B09_A1_Attach_2c_YOSE_154910B_AHW_SEISMIC-FINAL_CD_SET_03-30-22_0001.pdf

COLONIAL ROOM

TRESIDDER ROOM

GENERAL NOTES:

I GENERAL

1. MATERIALS AND WORKMANSHIP TO CONFORM WITH THE 2018 EDITION OF THE

INTERNATIONAL BUILDING CODE AND THE REQUIREMENTS OF THE CONTRACT

DOCUMENTS.

2. THESE GENERAL NOTES SUPPLEMENT THE REQUIREMENTS OF THE PROJECT

SPECIFICATIONS. IN CASE OF CONFLICT BETWEEN THE PLANS AND

SPECIFICATIONS, CONTACT THE CONTRACTING OFFICER’S REPRESENTATIVE (COR).

3. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE

CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO

DETAILS SHOWN, USE SIMILAR DETAILS OF CONSTRUCTION, SUBJECT TO REVIEW BY

THE CONTRACTING OFFICER’S REPRESENTATIVE (COR).

4. DETAILS ON SHEETS TITLED “TYPICAL DETAILS” APPLY TO SITUATIONS OCCURRING ON

THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY

REFERENCED. SUCH DETAILS ARE NOT NOTED AT EACH LOCATION THAT THEY OCCUR.

5. DO NOT SCALE THE DRAWINGS.

6. PROVIDE MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING

CONSTRUCTION. SUCH MEASURES INCLUDE, BUT MAY NOT BE LIMITED TO, BRACING

AND SHORING FOR LOADS DURING CONSTRUCTION. RETAIN A REGISTERED CIVIL

ENGINEER WHOM IS PROPERLY QUALIFIED TO DESIGN BRACING, SHORING, ETC.

VISITS TO THE SITE BY THE COR WILL NOT INCLUDE OBSERVATION OF THE ABOVE

NOTED ITEMS.

7. INFORMATION SHOWN ON THE DRAWINGS RELATED TO EXISTING CONDITIONS

REPRESENTS THE PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY.

REPORT CONDITIONS THAT CONFLICT WITH THE CONTRACT DOCUMENTS TO THE COR.

DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION

FROM THE COR.

8. REFER TO ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF FLOOR, ROOF AND

WALL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. COORDINATE THE

SIZE AND LOCATION OF OPENINGS ASSOCIATED WITH, BUT NOT LIMITED TO,

ELECTRICAL, MECHANICAL AND PLUMBING TRADES. SUBMIT FINAL SIZING AND

LOCATION REQUIREMENTS OF OPENINGS TO THE COR FOR REVIEW.

9. REFERENCE DATUM FOR THE ELEVATIONS IS FINISH FIRST FLOOR, (PER CIVIL

DRAWINGS, ELEVATION = DEFINE ELEVATION OF DATUM IN FEET ABOVE MEAN SEA LEVEL).

II. FOUNDATION AND SITE WORK

1. THE DESIGN OF THE FOUNDATION SYSTEM IS BASED UPON THE CRITERIA AND

RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL INVESTIGATION REPORT

ENTITLED "GEOTECHNICAL INVESTIGATION AHWAHNEE HOTEL" BY TREADWELL AND

ROLLO DATED NOVEMBER 24, 2009.

2. THE GEOTECHNICAL REPORT IS PART OF THE CONSTRUCTION DOCUMENTS.

3. LOCATE AND PROTECT EXISTING UTILITIES TO REMAIN DURING AND/OR AFTER

CONSTRUCTION.

4. REMOVE ABANDONED FOOTINGS, UTILITIES, ETC. WHICH INTERFERE WITH NEW

CONSTRUCTION, UNLESS OTHERWISE INDICATED.

5. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR EXCAVATION PROCEDURES

INCLUDING LAGGING, SHORING, UNDERPINNING AND PROTECTION OF EXISTING

CONSTRUCTION.

6. EXCAVATIONS FOR FOUNDATIONS MUST BE ACCEPTED BY THE GEOTECHNICAL

ENGINEER PRIOR TO PLACING REINFORCING AND CONCRETE. NOTIFY THE

GEOTECHNICAL ENGINEER WHEN EXCAVATIONS ARE READY FOR INSPECTION.

7. PLACE BACKFILL BEHIND RETAINING WALLS AFTER CONCRETE OR MASONRY HAS

ATTAINED FULL DESIGN STRENGTH. BRACE BUILDING AND PIT WALLS BELOW

GRADE FROM LATERAL LOADS UNTIL ATTACHED FLOORS AND SLABS ON GRADE

ARE COMPLETE AND HAVE ATTAINED FULL DESIGN STRENGTH.

8. MECHANICALLY COMPACT EXCAVATION BACKFILLS IN LAYERS. PROVIDE THE

FOLLOWING MINIMUM COMPACTION IN ACCORDANCE WITH THE ASTM D1557 TEST METHOD:

LOCATION MAXIMUM DRY DENSITY

TRENCH AND WALL BACKFILL 90%

UPPER 6” OF SOIL BENEATH FILL 90%

FILL BENEATH SLAB ON GRADE 90%

FILL BENEATH FOOTINGS 95%

OTHER 90%

V. CAST-IN-PLACE CONCRETE

1. CONCRETE IS REINFORCED AND CAST-IN-PLACE UNLESS OTHERWISE NOTED. WHERE

REINFORCING IS NOT SPECIFICALLY SHOWN OR WHERE DETAILS ARE NOT GIVEN,

PROVIDE REINFORCING SIMILAR TO THAT SHOWN FOR SIMILAR CONDITIONS, SUBJECT TO

REVIEW BY THE COR. (SUBSTITUTION OF SHOTCRETE FOR CAST-IN-PLACE CONCRETE IS

NOT ACCEPTABLE.)

2. ROUGHEN CONCRETE SURFACES OF CONSTRUCTION JOINTS TO 1/4 INCH AMPLITUDE

AND CLEAN OF LAITANCE, FOREIGN MATTER, AND LOOSE PARTICLES AT THE FOLLOWING

LOCATIONS: (WHERE CAST AGAINST EXISTING CONCRETE; AT WALL, COLUMN AND BEAM

JOINTS; WHERE CAST EXISTING MASONRY/STONE, ETC.)

3. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOCATIONS OF

ADDITIONAL CONCRETE CURBS AND HOUSEKEEPING PADS NOT SHOWN.

