J. TIMBER FRAMING 1. ALL STRUCTURAL TIMBER SHALL B. THE MINIMUM ALLOWABLE PROPERTIES ARE AS FOLLOWS: 1. Fb = 1,500 PSI Fv = 170 PSI E = 1,600,000 PSI

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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. PROVIDE MASONRY WALL ANCHORS FOR STEEL BEAMS SUPPORTED IN MASONRY POCKETS.

9. 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.

10. 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.

11. 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.

12. THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY MISFABRICATED STRUCTURAL STEEL PRIOR TO ERECTION OF SAME.

13. PENETRATIONS SHALL NOT BE CUT IN STRUCTURAL STEEL MEMBERS UNLESS SO INDICATED IN THE DRAWINGS OR AS REVIEWED BY THE ENGINEER.

14 CAMBER BEAMS UPWARD AS SHOWN ON THE DRAWINGS WITHIN THE SPECIFIED AISC TOLERANCES FOR SHOP FABRICATION. IF BEAMS ARE RECEIVED FROM THE ROLLING MILL WITH CAMBER, THE STEEL FABRICATOR SHALL PROVIDE ADDITIONAL CAMBER AS REQUIRED TO SATISFY THE TOLERANCES SPECIFIED FOR SHOP FABRICATION. TESTING AGENCY SHALL MEASURE CAMBER ON BEAMS IN THE FABRICATOR'S SHOP IN THE UNSTRESSED CONDITION, AND SUBMIT REPORTS FOR REVIEW BY THE ENGINEER.

15. 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. 16. ALL ALUMINUM AND STEEL MEMBERS SHALL BE TREATED OR PROPERLY SEPARATED TO PREVENT GALVANIC AND CORROSIVE EFFECTS.

17. SUBMIT SEALED CALCULATIONS AND SHOP DRAWINGS WHICH COMPLY WITH ALL APPLICABLE CODES FOR REVIEW BY ENGINEER.

18. ALL LINTELS AND SHELF ANGLES SHALL BE HOT DIP GALVANIZED

19. ANY POINTS OF WELDING SHALL BE TOUCHED UP IN THE FIELD WITH A ZINC-RICH PAINT BY THE STEEL ERECTOR. 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, 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

I. THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON A REPORT PREPARED BY LANGAN DATED JULY 16. 2020. THE CONTRACTOR SHALL PERFORM EXCAVATIONS,

FOOTING CONSTRUCTION, AND PREPARATION OF THE SUBGRADE UNDER THE SLAB ON GRADE IN ACCORDANCE WITH THE RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL REPORT AND THE PROJECT SPECIFICATIONS.

2. SOIL BEARING VALUE ASSUMED TO BE 3000 PSF FOR FOOTINGS NEAR EXISTING GRADE, AND 4000 PSF FOR BASEMENT FOOTINGS. FOOTINGS SHALL BE 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.

3. 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 CONSTRUCTION EXECUTIVE'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.

4. BOTTOM OF ALL FOOTINGS MUST BE INSPECTED AND APPROVED BY A REGISTERED SOILS ENGINEER BEFORE PLACING ANY CONCRETE. APPROVAL IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE.

5. THE FOUNDATION FOR THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING LATERAL EARTH PRESSURES: CANTILEVER RETAINING WALLS 60 PCF

WALLS SUPPORTED TOP AND BOTTOM 65 PCF PASSIVE EARTH PRESSURE 250 PCF

COEFFICIENT OF FRICTION 0.300 PCF

7. 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.

8. 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.

9. 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.

10. 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.

11. 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.

12. EXCEPT WHERE OTHERWISE NOTED, SLABS ON GRADE 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. 13. 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.

14. 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 IN THE FOLLOWING AREAS 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 THE FOLLOWING COMPRESSIVE STRENGTH (FC') AT 28 DAYS:

FOOTINGS AND MATS 3000 PSI PIERS/PILASTERS 3000 PSI SLABS ON GRADE 3500 PSI

ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED 6%±1.5%.

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).

BENDS AND EXTENSIONS, OR CORNER BARS OF EQUIVALENT SIZE LAPPED 36 BAR DIAMETERS, AT CORNERS AND INTERSECTIONS.

14. CONSTRUCTION JOINTS IN SLABS AND GRADE BEAMS SHALL BE AT MID-SPAN AND KEY JOINTED WITH REINFORCING CONTINUOUS ACROSS JOINT.

15. 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.

16. 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.

17. 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 5 INCHES (+/- 1 INCH). REFER TO PROJECT SPECIFICATIONS FOR SLUMP LIMIT FOR

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.

18. 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.

