delta county courthouse renovation & addition delta, …

GENERAL NOTES

1. BUILDING CODE USED FOR DESIGN: 2018 INTERNATIONAL BUILDING CODE2. LIVE LOADS USED IN DESIGN: A. ROOF LOADS:

GROUND SNOW LOAD ---------------------------------------------------------------------------------39 PSFFLAT ROOF SNOW LOAD ------------------------------------------------------------------------------30 PSFSNOW EXPOSURE FACTOR Ce ------------------------------------------------------------------------1.0SNOW LOAD IMPORTANCE FACTOR -----------------------------------------------------------------1.10THERMAL FACTOR --------------------------------------------------------------------------------------1.0

B. FLOOR LOADS: LOBBIES AND CORRIDORS-------------------------------------------------------------------------------100 PSF C. WIND:

EXPOSURE ------------------------------------------------------------------------------------------------COCCUPANCY CATEGORY ---------------------------------------------------------------------------------III

IMPORTANCE FACTOR Iw-----------------------------------------------------------------------------1.15 V 3 sec --------------------------------------------------------------------------------------------------90 MPH

INTERNAL PRESSURE COEFFICIENT GCpi -------------------------------------------------------±0.18COMPONENTS AND CLADDING (BASED ON EFFECTIVE AREA = 45 SQ. FT.) TYPICAL WALL AREA (INWARD PRESSURE) -------------------------------------------------------30 PSF TYPICAL WALL AREA (OUTWARD PRESSURE) ----------------------------------------------------31 PSF WALL CORNERS (OUTWARD PRESSURE) ----------------------------------------------------------52 PSF TYPICAL ROOF AREA (OUTWARD PRESSURE) ----------------------------------------------------43 PSF ROOF EAVES, RAKES, RIDGES & CORNERS (OUTWARD PRESSURE) -------------------------93 PSF PARAPETS (INWARD OR OUTWARD PRESSURE) -------------------------------------------------81 PSF

D. SEISMIC: OCCUPANCY CATEGORY ------------------------------------------------------------------------------III IMPORTANCE FACTOR Ie -------------------------------------------------------------------------1.25 R COEFFICIENT--------------------------------------------------------------------------------------6.5 SPECTRAL RESPONSE COEFFICIENTS: Ss ------------------------------------------------------------------------------------------------------0.28 S1 ------------------------------------------------------------------------------------------------------0.069 SDS ----------------------------------------------------------------------------------------------------0.294 SD1 ----------------------------------------------------------------------------------------------------0.111SEISMIC RESPONSE COEFFICIENTS Cs -------------------------------------------------------------------------------------------------------0.145SITE CLASS --------------------------------------------------------------------------------------------------CSEISMIC DESIGN CATEGORY -----------------------------------------------------------------------------BBASIC SEISMIC: FORCE RESISTING SYSTEM ORDINARY CONCENTRICALLY BRACED STEEL FRAMES AND ORDINARY REINFORCED

MASONRY SHEAR WALLS DESIGN BASE SHEAR-----------------------------------------------------------------------------------25K ANALYSIS PROCEDURE ---------------------------------EQUIVALENT LATERAL FORCE PROCEDURE

3. CONCRETE: A. CONCRETE MIX TABLE (NORMAL WEIGHT CONCRETE):

NOTES:(1) FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWING AGGREGATE SIZE NUMBERS PER ASTM C33: 3/4" - #67 AGGREGATE 1" - #57 AGGREGATE (2) TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR +/- 1 1/2%. 'N' IN COLUMN INDICATES ADDITION OF ENTRAINED AIR IS NOT PERMITTED. (3) ABBREVIATIONS FOR REQUIRED ADMIXTURES AS FOLLOWS: AE = AIR-ENTRAINING ADMIXTURE. DO NOT USE ENTRAINED AIR FOR STEEL TROWELED FINISHED FLOORS. WRA = WATER REDUCING ADMIXTURE. (4) ABBREVIATIONS FOR OTHER REQUIREMENTS AS FOLLOWS: FAR = 20% CLASS F FLY ASH REQUIRED. SOG = CONTRACTOR TO VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB VAPOR

TRANSMISSION, AND SLAB FLATNESS/LEVELNESS ARE COMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR TO INSTALLING FLOORING. AMOUNT OF CEMENTITIOUS MATERIALS LISTED SHALL BE PROVIDED, DO NOT USE LESS AND DO NOT SUPPLY OVER 5% MORE.

(5) FOR CONCRETE PLACED BY PUMPING, PROVIDE CONCRETE MIX FLOWABILITY TO FACILITY PUMPING.

B. ALL REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60, EXCEPT COLUMN TIES, BEAM STIRRUPS, AND DOWELS TO SLAB ON GRADE WHICH MAY BE GRADE 40. C. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAIL OR AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL BE A MINIMUM OF 36 BAR DIAMETERS. MAKE ALL BARS CONTINUOUS AROUND CORNERS. D. CONTINUOUS REINFORCEMENT IN GRADE BEAMS SHALL BE SPLICED AS FOLLOWS: TOP BARS

AT MIDSPAN, BOTTOM BARS OVER SUPPORTS. E. DETAIL BARS IN ACCORDANCE WITH A.C.I. DETAILING MANUAL AND A.C.I. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, LATEST EDITIONS. F. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORCING (INCLUDING W.W.F.) AT POSITIONS SHOWN ON THE DRAWINGS. DO NOT ATTEMPT TO POSITION ANY REINFORCEMENT BY LIFTING DURING CONCRETE PLACEMENT. G. REINFORCEMENT PROTECTION SHALL BE AS FOLLOWS:

(1) CONCRETE POURED AGAINST EARTH-----------------------------------------------------3" (2) FORMED CONCRETE EXPOSED TO EARTH OR WEATHER-------------------------------2" (3) FORMED STAIRS OR WALLS NOT EXPOSED TO WEATHER----------------------------3/4"

H. PLACE 2-#5 (ONE EACH FACE) WITH 2'-0 PROJECTION AROUND ALL OPENINGS IN CONCRETE UNLESS OTHERWISE SHOWN OR NOTED. I. SLABS, BEAMS, AND GRADE BEAMS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT MIDDLE OF SPAN WITH VERTICAL BULKHEADS AND KEYS AS SHOWN PER THE TYPICAL CONCRETE WALL CONSTRUCTION JOINT DETAIL. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS APPROVED BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. J. WIRE FABRIC REINFORCEMENT MUST LAP ONE FULL MESH +2" AT SIDE AND END LAPS, AND SHALL BE TIED TOGETHER.

GENERAL NOTES CONT.

4. STEEL: A. ALL STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992 (Fy = 50 ksi). B. ALL STRUCTURAL STEEL ANGLES, CHANNELS, S SHAPES, AND PLATES SHALL CONFORM TO ASTM 36 (FY = 36 ksi) C. ALL RECTANGULAR OR SQUARE HSS (HOLLOW STRUCTURAL SECTIONS) MEMBERS SHALL CONFORM TO ASTM A500 (GRADE B). ALL ROUND HSS MEMBERS SHALL CONFORM TO ASTM A53 (GRADE B) OR A501, LATEST EDITIONS. D. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH LATEST PROVISION OF THE A.I.S.C. STEEL CONSTRUCTION MANUAL. E. USE FRAMED BEAM CONNECTIONS WITH 3/4"Ø ASTM A325 BOLTS, OR WELDED EQUIVALENT,

UNLESS OTHERWISE SHOWN OR NOTED, (2) BOLT MIN. FOR BEAMS WITHOUT DESIGNATED LOADS ON DRAWINGS, USE 8k MINIMUM EACH END. SEE CONNECTION SCHEDULE ON SHEET S2-5.