4. CONCRETE CLEAR COVER TO REINFORCING BARS IS AS FOLLOWS, UNLESS OTHERWISE

NOTED:

LOCATION CLEAR COVER

CONCRETE PLACED AGAINST EARTH 3 INCHES

FORMED SURFACES EXPOSED TO WEATHER

OR IN CONTACT WITH EARTH:

#6 BARS AND LARGER 2 INCHES

#5 BARS AND SMALLER 1 1/2 INCHES

RAT SLAB ON GRADE (TOP CLEARANCE) 1 1/2 INCHES

WALL OR SLAB SURFACES NOT EXPOSED

TO WEATHER OR EARTH:

#5 & SMALLER 3/4 INCH

#6 & #7 1 INCH

#8, #9, #10 & #11 1 1/2 INCHES

#14 & #18 2 1/2 INCHES

5. CONCRETE TYPES:

A. FOUNDATIONS, MISC. CURBS, HOUSEKEEPING PADS, ETC.:

1. 28-DAY STRENGTH: F'C = 4,000 PSI

2. TYPE: NORMAL WEIGHT

B. SLAB ON GRADE AND RAT SLAB ON GRADE:

1. 28-DAY STRENGTH: F'C = 2,500 PSI

2. TYPE: NORMAL WEIGHT

C. WALLS AND COLUMNS:

1. 28-DAY STRENGTH: F'C = 4,000 PSI

2. TYPE: NORMAL WEIGHT

D. FILL ON METAL DECK:

1. 28-DAY STRENGTH: F'C = 4,000 PSI

2. TYPE: NORMAL WEIGHT

6. CONCRETE FILL THICKNESS SHOWN ON THE FRAMING PLANS ARE MINIMAL

THICKNESSES. NO ALLOWANCES HAVE BEEN SHOWN FOR ADDITIONAL CONCRETE FILL

REQUIRED TO COMPENSATE FOR FRAME, DECK, OR FORMWORK DEFLECTIONS TO

MAINTAIN SURFACE TOLERANCES SPECIFIED.

7. NON-SHRINK GROUT: ASTM C1107, WITH MINIMUM COMPRESSIVE STRENGTH OF 7,000 PSI.

VII. METAL DECKING

1. METAL FLOOR AND ROOF DECK TO HAVE MINIMUM SECTION PROPERTIES SHOWN ON THE

METAL DECK SCHEDULE.

2. FLOOR AND ROOF DECK TO BE GALVANIZED IN ACCORDANCE WITH ASTM A653 COATING

CLASS G90.

3. WHERE POSSIBLE, LAYOUT METAL DECK TO SPAN AT LEAST THREE SPANS CONTINUOUSLY.

TERMINATE ENDS OVER SUPPORTS EXCEPT AT OPENINGS OR BUILDING EDGES WHERE

METAL DECKS MAY BE CANTILEVERED AS SHOWN.

4. SECURE FLOOR METAL DECK TO THE STEEL FRAMEWORK AND TOGETHER AS

SHOWN. UNLESS OTHERWISE NOTED ON THE STRUCTURAL DRAWINGS, MINIMUM DECK

ATTACHMENT SHALL BE AS FOLLOWS:

A. 1/2" EFFECTIVE DIAMETER PUDDLE WELDS AT 12" OC AT TRANSVERSE AND PERIMETER

SUPPORTS. 1/2" EFFECTIVE DIAMETER PUDDLE WELDS AT 16" OC AT LONGITUDINAL

SUPPORTS. 3/16" BUTTON PUNCH OR 1 1/2"” TOP SEAM WELD AT 36" OC AT SIDE LAP

CONNECTIONS.

IX.MECHANICAL ANCHORS

1. EXPANSION OR WEDGE ANCHORS INTO CONCRETE: HILTI KB-TZ (ICC-ESR-1917), SIMPSON

STRONG-BOLT 2 (ICC-ESR-3037) OR POWERS POWER-STUD+ SD2 (ICC-ESR-2502), UNLESS

SPECIFICALLY NOTED OTHERWISE.

2. HEAVY DUTY SLEEVE ANCHORS INTO CONCRETE: HILTI HSL-3 ANCHORS (ICC-ESR-1545)

OR POWERS POWER-BOLT+ (ICC-ESR-3260).

3. UNDERCUT ANCHORS: HILTI HDA (ICC-ESR-1546) (, SIMPSON STRONG-TIE TORQ-CUT (ICC-

ESR-2705); POWERS ATOMIC+ UNDERCUT (ICC-ESR-3067).)

4. SCREW ANCHORS: HILTI HUS-EZ (ICC-ESR-3027), SIMPSON STRONG-TIE TITEN-HD (ICC-

ESR-2713), POWERS WEDGE-BOLT+ (ICC-ESR-2526)

5. ANCHORS INTO CMU: HILTI KB-3 (ICC-ESR-1385), SIMPSON WEDGE-ALL (ICC-ESR-1396) OR

POWERS POWER-STUD SD1 (ICC-ESR-2966).

6. ALL EMBEDMENT DEPTHS NOTED ON DRAWINGS ARE EFFECTIVE EMBEDMENT PER

MANUFACTURER.

7. INSTALL ANCHORS IN ACCORDANCE WITH LATEST ICC-ESR REPORT AND MANUFACTURER

INSTRUCTIONS.

8. PROVIDE STAINLESS STEEL FASTENERS FOR EXTERIOR USE OR WHEN EXPOSED TO

WEATHER. PROVIDE GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS,

UNLESS OTHERWISE NOTED.

9. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE

LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR

DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE

ANCHOR AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK

GROUT. IF THE ANCHOR MAY NOT BE SHIFTED AS NOTED ABOVE, THE ENGINEER WILL

DETERMINE A NEW LOCATION.

10. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO

FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH

MECHANICAL ANCHORS.

11. ANCHORS REQUIRE PERIODIC SPECIAL INSPECTION AND ARE TO BE PROOF-TESTED BY

OWNER’S TESTING AND INSPECTION AGENCY.

12. TEST ANCHORS NO SOONER THAN 24 HOURS AFTER INSTALLATION.

13.TEST TO THE MANUFACTURER’S RECOMMENDED INSTALLATION TORQUE OR RECOMMENDED

TORQUE IN ICC-ESR REPORT. TESTS ON 100% OF FIRST 25 ANCHORS AND IF NO FAILURES,

REDUCE TESTING TO 25% OF NEXT 25 ANCHORS AND IF STILL NO FAILURE, THEN TEST 10%

OF FUTURE ANCHORS.

VIII. METAL STRUT SYSTEM

1. METAL STRUT FRAMING COMPONENTS AND HARDWARE DESIGNATIONS SHOWN ON

THE DRAWINGS ARE BASED ON UNISTRUT PART NUMBERS. ALTERNATE METAL

STRUT FRAMING SYSTEMS WITH EQUIVALENT PROPERTIES MAY BE SUBMITTED FOR

REVIEW AND APPROVAL PRIOR TO INSTALLATION.

2. INSTALL METAL STRUT FRAMING SYSTEM IN ACCORDANCE WITH MANUFACTURER'S

INSTRUCTIONS.

3. USE 1/2" DIAMETER BOLTS WITH SPRING NUTS AT CONNECTIONS UNLESS OTHERWISE

NOTED. TIGHTEN BOLTS TO A TORQUE OF 50 FOOT-POUNDS.

4. METAL STRUT FRAMING FINISH: PRE-GALVANIZED (PG), G90 PER ASTM A653.

A. WHERE EXPOSED TO WEATHER, PROVIDE HOT-DIP GALVANIZED FINISH TO STRUT

FRAMING, BOLTS, NUTS, WASHERS, AND OTHER HARDWARE PER ASTM A123 OR A153.

5. STRUT TO BE SOLID (NO SLOTS) OR WITH HS HOLE PATTERN STYLE ONLY.

SLOTTED, HALF SLOTTED, PUNCHED OR CHANNELS WITH KNOCKOUTS ARE NOT

PERMITTED.

6. ALL THROUGH BOLT CONNECTIONS AT STRUT FRAMING OR STRUCTURAL STEEL

MEMBERS TO INCLUDE A NUT AND STANDARD WASHER ABOVE AND BELOW

CONNECTED MEMBER, UNLESS OTHERWISE NOTED.