G. 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. ORIENT ALL MILL CAMBER UPWARD DURING FABRICATION AND ERECTION.

E. ALL STEEL SHALL BE THOROUGHLY CLEANED IN ACCORDANCE WITH SSPC- SP3 PRIOR TO PAINTING.

F. ALL STEEL IN THE MAIN BANQUET HALL IS EXPOSED TO VIEW AND IS CLASSIFIED AS ARCHITECTURAL EXPOSED STRUCTURAL STEEL. REFER TO SPECIFICATIONS FOR SPECIFIC PAINTING AND TREATMENT FOR FINISHED STEEL. 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.

C. AMERICAN PLYWOOD ASSOCIATION: PLYWOOD DESIGN SPECIFICATION. D. AMERICAN WOOD-PRESERVERS ASSOCIATION STANDARDS.

E. NATIONAL LUMBER MANUFACTURERS ASSOCIATION: NATIONAL DESIGN SPECIFICATION FOR STRESS-GRADE LUMBER AND ITS FASTENINGS.

4. TJI SERIES JOISTS SHALL BE AS MANUFACTURED BY TRUS JOIST MACMILLAN OR APPROVED EQUAL. INSTALL BRACING AND BRIDGING IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.

5. ALL TIMBER CONNECTIONS SHALL BE MADE USING PREFABRICATED CONNECTORS. TOE-NAILING IS NOT PERMITTED. SUBMIT MANUFACTURER'S DATA FOR REVIEW. FASTENERS SHALL BE AS MANUFACTURED BY HECKMANN, KANT SAG, SIMPSON OR APPROVED EQUAL.

6. HEADER AT NON-BEARNING CONDITIONS SHALL BE AS FOLLOWS:

i.

OPENING SIZE HEADER

ii.

UP TO 4'-0 (2) 2" x 6" iii.

4'-0 TO 6'-0 (2) 2 x 8" 6'-0 TO 9'-0 (2) 2" x 10"

7. PROVIDE MINIMUM CONTINUOUS SOLID BLOCKING OR CROSS BRIDGING LINES AT 8'-0" O/C MAX SPACING FOR ALL A. WOOD JOISTS

B. WOOD RAFTERS

8. PROVIDE STRUCTURAL PLYWOOD SHEATHING OR APPROVED EQUAL AT ALL SIDES OR CORNERS FOR WIND BRACING. CONNECTIONS OF PLYWOOD SHALL COMPLY WITH APA NAILING REQUIREMENTS FOR PLYWOOD SHEAR WALLS.

9. PROVIDE PRESSURE TREATED LUMBER WHERE LUMBER IS IN CONTACT WITH CONCRETE OR OUTSIDE OF BUILDING. 10. WOOD ROOF DECK TO BE EXPOSED TO VIEW IN THE MAIN BANQUET HALL SHALL BE

A. ACTUAL 3 INCH DOUGLAS FIR/LARCH T&G LOCK-DECK. AS MANUFACTURED BY DISDERO LUMBER CO. OR APPROVED EQUAL.

B. ALL DECKING TO BE USED IN DOUBLE SPAN CONDITION MINIMUM. NO SINGLE SPAN USE IS ACCEPTABLE. C. SEE ARCHITECTURAL DRAWINGS AND SPECIFCIATIONS FOR ADDITIONAL INFORMATION.

D. THE MINIMUM ALLOWABLE PROPERTIES FOR WOOD DECKING ARE AS FOLLOWS: Fb= 2640 PSI Fv= 165 PSI E= 1,800,000 PSI

11.

A. SHEATHING FOR ROOFS IN UNEXPOSED AREAS ON LIGHT GAGE TRUSSES SHALL BE 5/8" THICK 32/16 SPAN RATING APA STRUCTURAL I RATED PLYWOOD SHEATHING, EXPOSURE 1.

B. SHEATHING FOR WALLS SHALL BE ½" THICK OSB LAMINATED PER SPECIFICATIONS. RE: ARCHITECTURAL DRAWINGS C. SHEATHING FOR FLOORS IN THE EXISTING MANOR HOUSE SHALL ¾" (MIN) THICK 20' SPAN RATING APA STURDI-I-FLOOR. FLOOR SHEATHING TO MATCH THICKNESS OF EXISTING SHEATHING WHICH IS TO BE VERIFED IN THE FIELD.

ALL JOINTS IN SHEATHING SHALL BE STAGGERED. ALL EDGES IN FLOOR SHEATHING SHALL BE TONGUE & GROOVE. ROOF SHEATHING, USE PANEL CLIPS, TONGUE & GROOVE, OR LUMBER BLOCKING EDGE SUPPRTS AS RECOMMENDED BY APA. NAILING SHALL COMPLY WITH APA REQUIREMENTS FOR PLYWOOD FLOOR/ROOF DIAGRAMS.

12. DESIGN AND DETAILING OF GLUE-LAMINATED MEMBERS AND ROUGH SAWN TIMBER MEMBERS, CONNECTIONS AND

ACCESSORIES SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE AITC "TIMBER CONSTRUCTION MANUAL" AND THE NFPA "NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION".

