSCREWS @ 6" o/c. (PROVIDE L3x3x5/16 AT ROOF SUMPS)
METAL DECK(TYPICAL)
SEE TYPICALJOIST REINFORCINGDETAIL AT MECHANICALUNITS
L6x4x5/16 (LLV)(TYP 4 SIDES)
CLIP L 4x4x5/16x0'!4"(LLV)(4 REQUIRED)
SEE MECH DWGS &ARCH ROOF PLANFOR OPENING SIZESAND LOCATIONS
TYPICAL JOIST REINFORCING DETAILAT CONCENTRATED LOAD (> 250 lbs)
L1 1/2x11/2x3/16 (TYP)(MIN WEB REINFORCINGFOR JOIST)
HANGER ANGLE FORMECHANICAL EQUIPMENTOR ACCESSORY
CL OF SUPPORT
ADDITIONAL X!BRIDGINGAT CENTERLINE OFEQUIPMENT SUPPORT(EACH SIDE OF JOIST)
*
TYPICAL ROOF OPENING & RTUCURB SUPPORT DETAIL AT EXISTING ROOF
2'(1 1/8"
NOTES:1) PROVIDE AT PERIMETER OF ALL ROOFTOP MECHANICAL UNITS AND ROOF OPENINGS LARGER THAN 12" SQUARE AS REQUIRED.2) FOR OPENINGS LARGER THAN 6" UP TO 12",PROVIDE 2'!0"x2'!0"x0.071" STEEL PL WELDED TO DECK, OR SCREWED w/ SHEET METALSCREWS @ 6" o/c. (PROVIDE L3x3x5/16 AT ROOF SUMPS)
METAL DECK(TYPICAL)
SEE TYPICALJOIST REINFORCINGDETAIL AT MECHANICALUNITS
L6x4x5/16 (LLV)(TYP 4 SIDES)
CLIP L 4x4x5/16x0'!4"(LLV)(4 REQUIRED)
SEE MECH DWGS &ARCH ROOF PLANFOR OPENING SIZESAND LOCATIONS
Drawn:
Checked:
Scale:
Constr
uction D
ocum
ents
for:
1902 campus commons drivesuite 101
reston, virginia 20191Tel: 703.476.3900Fax: 703.264.0733www.archinc.com
Issued
All
repro
duction +
inte
llectu
al pro
pert
y r
ights
reserv
ed b
y A
rchitectu
re Incorp
ora
ted ©
2016
RE
NO
VA
TIO
N A
ND
AD
DIT
ION
AS NOTED
3930 Pender Drive, Suite175Fairfax, VA 22030(703) 890(5000email: [email protected] No 16745.00
801 N
. M
AIN
ST
RE
ET
,B
RID
GE
WA
TE
R, V
A 2
2181
T:\
2016 D
raw
ings\D
esig
n P
roje
cts
( S
K &
DW
\16745.0
0 J
ohn W
ayla
nd E
S\1
6745_John W
ayla
nd E
S S
tructu
ral M
odel (R
evit 1
6).
rvt
1/3
1/2
017 9
:16:2
1 A
M
S3.2
ROOF FRAMINGTYPICALDETAILS
Project: 16745.00
Author
Checker
RO
CK
ING
HA
M C
O. P
UB
LIC
SC
HO
OLS
JO
HN
WA
YL
AN
D E
S
BID
SE
TB
ID S
ET
BID SET
02(01(2017
Revisions
SheetsS0.1 - STRUCTURAL NOTESS0.2 - DESIGN TABLESS1.1 - EXISTING & NEW FOUNDATION & FLOOR PLAN AREA AS1.2 - EXISTING FOUNDATION & FLOOR PLAN AREA BS1.3 - ROOF FRAMING PLAN AREA AS1.4 - ROOF FRAMING PLAN AREA BS1.5 - ROOF FRAMING PLAN AREAS C1 & C2S2.1 - FOUNDATION SECTIONS & TYPICAL DETAILSS2.2 - FOUNDATION TYPICAL DETAILSS3.1 - ROOF SECTIONSS3.2 - ROOF FRAMING TYPICAL DETAILS