2024_03_01_Staunton-JDR_Drawings_BID_Part2.pdf

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APPLIES TO SINGLE LINE DIAGRAM

KEYNOTES

1. EXTERIOR POLE MOUNTED CAMERAS/INTERCOM SHALL USE FIBER OPTIC CABLE FOR

VIDEO, AUDIO, AND DATA TRANSMISSION.

2. ALL FIBER OPTIC CABLING FOR SECURITY NETWORK, CATEGORY 6 CABLING FOR

CAMERAS, AND SECURITY SERVERS/WORKSTATIONS SHALL BE INSTALLED,

TERMINATED, AND TESTED PRIOR TO USE. PROVIDE FIBER BACKBONE FOR NETWORK

INFRASTRUCTURE BETWEEN BUILDINGS.

3. PROVIDE SMS SERVER IN SECURITY ELECTRONICS ROOM 0016. CONNECT TO KVM IN

RACK FOR CCTV SERVERS.

4. ALL POWER TO SECURITY HEADEND EQUIPMENT AND ASSOCIATED FIELD

COMPONENTS SHALL BE CONNECTED TO EMERGENCY / GENERATOR POWER

(THROUGH AN SCSC PROVIDED UPS).

5. PROVIDE A SECOND NETWORK CARD ON ALL CCTV SERVERS AND SMS/ACS SERVER

FOR USE BY THE COUNTY.

6. PROVIDE CAPABILITY TO CUT OFF WATER AND LIGHTING VIA TOUCHSCREEN.

7. PROVIDE AN ALARM DIALER TO SEND ALL SECURITY ALARMS TO 911 FOR AFTER HOURS

WHEN TOUCHSCREENS ARE NOT LOGGED IN.

SECURITY MGMT

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B. NO CONDUIT SIZES OR QUANTITIES NOR CONDUCTOR TYPES OR QUANTITIES ARE

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REQUIREMENTS. REFER TO DRAWINGS FOR QUANTITIES AND LOCATIONS OF

INDIVIDUAL SECURITY CONTROL SYSTEM EQUIPMENT AND DEVICES. REFER TO

DIVISION 26 ELECTRICAL FOR POWER.

ONE-LINE DIAGRAM GENERAL NOTES

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1. CLASSIFICATION OF BUILDING

RISK CATEGORY (IBC TABLE 1604.5) III

2. FLOOR LIVE LOADS UNIFORM CONCENTRATED

OFFICES 50 PSF 2000 LB

PARTITION ALLOWANCE 15 PSF WHERE UNIFORM LIVE LOAD IS

LESS THAN 80 PSF

LOBBIES, COURTROOMS, STAIRS AND CORRIDORS 100 PSF 2000 LB

LIGHT STORAGE 125 PSF

MECHANICAL ROOMS 150 PSF

CELLS 40 PSF

HANDRAILS AND GUARDS 50 PLF 200 LB

LOADS ARE NOT CONCURRENT AND ARE TO BE APPLIED IN ANY DIRECTION

CONCENTRATED LOAD APPLIED OVER 2'-6" x 2'-6" AREA.

REDUCTION OF FLOOR LIVE LOAD HAS NOT BEEN UTILIZED.

3. ROOF LIVE LOADS

MINIMUM ROOF LIVE LOAD 20 PSF 300 LB

CONCENTRATED LOAD APPLIED OVER 2'-6" x 2'-6" AREA.

REDUCTION OF MINIMUM ROOF LIVE LOAD HAS NOT BEEN UTILIZED.

4. SUPERIMPOSED DEAD LOADS

ROOF 28 PSF

ALL FRAMED FLOORS, U.N.O. 13 PSF

PHOTOVOLTAIC PANEL SYSTEMS 15 PSF

5. ROOF SNOW LOAD

GROUND SNOW LOAD (Pg) 43 PSF IMPORTANCE FACTOR (ls) 1.1 EXPOSURE FACTOR (Ce) 1.0 THERMAL FACTOR (Ct) 1.0 FLAT ROOF SNOW LOAD (Pf = 0.7 x Ce x Ct x ls x Pg) 33 PSF MINIMUM Pf FOR Pg > 20 PSF

Pf min = 20 x I 22 PSF

SNOW DRIFTING LOADS PER ASCE 7

6. WIND DESIGN DATA

DESIGN WIND SPEED 120 MPH

EXPOSURE B

INTERNAL PRESSURE COEFFICIENT (GCpi) ±0.18 (ENCLOSED)

COMPONENTS AND CLADDING WIND PRESSURE REFER TO TABLE BELOW (PER IBC & ASCE7)

7. SEISMIC DESIGN DATA

SEISMIC DESIGN CATEGORY B

SEISMIC IMPORTANCE FACTOR (le) 1.25

SITE CLASS D

MAPPED SPECTRAL RESPONSE ACCELERATIONS

(Ss) 0.15 (S1) 0.06

DESIGN SPECTRAL RESPONSE ACCELERATIONS

(Sds) 0.16 (Sd1) 0.09

BASIC SEISMIC FORCE RESISTING SYSTEM: B. BUILDING FRAME SYSTEM

INTERMEDIATE REINFORCED MASONRY SHEAR WALLS

ALL STEEL SYSTEMS ARE: H. SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC

RESISTANCE.

RESPONSE MODIFICATION COEFFICIENT (R) 3.0

SYSTEM OVERSTRENGTH FACTOR 2.5

DEFLECTION AMPLIFICATION FACTOR 3.0

SEISMIC RESPONSE COEFFICIENT (Cs) 0.07 DESIGN BASE SHEAR (V = Cs x W) 0.07W

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE

1. FOUNDATIONS ARE DESIGNED TO BEAR ON ORIGINAL UNDISTURBED SOIL OR CONTROLLED COMPACTED FILL WITH AN ALLOWABLE BEARING CAPACITY OF 2,000 PSF, IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEERING REPORT PREPARED BY TIMMONS DATED 12-07-23. REFER TO THIS REPORT FOR UNDER CUT OF SOILS BELOW BUILDING PAD AND FOR REPLACEMENT WITH IMPORTED GRANULAR FILL MATERIALS.

2. THE GEOTECHNICAL ENGINEER FOR THE OWNERS TESTING AGENCY SHALL VERIFY BEARING CAPACITY

AND SUITABILITY OF SUBGRADE PRIOR TO PLACING FOUNDATIONS AND GRADE SLABS.

3. SELECT AND PLACE CONTROLLED COMPACTED FILL UNDER DIRECT SUPERVISION OF THE GEOTECHNICAL

ENGINEER FOR THE OWNERS TESTING AGENCY.

4. FOOTING STEPS FOR UNDERSLAB UTILITIES INDICATED ON FOUNDATION PLANS SHALL BE CONSIDERED

APPROXIMATE. COORDINATE FOOTINGS WITH ACTUAL LOCATION, SIZE AND INVERT OF ALL

UNDERGROUND PIPE (AND CONDUIT). REFER TO "FOOTING STEP" DETAIL TO STEP WALL FOOTING DOWN TO ALLOW UNDERSLAB PIPING TO PASS ABOVE THE FOOTING. ALTERNATELY, REFER TO "FOOTING SLEEVE" AND "PIPE TRENCH BACKFILL AT FOOTING" DETAILS TO ALLOW UNDERSLAB PIPING TO PASS

BELOW THE TOP OF THE WALL FOOTING.

5. AVOID INFLUENCE OF PIPE TRENCH PARALLEL TO WALL FOOTING AND / OR ADJACENT TO COLUMN

FOOTING. REFER TO "FOOTING EXCAVATION LIMITS".

6. PROTECT FOOTINGS AND GRADE SLABS FROM FROST HEAVE UNTIL BUILDING IS PERMANENTLY

ENCLOSED.

7. BRACE WALLS PLUMB WHICH ARE SUBJECTED TO UNBALANCED BACKFILL UNTIL PERMANENTLY

STABILIZED BY STRUCTURE.

1. ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE FOLLOWING AISC DOCUMENTS:

AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"

AISC 303 "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES"

RCSC'S "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS"

2. STRUCTURAL STEEL SHALL COMPLY WITH THE FOLLOWING SPECIFICATIONS:

WIDE FLANGE SHAPES AND ANGLES ASTM A992 (FY=50 KSI)

MISCELLANEOUS SHAPES, PLATES & BARS (TO 8" THICK) ASTM A36 (FY=36 KSI)

HOLLOW STRUCTURAL SECTIONS (HSS)

SQUARE & RECTANGLE ASTM A500, GRADE C (FY=50 KSI)

ROUND ASTM A500 GRADE C (FY=46 KSI)

HIGH STRENGTH BOLTS (CONVENTIONAL) ASTM F3125 GRADE A325 OR A490 (TYPE 1)

WASHERS ASTM F436 (FLAT AND BEVELED)

HEAVY HEX NUTS ASTM A563

TWIST OFF TENSION CONTROL BOLTS ASTM F3125 GRADE F1852 OR F2280 (TYPE 1)

COMPRESSIBLE-WASHER DIRECT-TENSION INDICATORS ASTM F959 (TYPE 325 OR 490)

ANCHOR RODS ASTM F1554, GRADE 55 INCLUDE SUPPLEMENT S1

WELDING ELECTRODES E70 (LOW HYDROGEN)

HEADED SHEAR STUDS AWS D1.1 CLAUSE 9, TYPE B (FY=51 KSI)

THREADED ROD ASTM A36

3. UNLESS NOTED OTHERWISE, CONNECTIONS SHALL BE DESIGNED IN ACCORDANCE WITH AISC MANUAL OF STEEL CONSTRUCTION, AS SIMPLE CONNECTIONS USING ALLOWABLE STRENGTH DESIGN (ASD). CONNECTIONS FOR NON- COMPOSITE BEAMS SHALL BE DESIGNED FOR THE UNIFORM LOAD CAPACITY INDICATED IN THE ALLOWABLE UNIFORM LOAD TABLES, PART 3, OF THE AISC MANUAL. CONNECTIONS FOR COMPOSITE STEEL BEAMS SHALL BE DESIGNED FOR

THE REACTIONS INDICATED ON THE PLANS.