13. LAMINATED MEMBERS TO BE EXPOSED TO WEATHER OR HIGH HUMIDITY SHALL BE LAMINATED WITH APPROPRIATE MATERIALS USING APPROPRIATE PROCESSES.

14. ROUGH SAWN TIMBERS SHALL BE TREATED AND FINISHED AS REQUIRED BY THE ARCHITECTURAL SPECIFICATIONS. WEATHER EXPOSED ENDS SHALL BE TREATED WITH C.C.A.

15. PLYWOOD FOR ROOF OVER LIGHT GAGE TRUSSES SHALL BE 5/8" THICK AND SHALL CONFORM TO APA PS 1 RATED SHEATHING 48/24, EXTERIOR, 48" X 96". PLYWOOD SHALL BE TWO SPAN (MINIMUM) CONTINUOUS. FACE GRAIN SHALL BE PERPENDICULAR TO SUPPORTS WITH A STAGGERED LAY-UP. PROVIDE TWO PANEL EDGE CLIPS BETWEEN SUPPORTS. NAIL PLYWOOD TO SUPPORTING MEMBERS WITH 8D NAILS AT 6" O.C. AT PANEL EDGES AND 12 O.C. AT INTERMEDIATE SUPPORTS. MINIMUM MODULUS OF ELASTICITY SHALL BE 1800000 PSI.

SHEATHING

FOUNDATION WALLS 4000 PSI

CONCRETE MIX W/ HIGH RANGE WATER ADMIXTURE 1

TOTAL DEAD LOAD

TOTAL LIVE LOAD

TOTAL LOAD

85

125

40

WALL COMPONENTS & CLADDING: DESIGN WIND PRESSURES (LB/SQ. FT.)

100

50

20

10

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 2015

WIND LOAD

SEISMIC LOAD

INTERNATIONAL BUILDING CODE 2015

1.0

1608.3.2TABLE t

C

THERMAL FACTOR

SECTION

ANALYSIS PROCEDURE

12.8 SECTION

II

d D1 DS TABLE 6-1 SECTION 6.5.6.2 FIGURE 6-1

B

1.0

115

-I

V

TABLE 12.2-1 1617.6 TABLE TABLE 1617.6 REPORT GEOTECHNICAL TABLE 11.6-1 & 11.6-2 TABLE 1-1 SECTION 11.4.4 11.4.4

0.127g

0.082g

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DEFLECTION AMPLIFICATION FACTOR RESPONSE MODIFICATION FACTOR BASIC STRUCTURAL SYSTEM

SITE CLASSIFICATION

SEISMIC DESIGN CATEGORY

SEISMIC USE GROUP

(1) SECOND PERIOD SPECTRAL ACCELERATION SHORT PERIOD SPECTRAL ACCELERATION

REFERENCE

VALUE

SYMBOL

ITEM

WIND EXPOSURE CATEGORY

WIND LOAD IMPORTANCE FACTOR

BASIC WIND SPEED (3 SEC. GUST)

REFERENCE

VALUE

SYMBOL

ITEM

P

g

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f e

C

IMPORTANCE FACTOR

SNOW LOAD

1.0

TABLE 1604.5 TABLE 1608.3.1 SECTION 1608.3 FIGURE 1608.2

1.0

21

30

I

SNOW EXPOSURE FACTOR

FLAT-ROOF SNOW LOAD

GROUND SNOW LOAD

REFERENCE

VALUE

SYMBOL

ITEM

s w TABLE 11.5-1

IMPORTANCE FACTOR

E

I

BASE SHEAR

SECTION

12.8

V

1.0

20

50

30

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 LIGHT FRAME WOOD WALLS SHEATHED WITH SHEAR RATED STRUCTURAL PANELS EQUIVALENT LATERAL FORCE PROCEDURE TABLE 12.2-1 FIGURE 1 S FIGURE 22-2 22-1

