Attachment F CAMS 3 Special Inspections Specifications and Structural Drawings.pdf

THE DESIGN IS IN ACCORDANCE WITH THE 2019 OREGON STRUCTURAL SPECIALTY CODE (OSSC)

AND PROVIDES FOR THE FOLLOWING LOADS:

LIVE LOADS (SEE ALSO LOAD PLANS S010 - S012)

ROOFS 20 PSF (UNREDUCIBLE)

FLOORS

CORRIDORS, STAIRS 100PSF

MECHANICAL 100PSF PLUS WEIGHT OF EQUIPMENT

OFFICE 80 PSF

PLAZA 100PSF

SNOW LOADS

GROUND SNOW LOAD (Pg) 10 PSF FLAT ROOF SNOW LOAD (Pf, MIN.) 25 PSF

WIND LOADS

1938 BUILDING & 1977 CONNECTOR BUILDING MWFRS

WIND EXPOSURE B

Iw = 1.0

V = 104 MPH (MARION COUNTY)

GCpi = + 0.18

SEISMIC DESIGN CRITERIA

VOLUNTARY SEISMIC UPGRADE

RISK CATEGORY III

PERFORMANCE OBJECTIVES (PER ASCE 41-17)

BSE - 1N HAZARD LEVEL, IMMEDIATE OCCUPANCY PERFORMANCE LEVEL (IO)

BSE - 2N HAZARD LEVEL, LIFE SAFETY PERFORMANCE LEVEL (LS)

SEISMICITY INFORMATION

SITE CLASS = C

BSE-2N, SXS = 0.99 g BSE-1N, SXS = 0.66 g BSE-2N, SX1 = 0.49 g BSE-1N, SX1 = 0.33 g

SITE SPECIFIC RESPONSE SPECTRUM WAS USED FOR THE PROJECT.

FOR THE SEISMIC ANALYSIS, A SUITE OF 11 GROUND MOTIONS WAS USED.

SEISMIC LOAD RESISTING SYSTEMS

THE SEISMIC LOAD RESISTING SYSTEM CONSISTS OF TRIPLE FRICTION PENDULIM BASE

ISOLATORS JUST BELOW THE NEW CONCOURSE LEVEL OF THE 1938 BUILDING AND JUST BELOW

THE 1ST FLOOR OF THE 1977 CONNECTOR BUILDING. THERE ARE ALSO REINFORCED CONCRETE

SHEAR WALLS IN THE SUPERSTRUCTURE ABOVE THE ISOLATION PLANE.

BUILDING DRIFT

1938 BUILDING

MAXIMUM INELASTIC SEISMIC STORY DRIFT = 0.1% x STORY HEIGHT.

SEISMIC ISOLATION DESIGN

THE DESIGN OF THE ISOLATION SYSTEM IS BASED ON THE PROVISIONS OF THE ASCE 41-17 CODE:

THE REQUIRED MOAT IS 2' - 0" WIDE CLEAR OF ALL OBSTRUCTIONS. NONSTRUCTURAL ELEMENTS CROSSING THE ISOLATION PLANE SHALL BE ABLE TO ACCOMODATE 2' - 0' OF MOVEMENT IN ANY

DIRECTION.

1. BASE SHEAR LISTED IS TAKEN AS THE AVERAGE OF THE 11 GROUND MOTIONS' MAXIMUM. LISTED VALUE IS THE MAXIMUM OF THE X OR Y DIRECTIONS, AND MAXIMUM OF THE UPPER BOUND AND

LOWER BOUND ANALYSIS.

2. ISOLATOR DISPLACEMENT IS TAKEN AS THE AVERAGE OF THE 11 GROUND MOTIONS' MAXIMUM, WITH EITHER UPPER BOUND OR LOWER BOUND ANALYSIS.

1. REFER TO SPECIFICATIONS FOR COMPLETE REQUIREMENTS. MORE STRINGENT

REQUIREMENT CONTROLS WHERE INFORMATION SHOWN ON DRAWINGS AND IN

SPECIFICATIONS ARE IN CONFLICT.

2. CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2019 OREGON STRUCTURAL

SPECIALTY CODE (OSSC).

3. DETAILS OF THE CONSTRUCTION NOT FULLY SHOWN OR NOTED ON THE

DRAWINGS NOR CALLED FOR IN THE SPECIFICATIONS SHALL BE OF THE SAME

SIZE AND CHARACTER AS FOR SIMILAR CONDITIONS WHICH ARE SHOWN AND

NOTED.

4. THE WORD "TYPICAL" SHALL MEAN THAT THE INDICATED INFORMATION SHALL

BE APPLIED TO ALL SIMILAR CONDITIONS WHETHER OR NOT THE INFORMATION

IS SPECIFICALLY REFERENCED, UNLESS OTHERWISE NOTED ON THE DRAWINGS.

5. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS

AT JOB SITE. THE CONTRACTOR SHALL COMPARE STRUCTURAL DRAWINGS WITH

ARCHITECTURAL, CIVIL, LANDSCAPE, MECHANICAL, PLUMBING, AND ELECTRICAL

DRAWINGS BEFORE COMMENCING WITH THE WORK AND SHALL NOTIFY THE

ARCHITECT OF ANY DISCREPANCIES REQUIRING CLARIFICATION OR REVISION.

DO NOT SCALE DRAWINGS.

6. EXISTING CONDITIONS AND DIMENSIONS ON THESE DRAWINGS ARE BASED ON THE

ORIGINAL STRUCTURAL DRAWINGS AS FOLLOWS:

• ORIGINAL 1938 BUILDING DRAWINGS BY TROWBRIDGE & LIVINGSTON ARCHITECTS

DATED September 11, 1936

• 1993 BUIDING RETROFIT DRAWINGS BY MILLER-GARDNER, INC.

DATED June 14, 1994

• ORIGINAL 1977 BUILDING DRAWINGS BY WOLFF ZIMMER GUNSUL FRASCA

DATED October 8, 1975

• 2017 BUILDING RENOVATION DRAWINGS, CAMS-1 DRAWINGS BY CATENA CONSULTING ENGINEERS DATED October 27, 2017

• 2020 BUILDING RENOVATION DRAWINGS, CAMS-2A DRAWINGS BY CATENA CONSULTING ENGINEERS DATED March 3, 2020

• 2020 BUILDING RENOVATION DRAWINGS, CAMS-2B DRAWINGS BY FORELL|ELSESSER ENGINEERS DATED September 24, 2020

ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITONS

IS GIVEN AS THE BEST AVAILABLE KNOWLEDGE, BUT WITHOUT GUARANTEE OF

ACCURACY. ACTUAL AS-BUILT CONDITIONS MAY BE DIFFERENT THAN RECORDED IN

THE DRAWINGS. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND

DIMENSIONS AT JOBSITE PRIOR TO PRODUCING SHOP DRAWINGS AND FABRICATING

AND INSTALLING NEW WORK. WHERE ACTUAL CONDITIONS CONFLICT WITH THE

DRAWINGS THEY SHALL BE REPORTED TO THE ARCHIITECT SO THAT THE PROPER

REVISIONS MAY BE MADE. MODIFICATION OF DETAILS OF CONSTRUCTION SHALL NOT

BE MADE WITHOUT WRITTEN DIRECTION OF THE ARCHITECT.

7. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE SAFETY AND

PRESERVATION OF THE BUILDING AND CONTENTS DURING CONSTRUCTION, AND

SHALL BE SOLELY RESPONSIBLE FOR PROVIDING A SAFE PLACE TO WORK. THE

CONTRACTOR SHALL EXECUTE WORK TO ENSURE SAFETY OF PERSONS AND

PROPERTY AGAINST DAMAGE BY FALLING DEBRIS AND OTHER HAZARDS IN

CONNECTION WITH THIS WORK, AND SHALL PROVIDE ADEQUATE SHORING AND

BRACING DURING ALL DEMOLITION AND CONSTRUCTION.

8. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND ELEVATIONS PRIOR TO

FABRICATION AND CONSTRUCTION OF ANY NEW ELEMENTS.

9. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR DEVELOPING AND

COORDINATING A SEQUENCE OF TEMPORARY BRACING, SHORING, DEMOLITION,

AND NEW CONSTRUCTION. SHORING TO SUPPORT EXISTING CONSTRUCTION TO

REMAIN SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. ALL SHORING

AND TEMPORARY BRACING SHALL BE DESIGNED BY A STRUCTURAL ENGINEER

REGISTERED IN THE STATE OF OREGON HIRED AND PAID BY THE CONTRACTOR.

10. All WORK THAT IS NOT SPECIFICALLY NOTED AS EXISTING OR (E) SHALL BE

CONSIDERED NEW AND SHALL BE INCLUDED IN THE CONTRACT.

1. REFER TO GENERAL NOTES AND SPECIFICATIONS FOR COMPLETE REQUIREMENTS.

2. REFER TO S001, S002 AND S003 FOR GENERAL NOTES, ABBREVIATIONS, AND SYMBOL

LEGEND.

3. REFER TO TYPICAL DETAIL SHEETS FOR DETAILS NOT SPECIFICALLY REFERENCED.

a. CONCRETE: S501 - S503

b. STEEL: S701 - S702

c. METAL DECK: S703 - S704

d. CMU: S504

4. OVERALL PLANS AT 1/16" = 1'-0" SCALE ARE SHOWN FOR REFERENCE. REFER TO PARTIAL

PLANS IN S100 SERIES A, B, C, AND D PLANS FOR INFORMATION.

5. FOR CONCRETE COLUMN SCHEDULE, SEE S530.

6. FOR CONCRETE SLAB SCHEDULE AND LEGEND, SEE S540

7. FOR CONCRETE & POST-TENSIONED BEAM SCHEDULES, SEE S541

8. FOR CONCRETE SHEARWALL SCHEDULE AND LEGEND SEE S411.

FOR WALL TYPICAL WALL DETAILS SEE S550 THROUGH S553.

9. FOR COLLECTOR SCHEDULE, SEE S555 & S556.

10. REFER TO NOTES TITLED “DOCUMENT COORDINATION” FOR REFERENCE TO

INFORMATION FOUND ON OTHER DRAWINGS.

11. BEAMS, COLUMNS, BRACES, & WALLS ARE CENTERED ON GRID LINES, U.O.N. INFILL

BEAMS ARE EQUALLY SPACED BETWEEN GRIDS OR SPECIFICALLY LOCATED

MEMBERS, U.O.N

12. ALL CLADDING SYSTEMS AND INTERIOR PARTITIONS SHALL HAVE THE ABILITY TO

COMPENSATE FOR VERTICAL DEFLECTIONS OF 3/4" MIN., U.O.N.

13. BEAM PENETRATIONS NOT SHOWN IN THE STRUCTURAL DRAWINGS ARE NOT

PERMITTED WITHOUT APPROVAL OF THE ENGINEER.