4. UNLESS NOTED OTHERWISE, THE TOP OF ALL STEEL COLUMNS SHALL HAVE A STEEL CAP PLATE WITH A MINIMUM THICKNESS OF 1/2". CAP PLATE DIMENSIONS SHALL MATCH COLUMN WIDTH AND DEPTH MINIMUM. WHERE JOISTS

BEAR ON COLUMN, COORDINATE BEARING REQUIREMENTS WITH JOIST MANUFACTURER.

5. BOLTED JOINTS SHALL BE "SNUG TIGHTENED", UNLESS OTHERWISE INDICATED.

6. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1 "STRUCTURAL WELDING CODE - STEEL".

7. WHERE STRUCTURAL STEEL IS EXPOSED BELOW GRADE, PROVIDE MINIMUM 3" CONCRETE COVER OR COAT WITH

BITUMINOUS MASTIC.

8. STRUCTURAL STEEL EXPOSED TO WEATHER IN THE FINISHED WORK SHALL BE HOT DIPPED GALVANIZED IN

ACCORDANCE WITH ASTM A123, UNLESS NOTED OTHERWISE.

1. ALL STEEL DECK WORK SHALL CONFORM TO THE LATEST EDITION OF THE STEEL DECK INSTITUTE (SDI) "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS", AND AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS".

2. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3, "STRUCTURAL WELDING CODE - SHEET STEEL".

3. PERMANENT LOADS SHALL NOT BE SUSPENDED FROM STEEL ROOF DECK UNLESS APPROVED BY ENGINEER

OF RECORD.

4. STEEL DECK UP TO 2" DEEP SHALL BE INSTALLED WITH A MINIMUM OF 3 CONTINUOUS SPANS, UNLESS NOTED. STEEL DECK SHALL BE INSTALLED WITH A MINIMUM OF 2 CONTINUOUS SPANS, UNLESS NOTED OTHERWISE. ANY LOCATIONS NOT MEETING THESE CONDITIONS SHALL BE SPECIFICALLY IDENTIFIED ON THE

STEEL DECK SHOP DRAWINGS.

5. REFER TO "STEEL DECK SCHEDULE" FOR DECK TYPES AND FASTENING REQUIREMENTS.

1. ALL MASONRY WORK SHALL CONFORM TO THE REQUIREMENTS OF TMS 402 "BUILDING CODE

REQUIREMENTS FOR MASONRY STRUCTURES WITH COMMENTARY" AND TMS 602

"SPECIFICATIONS FOR MASONRY STRUCTURES WITH COMMENTARY".

2. NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY(F'm), SHALL BE 2000 PSI, DETERMINED IN ACCORDANCE WITH THE UNIT STRENGTH METHOD PER TMS 602, UNLESS NOTED

OTHERWISE.

3. CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C90, AND SHALL BE MADE WITH

LIGHTWEIGHT AGGREGATE.

4. MORTAR FOR CMU SHALL CONFORM TO ASTM C270, TYPE S, AND PROVIDE TYPE M MORTOR AT

SECURITY WALLS.

5. GROUT SHALL CONFORM TO ASTM C476 AND SHALL BE PROPORTIONED TO OBTAIN MINIMUM

ULTIMATE 28 DAY COMPRESSIVE STRENGTH OF 2500 PSI.

6. PLACE GROUT IN ACCORDANCE WITH TMS 402. ALLOW A MINIMUM OF 24 HOURS FOR MASONRY

TO SET PRIOR TO PLACING GROUT. HIGH LIFT GROUTING IS PROHIBITED.

7. FILL COLLAR JOINTS OF COMPOSITE WALLS SOLID WITH MORTAR AS THE WALLS PROGRESS.

BOND WYTHES OF COMPOSITE WALLS TOGETHER USING HORIZONTAL JOINT REINFORCING @ 16"

ON CENTER, UNLESS NOTED OTHERWISE.

8. PROVIDE VERTICAL REINFORCING STEEL OF SIZE AND SPACING INDICATED. LAP SPLICE LENGTHS

SHALL BE AS FOLLOWS:

#4 BAR AND SMALLER 26 INCHES

#5 BAR 34 INCHES

#6 BAR 38 INCHES

9. PROVIDE POSITIONERS TO HOLD VERTICAL WALL REINFORCING STEEL IN PROPER ALIGNMENT.

10. REINFORCING STEEL SHALL COMPLY WITH ASTM A615, GRADE 60.

11. DO NOT PLACE CONDUIT IN CELLS CONTAINING STRUCTURAL REINFORCING.

12. NO SWITCHES OR BOXES WITHIN 20 INCHES OF A DOOR JAMB.

13. REINFORCING AND CONDUIT SHALL BE SEPARATED A MINIMUM OF 1 INCH WHEN THEY

INADVERTENTLY OCCUR WITHIN THE SAME CMU CELL.

14. MASONRY WALLS OF HOLLOW UNITS WHICH CHANGE THICKNESS SHALL HAVE A CONTINUOUS

GROUT FILLED COURSE BELOW THE TRANSITION. IF WALL THICKNESS IS GREATER ABOVE THE

TRANSITION, THE COURSE ABOVE THE TRANSITION SHALL ALSO BE GROUTED SOLID.

15. FILL CMU CELLS WITH GROUT FROM TOP OF FOOTING TO TOP OF SLAB-ON-GRADE ELEVATION.

16. MASONRY WALL CONTROL JOINTS ARE NOT INDICATED ON THE STRUCTURAL DRAWINGS. REFER

TO ARCHITECTURAL DRAWINGS FOR JOINT LOCATIONS AND DETAILS. COORDINATE JOINT

LOCATIONS TO AVOID BEAM BEARING LOCATIONS AND SHEAR WALLS. DO NOT BREAK BOND BEAM

REINFORCEMENT AT CONTROL JOINTS.

17. QUALITY ASSURANCE LEVEL FOR THIS STRUCTURE SHALL BE LEVEL 3.

1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE (USBC), 2018 EDITION.

1. THE STRUCTURAL DRAWINGS ARE INTENDED TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL

DRAWINGS AND THE DRAWINGS OF THE OTHER ENGINEERING DISCIPLINES.

2. THE CONTRACT DOCUMENTS ARE COMPLEMENTARY AND WHAT IS REQUIRED BY ONE SHALL BE AS BINDING AS IF REQUIRED BY ALL. IN THE CASE OF A CONFLICT, DISAGREEMENT, OR AMBIGUITY, PROVIDE THE BETTER QUANTITY. IN THE CASE OF A CONFLICT, DISAGREEMENT, OR AMBIGUITY, PROVIDE THE GREATER QUANTITY OF

WORK.

3. VERIFY AND COORDINATE MECHANICAL UNIT SUPPORTS AND OPENINGS WITH EQUIPMENT PURCHASED FOR THE PROJECT. COORDINATE REQUIREMENTS FOR SLEEVES, HANGERS, INSERTS, ANCHORS AND ALL OTHER ITEMS

TO BE SET IN STRUCTURAL WORK.

4. SPECIAL INSPECTIONS ARE REQUIRED BY THE USBC (SECTION 1704).

REFER TO THE STATEMENT OF SPECIAL INSPECTIONS PREPARED FOR THIS PROJECT AND THE PROJECT

SPECIFICATIONS FOR SPECIFIC INSPECTION REQUIREMENTS.

REFER TO SPECIFICATION SECTION 014000 FOR GENERAL INSPECTION REQUIREMENTS. SPECIAL INSPECTOR SHALL SUBMIT INSPECTION REPORTS IN COMPLIANCE WITH IBC SECTION 1704.2.4. USE OF "GENERAL

CONFORMANCE" OR "GENERAL ACCORDANCE" IS UNACCEPTABLE.

6. CONTRACTOR SHALL CONDUCT PRE-INSTALL MEETINGS ON PROJECT SITE PRIOR TO COMMENCEMENT OF WORK. REFER TO PROJECT SPECIFICATIONS FOR SPECIFIC REQUIREMENTS. GENERAL CONTRACTOR WILL CONDUCT THE MEETING AND SHALL BE RESPONSIBLE FOR THE ATTENDANCE OF ALL REQUIRED TRADES

AND SUBCONTRACTORS INCLUDING THE SPECIAL INSPECTOR.

SECTION AND DETAIL 1

S2.1 S4.2

S2.2 S2.3

SECTION OR DETAIL NUMBER

DRAWING NUMBER WHERE SECTION OR DETAIL IS DRAWN

DRAWING NUMBER WHERE SECTION OR DETAIL IS CUT

ADDITIONAL DRAWING NUMBERS WHERE SECTION OR DETAIL IS CUT

S2.1

A

DETAIL WHERE CUT

DETAIL LETTER

DRAWING NUMBER WHERE DETAIL

IS DRAWN

S2.1

SECTION WHERE CUT

SECTION NUMBER

DRAWING NUMBER WHERE

SECTION IS DRAWN

(WHERE DRAWN)

EARTH

CAST IN PLACE CONCRETE

CLAY BRICK

SPLIT-FACE CONCRETE BLOCK

GROUT FILLED CONCRETE BLOCK

HOLLOW CONCRETE BLOCK

POROUS FILL OR GRANULAR BASE COURSE

STRUCTURAL MATERIALS LEGEND

PRECAST CONCRETE, CAST STONE

JBE (+X'-X")

BP1, BP2 ...

BP-A, BP-B ...

P-1, P-2 ...

JS

SP

-X'-X"

WP

L1, L2 ...

X.X

(+X'-X")

(J)

(SL)

JOIST BEARING ELEVATION

BEAM BEARING PLATE

COLUMN BASE PLATE

CONCRETE PIER

JOIST SUBSTITUTE

SPECIAL JOIST

WALL FOOTING STEP

TOP OF FOOTING ELEVATION

WORK POINT

TOP OF SLAB ELEVATION

LINTEL

COLUMN FOOTING

TOP OF STEEL BEAM ELEVATION

INDICATES TOP OF STRUCTURAL MEMBER SHALL

BE IN SAME PLANE AS TOP OF JOIST

INDICATES TOP OF STRUCTURAL MEMBER SHALL

BE SLOPED

CENTERLINE

WFX.X WALL FOOTING

THICKENED SLAB

* STEEL JOIST BOTTOM CHORD EXTENSION,

WELDED

STEEL BEAM MOMENT CONNECTION

(EX) EXISTING

TRANSFER FORCETF

(X'-X")

H1, H2 ...

