yamhill carlton high school voluntary seismic …

OWNER

YAMHILL CARLTON SCHOOL DISTRICT

120 N LARCH PLACE

YAMHILL, OR 97148

CONTACT: TAMI ZIGLER

YAMHILL CARLTON HIGH SCHOOLVOLUNTARY SEISMIC STRENGTHENING

YAMHILL CARLTON SCHOOL DISTRICT

275 N MAPLE ST

YAMHILL, OR 97148

ARCHITECT

BBL ARCHITECTS

200 NORTH STATE STREET

LAKE OSWEGO, OR 97034

CONTACT: DOUGLASS PRUITT, AIA

G0.1

SHEET

ID

SHEET TITLE

COVER SHEET AND SHEET INDEX

G0.2 ABBREVIATIONS AND SYMBOLS

S2.1 ATTIC/LOW ROOF STRENGTHENING PLAN

LOWER ROOF STRENGTHENING PLAN - BID ALTERNATE

WOOD DETAILS

S2.2

S2.3

S7.1

SHEET INDEX

LEGEND:

ISSUED AS PART OF SET

NOT PART OF ISSUED SET

ISSUED FOR INFORMATION ONLY

DRAWINGS ISSUED

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ROOF STRENGTHENING PLAN

SCALE:

1

VICINITY MAP AND SITE MAP

NTS

NORTH

G0.1

COVER SHEET

AND SHEET

INDEX

SITE LOCATION

D2.2

ROOF PLANA1.1

STRUCTURAL ENGINEER

WRK ENGINEERS, INC.

215 W. 12TH STREET, SUITE 202

VANCOUVER, WA 98660

CONTACT: BRIAN KNIGHT, P.E., S.E.

G0.3 CODE SUMMARY

SPECIAL INSPECTION TABLES

S0.1 GENERAL STRUCTURAL NOTES

NONSTRUCTURAL DETAILSS8.1

LEVEL 2 REFLECTED CEILING DEMOLITION PLAN

D2.1

ELEVATIONSS3.1

PARTIAL BASEMENT NONSTRUCTURAL BRACING PLANS2.4

ATTIC NONSTRUCTURAL BRACING PLANS2.5

WOOD DETAILSS7.2

PARTIAL LEVEL 1 REFLECTED CEILING DEMOLITION PLAN

D2.3

PARTIAL BASEMENT DEMOLITION PLAN

A5.1 DETAILS

S0.2

DEMOLITION ROOF PLAN

D2.4

BID

S

ET

04/2

9/2

02

1

A5.2 DETAILS

G0.4 SITE PLAN

A

MATERIAL TYPES

COMPACTED EARTH

UNDISTURBED EARTH

ROCK FILL, GRAVEL

NON-SHRINK GROUT/SAND

STEEL

LIMITS OF OPENING

SECTION NUMBER

DRAWING WHERE FOUND

LINE OF SECTION CUT

DIRECTION OF VIEW

DETAIL NUMBER

DRAWING WHERE

FOUND

AREA OF DETAIL

AREA OF PARTIAL

PLAN OR PARTIAL

ELEVATION

DIRECTION OF VIEW

ELEVATION NUMBER

DRAWING WHERE ELEVATION

IS FOUND

SECOND FLOOR

EL. XXX'-X"

INDICATES HEIGHT

ABOVE DATUM

DRAWING SIDE

DRAWING WHERE

CONTINUATION IS FOUND

MATCH LINE

SEE SX.XX

EXISTING CONCRETE

INDICATES ORIENTATION

OF PLYWOOD SHEATHING

EXTENT OF SHEATHING

NEW PLYWOOD

NO or # NUMBER

(A) ABOVE

AB ANCHOR BOLT

AC ASPHALT CONCRETE

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADH ADHESIVE

ADJ ADJACENT

AESS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL

AGGR AGGREGATE

AHR ANCHOR

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

ALUM ALUMINUM

ALT ALTERNATE

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

APA AMERICAN PLYWOOD ASSOCIATION

APPROX APPROXIMATE

ARCH ARCHITECTURAL

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASME AMERICAN SOCIETY OF MECHANICAL ENGINEERS

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

ATC ACOUSTIC TILE CEILING

AVG AVERAGE

AWG AMERICAN WIRE GAUGE

AWPA AMERICAN WOOD PROTECTION ASSOCIATION

AWPB AMERICAN WOOD PRESERVERS BUREAU

AWS AMERICAN WELDING SOCIETY

(B) BELOW

BTWN BETWEEN

BF BRACED FRAME

BLDG BUILDING

BLKG BLOCKING

BM or BMS BEAM or BEAMS

BN BOUNDARY NAILING

BOT BOTTOM

B.O. CONC BOTTOM OF CONCRETE

B.O. FTG BOTTOM OF FOOTING

B.O. SLAB BOTTOM OF SLAB

B.O. STL BOTTOM OF STEEL

BRG BEARING

BS BOTH SIDES

BSMT BASEMENT

C CHANNEL

CG CENTER OF GRAVITY

CGS CENTER OF GRAVITY OF STRAND

CIP CAST-IN-PLACE

CJ CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLG CEILING

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL or COLS COLUMN OR COLUMNS

CONC CONCRETE

CONN CONNECTION

CONSTR CONSTRUCTION

CONT CONTINUOUS

CLT CROSS-LAMINATED TIMBER

CSK COUNTERSINK

CTR CENTER

CVN CHARPY V-NOTCH

d PENNY (NAIL SIZE)

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DBM DROP BEAM

DEG DEGREE

DEMO DEMOLITION

DET or DETS DETAIL OR DETAILS

DF DOUGLAS FIR-LARCH

DIA DIAMETER

DIAG DIAGONAL

DIM or DIMS DIMENSION or DIMENSIONS

DIST DISTANCE

DK or DKG DECK or DECKING

DN DOWN

DO DITTO

DWL or DWLS DOWEL or DOWELS

DWG or DWGS DRAWING or DRAWINGS

(E) EXISTING

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRICAL

EMBED EMBEDMENT

EN EDGE NAILING

EOR ENGINEER OF RECORD

EOS EDGE OF SLAB

EQ EQUAL

EQUIP EQUIPMENT

ES EACH SIDE

EV EVERY

EW EACH WAY

EXC EXCAVATION

EXP EXPANSION

EXT EXTERIOR

FA FRAMING ANGLE

FBM FLUSH BEAM

FDN FOUNDATION

FF FAR FACE

FHA FEDERAL HIGHWAY ADMINISTRATION

FIN FINISH

FINF FINISHED FACE

FIN FLR FINISH FLOOR

FLR or FLRS FLOOR or FLOORS

FN FIELD NAILING

FO FACE OF

FOC FACE OF CONCRETE

FOS FACE OF STUDS

FP FIREPROOFING

FRP FIBER REINFORCED POLYMER

FRT FIRE RETARDANT TREATED

FS FAR SIDE

FT FOOT or FEET

FTG or FTGS FOOTING or FOOTINGS

GA GAUGE

GALV GALVANIZED

GLZ GLAZING

GLB GLU-LAMINATED BEAM

GR GRADE

GRND GROUND

GSN GENERAL STRUCTURAL NOTE

GT GIRDER TRUSS

GYP BD GYPSUM BOARD

HDG HOT-DIPPED GALVANIZED

HDR HEADER

HK or HKS HOOK or HOOKS

HORIZ HORIZONTAL

HP HIGH POINT

HSB HIGH STRENGTH BOLTS

HSS HOLLOW STRUCTURAL SECTION

HT HEIGHT

IAPMO INTERNATIONAL ASSOCIATION OF PLUMBING AND

MECHANICAL OFFICIALS

IBC INTERNATIONAL BUILDING CODE

ICC INTERNATIONAL CODE COUNCIL

ID INSIDE DIAMETER

INFO INFORMATION

INT INTERIOR

JST or JSTS JOIST or JOISTS

JT JOINT

KO KNOCK OUT

2L DOUBLE ANGLE

L ANGLE

LB or LBS POUND OR POUNDS

ℓd DEVELOPMENT LENGTH

ℓdb HOOK DEVELOPMENT LENGTH

LFRS LATERAL FORCE RESISTING SYSTEM

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOC LOCATION

LONG LONGITUDINAL

LPT LOW POINT

ℓs LAP SPLICE LENGTH

LT LIGHT

LVL LAMINATED VENEER LUMBER

LSL LAMINATED STRAND LUMBER

LWC LIGHT WEIGHT CONCRETE

MAX MAXIMUM

MB MACHINE BOLT

MC MISCELLANEOUS CHANNEL

MECH MECHANICAL

MEP MECHANICAL, ELECTRICAL AND PLUMBING DOCUMENTS

MEZZ MEZZANINE

MF MOMENT FRAME

MFR MANUFACTURER

MIA MASONRY INSTITUTE OF AMERICA

MIN MINIMUM

MISC MISCELLANEOUS

MTD MOUNTED

MTL METAL

N NORTH

NF NEAR FACE

NIC NOT IN CONTRACT

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

NWC NORMAL WEIGHT CONCRETE

OC ON CENTER

OD OUTSIDE DIAMETER

OPNG OPENING

OPP OPPOSITE

OSB ORIENTED STRAND BOARD

OWSJ OPEN WEB STEEL JOIST

PAF POWDER ACTUATED FASTENER

PC or PCS PIECE OR PIECES

PEF PANEL EDGE FASTENERS

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLYWD PLYWOOD

PMGT PRE-MANUFACTURED GIRDER TRUSS

PMT PRE-MANUFACTURED TRUSS

PR PAIR

PRCST PRECAST

PLF POUNDS PER LINEAR FOOT

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT PRESERVATIVE TREATED or POST-TENSIONED