14. STEEL-FRAMED FLOOR NOTES:

a. THE DIMENSION BETWEEN EDGE OF SLAB OPENING AND CENTERLINE OF CLOSEST

STEEL FRAMING BEAM SHALL BE 8” FOR BEAMS NOT OTHERWISE SPECIFICALLY

LOCATED.

b. ALL STEEL BEAMS SUPPORTING CONCRETE FILL OVER METAL DECK SHALL HAVE

WELDED STUDS. MINIMUM SIZE AND SPACING SHALL BE ¾” DIA. @ 12” O.C., U.O.N.

TOP OF WELDED STUDS SHALL BE ¾” BELOW TOP OF CONCRETE, TYPICAL.

1. REFER TO ARCHITECTURAL DRAWINGS FOR EXTENT OF DEMOLITION OF EXISTING

BUILDING ELEMENTS.

2. REFER TO ARCHITECTURAL DRAWINGS FOR SLAB EDGE DIMENSIONS.

3. ONLY LARGE FLOOR AND WALL OPENINGS ARE SHOWN ON STRUCTURAL

DRAWINGS. REFER TO ARCHITECTURAL AND OTHER DRAWINGS FOR

COMPLETE SCOPE OF OPENINGS AND FOR LOCATIONS AND DIMENSIONS OF ALL

OPENINGS. REFER TO TYPICAL DETAILS FOR FRAMING AND/OR REINFORCEMENT

REQUIREMENTS AROUND OPENINGS.

4. REFER TO ARCHITECTURAL DRAWINGS FOR ELEVATIONS NOT SHOWN AND

LOCATION AND SIZE OF SLOPES, STEPS, DEPRESSIONS, BLOCKOUTS, RECESSES,

CURBS, PADS, ETC.

5. REFER TO ARCHITECTURAL AND OTHER DRAWINGS FOR SIZES AND LOCATIONS OF

EQUIPMENT SUPPORT PADS AND CURBS AND FOR EQUIPMENT ANCHORAGE/BRACING.

6. REFER TO ARCHITECTURAL AND OTHER DRAWINGS FOR SIZES, LOCATIONS, AND

ELEVATIONS OF ITEMS CAST IN PLACE OR EMBEDDED IN CONCRETE AND COORDINATE

WITH STRUCTURAL ELEMENTS. THESE ITEMS INCLUDE, BUT ARE NOT LIMITED TO:

a. ANCHOR BOLTS, INSERTS, AND HANGERS FOR ATTACHMENT OF NON-

STRUCTURAL BUILDING COMPONENTS.

b. SLEEVES, DRAINS, BOXES, AND CONDUITS.

7. ITEMS WHICH ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT ATTACH TO,

EMBED, PENETRATE, OR OTHERWISE AFFECT THE BUILDING STRUCTURE ARE

SUBJECT TO THE LIMITATIONS OUTLINED IN THE DRAWINGS AND INCLUDE THE

FOLLOWING ITEMS:

a. PLUMBING UNDER OR ADJACENT TO FOUNDATIONS: S503

b. PENETRATIONS THROUGH FOOTINGS AND GRADE BEAMS: S503

c. CONDUITS EMBEDDED IN STRUCTURAL CONCRETE: S503

d. PENETRATIONS IN CONCRETE BEAMS: S503

e. OPENINGS & PENETRATIONS IN CONCRETE WALLS AND SLABS: S503

f. PENETRATIONS IN WEBS OF STEEL BEAMS: S702

g. OPENINGS & PENETRATIONS IN CONCRETE FILL OVER STEEL DECK: S704

h. SUSPENDED LOADS FROM STEEL DECK: S703

8. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATIONS AND EXTENT OF CMU

PARTITION WALLS. SEE TYPICAL CMU DETAILS FOR CONSTRUCTION AND BRACING.

9. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION AND DETAILS OF

NON-BEARING INTERIOR AND EXTERIOR WALL CONSTRUCTION.

10. REFER TO ARCHITECTURAL AND OTHER DRAWINGS FOR SUPPLEMENTARY

STRUCTURAL SUPPORTS AND EMBEDDED ATTACHMENTS FOR NON-STRUCTURAL

SYSTEMS AND COMPONENTS NOT SPECIFICALLY DETAILED ON THE STRUCTURAL

DRAWINGS , INCLUDING:

a. CLADDING

b. PARAPETS

c. CEILINGS

d. CANOPIES & TRELLISES

e. SUNSHADES & SUN CONTROL DEVICES

f. ROOF SCREENS

g. STAIRS

h. RAILINGS

i. ELEVATORS AND MACHINE ROOMS

j. LIGHT-GAGE METAL FRAMING

k. WINDOW WASHING

l. SUPPORT FRAMING AT ROLL-DOWN DOORS

m. CANTILEVER FRAMING FOR PARTIAL-HEIGHT WALLS

n. MISCELLANEOUS ARCHITECTURAL APPENDAGES

o. SIGNS, FLAG POLES, AND BANNERS

p. SEISMIC JOINT COVERS

11. REFER TO ARCHITECTURAL DRAWINGS FOR REQUIRED WATERPROOFING AND

DRAINAGE SCOPE AND DETAILS. REFERENCE TO WATERPROOFING AND

DRAINAGE IN THE STRUCTURAL DRAWINGS IS ONLY FOR THE CONVENIENCE OF

THE CONTRACTOR.

12. REFER TO ARCHITECTURAL DRAWINGS FOR REQUIRED EXTENT OF FIREPROOFING

AND FIREPROOFING DETAILS FOR STRUCTURAL ELEMENTS.

13. REFER TO ARCHITECTURAL DRAWINGS FOR SCOPE OF CONCRETE SURFACES

TO BE TREATED AS "ARCHITECTURAL CONCRETE".

14. REFER TO ARCHITECTURAL DRAWINGS FOR SCOPE OF STRUCTURAL STEEL TO

BE TREATED AS "ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS)".

15. REFER TO ARCHITECTURAL DRAWINGS FOR DETAILED SCOPE OF FINISHES FOR

STRUCTURAL STEEL INCLUDING GALVANIZING, PAINTING, AND OTHER COATINGS.

16. REFER TO ARCHITECTURAL DRAWINGS FOR SCOPE OF PATCHING AND REPAIR

OF EXISTING STONE.

THE SPECIAL INSPECTION REQUIREMENTS OF CHAPTER 17 OF THE 2019 OREGON

STRUCTURAL SPECIALTY CODE (OSSC) APPLY TO THE FOLLOWING:

• STEEL CONSTRUCTION

• CONCRETE CONSTRUCTION

• ANCHORS AND DOWELS IN CEMENTITIOUS GROUT

• ANCHORS AND DOWELS IN RESIN

• EXPANSION ANCHORS

• UNDERCUT ANCHORS

• MASONRY CONSTRUCTION

• SOILS

THE SUPPLEMENTAL SPECIAL INSPECTION REQUIREMENTS FOR SEISMIC RESISTANCE

OF OSSC SECTION 1707 APPLY TO THE FOLLOWING ELEMENTS OF THE SEISMIC LOAD

RESISTING SYSTEM AND ARCHITECTURAL COMPONENTS:

• STRUCTURAL STEEL

• COLD-FORMED STEEL FRAMING

• ARCHITECTURAL COMPONENTS:

EXTERIOR NON-BEARING COLD-FORMED STEEL WALLS

THE SUPPLEMENTAL STRUCTURAL TESTING REQUIREMENTS FOR SEISMIC RESISTANCE

OF OSSC SECTION 1705.13 APPLY TO THE FOLLOWING ELEMENTS OF THE SEISMIC LOAD

RESISTING SYSTEM:

• MASONRY

• STRUCTURAL STEEL

• SEISMICALLY ISOLATED STRUCTURES

1. STRUCTURAL OBSERVATION FOR SEISMIC RESISTANCE SHALL BE PROVIDED IN

ACCORDANCE WITH OSSC SECTIONS 1702 AND 1709.

2. REFER TO SHEET S004 FOR MORE INFORMATION.

3. THE CONTRACTOR SHALL NOTIFY THE ENGINEER AT LEAST 14 DAYS PRIOR TO

COMPLETION OF ANY OF THE FOLLOWING CONSTRUCTION MILESTONES TO

ALLOW TIMELY STRUCTURAL OBSERVATION TO OCCUR. THE SPECIFIC

MILESTONES AND FREQUENCY OF STRUCTURAL OBSERVATION IS AT THE

DISCRETION OF THE ENGINEER. REFER TO SHEET S004.

4. AT THE CONCLUSION OF THE STRUCTURAL WORK, THE OBSERVER SHALL

SUBMIT A WRITTEN STATEMENT TO THE BUILDING OFFICIAL THAT THE SITE

VISITS HAVE BEEN MADE AND IDENTIFY ANY REPORTED DEFICIENCIES THAT,

TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN

RESOLVED.

1. REFER TO SPECIFICATIONS FOR COMPLETE REQUIREMENTS.

2. THE CONTRACTOR SHALL SUBMIT A SUBMITTAL SCHEDULE FOR REVIEW FOUR

WEEKS BEFORE THE FIRST SUBMITTAL IS ISSUED.

3. THE CONTRACTOR IS TO REVIEW EACH SUBMITTAL PRIOR TO FORWARDING TO

THE ARCHITECT AND STRUCTURAL ENGINEER. THE CONTRACTOR IS TO STAMP

EACH SUBMITTAL VERIFYING THAT THE FOLLOWING IS ADDRESSED:

a. THE SUBMITTAL IS REQUESTED BY THE CONTRACT DOCUMENTS.

b. THE SUBMITTAL IS BASED ON THE MOST CURRENT EDITION OF THE

CONTRACT DOCUMENTS INCLUDING ALL ADDENDA, SUPPLEMENTS,

BULLETINS, RFI'S, ETC.

c. THE ARCHITECT'S AND STRUCTURAL ENGINEER'S COMMENTS FROM ANY

PREVIOUS SUBMITTALS ARE ADDRESSED.

d. THE WORK IS COORDINATED AMONG ALL CONSTRUCTION TRADES.

e. REVISIONS FROM PREVIOUS SUBMITTALS ARE CLEARLY MARKED BY

CIRCLING OR CLOUDS.

f. SUBMITTAL IS COMPLETE.

g. SUBMITTAL DOES NOT INCLUDE A SUBSTITUTION REQUEST.

h. SUBMITTAL SHALL INCLUDE A STAMP INDICATING PROJECT NAME AND

LOCATION, SUBMITTAL NUMBER, SPECIFICATION SECTION NUMBER.

4. THE STRUCTURAL ENGINEER SHALL RETURN, WITHOUT COMMENT, SUBMITTALS

WHICH THE CONTRACTOR HAS NOT STAMPED OR WHICH DO NOT MEET THE ABOVE

REQUIREMENTS. THE STRUCTURAL ENGINEER'S REVIEW OF SUBMITTALS SHALL BE

FOR GENERAL CONFORMANCE WITH THE DESIGN INTENT. NO WORK SHALL BE

STARTED WITHOUT SUCH REVIEW.