VI.STRUCTURAL STEEL

1. STRUCTURAL STEEL TO CONFORM TO THE FOLLOWING UNLESS OTHERWISE

NOTED:

SECTIONS

ROLLED SHAPES:

WIDE FLANGES

CHANNELS, ANGLES, & OTHER

PLATES:

COLUMN BASE PLATES

BRACE GUSSET PLATES

BEAM SHEAR CONNECTION PLATES

COLUMN CONTINUITY PLATES

BEAM STIFFENER PLATES

EDGE OF DECK BENT PLATE

OTHER

STEEL PIPE

COLD FORMED STRUCTURAL TUBING (HSS)

STAINLESS STEEL SHAPES, PLATES & BARS

BOLTS

MACHINE BOLTS

STAINLESS STEEL BOLTS

ANCHOR RODS

ALL-THREAD ROD AND THRU BOLTS

HIGH STRENGTH ALL-THREAD ROD

STAINLESS STEEL ALL-THREAD ROD

HANGER ROD

WELDED SHEAR STUD CONNECTORS

WELDED THREADED STUDS

NUTS FOR BOLTS AND MACHINE BOLTS

STAINLESS STEEL NUTS

HARDENED WASHERS FOR BOLTS

UNHARDENED FLAT WASHERS

STAINLESS STEEL WASHERS

BEVELED WASHERS

2. HOT DIP GALVANIZE IN ACCORDANCE WITH ASTM A123 AND ASTM A153

STRUCTURAL STEEL AND FASTENERS THAT ARE PERMANENTLY EXPOSED TO THE

WEATHER. REPAIR GALVANIZING AFTER WELDING IN ACCORDANCE WITH ASTM A780.

3. STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO VIEW IN THE COMPLETED

BUILDING ARE DESIGNATED ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS).

4. ARC-WELDING ELECTRODES/FILLER METALS TO BE LOW HYDROGEN TYPES E7XTX,

E7XTXX OR E70XXX MINIMUM AS APPLICABLE. ELECTRODES WITH CHARPY V-NOTCH

TESTS VALUES OF A MINIMUM 20 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT AND 40

FOOT- POUNDS AT 70 DEGREES FAHRENHEIT ARE TO BE USED AT ALL WELDS OF THE

SEISMIC LATERAL FORCE RESISTING SYSTEM (SLRS), WHERE DESIGNATED “DC” ON THE

DRAWINGS AND THE FOLLOWING LOCATIONS:

A. COMPLETE JOINT PENETRATION WELDS

B. BEAM TO COLUMN MOMENT CONNECTIONS – INCLUDING FLANGE, WEB, DOUBLER PLATES,

BASE PLATES, AND CONTINUITY PLATE FILLET AND PARTIAL JOINT PENETRATION WELDS.

C. BRACE CONNECTIONS – INCLUDING BRACE, GUSSET, BASE PLATES, BEAM STIFFENER

PLATES, AND CONTINUITY PLATE FILLET AND PARTIAL JOINT PENETRATION WELDS.

D. COLLECTORS – SHEAR TABS, FLANGE AND WEB WELDS

5. WHERE FIELD WELDING IS NOTED, THE DESIGNATION IS GIVEN AS A SUGGESTED

CONSTRUCTION PROCEDURE ONLY.

6. STEEL NOT GALVANIZED SHALL BE SHOP PRIMED AND PAINTED WITH TENMEC PAINT IN

ACCORDANCE WITH THE SPECIFICATIONS

TYPE

ASTM A992

ASTM A36

ASTM A572, GR 50

ASTM A572, GR 50

ASTM A572, GR 50

ASTM A572, GR 50

ASTM A36

ASTM A36

ASTM A572, GR 50

ASTM A53 GRADE B

ASTM A500 GRADE B

ASTM A276, TYPE 304L

ASTM A325X, F1852X

ASTM A307, GRADE A

ASTM A193 B8M, CLASS 1

ASTM F1554, GR55 W/ WELD

ABLE SUPPLEMENT S1

ASTM [A36;A572, GR50]

ASTM A193 B7, GR105

ASTM A193 B8M CLASS 2

ASTM A572, GR50

ASTM A108, GRADE 1015 TO 1020

ASTM A108, GRADE 1015 TO 1020

ASTM A563

ASTM A194 GR8M

ASTM F436

ASTM F844, ANSI B18.22.1

ASTM A276, TYPE 304

ANSI B18.23.1

IV.REINFORCING STEEL

1. REINFORCING TO CONFORM TO THE FOLLOWING, UNLESS OTHERWISE NOTED:

REINFORCING STEEL TYPE

#5 AND SMALLER ASTM A615, 60 KSI

#6 AND LARGER & BARS TO BE WELDED ASTM A706, 60 KSI

2. EPOXY COATED REINFORCING STEEL WHERE SPECIFIED IN DRAWINGS

SHALL BE EPOXY COATED IN ACCORDANCE WITH ASTM A.775. BARS SHALL BE

HANDLED WITH CARE TO PROTECT THE EPOXYCOATING AND ANY DAMAGE SHALL

BE PROTECTED WITH A SUITABLE EPOXY.

3. MECHANICAL COUPLERS: TYPE 2 PER ACI-318, UNLESS OTHERWISE NOTED.

4. TERMINATE REINFORCING STEEL IN STANDARD HOOKS, UNLESS OTHERWISE SHOWN.

III. SHOTCRETE

1. USE SHOTCRETE ONLY WHERE DESIGNATED ON THE DRAWINGS. NO

SUBSTITUTION OF SHOTCRETE FOR CAST-IN-PLACE CONCRETE IS ALLOWED.

2. COMPLY WITH THE REQUIREMENTS OF THE CAST-IN-PLACE CONCRETE AND

REINFORCING STEEL SECTIONS OF THESE GENERAL NOTES, EXCEPT AS

MODIFIED IN THIS SECTION.

3. SHOTCRETE TYPES:

LOCATION 28-DAY STRENGTH

BEAM 4000 PSI

WALLS 4000 PSI

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TITLE OF SHEETSUB SHEET NO.DESIGNED:

TECH. REVIEW:

DATE:

DRAWING NO.

PMIS/PKG NO.

154910B

SHEET

OF

THE AHWAHNEE SEISMIC STRENGTHENING

THE AHWAHNEE, YOSEMITE NP 20103/30/2022

YOSE 104 178131DEGENKOLB

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GENERAL NOTES A

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100% FINAL CONSTRUCTION DOCUMENTS

GENERAL NOTES CONTINUED:

XI. ADHESIVE ANCHORS AND DOWELS

1. ANCHORS AND DOWELS INSTALLED INTO CONCRETE: HILTI HY-200 (ICC-ESR-3187),

SIMPSON STRONG-TIE SET-XP (ICC-ESR-2508) OR POWERS PURE 110+ (ICC

ESR-3298).

ALL EMBEDMENT DEPTHS NOTED ON DRAWINGS ARE EFFECTIVE EMBEDMENT PER

MANUFACTURER.

2. THE TESTING LABORATORY IS TO PERFORM TENSION TESTS ON 100% OF FIRST 25

ANCHORS AND IF NO FAILURES, REDUCE TESTING TO 25% OF NEXT 25 ANCHORS AND

IF STILL NO FAILURE, THEN TEST 10% OF FUTURE ANCHORS. TEST TO THE FOLLOWING

TEST LOADS:

3. ANCHORS: ASTM A36 THREADED RODS WITH ASTM A563 GRADE A NUTS AND

ANSI B18.22.1 TYPE A WASHERS, UNLESS OTHERWISE NOTED. ANCHORS

DESIGNATED AS ASTM A193 GRADE B7 THREADED RODS TO USE ASTM A563

GRADE DH HEAVY HEX NUTS AND ASTM F436

WASHERS.