J1, J2 ...

T-1, T-2 ...

WOOD HEADER

WOOD JOIST

TRUSS

WP1, WP2 ... WOOD POST

CMU WALL REINFORCING SIZE AND SPACING

CHANGE IN SLAB ELEVATION

#5@48"

KCS CONSTANT SHEAR JOIST

TCX TOP CHORD EXTENSION

1. ALL STRUCTURAL COLD FORMED STEEL FRAMING (CFSF) SHALL COMPLY WITH AISI'S "NORTH AMERICAN

SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS".

2. CFSF-S (STRUCTURAL): INCLUDES ALL EXTERIOR WALLS, SOFFITS, BULKHEADS, TRUSSES, RAFTERS, JOISTS AND CEILING JOISTS (IF SELF-SUPPORTING). PROVIDE ENGINEERING DESIGN OF ALL CFSF-S, AND SUBMIT DESIGN CALCULATIONS, ERECTION DRAWINGS AND DETAIL DRAWINGS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE COMMONWEALTH OF VIRGINIA. REFER TO SECTION 054000 FOR ADDITIONAL INFORMATION.

3. CFSF-NS (NON-STRUCTURAL): INCLUDES INTERIOR NON-LOAD BEARING STUD WALLS AND SUSPENDED CEILING

FRAMING SYSTEM. REFER TO SECTION 092216 FOR ADDITIONAL INFORMATION.

4. ALL FRAMING MEMBERS, BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL SHEET HAVING A

GALVANIZED COATING IN ACCORDANCE WITH ASTM A653.

5. ALL C - SHAPED FRAMING MEMBERS SHALL HAVE A MINIMUM FLANGE WIDTH OF 1 5/8 INCHES.

1. SYNTHETIC MACRO-FIBER MAY BE SUBSTITUTED FOR WELDED WIRE FABRIC IN SLAB-

ON-GRADE AND IN SLAB ON COMPOSITE STEEL FLOOR DECK, AND SHALL CONFORM TO

ASTM C1116, TYPE III SYNTHETIC FIBER REINFORCED CONCRETE.

DOSAGE RATES SHALL BE DETERMINED BY FIBER MANUFACTURER TO PROVIDE FRC

EQUIVALENT FLEXURAL STRENGTH (FE,3) EQUAL TO THE PERFORMANCE OF THE

REINFORCING STEEL INDICATED FOR EACH SLAB CASE. TESTING SHALL BE

PERFORMED IN ACCORDANCE WITH ASTM C1609. DOSAGE SHALL NOT BE LESS THAN

3 LB PER CU YD IN ANY CASE.

2. FIBER SHALL BE ADDED AT THE CONCRETE BATCH PLANT.

3. FIBER SHALL BE INCLUDED IN THE CONCRETE MIX DESIGNS SUBMITTED FOR REVIEW.

1. CONTROLLED LOW STRENGTH MATERIAL (CLSM), ALSO REFERRED TO AS FLOWABLE FILL, MAY BE

SUBMITTED FOR APPROVAL AS A SUBSTITUTE FOR COMPACTED FILL AT FOUNDATION UNDERCUT

LOCATIONS. THE CLSM MIXTURE SHALL BE PROPORTIONED TO PRODUCE AN UNCONFINED COMPRESSIVE

STRENGTH OF 100 PSI MINIMUM TO 300 PSI MAXIMUM.

1. ALL STEEL JOIST WORK SHALL CONFORM TO THE LATEST EDITION OF THE STEEL JOIST INSTITUTE (SJI)

STANDARD SPECIFICATIONS.

2. STEEL JOISTS SHALL BE DESIGNED USING ALLOWABLE STRENGTH DESIGN (ASD), AND SHALL BE

MANUFACTURED WITH STEEL HAVING A MINIMUM YIELD STRENGTH OF 50 KSI.

3. PROVIDE JOIST BRIDGING IN ACCORDANCE WITH SJI SPECIFICATIONS, OSHA REQUIREMENTS, AND AS

REQUIRED BY JOIST DESIGN.

4. ROOF JOISTS AND BRIDGING SHALL BE DESIGNED FOR A NET UPLIFT OF 20 PSF.

5. SPECIAL JOISTS, INDICATED "SP" ON FRAMING PLANS, SHALL BE DESIGNED FOR CRITERIA INDICATED.

6. DETAILING AND ERECTION OF OPEN WEB STEEL JOISTS SHALL COMPLY WITH OSHA REQUIREMENTS.

7. STEEL ROOF JOISTS SHALL BE PROVIDED WITH NO CAMBER.

8. DESIGN ALL JOISTS (K, KCS, LH) FOR A 500 LB CONCENTRATED LOAD (SERVICE LOAD) AT ANY ONE PANEL POINT ALONG THE JOIST, UNLESS NOTED OTHERWISE. THIS IS REFERRED TO AS AN "ADD-LOAD."

9. K-SERIES JOISTS SHALL BE DESIGNED FOR ADDITIONAL BENDING STRESSES RESULTING FROM A 200 POUND CONCENTRATED DEAD LOAD LOCATED AT ANY LOCATION ALONG TOP AND BOTTOM CHORD IN

ADDITION TO ALL OTHER LOADS. THIS IS REFERRED TO AS A "BEND CHECK."

10. KCS AND LH SERIES JOISTS SHALL BE DESIGNED FOR ADDITIONAL BENDING STRESSES RESULTING FROM A 500 POUND CONCENTRATED DEAD LOAD LOCATED AT ANY LOCATION ALONG TOP AND BOTTOM CHORD

IN ADDITION TO ALL OTHER LOADS. THIS IS REFERRED TO AS A “BEND-CHECK”.

11. REFER TO “TYPICAL CONCENTRATED LOAD ON STEEL JOIST” DETAIL FOR REQUIREMENTS REGARDING

PIPE HANGERS AND OTHER EQUIPMENT LOADS.

1. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 318 "BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE" AND ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL

CONCRETE".

2. CONCRETE SHALL BE NORMAL WEIGHT AND SHALL OBTAIN ULTIMATE 28 DAY COMPRESSIVE STRENGTHS (F'c), AS FOLLOWS:

3. THE DURABILITY EXPOSURE CLASS IDENTIFIED BY THE ENGINEER OF RECORD, IN ACCORDANCE WITH ACI 318, FOR EACH MIX DESIGN/BUILDING ELEMENT AND EXPOSURE CLASS, IS BASED ON ASSUMED SEVERITY OF THE ANTICIPATED EXPOSURE. IF THE CONCRETE IS TO BE INSTALLED IN A LOCATION OR CONDITION THAT IS MORE SEVERE THAN THE EXPOSURE IDENTIFIED, THE CONTRACTOR SHALL NOTIFY THE ENGINEER

OR ADJUST THE CONCRETE MIX REQUIREMENTS AS REQUIRED PER ACI 318.

A. EXPOSURE CATEGORIES:

• (F) FREEZE/THAW

• (S) SULFATE

• (W) WATER/PERMEABILITY

• (C) CORROSION PROTECTION

4. MAX W/C REFERS TO MAXIMUM WATER TO CEMENTITIOUS MATERIALS RATIO. MIXING WATER SHALL

CONFORM TO ASTM C1602.

5. TARGET AIR ENTRAINMENT, ±1.5%. ALL EXTERIOR CONCRETE SHALL BE AIR-ENTRAINED. AIR ENTRAINMENT

IS OPTIONAL FOR FOOTINGS AND GRADE BEAMS NOT EXPOSED TO FREEZING.

6. AGGREGATES TO CONFORM TO ASTM C33 FOR NORMAL WEIGHT CONCRETE.

7. CONCRETE BUILDING ELEMENTS IDENTIFIED WITH EXPOSURE CATEGORY F3 REQUIRE LIMITATIONS ON

CEMENTITIOUS MATERIALS AS FOLLOWS:

• CEMENTITIOUS MATERIAL MAX % OF TOTAL CEMENTITIOUS

MATERIALS BY MASS

• FLY ASH (ASTM C618) 25

• SLAG CEMENT (ASTM C989) 50

• SILICA FUME (ASTM C1240) 10

• TOTAL FLY ASH, OTHER POZZOLANS AND SILICA FUME 35

• TOTAL FLY ASH, OTHER POZZOLANS, SILICA FUME AND SLAG 50

8. SLABS NOT RECEIVING A HARD TROWEL FINISH MAY BE AIR-ENTRAINED. SLABS RECEIVING A HARD TROWEL FINISH SHALL NOT BE AIR-ENTRAINED AND SHALL HAVE A TOTAL AIR CONTENT OF NOT MORE THAN 3%.

9. COMBINED AGGREGATE GRADING SHALL BE AS FOLLOWS:

• FOR COARSE AGGREGATE WITH 1 1/2" NOMINAL MAXIMUM AGGREGATE SIZE, 8% TO 18% (BY WEIGHT) OF AGGREGATE SHALL BE RETAINED ON EACH SIEVE BELOW THE MAXIMUM AGGREGATE SIZE SIEVE AND

ABOVE THE #100 SIEVE.

• FOR COARSE AGGREGATE WITH 3/4" OR 1" NOMINAL MAXIMUM AGGREGATE SIZE, 8% TO 22% (BY WEIGHT) OF AGGREGATE SHALL BE RETAINED ON EACH SIEVE BELOW THE MAXIMUM AGGREGATE SIZE SIEVE AND

ABOVE THE #100 SIEVE.

10. MAX WATER SOLUBLE CHLORIDE ION CONTENT PERCENTAGE, BY WEIGHT OF CEMENT.

11. CONCRETE MIXTURE PROPORTIONS SHALL BE ESTABLISHED IN ACCORDANCE WITH ARTICLE 4.2.3 OF ACI 301 OR BY AN ALTERNATIVE METHOD ACCEPTABLE TO THE ENGINEER OF RECORD. EACH MIX DESIGN

SHALL IDENTIFY THE INTENDED LOCATION OF USE.