5. THE STRUCTURAL ENGINEER WILL ONLY STAMP SUBMITTALS FOR ITEMS WITHIN

THE SCOPE OF WORK THAT APPEARS IN THE STRUCTURAL DRAWINGS AND

SPECIFICATIONS. THE STRUCTURAL ENGINEER MAY REVIEW AND PROVIDE

COMMENTS ON SUBMITTALS FOR ITEMS THAT APPEAR ON OTHER DRAWINGS

OR ARE DELEGATED DESIGN ELEMENTS, BUT WILL NOT STAMP THESE SUBMITTALS.

a. CONCRETE MIX DESIGNS AND WELD PROCEDURE SPECIFICATIONS WILL BE

REVIEWED BY THE STRUCTURAL ENGINEER, BUT NOT STAMPED, SINCE THESE

SUBMITTALS ARE DESIGNED BY ANOTHER ENGINEER.

1. DELEGATED DESIGN ELEMENTS ARE THE RESPONSBILITY OF THE CONTRACTOR.

DELEGATED DESIGN ELEMENTS ASSUMED TO BE DESIGNED BY THE CONTRACTOR

INCLUDE:

a. TEMPORARY SHORING AND BRACING

b. TEMPORARY & PERMANENT DEWATERING SYSTEM

c. SITE SHORING

d. FOUNDATION UNDERPINNING

e. CONCRETE FORMWORK AND FALSEWORK

f. OTHER DESIGN REQUIRED FOR TEMPORARY MEANS AND METHODS OF THE

CONTRACTOR

g. STEEL STAIRS NOT DETAILED IN DRAWINGS

h. NOT USED

i. RAILINGS INCLUDING GLASS RAILINGS

j. ANCHORAGE AND BRACING OF ALL MEP EQUIPMENT AND DISTRIBUTION

LINES (EXCEPT FOR ITEMS SPECIFICALLY DETAILED ON THE CONTRACT

DOCUMENTS)

k. INTERIOR LIGHT GAUGE FRAMED PARTITIONS

l. EXTERIOR LIGHT GAUGE FRAMED CLADDING

m. VENDOR-SUPPLIED CLADDING (EXCEPT FOR SPECIFICALLY DETAILED

BACK-UP & SUPPORT STEEL)

n. NOT USED

o. NOT USED

p. FIBER REINFORCED POLYMER (FRP)

q. SKYLIGHTS (EXCEPT FOR SPECIFICALLY DETAILED SUPPORT STEEL)

r. ELEVATORS (EXCEPT FOR GUIDERAIL SUPPORT TUBES)

s. NOT USED

t. FALL ARREST SYSTEMS (EXCEPT FOR SPECIFICALLY DETAILED SUPPORT

STEEL)

u. SEISMIC JOINT COVERS

v. CONCRETE MIX DESIGNS

w. SEISMIC ISOLATORS

x. PRECAST CONCRETE CISTERN FOR DEWATERING

2. DESIGN OF ALL DELEGATED DESIGN ELEMENTS SHALL BE BY A REGISTERED

OREGON STRUCTURAL OR CIVIL ENGINEER.

3. DELEGATED DESIGN ELEMENT SHOP DRAWING AND CALCULATION SUBMITTALS

SHALL BE STAMPED AND SIGNED BY THE CONTRACTOR'S DESIGN ENGINEER.

4. DELEGATED DESIGN ELEMENT CALCULATIONS SHALL HAVE A SUMMARY PAGE

STATING THE DESIGN ASSUMPTIONS INCLUDING CODES AND DESIGN LOADS.

5. DELEGATED DESIGN ELEMENT SHOP DRAWINGS SHALL SHOW THE MAGNITUDES,

DIRECTIONS, LOCATIONS, AND CONNECTION CONDITIONS OF ALL LOADS IMPOSED

ON THE BUILDING STRUCTURE BY THE ELEMENT INCLUDING, BUT NOT LIMITED TO:

a. STAIRS NOT DETAILED IN THE DRAWINGS

b. RAILINGS INCLUDING GLASS RAILINGS

c. MEP EQUIPMENT

d. CLADDING

e. CANOPIES & TRELLISES

f. SUNSHADES & SUN CONTROL DEVICES

g. ROOF SCREENS

h. SKYLIGHTS

i. ELEVATORS

j. NOT USED

k. FALL ARREST SYSTEMS

6. ALL DELEGATED DESIGN ELEMENTS MUST BE SUBMITTED TO THE OWNER AND

THE ARCHITECT FOR REVIEW.

7. AFTER OWNER & ARCHITECT REVIEW IS COMPLETE, ALL DELEGATED DESIGN

ELEMENTS MUST BE SUBMITTED TO THE PLAN CHECK AUTHORITY FOR REVIEW

AND APPROVAL.

1. THE OWNER'S GEOTECHNICAL ENGINEER, GRI HAS PREPARED

AN INVESTIGATION REPORTS FOR USE ON THIS PROJECT, TITLED:

"GEOTECHNICAL INVESTIGATION OREGON STATE CAPITOL RENOVATION PROJECT

SALEM, OREGON", DATED SEPTEMBER 30, 2014 (REVISED OCTOBER 15, 2014).

"MEMO: REVIEW AND UPDATE OF GEOTECHNICAL AND SEISMIC DESIGN

RECOMMENDATIONS CAPITOL ACCESSIBILITY, MAINTENANCE, AND SAFETY (CAMS)",

DATED MAY 2020.

"MEMO: REVIEW AND UPDATE OF SEISMIC DESIGN RECOMMENDATIONS OREGON STATE

CAPITOL RENOVATIONS - 1938 CAPITOL BUILDING [DRAFT]" DATED NOVEMBER 30, 2021.

"GEOTECHNICAL CONSULTATION, CAPITOL ACCESSIBILITY, MAINTAINANCE, AND SAFETY

PROJECT (CAMS 3), OREGON STATE CAPITOL, SALEM, OREGON" DATED MAY 25, 2022.

2. THE CONTRACTOR SHALL REVIEW AND UNDERSTAND THE INFORMATION

CONTAINED IN THE REPORT, BUT SHALL NOT ASSUME THAT SUCH INFORMATION

IS SUFFICIENT FOR THE CONTRACTOR'S PURPOSES.

3. THE CONTRACTOR SHALL BE FAMILIAR WITH THE GEOTECHNICAL CONDITIONS

AT THE PROJECT SITE.

4. THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN GEOTECHNICAL STUDIES

AND INFORMATION NECESSARY TO COMPLETE THE WORK.

5. THE CONTRACTOR SHALL OBTAIN THE SERVICES OF AN INDEPENDENT

GEOTECHNICAL ENGINEER LICENSED IN THE STATE OF OREGON TO ANALYZE

AVAILABLE INFORMATION AND TO MAKE ADDITIONAL INVESTIGATIONS AS

NECESSARY TO COMPLETE THE WORK.

6. THE OWNER'S GEOTECHNICAL ENGINEER SHALL INSPECT AND APPROVE THE

PREPARED SUBGRADE FOR CONFORMANCE WITH THE REQUIREMENTS OF THE

GEOTECHNICAL REPORT PRIOR TO PLACEMENT OF FOUNDATION REINFORCEMENT.

1. REFER TO GENERAL NOTES SECTION TITLED "GEOTECHNICAL INFORMATION".

2. SLABS ON GRADE AND FOUNDATIONS SHALL BEAR ON APPROVED NATIVE

SUBGRADE, COMPACTED ENGINEERED FILL OR COMPACTED SOIL.

3. FOUNDATION ELEMENTS SHALL BE CAST IN NEAT TRENCHED EXCAVATIONS

(1" MINIMUM WIDER THAN SCHEDULED). IF FOOTINGS CANNOT BE CAST IN

TRENCHES, FORM FOOTINGS TO SCHEDULED DIMENSIONS.

4. BOTTOM OF FOOTINGS SHALL BE CALCULATED USING INFORMATION SHOWN

ON THE DRAWINGS AND MAY BE REVISED BY THE GEOTECHNICAL ENGINEER TO

ENSURE MINIMUM FOOTING EMBEDMENTS OF ONE FOOT INTO FIRM,

APPROVED SOIL MATERIAL (UNDISTURBED NATURAL SOILS OR COMPACTED

ENGINEERED FILL). TOP OF FOOTING DIMENSION FROM DATUM SHALL BE AS

SHOWN ON PLANS.

5. COMPACTED NATURAL SOIL, FILL, AND BACKFILL IS TO BE UNIFORMLY

COMPACTED WITH APPROVED COMPACTION EQUIPMENT. FILL MATERIAL AND

OPERATIONS SHALL BE INSPECTED BY THE OWNER'S GEOTECHNICAL ENGINEER.

6. WATER SHALL NOT BE ALLOWED TO STAND IN TRENCHES OR FORMS BEFORE

OR AFTER CONCRETE IS PLACED, AND SHALL BE PUMPED OUT. IF BOTTOMS

OF TRENCHES BECOME SOFTENED DUE TO RAIN OR OTHER WATER BEFORE

FOOTINGS ARE CAST, THE CONTRACTOR SHALL EXCAVATE THE SOFTENED

MATERIAL AND REPLACE WITH CONCRETE.

7. ALLOWABLE BEARING PRESSURES FOR SPREAD FOOTINGS:

DEAD PLUS LIVE LOAD 5,000 PSF

TOTAL LOAD (INCLUDING SEISMIC) 10,000 PSF

8. CANTILEVER RETAINING WALL DESIGN PRESSURE: 35 PCF

9. BASEMENT WALLS (RESTRAINED AT THE TOP) DESIGN PRESSURE: 55 PCF

10. DO NOT BACKFILL MOAT WALLS UNTIL CONCRETE HAS ATTAINED DESIGN STRENGTH, OR

14 DAYS, WHICHEVER IS LONGER.

11. SPECIAL INSPECTION REQUIREMENTS APPLY TO FILL AND BACKFILL OPERATIONS.

FOOTING EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE

GEOTECHNICAL ENGINEER PRIOR TO PLACING REINFORCEMENT STEEL.

12. DO NOT TRANSFER BUILDING LOAD ONTO THE MAT FOUNDATION UNTIL MAT HAS AGED 56

DAYS SINCE FINAL POUR.

GENERAL

DESIGN BASIS

TYPICAL PLAN NOTES

DOCUMENT COORDINATION

SPECIAL INSPECTION

STRUCTURAL OBSERVATION

SUBMITTALS

DELEGATED DESIGN ELEMENTS

GEOTECHNICAL INFORMATION

FOUNDATIONS

1. BRACE ALL EXISTING PLASTER CEILINGS THAT ARE SUSPENDED BELOW THE EXISTING

STRUCTURE. BRACING CAN BE DIAGONAL TO THE FLOOR STRUCTURE ABOVE OR

HORIZONTAL TO ADJACENT CONCRETE FRAMING.