F. STEEL JOISTS SHALL BE DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE'S SPECIFICATIONS. G. STEEL ROOF DECK: (1) STEEL DECK SHALL BE ERECTED IN ACCORDANCE WITH MANUFACTURER’S SUGGESTED SPECIFICATIONS. (2) STEEL DECK SHALL BE PER THE DECK SCHEDULE ON SHEET S2-5. (3) DECK TO BE CONT. OVER A MINIMUM OF (3) SUPPORTS. UNLESS OTHERWISE SHOWN. (4) WELD DECK TO ALL SUPPORTS WITH PUDDLE WELDS. DECK MUST BE CAPABLE OF

WITHSTANDING A DIAPHRAGM SHEAR NOTED IN THE DECK SCHEDULE. CONNECT PANEL SEAMS WITH SELF-TAPPING SCREWS, PUDDLE WELDS, OR BUTTON PUNCHES AS INDICATED IN THE DECK SCHEDULE. SUBMIT TEST DATA FROM DECK MANUFACTURER FOR DECK SELECTED TO SUBSTANTIATE THAT DECK WILL MEET OR EXCEED REQUIRED DIAPHRAGM SHEAR.

(5) PROVIDE L3 x 3 x 1/4 FRAMING AROUND ALL OPENINGS LARGER THAN 6”. H. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE A.W.S. STANDARD QUALIFICATION TESTS. I. SEE ARCHITECTURAL DRAWINGS FOR NAILER HOLES OR OTHER HOLES REQUIRED IN

5. COLD FORMED STRUCTURAL METAL FRAMING: A. ALL 20 AND 18 GAUGE STRUCTURAL METAL FRAMING TO CONFORM TO ASTM A1003 GRADE 30 WITH (Fy = 33ksi). B. ALL 16, 14 AND 12 GAUGE STRUCTURAL METAL FRAMING TO CONFORM TO ASTM A1003 GRADE 50 WITH (Fy = 50ksi). C. ALL CONNECTORS SPECIFIED ARE BY THE STEEL NETWORK (TSN). ALTERNATES MUST MEET OR EXCEED THE SPECIFIED LOAD CAPACITY OF THE DESIGNED CONNECTOR.

6. FOUNDATIONS: FOUNDATION DESIGN IS BASED ON RECOMMENDATIONS BY LAMBERT & ASSOCIATES,

JOB #M20017GE. RECOMMENDATIONS IN THIS REPORT SHOULD BE FOLLOWED.A. HELICAL PIERS:

(1) HELICAL PIERS MUST BE A HOLLOW ROUND SHAFT SECTION W/ A MIN. DIAMETER OF2 7/8" OR A MIN. 2 1/2" HOLLOW TUBE SHAFT SECTION W/ A MIN. COMPRESSIVE SERVICELOAD CAPACITY OF 30 KIPS W/ AN ULTIMATE LOAD CAPACITY OF 60 KIPS.

(2) HELICAL PIER SPLICES MUST MEET THE STRENGTHS INDICATED ABOVE, AND MAY BE EITHER BOLTED OR FIELD WELDED SLEEVED JOINT CONNECTIONS.

(3) HELICAL PIERS ARE TO BE TOURQUED TO REFUSAL INTO THE UNDERLYING NATIVE GRAVEL& COBBLE SOILS.

(4) HELICAL PIERS ARE TO BE INSTALLED WITHIN 1" OF THE LOCATION PROVIDEDON THE DRAWINGS.

(5) BOLTED SPLICES OF HELICAL PIERS SHALL HAVE A MAX. FIT-UP TOLERANCE OF 1/16"(6) THE SOILS ENGINEER OF RECORD SHALL BE PRESENT DURING PIER INSTALLATION TO VERIFY

THE BEARING STRATA HAS BEEN REACHED, AND THE PIER CAPACITIES HAVE BEENOBTAINED.

(7) HELICAL PIER CONSTRUCTION BRACKETS MUST MEET OR EXCEED THE PROVIDEDLOAD CAPACITIES.

FOR BID PURPOSES, WE ANTICIPATE PIERS TO BE 27'-0" IN LENGTH. DEPTH WILL VARY ACROSS THE SITE.

7. SPECIAL INSPECTIONS: A. SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE SCHEDULE ON SHEET S0-2.

8. ALL DIMENSIONS ON STRUCTURAL DRAWINGS TO BE CHECKED AGAINST ARCHITECTURAL. NOTIFY ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH CONSTRUCTION.

9. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF, AND WALLS WITH MECHANICAL AND ELECTRICAL REQUIREMENTS.

10. DEFERRED SUBMITTALS: A. DEFERRED SUBMITTAL ITEMS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER AND SUBMITTED TO THE BUILDING OFFICIAL AS REQUIRED BY 2018 I.B.C. 106.3.4.2. DEFERRED SUBMITTAL ITEMS INCLUDE: 1. MANUFACTURED ROOF JOISTS 2. STRUCTURAL STEEL CONNECTIONS

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STEEL CONSTRUCTIONALT. -ALTERNATEARCH. -ARCHITECTURALA.S.T.M. -AMERICAN SOCIETY FOR

TESTING & MATERIALSBLDG. -BUILDINGBM. -BEAMB.O. -BOTTOM OFBOT. -BOTTOMBSMT. -BASEMENTBTWN. -BETWEENCANT. -CANTILEVERCB. -CARDBOARDCH. -CHAMFERC.J. -CONTROL/CONSTRUCTION JOINTCJP -COMPLETE JOINT PENETRATIONCLR. -CLEAR, CLEARANCEC.M.U. -CONCRETE MASONRY UNITCOL. -COLUMNCONC. -CONCRETECONN. -CONNECTIONCONST. -CONSTRUCTIONCONT. -CONTINUOUSCONTR. -CONTRACTORCTRD. -CENTEREDC.W. -CURTAIN WALLDET. -DETAILDIAG. -DIAGONALDIAM. -DIAMETERDIM. -DIMENSIONDISCONT. -DISCONTINUOUSd.l. -DEAD LOADDWG. -DRAWINGEA. -EACHE.F. -EACH FACEEL. -ELEVATIONELECT. -ELECTRICALELEV. -ELEVATOREQ. -EQUALE.W.B. -END WALL BARSE.W. -EACH WAYEXIST. -EXISTINGEXP. JNT. -EXPANSION JOINTEXT. -EXTERIORFDN. -FOUNDATIONFIN. -FINISHFLR. -FLOOR

F.O.B. -FACE OF BRICKF.O. CONC. -FACE OF CONCRETEF.O.W. -FACE OF WALLFS. -FLAT SLABFT. -FOOTFTG. -FOOTINGF.W. -FILLET WELDGA. -GAUGEGAL. -GALVANIZEDG.L. -GLU-LAM BEAMGR. -GRADEGR. BM. -GRADE BEAMH.A.S. -HEADED ANCHOR STUDH.D.G. -HOT DIPPED GALVANIZEDHORIZ. -HORIZONTALH.S.B. -HIGH STRENGTH BOLTHSS -HOLLOW STRUCTURAL SECTIONI.D. -INSIDE DIAMETERI.F. -INSIDE FACEIN. -INCHINT. -INTERIORJNT. -JOINTK -KIP (1,000 lbs.)K.C.I. -KIP PER CUBIC INCHLB. -POUNDLIN. FT. -LINEAL FEETl.l. -LIVE LOADL.L.V. -LONG LEG VERTICALL.S.L. -LAMINATED STRAND LUMBERL.V.L. -LAMINATED VENEER LUMBERMAT'L. -MATERIALMAX. -MAXIMUMMECH. -MECHANICALMID. -MIDDLEMIN. -MINIMUMMISC. -MISCELLANEOUSMTL. -METALN.I.C. -NOT IN CONTRACTNO. -NUMBERNOM. -NOMINALN.T.S. -NOT TO SCALEO.C. -ON CENTERO.F. -OUTSIDE FACEO.D. -OUTSIDE DIAMETERO.H. -OPPOSITE HANDOPNG. -OPENINGP.A.F. -POWDER ACTUATED FASTENERSPL -PLATEP.S.F. -POUND PER SQUARE FOOTP.S.I. -POUND PER SQUARE INCHP.S.L. -PARALLEL STRAND LUMBER

P.T. -PRESSURE TREATEDR. -RADIUSREINF. -REINFORCEMENTREQ'D -REQUIREDRM. -ROOMSCHED. -SCHEDULESECT. -SECTIONSHT. -SHEETs.d.l. -SUPERIMPOSED DEAD LOADSIM. -SIMILARs.l. -SNOW LOADS.L.V. -SHORT LEG VERTICALSPC. -SPACESPEC. -SPECIFICATIONSQ. -SQUARESTD. -STANDARDSTIFF. -STIFFENERSTL. -STEELSTOR. -STORAGESYM. -SYMMETRICALT.&B. -TOP & BOTTOMTHK. -THICKNESST.O. -TOP OFTYP. -TYPICALU.N.O. -UNLESS NOTED OTHERWISEVAR. -VARIESVERT. -VERTICALV.I.F. -VERIFY IN FIELDWT. -WEIGHT

ABBREVIATIONS

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1. SPECIALTY PIERS (HELICAL PIERS OR ROTARY DRIVEN PIPE PILES) SHALL BE INSTALLED BY AN AUTHORIZED PIER INSTALLING CONTRACTOR WHO HAS SATISFIED THE CERTIFICATION REQUIREMENTS RELATING TO THE TECHNICAL ASPECTS OF THE PRODUCT AND THE ASCRIBED INSTALLATION TECHNIQUES.