12. REINFORCING STEEL SHALL BE AS FOLLOWS:

• REINFORCING BARS: ASTM A615, GRADE 60, DEFORMED

• WELDED WIRE FABRIC: ASTM A1064, SHEET TYPE ONLY

• WELDABLE REINFORCING BARS: ASTM A706 LOW ALLOW STEEL REINFORCING BARS, DEFORMED

• DEFORMED BAR ANCHORS (DBA) ASTM A1064, DEFORMED

• WELDING PER AWS D1.4 STRUCTURAL WELDING CODE - REINFORCING STEEL

CONCRETE MATERIAL SCHEDULE (NOTE 11)

BUILDING

ELEMENT

DURABILITY REQUIREMENTS

CATEGORIES AND CLASSES

(NOTE 3)

(F) (S) (W) (C)

SPREAD FOOTINGS

AND WALL FOOTINGS

INTERIOR

SLABS ON GRADE

INTERIOR COLUMNS,

WALLS AND PIERS

S0 W0 C1

F0 S0 C0

F1 S0 C1

W0

W0 f'c (psi)

28 DAY

STRENGTH

MAX W/C

(NOTE 4)

AIR

ENTRAINMENT

(NOTE 5)

UNIT WEIGHT

PCF (NOTE 6)

MAX

AGGREGATE

(NOTE 7 & 9)

CEMENT

(ASTM C150)

CL %

(NOTE 10)

3,500

3,500

4,000

0.55

0.50

0.50 5.0

N/A

4.5 145

1 1/2"

3/4"

3/4"

II

I / II

I / II

0.30

0.30

0.30

EXTERIOR COLUMNS,

WALLS AND PIERS

EXTERIOR

SLABS ON GRADE

INTERIOR SLABS

ON METAL DECK

ELEVATED SLABS

AND BEAMS

GRADE BEAMS

F1

F1

F0

F0

F1

S0

S0

S0

S0

S0 W0

W0

W0

W1

W1

C1

C0

C1

C0

C1

3,500

3,500

4,000

4,000

4,000

0.55

0.50

0.50

0.50

0.55 5.0

6.0

N/A

NOTE 8

NOTE 8

3/4"

3/4"

3/4"

3/4"

3/4"

I / II

I / II

I / II

I / II

I / II

0.30

0.30

1.0

1.0

0.30

INTERIOR SLABS

ON METAL DECK

(NORMAL WT. CONC)

F0 S0 W0 C0 3,500 0.55 NOTE 8 145 3/4" I / II 1.0

F0

SPLICES IN THE REINFORCING STEEL SHALL BE ONLY AT THE LOCATIONS SHOWN

ON THE STRUCTURAL DRAWINGS. LAP SPLICES SHALL BE IN ACCORDANCE WITH

ACI 318 CHAPTER 25 AS INDICATED BELOW. TOP BAR LAPS (HORIZONTAL BARS

WITH MORE THAN 12” OF CONCRETE CAST BELOW THE BAR) SHALL BE MODIFIED

BY A MULTIPLICATION OF 1.3 TIMES THE LENGTHS LISTED IN THE TABLE BELOW.

LENGTHS INDICATED IN INCHES.

NORMAL-WEIGHT (145 PCF)

f’c (psi) #3 #4 #5 #6 #7 #8 #9

3500 20 26 33 40 58 66 74

4000 18 25 31 37 54 62 69

13. MINIMUM CONCRETE COVER OVER REINFORCING SHALL BE UNO:

A. UNFORMED SURFACE CAST AGAINST EARTH 3 IN

B. FORMED SURFACE EXPOSED TO EARTH/WEATHER 2 IN

C. FORMED SLABS AND WALLS NOT EXPOSED TO

EARTH/WEATHER FOR #11 AND SMALLER BAR 3/4 IN

D. ALL OTHER FORMED ELEMENTS NOT EXPOSED

TO EARTH/WEATHER 1 1/2 IN

14. REQUIRED COMPRESSIVE STRENGTH OF STRUCTURAL PRECAST CONCRETE SHALL BE DETERMINED BY THE PRECAST CONCRETE MANUFACTURER'S ENGINEER, WITH THE MINIMUM COMPRESSIVE STRENGTH

AS NOTED IN THE TABLE.

1. INSTALL ALL ANCHORS IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED PROCEDURES AT NOT LESS THAN THE MINIMUM EDGE DISTANCES INDICATED IN THE MANUFACTURER'S LITERATURE. SUBMIT MANUFACTURER'S

PRODUCT DATA FOR REVIEW BY THE ARCHITECT.

2. ALL ANCHORS (INCLUDING THREADED RODS, NUTS, WASHERS) SHALL BE ZINC PLATED IN ACCORDANCE WITH

ASTM B633, FOR SERVICE CONDITION SC-1.

3. SCREW ANCHORS SHALL BE ONE OF THE FOLLOWING:

SCREW-BOLT +, BY DEWALT

TITEN HD, BY SIMPSON STRONG-TIE ANCHORING SYSTEMS

KWIK HUS-EZ, BY HILTI

HOLE DIAMETER THROUGH STEEL MEMBER SHALL BE AS REQUIRED BY ANCHOR MANUFACTURER.

MINIMUM SCREW ANCHOR EMBEDMENTS SHALL BE AS FOLLOWS, UNO:

4" EMBEDMENT FOR 1/2" DIAMETER ANCHOR

5" EMBEDMENT FOR 5/8" DIAMETER ANCHOR

6" EMBEDMENT FOR 3/4" DIAMETER ANCHOR

4. ADHESIVE ANCHORS SHALL CONSIST OF THREADED ROD (ASTM A36), HEX NUT (ASTM A563), WASHER (ASTM F436), AND ADHESIVE (TYPE PER NOTES A, B OR C BELOW).

ADHESIVE DOWELS SHALL CONSIST OF DEFORMED REINFORCING BAR (ASTM A615, GRADE 60) AND ADHESIVE

(TYPE PER NOTE A BELOW)

A. "ADHESIVE ANCHORS" OR "ADHESIVE DOWELS" INSTALLED IN SOLID CONCRETE SHALL UTILIZE ONE OF

THE FOLLOWING ADHESIVE SYSTEMS, OR APPROVED EQUAL:

HYBRID (FAST CURE)

AC200+ BY DEWALT

ACRYLIC-TIE XP, BY SIMPSON STRONG-TIE ANCHORING SYSTEMS

HIT-HY 200-V3, BY HILTI

EPOXY (SLOW CURE)

PURE 110+, BY DEWALT

SET-XP, BY SIMPSON STRONG-TIE ANCHORING SYSTEMS

HIT RE 500-V3 EPOXY ADHESIVE, BY HILTI

B. "ADHESIVE ANCHORS" INSTALLED IN SOLID GROUT FILLED CMU SHALL UTILIZE ONE OF THE FOLLOWING

ADHESIVE SYSTEMS, OR APPROVED EQUAL:

HIT-HY 270, BY HILTI

AC 100+ GOLD, BY DEWALT

ACRYLIC-TIE, BY SIMPSON STRONG-TIE ANCHORING SYSTEMS

C. "SCREEN TUBE ANCHORS" INSTALLED IN HOLLOW CMU SHALL UTILIZE ONE OF THE FOLLOWING ADHESIVE

SYSTEMS, OR APPROVED EQUAL:

HIT-HY 270, BY HILTI

AC 100+ GOLD, BY DEWALT

ACRYLIC-TIE, BY SIMPSON STRONG-TIE ANCHORING SYSTEMS

BASIS OF DESIGN INCLUDES THE FOLLOWING DESIGN PARAMETERS:

(1) CRACKED CONCRETE

(2) ALLOWABLE WITH HAMMER-DRILL, HOLLOW DRILL BIT SYSTEM, AND CORE DRILLING METHODS

(3) CURRENT ICC-ES REPORT WITH APPROVAL FOR DEVELOPMENT OF BAR USING ACI PROVISIONS FOR

EMBEDMENT DEPTHS GREATER THAN 20 BAR DIAMETERS

INSTALL ANCHORS PER THE MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS, AS INCLUDED IN THE

ANCHOR PACKAGING.

OVERHEAD ADHESIVE ANCHORS SHALL BE INSTALLED USING A PISTON PLUG SYSTEM.

FOR PROJECTS MEETING IBC 2012 OR LATER, ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION IS REQUIRED FOR ALL INSTALLERS OF ADHESIVE ANCHORS IN HORIZONTAL OR UPWARDLY INCLINED ORIENTATION. THE HILTI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM (HAAICP) IS AN APPROVED

EQUIVALENT.

THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER’S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL ANCHOR PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD SHALL RECEIVE DOCUMENTED CONFIRMATION THAT ALL PERSONNEL WHO INSTALL ANCHORS ARE TRAINED

PRIOR TO THE COMMENCEMENT OF ANCHOR INSTALLATION.

EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS BY GPR, X-RAY, CHIPPING OR OTHER

APPROVED METHODS.

1. COMPOSITE BEAMS AND GIRDERS DO NOT REQUIRE TEMPORARY SHORING FOR CONSTRUCTION

LOADS (WET CONCRETE + 20 PSF) UNO ON THE DRAWINGS. CONTRACTOR IS RESPONSIBLE FOR

LIMITING THE CONSTRUCTION LOAD IMPOSED ON THE STRUCTURE.

2. STUDS SHALL BE 3/4" DIAMETER AND SHALL EXTEND NOT LESS THAN 1 1/2" ABOVE THE TOP OF THE STEEL DECK AND SHALL NOT HAVE LESS THAN 1/2" CONCRETE COVER ABOVE THE TOP OF STUD

AFTER WELDING.

3. THE NUMBER STUDS ON A BEAM OR BETWEEN ANY TWO CONNECTIONS ALONG A BEAM IS SHOWN

ON THE DRAWINGS. SPACING OF STUDS WITHIN THE LENGTH SHOWN SHALL BE AS UNIFORM AS

POSSIBLE.

4. NO SHOP PAINT SHALL BE APPLIED TO ANY STUDS NOR TO TOP FLANGES OR SURFACES OF

MEMBERS RECEIVING FIELD WELDED STUDS.