2. HOLLOW CLAY TILE WALLS THAT ARE NOT CONNECTED TO THE PLASTER CEILINGS TO

REMAIN SHALL BE SEPARATELY BRACED TO STRUCTURE. BRACING CAN BE DIAGONAL TO

THE FLOOR STRUCTURE ABOVE OR HORIZONTAL TO ADJACENT WALLS OR CONCRETE

FRAMING. IF BRACED TO AN ADJACENT WALL, THAT WALL MAY NOT ALSO BE HOLLOW

CLAY TILE.

BRACING OF HOLLOW CLAY TILE AND PLASTER CEILINGS

1. REFER TO SHEET S005.

TEMPORARY LATERAL BRACING AND SHORING

CRITERIA

1. SUBSTITUTION REQUESTS WILL BE APPROVED ONLY IF THEY MEET THE

REQUIREMENTS OF THE GENERAL STRUCTURAL NOTES AND THE SPECIFICATIONS,

AND IF COMPLETE WRITTEN ENGINEERING DATA FOR EACH CONDITION REQUIRED

FOR THIS PROJECT IS PROVIDED TO THE ENGINEER OF RECORD TWO (2) WEEKS

PRIOR TO THE BID DATE AND APPROVED IN WRITTEN ADDENDA BY THE

ARCHITECT.

2. SUBSTITUTION REQUESTS SHALL INCLUDE DATA TO INDICATE CODE BASIS BY YEAR,

AUTHORITY FOR STRESSES AND STRESS INCREASES, IF ANY, AND AMOUNT OF

EXPECTED DEFLECTION FOR FLEXURAL MEMBERS UNDER (A) TOTAL LOAD AND (B)

LIVE LOAD ONLY.

3. COST INCREASE ASSOCIATED WITH THE SUBSTITUTION REQUEST SHALL BE BORNE

BY THE GENERAL CONTRACTOR.

SUBSTITUTIONS

STRUCTURAL SCOPE SPLIT

THE FOLLOWING AREAS INDICATE THE SPLIT OF RESPONSIBILITY FOR THE

STRUCTURAL DESIGN.

1. 1938 CAPITOL STRUCTURE (CURRENT PROJECT SCOPE):

CATENA SCOPE IS FOUNDATIONS, MOAT WALLS, TUNNEL

& ROOF FALL PROTECTION

F|E SCOPE IS THE ISOLATOR PEDESTAL AND THE

SUPERSTRUCTURE ABOVE.

2. 1977 WING BUILDINGS RETROFIT (CAMS 2A):

CATENA SCOPE: INCLUDES LIMITED CMU PARTITION WALLS AND

COMPLETION OF LIMITED FRP IN WEST WING, INCLUDED HERE AS A

RESULT OF PHASED CONSTRUCTION.

3. 1977 CONNECTOR BUILDING (CURRENT PROJECT SCOPE):

CATENA SCOPE: RETAINING WALLS CONNECTING THE GARAGE SLAB TO

THE NEW MAT FOUNDATION BELOW THE ISOLATION PLANE

F|E SCOPE IS THE NEW ISOLATORS ABOVE THE PREVIOUS CAMS 2B

WORK, AND ANY NEW FRAMING ABOVE.

4. VAULTS (CAMS 1, NOT IN PROJECT SCOPE)

CATENA INCLUSIVE OF FOUNDATIONS AND SUPERSTRUCTURE.

DIAGRAM OF THE PROJECT SHOWING SCOPE AREAS IS BELOW:

HAZARD LEVEL BASE SHEAR

(NOTE 1)

ISOLATOR DISPLACEMENT

(NOTE 2)

BSE - 2N

0.096 w 11,080 kips

BSE - 1N

0.072 w 8,265 kips

13.6"

7.5"

THE PROJECT'S NONSTRUCTURAL PERFORMANCE OBJECTIVES (PER ASCE 41-17) ARE:

BSE-1N: POSITION RETENTION (N-B) & BSE-2N: LIFE SAFETY (N-C)

1. ALL BRACING ELEMENTS AND ANCHORAGES OF NONSTRUCTURAL ELEMENTS SHALL BE DESIGNED

BY A STRUCTURAL OR CIVIL ENGINEER LICENSED IN THE STATE OF OREGON.

2. ALL BRACING OF NONSTRUCTURAL ELEMENTS SHALL BE DESIGNED TO MEET THE REQUIREMENTS

OF CHAPTER 13 OF ASCE 7-16.

3. FOR ELEMENTS ATTACHED AND BRACED TO THE BASE ISOLATED PORTION OF THE BUILDING, ASCE 7-16 EQUATION 13.3-4 MAY BE USED. NOTE THAT FP MIN PER EQUATION 13.3-3 SHALL STILL APPLY.

a. ap, Rp and Wp ARE AS DEFINED IN ASCE 7-16.

b. Ip = 1.0 (USE 1.5 FOR COMPONENTS REQUIRED FOR LIFE SAFETY OR CONTAINING HAZARDOUS

MATERIALS)

c. ai = 0.20 g AT ALL STORIES ROOF AND BELOW, ai = 0.30 g AT ALL STORIES ABOVE ROOF.

d. Ax CAN BE ASSUMED TO BE 1.0.

4. WHEN USING EQUATION 13.3-1, SDS SHALL BE TAKEN AS SXS AT THE BSE-2N HAZARD LEVEL.

NONSTRUCTURAL BRACING SEISMIC DESIGN CRITERIA OF NEW ELEMENTS8

PLAN OF CAMS III - BUILDING SHOWING SCOPE AREAS

NOTE 4

NOTE 1

NOTE 3 NOTE 2NOTE 2

NOTE 4

NOTE 1

FORELL | ELSESSER

STRUCTURAL ENGINEERS

160 Pine St San Francisco, CA 94111 P (415) 837-0700 W forell.com

P FRO ESSIONAL

EDRETSIGER

J

NE REIGEN

OREGON

8695 5PE

5, 200 U

.YL

EXPIRES:

S LT R

U C T U R A

OHN S. McDON

12/31/

J

AL

D

P FRO ESSIONAL

EDRETSIGER

G

NE REIGEN

OREGON

6689 3PE

1, 202 J

.NA

EXPIRES:

S LT R

U C T U R A

EOFF BOMB

A

12/31/

Drawing TitleRevisions Drawn by

Checked by

Drawing No

Consultant Project No

Owner Project No

Project No

Date

1 2 3 4 5

A

B

C

D

E

CAPITOL ACCESSIBILITY, MAINTENANCE, & SAFETY (CAMS 3)

Drawing scales indicated apply to 36" x 48" drawing sheets. Scale may not be accurate if drawing plots are less than this size.

Phase 2 - Structural Package 1 23 23

5/17/2022

/5

/2

:2

:4

P

M

214002.6

AL

GB

S001

GENERAL NOTES

900 COURT ST. NE, SALEM, OR 97301

STRUCTURAL SHEET INDEX

SHEET

NUMBER SHEET NAME

3/

/2

P

R O

G R

E S

S P

R

IN

T

P H

A S

E

, S T

R U

C T

U R

E P

A C

K A

G E

P H

A S

E

, S T

R U

C T

U R

E P

A C

K A

G E

A S

I-0

A S

I-0

A S

I-0

P H

A S

E

A

S I-

A S

I-0

A

D D

E N

D U

M

A S

I-1

A S

I-1

A S

I-2

A S

I-0

S311 RING R1 AND R2 FRAMING PLAN ●

S312 RING R5 AND CATWALK FRAMING PLAN ● ●

S313 ROTUNDA TERRACE FRAMING PLAN &

TURRET KEY PLANS

S314 DEVELOPED WALL ELEVATION - INTERIOR

FACE OF EXTERIOR WALL (LOOKING

OUTWARD)

S315 DEVELOPED WALL ELEVATION - INTERIOR

FACE OF INNER DRUM WALL (LOOKING

INWARD)