4. REBAR DOWELS: ASTM A615 GRADE 60 REINFORCING STEEL W/ EMBEDDMENT

SPECIFIED IN DRAWINGS.

5. INSTALL ANCHORS IN ACCORDANCE WITH LATEST ICC-ESR REPORT AND

MANUFACTURER INSTRUCTIONS. DRILLED HOLE TO BE THOROUGHLY CLEANED OF

ALL DRILLING DUST WITH WIRE BOTTLE BRUSH AND VACUUM.

6. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE

HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF

2 ANCHOR DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE

BETWEEN THE DOWEL AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE

WITH NON-SHRINK GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED

AS NOTED ABOVE, THE ENGINEER WILL DETERMINE A NEW LOCATION.

7. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO

FABRICATING PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH

ADHESIVE ANCHORS.

ROD DIA

OR BAR

SIZE

CMIN

TEST LOAD (LBS)

ANCHOR LOCATED >

CMIN & < 12" FROM

EDGE

ANCHOR

LOCATED > 12"

FROM EDGE

3/8", #3

1/2", #4

5/8", #5

3/4", #6

7/8", #7

1", #8

2"

2 1/2"

3"

4"

4 1/2"

5"

1,300

2,000

2,800

3,700

3,700

4,800

1,600

3,400

4,200

5,000

5,000

6,100

XII. STRUCTURAL TESTS, INSPECTIONS, AND OBSERVATIONS

1. AN INDEPENDENT TESTING AGENCY AND SPECIAL INSPECTORS WILL BE

RETAINED BY THE OWNER TO PERFORM TESTS AND INSPECTION.

2. THE FOLLOWING ITEMS REQUIRE TESTS AND INSPECTIONS IN ACCORDANCE

WITH THE REQUIREMENTS OF THE CHAPTER “STRUCTURAL TESTS AND

INSPECTIONS” OF THE APPLICABLE CODE. REQUIREMENTS FOR TESTS

AND INSPECTIONS ARE IDENTIFIED IN THE SPECIFICATIONS.

A. SOILS AND EXCAVATIONS

B. REINFORCING STEEL

C. CAST-IN-PLACE CONCRETE

D. SHOTCRETE

E. STRUCTURAL STEEL

F. METAL DECK

G. POST-INSTALLED ANCHORS

H. ROUGH CARPENTRY

I.SEISMIC LATERAL RESISTING SYSTEM (SLRS)

3. PROVIDE TESTS AND INSPECTIONS IN ACCORDANCE WITH THE NPS

TESTING AND INSPECTION FORM. REQUIREMENTS FOR TESTS AND

INSPECTIONS ARE IDENTIFIED IN THE SPECIFICATIONS.

4. NOTIFY THE ENGINEER AT SIGNIFICANT CONSTRUCTION STAGES 72 HOURS

IN ADVANCE AND PROVIDE ACCESS FOR THE FOLLOWING STRUCTURAL

OBSERVATIONS:

A. FOUNDATIONS

1. REINFORCEMENT

B. STEEL FRAMING

1. FRAMING BEAMS AND COLUMNS

2. TRUSSES

3. METAL DECKING AND SHEAR CONNECTORS

C. WOOD FRAMING

1. FRAMING BEAMS AND COLUMNS

2. SHEAR WALLS AND HOLD DOWNS

3. DIAPHRAGMS AND COLLECTORS

D. CONCRETE

1. WALL REINFORCEMENT AND BOUNDARY ELEMENTS

2. FRAME REINFORCING- BEAMS AND COLUMNS

3. SLAB REINFORCING

XIII. DESIGN CRITERIA

1. APPLICABLE CODE: 2018 INTERNATIONAL BUILDING CODE

2. FOUNDATIONS HAVE BEEN DESIGNED WITH THE FOLLOWING CRITERIA:

A. CONTINUOUS STRIP/ WALL FOOTINGS:

1. ALLOWABLE SOIL PRESSURE FOR DL + LL = 2,000 PSF

2. ALLOWABLE SOIL PRESSURE FOR DL + LL + EQ = 4,000 PSF

3. COEFFICIENT OF FRICTION = 0.3

4. PASSIVE RESISTANCE = 300 PCF

3. GRAVITY LOADS:

A. SUPERIMPOSED DEAD LOADS:

1. FIRST FLOOR 20 PSF

2. CATWALK 5 PSF

3. MEP PLATFORMS: SEE DRAWINGS

B. LIVE LOADS:

1. FIRST FLOOR 100 PSF (NONREDUCIBLE)

2. CATWALK 40 PSF (NONREDUCIBLE)

3. MEP PLATFORMS: 40 PSF (NONREDUCIBLE)

4. SEISMIC DESIGN:

WHERE:

SXS=0.6g

5. SNOW DESIGN:

WHERE:

Pg= 60 PSF

6. DEFLECTION CRITERIA:

A. POST COMPOSITE TOTAL SUPER-IMPOSED LOAD (D+L):

1. FLOORS = L/480

7. SUSPENDED LOADING FROM STRUCTURE:

A. ALLOWABLE SUSPENDED LOADS FROM FLOOR WITH

CONCRETE FILL ARE AS FOLLOWS:

1. MAX POINT LOAD ON BEAM = 1,000 LBS.

2. MAX TOTAL LOAD ON CONCRETE FILLED METAL DECK WITHIN ONE DECK

FLUTE OVER THE DECK SPAN = 1,000 LBS.

3. MAX TOTAL LOAD WITHIN THE TRIBUTARY AREA OF ANY BEAM OR

GIRDER = 10 PSF

B. CONNECTION TO STEEL FRAMING TO BE CONCENTRIC AND NOT IMPART

TORSIONAL FORCES.

1. EXCEPTION: AT BEAMS SUPPORTING CONCRETE ON METAL DECK, VERTICAL

HANGERS SUPPORTING LOADS UNDER 200 LBS. MAY BE ATTACHED

TO EDGE OF BOTTOM BEAM FLANGE WITH A MINIMUM SPACING OF TWO FEET

ON CENTER.