S

S

MAPPED (1) SECOND PERIOD

SPECTRAL ACCELERATION MAPPED SHORT PERIOD SPECTRAL ACCELERATION

25

55

30

25

65

40

6.5

3

BUILDING FRAME SYSTEM

0.119

0.051

40

30

70

1.5 K

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1902 campus commons drive

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Tel: 703.476.3900

www.archinc.com

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STRUCTURAL

NOTES &

LOADING

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Project: Project Number

10/21/2020

100% CONSTRUCTION

DOCUMENTS

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47'-11 1/8" 1 1 7 /8 " T J I/ 2 3 0 @ 1 6 " O C T Y P 11'-2 5/8" PA W10X39 W10X39 W10X26 PA 1 1 7 /8 " T J I/ 2 3 0 @ 1 6 " O C T Y P PA 47'-0" 1 1 7 /8 " T J I/ 2 3 0 @ 1 6 " O C T Y P (3 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E C1 PO ST UP C1 C1 2x6 @ 16" OC, TYP, UNO WALL ABOVE WALL ABOVE WALL ABOVE (3) 1 3/4" x11 7/8" LVL 2.0 (3) 1 3/4" x16" LVL 2.0 (3) 1 3/4" x16" LVL 2.0 3J 5 1/ 4 x 7 PS L 5J 4J 4J 6x6 6x6 (3) 2x10 (2 ) 2 x 8 3J+1 K 3J 3J+1 K W 1 0 x 2 2 PROVIDE MIN 10" BEARING FOR STEEL BEAM, TYP EA END 1 S.211 2 S.211 1 S.311 CANT (3) 2x10 (3 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E (2) 1.75x11.875 LVL 2.0E 4J 5'-11" 1 1 7 /8 " T J I/ 2 3 0 @ 1 6 " O C , T Y P 3 S.311 3 S.211 1 S.311 3 S.311 4J (2 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E 10'-4 5/8" 2x6 @ 16" OC 6x6 1 S.211 NOTE 4, SIM 3/4" 3 S.310 3 S.310 3 S.310 3 S.310 8 S.310 4 S.310 5 S.310 6 S.310 6 S.310 4" CONCRETE SLAB ON GRADE. SEE NOTE 1 ON S.110 5 S.211 (2 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E (2 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E (2) 2x10 (2) 2x10 (2) 2x10 6'-5" 1 1 7 /8 " T J I/ 2 3 0 @ 1 6 " O C T Y P NOTE 4, TYP 6 S.211 7 S.211 (2) 2x12 1 S.210 4 (2 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E C1 PO ST UP C1 PO ST UP 3 /4 " 3 /4 " NOTE 4 3/4" 3 /4 " NOTE 6 NOTE 6 NOTE 6 7 S.310 2x4 @ 12" OC STUDS C1 PO ST UP D N 4" SLAB ON GRADE 8 S.211 8 S.211 8 S.211 PROVIDE SIMPSON CC COLUMN CAP AT INTERMEDIATE POST PA WALL ABOVE (2) 2x12 (2 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E (2 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E 4'-5" 1 1 7 /8 " T J I/ 2 3 0 @ 1 6 " O C T Y P PA (3) 1 3/4" x11 7/8" LVL 2.0 NOTE 4 (2) 2x10, TYP 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E 5J 11'-1" 1 1 7 /8 " T J I/ 2 3 0 @ 1 6 " O C , T Y P (2) 2x10 2J+1 k 2J+1 k 2x4 @ 16" OC STUDS NEW SIDEWALK.

REF. CIVIL & ARCH'L DWGS C J C J CJ 11 S.311 1

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1902 campus commons drive

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Tel: 703.476.3900

www.archinc.com

Issued

A ll re p ro d u c ti o n + i n te lle c tu a l p ro p e rt y r ig h ts r e s e rv e d b y A rc h it e c tu re I n c o rp

3930 Pender Drive, Suite175 Fairfax, VA 22030 (703) 890-5000 email: INFO@BEIDC.COM Project No 19792.00

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1/4" = 1'-0"

S.111

GROUND LEVEL

FRAMING PLAN

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Project: Project Number

10/21/2020

100% CONSTRUCTION

DOCUMENTS

1/4" = 1'-0"

1

GROUND LEVEL FRAMING PLAN

FLOOR FRAMING NOTES:

1. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. 2. ON PLAN: J = JACK STUDS, K = KING STUDS

3. ALL WOOD EXPOSED TO WEATHER SHALL BE PRESSURED TREATED

4. FLOOR OPENINGS FOR DUCTWORK. COORDINATE LOCATIONS WITH ARCH'L DWGS AND MEP DWGS. FRAME OPENING WITH (2) 2x10 UNO. GC TO FIELD COORDINATE.

5. "PA" ON PLAN DENOTES POST FROM ABOVE. REFER TO SECOND LEVEL FRAMING PLAN FOR POST SIZES 6. COORDINATE ALL SLAB DEPRESSIONS LOCATIONS AND EXTENDS WITH ARCH'L DWGS. PROVIDE 2x10 AROUND DEPRESSION EDGES AS REQUIRED. GC TO FIELD COORDINATE.

7. TOP OF FLOOR SHEATHING/SUBFLOOR 205'-10 5/8" (- 0-1 3/8")

8. SUB-FLOORING TO BE 3/4" THICK T&G SHEATHING. SUB FLOORING TO BE GLUED AND NAILED TO FLOOR JOISTS. SEE STRUCTURAL NOTES FOR PATTERN.

9. SIPS SHOP DRAWINGS TO BE SUBMITTED TO ISD FOR REVIEW, APPROVAL OF WHICH MUST OCCUR PRIOR TO SCHEDULING A WALL BRACING INSPECTION. THE BRACING INSPECTION IS MADE PRIOR TO INSTALLATION OF DOORS, WINDOWS AND HOUSEWRAP.