2. ALL WORK AS DESCRIBED HEREIN SHALL BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE SAFETY CODES IN EFFECT AT THE TIME OF INSTALLATION.

3. THE SPECIALTY PIER LEAD SECTIONS AND EXTENSIONS SHALL BE STEEL PIPE CONFIGURATION, WITH ONE OR MORE HELICAL BEARING PLATES WELDED TO THE SHAFT.

4. ALL PIERS MUST BE CORROSION PROTECTED BY HOT DIP GALVANIZATION. 5. INSTALLATION UNITS SHALL CONSIST OF A ROTARY TYPE TORQUE MOTOR WITH

FORWARD AND REVERSE CAPABILITIES. THESE UNITS SHALL BE EITHER ELECTRICALLY OR HYDRAULICALLY POWERED.

6. INSTALLATION UNITS SHALL BE CAPABLE OF DEVELOPING THE MINIMUM TORQUE AS REQUIRED.

7. INSTALLATION UNITS SHALL BE CAPABLE OF POSITIONING THE HELICAL PIER AT THE PROPER INSTALLATION ANGLE. THIS ANGLE MAY VARY BETWEEN VERTICAL AND 5 DEGREES DEPENDING UPON APPLICATION AND TYPE OF LOAD TRANSFER DEVICE SPECIFIED OR REQUIRED.

8. INSTALLATION TORQUE SHALL BE MONITORED THROUGHOUT THE INSTALLATION PROCESS.

9. SPECIALTY PIERS SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE LOAD CAPACITIES SHOWN ON THE PLANS.

10. THE APPROPRIATE NEW STEEL CONSTRUCTION LOAD TRANSFER DEVICE SHALL BE USED, OR AS DETAILED IN THE FOUNDATION SECTIONS OF THE STRUCTURAL DRAWINGS.

11. APPROPRIATE PIER SELECTION WILL CONSIDER SERVICE LOAD PLUS 2X SAFETY FACTOR, SOILS PARAMETERS, AND THE INSTALLATION TORQUE VERSUS CAPACITY EQUATION AS PER THE MANUFACTURERS RECOMMENDATIONS.

SPECIALTY PIER SPECIFICATIONS

LOOSE LINTEL SCHEDULE

OPENING LINTEL BEARINGEA. END REMARKS

12'-0" L8x4x1/2 8" L.L.V.

1. PROVIDE SOLID MASONRY JAMB UNDER LINTEL EACH SIDE OF OPENING.

4" VENEER

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CONSTRUCTION DOCUMENTS

GENERAL NOTES

DELTA COUNTYCOURTHOUSE RENOVATION

& ADDITION

501 PALMER ST.DELTA, CO 81416

Sheet ListSheet Number Sheet Name

S0-1 GENERAL NOTESS0-2 SCHEDULE OF SPECIAL INSPECTIONSS1-1 FOUNDATION PLANS1-2 ROOF FRAMING PLANS2-1 TYPICAL FOUNDATION DETAILSS2-2 TYPICAL STEEL DETAILSS3-1 FOUNDATION SECTIONSS3-2 ROOF FRAMING SECTIONS & STRAP BRACING DETAILS

FREQUENCY(DURING TASK LISTED)VERIFICATION OF

INSPECTION TASK CONTINUOUS PERIODIC

APPLICABLECODE & SECTIONFOR INSPECTION

CRITERIA1) SOILS a) VERIFY EXCAVATIONS ARE

EXTENDED TO PROPER DEPTH & HAVE REACHED PROPER MATERIAL

SPECIAL INSPECTIONS:A. SPECIAL INSPECTIONS SHALL COMPLY WITH CHAPTER 17 OF THE 2018 I.B.C.B. STATEMENT OF REQUIRED SPECIAL INSPECTIONS:

SYSTEM ORCOMPONENT

-- X --

b) PERFORM CLASSIFICATION & TESTING OF CONTROLLED FILL MATERIALS

-- X --

c) VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESS DURING PLACEMENT & COMPLETION OF CONTROLLED FILL

X -- --

d) OBSERVE SUBGRADE FOR PROPER PREPARATION BEFORE PLACEMENT OF CONTROLLED FILL

-- X --

2) CONCRETE a) INSPECT REINFORCING STEEL X -- ACI 318: 3.5, 7.1-7.7

b) VERIFY USE OF REQUIRED DESIGN MIX

-- X

c) INSPECT REINFORCING STEEL WELDING

-- X AWS D1.4ACI 318: 3.5.2

d) FABRICATE TEST SPECIMENS FROM FRESH CONCRETE FOR STRENGTH TESTS, SLUMP & AIR CONTENT TESTS AND TO DETERMINE CONCRETE TEMPERATURE

X -- ASTM C172ASTM C31

ACI 318: 5.6, 5.8

e) INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES

X -- ACI 318: 5.9, 5.10

f) INSPECT FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE & TECHNIQUES

-- X ACI 318: 5.11- 5.13

g) INSPECT FORMWORK FOR SHAPE, LOCATION & DIMENSIONS OF CONCRETE MEMBERS BEING FORMED

-- X ACI 318: 6.1.1

4) STEEL a) MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, NUTS & WASHERS- IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS

-- X APPLICABLE ASTM

MATERIAL SPEC.

AISC 360, SECTION A3.3

- MANUFACTURER's CERTIFICATE OF COMPLIANCE REQUIRED

-- X --

b) INSPECTION OF HIGH-STRENGTH BOLTING OF BEARING TYPE CONNECTIONS

-- X AISC 360, SECTION M2.5IBC SECTION 1704.3.3

c) MATERIAL VERIFICATION OF STRUCTURAL STEEL:- IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS

-- X ASTM A6 OR A568

IBC SECTION 1708.4

- MANUFACTURERS CERTIFIED MILL TEST REPORTS

-- X ASTM A6 OR A568IBC SECTION

1708.4d) MATERIAL VERIFICATION OF WELD FILLER MATERIALS: - IDENTIFICATION MARKINGS TO

CONFORM TO AWS SPECIFICATION IN THE APPROVED CONSTRUCTION DOCUMENTS

-- X AISC 360, SECTION A3.5


-- X --

e) INSPECTION OF WELDING

1) COMPLETE & PARTIAL PENETRATION GROOVE WELDS

X -- AWS D1.1, IBC 1704.3.1

2) MULTI-PASS FILLET WELDS X -- AWS D1.1, IBC 1704.3.1

3) SINGLE PASS FILLET WELDS > 5/16”

X AWS D1.1, IBC 1704.3.1

--

4) SINGLE PASS FILLET WELDS < 5/16”

-- AWS D1.1, IBC 1704.3.1

X

5) FLOOR & ROOF DECK WELDS -- AWS D1.3X

f) STUD SHEAR CONNECTOR SIZES, SPACING, MATERIALS & QUANTITY

X -- AISC 360, SECTION A3.6

g) WELDING OF STUD SHEAR CONNECTORS

-- X AWS D1.1

h) INSPECT STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS

-- IBC 1704.3.2X

5) COLD-FORMEDSTEEL FRAMING

a) MATERIAL CERTIFICATION OF COLD FORMED STEEL:- IDENTIFICATION MARKINGS TO

CONFORM TO ASTM SPECIFICATION IN THE APPROVED CONSTRUCTION DOCUMENTS

-- X A.1.S.I NAS-01


-- X --

b) VERIFY SIZES AND SPACING OF MEMBERS FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS

-- X --

c) VERIFY WELDS AND CONNECTORS FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS

-- X --

d) VERIFY POWDER DRIVEN FASTENER SPACING, SIZES AND INSTALLATION FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS

-- X --

--

7) SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE

a) STRUCTURAL STEEL

- INSPECTION OF STRUCTURAL STEEL ELEMENTS OF THE SEISMIC FORCE RESISTING SYSTEM

-- X AISC 341

b) TESTING AND QUALIFICATION FOR SEISMIC RESISTANCE- TEST STRUCTURAL STEEL ELEMENTS OF THE SEISMIC FORCE RESISTING SYSTEM IN ACCORDANCE WITH AISC QUALITY ASSURANCE REQUIREMENTS

-- X AISC 341

- VERIFY STEEL REINFORCEMENT USED IN CONCRETE ELEMENTS OF THE SEISMIC FORCE RESISTING SYSTEM BY CERTIFIED MILL TEST REPORTS FOR EACH SHIPMENT OF REINFORCEMENT

-- X ACI 318,SECTION 21.1.5.2

- FOR WELDED REINFORCING STEEL OTHER THAN ASTM A706 IN CONCRETE ELEMENTS OF THE SEISMIC FORCE RESISTING SYSTEM, PERFORM CHEMICAL TESTS TO VERIFY WELDABILITY

-- X ACI 318,SECTION 3.5.2

c) INSPECTION AND SEISMIC CERTIFICATION OF NON-STRUCTURAL COMPONENTS1) INSPECT INSTALLATION AND ANCHORAGE OF MECHANICAL AND ELECTRICAL COMPONENTS REQUIRING ANCHORAGE AGAINST SEISMIC FORCES

-- X IBC SECTION 1705.11.6,

ASCE 7, SECTION 13.6

2) CERTIFY BY TESTING OR EXPERIENCE DATA THAT MECHANICAL AND ELECTRICAL EQUIPMENT WILL REMAIN OPERABLE FOLLOWING THE DESIGN SEISMIC GROUND MOTION


IBC SECTION 1705.12.3

a) FOR SYSTEMS REQUIRING SEISMIC CERTIFICATION, VERIFY THAT LABELS, ANCHORAGE, OR MOUNTING CONFORM TO THE CERTIFICATE OF COMPLIANCE


ASCE 7, SECTION 13.2

3) INSPECT FABRICATION AND INSTALLATION OF ISOLATOR UNITS AND ENERGY DISSIPATION DEVICES IN SEISMIC ISOLATION SYSTEMS

-- X IBC SECTION 1705.11.8

4) TEST SEISMIC ISOLATION SYSTEMS

-- X ASCE 7, SECTION 17.8

h) INSPECT ANCHORS CAST INCONCRETE

-- X ACI 318: 17.8.2

i) INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS, AS DETAILED BY THE SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTIONS PROVIDED BY THE ANCHOR MANUFACTURER.

X -- ACI 318: 17.8.2.41) ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS

2) MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN i.1.

-- X ACI 318: 17.8.2

6) STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL

a) MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK:

1) IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS

-- X APPLICABLE ASTM MATERIAL

SPEC.

2) MANUFACTURER'S CERTIFIED TEST REPORTS

-- X --

b) INSPECTION OF WELDING:

1) COLD-FORMED STEEL DECK:

-- X AWS D1.3a) FLOOR AND ROOF DECK WELDS

2) REINFORCING STEEL

a) VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706

-- X AWS D1.4ACI 318: SECTION 3.5.2

b) SHEAR REINFORCEMENT X -- AWS D1.4ACI 318: SECTION 3.5.2

c) OTHER REINFORCING STEEL

-- X AWS D1.4ACI 318: SECTION 3.5.2

3) PILING a) VERIFY PILE MATERIALS, SIZES AND LENGTHS COMPLY WITH REQUIREMENTS

X -- --

b) OBSERVE DRIVING OPERATIONS AND MAINTAIN COMPLETE & ACCURATE RECORDS FOR EACH PILE

X -- --

c) VERIFY PLACEMENT LOCATIONS & PLUMBNESS, CONFIRM TYPE & SIZE OF HAMMER, RECORD NUMBER, RECORD NUMBER OF BLOWS PER FOOT OF PENETRATION, DETERMINE REQUIRED PENETRATION TO ACHIEVE DESIGN CAPACITY, RECORD TIP & BUTT ELEVATIONS & DOCUMENT ANY PILE DAMAGE

X -- --

f) PERFORM WELD INSPECTIONS AT STEEL PILING SPLICES

X -- AWS D1.1

g) FOR SPECIALTY PILES, IN ADDITION TO THE ABOVE REQUIREMENTS DETERMINE CAPACITIES OF TEST PILES AND CONDUCT ADDITIONAL LOAD TESTS AS REQUIRED

X -- --

d) FOR STEEL ELEMENTS, PERFORM ADDITIONAL INSPECTIONS IN ACCORDANCE WITH SECTION 5.

X -- --

e) FOR CONCRETE FILLED ELEMENTS, PERFORM ADDITIONAL INSPECTIONS IN ACCORDANCE WITH SECTION 3.

X -- --

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SCHEDULE OF SPECIALINSPECTIONS


& ADDITION


3

34

4

5

5

6

6

7

7

8

91011

11

D

E

F

G

HJJ

12' - 0" 12' - 0"(V.I.F.)

11' - 10 1/8"

3' - 6

"

11' -

11 7/

8"

11' -

8 1/2"

3 5/8"

T.O. GRADE BEAM

EL. 94'-0"

SLOPE

28' -

4"

T.O. EXIST. SLABEL. 95'-10" (V.I.F.)


T.O. EXIST. SLABEL. 100'-0"


T.O. SLABEL. 94'-6 1/2"


HSS4X

4X5/1

6(C)

B.O. GRADE BEAM

EL. 90'-6" (TYP.)

1' - 8"

3' - 8" 1' - 8"

HSS6X6X1/4

(B)

HSS6X6X3/8

(B)

HSS6X6X3/8(B)

2' - 1

1/4"

7' - 5

"

16' -

11 3/

8"

1' - 1

0"

6"8"

HELICAL PIER(TYP.)

45°

ADDITION4" CONCRETE SLABOVER 4" GRAVEL ON

COMPACTEDSTRUCTURAL FILL

EXISTINGFOUNDATION WALLS(CUT DOWN TO EL. 93'-10 1/2")

1' - 0

"

6"

6"

2' - 6"

2' - 6"

1' - 0

"

6"

6"

8 5/8"

3' - 2

3/4"

8' - 9

1/4"

4' - 2

3/4"

HELICA

L PIER

(TYP.)

NOTE:REMOVE EXISTINGBACKFILL & REPLACE W/ FLOW FILL ORCELLULAR CONCRETEBACKFILL

4"

NEW 4" CONCRETESLAB OVER 4" GRAVEL

NEW 4" CONCRETESLAB OVER 4" GRAVEL

T.O. SLABEL. 97'-11"

NEW

NEW

T.O. FOOTINGEL. 93'-10 1/2"

T.O. WALLEL. 97'-3"

T.O. S

LAB

EL. 9

5'-10

"

4' - 0"

HSS4X4X3/8

(A)

T.O. EXT. LEDGE

EL. 94'-0"

1S3-1

3S3-1

4S3-1

5S3-1

2S3-1

6S3-1

7S3-1

2' - 0"

8S3-1

CONTR

OL

JOIN

T(TY

P.)

NEW 4" CONCRETE RAMPSLAB OVER 4" GRAVEL

4' - 6"

2' - 4 1/2"

4' - 6 1/2"

6"

HSS4X4X3/8(C)

10S3-1

T.O. EXIST. INT. PILEEL. 95'-0"

T.O. EXIST. PILEEL. 88'-4"

2' -

6"8'

- 8

3/4"

8' -

8 5/

8"2'

- 6"

6"

8"

T.O. GRADE BEAMEL. 93'-10 1/2"

5"

9"

6"

8"

10"

4"

1' - 2"

T.O. GRADE BEAM

EL. 94'-8" (TYP.)