8. THE FOLLOWING ARE ITEMS, AND THEIR CONNECTION TO THE STRUCTURE ARE TO BE

DESIGNED BY A SPECIALTY ENGINEER IN ACCORDANCE WITH THE ABOVE LOADING,

DESIGN CRITERIA AND THE APPLICABLE DESIGN CODE:

A. UTILITY DISTRIBUTION SYSTEMS ANCHORAGE AND BRACING

B. EQUIPMENT ANCHORAGE AND BRACING

C. EXCAVATION SUPPORT AND PROTECTION

D. ATTIC CATWALK

DESIGN TEAM

LORING WYLLIE PROJECT PRINCIPAL

ARIEL CREAGH PROJECT ENGINEER

ERIK MCADAMS PROJECT ENGINEER

QUE LE PROJECT CAD/BIM SPECIALIST

MIGUEL MARASIGAN PROJECT CAD/BIM SPECIALIST

X. ROUGH CARPENTRY

1. FRAMING LUMBER: DOUGLAS FIR (COAST REGION) GRADED AND MARKED IN ACCORDANCE

WITH THE STANDARD GRADING RULES NO. 17 OF THE WEST COAST LUMBER INSPECTION

BUREAU (W.C.L.I.B.) OR WESTERN LUMBER GRADING RULES, OF THE WESTERN WOOD

PRODUCTS ASSOCIATION (W.W.P.A.). USE LUMBER OF THE FOLLOWING GRADES:

MEMBER MOISTURE CONTENT WOOD/GRADE

SILLS 19% DF #1 PRESSURE OR PRESERVATIVE

TREATED OR FOUNDATION GRADE

REDWOOD

STUDS 19% DF #2

JOISTS, PLANKS AND PLATES 15% DF #1

BEAMS, 5” & WIDER GREEN DF SELECT STRUCTURAL

BEAMS, 4” & NARROWER GREEN DF #1

POSTS, 6X6 & LARGER GREEN DF SELECT STRUCTURAL

POSTS, 4X6 & SMALLER 19% DF #1

SLEEPER 19% DF #1 PRESSURE OR

PRESERVATIVE TREATED

BLOCKING & BRIDGING 5% DF #2

PLYWOOD BLOCKING 19% DF #1

BACKING, STRIPPING 19% CONSTRUCTION

AND FURRING

2. WOOD FRAMING SIZES ON DRAWINGS ARE STATED IN TERMS OF STANDARD NOMINAL SIZES

3. PANEL SHEATHING: PROVIDE WOOD STRUCTURAL PANELS WITH THE

APPROPRIATETRADEMARK OF APA-THE ENGINEERED WOOD ASSOCIATION AND MEET THE

REQUIREMENTS OF THE VOLUNTARY PRODUCT STANDARD PS-1 OR PS-2 AND APA PRP-108

PERFORMANCE STANDARD, AND THE FOLLOWING UNLESS OTHERWISE NOTED:

A. EXPOSURE 1.

B. GRADE: STRUCT 1.

C. ROOF/FLOOR SPAN RATING: 32/16 MINIMUM.

D. PLYWOOD PANELS TO BE 5-PLY MINIMUM, EXCEPT 3/8” PANELS TO BE 3-PLY MINIMUM.

E. PLYWOOD TO BE CC GRADE WHERE EXPOSED TO WEATHER; CD GRADE ELSEWHERE.

4. ROUGH HARDWARE:

A. NAILS: COMMON WIRE NAILS, STANDARD LENGTHS UON. USE HOT-DIPPED ZINC-COATED

GALVANIZED NAILS FOR EXTERIOR INSTALLATIONS AND WHEN PENETRATING PRESSURE

TREATED OR FIRE-RETARDANT LUMBER.

B. BOLTS AND THREADED RODS: ASTM A307, SQUARE OR HEXAGONAL HEAD MACHINE

BOLTS WITH ASTM A563 NUTS. USE MALLEABLE IRON WASHERS UNDER HEAD AND NUT

WHEN IN CONTACT WITH WOOD. AT SILL PLATES USE 3”X3”X1/4” MINIMUM PLATE

WASHERS.

C. LAG SCREWS: ASTM A307. USE ASTM F844 WASHERS UNDER HEAD WHEN IN CONTACT

WITH WOOD.

D. SCREWS: ASTM A307, ANSI/ASME STANDARD B18.6.1. USE CADMIUM-PLATED PAN OR

ROUND HEADED WOOD SCREWS AT STEEL TO WOOD AND WOOD TO WOOD

CONNECTIONS.

E. MISCELLANEOUS STEEL: ASTM A36.

F. BOLTS, NUTS, WASHERS, STRAPS AND OTHER HARDWARE EXPOSED TO THE WEATHER TO

BE HOT-DIPPED GALVANIZED OR STAINLESS STEEL.

G. FRAMING CLIPS, SHEET METAL STRAPS, ETC.: SIMPSON STRONG-TIE. PROVIDE Z-MAX

COATING WHERE ATTACHED TO PRESERVATIVE TREATED LUMBER.

5. NAILING:

A. PANEL SHEATHING:

a. AT FLOOR AND ROOF SHEATHING, USE RING SHANK NAILS WITH SHANK DIAMETER

EQUAL TO SPECIFIED COMMON NAIL DIAMETER. USE SMOOTH SHANK NAILS AT WALLS.

b. GLUE FLOOR SHEATHING AT ALL POINTS OF CONTACT.

B. PROVIDE MINIMUM NAILING PER THE IBC U.O.N.

6. INSTALL SOLID BLOCKING BETWEEN JOISTS AT ENDS AND OVER SUPPORTS. PROVIDE 2

INCH BY 3 INCH CROSS BRIDGING, METAL BRIDGING, OR SOLID BLOCKING BETWEEN

JOISTS IN SPANS EQUALLY SPACED 8 FEET ON CENTER MAXIMUM AND WHERE INDICATED.

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GENERAL NOTES B

S0.1

100% FINAL CONSTRUCTION DOCUMENTS

REFERENCE SYMBOLS

DETAIL/SECTION

SECTION NUMBER

LINE OF SECTION CUT

DIRECTION OF VIEW

S3.1

DETAIL

DETAIL PLAN OR ELEVATION

SINGLE ELEVATION

GRID LINES

LEVEL LINE

WORK POINT

REVISION

CENTER POINT OF CURVE

REFERENCED ELEVATION

METAL DECK & FILL

PLAN SYMBOLS

CONCRETE FILL

FLOOR DEPRESSIONS

SHEAR CONNECTIONS

COLUMNS

SLAB OPENING

BRACED FRAME OR DIAGONAL BRACE

DRAWING SHEET NUMBER,

HYPHEN INDICATES SAME

SHEET

S5.2

DETAIL NUMBER

DRAWING SHEET NUMBER,

HYPHEN INDICATES SAME

SHEET

LINE OF SECTION CUT

DIRECTION OF VIEW

S6.3 AREA OF DETAIL

S5.1

AREA OF ENLARGED

PLAN OR ENLARGED

ELEVATION

DIRECTION OF VIEW

ELEVATION

NUMBER

A

SECOND FLOOR

EL. 123'-0"

INDICATES HEIGHT ABOVE

DATUM

W.P.

WORK POINT OF

CONNECTION, POINT WHERE

FORCES ARE RESOLVED

REVISION NUMBER-

SEE REVISION HISTORY ON

TITLE BLOCK OF EACH

SHEET

CURVE TO BE LOCATED

RADIUS OF CURVE

CENTER POINT OF CURVE

T.O.W.

EL. 98'-0"

DESCRIPTION OF

REFERENCED POINT

ELEVATION OF POINT

ABOVE DATUM

SINGLE ARROW INDICATES

EDGE OF DECK

EXTENT TO EDGE OF SLAB OR

WALL, TYP.

SLAB TYPE, SEE SHEET NOTES

FOR DETAIL REFERENCE

ORIENTATION OF METAL

DECK

CONCRETE FILL

CONCRETE SLAB OR WALL

EXTENT TO EDGE OF SLAB

OR WALL, TYP.