Revisions

1 Addendum #1 03.26.2021

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1 1 7 /8 " T J I/ 2 3 0 @ 1 6 " O C 22'-4 9/16" 2J WALL ABOVE 2x6 @ 16" OC 2x6 @ 16" OC 6x6 3.5x14 WOLMANIZED LVL W10X26 W10x12 W10x12 W10x12 1 1 7 /8 " T J I/ 2 3 0 @ 1 6 " O C 14'-11 7/8" (2 ) 1 1 7 /8 " T J I/ 2 3 0 @ 1 6 " O C (3 ) 2 x 6 (3 ) 2 x 6 (3) 2x8 (3) 2x8 (3) 2x10 (3) 2x8 (3) 2x8 (3 ) 2 x 8 CONT (3) 1.75x11.875 LVL 2.0E (3 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E WALL ABOVE (3) 2x12 (3) 1.75x11.875 LVL 2.0E (3) 1.75x9" LVL 2.0E (2 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E (2 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E (3) 2x8 (3) 2x8 (3 ) 2 x 8 (3 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E (2) 1.75x11.875 LVL 2.0E 2J+2 K 2J+2 K 2J+1 K 2J+1 K 3J+1 K 3J+1 K 2J+1 K 2J+1 K 2J+1 K 2J+1 K 2J+1 K 2J+1 K 2J+1 K 2J+1 K 2J+1 K 2J+1 K 3J 4x4 PA 2J+2 K 2J+2 K PA PA 3J+1 K 3J+1 K 3J+1 K 3J+1 K 2J+1 K 3J+1 K 4J 4J 3J+1 K 3J+1 K 3J 3J 3J WALL ABOVE C1 C1 C1 C1 C1 3J (2 ) 2 x 8 2J+1 K 2J+1 K 2x4 @ 16" OC 3 .5 x 1 4 W O L M A N IZ E D L V L (2 ) 2x6 6x6 6x6 17'-9" 2 x 6 @ 2 4 " O C 2x6 @24" OC CONT 2x10 LEDGER CONT 2x10 LEDGER S L O P E P E R A R C H 'L SLOPE PER ARCH'L 2J 14'-11" (2 ) 1 .7 5 x 1 1 7 /8 " T J I/ 5 6 0 @ 4 '-0 " O C , T Y P (2 ) 1 .7 5 x 1 1 7 /8 " T J I/ 5 6 0 @ 4 '-0 " O C , T Y P S L O P E P E R A R C H 'L S L O P E P E R A R C H 'L (3 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E 10'-4" 2x8 @ 16" OC 2J (2 ) 2 x 1 2 P T 6x6 3J 3J 5.25 x7 P SL 5.25 x7 P SL 2 S.311 6.5" THERMOCORE R40 STRUCTURAL INSULATED PANEL(SIP)

OR APPROVED EQUAL (TYP AT PERIMETER UNO)

6.5" THERMOCORE R40 STRUCTURAL INSULATED PANEL(SIP)

OR APPROVED EQUAL (TYP AT PERIMETER UNO)

6.5" THERMOCORE R40 STRUCTURAL INSULATED PANEL(SIP)

OR APPROVED EQUAL (TYP AT PERIMETER UNO)

6.5" THERMOCORE R40 STRUCTURAL INSULATED PANEL(SIP)

OR APPROVED EQUAL (TYP AT PERIMETER UNO) 3 S.311 5 S.311 6 S.311 S.311 4 S .3 1 1 4

HATCH ON PLAN DENOTES LOW ROOF 3 S.311 2 S.311 50'-5 5/16" S IM 16'-2" NOTE 4 (2) 2x10 3J NOTE 4 3/4" HATCHED AREA

DENOTES SIPS ROOF PANELS. REF. ARCH'L DWGS FOR EXTENDS 7 S.311 8 S.311 PA PA PA PA PA PA PA PA PA PA PA PA PA NOTE 6 (2 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E (2) 2x12 2'-8" 1 1 7 /8 " T J I/ 2 3 0 @ 1 6 " O C 2J (3) 1.75x9" LVL 2.0E (3) 1.75x9" LVL 2.0E 5.25 x7 P SL 5.25 x7 P SL (3 ) 1 .7 5 x 9 " L V L 2 .0 E (3 ) 1 .7 5 x 9 " L V L 2 .0 E (3 ) 1 .7 5 x 9 " L V L 2 .0 E 5.25 x7 P SL 5.25 x7 P SL 5.25 x7 P SL 5.25 x7 P SL 10 S.311 (2) 2x10 2J (2 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E 4x4 (2) 1.75x11.875 LVL 2.0E (2) 1.75x11.875 LVL 2.0E 2J (2) 2x12 3J (2 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E 11'-11 7/8" 3'-8 3/8" N O T E 1 1 (2) 2x10 SIMPSON MOMENT STRAP (TOP & BOT OF