PTI POST-TENSIONING INSTITUTE

PTN PARTITION

PVC POLYVINYL CHLORIDE

R RADIUS

REBAR REINFORCING BAR

REF REFERENCE

REINF REINFORCED or REINFORCING

REQD REQUIRED

RET RETURN

REV REVISE or REVISION

RO ROUGH OPENING

RSJ ROLLED STEEL JOIST

(S) SIMPSON

SAD SEE ARCHITECTURAL DRAWINGS

SCHED SCHEDULE

SECT SECTION

SFRS SEISMIC FORCE RESISTING SYSTEM

SHT SHEET

SHTHG SHEATHING

SIM SIMILAR

SL SLOPE

SMF STEEL MOMENT FRAME

SMS SHEET METAL SCREW

SOG SLAB ON GRADE

SPEC or SPECS SPECIFICATION OR SPECIFICATIONS

SQ SQUARE

SS STAINLESS STEEL

STAG STAGGERED

STD STANDARD

STIF STIFFENER

STL STEEL

STRUCT STRUCTURAL

STS SELF TAPPING SCREW

SUB SUBSTITUTE

SUSP SUSPENDED

SW SHEAR WALL

SYMM SYMMETRY OR SYMMETRICAL

T&B TOP AND BOTTOM

T&G TONGUE AND GROOVE

TEMP TEMPORARY

THK THICK

THD THREAD or THREADED

THRU THROUGH

TJI WOOD I-JOIST OR TRUSS JOIST

T.O. TOP OF

T.O. CONC TOP OF CONCRETE

T.O. FTG TOP OF FOOTING

T.O. STL TOP OF STEEL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

URM UN-REINFORCED MASONRY

VENT VENTILATE

VERT VERTICAL

VIF VERIFY IN FIELD

W or WF WIDE FLANGE

W/ WITH

WD WOOD

WHS WELDED HEADED STUD

W/O WITHOUT

WP WORK POINT

WT WEIGHT or WIDE TEE

XS EXTRA STRONG

XXS DOUBLE EXTRA STRONG

X

X

DESCRIPTION

LINE OF DETAIL CUT

DIRECTION OF VIEW

INDICATES EXTENTS OF EXISTING

FRAMING MEMBERS OR OTHER

STRUCTURAL COMPONENTS

INDICATES EXISTING WOOD

POST/COLUMN

INDICATES EXISTING WOOD

POST/COLUMN BELOW

INDICATES EXISTING CONCRETE WALL

INDICATES STRUCTURAL WALL

INDICATES EXISTING WALL BELOW

INDICATES STEP IN SLAB/FRAMING

INDICATES CHANGE IN SLOPE

INDICATES SHEAR WALL HOLDOWN

X

SY.Z

X

SY.Z

X

SY.Z

X

SY.Z

X

SY.Z

SHEAR WALL PER

SCHEDULE

HOLDOWN PER

SCHEDULE

SIDE OF SHEATHING

FOR SHEAR WALL

INDICATES EXTENT

OF WOOD SHEAR

WALL

NEW CONCRETE

REFERENCE SYMBOLS

REVISION NUMBER - SEE

REVISION HISTORY ON TITLE

BLOCK OF EACH DWG.

X

AREA OF REVISION

INDICATES EXISTING WOOD STUD WALL

ABBREVIATIONS

REVISION

GRID LINES

MATCH LINE

ELEVATION

PARTIAL PLAN OR ELEVATION

SECTION

DETAIL

ELEVATION MARKER

PLYWOOD SHEATHING

OPENING

WALL DESIGNATIONS

SHEAR WALL TAG

COLUMN DESIGNATIONS

FRAMING

MISC

GENERAL CONSTRUCTION NOTES

1. UNLESS OTHERWISE APPROVED BY THE DISTRICT, THE CONTRACTOR SHALL PERFORM ALL CONSTRUCTION

BETWEEN 7:00 AM AND 4:00 PM MONDAY THROUGH FRIDAY. NO WORK IS ALLOWED ON PUBLIC HOLIDAYS

OBSERVED BY THE STATE OF OREGON.

2. THE CONTRACTOR SHALL PERFORM ALL WORK NECESSARY TO COMPLETE THE PROJECT IN ACCORDANCE

WITH THE APPROVED PLANS AND SPECIFICATIONS INCLUDING SUCH INCIDENTALS AS MAY BE NECESSARY

TO MEET THE REQUIREMENTS OF THE DISTRICT AND/OR OTHER APPLICABLE AGENCIES FOR A COMPLETE

AND FULLY FUNCTIONAL PROJECT. RESTORATION SHALL BE EQUAL TO OR BETTER THAN THE ORIGINAL

CONDITION, AND TO THE SATISFACTION OF THE DISTRICT.

3. ANY INSPECTION BY THE ENGINEER OF RECORD, THE DISTRICT, OR OTHER AGENCIES SHALL NOT RELIEVE

THE CONTRACTOR IN ANY WAY FROM ANY OBLIGATION TO PERFORM THE WORK IN STRICT COMPLIANCE

WITH THE APPLICABLE REGULATIONS, SPECIFICATIONS, CODES, STANDARDS, AND REQUIREMENTS OF THE

DISTRICT OR OTHER APPLICABLE AGENCIES.

4. THE CONTRACTOR AND/OR SUBCONTRACTOR SHALL HAVE A MINIMUM OF ONE (1) SET OF APPROVED

CONSTRUCTION PLANS, AND CONTRACT SPECIFICATIONS ON THE JOBSITE AT ALL TIMES DURING

CONSTRUCTION.

5. EXISTING CONDITIONS AND UTILITIES ON CONSTRUCTION DOCUMENTS OR THE PLANS ARE SHOWN

WITHOUT GUARANTEE OF ACCURACY. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF RECORD

IMMEDIATELY IN CASES WHERE ACTUAL LOCATION OR INFORMATION DISCOVERED VARIES, OR NOT SHOWN,

FROM THOSE DEPICTED IN THE CONTRACT DOCUMENTS OR THE PLANS.

6. THE CONTRACTOR SHALL KEEP THE WORKSITE CLEAN, SAFE AND ACCESSIBLE AT THE END OF EACH WORK

DAY. MINIMIZE NOISE LEVEL AT ALL TIMES. DUST CONTROL IS REQUIRED. PROTECT CARPET, FURNITURE,

FIXTURES AND EQUIPMENT AT ALL TIMES. REMOVE, TRANSPORT AND STORE EQUIPMENT AND FURNISHINGS

AS NOTED ON DEMOLITION PLANS OFFSITE AT AS DIRECTED BY THE DISTRICT. REINSTALL THEM FOLLOWING

SEISMIC RETROFIT WORK.

7. ALL EXISTING ROOF AREA SHALL BE PROTECTED. ACCESS TO ROOF AREA ACROSS PARAPETS SHALL BE BY

LADDERS OR LIFTS. CONSTRUCTION MATERIAL ON ROOF AREA SHALL NOT BE OVERLOADED TO CREATE

STRESS AND ROOF COLLAPSE. TEMPORARY PROTECTION ENCLOSURES MUST BE COMPLETED PRIOR TO

THE START OF DEMOLITION OR INTERIOR CONSTRUCTION.

8. THE CONTRACTOR SHALL RECORD ANY APPROVED DEVIATION IN CONSTRUCTION AND AS-BUILT

INFORMATION ON A SET OF THE APPROVED PLANS. THE CONTRACTOR SHALL KEEP THE FIELD RECORD

DRAWINGS UP TO DATE AT ALL TIMES AND SHALL HAVE THEM AVAILABLE FOR INSPECTION BY THE DISTRICT

UPON REQUEST. THE CONTRACTOR SHALL SUBMIT ACCURATE AND COMPLETE AS-BUILT DRAWINGS TO THE

DISTRICT AT THE END OF ALL CONSTRUCTION.

9. THE CONTRACTOR IS RESPONSIBLE FOR MANAGING CONSTRUCTION ACTIVITIES AND TO KEEP THE

DISTRICT'S PROJECT MANAGER AND INSPECTOR INFORMED OF THEIR PROPOSED WORK. PROVIDE WEEKLY

PROJECT SCHEDULES AND TASKS AT WEEKLY CONSTRUCTION MEETINGS WITH THE DISTRICT.

10. THE CONTRACTOR SHALL INFORM THE CITY BUILDING DIVISION FOR ALL REQUIRED INSPECTIONS. THE

CONTRACTOR SHALL ALSO NOTIFY THE DISTRICT'S INDEPENDENT TESTING FIRM AND SPECIALTY

INSPECTOR TO PERFORM TESTS AND STRUCTURAL INSPECTIONS AS SHOWN ON CONSTRUCTION SHEET

S0.2. ALL TESTS SHALL BE WITNESSED BY THE DISTRICT.

INDICATES SHEAR WALL BELOW

EXISTING PLYWOOD

INDICATES EXISTING CONCRETE

COLUMN

G0.2

ABBREVIATIONS

AND SYMBOLS

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EXISTING BRICK OR MASONRY

B

C

6'-3

"

6 5 4 3

70'-6

1

2

"

19'-7

1

4

"

10'-0" 10'-6"

5.5 3.5

19'-9

1

4

"

10'-8"

B.5

12

'-7

"

1

D

20

'-0

"

3

2'-0

"

(E

) R

AM

P

BOILER ROOM

2

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SCALE:

1

PARTIAL BASEMENT DEMOLITION PLAN

1/4"=1'-0"

NORTH

SCALE:

KEYPLAN

NTS

D2.2

PARTIAL

BASEMENT

DEMOLITION

PLAN

PLAN NOTES:

1. EXISTING CONDITIONS ARE SHOWN WITHOUT GUARANTEE OF ACCURACY. NOTIFY THE EOR IF

THE CONDITIONS DISCOVERED IN THE FIELD ARE DIFFERENT THAN THOSE DEPICTED IN THE

CONTRACT DOCUMENTS.

2. THE DRAWINGS CONTAIN REFERENCE TO EXISTING CONDITIONS, MATERIALS, FURNISHINGS,

AND EQUIPMENT. THE INFORMATION IS DEVELOPED FROM EXISTING DRAWINGS AND SITE

AND BUILDING OBSERVATIONS, AND IS PROVIDED FOR REFERENCE ONLY. THE CONTRACTOR

SHALL VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS. IT IS TO BE ASSUMED THE

BUILDING IS NOT LEVEL, SQUARE, OR PLUMB.

3. NOTIFY THE EOR IF DECAY, CORROSION, OR OTHER DAMAGE TO THE EXISTING STRUCTURE

IS DISCOVERED.

4. CONTRACTOR SHALL COORDINATE PROTECTION OF (E) STRUCTURE AND (E) FURNISHING.

TEMPORARY PROTECTION SHALL BE IN PLACE PRIOR TO THE START OF ANY DEMOLITION, OR

INTERIOR CONSTRUCTION.

5. DO NOT REMOVE TEMPORARY PROTECTION UNTIL INTERIOR CONSTRUCTION IS COMPLETED.

6. (E) FURNISHINGS TO BE REMOVED AND STORED OR TEMPORARILY RELOCATED DURING

CONSTRUCTION SHALL BE RETURNED. COORDINATE LOCATION AND CONSTRUCTION

REQUIREMENTS W/ YAMHILL CARLTON SD.

7. FURNITURE SUCH AS STUDENTS DESKS AND CHAIRS, AND MAINTENANCE AND JANITORIAL

EQUIPMENT ARE NOT SHOWN. COORDINATE REMOVAL AND TEMPORARY STORAGE OF THE

ITEMS WITH YAMHILL CARLTON SD.

8. INDICATES AREA OF DEMOLITION.

KEYED NOTES:

1

DEMO (2) LAYERS (E) GYPSUM BOARD CEILING TO PERFORM WORK. REPLACE

W/ (2) LAYERS 5/8" TYPE X GYPSUM BOARD W/ FINISH TO MATCH EXISTING. SEE

SPECIFICATION.

