SMS SIA Bld D Access Improvements.pdf

2 2

PROJECT STORAGE

A0240.03

A0240.02

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A0240.12

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A.F.F.7' - 2"

PROJECT STORAGE

A0240.04

A307.1

A0240.08

A0240.08

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A0811.03

A0611.01

A0611.02

PROJECT STORAGE

ACT

(EX)/RB-1

OFFICE

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STORAGE

P

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10A

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8"

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2 2

A.F.F.7' - 2"

PROJECT STORAGE

A0958.01

TAP EXISTING RETURN

HERE

RUN NEW MECHANICAL

TO PROVIDE NEW RETURN

IN STORAGE.

RUN NEW MECHANICAL

TO PROVIDE NEW SUPPLY

IN NEW OFFICE.

TAP EXISTING SUPPLY HERE

PROVIDE ENGINEERING DRAWINGS TO THE

CITY FOR PERMITS AS REQUIRED BY CODE.

ENGINEERING TO BE PROVIDED AS A

DESIGN-BUILD SERVICE.

MECHANICAL DESIGN ON ARCHITECT'S

DRAWINGS ARE CONCEPTUAL.

A307.1

1 1

A0811.01

OFFICE

PROJECT STORAGE

A307.1

A305.1

A307.1

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PROJECT STORAGE

OFFICE

A0240.02

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4 BLDG. D - DEMO FLOOR PLAN - NORTH - SIA UPGRADES

KEYNOTES

# NOTE

A0240.02 DEMO (E) WINDOW

A0240.03 DEMO BLOCK FOR NEW DOOR OPENING

A0240.04 REMOVE (E) CEILING

A0240.08 SALVAGE LIGHTING TO OWNER FOR REINSTALL.

LOCATION TO BE DETERMINED BY GC D-B ENGINEER

A0240.12 CUT AND DEMO (E) 4" CONCRETE CURB AT WINDOW

FOR NEW DOOR OPENING

A0611.01 (N) 2X4 WOOD FRAMED WALL WITH 5/8" GYP EACH

SIDE

A0611.02 FRAME WALL UP TO UNDERSIDE OF FLOOR JOISTS

ABOVE. (IF WALL ALIGNS WITH JOIST, PROVIDE 3/4"

GAP TO ALLOW FOR DEFLECTION AND PROVIDE

DEFLECTION CLIPS @ 24" O.C.) (IF WALL FALLS WITHIN

A JOIST BAY, PROVIDE JOIST BAY BLOCKING @ 24"

O.C. - PROVIDE 3/4" GAP TO ALLOW FOR DEFLECTION

AND PROVIDE DEFLECTION CLIP AT EACH BLOCKING.)

A0811.01 (N) INSULATED HOLLOW METAL DOOR & FRAME

A0811.03 (N) HOLLOW METAL DOOR & FRAME

A0958.01 REPLACE CEILING ON EACH SIDE OF WALL WITH (N)

CEILING WALL ANGLE, EACH SIDE

1/4" = 1'-0"

15 BLDG. D - DEMO RCP - NORTH - SIA UPGRADES

1/4" = 1'-0"

3 BLDG. D - NEW CONSTRUCTION FLOOR PLAN - NORTH - SIA UPGRADES

1/4" = 1'-0"

19 BLDG. D - NEW CONSTRUCTION RCP - NORTH - SIA UPGRADES

1/4" = 1'-0"

1 BLDG. D - NEW CONSTRUCTION FLOOR PLAN - SOUTH - SIA UPGRADES

1/4" = 1'-0"

2 BLDG. D - DEMO FLOOR PLAN - SOUTH - SIA UPGRADES

HOLLOW METAL

FRAME

DOOR, REF

SCHEDULE

HOLLOW METAL

TUBE ANCHOR

FLAT HEAD SLEEVED

ANCHOR BOLT

STEEL FRAMING

(REFER TO STRUCT)

FILL FRAME WITH

BATT INSULATION

FILL SPACE BEHIND DOOR WITH LOW

EXPANDING FOAM SEALANT

VERIFY CMU

GROUTING IN FIELD

HEADER/KING STUD

REF WALL TYPES

HOLLOW METAL FRAME

HOLLOW METAL DOOR

REF DOOR SCHEDULE

UV-RESISTANT, VAPOR PERMEABLE

AIR AND WEATHER BARRIRER

MEMBRANE.