5. BREAK CERAMIC FERRULES (ARC SHIELDS) LOOSE AND REMOVE FROM DECK.

6. A STUD SHEAR CONNECTOR WELDED THROUGH THE METAL DECK MAY TAKE THE PLACE OF A

3/4" PLUG WELD IN ORDER TO SECURE THE DECK TO THE STEEL FRAMING. DO NOT WELD SHEAR

CONNECTORS THROUGH TWO LAYERS (LAPPED ENDS) OF DECK UNITS.

7. PLACE CONCRETE MONOLITHICALLY ON STEEL FLOOR DECK. CONSTRUCTION JOINTS MAY BE

PERMITTED ONLY AFTER APPROVAL OF THE ARCHITECT/STRUCTURAL ENGINEER.

8. CONCRETE THICKNESS SHALL BE OF A UNIFORM THICKNESS WHERE INDICATED ON METAL

FLOOR DECK.

DESIGN LOAD DATA FOUNDATIONS

STRUCTURAL STEEL

STEEL DECK

CONCRETE MASONRY (CMU)

GENERAL

LEGEND FOR SECTION AND DETAIL MARKS

PLAN LEGEND

STRUCTURAL ABBREVIATIONS

C

AO

M M O N

W

EA

LTH OF

V

I R G I N I

P

O

R O F

E

SS I

N

N

AL EN

G I

R E E03-01-2024

PAUL J. GAGNON

Lic. No. 029696

M O

S E

L E

Y A

R C

H

IT

E C

T S

.C O

M

PROJECT NO:

DATE:

N

O R

F O

L K

S T

R E

E T

R

IC

H

M O

N D

V

A

P H

O N

E

-7

X

-5

A

B

C

D

E

1 2 4 53 6 7 8 9 10

F

G

H

I

J

/2

/2

:3 :0

P

M

GENERAL NOTES AND

LEGENDS

S T

A U

N T

O N

J

D R

C O

U R

T S

F A

C

IL

IT

Y

W E

S T

B E

V E

R L

Y S

T R

E E

T C

IT

Y

O F

S T

A U

N T

O N

, V A

S0.0.1

630874

MARCH 1, 2024

COLD FORMED STEEL FRAMING

FIBER REINFORCING

FLOWABLE FILL

STEEL JOISTS

CONCRETE

ACI 318 LAP LENGTHS

AB ANCHOR BOLT

AESS ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

AFF ABOVE FINISHED FLOOR

ALUM ALUMINUM

APPROX APPROXIMATE

ARCH ARCHITECTURAL, ARCHITECT

AVG AVERAGE

BLDG BUILDING

BM BEAM

BMC BUILDING MOUNTED CANOPIES

BOT BOTTOM

BRG BEARING

BTWN BETWEEN

CANT CANTILEVER

CFSF COLD FORMED STEEL FRAMING

CIP CAST IN PLACE

CJ CONTROL JOINT

CLG CEILING

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONSTR CONSTRUCTION

CONT CONTINUOUS

CTR CENTER

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DN DOWN

DWG DRAWING

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELECT ELECTRICAL

ELEV ELEVATOR

EOD EDGE OF DECK

EOS EDGE OF SLAB

EQ EQUAL

EW EACH WAY

EX EXISTING

EXP EXPANSION

EXT EXTERIOR

FB FIXED BASE

FD FLOOR DRAIN

FDN FOUNDATION

FF FINISHED FLOOR

FIN FINISHED

FLR FLOOR

FOB FACE OF BRICK

FOC FACE OF CONCRETE

FOM FACE OF MASONRY

FRMG FRAMING

FRT FIRE RETARDANT TREATED

FT FOOT

FTG FOOTING

GA GAGE

GALV GALVANIZED

GB GRADE BEAM

GC GENERAL CONTRACTOR

GRD GRADE

HD HEADED

HK HOOK

HORIZ HORIZONTAL

HS HIGH STRENGTH

HSS HOLLOW STRUCTURAL SECTION

HT HEIGHT

ID INSIDE DIAMETER

IN INCH

INFO INFORMATION

INT INTERIOR

JBE JOIST BEARING ELEVATION

JS JOIST SUBSTITUTE

JST JOIST

JT JOINT

K KIP

LBS POUNDS

LF LINEAR FEET (FOOT)

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

M METER(S)

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MBMA METAL BUILDING MANUFACTURER'S

ASSOC

MBS METAL BULIDNG SYSTEM

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MM MILLIMETER(S)

NOM NOMINAL

NS NON SHRINK

OC ON CENTER

OD OUTSIDE DIAMETER

OFCI OWNER FURNISHED CONTRACTOR

INSTALLED

OPNG OPENING

OPP OPPOSITE

PAF POWDER-ACTUATED FASTENERS

PC CONC PRECAST CONCRETE

PFBC PRE-FABRICATED BUILDING COLUMN

PLF POUNDS PER LINEAR FOOT

POLY POLYETHYLENE

PPT PRESSURE PRESERVATIVE TREATED

PSF POUNDS PER SQUARE FOOT

PTFE POLYTETRAFLUOROETHYLENE

R RADIUS

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCING, REINFORCED

REQ'D REQUIRED

SIM SIMILAR

SL SLOPE

SOG SLAB ON GRADE

SPA SPACES

SS STAINLESS STEEL

STD STANDARD

STIFF STIFFENER

STRUCT STRUCTURAL

SUSP SUSPENDED

SYM SYMMETRY(RICAL)

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

TF TRANSFER FORCE

TOC TOP OF CONCRETE

TOS TOP OF STEEL

TOSL TOP OF SLAB

TOW TOP OF WALL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

VB VAPOR BARRIER

VERT VERTICAL

VR VAPOR RETARDER

WP WORK POINT

WWF WELDED WIRE FABRIC

POST INSTALLED ANCHORS & DOWELS

COMPOSITE BEAMS

REVISIONS

DATE DESCRIPTION

/8

A

4 6

B

C

D D

F F

G G

13 20

H

3 8 18

J

9 17

K K

144' - 8"

5.0

S3.1.1

S3.1.1

H S

S 7x

7x 1/

B

P -A

5 7 10 16 19 22 25 27

W 8x31BP-A

W 8x31BP-A

W 8x31BP-A

W 8x31BP-A , P-1

W 8x31BP-A

W 8x31BP-B

W 8x31BP-B

W 8x31BP-B

W 8x31BP-B

W 8x35BP-C

W 8x35BP-B , P-1

W 8x35BP-B , P-1

W 8x35BP-B

W 8x48BP-C

W 8x31BP-B

W 8x31BP-B

W 8x40BP-C

W 8x31BP-A

W 8x35BP-B , P-1

W x3

B P

-B , P

-1

W 8x31BP-B , P-1

W8x31BP-A

W 8x31BP-B

W 8x31BP-A

W 8x31BP-A

W 8x31BP-A

W 8x31BP-B

W 8x31BP-B

W 8x31BP-B

W 8x31BP-A

W 8x31BP-A

W 8x31BP-A

W 8x31BP-A

W 8x31BP-A , P-1

W 8x

BP-A

P-1

W 8x31BP-A

W 8x31BP-A

W 8x31BP-A , P-1

W 8x31BP-B

W8x31BP-A

W 8x31BP-A

W 8x

BP-A

P-1

W8x31

BP-A , P-1

W 8x31BP-A , P-1

W 8x31BP-A , P-1W

8x

BP-A

P-1

W 8x

BP-A

P-1

W 8x

BP-A

P-1

HSS7x7x1/4

BP-A

5.0 6.0

5.0

7.0

6.0

5.0

5.0

5.5

7.0

7.0

8.0 6.06.0

5.5

7.0

7.0

7.0

5.0

W F

.5

5.5

9.5

10.5

9.5 7.5

8.08.5

5.0

9.5 9.0

7.5

9.0

6.0 6.0 7.0

7.0 6.5

6.0

5.0

6.0

-4' - 0"

SHADED AREA DEFINES

EXTENTS OF 6" SLAB

WF2.5

6.0

WF3.0

W 8x31BP-A

W 8x31BP-A

SUMP PIT REFER

TO DWG S3.0.3

SUMP PIT REFER

TO DWG S3.0.3

-4' - 0"

-4' - 0"

SUMP PIT REFER

TO DWG S3.0.3

S3.1.1

#5@16

EACH FACE

#5@16

#5@16

#5@16

#5@16 #5@16 #5@8

#5@8

#5@8

#5@8

#5@8

#5@8

#5@8

AT EXTERIOR

STAIR & ELEV WALL

S3.1.1

S3.1.1

/1

8' - 8" 7' - 2"

20' - 9 7/8"

/8

/4

8' - 8 3/8" 1' - 6 5/8"

/1

/8

7' - 4 1/8" 5' - 7"

WF3.5

WF3.5

#6@8

W F

.0

W F

.0

WF3.0

W F

.0

WF4.0

WF3.5

#5@48

EACH 8" CMU WALL

#5@48

EACH 8" CMU WALL

EACH FACE

SWF3.0

W F

.0

#6@8 #6@8

5.0

WF3.0

#5@16

#5@16 WF4.0

#6@8

6 5/16"

EACH FACE

WF3.5

/8

/4

/8

/8

/8

14' - 4"

4' - 11"

10' - 5"

1' - 11"

13' - 0" 3' - 4"

1' - 1"

3' - 10"

6' - 3" 15' - 4"

2' - 1"

3' - 10"

1' - 1" 2' - 11"

5' - 5" 9' - 11" 5' - 1" 10' - 3" 15' - 0" 5"

35' - 4" 22' - 10 1/2"

5 1/2"4"

7' - 4"

20' - 10 3/16" 10' - 8 13/16" 22' - 1 5/8" 5' - 4 3/8" 16' - 5 13/16" 3' - 4" 17' - 3 3/4" 8' - 6 7/16" 25' - 3" 11' - 4"

WF4.0

7"

AT EACH W8x31 COL ON THIS GRIDLINE REINF WALL FOOTING WITH (4) #5 x 3'-0"