2S3-1

11S3-1

HSS4X4X3/8

(A)

T.O. GRADE BEAMEL. 94'-8" (TYP.)

EXIST

ING

EXISTING

6' - 6 1/8"(V.I.F.)5' - 4"

1' - 6"

12S3-1

NOTE #3

NOTE #3(TYP.)

T.O. LEDGEEL. 94'-8"

KEY PLAN

EXISTINGBUILDING

WORK AREA

NORTH

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FOUNDATION PLAN


& ADDITION


1. REINFORCE 4" CONCRETE SLAB ON GRADE W/ #3 @ 12 EA. WAY. PLACE IN TOP HALF OF SLAB ON CHAIRS. DO NOT LOCATE REINFORCEMENT BY LIFTING DURING CONCRETE PLACEMENT.

2. HELICAL PIERS SHALL BE CENTERED ON GRADE BEAMS.3. PROVIDE #5x3'-6" DOWELS. DRILL & EPOXY 6" INTO EXISTING CONCRETE (HILTI HIT HY 200 OR EQUAL).

NORTH1/4" = 1'-0"FOUNDATION PLAN

KEY PLAN

EXISTINGBUILDING

WORK AREA

NORTH

3

34

4

5

5

6

6

7

7

8

91011

D

D

E

F

GH

JJ

12' - 0" 4' - 2 7/8"

28' -

1 3/8"

(V.I.F

.)

EXISTINGDECK

EXIST.DECK

EXIST.DECK

W14X2

6( 1

11'-1

" )

W14X26

( 111'-1" )

W10X19 CONT.

( 110'-5" )

RD1

1000S200-54

@ 2'-0" O.C.

EXIST

. W10

X22

EXIST

. W8X

21

EXIST. W16X50

EXIST. W14X30

EXIST. W16X50

EXIST

. W16

X40

EXIST. W8X15

EXIST

. W8X

21

EXIST

. W8X

21

EXIST. W18X60

EXIST. W8X21

EXIST

. W8X

21

EXIST

. W8X

21

EXIST. W10X22

(SLOPED)

(V.I.F.)1' - 8"

3' - 5 1/4"

12' -

1 3/4"

8"

OPEN

12' -

1 3/4"

8"

12' -

0"

12' -

0"

12' -

0"

1' - 1

0 3/4"

7' - 5

"

16' -

11 3/

8"

(V.I.F

.)1'

- 10 1

/4"

45°

7 1/2"

(V.I.F.)

9"

16' - 3 1/2"

3' - 5"

2S3-2

1S3-2

EXISTING 8" C.M.U.W/ 4" BRICK

EXIST. W10X21 BENTEXIST. W10X21

EXIS

T. W

8X21

W12X2

2 CONT.

( 112

'-7" )

13' -

0"

(V.I.F

.)1'

- 6"

9' - 0 1/2"

8' - 11 1/2"

4"

RD1

1S3-2

NOTE #2

EACH END

3S3-2

4S3-2

(3) 1000S200-68

L8x4

x1/2

LINTE

L

(SEE S

CHED

ULE O

N SHEE

T S0-1

)

13' -

0"

X-BRACE(SEE TYP.STRAP BRACING)

X-BRACE(SEE TYP.STRAP BRACING)

L6X4X3/8

L6X6X3/8

L6X4X3/8(102'-1 5/8")

(102'-1 5/8")

(102'-1 5/8")

7' - 0" 9 1/8" 11' - 7 5/16"

AAS3-2

5S3-2

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ROOF FRAMING PLAN


& ADDITION


NORTH1. TOP OF STEEL ELEVATION NOTED THUS: (XXX'-XX") WITH BEAM LABEL FOR BEAMS OF CONSTANT ELEVATION.2. PROVIDE SIMPSON TYPE "SJCT" HANGER.

1/4" = 1'-0"ROOF FRAMING PLAN

NOTE: PLASTIC"QUICK JOINT" OREQUAL MAY BE USEDIN PLACE OF SAWCUT.

SAWCUT 1" DEEP AT4" SLAB WITHIN 8 HOURSMAX. AFTER POURINGCONCRETE AND FILL WITHPOURED JOINT FILLER. SE

E PL

AN1

1/2"

18" LAP

EXTEND REINF.THROUGH JOINT

GALVANIZEDSCREED JOINTWITH KEY

CONTROL JOINT CONSTRUCTION JOINT

L1 L2

HOOK

1' -

0"RE

: SEC

TION

SCL

R. D

IST.

8" 8"

.33L2 .33L3

STIRRUPS REQUIREDSTIRRUPS REQUIRED

.5L2 + 'LTS'/2

8" 8"(U.N.O.)

STIRRUPS REQUIRED.5x SPACING .33L2 TOP REINF.

SPLICE LOCATION

C SPANL

'LTS'

#3 STIRRUPS @ 12" O.C.(TYP. U.N.O.)

REMAINING INTERIOR SPACING

BOTTOM REINF.

HELICAL PIERRE: PLAN (TYP.)6" LONG KEYS

@ 1'-0" O.C.

JOINT TO OCCUR @MIDSPAN BETWEENGRADE BEAM SUPPORTS(.5L2)

CANTILEVER SPANWHERE APPLICABLE(SEE PLAN FORLOCATIONS)

0" T

YP.

(TYP.)'LTS'

1. GRADE BEAMS GREATER THAN 6'-0" IN HEIGHT DO NOT REQUIRE STIRRUPS. RE: SECTIONS FOR REQUIREMENTS.2. 'LTS' = 2'-6" FOR #5 BARS AND SMALLER, 3'-6" FOR #6 & #7 BARS, AND 4'-0" FOR #8 BARS.3. GRADE BEAM PIPE PENETRATIONS ARE NOT PERMITTED AT CANTILEVER LOCATIONS.

3"

'Y'/3

'Y'/3

11

.33L2 MIN.

2' - 0" MIN.

2'-0" (TYP.)

(TYP

.)2"

CLR

.

11

3"

(TYP

.)2"

CLR

.

2' - 0" MIN.

(2) #5PERIMETER(TYP.)

ACCEPTABLE AREA FOR PIPEPENETRATIONS THROUGH GRADE BEAM (TYP.). MULTIPLE HOLESMUST HAVE MIN. 2xLENGTH OR 2xDIAMETER CLEAR DISTANCEBETWEEN ADJACENT HOLES.

STIRRUPS REQUIRED

'Y'/3

'Y'/3

'Y'/3

'Y'/3

(TYP.)

(TYP.) (TYP.)(TYP.)

6" C

LR.

'Y'

BOTTOM REINF.SPLICE LOCATION

TOP REINF.

4" VOID MATERIAL(TYP.)

L3

1/2" NON-TRACKING ASPHALTIMPREGNATED FIBER BOARD.

SEE PLAN FORBASE PLATE TYPE.

HSS COLUMNRE: PLAN

1' - 8

" MAX

.

1' - 8" MAX.

1/2" -

1"± (8) #3x3'-0"

LONG

(TYP.)36 BAR DIAMETERS

(TYP

.)36

BAR

DIA

MET

ERS

EXTERIORFACE

CORNER BARS

HORIZONTALFOUNDATION WALLREINFORCEMENT

STD. 90 DEGREEHOOK

EXTERIORFACE

'LTS'

(2) #4x 'LTS' BARS(TYP.)

TOP BARSRE: SECTIONS

#3 BENT BARS(RE: SECTIONS)

TOP STEP

BOTTOM BARSRE: SECTIONS

TYPICAL TOP STEP DETAIL_________N.T.S.1. 'LTS' = 2'-6" FOR #5 BARS AND SMALLER, 3'-6" FOR #6 & #7 BARS, AND 4'-0" FOR #8 BARS.2. GRADE BEAM STIRRUPS NOT SHOWN FOR CLARITY.

HELICAL PIERSEE PLAN

4" VOID MATERIAL(TYP.)

(2) #4 CONT.