DEMO (E) FURRING WALL TO INSTALL HSS STRONGBACKS. DEMO (E) FLOOR

FINISH AT HSS BASEPLATE, KEEP FLOOR FINISH DEMO EXTENT WITHIN FURRING

WALL WIDTH. REBUILD FURRING WALL ONCE WORK IS COMPLETE. PROVIDE 5/8"

TYPE X GYPSUM BOARD W/ FINISH TO MATCH EXISTING. SEE SPECIFICATION.

DISCONNECT (E) PIPING AS REQUIRED TO INSTALL BOILER ANCHORAGE PER

SHEET S2.4. REINSTALL ONCE WORK IS COMPLETE.

2

3

E

H

F

G

B

C

D

18

'-1

0"

20

'-0

"2

0'-0

"2

0'-0

"1

9'-6

"

20

'-6

1

4

"

13

0'-1

0

1

4

"

70'-6

1

2

"

6 5 4 3

19'-7

1

4

"

10'-0" 10'-6"

5.5 3.5

19'-9

1

4

"

10'-8"

A.5

12

'-0

"

1 1

3

4'-0" 4'-0"

4'-0

"

1

2

2

(E) ATTIC

ACCESS

LADDER

2 2

2'-0"

MIN

2'-0"

MIN

2'-0

"

MIN

2'-0

"

MIN

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SCALE:

1

LEVEL 2 REFLECTED CEILING DEMOLITION PLAN

1/8"=1'-0"

NORTH

SCALE:

KEYPLAN

NTS

D2.3

LEVEL 2

REFLECTED

CEILING

DEMOLITION

PLAN

PLAN NOTES:



CONTRACT DOCUMENTS.







IS DISCOVERED.









KEYED NOTES:

1

REMOVE (E) SUSPENDED CEILING TILE AS REQUIRED AND DEMO (2) LAYERS (E)

GYPSUM BOARD CEILING TO PERFORM WORK. REPLACE GYPSUM BOARD

CEILING W/ 5/8" TYPE X GYPSUM BOARD AND REINSTALL SUSPENDED CEILING

TILES ONCE WORK IS COMPLETED.

WHERE OCCURS, DEMO (2) LAYERS (E) GYPSUM BOARD CEILING TO PERFORM

WORK. REPLACE W/ 5/8" TYPE X GYPSUM BOARD ONCE WORK IS COMPLETED.

DEMO (E) GYPSUM WALLBOARD IN ATTIC SPACE TO PERFORM WORK.

2

3

H

G

20

'-6

1

4

"

103'-6"

6 5 4 3

19'-7

1

4

"

10'-0" 10'-6"

6.5 2.53.55.5

16'-5

3

4

" 19'-9

1

4

"

10'-8"

16'-5

3

4

"

1

4'-0

"

TY

P

3

2 2

3

1

4'-0

"

MIN

4'-0

"

MIN

F

19

'-6

"

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PARTIAL LEVEL 1 REFLECTED CEILING DEMOLITION PLAN

1/8"=1'-0"

NORTH

SCALE:

KEYPLAN

NTS

D2.4

PARTIAL LEVEL 1

REFLECTED

CEILING

DEMOLITION

PLAN

KEYED NOTES:

1

DEMO (2) LAYERS (E) GYPSUM BOARD CEILING IN ORDER TO PERFORM WORK.

REPLACE W/ 5/8" TYPE X GYPSUM BOARD ONCE WORK IS COMPLETED.

DEMO (E) DIRECT APPLIED CEILING TILE AS REQUIRED, (2) BAYS MINIMUM, IN

ORDER TO INSTALL TENSION TIE. REPLACE ONCE WORK IS COMPLETED.

APPROXIMATE LOCATION OF NEW ATTIC SHEAR WALL AND TENSION TIE

CONNECTION. SEE DETAIL 3/S7.2 AND ELEVATION 2/S3.1.

2

3

PLAN NOTES:



CONTRACT DOCUMENTS.







IS DISCOVERED.








7. STORAGE OF FURNISHINGS AND OTHER FIXTURES TO BE PROVIDED BY GENERAL

CONTRACTOR.

8. FURNITURE SUCH AS STUDENTS DESKS AND CHAIRS, AND MAINTENANCE AND JANITORIAL

EQUIPMENT ARE NOT SHOWN. COORDINATE REMOVAL AND TEMPORARY STORAGE OF THE

ITEMS WITH YAMHILL CARLTON SD.


GENERAL STRUCTURAL NOTES

1.0 - GENERAL

1. THIS PROJECT CONSISTS OF A VOLUNTARY SEISMIC STRENGTHENING FOR A PORTION OF THE

YAMHILL CARLTON HIGH SCHOOL.

2. MATERIALS AND WORKMANSHIP TO CONFORM WITH THE 2019 EDITION OF THE OREGON

STRUCTURAL SPECIALTY (OSSC) BUILDING CODE, WITH YAMHILL COUNTY AMENDMENTS, THE

REQUIREMENTS OF THE OREGON SEISMIC REHABILITATION GRANT PROGRAM AND THE

REQUIREMENTS OF THE CONTRACT DOCUMENTS.

3. THESE GENERAL NOTES SUPPLEMENT THE REQUIREMENTS OF THE PROJECT SPECIFICATIONS. IN

CASE OF CONFLICT BETWEEN THE PLANS AND SPECIFICATIONS, CONTACT THE OWNER'S

REPRESENTATIVE.

4. REFERENCE TO CODES, RULES, REGULATIONS, STANDARDS, MANUFACTURER'S INSTRUCTIONS OR

REQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATEST PRINTED EDITION OF EACH IN

EFFECT AT THE DATE OF SUBMISSION OF BID UNLESS THE DOCUMENT DATE IS SHOWN.

5. 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 ENGINEER OF RECORD.

6. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND FOR

CHECKING DIMENSIONS. NOTIFY THE OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES AND

RESOLVE BEFORE PROCEEDING WITH THE WORK.

7. DO NOT SCALE THE DRAWINGS.

8. 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. ADEQUATELY BRACE STRUCTURE AND ALL STRUCTURAL COMPONENTS AGAINST

WIND, LATERAL EARTH AND SEISMIC FORCES UNTIL THE PERMANENT LATERAL-FORCE RESISTING

SYSTEMS HAVE BEEN INSTALLED. RETAIN A REGISTERED CIVIL ENGINEER WHOM IS PROPERLY

QUALIFIED TO DESIGN BRACING, SHORING, ETC. VISITS TO THE SITE BY THE OWNER'S

REPRESENTATIVE WILL NOT INCLUDE OBSERVATION OF THE ABOVE NOTED ITEMS.

9. 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 OWNER'S REPRESENTATIVE. DO NOT

DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE OWNER'S

REPRESENTATIVE.

10. 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 OWNER'S

REPRESENTATIVE FOR REVIEW.

11. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR PROVIDING A SAFE PLACE TO WORK AND

MEETING THE REQUIREMENTS OF ALL APPLICABLE JURISDICTIONS. EXECUTE WORK TO ENSURE

THE SAFETY OF PERSONS AND ADJACENT PROPERTY AGAINST DAMAGE BY FALLING DEBRIS AND

OTHER HAZARDS IN CONNECTION WITH THIS WORK.

12. APPLY, PLACE, ERECT OR INSTALL ALL PRODUCTS AND MATERIALS IN ACCORDANCE WITH THE

MANUFACTURER'S INSTRUCTIONS.

13. ELEMENTS SHOWN, BUT NOTED AS "BY OTHERS", ARE SHOWN FOR COORDINATION PURPOSES

ONLY AND HAVE NOT BEEN DESIGNED BY WRK ENGINEERS. WRK ENGINEERS WILL REVIEW

ELEMENTS DESIGNED BY OTHERS AND SUBMITTED AS A DEFERRED SUBMITTAL ONLY FOR

GENERAL CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND PROJECT SPECIFICATIONS.

1.1 - DESIGN CRITERIA

1. APPLICABLE CODE: 2018 IBC, ASCE 41-17 & OSSC 2019

2. SEISMIC DESIGN (LINEAR STATIC PROCEDURE):

PERFORMANCE OBJECTIVE: LIMITED SAFETY FOR BSE-2E SEISMIC HAZARD

WHERE

S

XS

= 0.832

S

X1

= 0.623

S

A

= 0.830

SOIL SITE CLASS "D" (ASSUMED)

BASE SHEAR V = C

1

C

2

C

M

S

A

W = 1.162W

WHERE

C

1

C

2

= 1.4

C

M

= 1.0

2.0 - FOUNDATION AND SITE WORK

1. LOCATE AND PROTECT EXISTING UTILITIES DURING AND/OR AFTER CONSTRUCTION.

2. NOTIFY THE OWNER'S REPRESENTATIVE IF ANY BURIED STRUCTURES NOT INDICATED, SUCH AS

CESSPOOLS, CISTERNS, FOUNDATIONS, ETC., ARE FOUND.

3. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR EXCAVATION PROCEDURES INCLUDING LAGGING,

SHORING, UNDERPINNING AND PROTECTION OF EXISTING CONSTRUCTION.

3.0 - STRUCTURAL STEEL

1. REFERENCE STANDARDS (CURRENTLY ADOPTED EDITIONS)

A. AISC "MANUAL OF STEEL CONSTRUCTION - ALLOWABLE STRESS DESIGN".

B. AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND BRIDGES".

C. RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".

D. AWS D1.1 "STRUCTURAL WELDING CODE - STEEL".

E. AWS D1.6 "STRUCTURAL WELDING CODE - STAINLESS STEEL".

2. STRUCTURAL STEEL TO CONFORM TO THE FOLLOWING STRUCTURAL STEEL MEMBER TABLE, UNO:

3. HOT DIP GALVANIZE IN ACCORDANCE WITH ASTM A123 AND ASTM A153, CLASS C, STRUCTURAL

STEEL AND FASTENERS THAT ARE PERMANENTLY EXPOSED TO THE WEATHER. REPAIR

GALVANIZING AFTER WELDING IN ACCORDANCE WITH ASTM A780 TO ACHIEVE ORIGINAL

GALVANIZING THICKNESS.

4. STRUCTURAL STEEL AND CONNECTIONS EXPOSED TO VIEW IN THE COMPLETED BUILDING ARE

DESIGNATED ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS).

5. ARC-WELDING ELECTRODES/FILLER METALS TO BE LOW HYDROGEN TYPES E7XTX, E7XTXX OR

E70XXX MINIMUM AS APPLICABLE.

6. WELDERS TO BE CERTIFIED BY AWS AND THE GOVERNING JURISDICTION.

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

PROCEDURE ONLY. CONTRACTOR SHALL BE SOLEY RESPONSIBLE FOR DETERMINING IF WELDS

ARE PLACED IN SHOP OR FIELD.

8. CONNECT ALL MEMBERS WITH HIGH-STRENGTH BOLTS.

A. BEARING TYPE CONNECTIONS:

a. PROVIDE TYPE X BOLTS AT ALL LOCATIONS.

b. PROVIDE HARDENED WASHERS UNDER ELEMENTS TO BE TIGHTENED. PROVIDE

NUTS & WASHERS IN ACCORDANCE W/ THE STRUCTURAL STEEL MEMBER TABLE.

c. TIGHTEN BOLTS TO A SNUG TIGHT CONDITION.