@ 12" OC EACH WAY BOTTOM

SWF3.0

WF3.0

SWF3.0

SWF3.0

S W

F .0

#5@16

#5@16

SWF3.0

/8

/8

#5@24

1' - 8"

J.9

/8

14' - 2"

WF3.5

S3.1.1

1' - 8"

2' - 0"

2' - 0"

S3.1.1

S3.1.1

S3.1.1

S3.1.1

S3.1.1

/8

SWF3.0

-3' - 4"

-2' - 0"

-4' - 0"

-4' - 0"

1' - 3" 34' - 2"

1' - 3"

WF4.0

W F

.0

#6@8

#6@8

W F

.5

#6@8

7"7

/2

-2' - 0"

-4' - 0"

-2' - 8"

-2' - 0"

-2' - 0"

-2' - 8"

-4' - 0"

-5' - 4" -3' - 4"

-3' - 4"

-4' - 8"

-3' - 4"

-2' - 8"

-2' - 0"

-2' - 0"

-2' - 0"

-4' - 0"

-2' - 0"

-2' - 0"

-2' - 0"

-3' - 4"

-4' - 8"

-2' - 8"

-4' - 0"

S3.1.1

EA FACE

/8

#5@16

1' - 7" 1' - 7"

8" CMU

SHEAR WALL

12" CMU

SHEAR WALL

8" CMU SHEAR

WALL ABOVE

8" CMU

SHEAR WALL

8" CMU

SHEAR WALL

8" CMU

SHEAR WALL

8" CMU

SHEAR WALL

8" CMU

SHEAR WALL

SHADED AREA

DEFINES EXTENTS

OF 6" SLAB

SHADED AREA DEFINES

EXTENTS OF 6" SLAB

REINF W/2 LAYERS OF

6x6-W2.9xW2.9 WWF

6.0

-3' - 4" -4' - 0"

-4' - 8"

-4' - 0"

-3' - 4"

-2' - 8"

-3' - 4"

-4' - 8"

-2' - 0"

/4

8" CMU

2'-0" +/-

6.0

6.0

6.0

1' - 8"

#5@12 EW T&B REINF. COORDINATE

POST LOCATIONS & QUANTITY W/

GATE POST MFR.

(+1'-6")

RAMP

1" SLAB RECESS AT

BASE OF RAMP,

REFER TO 2/A6.1.5

(+1'-0")

(+0'-0")

REINF RAMP SLAB W/2

LAYERS OF WWF,

LOCATED 1" FROM TOP

& BOTTOM OF RAMP

7.0

-2' - 0"

RAMP

1' - 4

1' - 4

C

AO

M M O N

W

EA

LTH OF

V

I R G I N I

P

O

R O F

E

SS I

N

N

AL EN

G I

R E E03-01-2024

PAUL J. GAGNON

Lic. No. 029696

M O

S E

L E

Y A

R C

H

IT

E C

T S

.C O

M

PROJECT NO:

DATE:

N

O R

F O

L K

S T

R E

E T

R

IC

H

M O

N D

V

A

P H

O N

E

-7

X

-5

A

B

C

D

E

1 2 4 53 6 7 8 9 10

F

G

H

I

J

/2

/2

:3 :0

P

M

FOUNDATION PLAN

S T

A U

N T

O N

J

D R

C O

U R

T S

F A

C

IL

IT

Y

W E

S T

B E

V E

R L

Y S

T R

E E

T C

IT

Y

O F

S T

A U

N T

O N

, V A

S1.1.1

630874

MARCH 1, 2024

FOUNDATION PLAN NOTES:

1. FINISHED FIRST FLOOR ELEVATION = 1553.75' = REFERENCE DATUM EL (+0'-0"). ALL

STRUCTURAL ELEVATIONS INDICATED ARE REFERENCED FROM THIS ELEVATION, UNO.

2. LOWER LEVEL FLOOR CONSTRUCTION SHALL BE 4" NORMAL WEIGHT CONCRETE SLAB ON GRADE REINFORCED WITH 6x6-W2.9xW2.9 WWF (AT 1" FROM TOP OF SLAB) OVER VAPOR BARRIER OVER 6" GRANULAR BASE COURSE, UNO.

FLOOR CONSTRUCTION INDICATED AS 6" SLAB ON GRADE SHALL BE NORMAL WEIGHT CONCRETE REINFORCED WITH 6x6-W2.9xW2.9 WWF (LOCATED AT 2" FROM TOP OF SLAB) OVER VAPOR BARRIER OVER 6" GRANULAR BASE COURSE.

3. REINFORCE EXTERIOR CMU WALLS, STAIR WALLS AND ELEVATOR WALLS WITH #5@24” OC, UNO.

4. BASE COURSE SHALL BE A CLEAN, DENSELY-GRADED "CRUSHER RUN" MATERIAL WITH A BALANCED FINE CONTENT, SUCH AS VDOT 21A OR 21B STONE. THE BASE COURSE SHALL BE COMPACTED AND SHALL BE

FINISHED TO A FLAT, SMOOTH, LOW-FRICTION SURFACE. COMPACTION SHALL BE MONITORED BY THE ON-SITE TESTING AGENCY.

5. TOP OF ALL INTERIOR FOOTINGS SHALL BE (-0'-8"), UNO.

TOP OF ALL EXTERIOR FOOTINGS SHALL BE (-2'-0"), UNO.

6. ALL INTERIOR WALL FOOTINGS SHALL BE WF2.0, UNO.

ALL EXTERIOR WALL FOOTINGS SHALL BE WF2.5, UNO.

7. COORDINATE FOOTING STEPS WITH ALL UNDERSLAB UTILITIES.

REFER TO FOUNDATION NOTE #4 ON DRAWING S0.0.1.

8. REFER TO DRAWING S0.0.1 FOR GENERAL NOTES, PLAN LEGEND, AND STRUCTURAL ABBREVIATIONS.

9. REFER TO DRAWINGS S3.0.1 AND S3.0.2 FOR TYPICAL FOUNDATION DETAILS AND SCHEDULES.

10. AT OPENINGS IN SITE WALLS, PROVIDE LINTEL L1 AND L FOR BRICK SHELF PER NOTE #2 IN LINTEL SCHEDULE.

11. IF STEEL SUPPORT IS REQUIRED BY THE STAIR MANUFACTURER, POST SHALL BE HSS4x4x1/4 WITH FOOTING AS INDICATED

PER THE THICKENED SLAB DETAILS ON DRAWING S3.0.2.

12. WALLS INDICATED AS ARE SHEAR WALLS. SHEAR WALLS SHALL BE GROUTED SOLID (UNO) WITH CONTROL JOINTS AS INDICATED AND NO CLOSER THAN 30'-0" OC. NO REINFORCING IN THESE WALLS IS ALLOWED TO BE CUT. LOCATE ALL PIPING AND CONDUIT OUTSIDE OF REINFORCED CELLS. TWO VERTICAL REINFORCING BARS, SPACED 8" APART, SHALL BE LOCATED AT EACH END OF THE SHEAR WALL. ALL VERTICAL REINFORCEMENT IS FULL WALL HEIGHT, UNO. BELOW GRADE SHEAR WALL PENETRATIONS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE SHEAR WALL LENGTH.

1/8" = 1'-0"

FOUNDATION PLAN

1/8" = 1'-0"

FOUNDATION PLAN - DUMPSTER ENCLOSURE

FOUNDATION PLAN NOTES - DUMPSTER ENCLOSURE:

1. REINFORCE 8" CMU WALLS WITH #5@8" OC.

2. PROVIDE WF4.0 WALL FOOTING.

3. PROVIDE BP-A AT GATE POSTS W/ (4) 5/8" DIAMETER x 8" SCREW ANCHORS.

A A

4 6

B B

C C

D D

F F

G G

13 20

H H

3 8 18

J J

9 17

K K

W24x55 W21x44 (+14' - 11") W18x35 W21x44

W x5

W x1

W x3

W16x26W16x26W16x26

W x4

W x1

W x2

W30x90

W30x90

W21x44

W24x55

W24x55

W21x44 W16x36 [NC]

W x1

W21x44W16x36 W24x55

W24x55

W x5

W x2

W24x62 W21x44

W x2

W x2

W x1

W21x44 W x1

W x1

W x1

W x1

W x2

W x2

W x3

W x3

W x3

W21x44

W x1

W x2

W x2

W x2

W x2

W x2

W x1

W x1

W x1

W x1

W x1

W x2

W x2

W x2

W x2

W x2

W24x55

W x2

W x2

W x3

W21x44

W x2

W x2

W x2

W x2

W x2

W x2

W x4

W x2

W x2

W x2

W x4

N C

W x2

W x2

W x4

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x2

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W x1

W10x12

W21x44

W x1

W x2

W x2

W x2

W x1

W14x22

W x2

W x2

W x2

W x2

S4.1.1

S4.1.1

S4.1.1

W14x22

W x3

W x3

W x3

W x3

W21x44

W18x35 [NC] W18x35 W16x26 W16x26 W24x55

W14x22

W x2

W x4

W x3

W x3

W x2

N C

W18x35 W18x35

W x1

5 7 10 16 19 22 25 27

S4.1.1

W16x26

5"

W10x12

W x3

W x1

W x1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

S4.1.1

24K10

24K10

24K10

24K10

24K10

24K10

24K10

24K10

24K10

24K10

24K10

24K10

24K10

/8

4' - 7"

HSS6x5x1/4 W/

W x2

W x2

CONNECT SLAB TO CMU WITH

L4x4x1/4 AND WITH 5/8” DIA

ADHESIVE ANCHORS AT 8” OC,

GROUT CMU SOLID AT ANCHORS.