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TYPICAL FOUNDATION DETAILS


& ADDITION


1" = 1'-0"TYPICAL SLAB JOINT DETAILS

1/2" = 1'-0"TYPICAL GRADE BEAM ELEVATION

DETAIL 3/4" = 1'-0"S2-1

A

1" = 1'-0"TYPICAL CORNER DETAILS

STEEL DECK SCHEDULEDECK CONCRETE SLAB DECK PROPERTIES (MINIMUMS) FASTENERS

COMMENTSDECK MARK

DECK TYPE

DECK DEPTH(in.)

DECK FINISH

CONC. ABOVE DECK (in.)

TOTAL THICKNESS

(in.)

CONC. TYPE

SLAB REINF.

SPAN CONDITION

DECK GAUGE

MAX. CONST. CLEAR SPAN

INT. DECK BRG. (in.)

EXT. DECK BRG. (in.)

DECK DIAPHRAGM SHEAR (PLF)

SUPERIMPOSED LOAD CAPACITY (UNIFORM OR

CONCENTRATED)

SUPPORTS SIDE LAPS

RD1 1.5B 1 1/2 PRIMED -- -- -- --1-2 SPAN 18 7'-8" 3 1 1/2 603 110 PSF #12 TEK SCREWS

36/4 PATTERN3 SPAN 18 9'-1" 3 1 1/2 603 120 PSF

NOTES:1. SEE GENERAL NOTES FOR REQUIRED DECK MATERIALS.2. DECK WITH HIGHER YIELD STRESS MAY BE USED WITH SP & SN REQUIRED VALUES ADJUSTED BY THE RATIO OF Fy(40)/Fy(PROVIDED).3. ROOF DECK CAPACITIES ARE TOTAL LOADS AND ARE BASED UPON SUPPORT CENTER TO CENTER DIMENSION.

(6) #10 TEK SCREWS EA. SPAN

TYPE A

7 1/

2"

3"3"

1 1/

2"

PLATE 1"

HSS COLUMNSEE PLAN 5/16"

1 1/2"4 1/2"4 1/2"1 1/2"

(4) 3/4"ØANCHOR BOLTS

1' - 0"

TYPE B

7 1/

2"

1 1/

2"2

1/4"

2 1/

4"1

1/2"

PLATE 1"

HSS COLUMNSEE PLAN 5/16"

1 1/2"5 1/2"5 1/2"1 1/2"


1' - 2"

TYPE C

7 1/

2"

1 1/

2"2

1/4"

2 1/

4"1

1/2" PLATE 3/4"

HSS COLUMNSEE PLAN

5/16"

1 1/2"4 1/2"4 1/2"1 1/2"


1' - 0"

GRID

GRO U

T1"

MIN

. NON

-SHR

INK

PLAT

E TH

ICK N

ESS

RE: D

ETAI

LS F

ORHSS COLUMNSEE PLAN

4" M

IN.

3/4"Ø ASTM F1554GR. 55 (TYP.)

4"

1' -

0"

ALL ANCHOR BOLTS SHALL CONFORM TO ASTM F1554, GRADE 55. HEADED ANCHOR BOLTS SHALL BE FORGED. THE USE OF NUTS IN LIEU OF FORGED HEADS IS NOT PERMITTED.

COLD FORMED STRUCTURALMETAL FRAMING

EFFECTIVE SECTION PROPERTIES

SIZE Amin. in.² lxxmin. in.4 Sxxmin. in.³ REMARKS

EXTERIOR STUDS

TRACKS

EXTERIOR STUDS TO BE SHOP PRIMED OR

GALVANIZED

TOP & BOT. TRACKS

600S162-54 .556 2.86 .916

600T125-54 .480 2.241 .592

800S162-54 .670 5.736 1.434

800T125-54 .594 4.668 .940

1000S200-54 2.690 2.06210.516JOISTSHEADER 800S162-54 .670 5.736 1.434

BOTTOM TRACK

METAL STUD

P.A.F.

CONCRETECONSTRUCTION

4" SPACING3" MIN. EDGESPACING

LOCATION # OF FASTENERS REQ'DTYP. FRAMING

JAMBS

(2) 0.145"ø P.A.F.'s @ EACH STUD

(2) 0.145"ø P.A.F. FOR EACH STUD WITHIN JAMBNOTES:1. 1 1/4" MIN. EMBED REQUIRED FOR ALL P.A.F.'s.2. 4" MIN. SPACING FOR ALL P.A.F.'s.

SEE ARCH.FOR WINDOW (3) 800S162-54 STUDS

2-12

TRACK BRACE TOMATCH WALL STUDWIDTH. (NOTCH & WRAP AROUNDBUILT-UP COLUMN)

ATTACH W/ (6) #10 TEK SCREWS

ATTACH W/ (2)#10 TEK SCREWSEACH SIDE (TYP.)1 1/2"x16 GA.

U-CHANNEL BRIDGING@ 4'-0" O.C. (MAX.)

18 GA. JAMB STUD(3) MIN.

"VERTICLIP SL600"BY THE STEEL NETWORK@ EACH STUDALTERNATE: "FTC-5" BYDIETRICH @ EACH STUDATTACH TO BEAM W/(3) HILTI X-U FASTENERS& TO EACH STUD W/(2) SCREWS PROVIDED BYTHE MANUFACTURER

600T200-43TOP TRACK W/NO SCREWS TO STUD

1" C

LEAR

SCREWATTACHMENT

CLIP ANGLE 1 1/2"x1 1/2"x 16 GA. FASTENED W/(4) #10 SCREWS ~ ANGLE LENGTH = STUD DEPTH(d) MINUS 1/2"

1 1/2"x16 GA.U-CHANNELBRIDGING@ 4'-0" O.C.(MAX.)

d

T.O. STEELEL. RE: PLAN

W.F. BEAMRE: PLAN

1/2" PLATE W/ MIN.(2) 3/4"Ø BOLTS(TYP.)HSS COLUMN

RE: PLAN

3/8" STIFFENER PLATEEACH SIDE. USE BEAMCONNECTION WHEREBEAMS FRAME PERP.INTO GIRDER

3/16"

2 1/2"


W.F. BEAMRE: PLAN

3/8" STIFFENER PLATEEACH SIDE

CAP PLATE 3/8" W/(4) 3/4"Ø BOLTSHSS COLUMNRE: PLAN

T.O. CONCRETEEL. SEE PLAN

T.O. STUDSEL. SEE PLAN/ARCH.

PROVIDE (2) 8" STUDHEADERS WRAPPEDW/ 2" T.&B. TRACK

RE: ARCH.

BOTTOM TRACKSEE SCHEDULE

PROVIDE (3) STUDSFULL HEIGHT EACH SIDEOF OPENING. (SEE HEADER DETAILS)

8" METAL STUDS@ 1'-4" O.C.SEE PLANS & SCHEDULE

TYPICAL HEADER TO JAMBSTUD CONNECTION(SEE HEADER DETAILS)

12'-0"(N.T.S.)

OPEN

BLOCK STUD~ MATCH WALLSTUDS x 0'-6" LONG

16 GA. JAMB STUD(2) MIN.

HEADER BACK TRACKSEE SCHEDULE W/(6) #10 SCREWS(TO JAMB STUD)

FASTEN HEADERASSEMBLY TO TRACKW/ (3) #10 SCREWSEACH SIDE

L2x2x14 GA. x STUD DEPTHW/ (8) #10 SCREWS(4 TO JAM STUD4 TO HEADER TRACK)

(4) #10 SCREWS

INFILL STUDW/ BOTTOM TRACK

2" HEADER TRACKSEE SCHEDULE

HEADER MEMBERSSEE SCHEDULE

#10 SCREWS@ 8" O.C. (TYP.@ HEADER TRACKS)

1/8" 1 @ 12TYP.1/8

HDR.TRACK @

TYPE W1A

1/8 2-12EA. SIDE

TYPE W1A

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TYPICAL STEEL DETAILS


& ADDITION


1 1/2" = 1'-0"TYPICAL BASE PLATE DETAILS

1/2" = 1'-0"TYPICAL ANCHOR BOLT DETAILS

3/4" = 1'-0"TYP. BOTTOM TRACK CONN. TO CONC.