B. DO NOT WELD HIGH-STRENGTH BOLTS.

9. ALL BOLT HOLES TO BE STANDARD SIZED HOLES UNLESS NOTED OTHERWISE.

10. PROVIDE BEVELED WASHERS AT BOLT HEADS OR NUTS BEARING ON SLOPING SURFACES.

11. CONTRACTOR TO DESIGN AND PROVIDE ERECTION AIDS (BOLTS, CLIPS, SHIMS, SEATS, ETC)

REQUIRED TO FACILITATE CONSTRUCTION.

12. EMBEDDED STEEL ASSEMBLIES: HOT-DIP GALVANIZE WHERE NOTED ON DRAWINGS.

13. APPLY BITUMINOUS ASPHALT COATING TO ALL BURIED STEEL ELEMENTS.

3.1 - PRODUCT APPROVALS

1. FOR ITEMS IN THE CONSTRUCTION DOCUMENTS NOT NOTED WITH A SPECIFIC PRODUCT TYPE OR

MANUFACTURER, THE CONTRACTOR SHALL PROVIDE THE PRODUCT SPECIFIED IN THE TABLE

BELOW.

2. THE FOLLOWING PRODUCTS SHALL BE INSTALLED PER THE REQUIREMENTS OF THE REFERENCED

PRODUCT APPROVALS BELOW, UNO.

3. AT CONTRACTOR'S OPTION, PRODUCTS MAY BE SUBSTITUTED FOR LIKE PRODUCT PER THE

SCHEDULE BELOW IF APPROVED BY THE ENGINEER OF RECORD.

3.2 - POST-INSTALLED ANCHORS

1. INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS.

2. INSTALL WITH IBC SPECIAL INSPECTION ACCORDING TO SPECIAL INSPECTION PROGRAM, SEE

SHEET S0.2.

3. PROVIDE GALVANIZED CARBON STEEL ANCHORS, UNO.

4. LOCATE REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS PRIOR TO FABRICATING

PLATES, MEMBERS, OR OTHER STEEL ASSEMBLIES ATTACHED WITH POST-INSTALLED ANCHORS.

5. ADHESIVE ANCHORS AND DOWELS INSTALLED INTO CONCRETE AND GROUT-FILLED MASONRY

UNITS SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS.

6. ANCHORS AND DOWELS INSTALLED INTO HOLLOW MASONRY UNITS AND UNREINFORCED BRICK

MASONRY (URM) SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS. USE SCREENS AS

SPECIFIED BY THE MANUFACTURER.

7. THE DIAMETER OF THE HOLES IS PER THE MANUFACTURER'S INSTRUCTIONS.

8. DRILL HOLES FOR ANCHORS AND DOWELS IN UNREINFORCED BRICK MASONRY WITH A NON-IMPACT

ROTARY DRILL.

9. REMOVE GREASE, OIL, RUST, AND OTHER LAITANCE FROM RODS AND DOWELS PRIOR TO

INSTALLATION.

10. PRIOR TO INSTALLING ANCHORS OR DOWELS, WIRE BRUSH HOLES TO REMOVE RESIDUE, BLOW

OUT WITH OIL-FREE COMPRESSED AIR, AND ALLOW HOLE TO DRY.

11. DOWELS: ASTM A615 GRADE 60 REINFORCING STEEL.

12. INSERT THE ANCHOR OR DOWEL IN THE HOLE WITH A TWISTING MOTION TO THE REQUIRED

EMBEDMENT DEPTH. DO NOT PUMP THE ANCHOR OR DOWEL IN AND OUT OF THE HOLE.

13. WEDGE BARS TIGHT AND CENTERED IN THE HOLE WITH WOODEN WEDGES (GOLF TEES) TO HOLD IT

IN PLACE UNTIL THE ADHESIVE SETS.

14. 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 OF RECORD WILL DETERMINE A NEW LOCATION.

15. 5% OF ALL ADHESIVE ANCHORS IN EXISTING URM SHALL BE TENSION TESTED AND 20% OF ALL

ADHESIVE ANCHORS IN EXISTING URM SHALL BE TORQUE TESTED AS FOLLOWS:

NOTE:

SEE 2018 INTERNATIONAL EXISTING BUILDING CODE SECTION A107.4 FOR FURTHER INFORMATION

ON ANCHOR TESTING AS REFERENCED IN ICC-ESR REPORT.

16. REPLACE ANCHORS AND DOWELS THAT FAIL DURING TESTING AND RETEST. IF MORE THAN 10% OF

THE TESTED DOWELS AND ANCHORS FAIL TO ACHIEVE THE SPECIFIED TEST LOAD, TEST 100% OF

THE DOWELS AND ANCHORS INSTALLED IN THE LAST 2 DAYS OF ANCHOR INSTALLATION.

4.0 - 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

(WCLIB) OR WESTERN LUMBER GRADING RULES, OF THE WESTERN WOOD PRODUCTS ASSOCIATION

(WWPA). USE LUMBER OF THE FOLLOWING GRADES:

2. MAXIMUM MOISTURE CONTENT: 19%

3. PROVIDE SOLID BLOCKING (SAME DEPTH OF MEMBER) AT ALL POINTS OF BEARING (MAXIMUM

SPACING OF 8 FEET OC) AT JOIST WITH A 5:1 OR GREATER DEPTH-TO-THICKNESS RATIO OR WHERE

1 EDGE OF JOIST IS NOT ATTACHED TO SHEATHING, WALLBOARD, BRACING, ETC.

4. DO NOT USE WOOD SHINGLE SHIMS UNDER STUDS, JOISTS, BEAMS, OR POSTS.

5. PANEL SHEATHING: IDENTIFY WOOD STRUCTURAL PANELS WITH THE APPROPRIATE TRADEMARK OF

APA-THE ENGINEERED WOOD ASSOCIATION AND MEET THE REQUIREMENTS OF THE VOLUNTARY

PRODUCT STANDARD PS-1-95 AND APA PRP-108 PERFORMANCE STANDARD.

A. PANEL SHEATHING SHALL BE EXPOSURE 1.

B. PLYWOOD PANELS SHALL BE 5-PLY MINIMUM.

C. PLYWOOD SHALL BE CC GRADE AT LOCATIONS EXPOSED TO WEATHER; CD GRADE

ELSEWHERE.

D. PROVIDE THE FOLLOWING GRADE AND PANEL INDEX RATINGS:

6. SUBSTITUTION OF ORIENTED STRAND BOARD (OSB) FOR PLYWOOD IS ACCEPTABLE IF THE OSB:

A. CONFORMS WITH APA PERFORMANCE STANDARDS FOR WOOD BASED STRUCTURAL USE

PANELS PRP-108 AND UNITED STATES PRODUCT STANDARD PS2-92.

B. IS MANUFACTURED WITH EXTERIOR GLUE.

C. HAS A LOAD/SPAN RATING INDEX EQUAL TO PLYWOOD.

D. BEARS THE APA TRADEMARK.

7. PROVIDE PRESSURE-TREATED PLYWOOD WHERE INDICATED ON DRAWINGS. CONFORM WITH AWPA

STANDARD C11. MARK SHEETS WITH AWPB.

8. PLYWOOD LAYOUT AND INSTALLATION:

A. LAY OUT PLYWOOD SHEATHING WITH END JOINTS STAGGERED, UNLESS NOTED OTHERWISE.

B. LAY OUT PLYWOOD TO ELIMINATE WIDTHS LESS THAN 1 FOOT AT ROOFS, UNLESS ALL

EDGES OF UNDERSIZED PIECES ARE SUPPORTED BY BLOCKING.

C. PROVIDE PANEL SPACINGS ACCORDING TO APA RECOMMENDATIONS.

D. PROTECT FLOOR AND ROOF SHEATHING FROM EXTREME WET CONDITIONS.

E. NAIL ACCORDING TO SCHEDULE AND DRAWINGS.

4.1 - FRAMING CONNECTORS

1. ROUGH HARDWARE:

A. NAILS: COMMON WIRE NAILS, FEDERAL SPECIFICATION FF-N-105, STANDARD LENGTHS UNO.

USE HOT-DIPPED ZINC-COATED GALVANIZED NAILS FOR EXTERIOR INSTALLATIONS AND

WHEN IN CONTACT WITH PRESSURE TREATED OR FIRE-RETARTANT LUMBER.

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

A563 NUTS. USE MALLEABLE IRON WASHERS UNDER HEAD AND NUT WHEN IN CONTACT

WITH WOOD.

C. LAG SCREWS: ASTM A307, ANSI/ASME STANDARD B18.2.1. USE ANSI B18.22.1 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 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 OR

PRESERVATIVE TREATED WOOD SHALL BE HOT-DIPPED GALVANIZED OR STAINLESS STEEL.

G. UNO, FRAMING CONNECTIONS SHALL COMPLY WITH THE FOLLOWING NAILING SCHEDULE:

2. NAILING:

A. DRIVE NAILS PERPENDICULAR TO THE GRAIN, UNO.

B. PRE-DRILL HOLES TO

3

4

INCH OF NAIL DIAMETER WHERE SPECIFIED AND WHEN WOOD

TENDS TO SPLIT.

C. AIR-DRIVEN NAILS TO BE FULL-HEADED NAILS. DO NOT OVERDRIVE NAILS.

D. PANEL SHEATHING:

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

NAILS AT WALLS.

b. USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY JOB SITE

DEMONSTRATION FOR EACH PROJECT AND APPROVAL BY THE OWNER'S

REPRESENTATIVE. NAIL HEADS THAT PENETRATE THE OUTER PLY MORE THAN

WOULD BE NORMAL FOR A HAND HAMMER OR IF THE MINIMUM ALLOWABLE EDGE

DISTANCES ARE NOT MAINTAINED THE INSTALLATION IS UNSATISFACTORY.

MACHINE NAILING IS NOT APPROVED IN

5

16

INCH OR LESS SHEATHING.

3. BOLT AND SCREW INSTALLATION:

A. DRILL BOLT HOLES A MAXIMUM OF

1

16

INCH LARGER IN DIAMETER THAN THE BOLT NOMINAL

DIAMETER.

B. DRILL PRE-BORED LEAD HOLES FOR WOOD SCREWS AS FOLLOWS.

a. DRILL LEAD HOLE FOR THE SHANK TO A DEPTH EQUAL TO THE LENGTH OF THE

UNTHREADED PORTION IN THE MAIN MEMBER. USE A DRILL BIT

7

8

INCH THE

DIAMETER OF THE WOOD SCREW.

b. EXTEND THE LEAD HOLE FOR THE THREADED PORTION OF THE SCREW WITH A

DRILL BIT WHOSE DIAMETER IS

7

8

INCH THE DIAMETER OF THE SCREW AT THE ROOT

OF THE THREAD.

c. INSERT THE SCREW INTO LEAD HOLE BY TURNING. DO NOT DRIVE WITH A HAMMER.

d. LUBRICATE WITH SOAP OR BEESWAX TO FACILITATE INSTALLATION.