S316 SELECT VERTICAL TRUSS ELEVATIONS

AT EXISTING STAIR OPENINGS

S401 PARTIAL PLANS ● R ● ●

S402 PARTIAL PLANS ● R ● ● ● ●

S404 PARTIAL PLANS ● R ● ● ● ●

S406 PARTIAL PLANS ● R ● ●

S407 PARTIAL PLANS - BRIDGES ● R ● ● ●

S408 ELEVATIONS R ● ●

S409 ELEVATIONS ● ●

S411 SHEAR WALL ELEVATIONS ● R ● ● ● ● ●

S412 SHEAR WALL ELEVATIONS ● R ● ● ● ● ● ● ●

S413 SHEAR WALL ELEVATIONS ● R ● ● ●

S414 SHEAR WALL ELEVATIONS ● R ● ●

S451 STAIR PARTIAL PLANS ● ● ●

S501 TYPICAL CONCRETE DETAILS ● ● ● ●

S502 TYPICAL CONCRETE DETAILS ● R ● ● ● ●

S503 TYPICAL CONCRETE DETAILS ● R ● ●

S504 TYPICAL CMU DETAILS ● R ●

S505 TYPICAL NON-STRUCTURAL BRACING

DETAILS

● R ●

S506 FRP DETAILS ● ●

S510 CONCRETE FOUNDATION DETAILS ● R ● ●

S511 CONCRETE FOUNDATION DETAILS ● R ● ● ● ●

S512 CONCRETE FOUNDATION DETAILS ● R ● ●

S513 CONCRETE FOUNDATION DETAILS ● ●

S514 CONCRETE FOUNDATION DETAILS ● ●

S520 CONCRETE TUNNEL DETAILS R ● ●

S530 CONCRETE COLUMN SCHEDULE ● ● ● ● ● ● ●

S540 CONCRETE SLAB DETAILS ● R ● ● ●

S541 CONCRETE BEAM SCHEDULE AND

DETAILS

S542 CONCOURSE BEAM DETAILS ● R ● ● ● ● ●

S543 TRANSFER BEAM DETAILS ● ● R ● ● ●

S544 TRANSFER BEAM DETAILS ● R

S545 CONCRETE DETAILS - LEVEL 1 LOWER ● R ● ● ● ●

S546 BEAM ELEVATIONS ● ● ● ●

S547 CONCOURSE DETAILS ●

S550 CONCRETE WALL DETAILS ● R ● ● ● ●

S551 CONCRETE WALL DETAILS ● R ● ● ● ● ●

S552 CONCRETE WALL DETAILS ● R ● ● ● ● ●

S553 CONCRETE WALL DETAILS ● R ● ● ● ●

S554 CONCRETE WALL DETAILS ● ● ●

S555 COLLECTOR DETAILS ● R ● ● ● ● ●

S556 COLLECTOR DETAILS ● R ● ● ● ● ● ●

S557 COLLECTOR DETAILS ● ● ●

S558 ROTUNDA WALL STRENGTHENING ● ● ● ●

S558A ROTUNDA WALL STRENGTHENING ● ●

S559 ROTUNDA WALL STRENGTHENING ● ● ● ●

S560 CONCRETE DETAILS - CONNECTOR

BUILDING

● R ●

S561 CONNECTOR BUILDING DETAILS ● ● ●

S562 MISC. CONCRETE DETAILS ● ●

S571 VAULT PLAN AND DETAILS ● ● ● ● ● ●

S580 ROTUNDA ANCHORAGE RETROFIT PLAN

& DETAILS

S581 TURRET DETAILS ● ●

S590 MOAT COVER DETAILS ● ●

S601 FRP DETAILS - ABOVE HOUSE AND

SENATE CHAMBERS

S602 FRP DETAILS - ROTUNDA ● ● ●

S603 ROTUNDA FRP RETROFIT DETAILS ●

S701 TYPICAL STEEL DETAILS ● R ● ● ●

S702 TYPICAL STEEL DETAILS ● R ● ●

S703 TYPICAL METAL DECK DETAILS ● R ● ● ● ●

S704 TYPICAL METAL DECK DETAILS ● R ●

S710 STEEL DETAILS ● R ● ● ● ●

S711 STEEL DETAILS ● ● ●

S720 SECTIONS ● R ● ● ● ● ●

S730 MARQUISE DETAILS ● R ● ●

S740 ROTUNDA VERTICAL TRUSS & RING

TRUSS DETAILS - TYPICAL DETAILS

S741 ROTUNDA VERTICAL TRUSS & RING

TRUSS DETAILS - TYPICAL DETAILS &

FRAMING DETAILS AT THE TERRACE

FRAMING

S742 ROTUNDA VERTICAL TRUSS & RING

TRUSS DETAILS - DETAILS AT THE

CATWALK FRAMING LEVEL

S743 ROTUNDA VERTICAL TRUSS & RING

TRUSS DETAILS - DETAILS AT THE

OCTAGON AND BELOW

S744 ROTUNDA VERTICAL TRUSS AND RING

TRUSS DETAILS AT THE SPIRAL STAIR

S745 ROTUNDA - PIONEER STATUE

ANCHORAGE RETROFIT

S746 ROTUNDA - WALL ANCHOR DETAILS ● ●

S751 STAIR DETAILS ● ● ●

S752 STAIR DETAILS ● ● ● ●

S753 STAIR DETAILS ● ● ● ●

S754 STAIR DETAILS ● ● ● ●

S901 FALL PROTECTION DETAILS ● R ●

STRUCTURAL SHEET INDEX

SHEET

NUMBER SHEET NAME

3/

/2

P

R O

G R

E S

S P

R

IN

T

P H

A S

E

, S T

R U

C T

U R

E P

A C

K A

G E

P H

A S

E

, S T

R U

C T

U R

E P

A C

K A

G E

A S

I-0

A S

I-0

A S

I-0

P H

A S

E

A

S I-

A S

I-0

A

D D

E N

D U

M

A S

I-1

A S

I-1

A S

I-2

A S

I-0

S001 GENERAL NOTES ● ● ● ● ● ● ●

S002 GENERAL NOTES ● ● ● ●

S003 GENERAL NOTES ● ● ● ● ●

S004 SPECIAL INSPECTIONS AND TESTING

REQUIREMENTS

S005 SUGGESTED CONSTRUCTION SEQUENCE

AND CONTRACTOR'S SHORING

REQUIREMENTS

● ● R

S006 SUGGESTED CONSTRUCTION SEQUENCE

- CONNECTOR BUILDING

● R

S007 BUILDING SHORING LOAD PLAN ●

S010 LOAD PLAN - CONCOURSE & LEVEL 1 ● ● ●

S011 LOAD PLAN - LEVEL 2 & 3 ● ● ●

S012 LOAD PLAN - LEVEL 4 & ROOF ● ● ● ●

S020 ISOLATOR TYPE & LOAD PLAN ● ● R

S022 ISOLATOR DETAILS ● ● R ● ●

S030 SHORING LOAD DIAGRAMS R ● ●

SD100A DEMOLITION FOUNDATION PLAN - LEVEL

G SECTOR A

● R

SD100B DEMOLITION FOUNDATION PLAN - LEVEL

G SECTOR B

● R

SD100C DEMOLITION FOUNDATION PLAN - LEVEL

G SECTOR C

● R

SD100D DEMOLITION FOUNDATION PLAN - LEVEL

G SECTOR D

● R

SD101A DEMOLITION FRAMING PLAN - LEVEL 1

SECTOR A

SD101B DEMOLITION FRAMING PLAN - LEVEL 1

SECTOR B

SD102A DEMOLITION FRAMING PLAN - LEVEL 2

SECTOR A

SD102B DEMOLITION FRAMING PLAN - LEVEL 2

SECTOR B

SD103A DEMOLITION FRAMING PLAN - LEVEL 3

SECTOR A

SD103B DEMOLITION FRAMING PLAN - LEVEL 3

SECTOR B

SD104A DEMOLITION FRAMING PLAN - LEVEL 4

SECTOR A

SD104B DEMOLITION FRAMING PLAN - LEVEL 4

SECTOR B

SD105A DEMOLITION FRAMING PLAN -

PENTHOUSE SECTOR A

SD105B DEMOLITION FRAMING PLAN -

PENTHOUSE SECTOR B

SD106A DEMOLITION FRAMING PLAN - ROOF

SECTOR A

SD106B DEMOLITION FRAMING PLAN - ROOF

SECTOR B

S099 FOUNDATION PLAN - LEVEL SG ● R ●

S099IS ISOLATOR PLAN - LEVEL SG ● ● R

S100 FRAMING PLAN - LEVEL G ● R ●

S101L LOWER FRAMING PLAN - LEVEL 1 ● ● ●

S101U UPPER FRAMING PLAN - LEVEL 1 ● R ●

S102 FRAMING PLAN - LEVEL 2 ● R ●

S103 FRAMING PLAN - LEVEL 3 ● R ●

S104 FRAMING PLAN - LEVEL 4 ● R ●

S105 FRAMING PLAN - PENTHOUSE ● R ●

S106 FRAMING PLAN - ROOF ● R ●

S109A PARTIAL PLAN - LEVEL SG SECTOR A ● R ● ● ● ●

S109ARB PARTIAL PLAN MAT BOTTOM

REINFORCING - LEVEL SG SECTOR A

● R ●

S109ART PARTIAL PLAN MAT TOP REINFORCING -

LEVEL SG SECTOR A

● R ●

S109B PARTIAL PLAN - LEVEL SG SECTOR B ● R ● ● ●

S109BRB PARTIAL PLAN MAT BOTTOM

REINFORCING - LEVEL SG SECTOR B

● R ●

S109BRT PARTIAL PLAN MAT TOP REINFORCING -

LEVEL SG SECTOR B

● R ●

S109ISA PARTIAL PLAN ISOLATORS AND GRIDS -

LEVEL SG SECTOR A

● ● R

S109ISB PARTIAL PLAN ISOLATORS AND GRIDS -

LEVEL SG SECTOR B

● ● R

S110A PARTIAL PLAN - LEVEL G SECTOR A ● R ● ● ● ● ●

S110B PARTIAL PLAN - LEVEL G SECTOR B ● R ● ● ● ● ●

S110C PARTIAL PLAN - LEVEL G SECTOR C ● R ● ● ● ●

S110D PARTIAL PLAN - LEVEL G SECTOR D ● R ● ● ● ●

S111ISC PARTIAL ISOLATORS FRAMING PLAN -

LEVEL 1 SECTOR C

● ● R

S111ISD PARTIAL ISOLATORS FRAMING PLAN -

LEVEL 1 SECTOR D

● ● R

S111LA PARTIAL LOWER FRAMING PLAN - LEVEL 1

SECTOR A

S111LB PARTIAL LOWER FRAMING PLAN - LEVEL 1

SECTOR B

S111LC PARTIAL LOWER FRAMING PLAN - LEVEL 1

SECTOR C

● R ●

S111LD PARTIAL LOWER FRAMING PLAN - LEVEL 1

SECTOR D

● R ●

S111UA PARTIAL UPPER FRAMING PLAN - LEVEL 1

SECTOR A

● R ●

S111UB PARTIAL UPPER FRAMING PLAN - LEVEL 1

SECTOR B

● R ●

S111UC PARTIAL UPPER FRAMING PLAN - LEVEL 1

SECTOR C

● R ●

S111UD PARTIAL UPPER FRAMING PLAN - LEVEL 1

SECTOR D

● R ●

S112A PARTIAL FRAMING PLAN - LEVEL 2

SECTOR A

● R ●

S112B PARTIAL FRAMING PLAN - LEVEL 2

SECTOR B

● R ●

S113A PARTIAL FRAMING PLAN - LEVEL 3

SECTOR A

● R ●

S113B PARTIAL FRAMING PLAN - LEVEL 3

SECTOR B

● R ●

S114A PARTIAL FRAMING PLAN - LEVEL 4

SECTOR A

● R ●

S114B PARTIAL FRAMING PLAN - LEVEL 4

SECTOR B

● R ●

S115A PARTIAL FRAMING PLAN - PENTHOUSE

SECTOR A

● R ●

S115B PARTIAL FRAMING PLAN - PENTHOUSE

SECTOR B

● R ●

S116A PARTIAL FRAMING PLAN - ROOF SECTOR

A

R ●

S116B PARTIAL FRAMING PLAN - ROOF SECTOR

B

R ●

S117 PARTIAL FRAMING PLAN - TOWER PLANS ● R ●

S136A PARTIAL FALL PROTECTION FRAMING

PLAN - ROOF SECTOR A

● R ●

S136B PARTIAL FALL PROTECTION FRAMING

PLAN - ROOF SECTOR B

● R ●

S301 BUILDING SECTIONS ● R ● ●

S302 BUILDING SECTIONS ● R ● ●

S310 ROTUNDA SECTION AND RING R3 & R4

FRAMING PLAN

NOTES:

1. "R" INDICATES THAT A SHEET WAS ISSUED AS REFERENCE ONLY, BUT IS NOT PART OF THE

NOTED ISSUANCE.