JOISTS) CANT TJI

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1902 campus commons drive

suite 101

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Tel: 703.476.3900

www.archinc.com

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SECOND LEVEL

FRAMING PLAN

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Project: Project Number

10/21/2020

100% CONSTRUCTION

DOCUMENTS

1/4" = 1'-0"

3

SECOND FLOOR FRAMING PLAN

FLOOR FRAMING NOTES:

1. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. 2. ON PLAN: J = JACK STUDS, K = KING STUDS

3. ALL WOOD EXPOSED TO WEATHER SHALL BE PRESSURED TREATED

4. FLOOR OPENINGS FOR DUCTWORK. COORDINATE LOCATIONS WITH MEP DWGS. FRAME OPENING WITH (2) 2x10 . GC TO FIELD COORDINATE.

5. "PA" ON PLAN DENOTES POST FROM ABOVE. REFER TO SECOND LEVEL FRAMING PLAN FOR POST SIZES

6. COORDINATE ALL SLAB DEPRESSIONS LOCATIONS AND EXTENDS WITH ARCH'L DWGS. PROVIDE 2x10 AROUND DEPRESSION EDGES AS REQUIRED. GC TO FIELD COORDINATE.

7. REFER TO SHEET S.110 FOR STEEL COLUMN SCHEDULE 8. TOP OF FLOOR SHEATHING/SUBFLOOR 217'- 2 5/8" (+11-2 5/8")

9. SUB-FLOORING TO BE 3/4" THICK T&G SHEATHING. SUB FLOORING TO BE GLUED AND NAILED TO FLOOR JOISTS. SEE STRUCTURAL NOTES FOR PATTERN.

10. ALL EXTERIOR WALLS ARE SHEAR WALLS. PROVIDE FASTENING PATTERN FOR SIP PANELS PER MANUFACTURER'S RECOMMENDATION.

11. AT TROLLEY LIFT SUPPORT LOCATIONS PROVIDE MIN (2) 11 7/8" TJI FLOOR JOISTS.

12. SIPS SHOP DRAWINGS TO BE SUBMITTED TO ISD FOR REVIEW, APPROVAL OF WHICH MUST OCCUR PRIOR TO SCHEDULING A WALL BRACING INSPECTION. THE BRACING INSPECTION IS MADE PRIOR

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26'-2 1/2" (2 ) 1 .7 5 x 1 1 7 /8 " T J I/ 5 6 0 @ 2 '-0 " O C T Y P . ROOF BELOW. SEE 2ND FLOOR FRAMING PLAN 2x6 @ 16" OC (3) 1.75x11.875 LVL 2.0E (FLUSH) (2 ) 1 .7 5 x 1 1 7 /8 " T J I/ 5 6 0 @ 2 '-0 " O C T Y P 2x6 @ 16" OC LOAD BEARING WALL (3) 2x10 (3) 2x10 (3) 2x8 (3) 2x8 (3) 2x8 (3) 2x8 (3) 2x12 (3) 2x12 2x6 @ 16" OC 2x4 @ 16" OC 2x4 @ 16" OC (3 ) 2 x 6 (3 ) 2 x 1 0 (3) 2x10 (3) 2x8 (3) 2x8 2J+1 K 2J+1 K 2J+1 K 2J+1 K 5.25 x18 PSL 2J+2 K 2J+2 K 2J+2 K 2J+2 K 2J+1 K 2J+1 K 2J+1 K 2J+1 K 2J+1 K 2J+1 K 2J+2 K 2J+2 K 2J+1 K 2J+1 K 2J+1 K 2J+1 K 2J+1 K 2J+1 K 3J+2 K 3J+1 K (3) 2x12 2J+2 K 2J+2 K 2J+1 K 2J+1 K (3 ) 2 x 6 (3 ) 2 x 6 14'-4 1/2" (2 ) 1 .7 5 x 1 1 7 /8 " T J I/ 5 6 0 @ 2 '-0 " O C , T Y P ROOF BELOW. SEE 2ND FLOOR FRAMING PLAN ROOF BELOW. SEE 2ND FLOOR FRAMING PLAN 5.25 x18 PSL 5.25 x7 P SL 5.25 x7 P SL HATCH DENOTES (2) 2x12 @24" o.c. CEILING JOISTS & (2) 2x6 BRACES @ 48" OC 5 S.311 6 S.311 S.311 4 S .3 1 1 4 (2 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E (2 ) 1 .7 5 x 1 1 .8 7 5 L V L 2 .0 E (2) 2x12 AROUND OPENING, TYP ROOF HATCH OPENING. REF. ARCH'L 9 S.311 2 x 6 @ 1 2 " O C 5'-0" TOP OF WALL/BOTTOM OF SIP PANELS: 23'-3" (REF. ARCH'L DWGS) 6.5" THERMOCORE R40 STRUCTURAL INSULATED PANEL(SIP)