SINGLE ARROW INDICATES

EDGE OF CONCRETE

DEPTH OF

DEPRESSION OR

STEP IN SLAB

EXTENT OF

DEPRESSION IN

SLAB. S.A.D. FOR

DIMENSIONS

TYPICAL SHEAR CONNECTION

WIDE-FLANGE COLUMN, SEE

COLUMN SCHEDULE

TUBE COLUMN, SEE COLUMN

SCHEDULE

LIMITS OF SLAB OPENING

BRACE ABOVE

BEAM DESIGNATIONS

W16X31 (22)

(-4 1/2") (3/4")

BEAM SIZE

INDICATES NO. SHEAR STUDS

TOP OF STEEL RELATIVE

TO REFERENCE ELEVATION

INDICATES BEAM CAMBER

KEY NOTE

SEE LIST OF NOTES

ON EACH SHEET

MATERIAL SYMBOLS

PRECAST CONCRETE

STEEL

CONCRETE (NEW)

CONCRETE (EXISTING)

EARTH, UNDISTURBED

ROCK FILL OR GRAVEL

EARTH, COMPACTED

GROUT OR SAND

S3.1

DRAWING SHEET NUMBER,

HYPHEN INDICATES SAME

SHEET

S#

MOMENT CONNECTIONS

MOMENT RESISTING

BEAM-COLUMN

CONNECTION SEE

DETAILS

BEAM-BEAM MOMENT CONNECTION

BEAM TO BEAM MOMENT

CONNECTION PER DETAILS

BEAM PENETRATIONS

TYPE A-1

10"x18" (-8")

VERT.x HORIZ. WEB OPENING

CENTERLINE OF OPENING TO

TOP OF STEEL

WEB OPENING TYPE, SEE

DETAILS

BRACE BELOW

MASONY (BRICK / CMU)

PLYWOOD

CONCRETE, ELEVATED

OR DEPRESSED

X'-X"

GLB

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DATE:

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SYMBOLS AND

ABBREVIATIONSS0.2

100% FINAL CONSTRUCTION DOCUMENTS

OPH OPPOSITE HAND

OPNG OPENING

OPP OPPOSITE

P-T POST-TENSION

PC, PCS PIECE, PIECES

PCC PRECAST CONCRETE

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLYWD PLYWOOD

PTN PARTITION

R RADIUS

REBAR REINFORCING BAR

REF REFERENCE

REINF REINFORCING

REQ'D REQUIRED

REV REVISION

RFG ROOFING

RO ROUGH OPENING

RSJ ROLLED STEEL JOIST

S.A.D. SEE ARCHITECTURAL

DOCUMENTS/DRAWINGS

S.M.D. SEE MECHANIAL DRAWINGS

SCHED SCHEDULE

SECT SECTION

SFRS SEISMIC FORCE RESISTING SYSTEM

SHT SHEET

SHTG SHEATHING

SIM SIMILAR

SL SLOPE

SMF SPECIAL MOMENT FRAME

SMS SHEET METAL SCREW

SOG SLAB ON GRADE

SPEC, SPECS SPECIFICATION, SPECIFICATIONS

SPSW SPECIAL PLATE SHEAW WALL

SQ SQUARE

SS STAINLESS STEEL

STAG STAGGER or STAGGERED

STD STANDARD

STIF SFIFFENER

STIR STIRRUP OR STIRRUPS

STL STEEL

STRUCT SUBSTITUTE

SUB STRUCTURAL

SUSP SUSPENDED

SYMM SYMMETRICAL

T&B TOP AND BOTTOM

T&G TONGUE and GROOVE

T.O. TOP OF

THK THICK

THRD THREADED

THRU THROUGH

TOC TOP OF CONCRETE

TOS TOP OF STEEL

TR TREAD

TYP TYPICAL

UON UNLESS OTHERWISE NOTED

URM UNREINFORCED MASONRY

VENT VENTILATE

VERT, (V) VERTICAL

VIF VERIFY IN FIELD

W or WF WIDE FLANGE

W/ WITH

W/O WITHOUT

WD WOOD

WP WORK POINT

WT WEIGHT/TEE SECTION

WWM WELDED WIRE MESH

X HVY EXTRA HEAVY

X STR EXTRA STRONG

XX HVY DOUBLE EXTRA HEAVY

XX STR DOUBLE EXTRA STRONG

ELEV ELEVATOR

EMBED EMBEDMENT

EN EDGE NAILING

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

EW EACH WAY

EXCAV EXCAVATION

EXP EXPANSION

EXT EXTERIOR

FDN FOUNDATION

FF FAR FACE

FIN FINISH

FLG FLANGE

FLR, FLRS FLOOR, FLOORS

FN FIELD NAILING

FO FACE OF

FOC FACE OF CONCRETE

FOS FACE OF STUD

FP FIREPROOF

FS FAR SIDE

FT FOOT OR FEET

FTG, FTGS FOOTING, FOOTINGS

GA GAUGE

GALV GALVANIZED

GLB GLU-LAM BEAM

GR GRADE

GRND GROUND

HDG HOT DIPPED GALVANIZED

HDR HEADER

HK, HKS HOOK, HOOKS

HORIZ, (H) HORIZONTAL

HP HIGH POINT

HSB HIGH STRENGTH BOLTS

HSS HOLLOW STRUCTURAL SECTION

HT HEIGHT

ID INSIDE DIAMETER/DIMENSION

INFO INFORMATION

JST,JSTS JOIST, JOISTS

JT JOINT

KO KNOCK-OUT

L ANGLE

LEV LEVEL

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOC LOCATION

LONGIT LONGITUDINAL

LP LOW POINT

LT LIGHT

LWC LIGHTWEIGHT CONCRETE

MAX MAXIMUM

MB MACHINE BOLT

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL, PLUMBING

DOCUMENTS

MEZZ MEZZANINE

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MTD MOUNTED

MTL METAL

NF NEAR FACE

NIC NO IN CONTRACT

NOM NOMINAL (DIAMETER)

NS NEAR SIDE

NTS NOT TO SCALE

NWC NORMAL WEIGHT CONCRETE

OC ON CENTER

OD OUTSIDE DIAMETER

(E) EXISTING

(N) NEW

# NUMBER

& AND

@ AT

Ø DIAMETER OR ROUND

ld DEVELOPMENT LENGTH ldh HOOK DEVELOPMENT LENGTH ls LAP SPLICE LENGTH

AA ADHESIVE ANCHOR

ABV ABOVE

AC ASPHALT CONCRETE

ADD'L ADDITIONAL

ADJ ADJACENT

AGGR AGGREGATE

ALT ALTERNATE

ALUM ALUMINUM

ANSI AMERICAN NATIONAL STANDARDS

INSTITUTE

APPROX APPROXIMATE

AR ANCHOR ROD

ARCH ARCHITECTURAL / ARCHITECT

ASPH ASPHALT

ASTM AMERICAN SOCIETY for TESTING and

MATERIALS

AWG AMERICAN WIRE GAUGE

BF BOTH FACES

BLDG BUILDING

BLK, BLKG BLOCK or BLOCKING

BM, BMS BEAM, BEAMS

BN BOUNDARY NAILING

BO BOTTOM OF

BOF BOTTOM OF FOOTING

BOT BOTTOM

BPL BASEPLATE

BRBF BUCKING RESTRAINED BRACE FRAME

BRG BEARING

BS BOTH SIDES

BSMT BASEMENT

BTWN BETWEEN

BW BOTH WAYS

C CHANNEL

CIP CAST IN PLACE

CJ CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLG CEILING

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONSTR CONSTRUCTION

CONT CONTINUOUS

CSK COUNTERSINK

CTR CENTER

d PENNY (NAIL SIZE)