(LAP INTO SILL PAN, AND CONCEAL

WITH WINDOW FRAME

HOLLOW METAL

FRAME

DOOR, REF

SCHEDULE

HOLLOW METAL

TUBE ANCHOR

FLAT HEAD SLEEVED

ANCHOR BOLT

STEEL FRAMING

(REFER TO STRUCT)

FILL FRAME WITH

BATT INSULATION

FILL SPACE BEHIND DOOR WITH LOW

EXPANDING FOAM SEALANT

VERIFY CMU

GROUTING IN FIELD

WEATHER SEAL

UV-RESISTANT, VAPOR PERMEABLE

AIR AND WEATHER BARRIRER

MEMBRANE.

(LAP INTO SILL PAN, AND CONCEAL

WITH WINDOW FRAME

HOLLOW METAL

FRAME

DOOR, REF

SCHEDULE

HOLLOW METAL

TUBE ANCHOR

FLAT HEAD SLEEVED

ANCHOR BOLT

STEEL FRAMING

(REFER TO STRUCT)

FILL FRAME WITH

BATT INSULATION

FILL SPACE BEHIND DOOR WITH LOW

EXPANDING FOAM SEALANT

VERIFY CMU

GROUTING IN FIELD

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3" = 1'-0"

5 DETAIL - TYPICAL NON-BEARING PARTITION ANCHORAGE

3" = 1'-0"

2 DETAIL - NEW DOOR @ NEW INT. FRAMING

3" = 1'-0"

7 DETAIL - MAIN OFFICE - DOOR JAMB @ EXT. CMU AND WINDOW JAMB

3" = 1'-0"

1 DETAIL - BLDG. D - DOOR JAMB @ EXT. CMU AND WINDOW JAMB

A0811.01A0811.03

LEVEL 01

0"

LOWER PLATE

9' - 9 5/8"

2 3

OFFICEPROJECT STORAGE

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A0611.01

A0611.02

A0811.01

LEVEL 01

0"

LOWER PLATE

9' - 9 5/8"

A307.1

A0811.01

LEVEL 0

-4"

A307.1

3' - 4" CONTRACTOR TO VIF EXISTING

OPENING SIZE WILL ALLOW FOR

36 INCH WIDE DOOR LEAF WITH

HOLLOW METAL FRAME.

LEVEL 01

0"

LOWER PLATE

9' - 9 5/8"

LEVEL 02

9' - 0"

LEVEL 01

0"

LOWER PLATE

9' - 9 5/8"

A307.1

A307.1

A0811.01

3' - 4" CONTRACTOR TO VIF EXISTING

OPENING SIZE WILL ALLOW FOR

36 INCH WIDE DOOR LEAF WITH

HOLLOW METAL FRAME.

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1/2" = 1'-0"

3 BLDG. D - ENTRY - INTERIOR ELEVATION - NORTH1/2" = 1'-0"

5 BLDG. D - ENTRY - INTERIOR ELEVATION - SOUTH

1/2" = 1'-0"

6 BLDG. D - BUILDING SECTIONS -ENTRY/PROJECT STORAGE - WEST

1/2" = 1'-0"

2 BLDG. D - EXTERIOR ELEVATION - NORTH

KEYNOTES

# NOTE

A0611.01 (N) 2X4 WOOD FRAMED WALL WITH 5/8" GYP EACH

SIDE

A0611.02 FRAME WALL UP TO UNDERSIDE OF FLOOR JOISTS

ABOVE. (IF WALL ALIGNS WITH JOIST, PROVIDE 3/4"

GAP TO ALLOW FOR DEFLECTION AND PROVIDE

DEFLECTION CLIPS @ 24" O.C.) (IF WALL FALLS WITHIN

A JOIST BAY, PROVIDE JOIST BAY BLOCKING @ 24"

O.C. - PROVIDE 3/4" GAP TO ALLOW FOR DEFLECTION

AND PROVIDE DEFLECTION CLIP AT EACH BLOCKING.)