C. DRILL PRE-BORED LEAD HOLES FOR LAG SCREWS AS FOLLOWS:

a. DRILL LEAD HOLE FOR THE SHANK TO A DEPTH EQUAL TO THE LENGTH OF THE

UNTHREADED PORTION IN THE MAIN MEMBER. USE A DRILL BIT OF THE SAME

DIAMETER AS THE LAG SCREW.

b. EXTEND THE LEAD HOLE FOR THE THREADED PORTION OF THE LAG SCREW WITH A

DRILL BIT WHOSE DIAMETER IS 60% OF THE NOMINAL LAG SCREW DIAMETER.

c. INSERT LAG SCREW INTO LEAD HOLE BY TURNING. DO NOT DRIVE WITH A HAMMER.

LUBRICATE WITH SOAP OR BEESWAX TO FACILITATE INSTALLATION.

4. FRAMING CONNECTORS: SIMPSON STRONG-TIE OR APPROVED.

A. FILL ALL NAIL HOLES WITH NAILS AS SPECIFIED BY THE CONNECTOR MANUFACTURER, UNO.

B. CONNECTIONS IN CONTACT WITH PRESSURE-TREATED LUMBER SHALL BE HOT-DIPPED

ZINC-COATED GALVANIZED.

5.0 - STRUCTURAL TESTS, INSPECTIONS, AND OBSERVATIONS

1. AN INDEPENDENT TESTING AGENCY AND SPECIAL INSPECTORS WILL BE RETAINED BY THE OWNER

TO PERFORM TESTS AND INSPECTIONS AS SHOWN ON SHEET S0.2. PROVIDE ACCESS AND FURNISH

SAMPLES TO THE AGENCY AS REQUIRED BY THE CONTRACT DOCUMENTS.

2. IF INITIAL TESTS OR INSPECTIONS MADE BY THE OWNER'S TESTING AGENCY REVEAL THAT ANY

PORTION OF THE WORK DOES NOT COMPLY WITH THE CONTRACT DOCUMENTS, ADDITIONAL TESTS,

INSPECTIONS, AND NECESSARY REPAIRS WILL BE MADE AT THE CONTRACTOR'S EXPENSE.

3. THE ITEMS IDENTIFIED ON S0.2 REQUIRE TESTS AND INSPECTIONS IN ACCORDANCE WITH THE

"STRUCTURAL TESTS AND INSPECTIONS" REQUIREMENTS OF THE CODE OF THE GOVERNING

JURISDICTION AS NOTED.

4. NOTIFY THE ENGINEER OF RECORD 72 HOURS IN ADVANCE AND PROVIDE ACCESS FOR THE

FOLLOWING STRUCTURAL OBSERVATIONS:

A. WOOD FRAMING

a. GENERAL

b. SHEAR WALLS

c. DIAPHRAGMS AND COLLECTORS

ITEM APPROVED PRODUCTS ICC# IAPMO#

ADHESIVE ANCHOR

TO MASONRY/URM

SIMPSON ET-HP

HILTI HIT-HY

DEWALT AC100+ GOLD

ESR-3638

ESR-4143

ESR-4105

N/A

N/A

N/A

SCREW ANCHOR

TO CONCRETE

SIMPSON TITEN HD

HILTI KWIK HUS EZ

ESR-2713

ESR-3027

N/A

N/A

MEMBER WOOD/GRADE

DIMENSIONAL LUMBER (UNO) DF #2

BEAMS 5

1

2

" AND WIDER

DF SELECT

STRUCTURAL

BEAMS 4

1

2

" AND NARROWER

DF #1

POSTS, 6X6 & LARGER DF SELECT

STRUCTURAL

POSTS, 4X6 & SMALLER DF #1

BACKING, STRIPPING AND

FURRING

CONSTRUCTION

PANEL

THICKNESS

MINIMUM

GRADE

ROOF/FLOOR

RATING

15

32

"

STRUCTURAL 32/16

ROUGH FRAMING CONNECTIONS

CONNECTION NAILS

STUDS TO PLATES - END NAIL (2) 16d COMMON OR (3) 10d

STUDS TO PLATES - TOE NAIL (4) 10d

ROD DIAMETER TENSION TEST LOAD

TORQUE TEST

LOAD

3/4" 1500# 60 FT-LB

TOP PLATES & BOTTOM PLATES -

SPIKE TOGETHER

10d AT 8" OC

LAP AND INTERSECTIONS (4) 10d EACH SIDE JOINT

FLOOR, ROOF, CEILING JOISTS-

TO PLATES OR BEAMS - TOE NAIL

(2) 10d

BLOCKING TO PLATE - TOE NAIL (2) 10d

BLOCKING TO JOISTS - EACH END (2) 10d

CORNER STUDS 10d AT 12" OC

2x LAMINATED BEAMS (2) ROWS STAGGERED 10d

AT 12" OC

MEMBER TABLE

SECTIONS TYPE

ROLLED SHAPES:

CHANNELS, ANGLES, AND

OTHER

ASTM A36

PLATES:

OTHER ASTM A36

COLD FORMED HOLLOW

STRUCTURAL SECTION (HSS)

ASTM A500 GRADE B

CONNECTORS AND STUDS:

HIGH STRENGTH BOLTS A325

MACHINE BOLTS (HEX HEAD) ASTM A307

ANCHOR RODS ASTM F1554, GRADE 36

THREADED AND HANGER

ROD

ASTM A36

HARDENED WASHERS ASTM F436

UN-HARDENDED WASHERS ASTM F844

PLAIN WASHERS ANSI B18.22.1

BEVELED WASHERS ANSI B18.23.1

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STRUCTURAL

NOTES

AutoCAD SHX Text

NAIL HOLES WITH NAILS AS SPECIFIED BY THE CONNECTOR MANUFACTURER, UNO.

INSPECTION TASKS

INSPECTION TASKS AND DOCUMENTATION FOR SPECIAL INSPECTION SHALL BE PROVIDED BY THE QUALITY

ASSURANCE SPECIAL INSPECTOR AS SHOWN IN TABLE 1 THROUGH TABLE 3. THE FOLLOWING ENTRIES

ARE USED IN THE TABLES:

CONTINUOUS: THE INSPECTOR SHALL BE IN THE AREA OF WORK FULL-TIME, AND SHALL INSPECT IN A

TIMELY MANNER.

PERIODIC: THE INSPECTOR SHALL BE PRESENT IN THE AREA OF WORK PART-TIME. THE INSPECTOR MUST

BE PRESENT INTERMITTENTLY DURING THE WORK, AND AT THE COMPLETION OF THE WORK.

TABLE 1

REQUIRED STRUCTURAL SPECIAL INSPECTIONS

SYSTEM or MATERIAL

INSPECTION

REMARKS

IBC CODE

REFERENCE

CODE or STANDARD

REFERENCE

FREQUENCY

Continuous Periodic

FABRICATORS

FABRICATORS 1704.2.5.2

SPECIAL INSPECTIONS REQUIRED BY SECTION 1705

ARE NOT REQUIRED WHERE THE WORK IS DONE ON

THE PREMISES OF A FABRICATOR REGISTERED AND

APPROVED TO PERFORM SUCH WORK WITHOUT

SPECIAL INSPECTION. APPROVAL SHALL BE BASED

UPON REVIEW OF THE FABRICATOR'S WRITTEN

PROCEDURAL AND QUALITY CONTROL MANUALS

AND PERIODIC AUDITING OF FABRICATION

PRACTICES BY A NATIONALLY RECOGNIZED

ACCREDITING AUTHORITY. AT COMPLETION OF

FABRICATION, THE APPROVED FABRICATOR SHALL

SUBMIT A CERTIFICATE OF COMPLIANCE TO THE

BUILDING OFFICIAL STATING THAT THE WORK WAS

PERFORMED IN ACCORDANCE WITH THE APPROVED

CONSTRUCTION DOCUMENTS.

CONCRETE

INSPECTION OF ANCHORS INSTALLED IN

HARDENED CONCRETE

1909.1

TABLE 1705.3

ACI 318:

3.8.6, 8.1.3, 21.1.8

X

SPECIAL INSPECTIONS APPLY TO ANCHOR PRODUCT

NAME, TYPE, AND DIMENSIONS, HOLE DIMENSIONS,

COMPLIANCE WITH DRILL BIT REQUIREMENTS,

CLEANLINESS OF THE HOLE AND ANCHOR,

ADHESIVE EXPIRATION DATE, ANCHOR/ADHESIVE

INSTALLATION, ANCHOR EMBEDMENT, AND

TIGHTENING TORQUE

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MATERIAL VERIFICATION OF STRUCTURAL

STEEL

1705.2.1

2203.1

TABLE 1705.2

ASTM A6

ASTM STANDARDS

SPECIFIED IN

CONSTRUCTION

DOCUMENTS

AISC 360 N3.2

AISC 360 A3.1

AISC 360 M5.5

X CERTIFIED MILL TEST REPORTS

FOR OTHER STEEL, IDENTIFICATION MARKINGS

TO CONFORM TO ASTM STANDARDS SPECIFIED

IN THE APPROVED CONSTRUCTION DOCUMENTS

TABLE 1705.2

APPLICABLE ASTM

MATERIAL STANDARDS

X MANUFACTURER'S CERTIFIED TEST REPORTS

MATERIAL VERIFICATION OF WELD FILLER

METALS

TABLE 1705.2

AISC 360 N3.2

AISC 360 A3.5

APPLICABLE AWS A5

DOCUMENTS

X MANUFACTURER'S CERTIFICATE OF COMPLIANCE

COMPLETE AND PARTIAL JOINT PENETRATION

GROOVE WELDS

TABLE 1705.2

AWS D1.1

SECTION 6

X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9

SINGLE PASS FILLET WELDS LESS THAN OR

EQUAL TO 5/16"