Number Description Date

1 ASI-03 07/01/2022

5 ASI-011 10/17/2022

8 ASI-014 12/02/2022

17 ASI-019 3/3/2023

27 ASI-024 05/08/2023

1. ALL CONCRETE SHALL DEVELOP THE FOLLOWING COMPRESSIVE STRENGTHS

AT 28 DAYS:

NORMAL WEIGHT CONCRETE 28 DAYS 56 DAYS

A. MAT FOUNDATION --- 3500 PSI

B. MOAT WALLS, RETAINING WALLS 4,000 PSI ---

& SHORING WALLS (PNEUMATICALLY OR C.I.P)

C. PT TRANSFER BEAMS &

ALL LVL.1 LOWER FRAMING & 8000 PSI ---

COLUMNS (CONCOURSE TO LVL. 1) - SCC

D. BUILDING WALLS & PILASTERS, BEAMS, & 5000 PSI ---

ISOLATOR PEDESTALS

E. SUSPENDED SLABS 5000 PSI ---

F. FILL ON METAL DECK 3500 PSI ---

G. PNEUMATICALLY PLACED CONCRETE WALLS 5000 PSI ---

H. SLABS-ON-GRADE, CURBS, PADS 3000 PSI ---

2. REFER TO SPECIFICATIONS FOR CONCRETE CLASS DESIGNATIONS.

3. ALL EXPOSED CORNERS OR EDGES OF COLUMNS, PIERS, WALLS, BEAMS, ETC.,

SHALL BE FORMED WITH A 3/4" CHAMFER UNLESS OTHERWISE NOTED ON

DRAWINGS.

4. CONSTRUCTION JOINTS SHALL BE LOCATED WHERE SHOWN AND, IF NOT

SHOWN, WHERE DIRECTED BY THE ARCHITECT. THEY SHALL BE LOCATED SO

AS TO LEAST IMPAIR THE STRENGTH OF THE STRUCTURE AND TO MINIMIZE

SHRINKAGE. PROVIDE DOWELS AND KEYS AS DETAILED AND DIRECTED, AND

THOROUGHLY CLEAN AND REMOVE LAITANCE FROM SURFACES BEFORE

PROCEEDING WITH THE NEXT PLACEMENT.

5. CONTRACTOR SHALL SUBMIT CONSTRUCTION JOINT LAYOUT FOR REVIEW.

6. FOR DRIP EDGES, REGLETS, REVEALS, AND OTHER FEATURES NOT SHOWN

ON THE STRUCTURAL DRAWINGS, SEE ARCHITECTURAL DRAWINGS.

7. CONCRETE PUMP PRIMER SHALL NOT BE USED IN ANY STRUCTURAL ELEMENT.

1. ALL CONCRETE SHALL BE REINFORCED. REINFORCEMENT SHALL BE NEW DEFORMED STEEL BARS, ASTM A615, GRADE 60 TYPICAL, U.O.N.. USE ASTM A615, GRADE 80 WHERE NOTED. USE ASTM A706

GRADE 60 FOR SHEAR WALLS AND BARS TO BE WELDED.

2. PROVIDE ASTM A615 GRADE 80 REINFORCEMENT BAR WHERE INDICATED.

GRADE 80 STEEL MATERIAL SHALL HAVE A YIELD STRENGTH OF NO LESS THAN

80 KSI AS MEASURED BY BOTH ASTM A615 AND ACI 318 SECTION 20.2.1.2 PROCEDURES.

3. ALL CONCRETE REINFORCEMENT DETAILS SHALL CONFORM TO ACI 315,

"MANUAL OF STANDARD PRACTICE FOR DETAILING CONCRETE STRUCTURES".

4. CONCRETE COVER SHALL BE TO FACE OF BAR, MECHANICAL COUPLER, OR

WELDED HEADED BAR AS FOLLOWS, UNLESS OTHERWISE NOTED ON DRAWINGS:

CAST-IN-PLACE CONCRETE MINIMUM CONCRETE COVER

CAST AGAINST AND EXPOSED TO EARTH 3"

EXPOSED TO EARTH OR WEATHER

#5 AND SMALLER 1 ½"

#6 AND LARGER 2"

NOT EXPOSED TO WEATHER

OR IN CONTACT WITH EARTH

SLABS, JOISTS, MAT 1"

WALLS 1 ½"

COLUMNS, BEAMS 1 ½"

SLABS ON GRADE MID-DEPTH

5. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OF REINFORCEMENT LAYOUTS

AND DETAILS FOR REVIEW PRIOR TO FABRICATION. SHOW ALL PROPOSED SPLICE

LOCATIONS. FABRICATE FROM APPROVED DRAWINGS ONLY.

6. THE LENGTHS AND SPLICES OF REINFORCEMENT SHOWN ON DRAWINGS

REPRESENT A SUGGESTED CONSTRUCTION JOINT LAYOUT. BAR SPLICES MAY BE

DELETED AND CONTINUOUS REINFORCEMENT USED AT THE CONTRACTOR'S

OPTION. LONG BARS OR BENT BARS SHOWN MAY BE SPLICED IF NECESSARY FOR

PLACEMENT OR EASE OF CONSTRUCTION PROVIDED MINIMUM SCHEDULED LAP

LENGTHS ARE FOLLOWED WITH APPROVAL FROM THE ARCHITECT. MECHANICAL

COUPLERS SHALL BE USED WHERE SHOWN ON THE DRAWINGS AND MAY BE USED

IN LIEU OF LAP SPLICES WITH APPROVAL FROM THE ARCHITECT.

7. PROVIDE DOWELS OR CONTINUOUS REINFORCEMENT BETWEEN ALL CONCRETE

ELEMENTS, UNLESS OTHERWISE NOTED. IN GENERAL, BAR SPLICES SHALL BE

MADE AT POINTS OF MINIMUM STRESS. IN FRAMED BEAMS AND SLABS, SPLICE

TOP BARS AT MID-SPAN, BOTTOM BARS OVER SUPPORTS, UNLESS OTHERWISE

NOTED. IN GRADE BEAMS SUPPORTED ON SOIL, SPLICE TOP BARS AT COLUMNS,

BOTTOM BARS AT MID-SPAN BETWEEN COLUMNS, UNLESS OTHERWISE NOTED ON

DRAWINGS. IN GRADE BEAMS SUPPORTED ON PIERS OR PILES, SPLICE TOP BARS

AT MID-SPAN BETWEEN SUPPORTS, BOTTOM BARS AT SUPPORTS, UNLESS

OTHERWISE NOTED ON DRAWINGS. VERTICAL REINFORCEMENT FROM COLUMNS,

PILASTERS, AND WALLS SHALL BE DOWELED TO SUPPORTING FOOTINGS WITH

BARS OF SAME SIZE AND SPACING AS VERTICAL REINFORCEMENT UNLESS

OTHERWISE NOTED ON DRAWINGS.

8. ALL SPLICES OF #10 AND LARGER REINFORCEMENT SHALL BE MADE USING TYPE II

MECHANICAL COUPLERS, UNLESS OTHERWISE SHOWN. LAP SPLICES FOR #10 AND

LARGER BARS SHALL NOT BE PERMITTED.

9. TYPE II MECHANICAL COUPLERS SHALL CONFORM TO DIMENSIONAL

REQUIREMENTS SHOWN ON THE DRAWINGS, SO AS NOT TO REQUIRE SPECIAL

STIRRUPS OR HOOPS, OR VIOLATE THE REQUIRED CLEAR COVER OF CONCRETE.

MECHANICAL COUPLERS SHALL BE STAGGERED A MINIMUM OF 3'-0" FROM MECHANICAL

COUPLERS ON ADJACENT BARS, UNLESS OTHERWISE NOTED ON DRAWINGS.

10. CONTRACTOR SHALL ORDER ADEQUATE ADDITIONAL UNITS OF REINFORCEMENT

SPLICED WITH MECHANICAL COUPLERS AND ADEQUATE ADDITIONAL UNITS OF

REINFORCEMENT TERMINATED WITH WELDED HEADED BARS TO FACILITATE THE

MINIMUM TESTING REQUIREMENTS TO BE PERFORMED BY THE OWNER'S TESTING

AGENCY.

11. THE OWNER'S TESTING AGENCY SHALL TENSION TEST ONE TYPE II MECHANICAL

COUPLER FOR EACH ONE HUNDRED DEVICES UTILIZED ON PROJECT. ROUND UP

TO NEXT HIGHEST 100 FOR INTERMEDIATE NUMBER OF DEVICES, AND TEST A

MINIMUM OF TWO DEVICES. OWNER'S TESTING AGENCY SHALL TENSION TEST

ONE WELDED HEADED BAR FOR EACH ONE HUNDRED DEVICES UTILIZED ON

PROJECT. ROUND UP TO NEXT HIGHEST 100 FOR INTERMEDIATE NUMBERS AND

TEST TWO DEVICES MINIMUM. FAILURE OF A DEVICE SHALL REQUIRE ADDITIONAL

TESTS OF ONE IN TEN DEVICES OF THE SAME HEAT OF DEVICE. ADDITIONAL

REINFORCEMENT REQUIRED DUE TO FAILED DEVICES SHALL BE AT THE EXPENSE

OF THE CONTRACTOR.

12. THE OWNER'S TESTING AGENCY SHALL TORQUE TEST TEN PERCENT OF ALL IN-

PLACE TYPE II MECHANICAL COUPLERS TO THE VALUES TABULATED IN TEST REPORTS.

IF ANY ONE TORQUE TEST FAILS, ALL TYPE II MECHANICAL COUPLERS

INSTALLED THAT DAY SHALL BE TORQUE TESTED BY THE OWNER'S TESTING

AGENCY. THE CONTRACTOR SHALL CORRECT ALL TYPE II MECHANICAL

COUPLERS IDENTIFIED AS HAVING FAILED TORQUE TESTS AT NO ADDITIONAL COST

TO THE OWNER. THE OWNER'S TESTING AGENCY SHALL RETEST ALL FAILED

COUPLERS.

13. ANY REINFORCEMENT INTERRUPTED BY STRUCTURAL STEEL SHAPES OR PLATES

SHALL BE WELDED TO THE INTERRUPTING ELEMENT WITH COMPLETE JOINT

PENETRATION WELDS, UNLESS OTHERWISE APPROVED BY THE ARCHITECT.

1. SHOTCRETE MAY BE USED IN LIEU OF CAST-IN-PLACE CONCRETE AT THE

CONTACTOR'S OPTION WITH THE APPROVAL OF THE ARCHITECT.

2. REFER TO CAST-IN-PLACE GENERAL NOTES FOR STRENGTH REQUIREMENTS FOR

EACH CONCRETE CLASS.

3. PRESCONSTRUCTION TESTS SHALL BE REQUIRED. CONTRACTOR TO SUBMIT TEST

PLAN FOR REVIEW PRIOR TO COMMENCING WITH TEST PANELS. SHOTCRETE TEST

PANELS SHALL BE CONSTRUCTED ON-SITE AND EXECUTED BY THE PROJECT-

SPECIFIED NOZZLE OPERATORS UNDER REPRESENTATIVE JOB-SITE CONDITIONS

USING THE SPECIFIED SHOTCRETE MIXES. WHERE SHOTCRETE WALLS WILL BE

EXPOSED, FACE OF TEST PANELS SHALL BE FINISHED. ALL TEST PANELS SHALL BE

CORED AND SAW-CUT FOR EXAMINATION. APPROVED TEST PANELS SHALL BE

CONSIDERED THE STANDARD FOR THE PROJECT.