A0811.01 (N) INSULATED HOLLOW METAL DOOR & FRAME

A0811.03 (N) HOLLOW METAL DOOR & FRAME

1/2" = 1'-0" 4 Detail 6

1/2" = 1'-0"

1 BLDG. D - EXTERIOR ELEVATION - SOUTH

PROVIDE MIN. 5/8" Ø TITEN ANCHORS @

2'-0" o.c. w/ MIN. 4-1/2" EMBED IN FULLY

GROUTED CELLS, TYP.

NOTE: IF GROUT NOT PRESENT GROUT

CELLS w/ 3,000 psi FLOWABLE NON-

SHRINK GROUT, TYP.

DOOR OPENING PER

ARCHITECTURAL

HSS6x2x3/8 w/ (3) 5/8 Ø TITEN ANCHORS w/ MIN.

4-1/2" EMBED, TYP.

HSS6x2x3/8 STEEL JAMB

(E) SLAB-ON-GRADE

FOUNDATION TO REMAIN, TYP.

(E) CMU WALL PER PLAN

EDGE OF (E) OPENING

#5 @ 16" o.c. VERT.

#5 @ 24" o.c. HORIZ.

LAP PER GENERAL STRUCTURAL NOTES AT

CENTER OF (E) OPENING. DRILL & EPOXY TO

(E) WALL w/ SIMPSON SET-3G EPOXY MIN.

EMBEDMENT 6" INTO (E) GROUTED CELLS & (E)

FOUNDATION, TYP.

8" CMU INFILL PER PLAN

PROVIDE STND 90° HOOK

@ VERTICAL REINF. TYP.

4" TALL x 7" WIDE CONCRETE STEMWALL

(MATCH ADJACENT (E) STEMWALL HEIGHT);

DOWEL VERTICAL BARS INTO (E) FOUDNATION

AND CAST CONTIUOUS THROUGH STEMWALL

(E) CONCRETE STEMWALL TO REMAIN, TYP.

45 Hawthorne Street, Medford, Oregon 97504 | 541-500-8588

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M-0295-22

09/29/2023

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1" = 1'-0"

1 CMU WALL PENETRATION @ DOOR

1" = 1'-0"

2 2/S05.00 TYP. CMU INFILL

DIVISION 05 - METALS

STRUCTURAL STEEL AND MISCELLANEOUS IRON:

STRUCTURAL STEEL SHALL BE:

1. DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE "AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" WITH

"COMMENTARY" AND THE "CODE OF STANDARD PRACTICE", WITH EXCEPTIONS NOTED IN

SPECIFICATIONS.

2. DRAWINGS ARE DIMENSIONED FOR LAYOUT AND NOT DIMENSIONED PER AISC STANDARDS. IT IS THE

RESPONSIBILITY OF THE GENERAL CONTRACTOR TO COORDINATE BETWEEN ALL DRAWINGS AND

DEVELOP SHOP DRAWINGS WITH DETAIL AND DIMENSIONING PER AISC.

3. ALL FABRICATION, ERECTION, IDENTIFICATION, AND PAINTING SHALL CONFORM TO AISC

SPECIFICATIONS.

4. ALL STEEL EXPOSED TO WEATHER, SOIL, MOISTURE, OR AS DENOTED ON PLANS SHALL BE HOT DIP

GALVANIZED PER ASTM A-123, OR OTHER APPROVED PROTECTIVE COATING.

5. ALL WELDING SHALL CONFORM TO AWS (LATES EDITION) SPECIFICATIONS.

A. ALL WELDERS TO BE QUALIFIED UNDER AWS SPECIFICATIONS WITHIN THE PAST TWO YEARS

FOR THE TYPE OF WELDING PERFORMED.

B. ALL WELDS SHALL BE PERFORMED USING PRE-QUALIFIED WELDING PROCEDURES.

C. WELDS FILLER METAL SHALL BE AWS A5.1 OR A5.5 E70XX ELECTRODES OR AWS A5.18 ER70S-X

OR A5.2 E7XT-X.