1" = 1'-0"JAMB STUD DETAIL

1" = 1'-0"METAL STUD BRIDGING TO JAMB STUD DETAIL

3/4" = 1'-0"HEAD OF WALL VERTICAL DEFLECTION CLIPS

3/4" = 1'-0"TYPICAL METAL STUD BRIDGING DETAIL

3/4" = 1'-0"TYP. BEAM BEARING CONN. DETAIL

3/8" = 1'-0"TYP. STEEL STUD WALL ELEVATION

3/4" = 1'-0"TYPICAL HEADER DETAILS

4" CONCRETE SLABOVER 4" GRAVEL

1'-0" MIN. COMPACTEDSTRUCTURAL FILL. SEE SOILS REPORT

T.O. GRADE BEAMEL. 94'-8"

B.O. GRADE BEAMEL. 90'-6"

1/2" JOINT MATERIAL

SHEATHING(SEE ARCH.)

(3) #7 TOP(2) #6 BOTTOM(SEE GEN. NOTE 2DFOR SPLICES OFREINFORCEMENT)

(2) #4 CONT.

#3 STIRRUPS @ 12

(TYP.)2" CLR.

1' - 2"

NEW CONSTRUCTIONBRACKET

6" 8"

HELICAL PIER(SEE PLAN)

(2) #4x (A706) DOWELS(WELD TO PIER CAP)

1'-0"

1'-8

"1'-8"

#3x @ 241'-0

"

3/16" 4"

3/16" 4"

T.O. LEDGEEL. 94'-0"

BRICK VENEER(SEE ARCH.)

TYPE 800S162-54STEEL STUDS@ 1'-4" O.C.

CONT. 16 GA. BOTTOM TRACK

BEDROCK

4" VOID MATERIAL

1 1/

2"

EXTERIOR PAVEMENTBY OTHERS


COMPACTEDSTRUCTURAL FILL. SEE SOILS REPORT

T.O. SLABEL. 94'-6 1/2"



#3 STIRRUPS @ 12

(TYP.)2" CLR.

1' - 0"

NEW CONSTRUCTIONBRACKETBEDROCKHELICAL PIER(SEE PLAN)


1'-0"

1'-8

"1'-8"


#4x DOWELS @ 24(ALTERNATE)

2'-0"

2'-8

"

CLR.2"

6"

3/16" 4"

3/16" 4"

4" VOID MATERIAL


FLOW FILL ORCELLULAR CONCRETEBACKFILL

T.O. SLABEL. 94'-6 1/2"


(3) #7 TOP (2) #6 BOTTOM(SEE GEN. NOTE 2DFOR SPLICES OFREINFORCEMENT)

#3 STIRRUPS @ 12

(TYP.)2" CLR.

1' - 0"


BEDROCK



1'-0"

1'-8

"1'-8"



2'-0"

2'-8

"

CLR.2"

6"


3/16" 4"

3/16" 4"

4" VOID MATERIAL

EXISTING FOUNDATIONWALL (V.I.F.)


EXIST. FLOORSLAB (V.I.F.)


8"


1'-0" MIN. COMPACTEDSTRUCTURAL FILL. (SEE SOILS REPORT)

T.O. SLABEL. 94'-6 1/2"

T.O. EXIST. WALLEL. 93'-10 1/2"



EXIST. FLOORSLAB (V.I.F.)

EXIST. CONCRETE WALL (CUT DOWN TO EL. 93'-10 1/2")(V.I.F.)

4" VOID MATERIAL



T.O. SLABEL. 94'-6 1/2"

BEDROCK



EXISTING CONCRETEGRADE BEAM(V.I.F.)


RETROFIT BRACKET& CAP(BY OTHERS)

8"




(MATCH EXISTING)

EXISTING DOWELSTO REMAIN

1/2" JOINT MATERIAL

T.O. ANGLEEL. 93'-10 1/2"

6




EXISTING CONCRETEGRADE BEAM(V.I.F.)



1/2" JOINT MATERIAL

SAW-CUT EXISTINGGRADE BEAM@ NEW OPENINGDOWN TO EL. 93'-10 1/2"(DO NOT OVERCUT)EXISTING FLOOR

TO BE REMOVED@ NEW OPENING

T.O. EXIST. WALLEL. 93'-10 1/2"

SLOPE

6

2' - 0" SEE PLAN 1' - 0"


COMPACTEDSTRUCTURAL FILL. SEE SOILS REPORT



2'-0"

2'-8

"

T.O. RAMP SLABEL. VARIES


EXISTING CONCRETESLAB

8"

2' -

0"10

"CL

R.3"

8"



CLR.3"

(2) #5 CONT.TOP & BOTTOM(SEE GEN. NOTE 2DRE: SPLICES OFREINFORCEMENT)

COMPACTEDSTRUCTURAL FILL.SEE SOILS REPORT

(3) #4 CONT.

#4 @ 18 TRANSVERSE

#4x DOWELS @ 248"

#4 @ 12 HORIZ.

#4 @ 12EACH WAY

NEW SLAB TO MATCHTHICKNESS OFEXISTING

EXISTINGCONCRETE SLABTO REMAIN

#4x2'-0" LONG DOWELS@ 1'-4" O.C.(AROUND PERIMETEROR REPLACEMENT SLAB)(TYP.)

CLR.

1 1/

2"

MIN. 4" GRAVEL

E

T.O. RAMP SLABEL. VARIES

4" CONCRETE RAMP SLABOVER 4" GRAVEL


T.O. EXIST. PIEREL. 95'-0" (V.I.F.)


EXISTING SLABTO BE REMOVED@ NEW FLOOR

1/2" JOINT MATERIAL


1'-0" MIN. COMPACTEDSTRUCTURAL FILL (SEE SOILS REPORT)

T.O. SLABEL. 94'-6 1/2"


(3) #7 CONT. TOP(2) #6 BOTTOM(SEE GEN. NOTE 2DFOR SPLICES OFREINFORCEMENT)

#3 STIRRUPS @ 18

(TYP.)2" CLR.

1' - 2"



STOREFRONT(SEE ARCH.)


1'-0"

1'-8

"1'-8"

3/16" 4"

3/16" 4"



#4x DOWELS @ 242'-0"

2'-0

"

CLR.2"

6"

BEDROCK

4" VOID MATERIAL

1 1/

2"

5" 9"

5" 4"

2' - 0" SEE PLAN


EXISTING COCNRETE STAIR(V.I.F.)



2'-0"

2'-8

"



8"

2' -

0"10

"CL

R.3"

8"



CLR.3"



(3) #4 CONT.

#4 @ 18 TRANSVERSE

#4x DOWELS @ 248"

#4 @ 12 HORIZ.

2' - 4 1/2"


8"


1'-0" MIN. COMPACTEDSTRUCTURAL FILL (SEE SOILS REPORT)

T.O. SLABEL. 94'-6 1/2"



#3 STIRRUPS @ 18

(TYP.)2" CLR.

1' - 6"



EXISTING WALL(V.I.F.)


1'-0"

1'-8

"1'-8"

3/16" 4"

3/16" 4"



#4x DOWELS @ 242'-0"

2'-0

"

CLR.2"

6"

BEDROCK

4" VOID MATERIAL

1 1/

2"

8" METAL STUDS@ 1'-4" O.C.(SEE TYP. STRAPBRACING DETAILS)

SHAFT WALL(SEE ARCH.)

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FOUNDATION SECTIONS


& ADDITION


SECTION 1/2" = 1'-0"S3-1

2 SECTION 1/2" = 1'-0"S3-1

3 SECTION 1/2" = 1'-0"S3-1

4

SECTION 1/2" = 1'-0"S3-1

5

SECTION 1/2" = 1'-0"S3-1

6

SECTION 1/2" = 1'-0"S3-1

7 SECTION 1/2" = 1'-0"S3-1

8

SECTION 3/4" = 1'-0"S3-110SECTION 1/2" = 1'-0"

S3-19

SECTION 1/2" = 1'-0"S3-1

1

SECTION 1/2" = 1'-0"S3-111 SECTION 1/2" = 1'-0"

S3-112

T.O. STEELEL. SEE PLAN 10" COLD FORMED

STEEL JOISTS(SEE PLAN)

1 1/2" STEELROOF DECK

800S162-54 STUDS@ 1'-4" O.C.(TYP.)