OR APPROVED EQUAL (TYP AT PERIMETER UNO)

6.5" THERMOCORE R40 STRUCTURAL INSULATED PANEL(SIP)

OR APPROVED EQUAL (TYP AT PERIMETER UNO) (3) 2x10 (3) 2x10 (3 ) 2 x 1 0 (3 ) 2 x 1 0 5.25 x7 P SL 5.25 x7 P SL 2J+1 K 2J+1 K 3J (3 ) 2 x 6 (3 ) 2 x 6 2J+2 K 2J+2 K 2J+1 K 2J+1 K (3) 1.75x11.875 LVL 2.0E 3J 3J S L O P E P E R A R C H 'L S L O P E P E R A R C H 'L S L O P E P E R A R C H 'L 6.5" THERMOCORE R40 STRUCTURAL INSULATED PANEL(SIP)

OR APPROVED EQUAL (TYP AT PERIMETER UNO) TOP OF WALL/BOTTOM OF SIP PANELS: 23'-0" (REF. ARCH'L DWGS) TOP OF WALL/BOTTOM OF SIP PANELS: 23'-5" (REF. ARCH'L DWGS) TOP OF WALL/BOTTOM OF SIP PANELS: 23'-0" (REF. ARCH'L DWGS) . (3 ) 1 .7 5 x 1 1 7 /8 " T J I/ 5 6 0 @ 2 '-0 " O C (N O T E 7 )

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1902 campus commons drive

suite 101

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Tel: 703.476.3900

www.archinc.com

Issued

A ll re p ro d u c ti o n + i n te lle c tu a l p ro p e rt y r ig h ts r e s e rv e d b y A rc h it e c tu re I n c o rp

3930 Pender Drive, Suite175 Fairfax, VA 22030 (703) 890-5000 email: INFO@BEIDC.COM Project No 19792.00

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1/4" = 1'-0"

S.113

ROOF FRAMING

PLAN

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Project: Project Number

10/21/2020

100% CONSTRUCTION

DOCUMENTS

1/4" = 1'-0"

1

ROOF FRAMING PLAN

ROOF FRAMING NOTES:

1. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. 2. ON PLAN: J = JACK STUDS, K = KING STUDS

3. ALL WOOD EXPOSED TO WEATHER SHALL BE PRESSURED TREATED

4. ON PLAN DENOTES: 8.25" THERMOCORE R50 STRUCUTRAL INSULATED PANEL(SIP) OR APPROVED EQUAL

5. TOP OF WOOD ROOF JOISTS 229'- 3.75" (+23-3.75") & TOP OF SIP PANELS 230'-0" (+24'-0")

6. ALL EXTERIOR WALLS ARE SHEAR WALLS. PROVIDE FASTENING PATTERN FOR SIP PANELS PER MANUFACTURER'S RECOMMENDATION.

7. AT TROLLEY LIFT SYSTEM LOCATIONS, PROVIDE (3) TJI FOR TROLLEY SUPPORT. GC TO FIELD COORDINATE.

8. SIPS SHOP DRAWINGS TO BE SUBMITTED TO ISD FOR REVIEW, APPROVAL OF WHICH MUST OCCUR PRIOR TO SCHEDULING A WALL BRACING INSPECTION. THE BRACING INSPECTION IS MADE PRIOR TO INSTALLATION OF DOORS, WINDOWS AND HOUSEWRAP.

Revisions

1 Addendum #1 03.26.2021

(5)

TJI JOIST. REF. PLAN SIMPSON TOP MOUNT

HANGER FOR SLOPED ROOF JOIST STEEL BEAM. REF. PLAN T/FLOOR REF. ARCH'L 6.5" THERMOCORE R40 STRUCTURAL INSULATED PANEL(SIP) OR APPROVED EQUAL CEILING REF. ARCH'L SLOPE REF/ ARCH'L CONT 2x12 LEDGER W/ (2) 5" LONG SDS SCREWS @ 16" OC. ADD ADDITIONAL WALL STUDS AS REQ'D FOR CONNECTION

FLOOR

FINISHES PER ARCH'L

SLAB TURNDOWN. REF. TYP DETAIL T/PORTCH

REF. ARCH'L RAILINGS & CONNECTIOS NY

OTHERS. SUIBMIT SHOP DWGS & SIGNED CALCULATIONS FOR REVIEW 6.5" THERMOCORE R40 STRUCTURAL INSULATED PANEL(SIP) OR APPROVED EQUAL 8" 4" CONCRETE SLAB ON GRADE. REF. PLAN

2x CONT PT PLATE W/ 1/2" Ø J ANCHOR BOLTS x 10" LONG + 2" HOOK @ 24" OC

1

(2) 2x6 BRACES@ 48" OC MAX, TYP. GC TO FIELD COORDINATE

LOCATIONS

(2) 2x12 CEILING JOISTS @ 24" OC

(5) 12d NAILS MIN, TYP (5) 12d NAILS MIN,

TYP PROVIDE SOLID BLOCKING AT

TJI FOR BRACE CONNECTION

CONT 2x12 LEDGER.

