S0 · 2017. 2. 7. · aci 315 "details and detailing of concrete reinforcement" and aci sp(66 "detailing manual". placing of reinforcing bars shall conform to the recommendations

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:

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

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ights

reserv

ed b

y A

rchitectu

re Incorp

ora

ted ©

2016

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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

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ET

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GE

WA

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R, V

A 2

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STRUCTURALNOTES

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

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:

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

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K &

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ohn W

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nd E

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odel (R

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6).

rvt

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1/2

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:15:5

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M

S0.2

DESIGN TABLES

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

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 &#2 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:

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

0 A

M

S1.1

EXISTING &NEWFOUNDATION &FLOOR PLANAREA A

Project: 16745.00

DFW

SPK

RO

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ING

HA

M C

O. P

UB

LIC

SC

HO

OLS

JO

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WA

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AN

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BID

SE

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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

All

repro

duction +

inte

llectu

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ights

reserv

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y A

rchitectu

re Incorp

ora

ted ©

2016

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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

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S\1

6745_John W

ayla

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S S

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odel (R

evit 1

6).

rvt

1/3

1/2

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: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

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ights

reserv

ed b

y A

rchitectu

re Incorp

ora

ted ©

2016

RE

NO

VA

TIO

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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

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RID

GE

WA

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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

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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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pert

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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

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RID

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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

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

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ings\D

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n P

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( S

K &

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\16745.0

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FOUNDATIONSECTIONS &TYPICALDETAILS

Project: 16745.00

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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:

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1902 campus commons drivesuite 101

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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

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7 A

M

S2.2

FOUNDATIONTYPICALDETAILS

Project: 16745.00

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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

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1902 campus commons drivesuite 101

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DIT

ION

AS NOTED

3930 Pender Drive, Suite175Fairfax, VA 22030(703) 890(5000email: [email protected] No 16745.00

801 N

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S3.1

ROOFSECTIONS

Project: 16745.00

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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

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repro

duction +

inte

llectu

al pro

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y r

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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

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2016 D

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\16745.0

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ohn W

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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

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S3.2

ROOF FRAMINGTYPICALDETAILS

Project: 16745.00

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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