PROVIDE VERTICLIP"SL800". ATTACH TOW.F. BEAM W/(3) 0.167"Ø P.A.F.

W14 BEAM(SEE PLAN) CONT. 800T125-54

ATATCH W/(2) 0.145"Ø P.A.F.@ 8" O.C.

112CONT. EDGE

L2x6x3/16

BRICK VENEER(SEE ARCH.) JOIST HANGER

(SEE PLAN)

T.O. STEELEL. SEE PLAN

F

EXISTING 8" C.M.U.(V.I.F.)

(V.I.F.)2' - 11"

4" (V.I.F.)5"

JOIST HANGER(SEE PLAN)


CONT. BENT PL 3/16"x ATTACH TO EACH JOISTW/ (2) #12 SCREWS

6"

3"

10" COLD FORMEDSTEEL JOISTS(SEE PLAN)

CONT. W12x22

EXISTING 4" BRICK

112

T.O. STEELEL. SEE PLAN

T.O. TRACKEL. 114'-9 3/4"

T.O. JOISTSEL. VARIES

W.F. BEAM W/3/8" WEB STIFFENERPLATES @ COLUMN(SEE PLAN)

10" COLD FORMEDSTEEL JOISTS(SEE PLAN)


600S162-54 STUDS@ 1'-4" O.C.(TYP.)

HSS COLUMN(SEE PLAN)

STOREFRONTSYSTEMBY OTHERS

1/2" CAP PLATEW/ (4) 3/4"Ø BOLTS

1/4"

ATTACH JOISTTO EACH STUD W/(4) #12 SCREWS

T.O. JOISTSEL. VARIES

10" COLD FORMEDSTEEL JOISTS.ATTACH TO TOP TRACKW/ #10 SCREWS@ 6" O.C.


CONT. EDGEL2x2x3/16.ATTACH W/#12 SCREWS @ 6" O.C.EXISTING

8" C.M.U.(V.I.F.)

EXISTING BRICKVENEER

8" METAL STUDS@ 1'-4" O.C.(SEE TYP. STRAPBRACING DETAILS)

EXPANSION JOINT(SEE ARCH.)(TYP.)

10 7/8" ± 8"

SHAFT WALL(SEE ARCH.)

T.O. SHAFT WALLEL. 113'-10 1/2"

PROVIDE TYPE "GA2"CLIPS @ 6" O.C.ATTACH W/ #10 SCREWS

T.O. SLABEL. RE: PLAN


8" - 16 GA. STUDS@ 1'-4" O.C.RE: SCHEDULE (TYP.)

(2) 8" - 16 GA. STUDSEACH SIDE (TYP.)HSS COLUMN

RE: PLAN

16 GA. TRACKTOP & BOTTOMRE: SCHEDULE(TYP.)

1"TYP.

W.F. BEAM(WHERE APPLICABLE)RE: PLAN(TYP.)

8" - 16 GA. STRAPS(2 EACH SIDE)USE FLAT STOCK

HSS COLUMNRE: PLAN

VERTI-CLIP "SL800"W/ MAX. FASTENERS@ EACH STUD (TYP.)

S3-2B

S3-2C

T.O. SLABEL. RE: PLAN

GA. STRAPRE: BRACE ELEVATIONS

(2) 16 GA. STUDSRE: BRACE ELEVATIONS(TYP.)

BASE PLATERE: PLAN

HSS COLUMNRE: PLAN

1/8" 8"STUDS TO HSS

1/8"EACH STRAP

1/8" 1 @ 12TYP.

16 GA. STUDSRE: BRACE ELEVATIONS

16 GA. BOTTOM TRACKATTACH W/0.145"Ø P.A.F. @ 4" O.C.(STAGGERED)


WEB PLATE 1/4"EACH SIDE

W.F. BEAM(WHERE APPLICABLE)RE: PLAN

CAP PLATE W/(4) 3/4"ø BOLTS

GA. STRAPRE: BRACE ELEVATIONS

GRID

HSS COLUMN(WHERE APPLICABLE)RE: PLAN

1/8"TYP.

1/8" 1 @ 12TYP.

TOP TRACKATTACH W/0.145"Ø P.A.F.@ 4" O.C.(STAGGERED)

NEW ANGLE LINTEL SEQUENCE1. REMOVE ONLY ENOUGH MASONRY TO SET (2) BASE PLATES.2. GROUT CAVITIES OR VOIDS IN WALL SOLID UNDER BASE PLATES. GROUT SHALL BE

FORCED A MINIMUM OF 24" BELOW THE BEARING LEVEL.3. SET BASE PLATE ON 3/8" GROUT AND LEVEL PLATES.4. SAWCUT IN HORIZONTAL JOINT ON INSIDE OF WALL ONLY TO PROVIDE FOR

FLANGE OF AN ANGLE TO FIT INTO THE C.M.U. WALL. IT WOULD BE DESIRABLE TO SET BOTTOM OF ANGLE ELEVATION SO THE FLANGE WILL FIT INTO A BED JOINT.

5. SET ANGLE INTO PLACE AS SHOWN ON DRAWING.6. SAWCUT BRICK ON OTHER SIDE OF WALL AND SET SECOND ANGLE.7. DRILL THRU WALL AT BOLT LOCATIONS AND SET CARRIAGE BOLTS. DO NOT

OVERTIGHTEN.8. WELD ANGLE TO BASE PLATES.9. MAKE A VERTICAL SAWCUT AT EACH DOOR JAMB.10. REMOVE THE MASONRY UNDER THE LINTEL.11. WELD THE BOTTOM PLATE TO ANGLES AS SHOWN.

2"

T.O. OPENINGEL. RE: ARCH.

EXIST. 8"C.M.U.

BOTTOM PLATE1/4" x1'-4" CONT.

3/4"Ø THRU-BOLTS@ EACH END &1'-4" O.C. INTERIOR.

L6x6x3/8

3/16" 2 @ 12

TYP. NEW ANGLE LINTEL DETAILS

B.O. ANGLEEL. SEE ARCH.

6" 1"NEW

OPENING

1/4"

BASE PLATE (IN C.M.U.)3/8"x6"x0'-7" TOBE SET BEFORE ANGLEIS PLACED(TYP. EACH END)

EXIST. 8" C.M.U.

3/4"Ø (A307)THRU-BOLTSEACH END & 1'-4" O.C.INTERIOR.

BOTTOM PLATE 1/4"x0'-7"CONT.

ELEVATION________3/4"=1'-0"

A

A

3"

L6x4x3/8

4" BRICK VENEER

L6x4x3/8

3/4'-1'-0"A-AS3-2

SECTION

TYP.1 1/2"

TYP.6 1/2"

BASE PLATE 5/8"x8"x1'-4 W/(3) 3/4"ø THREADED RODS(F1554 GR 55 OR EQUAL)DRILL & EPOXY W/ HILTI"HIT HY 150/ICE" EPOXY(1'-0 MIN. EMBEDMENT)

L4x3x3/8x0'-5EACH SIDE

GA. STRAPRE: BRACEELEVATIONS

NOTCH STUDSAROUND THREADEDROD AS REQUIRED

1/8"EACH

STRAP

1 @ 12TYP.

1/4"(3) SIDESTYP.

(2) 16 GA. STUDSRE: BRACE ELEVATIONS(TYP.)

3"2

1/2"

1"

1/2"

1 1/2"

T.O. BEAMEL. 110'-5"

3/16"

W10x19(SEE PLAN)

PLATE 3/8"x4"x0'-8" W/(2) 3/4"Ø BOLTS

EXISTING 6H20COLUMN(V.I.F.)

EXISTING10WF21 BEAM(V.I.F.)

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ROOF FRAMING SECTIONS &STRAP BRACING DETAILS


& ADDITION


SECTION 3/4" = 1'-0"S3-2

1 SECTION 3/4" = 1'-0"S3-2

2 SECTION 3/4" = 1'-0"S3-2

3 SECTION 3/4" = 1'-0"S3-2

4

3/8" = 1'-0"TYPICAL STRAP BRACINGDETAIL 1" = 1'-0"S3-2

B DETAIL 3/4" = 1'-0"S3-2

CDETAIL 1" = 1'-0"S3-2

A

SECTION 1" = 1'-0"S3-2

5

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