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DEMO DEMOLITION

DET, DETS DETAIL, DETAILS

DIAG DIAMETER

DIM, DIMS DIMENSION, DIMENSIONS

DIST DISTANCE

DK, DKG DECK or DECKING

DN DOWN

DO DITTO

DP DEEP

DWG, DWGS DRAWING, DRAWINGS

DWL, DWLS DOWEL, DOWELS

EA EACH

EBF ECCENTRIC BRACE FRAME

EF EACH FACE

EJ EXPENSION JOINT

EL ELEVATION

ELEC ELECTRICAL

ABBREVIATIONS

C O P

(E) QUARRY TILE

BASE ENDS,

CONC BASE

BEGINS

(E) QT

FLOOR

ENDS

(E) PT

CONC

FLOOR

UP

UP

K

-3446

W

ELLINGTO

N

TO

ILE

TS

VITREOU

S

C

HIN

A

K

-3446

W

ELLINGTO

N

TO

ILE

TS

VITREOU

SC

HIN

A

K

-3446

W

ELLINGTO

N

TO

ILE

TS

VITREOU

SC

HIN

A

K

-3446

W

ELLINGTO

N

TO

ILE

TS

VITREOU

SC

HIN

A

COP

S1.0

S1.1

S5.1

TYP,

S.A.D.

FOR

EXTENTS

S2.2

SEE S6.6 FOR

WATER TANK

ANCHORAGE IN

BOILER ROOM

S1.8

S1.7

S1.7

S6.5

S1.6

SIM

S1.2

1 1

S1.3

S2.1

S2.1

S1.11

S1.11

S1.11

S1.11

NOTES:

ROOFING TO BE

REMOVED AND

REINSTALLED AS

PART OF COLLECTOR

WORK, S.A.D.

S1.5

S1.8

SCALE:

SCALE OF FEET

40 0 40 80 Q

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SCOPE OF WORK PLANS

S0.3

100% FINAL CONSTRUCTION DOCUMENTS

SCALE:

1 GROUND FLOOR SCOPE OF WORK OVERALL PLAN

SCALE:

2 INTERIOR SCOPE OF WORK OVERALL PLAN

SCALE:

3 ROOF SCOPE OF WORK OVERALL PLAN

Q Q Q

NOTE: SEE S1.9, S1.10 FOR EXTERIOR GRANITE VENNER ANCHORAGE PLANS

K7 K6 K5 K4 K3 K2 K1

KA

KB

KC

KD

KE

KF

KG

WF

W6

W7

W5

W4

W3

W2

W8

KF.8

30°

G B

G B

S3.0

V

IF

19'-0" 16'-0" 16'-0" 16'-0" 19'-0" 6'-6"

18'-0"

15'-6"

15'-6"

15'-6"

15'-6"

19'-0"

-2'-6" -2'-6"

-2'-6" -2'-6"

-2'-6" -2'-6"

-11"

-11"

(E) 32"X32" FOOTINGS WITH

CAPITALS, TYP. CUT TO BOTTOM OF

DECK. STEEL COLUMNSASSUMED TO

BE EMBEDDED IN FOOTING. VERIFY

IN FIELD.

(E) PIERS TO BE

REMOVED

S2.0

S2.0

3" CONC RAT SLAB SLOPE TO SUMP

GRAVEL LAYER BENEATH 4" DIA PERF

PIPE

IN GRAVEL TRENCH TO SUMP, S.A.D.

(E) STEEL SUPPORTS TO BE

REMOVED, UON.

(E) STEEL SUPPORTS TO

REMAIN WHERE (E) SLAB

REMAINS ABOVE.

RESET FOOTINGS AS

REQ'D WHERE

UNDERMINED BY

REGRADING

KC.7

KD.5

(E) OPENING IN FOUNDATION WALL.

VERIFY IN FIELD.

K4.5

S6.0

TYP

OF (6)

10'-0"

(N) SUMP, SEE

DETAIL 6/S6.0

(E) SUMP TO

REMAIN

SCALE:

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KITCHEN CRAWL SPACE

FOUNDATION PLANS1.0

100% FINAL CONSTRUCTION DOCUMENTS

1 CRAWL SPACE FOUNDATION PLAN

SHEET NOTES:

1. ALL DIMENSIONS TO BE VERIFIED IN

FIELD.

2. AFTER KITCHEN FLOOR IS DEMOLISHED,

THE SUBGRADE IS TO BE GRADED FOR

SLOPE TO DRAIN WITH NEW TRENCH DRAIN

AND SUB-GRADE FRENCH DRAINS AND

NEW 3" UNREINFORCED CONCRETE RAT-

SLAB THROUGHOUT CRAWL SPACE, S.A.D.

3. THE DEPTH OF THE EXISTING FOOTINGS

ARE UNKNOWN. UNDERPIN AS REQUIRED IF

(E) FOOTING IS EMBEDDED LESS THAN 6",

SEE 8/S6.0.

KB

KC

KD

KE

KF

KG

6'-6"19'-0"16'-0"16'-0"16'-0"

19'-0"

WF

W6

W7

W5

W4

W3

18'-0"

15'-6"

15'-6"

15'-6"

15'-6"

19'-0"

6'-6"

6'-3 3/4"

(E) 8" CONC

SLAB, TYP

(E) 8" CONC

FOUNDATION WALL,

TYP

S1

W18X50 W18X50 W18X50

W18X50 W16X26 W16X26

W18X50 W16X26 W16X26

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W18X50

W18X50

W16X26

W

X

W

X

W16X26 W18X50

W

X

W

X

W

X

W18X50

W

X

W

X

W

X

T Y P

V

IF

W2

W8

KF.8

WE.9

WE.8

30°

W X

W X

L4X4X5/16

S3.0

S6.0

S6.0

TYP

OF (6)

S6.0

W

X

W

X

W

X

W

X

W

X

W

X

S.A.D.

W12X26

W X

W12X26 W

X

W

X

S.A.D.

(E) SPALLED CONCRETE.

REPAIR PER "SPALLED

CONCRETE REPAIR

PROCEDURE NOTES".

APPROXIMATELY 180 SF.

S2.0

S2.0

W

X

W

X

W

X

W

X

W8X18

(7) HSS6X4X1/4 CANTILEVER

POSTS FOR PARTITION

WALL, S.A.D.

W X

W X

W X

TYP

EQ

TYP

EQ

W8X18

W8X18

W X

W X

S6.0

(E) 8" CONC

SLAB, TYP

7"

W16X26 W16X26 W

X

W

X

W

X

W

X

S.A.D.

TYP

1' - 0"

(E) STEEL SUPPORTS TO

REMAIN WHERE (E) SLAB

REMAINS ABOVE, DEEPEN

FOOTINGS AS REQUIRED

FOR NEW GRADING FOR

DRAINAGE.

KC.7

S .A

.D

S .A

.D

KD.5

HI

HI

EQ EQ

L4X4X5/16

W

X

W

X

W

X

S6.0

S6.0

S6.0

S6.0

S6.0

S6.0

K4.5

(N) SLAB PENETRATION

FOR DRAIN, S.A.D.