PROVIDE ADD'L WALL STUDS & BLOCKING AS REQ'D BETWEEN STUDS FOR LEDGER CONN, TYP

SIMPSON TOP MOUNT HANGER, TYP

TJI ROOF JOIST. REF. PLAN ROOF CONSTRUCTION REF. ARCH'L T/ROOF REF. ARCH'L CEILING. REF. ARCH'L 6.5" THERMOCORE R40 STRUCTURAL INSULATED PANEL(SIP) OR APPROVED EQUAL SLOPE PER ARCH'L 2x4 @ 24" OC STICK OVERBUILT FOR ROOF PARAPET/EAVE. GC TO FIELD COORDINATE LVL BEAM. REF. PLAN (2) 2x6 BRACES@ 48" OC MAX, TYP. GC TO FIELD COORDINATE LOCATIONS 2x4@ 24" OC OVERBUILT SIMPSON H2.5A CLIP @ EA JOIST 1/2" Ø LAG SCREWS @ 12" OC (2) 2x12 CEILING JOISTS @ 24" OC (2) 2x6 BRACES@ 48" OC MAX, TYP. GC TO FIELD COORDINATE

LOCATIONS. CONNECT EA END W/ MIN (3) 16d TOE NAILS

TJI ROOF JOIST. REF. PLAN CEILING. REF. ARCH'L 2x CONT CONNECTED TO WALL W/ (2) 16d NAILS @ 24" OC 2x CONT CONNECTED TO WALL W/ (2) 16d NAILS @ 24" OC PROVIDE SOLID BLOCKING AS REQ'D FOR BRACE CONN 2x6 STICK OVERBUILT FOR ROOF PARAPET/EAVE. GC TO FIELD COORDINATE T/BASEMENT WALL REF. ARCH'L PSL POST FULL HEIGHT OF WALL REF. PLAN WOOD HEADER. REF. PLAN PROVIDE HUC SIMPSON CONCEALED HANGER FOR CONNECTION OF HEADER TO PSL POST, TYP

SIP ROOF PANEL. AND CONNECTIONS PER MANUF

RECOMMENDATION

SIP ROOF PANEL AND CONNECTIONS PER MANUF RECOMMENDATION TJI JOIST. REF. PLAN SLOPE PER ARCH'L LVL BEAM. REF. PLAN

CEILING PER ARCH'L

EXTERIOR SIP STUD WALL. REF. PLAN

CONT 2x10 LEDGER W/ (2) 5" LONG SDS SCREWS @ 16" OC. ADD ADDITIONAL WALL STUDS AS REQ'D FOR CONNECTION

PANEL FASTENER PER MANUF RECOMMENDATION TJI JOIST. REF. PLAN DROPPED BEAM REF. PLAN ROOF RAFTERS REF. PLAN T/FLOOR REF. ARCH'L

CEILING PER ARCH'L CONT 2x10 LEDGER W/ (2) 5" LONG SDS SCREWS @ 16" OC. 6.5" THERMOCORE R40 STRUCTURAL INSULATED PANEL(SIP) OR APPROVED EQUAL SIMPSON H2.5A CLIP @ EA (2) TJI ROOF JOIST

SLOPE

PER

ARCH'L FLOOR FINISHES

PER ARCH'L CEILING PER ARCH'L 2x6 ELEVATOR ROOF FRAMING. REF. PLAN

SIP ROOF PANEL AND CONNECTIONS PER MANUF RECOMMENDATION

CONT 2x12 LEDGER W/ (2) 5" LONG SDS SCREWS @ 16" OC. PROVIDE ADD'L STUDS & BLOCKING AS REQ'D FOR LEDGER CONNECTION, TYP

T/ROOF REF. ARCH'L 2x6 CONT LEDGER W/ 5" LONG SDS SCREWS STAGGERED @ 16" OC SIMPSON TOP SLOPE PER ARCH'L 2x6 ROOF FRAMING. REF. PLAN (2) 2x6 BEAM. REF. PLAN 2X4 KNEE WALL T/PORCH ROOF REF. ARCH'L ROOF CONSTRUCTION PER ARCH'L POST UP RE: PLAN 1/2" BASE PL W/ MIN (4) 1/2" Ø THRU BOLTS W10 BEAM. RE: PLAN 5/16" x 10" LONG BEARING PLATE W/ (2) 1/2" Ø J BOLTS x 10" LONG +2" HOOK SHEAR TAB CONNECTION T/BASEMENT WALL REF. ARCH'L

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