HSS7x5x1/4 BELOW

5"

(1

E Q

S P

A C

E S

STAIR 2STAIR 1

STAIR 3

STAIR 4

W10x12

W x1

5"

5"

W x1

ALL CANOPY MEMBERS ARE

HSS 8x3x1/4 UNO AND AT

ELEVATION (+9' - 5 1/8") UNO

10' - 0"

/8

W x1

W10x12

W x3

/1 " 12

S4.1.1

S4.1.1

CONNECT HSS4x4 TO EACH HSS7x7 COLUMN

G.9

J.9

W x2

W x2

W x2

W18x35

W8x24 W8x24 W8x24

W x1

W x3

L2

L

L

L

L

L

L

L

L1

L1

L

L

L

L1

L1L1L1

L 1L

L1L1L1

L2

L

L1 L2 L2

L2

L

W x2

8" CMU SHEAR WALL BELOW & ABOVE SLAB

L1

W x1

W x1

EQ EQ

EQ EQ

JB

E

JB

E

ALL CANOPY MEMBERS ARE

HSS 8x3x1/4 UNO AND AT

ELEVATION (+9' - 5 1/8") UNO

6' - 1 7/8" 6' - 11 13/16"

/2 k k k k

50k 50k

3" JOIST BEARING

SEATS AT EACH END

5"

L2

W10x12

BP3

12 - #5 x 12'-0" AT 12"OC AT

MID-DEPTH OF 5" SLAB

S4.1.1

S4.1.1

5"

S4.1.1 w/ 2ND L1 AT LOUVER

L1

L

5"

PROVIDE CONT L5x5x5/16

AT SIDES OF ALL FLOOR

OPENNINGS. WELD L5x5

TO BEAM FLANGE

SIM

SIM

SIM

PROVIDE 5/10" BENT PL W/

DBA ALONG THIS

OPENING (SIM TO 6/S4.1.1)

L1, TYPICAL AT 5

LOCATIONS

ALONG THIS WALL C

AO

M M O N

W

EA

LTH OF

V

I R G I N I

P

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E

SS I

N

N

AL EN

G I

R E E03-01-2024

PAUL J. GAGNON

Lic. No. 029696

M O

S E

L E

Y A

R C

H

IT

E C

T S

.C O

M

PROJECT NO:

DATE:

N

O R

F O

L K

S T

R E

E T

R

IC

H

M O

N D

V

A

P H

O N

E

-7

X

-5

A

B

C

D

E

1 2 4 53 6 7 8 9 10

F

G

H

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/2

/2

:3 :0

P

M

SECOND FLOOR

FRAMING PLAN

S T

A U

N T

O N

J

D R

C O

U R

T S

F A

C

IL

IT

Y

W E

S T

B E

V E

R L

Y S

T R

E E

T C

IT

Y

O F

S T

A U

N T

O N

, V A

S2.1.1

630874

MARCH 1, 2024

FLOOR FRAMING PLAN NOTES:

1. TOP OF SECOND FLOOR SLAB (+15'-4") RELATIVE TO FINISHED FIRST FLOOR.

2. TOP OF STEEL BEAMS SHALL BE (-0'-5") RELATIVE TO FINISHED SECOND FLOOR, UNO.

3. TOP OF STEEL BEAMS INDICATED THUS (+X'-X") ON PLAN SHALL BE REFERENCED

FROM FINISHED FIRST FLOOR ELEVATION.

4. FLOOR CONSTRUCTION SHALL BE 3" NORMAL WEIGHT CONCRETE SLAB ON 2" COMPOSITE

FLOOR DECK TYPE 2 (5'' TOTAL SLAB THICKNESS). REINFORCE SLAB WITH

6x6-W2.9xW2.9 WWF AT MID-DEPTH. REFER TO DRAWING S4.0.1 FOR STEEL DECK SCHEDULE.

5. PLACE CONCRETE MONOLITHICALLY ON STEEL FLOOR DECK. CONSTRUCTION JOINTS MAY BE PERMITTED

ONLY AFTER APPROVAL OF THE ARCHITECT / STRUCTURAL ENGINEER.

6. CONCRETE THICKNESS INDICATED ON FLOOR DECK SHALL BE OF A UNIFORM THICKNESS.

7. ALL FLOOR BEAMS SHALL RECEIVE 3/4" DIAMETER x 4" LONG HEADED SHEAR STUDS AT 12" OC, UNO.

ALL BEAMS NOTED [NC] SHALL BE NON-COMPOSITE (SHEAR STUDS NOT REQUIRED).

AT ALL FLOOR BEAMS AT OR LIGHTER THAN A W14x22, DESIGN END OF BEAM CONNECTION FOR A 20K REACTION, UNO.

AT ALL W16 FLOOR BEAMS, DESIGN END OF BEAM CONNECTIONS FOR A 30K REACTION, UNO.

AT ALL W18 FLOOR BEAMS, DESIGN END OF BEAM CONNECTIONS FOR A 40K REACTION, UNO.

AT ALL W21 FLOOR BEAMS, DESIGN END OF BEAM CONNECTIONS FOR A 50K REACTION, UNO.

AT ALL W24 FLOOR BEAMS, DESIGN END OF BEAM CONNECTIONS FOR A 70K REACTION, UNO.

AT ALL W30 FLOOR BEAMS, DESIGN END OF BEAM CONNECTIONS FOR A 70K REACTION, UNO.

8. COMPOSITE BEAMS ARE DESIGNED UNSHORED.

9. ALL BEAMS ARE EQUALLY SPACED BETWEEN COLUMN GRIDLINES, UNO.

10. REFER TO DRAWING S0.0.1 FOR GENERAL NOTES, PLAN LEGEND, AND STRUCTURAL ABBREVIATIONS.

11. REFER TO DRAWINGS S4.0.1 AND S4.0.2 FOR TYPICAL FRAMING DETAILS AND SCHEDULES.

12. COMPOSITE SLABS (3" CONCRETE ON 2" DECK (5" TOTAL)) HAVE BEEN DESIGNED TO ACCOMMODATE A LIFT SIMILAR TO SKYJACK SJIII 3215/19. LIFTS SHALL NOT EXCEED THIS TOTAL WEIGHT, WEIGHT PER SQUARE FOOT OF LIFT FOOTPRINT AREA OR INDIVIDUAL WHEEL LOAD. NO TWO LIFTS SHALL BE WITHIN 20 FEET OF EACH OTHER IN ANY DIRECTION AT ANY TIME. LIFTS SHALL NOT BE LOCATED ADJACENT TO STOCKPILES OF MATERIAL. FLOOR SLABS SHALL HAVE REACHED THEIR 28 DAY DESIGN STRENGTH PRIOR

TO PLACING ANY LIFT ON THE SLAB.

1/8" = 1'-0"

SECOND FLOOR FRAMING PLAN

A

4 6

C

D

G

13 20

H

3 8 18

J

9 17

K

W21x50 (+31' - 2 1/2")

W16x26 (+30' - 5 1/2") W18x40 (+30' - 5 1/2")

K C

S

W x2

J)

W18x35 (+30' - 5 1/2") W16x26 (+30' - 5 1/2") W14x22 (+30' - 5 1/2")

W24x62 (+30' - 5 1/2")

W x4

J)

W18x40 (+30' - 5 1/2") W18x40 (+30' - 5 1/2")

W x2

J)

W14x22 (+31' - 0 1/2")W14x22 (+31' - 0 1/2")W14x22 (+31' - 0 1/2")W21x44 (+31' - 0 1/2")W21x55 (+31' - 0 1/2")

W24x55 (+30' - 5 1/2")

K

K

W x3

J)

K C

S

K

K

K

K

K

K

K C

S

K

K C

S

K C

S

W x2

K

K

K

K

W x2

K

W16x31 (+31' - 2 1/2") W18x35 (+31' - 2 1/2")

W27x102 (+31' - 8 1/2")

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

K

W18x35 (+31' - 8 1/2")

W18x35 (+31' - 2 1/2")

W21x50 (+31' - 8 1/2")

K

K

K

K

K

K

K C

S

K C

S

K C

S

K C

S

K C

S

K

K

K C

S

K

K

K

K

W x2

J)

K C

S

K C

S

K C

S

K C

S

K

K

W x3

K

K

K

K

K

K

K

K

K

K

K

K C

S

K

K

K

K

K

K

K

K C

S

K C

S

K C

S

K C

S 2 W x2

J)

W x1

J)

W x2

J)

K

K

K

K

K

K

K

K

K

K

K

K C

S

K

K

K

K

K

K

K

K

K

K

S4.2.1

S4.2.1

W x1

J)

S4.2.1

K

K

5 7 10 16 19 22 25 27

K

K

K

K

K

W16x31 (+31' - 2 1/2")

W16x31 (+31' - 8 1/2")

W16x26 (+30' - 5 1/2")

W x5

J)

K

S4.2.1

S4.2.1

S4.2.1

S4.2.1

S4.2.1

S4.2.2

W18x35 (+30' - 5 1/2")

S4.2.2

S4.2.2

S4.2.2

S4.2.2

W16x26 (+31' - 0 1/2")

RTU-2

8650 LBS

RTU-1

6457 LBS

K C

S

W x2

J)

S4.2.1

K

K

S4.2.1

S4.2.1

K

K

K

K

W16x26 (+30' - 8")

ROOF HATCH

S4.2.2

S4.2.2

W12x14

W12x14

W x1

J)

" W18x35

/2 " 9

S4.2.2

G.9

J.9

K C

S

K C

S

K C

S

K

CFSF BOX BEAM HEADER

WITH CFSF JAMBS CFSF BOX BEAM HEADER

WITH CFSF JAMBS

L

K

K

K

L

L

L

L

L

L1

L

L1

L

L

L

L

L

L

L

L3

L

L1

L2

NOTE 9

EQ EQ

S4.2.1

SIM

W x2

J)

K

NOTE 12

NOTE 11

NOTE 10

NOTE 12

W x2

J)

NOTE 13

CONT MC6

CONN SRD TO CMU WALL

PER SECTION 7/S4.2.1(SIM)

NOTE 14

EXTEND DOUBLE HSS'S TO GRIDLINE 23

JBE (+30'-4")JBE (+30'-4")

JBE (+30'-4")

JBE (+31'-4")

JBE (+31'-4")

C

AO

M M O N

W

EA

LTH OF

V

I R G I N I

P

O

R O F

E

SS I

N

N

AL EN

G I

R E E03-01-2024

PAUL J. GAGNON

Lic. No. 029696

M O

S E

L E

Y A

R C

H

IT

E C

T S

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M

PROJECT NO:

DATE:

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ROOF FRAMING PLAN

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S2.2.1

630874

MARCH 1, 2024

ROOF FRAMING PLAN NOTES:

1. TOP OF STEEL BEAMS INDICATED THUS (+X'-X") ON PLAN SHALL BE REFERENCED FROM

FINISHED FIRST FLOOR ELEVATION.