TABLE 1705.2

AWS D1.1

SECTION 6

X ALL WELDS VISUALLY INSPECTED PER AWS D1.1 6.9

MATERIAL VERIFICATION OF ANCHOR BOLTS

AND THREADED RODS

AISC 360 N3.2

AISC 360 A3.4

ASTM STANDARDS

SPECIFIED IN

CONSTRUCTION

DOCUMENTS


VERIFYING USE OF PROPER WPS'S AISC 360 N3.2 COPY OF WELDING PROCEDURE SPECIFICATIONS

VERIFYING WELDER AND WELDING INSPECTOR

QUALIFICATIONS

1705.2.2.1 X COPY OF QUALIFICATION CARDS

WOOD

FABRICATION OF PREFABRICATED STRUCTURAL

ELEMENTS

1705.5 X

REFER TO INSPECTION OF FABRICATOR

REQUIREMENTS

INSPECTION OF ANCHORS INSTALLED IN

UNREINFORCED MASONRY

3406.1 IEBC A107.4 X

POST INSTALLED ANCHORS

S0.2

SPECIAL

INSPECTION

TABLES

STEEL

FABRICATION OF STRUCTURAL ELEMENTS 1704.2.5.2 AISC 360 N2 X

REFER TO INSPECTION OF FABRICATOR

REQUIREMENTS

APPROVAL BASED ON NATIONALLY RECOGNIZED

ACCREDITING AUTHORITY

MATERIAL VERIFICATION OF HIGH-STRENGTH

BOLTS, NUTS, AND WASHERS

AISC 360 A3.3

AISC 360 N 3.2

ASTM STANDARDS

SPECIFIED IN

CONSTRUCTION

DOCUMENTS

RCSC 2.1


TABLE 2

REQUIRED STRUCTURAL SPECIAL INSPECTIONS

SYSTEM or MATERIAL

INSPECTION

REMARKS

IBC CODE

REFERENCE

CODE or STANDARD

REFERENCE

FREQUENCY

Continuous Periodic

STRUCTURAL WOOD

FIELD GLUING OF DIAPHRAGM AND SHEAR WALL

ELEMENTS FOR SEISMIC

FORCE-RESISTING-SYSTEMS

1705.11.2

X

CONNECTIONS FOR DIAPHRAGM CHORDS,

COLLECTORS, BRACING, AND SHEAR WALL

ANCHORAGE AND HOLDOWNS

X ALL CONNECTIONS VISUALLY INSPECTED

FASTENING OF DIAPHRAGM AND SHEAR WALL

SHEATHING WITH EDGE NAILING < 4"

X

SPECIAL INSPECTION IS NOT REQUIRED WHEN FASTENER

SPACING IS GREATER THAN 4" ON CENTER FOR WOOD SHEAR

WALLS, DIAPHRAGMS, NAILING, BUILDING AND OTHER

COMPONENTS IN THE SEISMIC FORCE-RESISTING SYSTEM.

TABLE 3

REQUIRED SPECIAL INSPECTIONS for SEISMIC RESISTANCE (SEISMIC CATEGORIES C, D, E, F)

SYSTEM or MATERIAL

INSPECTION

REMARKS

IBC CODE

REFERENCE

CODE or STANDARD

REFERENCE

FREQUENCY

Continuous Periodic

E

H

F

G

A

B

C

D

23

'-0

"1

8'-1

0"

20

'-0

"2

0'-0

"2

0'-0

"1

9'-6

"

20

'-6

1

4

"

15

3'-1

0

1

4

"

(E

) 2

x

1

2

A

T

2

4

" O

C

(E

) 2

x

1

2

A

T

2

4

" O

C

(E

) 2

x

1

2

A

T

2

4

" O

C

(E

) 2

x

1

2

A

T

2

4

" O

C

(E

) 2

x

1

2

A

T

2

4

" O

C

70'-6

1

2

"

6 5 4 3

19'-7

1

4

"

10'-0" 10'-6"

MA

TC

HL

IN

E

SE

E S

2.3

MA

TC

HL

IN

E

SE

E S

2.3

A

(E) RIDGE (E) RIDGE

(E

) R

ID

GE

(E) BOWSTRING TRUSS

(E) BOWSTRING TRUSS

(E) BOWSTRING TRUSS

(E) BOWSTRING TRUSS

(E) BOWSTRING TRUSS

A

1

S3.1

12

S7.1

12

S7.1

2

S7.2

2

S7.2

9

S7.1

9

S7.1

1

S7.2

1

S7.2

3.55.5

A.5

12

'-0

"

19'-9

1

4

"

10'-8"

DR

AG

T

RU

SS

DR

AG

T

RU

SS

2

S3.1

2

S3.1

2

(E) ATTIC

ACCESS

LADDER

2

11

(E) RIDGE(E) RIDGE

SIM

LO

W R

OO

FA

TT

IC

SCALE:

1

ATTIC/LOW ROOF STRENGTHENING PLAN

1/8"=1'-0"

NORTH

SCALE:

KEYPLAN

NTS

S2.1

ATTIC/LOW ROOF

STRENGTHENING

PLAN

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PLAN NOTES:



CONTRACT DOCUMENTS.







IS DISCOVERED.

4. SEE SHEET S7.1 FOR WOOD DETAILS AND SHEAR WALL SCHEDULE.

5. CONTRACTOR TO PROTECT ALL (E) CONDUIT AND DUCTS.

6. GRIDLINE SHOWN AT FACE OF STUD WALL.

KEYED NOTES:

1

INDICATES (E) PLYWOOD SHTHG OVER (E) 1x DECKING. ADD 10d AT 6" OC PANEL

EDGE NAILING. SEE 2/S7.1 FOR PLYWOOD DIAPHRAGM NAILING.

(E) TRUSS TO RECEIVE PLYWOOD SHEATHING PER 2/S3.1 SHALL BE TRUSS THAT

IS 15'-0" MINIMUM FROM GRIDLINE 3.5 (GRIDLINE 5.5 AT SIM)

2

70'-6

1

2

"

(E) BOWSTRING TRUSS

(E) BOWSTRING TRUSS

(E) BOWSTRING TRUSS

(E) BOWSTRING TRUSS

(

E

)

R

O

O

F

J

O

I

S

T

S

A

T

1

6

"

O

C

(E) BOWSTRING TRUSS

(E

) 2

x

1

2

R

A

F

T

E

R

S

A

T

2

4

" O

C

, T

Y

P

E

H

F

G

A

B

C

D

18

'-1

0"

20

'-0

"2

0'-0

"2

0'-0

"1

9'-6

"

20

'-6

1

4

"

15

3'-1

0

1

4

"

6 5 4 3

10'-0"

MA

TC

HL

IN

E

SE

E S

2.3

MA

TC

HL

IN

E

SE

E S

2.3

(E) RIDGE (E) RIDGE

(E

) R

ID

GE

1

16'-0" 16'-0"

15

'-0

"1

5'-0

"1

2'-0

"

1

11

S7.1

11

S7.1

8

S7.1

8

S7.1

23

'-0

"

19'-7

1

4

"

10'-6"

3.55.5

A.5

12

'-0

"

19'-9

1

4

"

10'-8"

TYP

4

S7.1

TYP

4

S7.1

7

S7.1

TYP

10

S7.1

10

'-6

"

10

'-6

"

SCALE:

1

ROOF STRENGTHENING PLAN

1/8"=1'-0"

NORTH

SCALE:

KEYPLAN

NTS

S2.2

ROOF

STRENGTHENING

PLAN

PLAN NOTES:



CONTRACT DOCUMENTS.







IS DISCOVERED.

4. SEE SHEET S7.1 FOR WOOD DETAILS.



7. INDICATES OUTLINE OF BLOCKED ROOF DIAPHRAGM. PROVIDE BLKG AT PANEL

EDGES.

8. INDICATES BID ALTERNATE SCOPE.

KEYED NOTES:

1

INDICATES (E) PLYWOOD SHTHG OVER (E) 1x DECKING. ADD 10d AT 6" OC PANEL

EDGE NAILING. SEE 2/S7.1 FOR PLYWOOD DIAPHRAGM NAILING.

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8 7 6 5 4 3 2 1

A

B

C

D

211'-6"

25'-0" 29'-0"

19'-7

1

4

"

10'-0" 10'-6" 29'-0" 25'-0"

73

'-1

0"

23

'-0

"1

8'-1

0"

20

'-0

"

MA

TC

HL

IN

E

SE

E S

2.2

MA

TC

HL

IN

E

SE

E S

2.2

(E) RIDGE (E) RIDGE

(E

) R

ID

GE

1

A.5

12

'-0

"

19'-9

1

4

"

10'-8"

16'-5

3

4

" 16'-5

3

4

"

2.53.55.56.5

1

SCALE:

1

LOWER ROOF STRENGTHENING PLAN - BID ALTERNATE

1/8"=1'-0"

NORTH

SCALE:

KEYPLAN

NTS

S2.3

LOWER ROOF

STRENGTHENING

PLAN -

BID ALTERNATE

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PLAN NOTES:



CONTRACT DOCUMENTS.







IS DISCOVERED.

4. SEE SHEET S7.1 FOR WOOD DETAILS.



7. INDICATES BASE BID SCOPE.

KEYED NOTES:

1

INDICATES (E) PLYWOOD SHTHG OVER (E) SKIP 1x SHTHG. ADD 10d AT 6" OC

PANEL EDGE NAILING. SEE 2/S7.1 FOR PLYWOOD DIAPHRAGM NAILING.

B

C

6 5 4 3

70'-6

1

2

"

19'-7

1

4

"

10'-0" 10'-6"

5.5 3.5

19'-9

1

4

"

10'-8"

1

5'-0"

4

D

20

'-0

"6

'-3

"

B.5

12

'-7

"

(E

) R

AM

P

5

BOILER ROOM

3

S3.1

5'-0"

6'-0

"

MA

X

7

S8.1

SIM

3

TYP

3

TYP

2

2

1

11

2'-0

"

TYP

5

S8.1

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SCALE:

1

PARTIAL BASEMENT NONSTRUCTURAL BRACING PLAN

1/4"=1'-0"

NORTH

SCALE:

KEYPLAN

NTS

S2.4

PARTIAL

BASEMENT

NONSTRUCTURAL

BRACING PLAN

PLAN NOTES:



CONTRACT DOCUMENTS.







IS DISCOVERED.

4. SEE S8.1 FOR NONSTRUCTURAL DETAILS.



KEYED NOTES:

1

PROVIDE ANGLE BRACES EA END ALONG SIDE OF (E) BOILER PER DETAIL 8/S8.1.

PROVIDE L6x6x1/2 x 1'-0" W/ (2) 1/4" DIA (S) TITEN-HD AT 9" OC W/ 3" MIN EMBED

INTO (E) HOUSKEEPING PAD. LOCATE ANGLE AS CLOSE TO CENTERLINE OF (E)

BOILER AS POSSIBLE. INSTALL TIGHT TO (E) BOILER.

PROVIDE HSS6x6x1/2 STRONGBACK.

PROVIDE HSS6x6x1/2 STRONGBACK OVER (E) OPENING.

PROVIDE SEISMIC SHUT-OFF VALVE AT (E) NATURAL GAS METER.