4. ALL EXPOSED CORNERS OR EDGES OF COLUMNS, PIERS, WALLS, BEAMS, ETC.,

SHALL BE FORMED WITH A 3/4" CHAMFER UNLESS OTHERWISE NOTED ON

DRAWINGS.

5. FOR FEATURES, DRIP EDGES, REGLETS, REVEALS, ETC., SEE ARCHITECTURAL

DRAWINGS.

6. REBOUND SHALL NOT BE REUSED AS AGGREGATE.

1. ALL STEEL BEAMS SUPPORTING CONCRETE SLABS OR CONCRETE FILL ON METAL

DECK SHALL HAVE WELDED STUDS IN ACCORDANCE WITH THE SCHEDULE THE

DRAWINGS. MINIMUM SIZE AND SPACING SHALL BE ¾" DIAMETER AT 12" O.C.

UNLESS OTHERWISE NOTED.

2. EACH WELDED STUD MAY REPLACE ONE DECK WELD.

1. STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING:

W-SHAPES, WT-SHAPES ASTM A 992

CHANNEL AND ANGLE SHAPES ASTM A 36

RECTANGULAR AND ROUND HSS ASTM A 500, GRADE C

PIPE ASTM A 53, GRADE B

PLATES ASTM A 572, GRADE 50 U.O.N., A36 AS INDICATED, A514 AS

INDICATED

BASE PLATES ASTM A 572, GRADE 50 U.O.N., A36 AS INDICATED

ANCHOR RODS ASTM F 1554 GRADE 36 TYP, U.O.N., 55 OR 105, AS INDICATED

MACHINE BOLTS ASTM A 307

HIGH STRENGTH BOLTS ASTM A 325-N TYP. U.O.N., SC OR X AS INDICATED

WELDED HEADED STUDS ASTM A 108

HIGH STRENGTH THRU BOLTS ASTM 354 Gr. BD (150KSI)

2. ALL STRUCTURAL STEEL SHALL CONFORM TO AISC SPECIFICATIONS FOR THE

DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.

3. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION.

FABRICATE FROM APPROVED DRAWINGS ONLY.

4. ALL HIGH STRENGTH BOLTS SHALL BE SNUG TIGHT ONLY UNLESS OTHERWISE

NOTED ON THE DRAWINGS AS SLIP CRITICAL (SC). ALL BOLTED CONNECTIONS

NOTED AS SLIP CRITICAL SHALL BE FULLY TENSIONED IN ACCORDANCE WITH THE

SPECIFICATIONS.

5. WELDING SHALL ONLY BE PERFORMED BY CERTIFIED WELDERS. ALL WELDING

SHALL CONFORM TO AWS SPECIFICATIONS. PROVIDE TEMPORARY BACK-UP

PLATES OR WELDS AT ALL COMPLETE JOINT PENETRATION (CJP) WELD LOCATIONS

AS REQUIRED; REMOVE PLATES AFTER CJP WELDING AND GRIND AREA SMOOTH

WHERE EXPOSED.

6. WHERE FIELD WELDING IS SPECIFICALLY NOTED, THE DESIGNATION IS GIVEN AS

A SUGGESTED CONSTRUCTION PROCEDURE ONLY. CONTRACTOR SHALL

DETERMINE SUITABILITY OF SHOP OR FIELD WELDING FOR ALL CONDITIONS.

7. DO NOT CUT THROUGH ERECTED STEEL PLATES, BOLTS, ANGLES OR SHAPES

WITHOUT PERMISSION OF THE ARCHITECT. WHERE STEEL WILL BE EXPOSED

TO VIEW, ALL SLAG AND ROUGH EDGES SHALL BE MECHANICALLY REMOVED TO

PROVIDE A SMOOTH EDGE AFTER CUTTING OR BORING. ALL SURFACES CUT BY

THERMAL PROCESSES SHALL BE GROUND (1/32 INCH MIN.) TO BRIGHT METAL.

8. ALL SHOP AND FIELD WELDING SHALL BE INSPECTED BY THE OWNER'S TESTING

AGENCY.

9. SPECIAL WELD PROCEDURES WILL BE REQUIRED WHERE WELDING TO EXISTING

STRUCTURAL STEEL IS REQUIRED. THE WELD PROCEDURES SHALL BE PROPOSED

BY THE CONTRACTOR AND SUBMITTED FOR REVIEW BY THE ARCHITECT.

PROCEDURES FOR WELDING TO EXISTING STRUCTURAL STEEL SHALL BE PRE-

QUALIFIED BY THE OWNER'S TESTING AGENCY IN ACCORDANCE WITH AWS D1.1.

10. WHERE STRUCTURAL STEEL IS TO BE ATTACHED USING POST-INSTALLED

ANCHORS, ANCHOR HOLES SHALL BE DRILLED PRIOR TO PREPARATION OF STEEL

SHOP DRAWINGS AND FABRICATION. DRILLED HOLE LOCATIONS SHALL BE

RECORDED AND TRANSFERRED USING TEMPLATES FOR THE PURPOSE OF

ACCURATELY LOCATING HOLES IN STRUCTURAL STEEL.

11. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL

REQUIREMENTS FOR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS).

12. SHOP PRIME STRUCTURAL STEEL WHERE REQUIRED, SEE SPECIFICATIONS.

13. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR PAINTING AND

OTHER COATING REQUIREMENTS.

14. HOT - DIP GALVANIZE ALL EXTERIOR EXPOSED STEEL MEMBERS & CONNECTIONS

AND OTHER MEMBERS SPECIFICALLY SHOWN ON THE DRAWINGS.

15. COMPOSITE BEAMS AND GIRDERS REQUIRING SHORING ARE INDICATED ON

FRAMING PLANS ("S" INDICATES A SHORED COMPOSITE BEAM). SEE ALSO SYMBOLS.

16. CUTTING AND BORING OF EXISTING STEEL SHALL NOT BE DONE EXCEPT WHERE

SPECIFICALLY CALLED FOR ON THE DRAWINGS. HOLES THROUGH EXISTING STEEL

MAY BE DRILLED, FLAME CUT, OR MADE USING AIR-ARC, AND SHALL NOT BE MORE

THAN ½ INCH DIAMETER LARGER THAN REQUIRED TO PASS REINFORCEMENT,

ANCHORS, ETC., SHOWN ON DRAWINGS, UNLESS OTHERWISE NOTED.

17. DO NOT CUT THROUGH STEEL ANGLES OR RIVETS.

18. ALL FLAME CUTTING AND AIR-ARC CUTTING SHALL BE DONE ONLY BY CERTIFIED

WELDERS.

19. AFTER CUTTING OR BORING, ALL SLAG AND ROUGH EDGES SHALL BE

MECHANICALLY REMOVED TO PROVIDE A SMOOTH EDGE.

1. SEE SHEET S703 FOR DECK PROFILES.

2. STEEL DECK SHALL BE WELDED TO ALL STRUCTURAL STEEL AND TO ADJACENT

DECK SECTIONS IN ACCORDANCE WITH THE DECK WELDING SCHEDULE ON SHEET

S703. MINIMUM DECK WELDS TO STRUCTURAL STEEL SHALL BE ¾-INCH DIAMETER

FUSION WELDS AT 24 INCHES O.C. OR ALTERNATE CELLS.

3. WELDING OF DECK SHALL BE IN ACCORDANCE WITH AWS STANDARDS AND

PERFORMED BY WELDERS CERTIFIED FOR LIGHT-GAGE METALS.

4. PROVIDE VENTED DECK FOR ALL DECKS TO RECEIVE CONCRETE FILL UNLESS

OTHERWISE NOTED. DECKS WITHOUT CONCRETE FILL SHALL NOT BE VENTED.

CONCRETE

SHOTCRETE

CONCRETE REINFORCEMENT

WELDED HEADED STUDS

STRUCTURAL STEEL

METAL DECK

1. ALL TENDONS SHALL BE ASTM A416 GRADE 270, 0.6-INCH DIAMETER,

7-WIRE, LOW-RELAXATION STEEL STRAND.

2. TENDONS SHALL BE PROPORTIONED AND STRESSED IN ACCORDANCE WITH

THE FOLLOWING CRITERIA:

A. POST-TENSIONING TENDON FORCES AND STRESSES:

1) THE EFFECTIVE P.T. FORCE (Fe) PROVIDED SHALL NOT BE LESS THAN THE

VALUES SCHEDULED IN ANY SPAN OF A PARTICULAR BEAM OR SLAB, AND

SHALL ACCOUNT FOR SHORT- AND LONG-TERM FORCE LOSSES.

2) LONG-TERM FORCE LOSSES SHALL NOT BE TAKEN AS LESS THAN 15% OF THE

CALCULATED TENDON FORCE AT TRANSFER.

3) THE COMPRESSIVE STRENGTH OF CONCRETE AT THE TIME OF TENSIONING

SHALL BE A MINIMUM OF 75% SPECIFIED CONCRETE COMPRESSIVE STRENGTH,

BUT NOT LESS THAN 3,000 PSI.

4) MAXIMUM TEMPORARY TENDON STRESS DURING JACKING TO OVERCOME

FRICTION SHALL NOT EXCEED 0.8 Fpu.

5) MAXIMUM TENDON STRESS AT ANCHORAGES AND COUPLERS IMMEDIATELY

AFTER TENDON ANCHORAGE SHALL NOT EXCEED 0.7 Fpu.

6) MAXIMUM ASSUMED EFFECTIVE TENDON STRESS SHALL NOT EXCEED 0.6 Fpu

AFTER ALL LOSSES.

B. ALL POST-TENSIONING TENDONS SHALL BE DRAPED TO APPROXIMATELY A

PARABOLIC CURVE BETWEEN CONTROL POINTS, UNLESS OTHERWISE NOTED.

VERTICAL PLACEMENT TOLERANCES SHALL BE ¼-INCH IN BEAMS AND SLABS,

BUT IN NO CASE SHALL CONCRETE COVER REQUIREMENTS BE REDUCED

C. MINIMUM CONCRETE CLEAR COVER FOR POST-TENSIONED TENDON STEEL,

UNLESS OTHERWISE NOTED SHALL BE:

TENDON SHEATH 1"

BEAM AND GIRDER TENDON SHEATH 1-3/4"

EDGE OF ANCHORAGES 2"

3. PENETRATIONS ARE NOT ALLOWED IN P.T. BEAMS AND GIRDERS.

CONCRETE MASONRY UNITS BONDED, DUCTED POST-TENSIONING (P.T.) FOR

CONCRETE

1. EPS GEOFOAM USDED IN OVER-FRAMING APPLICATIONS SHALL CONFORM TO

ASTM D-6817 AND SHALL HAVE THE FOLLOWING PROPERTIES:

• ABOVE SUBGRADE MECHANICAL VAULTS AND OTHER HEAVILY LOADED

AREAS:

GEOFOAM TYPE EPS29 WITH A MINIMUM OF 10.9 PSI COMPRESSIVE

RESISTANCE AT 1% DEFORMATION.