2. STEEL ROOF DECK SHALL BE 1 1/2" WIDE RIB ROOF DECK (DECK TYPE 1), UNO. REFER TO STEEL DECK SCHEDULE ON DRAWING S4.0.1 FOR DECK TYPES INDICATED ON PLAN. REFER TO FRAMING

PLAN AND ARCHITECTURAL AND STRUCTURAL SECTIONS FOR EXTENT OF DECK TYPES.

3. ALL BEAMS AND JOISTS ARE EQUALLY SPACED BETWEEN COLUMN GRIDLINES, UNO.

4. REFER TO DRAWING S0.0.1 FOR GENERAL NOTES, PLAN LEGEND, AND STRUCTURAL ABBREVIATIONS.

5. REFER TO DRAWINGS S4.0.1 AND S4.0.2 FOR TYPICAL FRAMING DETAILS AND SCHEDULES.

6. WHERE JOISTS BEAR ON TOP OF COLUMN, PROVIDE 1/2" CAP PLATE. COORDINATE SIZE TO

ALLOW FOR JOIST BOLTS WHERE REQUIRED.

7. ELEVATOR HOIST BEAMS SHALL BE W6x25 (+28'-4") AND BEAR ON CMU ELEVATOR WALLS WITH BP1.

COORDINATE HOIST BEAM LOCATION WITH APPROVED ELEVATOR SHOP DRAWINGS.

8. PROVIDE LINTEL AT L1 STAIR AND ELEVATOR DOOR OPENINGS, UNO.

9. BEAR JOIST ON STIFFENED L5x5x3/8 x 1'-0" SEAT WELDED TO COLUMN WITH 3/16" FILLET

WELD ALL AROUND. COPE BEAM FLANGE IF NEEDED.

1/8" = 1'-0"

ROOF FRAMING PLAN

10. DOUBLE HSS2 1/2x2 1/2x1/4 WITH L4x4x1/4 x 0'-4" SEAT AT EACH END. WELD SEAT TO TOP CHORD OF JOIST AND BEAM FLANGE.

11. CONNECT EACH HSS7x7 COLUMN TO W18 TOP FLANGE WITH DOUBLE L CONNECTION TO ALLOW FOR 1" VERTICAL BEAM DEFLECTION.

12. L4x4x1/4 FOR STEEL ROOF DECK SUPPORT CONN L TO CMU PER 7/S4.2.2.

13. EXTEND MC6 TO CMU AND CONNECT TO CMU WITH L3x3x1/4x1'-4" SEAT AND (2) 5/8" DIAMETER SCREW ANCHORS SPACED 12" APART.

14. WELD MC6 WEB TO COLUMN WEB WITH L4x4x3/8 x 0'-5 1/2".

15. PROVIDE L FRAMING AT ROOF DRAINS. FOR DRAIN LOCATIONS, REFER TO DRAWING A10.1.

H H

3 8 18

J J

9 17

K K

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

H S

S x4 x1

/4

S4.2.1

K

K

K

H S

S x4 x1

/4

5 7 19 22 25 27

K

K

S4.2.1

S4.2.1

S4.2.2

S4.2.1

S4.2.2

S4.2.2

S4.2.2

S4.2.2

H S

S x4 x1

/4

W21x44 (+34' - 6")

W16x26 (+38' - 8")

W18x35 (+34' - 6")W18x35 (+34' - 6")

S4.2.2

H S

S x4 x1

/4

CONT L5x5

HSS12x4x3/8 (+35' - 3")HSS12x4x3/8 (+35' - 3")

S4.2.1

J.9

JBE (+38'-8")

JBE (+38'-8")

SIM

C O

N T

L x5

S4.2.2

W x1

J)

HSS12x4x3/8 (+35' - 3")HSS12x4x3/8 (+35' - 3")HSS12x4x3/8 (+35' - 3") SUPPORT L5x5 WITH L4x4x1/4

POST AND PROVIDE BEARING

CONDITION SIMILAR TO 1/S4.2.2

EXTEND 8" CFSF STUD WALLS

TO UNDERSIDE OF HSS AND

PROVIDE DEFLECTION TRACK

AT COLUMNS ON GRID LINE J,

PROVIDE HSS8x4x1/4 BRACKET

TO SUPPORT STEEL ROOF DECK

W21x44 (+34' - 6")

HSS12x4x3/8 (+35' - 3")HSS12x4x3/8 (+35' - 3") 1' - 4"

4' - 11"

C O

N T

L x5

S4.2.2

S4.2.1

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AO

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AL EN

G I

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PAUL J. GAGNON

Lic. No. 029696

M O

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PROJECT NO:

DATE:

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UPPER ROOF AND

CANOPY FRAMING

PLAN

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S2.2.2

630874

MARCH 1, 2024

1/8" = 1'-0"

UPPER ROOF AND CANOPY FRAMING PLAN

UPPER ROOF FRAMING PLAN NOTES

1. SLOPING CANOPY ROOF PLANE SHALL BE SUPPORTED BY A SYSTEM OF CFSF RAFTERS @ 16” OC AND CFSF VALLEY BEAMS. REFER TO ARCH ROOF

PLAN FOR ROOF SLOPES.

BELOW GRADE PIPING WITH

PIPE SLEEVE SIZED TO ALLOW

1" CLEARANCE ALL AROUND

PIPE. FILL SPACE WITH

COMPRESSIBLE MATERIAL

CONTINUOUS

REINFORCING

CONTINUOUS

REINFORCING

BACKFILL EXCAVATION WITH

FLOWABLE FILL OR CONTROLLED

COMPACTED FILL PRIOR TO

FOOTING PLACEMENT

REFER TO CIVIL OR

PLUMBING DWGS

FOR PIPE INVERTS

PIPE TRENCH BACKFILL AT FOOTINGFOOTING SLEEVE

(PIPE PLACED PRIOR TO FOOTING)

CONTINUOUS

REINFORCING

3" CLR, TYP

C L R

T

Y P

LONGITUDINAL

REINF

TOP OF FTG ELEVATION

INDICATED ON PLAN

FOOTING STEP PLAN AT CORNER PLAN AT INTERSECTION

M

IN

M

IN

1'

0" M

IN

M A

X

1' - 0" MIN

1' - 0" MIN

M A

X

H

(2 x H) MIN

CONSTRUCTION JOINT

WALL FOOTING FORMED KEY JOINTWALL FOOTING

WALL FOOTING

3" CLR

C L R

3" CLR

2' - 0" LAP

C L R

SPLICE TOP BARS SIMILARLY

3' - 0" MIN

M

IN

2' - 0" MIN

UTILITY TRENCH SHALL

NOT CROSS THIS PLANE

ADJACENT FOOTING TRENCH

SHALL NOT CROSS THIS PLANE

BOT OF FTG

EXCAVATION SHORING

OR BRACING MAY BE

REQUIRED. REFER TO

CIVIL DWGS

COLUMN AND FOOTING

STEEL COLUMN

REFER TO FDN PLAN

REFER TO FDN

PLAN FOR TOP

OF FOOTING EL

FIN FLOOR

SEPARATE POUR

PROVIDE MIN 3" COVER

AROUND BASE PLATE

AND ANCHOR BOLTS

REFER TO COLUMN BASE

PLATE SCHEDULE

T H

IC

K

N E

S S

FOR FOOTING SIZE AND REINFORCING

REFER TO SPREAD FOOTING SCHEDULE

3" CLR

C L R

/2

N S

G R

O U

T

LONGITUDINAL

REINF

TRANSVERSE

REINFORCING

REFER TO FDN

PLAN FOR FTG

ELEVATION

MASONRY WALL

UNO

EQ

UNO

EQ

T H

IC

K

N E

S S

C L R

WIDTH

3" CLR

LONGITUDINAL

REINF

TRANSVERSE

REINFORCING

REFER TO FDN

PLAN FOR FTG

ELEVATION

MASONRY WALL

UNO

EQ

UNO

EQ

T H

IC

K

N E

S S

C L R

WIDTH

3" CLR

C L R

WITH TOP & BOT

REINFORCING

WITH BOT REINFORCING

COLUMN, PIER AND FOOTING

STEEL COLUMN

REFER TO FDN PLAN

REFER TO FDN

PLAN FOR TOP

OF FOOTING EL

FIN FLOOR

SEPARATE POUR

PROVIDE MIN 3" COVER

AROUND BASE PLATE

AND ANCHOR BOLTS

REFER TO COLUMN

BASE PLATE SCHEDULE

T H

IC

K

N E

S S

FOR FOOTING SIZE AND REINFORCING

REFER TO SPREAD FOOTING SCHEDULE

3" CLR

C L R

VERT DOWELS

W/ STD HOOK

TIES

A T

I N

T E

R

IO

R C

O L S

U

N O

A

T E

X T

E R

IO

R

C O

L S

U

N O

(8) BARS

1 1/2" CLR

/2

C L R

PIER SCHEDULE

REFER TO CONC

P

IE

R S

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U L E

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/2

N S

G R

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BASE PLATE,

REFER TO SCHEDULE

ANCHOR RODS,

REFER TO

SCHEDULEE

M B

E D

M E

N T

P R

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JE

C T

IO

N

A S

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Q U

IR

E

D

STANDARD BASE (HSS)

MIN FILLET WELD

SIZE PER AISC

BASE PLATE,

REFER TO SCHEDULE

ANCHOR RODS,

REFER TO SCHEDULE

E M

B E

D M

E N

T P

R O

JE

C

T

IO

N

A S

R E

Q U

IR

E

D

STANDARD BASE (W-SHAPE)

5/16

TYP

W-SHAPE COLUMN,

REFER TO PLAN

C

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AL EN

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PAUL J. GAGNON

Lic. No. 029696

M O

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H

IT

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T S

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PROJECT NO:

DATE:

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TYPICAL FOUNDATION

DETAILS

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S3.0.1

630874

MARCH 1, 2024

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