2

3

4

5

E

F

G

B

C

D

12

'-0

"1

8'-1

0"

20

'-0

"2

0'-0

"2

0'-0

"1

9'-6

"

11

0'-4

"

70'-6

1

2

"

6 5 4 3

19'-7

1

4

"

10'-0" 10'-6"

A.5

5.5 3.5

19'-9

1

4

"

10'-8"

E

F

G

B

C

D

12

'-0

"1

8'-1

0"

20

'-0

"2

0'-0

"2

0'-0

"1

9'-6

"

11

0'-4

"

70'-6

1

2

"

6 5 4 3

19'-7

1

4

"

10'-0" 10'-6"

A.5

5.5 3.5

19'-9

1

4

"

10'-8"

3

1

3

2

3

33

33

TYP

2

(E) ATTIC

ACCESS

LADDER

(E) ATTIC

ACCESS

LADDER

SCALE:

1

ATTIC NONSTRUCTURAL PIPE BRACING PLAN

1/8"=1'-0"

NORTH

SCALE:

KEYPLAN

NTS

S2.5

PLAN NOTES:



CONTRACT DOCUMENTS.







IS DISCOVERED.

4. SEE S8.1 FOR NONSTRUCTURAL DETAILS.

5. INDICATES DIRECTION OF PIPE BRACING.



ATTIC

NONSTRUCTURAL

BRACING PLAN

KEYED NOTES:

1

PROVIDE SEISMIC BRACING FOR (E) FIRE SUPPRESSION PIPING PER 4/S8.1

(E) CATWALK. DO NOT DISTURB.

(E) SUSPENDED MECH UNIT. BRACE PER DET. 1/S8.1

SCALE:

2

ATTIC NONSTRUCTURAL BRACING PLAN

1/8"=1'-0"

NORTH

2

3

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SCALE:

3

BASEMENT MASONRY WALL ELEVATION

1/2"=1'-0"

(E) STEEL LINTEL

4

6

S8.1

7

S8.1

7

S8.1

4

(E) WOOD POST(E) WOOD POST

6

S8.1

OPP

3456

10'-6"10'-0"

19'-7

1

4

"

70'-6

1

2

"

SCALE:

1

TRUSS ELEVATION - GRIDLINE D

1/4"=1'-0"

3.55.5

10'-8"

19'-9

1

4

"

SCALE:

2

TRUSS ELEVATION

1/4"=1'-0"

G H

1

2

2

6

S7.1

20'-6

1

4

"

VIF

3

5

S7.1

6

S7.1

3

S7.2

SECOND FLOOR

VIF

ATTIC

VIF

LOW ROOF

VIF

5

S7.1

SHEAR WALL

BELOW

SHEAR WALL

BELOW

PLYWOOD INSTALLED

ON OPPOSITE SIDE OF

HOLDOWN, SEE 3/S7.2

S3.1

ELEVATIONS

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KEYED NOTES:

1

(E) ATTIC CATWALK. DO NOT DISTURB.

(E) DUCT, SEE 3/S7.1 WHERE (E) DUCT PENETRATES SHEAR WALL SHEATHING.

SISTER 2x4 TO (E) TRUSS CHORD AND WEB MEMBERS AND INFILL W/ 2x4 STUDS

AT 24" OC MAX AS REQUIRED FOR TYPE "A" SHEAR WALL PANEL EDGE

FASTENING

HSS HORIZONTAL STRONGBACK PER PLAN OVER OPENING. LOCATE

STRONGBACK SO AS TO AVOID CONFLICT WITH (E) MEP

2

ELEVATION NOTES:



CONTRACT DOCUMENTS.






3. INDICATES OUTLINE OF NEW SHEAR WALL. SEE PLAN FOR SW TYPE, UNO.

SEE 1/S7.1 FOR SHEAR WALL SCHEDULE.

3

4

SCALE:

4

ROOF TO NORTH/SOUTH EXTERIOR WALL

1"=1'-0"

(E) 2x12 AT 1/3RD POINTS

(E) DECKING

(E) 2x12 AT 24" OC

(E) PLYWD SHTHG

(E) 2x12 AT 16" OC

2x6 BLKG W/ (2) ROWS

(S) SDWS22300DB AT

16" OC STAGGERED

(E) STUD WALL

(E) BRICK VENEER

(E) SUSPENDED ATC

CEILING. REMOVE AND

REINSTALL AS REQD.

SEE DEMO PLAN

(E) 2x12 RIM

EN, TYP

SHAPED 3x BLKG

(S) A35

AT 16" OC

1/2" PLYWD W/ 10d AT 4" OC EN, TYP

DEMO (E) LEDGER

TO PERFORM WORK.

REPLACE IN KIND.

(E) PLYWD SHTHG

SCALE:

10

ROOF TO WALL CONNECTION

1"=1'-0"

(E) 2x12 RAFTERS

(E) 2x8 CEILING JSTS

(E) DECKING

(E) PLYWD SHTHG

EN, TYP

(S) A34 AT 24" OC

(E) PLYWD SHTHG

SCALE:

5

ATTIC SHEAR WALL TO (E) SHEAR WALL

1"=1'-0"

4x12 BLKG BTWN (E)

JOISTS

(S) A35 AT 12" OC

(E) SUSPENDED ATC CEILING.

REMOVE AND REINSTALL AS REQD

(2) LAYERS (E) GYP

CEILING

(E) 3x12 TRUSS

BOTTOM CHORD

(E) 3x6 TRUSS WEBS,

TYP

(2) (S) SDS25600

AT 16" OC

EN, TYP

STUD WALL

SW SHTHG PER PLAN

(E) 2x12 CEILING JST

AT 24" OC, TYP

SCALE:

6

ATTIC SHEAR WALL TO (E) ROOF

1"=1'-0"

SCALE:

9

HIGH ROOF TO LOW ROOF CONNECTION

1"=1'-0"

2x12 BLKG

EN, TYP

(E) 2x12 ROOF JOISTS

(E) 1x DECKING

(E) 2x10 TRUSS TOP

PLATES, TYP

(E) 3x12 TRUSS TOP

CHORDS, TYP

(E) DECKING

SW SHTHG PER PLAN

STUD WALL

(S) A35 AT 12" OC

(E) 2x12

AT 24" OC

(E) 2x12

AT 16" OC

(E) 2x12 AT 24" OC

(E) 1x DECKING

(E) PLYWD SHTHG

SCALE:

12

LOW ROOF TO EXT WALL

1"=1'-0"

(E) BRICK VENEER

(E) EXT WALL

SCALE:

8

HIGH ROOF TO LOW ROOF CONNECTION

1"=1'-0"

(E) 2x12 AT 24" OC

(E) STUD WALL

(E) PLYWD SHTHG

(S) A34 AT 24" OC

(E) STUD WALL

(E) BRICK VENEER

2x BLKG

EN, TYP

(E) TRUSS AT 24" OC

(E) 1x DECKING

(E) PLYWD SHTHG

(E) PLYWD SHTHG

(E) 1x DECKING

(E) 2x4 OUTRIGGER

16d AT 6" OC

(E) BLKG

(E) PLYWD SHTHG

SEE DEMO PLAN

TYPE "A" INFILL SW

BTWN (E) FRAMING

(E) PLYWD SHTHG

EN, TYP

(E) STUDWALL(E) STUDWALL

6"

SILL FASTENING PER

SW SCHED

SEE DEMO PLAN

(E) PLYWD SHTHG

16d AT 6" OC

(E) SIDING

(S) A35 BTWN 3x BLKG

AND (E) 2x12 EA END

SCALE:

7

GYM ATTIC SHEAR WALL INFILL - GRIDLINE A.5

1"=1'-0"

(E) PLYWD SHTHG

(E) 1x DECKING

A.5

(E) 2x12 CEILING JOISTS

(2) LAYERS (E) GYP

CEILING

(E) SHEAR WALL

16d AT 6" OC

(E) 2x12 RAFTERS

TYPE "A" SW INFILL

BTWN FRAMING. NOTCH

PLYWD AS REQUIRED.

DEMO (E) GYP BOARD

TO PERFORM WORK

2x6 PL

SHAPED TOP PL

SCALE:

11

ROOF TO EXT WALL

1"=1'-0"

(E) 1x DECKING

(E) PLYWD SHTHG

(E) PLYWD SHTHG (S) SDWS22600DB AT

24" OC

3x BLKG EA STUD

BAY

(S) A35 AT 16" OC W/

#6 x 1/2" SCREWS

INTO PLYWD

(E) 2x12 ROOF

JOISTS, TYP

(E) EXT WALL

(E) 2x12 AT 16" OC

INFILL STUDS TO

MATCH WIDTH OF (E)

WALL BELOW

INFILL STUDS TO

MATCH WIDTH OF (E)

WALL BELOW

INFILL STUDS TO

MATCH WIDTH OF (E)

WALL BELOW

(E) SW

SEE DEMO PLAN

SEE DEMO PLAN

6

3

DD

EN, TYP

G

EN, TYP

TYPE "A" INFILL SW

BTWN (E) FRAMING

G

EN, TYP

H 5.5

3.5

H

NOTES:

1. 10d NAIL = HY-TEK 2 1/4x0.120M OR 3" x 0.128" GALVANIZED BOX.

2. NAIL SIZES SHOWN ARE FOR COMMON NAILS OR GALVANIZED BOX. POWER DRIVEN NAILS SHALL

COMPLY WITH ESR 1539 FOR RECOMMENDED SPACING AND INSTALLATION TO COMPLY WITH

THE ABOVE SHEAR WALL SCHEDULE.

3. FRAMING MEMBERS SHALL NOT BE LESS THAN A SINGLE 3x4 NOMINAL MEMBER OR TWO 2x4

NOMINAL MEMBERS LAMINATED TOGETHER WITH 16d AT 6" OC. WOOD STRUCTURAL PANEL

JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. SEE NOTE 7.

4. SHEAR WALL NAILING MUST BE INSTALLED SUCH THAT THE NAIL HEAD OR CROWN IS FLUSH

WITH THE SURFACE OF SHEATHING. OVERDRIVEN OR OVER PENETRATED NAILS WILL NOT BE

ALLOWED OR COUNTED AS APPROPRIATE NAILING.

5. ALL PANEL EDGES SHALL BE BLOCKED AS NOTED.

6. PROVIDE MINIMUM (2) STUDS AT EACH END OF SHEAR WALL UNO BY SHEAR WALL SCHEDULE.

7. FOR PANEL NAILING LESS THAN OR EQUAL TO 4" OC, STAGGER FASTENER 1/2".

SCALE:

1

SHEAR WALL SCHEDULE

NTS

A

EDGE

PANEL NAILING

MARK SHEATHING

SHEAR WALL SCHEDULE

SIDE

SIZE FIELD

ONE 10d 12" OC 3x

15/32" STRUCTURAL I

SHEATHING

VALUE

(PLF)

PANEL

BLOCKING

4" OC 1,530

(S) SDWS22400DB

AT 8" OC

SILL

ANCHOR

SCALE:

2

TYP PLYWOOD DIAPHRAGM NAILING

1/4"=1'-0"

EN AROUND

PENETRATIONS

(TYP)

BLOCK EDGES AS

REQD

FIELD NAIL (TYP)

EN (TYP)

EN

(E) FRAMING

(E) CONT PANEL

SIDE JTS*

EN

(E) BRG/SHEAR

WALL

(E) STAG PANEL

SIDE JTS*

1'-4

"

TY

P

(S) CS20 ES

OF OPNG

DBL TOP PLATE

MECH OPNG

PROVIDE (1) 2x TRIM

STUD AND (1) 2x KING

STUD, WIDTH TO MATCH

WALL FRAMING

3'-6

"

MA

X

(2) 2x8 HEADER

2'-6"

MAX

2'-0"

MIN, TYP

1'-4

"

SCALE:

3

TYP MECHANICAL OPENING IN SHEAR WALL

NTS

(S) CS20, TOP AND

BOT OF OPENING.