S6.0

S6.0

S6.0

S6.0

S6.0

S6.0

S6.0 W16X26 W16X26

S6.0

S6.0

S6.0

S6.0

SIM

SWITCHGEAR EQUIPMENT

ANCHOR TO WALL PER

10/S6.6

SCALE:

SCALE OF FEET

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KITCHEN FIRST FLOOR

FRAMING PLANS1.1

100% FINAL CONSTRUCTION DOCUMENTS

1 LEVEL 1 FRAMING PLAN

SHEET NOTES:

1. ALL DIMENSIONS TO BE VERIFIED IN FIELD.

2. TOP OF (E) SLAB ELEVATION = 0'-0".

3. TOP OF (N) SLAB SLOPES, S.A.D.

4. TOP OF METAL DECK ELEVATION = -0'-8", UNLESS OTHERWISE NOTED.

5. TOP OF STRUCTURAL STEEL ELEVATION = -0'-11".

6. DETAILS SHOW EXISTING CONCRETE COLUMNS CUT SHORT FOR BEARING OF NEW

STEEL.. CONTRACTOR CAN KEEP COLUMNS, DEMLOISH CORBEL AND USE EPOXY

DOWELS INTO CONCRETE COLUMN PER DETAILS PROVIDED.

SPALLED CONCRETE REPAIR PROCEDURE NOTES:

1. CHIP OFF ANY LOOSE CONCRETE.

2. REMOVE SURFACE RUST FROM EXPOSED REBAR WHERE OCCURS WITH WIRE BRUSH.

COAT REBAR IN EPOXY.

3. CLEAN CONCRETE SURFACES OF ALL DUST AND DEBRIS.

4. WHERE EXISTING STEEL HAS BEEN REDUCED TO LESS THAN HALF OF ITS ORIGINAL

CROSS-SECTIONAL AREA, PROVIDE REPLAEMENT REINFORCEMENT IN CONCRETE VOID.

5. FILL CONCRETE VOID WITH NON-SHRINK GROUT, ENCASING ALL STEEL REINFORCEMENT.

KB

KC

KD

KE

KF

KG

WF

W6

W7

W5

W4

W3

W2

W8

V

IF4

KF.8

18'-0"

15'-6"

15'-6"

15'-6"

15'-6"

19'-0"

S3.0

(E) CONC

WALL

19'-0" 16'-0" 16'-0" 16'-0" 19'-0" 6'-6"

S2.0

S2.0

30°

K4.5

W10X22

W10X22

W10X22

W10X22

W10X22

W

X

W8x10 @ 4'-0" OC MAX

W8x10 @

4'-0" OC MAX

W

X

W

X

M.E.P. PLATFORM W/ GALVANIZED

GRATING OF 1 1/2"x1/8" BEARING

BARS @ 15/16 OC & RECTANGULAR

CROSS BARS 2" OC. SEE NOTE AT

4/S6.4

M.E.P. PLATFORM W/ GALVANIZED

GRATING OF 1 1/2"x1/8" BEARING

BARS @ 15/16 OC & RECTANGULAR

CROSS BARS 2" OC. SEE NOTE AT

4/S6.4

S6.4

TYP

S6.4

DEMOLISH (E) PARTITION WALL

ABOVE MEZZANINE SLAB, REPLACE

WITH COLD FORM STEEL PARTITION

PER TYP DETAILS, S.A.D.

(E) CMU WALL

BELOW

(E) CONCRETE

SLAB

DEMOLISH (E)

HOUSKEEPING PAD,

(E) CONC SLAB TO

REMAIN

UNDAMAGED

W8x10 @ 4'-0" OC MAX

TYP

S6.4

L3X3X3/8

LEDGER

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KITCHEN MEZZANINE

FRAMING PLANS1.2

100% FINAL CONSTRUCTION DOCUMENTS

1 MEZZANINE FRAMING PLAN

SHEET NOTES:

1. ALL DIMENSIONS TO BE VERIFIED IN FIELD.

KB

KC

KD

KE

KF

KG

WF

W6

W7

W5

W4

W3

W2

W8

KF.8

WE.9

WE.8

S3.0

S2.0

S2.0

S.A.D.

CATWALK, S.A.D.

FOR DIMENSIONS

S6.4

TYP

CATWALK HANGER,

TYP

(E) CONC PAD,

S.A.D.

S6.4

(E) UNISTRUT BM TO

BE PRESERVED AND

RELOCATED, S.A.D.

(E) UNISTRUT FUME

HOOD BRACE BELOW

CEILING TO BE

PRESERVED AND

RELOCATED

(E) LOW

ROOF BELOW

K4.5

(E) ATTIC

HATCH

(E) ATTIC HATCH W/

(N) LADDER. S.A.D.

SUBMIT DETAILS

FOR APPROVAL.

19'-0" 16'-0" 8'-0" 8'-0" 16'-0" 19'-0" 6'-6"

18'-0"

15'-6"

15'-6"

15'-6"

15'-6"

19'-0"

S6.3

S6.3

-L

X X /8

-L6

X X 1/2

-L

X X 1/

-L

X X 1/2 2

-L X X 1/

2- L4

X4 X3

/8

L8x8x1/2

L8x8x1/2

L8x8x1/2

L8x8x1/2

(E) KITCHEN TRUSS

STRENGTHENED

KITCHEN TRUSS

(E) KITCHEN TRUSS

(E) KITCHEN TRUSS

(E) KITCHEN TRUSS

CUT (N) 2' SQ

OPENING INTO (E)

WALL FOR ACCESS

INTO DINING ROOM

ATTIC

CONTRACTOR TO

COORDINATE TRUSS

W/ (N) AND (E)

UTILITIES. SUBMIT

CONFLICTS FOR

RESOLUTION.11

S6.3

S6.3

SIM

12/S1.5

S6.3

S6.3

S6.3

TYP

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SHEET NOTES:

1. ALL DIMENSIONS TO BE VERIFIED IN FIELD.

1 ADDENDUM #1 3/30/22

KB

KC

KD

KE

KF

KG

WF

W6

W7

W5

W4

W3

W2

W8

KF.8

W

X

W

X

W

X

W

X

W

X

19'-0" 16'-0" 16'-0" 16'-0" 19'-0" 6'-6"

S3.0

S2.0

S2.0

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

MODIFIED ATTIC TRUSS

ATTIC TRUSS

ATTIC TRUSS

ATTIC TRUSS

ATTIC TRUSS

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

W

X

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

C7X9.8

E Q

E Q

E Q

E Q

E Q

S6.4

TYP

18'-0"

15'-6"

15'-6"

15'-6"

15'-6"

19'-0"

(E) LOW ROOF BELOW

W

X

W

X

K4.5

C7X9.8C7X9.8

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E) (E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)

(E)(E)

(E

(E

(E

(E

(E

(E

(E

(E

(E

(E

(E

(E

(E

(E

(E

(E

(E

(E

(E

(E

(E

(E) (E

(E

(E

(E

(E

(E

(E

(E

(E)

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231984

SHEET

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QL

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KITCHEN ROOF FRAMING

PLANS1.4

100% FINAL CONSTRUCTION DOCUMENTS

1 ROOF FRAMING PLAN

SHEET NOTES:

1. ROOF SLOPES, S.A.D.

2. ALL DIMENSIONS TO BE VERIFIED IN FIELD.

3. ALL (E) FRAMING SIZES ARE ASSUMED AND TO BE

VERIFIED IN FIELD.

1 ADDENDUM #1 3/30/22

Structural