• ALL OTHER LOCATIONS:

GEOFOAM TYPE EPS19 WITH A MINIMUM OF 5.8 PSI COMPRESSIVE

RESISTANCE AT 1% DEFORMATION.

RIGID POLYSTYRENE GEOFOAM (EPS)

1. EXPANSION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS.

2. EXPANSION ANCHORS SHALL NOT BE USED TO RESIST VIBRATORY OR SHOCK

LOADS.

3. NOTE THAT HOLE DEPTH, ho, LISTED IN MANUFACTURER'S REPORT..." IS LARGER THAN EMBEDMENT, hnom, LISTED IN TABLE

4. MINIMUM EXPANSION ANCHOR EMBEDMENT SHALL BE AS INDICATED IN THE

APPROPRIATE TABLES BELOW, UNLESS OTHERWISE INDICATED ON THE

DRAWINGS.

5. THE OWNER'S TESTING AGENCY SHALL PERFORM TENSION LOAD TESTS ON

10% OF EXPANSION ANCHORS TO THE TENSION LOAD VALUES INDICATED IN THE

TABLES BELOW. TORQUE LOAD TESTS MAY BE PERFORMED IN LIEU OF TENSION

LOAD TESTS FOR NON-STRUCTURAL ANCHORS ONLY.

6. SEE SPECIFICATIONS FOR REQUIREMENTS WHEN AN EXPANSION ANCHOR FAILS

A TENSION LOAD TEST. NOTIFY THE ARCHITECT IMMEDIATELY WHEN AN

EXPANSION ANCHOR FAILS A TEST.

7. EXPANSION ANCHORS SPECIFICALLY NOTED ON THE DRAWINGS AS "NO TEST

REQUIRED" DO NOT REQUIRE LOAD TESTS.

8. THE TESTING AGENCY SHALL DEVELOP AND UTILIZE AN EFFECTIVE METHOD

OF FIELD MARKING EXPANSION ANCHOR TEST LOCATIONS AND RESULTS.

9. THE TENSION TEST VALUES FOR EXPANSION ANCHORS ARE BASED ON THE

LESSER OF THE FOLLOWING:

• 125% OF THE "DESIGN STRENGTH" VALUES AS COMPUTED IN ACCORDANCE WITH

ACI 318-14, OSSC 2019 SECTION 1909.2.7.4 AND THE INTERNATIONAL CODE COUNCIL

EVALUATION SERVICES (ICC-ES) OR IAPMO-UES TEST REPORTS FOR THE MANUFACTURERS

LISTED IN THE SPECIFICATIONS FOR 2,500 PSI CONCRETE AND,

• 80% OF THE SPECIFIED YIELD STRENGTH OF THE EXPANSION ANCHOR.

10. TENSION TEST VALUES ARE "FREE-FIELD" VALUES AND APPLY ONLY FOR DOWELS

AND ANCHORS WITH NO REDUCTIONS IN STRENGTH DUE TO SPACING AND EDGE

DISTANCE. FOR EXPANSION ANCHORS INSTALLED LESS THAN 1.5x DESIGN DEPTH (Hef) FROM THE EDGE OF CONCRETE, CONTACT THE EOR FOR TEST VALUES.

11. EXPANSION ANCHORS PLACED IN CONCRETE SHALL BE HILTI KB-TZ2 OR SIMPSON

STRONG BOLT 2 AND SHALL CONFORM TO ICC-ES REPORTS ESR-4266 AND ESR-3037,

RESPECTIVELY, OR APPROVED EQUAL.

12. EXPANSION ANCHORS SPECIFIED ON THE DRAWINGS SHALL BE HILTI KB-TZ2 WITH

EMBEDMENT DEPTHS SHOWN ON THE TABLES BELOW. AT THE CONTRACTORS

OPTION, AND AT NO ADDITIONAL EXPENSE TO THE PROJECT, THE CONTRACTOR

MAY SUBSTITUTE A SIMPSON STRONG-BOLT ANCHOR PER THE TABLE LISTED

BELOW.

13. IF ANCHORS ARE INSTALLED WHER THE EDGE DISTANCE ON ONE SIDE IS NO LARGER THAN THE MINIMUM EDGE DISTANCE, THE TENSION TEST LOAD SHALL BE REDUCED TO 60%. IF THE ANCHORS

ARE INSTALLED WHERE THE EDGE DISTANCE ON TWO SIDES IS NO LARGER THAN THE MINIMUM

DGE DISTANCE, THE TENSION TEST LOAD SHALL BE REDUCED TO 45%.

ANCHOR

DIAMETER

Hnom, Design Depth (in)

TENSION

TEST LOAD

(Pounds)

TORQUE

TEST (ft-lbf)

EXPANSION ANCHORS (EXA) INSTALLED IN

NORMAL WEIGHT CONCRETE (HILTI Kwik Bolt TZ2)

3/4"

5/8"

1/2"

3/8"

5 1/2"

4 1/2"

3 3/4"

3"

ANCHOR

DIAMETER

(in)

HILTI KB-TZ

3/4"

5/8"

1/2"

3/8"

ANCHOR

DIAMETER

(in)

1"

3/4"

5/8"

1/2"

Hnom, Design Depth (in)

8 3/4"

5 1/8"

4 1/8"

3 1/4"

TENSION TEST

LOAD (Pounds)

TORQUE TEST

(ft-lbf)

NORMAL WEIGHT CONCRETE SUBSTITUTION TABLE

SIMPSON STRONG-BOLT 2

EXPANSION ANCHORS IN CONCRETE

RESIN/ADHESIVE ANCHORS AND DOWELS IN CONCRETE

1. THESE NOTES APPLY TO ARCHITECTURAL CURTAIN WALL AND CLADDING,

DENOTED HEREIN AS "EXTERIOR WALL".

2. ALL PRIMARY STRUCTURAL STEEL FRAMING SHALL BE CONSIDERED AS HAVING

NO (ZERO) TORSIONAL CAPACITY AND NO (ZERO) CAPACITY FOR LATERAL LOADS

APPLIED TRANSVERSELY TO UNBRACED FLANGES OF BEAMS. ANY BEAM FLANGE

THAT IS NOT SECURED TO THE FLOOR SLAB BY WELDED STUDS SHALL BE

CONSIDERED UNBRACED. WHERE CONNECTIONS IMPOSE TORSIONAL LOADS OR

LOADS TO UNBRACED FLANGES OF BEAMS, COMPLETE SECONDARY STEEL

BRACING OF THE SUPPORTING STRUCTURE SHALL BE DESIGNED AND PROVIDED

BY THE TRADE CONTRACTOR.

3. REFER TO PARAGRAPH ABOVE FOR LIMITATIONS ON LOADS AND STRESSES

IMPOSED ON THE PRIMARY STRUCTURE AND PROVIDE ALL SECONDARY FRAMING

INCLUDING BUT NOT LIMITED TO KICKERS, GIRTS OR POSTS, AND BRACING

REQUIRED BY THESE SPECIFICATIONS. LATERAL AND /OR TORSIONAL LOADS MAY

BE IMPOSED ON BUILDING FLOOR AND ROOF PERIMETER SPANDREL BEAMS

WITHOUT SECONDARY BRACING AT THE FOLLOWING LOCATIONS:

a. WITHIN SIX INCHES OF EITHER SIDE OF THE CENTERLINE OF BEAMS

SUPPORTED BY THE SPANDREL GIRDER, ONLY WHERE SAID BEAMS ARE

INDICATED ON THE FRAMING PLANS WITH THE FOLLOWING SYMBOL AT

THE BEAM END FRAMING INTO THE PERIMETER SPANDREL:

b. WITHIN 30 INCHES OF EITHER SIDE OF COLUMN CENTERLINE .

4. WHERE LATERAL LOADS ARE APPLIED BY EXTERIOR WALL TO BEAM BOTTOM

FLANGES AT ANY LOCATION OTHER THAN THOSE IDENTIFIED ABOVE, EXTERIOR

WALL TRADE CONTRACTOR SHALL PROVIDE SECONDARY BRACING OF THE BEAM

BOTTOM FLANGE IN ACCORDANCE WITH THE SPECIFICATIONS.

5. PRIMARY STRUCTURAL BEAMS AND COLUMNS ARE DETAILED AND ERECTED USING

TOLERANCES IN ACCORDANCE WITH THE LATEST EDITION OF AISC SPECIFICATIONS

AND EXTERIOR CLADDING SHALL BE DETAILED TO PERMIT INSTALLATION WITHIN

THESE TOLERANCES.

1. THESE NOTES APPLY TO ALL STAIRS NOT DETAILED IN THE STRUCTURAL

DRAWINGS. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

2. STAIR DESIGN DOCUMENTS AND CALCULATIONS SHALL BE STAMPED AND

SIGNED BY A CIVIL OR STRUCTURAL ENGINEER REGISTERED IN OREGON.

THIS PACKAGE SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW.

3. ALL PRIMARY STRUCTURAL STEEL FRAMING SHALL BE CONSIDERED AS HAVING

NO (ZERO) TORSIONAL CAPACITY AND NO (ZERO) CAPACITY FOR LATERAL LOADS

APPLIED TRANSVERSELY TO UNBRACED FLANGES OF BEAMS. ANY BEAM FLANGE

THAT IS NOT SECURED TO THE FLOOR SLAB BY WELDED STUDS SHALL BE

CONSIDERED UNBRACED. WHERE CONNECTIONS IMPOSE TORSIONAL LOADS OR

LOADS TO UNBRACED FLANGES OF BEAMS, COMPLETE SECONDARY STEEL

BRACING OF THE SUPPORTING STRUCTURE SHALL BE DESIGNED AND PROVIDED

BY THE TRADE CONTRACTOR.

4. REFER TO PARAGRAPH ABOVE FOR LIMITATIONS ON LOADS AND STRESSES

IMPOSED ON THE PRIMARY STRUCTURE AND PROVIDE ALL SECONDARY FRAMING

INCLUDING BUT NOT LIMITED TO KICKERS, GIRTS OR POSTS, AND BRACING

REQUIRED BY THESE SPECIFICATIONS. LATERAL AND /OR TORSIONAL LOADS MAY

BE IMPOSED ON BUILDING FLOOR AND ROOF BEAMS WITHOUT SECONDARY

BRACING AT THE FOLLOWING LOCATIONS:

a. WITHIN SIX INCHES OF EITHER SIDE OF THE CENTERLINE OF BEAMS

SUPPORTED BY THE SPANDREL GIRDER, ONLY WHERE SAID BEAMS ARE

INDICATED ON THE FRAMING PLANS WITH THE FOLLOWING SYMBOL AT THE

BEAM END FRAMING INTO THE PERIMETER…