PROVIDE BLKG

BELOW STRAP

S7.1

WOOD DETAILS

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SCALE:

1

LOW ROOF TO STUD WALL

1"=1'-0"

(E) 1x DECKING

(E) PLYWD SHTHG

(S) A34 AT 24" OC

(E) PLYWD SHTHG

(E) BLKG (E) 2x4 LEDGER

(E) STUD WALL

(E) BLKG

(E) SIDING

(E) 2x4 RAFTERS

(E) PLYWD SHTHG

SCALE:

3

LOW ROOF CONNECTION TO SECOND FLOOR

1"=1'-0"

ATTIC TRUSS SHEAR

WALL, SEE 2/S3.1

(E) GYP CEILING

(E) FLOOR SHTHG

(E) STEEL JOIST,

TYP

(E) CEILING FINISH

DEMO AS REQD

(E) SHEAR WALL

(2) 2x10 W/ (2) (S) A35

EA SIDE W/ #6x1/2"

SCREWS INTO (E)

FLOOR SHTHG, TYP.

PROVIDE MIN (3) JOIST

BAYS. ALIGN W/ LOWER

ROOF TRUSS

SCALE:

2

LOW ROOF TO STUD WALL

1"=1'-0"

(E) STUDWALL

(E) 1x DECKING

(E) PLYWD SHTHG

EN, TYP

(E) 2x4 RAFTER

(S) SDWS22600DB

AT 12" OC

(E) SIDING. DEMO

AS REQD TO

INSTALL BLKG

(S) A35 AT 16" OC W/

#6 x 1/2" SCREWS

INTO (E) SHTHG

3x BLKG

(E) PLYWD SHTHG

PROVIDE (2) 2x6 BLKG EA STUD

BAY W/ (S) CMST14x10'-0"

INSTALLED OVER PLYWOOD.

ALIGN BLKG W/ HOLDOWN.

(S) HDU5 W/ 5/8" DIA

THRU-BOLT, TYP.

INSTALL OPPOSITE SIDE

OF WALL AS PLYWOOD

PLYWOOD SW W/ 2x STUD

INFILL PER 2/S3.1

AT CONTRACTOR'S

OPTION, PROVIDE (S)

CNW COUPLER

G5.5

3.5

G

S7.2

WOOD DETAILS

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SCALE:

3

ROD STIFFENER

1"=1'-0"SCALE:

1

SUSPENDED MECH UNIT BRACING

1"=1'-0"

PLAN

A

A

NOTE:

SEE 2/S8.1 FOR BRACE CONNECTION TO (E) JOISTS.

P1000 HS, TYP (E) THREADED ROD, TYP

(E) MECH UNIT

BRACE, TYP

A

8"

MA

X

1'-4

" M

AX

TY

P

8"

MA

X

4"

MA

X

SECTION A-A

A

4"

MA

X

P2485 CRADLE

CLIP, TYP

LENGTH OF P1000T

SHALL BE 8" SHORTER

THAN THREADED ROD

(E) ROD

P3008 NUT

3/8"x1" BOLT SNUGGED

AGAINST ROD W/ P3008

NUT

CONNECTION

VARIES

ASSEMBLY VARIES,

SEE PLAN

P1000T UNISTRUT

CHANNEL STIFFENER

SCALE:

5

VERTICAL HSS STRONGBACK CONNECTION

1"=1'-0"

(E) DIAGONAL SHTHG

HE

IG

HT

VA

RIE

S

(E) 2x12 JOISTS AT 24" OC.

LOCATION AND

ORIENTATION MAY VARY

IN FIELD. CONTRACTOR

TO VERIFY

3x12 FLAT BLKG(2) (S) SDS25300

(E) HOLLOW CLAY

TILE WALL

2"

MAX

(E) CONC

FOUNDATION WALL

HSS STRONGBACK

PER PLAN

3/4" DIA ADH AHR

AT 24" OC MAX

(E) CONCRETE SOG

1/2" DIA (S) TITEN-HD W/

2

1

2

" MINIMUM EMBED

PROVIDE 3"x3"

INCOMPRESSIBLE

SHIM AS REQUIRED

SCREEN TUBE PER

MANUF IN 1" DIA

HOLE

AA

AA

PL3/8x6x0'-6"

NOTES:

1. DO NOT LOCATE ANCHOR IN MORTAR JOINT OF MASONRY WALL.

2. LOCATE HOLES TO AVOID MEP CONFLICT.

FIRST FLOOR

VIF

SEE 6/S7.1 FOR

ACCESS HOLE,

TYP

SCALE:

4

SINGLE PIPE SUPPORT WITH SEISMIC BRACING

1 1/2"=1'-0"

4

5

°

±

1

0

°

T

Y

P

4"

MA

X

14

" O

C

MA

X

4

5

°

±

1

0

°

T

Y

P

A

A

SEE 9/S8.1

MASON SCB-2

ADJUSTABLE HINGE

THD ROD

PIPE

HANGER

PIPE CLAMP MAY BE

ROTATED TO GAIN

ACCESS TO STRUCTURE

ABOVE

PIPE CLAMP

PRESTRETCHED

AIRCRAFT CABLE

SEE 9/S8.1

NOTE:

PROVIDE SEISMIC BRACING AT SPACING:

TRANSVERSE : 20'-0" OC MAX

LONG : 40'-0" OC MAX

SEE 9/S8.1

MASON SCB - 2

ADJUSTABLE HINGE, TYP.

LONG BRACING

SHOWN BELOW

(N) OR (E) PIPE

CLEVIS HANGER

SEE 3/S8.1 FOR

ROD STIFFENER

P2486 ROD

STIF AT

14" OC MAX

THD ROD

SEE 9/S8.1

PRESTRETCHED 3/16" DIA.

GALV. AIRCRAFT CABLE,

7x19 TYP.

SECTION A-A

SCALE:

2

BRACING CONNECTION

1 1/2"=1'-0"

SECTION A-A

ROD STIFFENER PER

3/S8.1

SLIP-ON NUT

P1000 HS BRACE, SEE

PLAN FOR LOCATION

SPF 200 W/ (2) 1/2" DIA

BOLTS & CHANNEL NUTS

P1000 HS BRACE, SEE

PLAN FOR LOCATION

AND DIRECTION

(E) ISOLATOR

AS OCCURS

(E) THREADED ROD

(E) MECH UNIT

P1354W W/ 1/2" DIA

THRU-BOLTS AND P1010

CHANNEL NUTS, TYP

BRACE PER 1/S8.1

NOTE:

BRACE ATTACHES TO BOTTOM OF (E) JOIST AS OCCURS.

3x FULL DEPTH BLKG

(E) JOIST, TYP

2

1

2

" 2

1

2

"

EQ

1"

TYP

EQ

PL3/8x6x0'-11"

SECTION A-A

1/4

TYP

SECTION A-A

SCALE:

6

HORIZONTAL HSS STRONGBACK CONNECTION

1 1/2"=1'-0"

NOTE:

DO NOT LOCATE ANCHOR IN MORTAR JOINT OF MASONRY WALL.

2"

TY

P

2"

TYP

(E) WOOD POST

(E) HOLLOW CLAY

TILE WALL

SCREEN TUBE PER

MANUF IN 1" DIA

HOLE

PL3/8x6x0'-6" 3/4" DIA ADH AHR

AT 24" OC FULL

LENGTH OF HSS

A

A

SCALE:

7

(E) HOLLOW CLAY TILE WALL TO (E) POST CONNECTION

1 1/2"=1'-0"

L4x4x

1

4

x0'-4" T&B W/

1/2" DIA THRU-BOLT

1/2" DIA x 4" LAG

SCREW, TYP

1'-0

"

TY

P

2'-0

"

TY

P

L4x4x

1

4x0'-4" W/ 1/2" DIA x 4"

LAG SCREW INTO WOOD

POST, TYP. PROVIDE AT 24"

OC FULL POST HEIGHT.

(E) WOOD POST

3/4" DIA ADH AHR INTO (E)

HOLLOW CLAY TILE WALL,

TYP. SEE 6/S8.1 FOR

ADDITIONAL ANCHOR

INFORMATION

ANGLE OCCURS

BOTH SIDES OF

POST AT SIM

CONDITION.

(E) HOLLOW

CLAY TILE WALL

CJP, TYP

2 1/2" DIA ACCESS

HOLE, TYP

SCALE:

9

TYPICAL PIPE/TRAPEZE CONNECTION

1 1/2"=1'-0"

1

2

" DIA, THRU

BOLT, TYP

L6x3

1

2

x

1

2

x0'-4"

(LLV)

NOTES:

1. PROVIDE ALL BOLTS, NUTS, WASHERS, FITTINGS, ETC, AS RECOMMENDED BY BRACING MANUFACTURER.

2. SEE NONSTRUCTURAL BRACING DETAILS FOR INFORMATION NOT SHOWN OR NOTED.

(E) ROOF SHTHG

5/8" DIA

THRU BOLT

(E) BM/JST

MASON SCB - 2

ADJUSTABLE

HINGE

PRESTRETCHED

AIRCRAFT CABLE

L4x3x

3

8

x0'-8"

MASON

SCB - 2

ADJUSTABLE

HINGE

(E) BM/JST

1

2

" DIA THRU

BOLT, TYP

4"

MA

X

4"

HANGER ROD PER

NONSTRUCTURAL

BRACING DETAILS

4"

MA

X

A

HANGER ROD CONNECTION

B

BRACING PERPENDICULAR TO BEAM/JOIST

C

BRACING PARALLEL TO BEAM/JOIST

PRESTRETCHED

AIRCRAFT CABLE

EQ

EQ

2"

TYP

(E) JOIST OR NEW

BLKG AS REQD

1

2

" MAX

(E) ROOF SHTHG

SCALE:

8

(E) BOILER BRACING

3"=1'-0"

VARIES

VIF

L6x6x

3

8

x0'-6"

(E) BOILER

3" MIN

2"

3

1

2

" V

IF

1/4

1/4

STIFF PL3/8"xREQD

CENTER PL ON L

PL1/2x3x0'-6" W/ (2) 1/4"

DIA (S) TITEN-HD AT 4" OC

(E) CONC SOG

(E) CONC

HOUSEKEEPING

PAD

1

2

"

TY

P

S8.1

NONSTRUCTURAL

DETAILS

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