D. AFTER FABRICATION, BUT BEFORE INSTALLATION, REMOVE RUST, SCALE, GREASE, AND OIL

BY WIRE BRUSHING AND CHEMICAL TREATMENT.

6. ALL HIGH-STRENGTH BOLTS, MATERIAL AND INSTALLATION, SHALL CONFORM WITH ASTM

STANDARDS.

A. BOLTS SHALL CONFORM WITH ASTM A 325, TYPE N. BOLTS NOT NOTED IN THE DRAWINGS AS

TYPE SC SHALL BE TYPE N.

B. FOR BEARING-TYPE CONNECTIONS, TYPE N BOLTS SHALL BE TIGHTENED TO A SNUG TIGHT

CONDITION, ONLY.

C. ALL HIGH-STRENGTH BOLTS SHALL BE INSTALLED WITH HARDENED WASHERS, CONFORMING

WITH ASTM F 436, AND NUTS, CONFORMING WITH ASTM A 563.

D. ALL BOLTS REQUIRING GALVANIZATION SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE

WITH ASTM A 153, CLASS C.

E. NO WELDING TO HIGH-STRENGTH BOLTS IS ALLOWED.

7. ALL MEMBERS SHALL BE CONNECTED WITH SEMI-FINISHED MACHINE BOLTS, UNLESS NOTED

OTHERWISE ON PLANS. MACHINE BOLTS SHALL CONFORM TO ASTM A 307, GRADE A.

8. STRUCTURAL STEEL AND MISCELLANEOUS IRON:

A. EXPANSION ANCHORS SHALL BE I.C.B.O. APPROVED (ZINC PLATED IN ACCORDANCE WITH

ASTM B633, HOT-DIPPED GALVANIZED IN ACCORDANCE WITH ASTMA 153, A.I.S.I. 304 STAINLESS STEEL) AND CONFORM WITH FS FF-S-325, GROUP II, TYPE 4, CLASS 1. ACCEPTABLE ANCHORS

ARE HILTI "KWIK-BOLT TZ", SIMPSON STRONG BOLT, OR DEWALT POWER STUD+. ANCHORS

SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

B. SLEEVE ANCHORS SHALL BE I.C.B.O. APPROVED (ZINC PLATED IN ACCORDANCE WITH ASTM B 633, A.I.S.I. 304 STAINLESS STEEL) AND CONFORM WITH FS FF-S-325, GROUP II, TYPE 3, CLASS

3. AN ACCEPTABLE ANCHOR IS THE HILTI "SLEEVE" ANCHOR, AS MANUFACTURED BY THE

HILTI FASTENING SYSTEMS, INC. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS.

9. BOLT HEADS OR NUTS BEARING ON SLOPING FLANGES SHALL BE EQUIPPED WITH BEVELED

WASHERS.

10. ERECTION AIDS (SUCH AS BOLTS, CLIPS, SHIMS, SEATS OR ANY OTHERS REQUIRED TO FACILITATE

CONSTRUCTION) ARE THE RESPONSIBILITY OF THE CONTRACTOR TO DESIGN AND PROVIDE.

11. ALL BRACING SHALL HAVE TWO (2) BOLT CONNECTIONS, UNLESS NOTED OTHERWISE. ALL CROSS BRACING SHALL BE BOLTED AT INTERSECTIONS WITH TWO (2) BOLT MINIMUM FOR ST AND ONE (1)

BOLT FOR ANGLES. PROVIDE FILLER PLATE BETWEEN CROSS BRACES, AS REQUIRED.

12. ALL FIELD WELDS TO GALVANIZED STEEL AND AREAS DAMAGED BY WELDING, FLAME CUTTING OR

HANDLING, SHALL BE REPAIRED WITH AN ORGANIC COLD GALVANIZING COMPOUND HAVING A

MINIMUM OF NINETY-FOUR PERCENT (94%) ZINC DUST IN THE DRY FILM. APPLY IN MULTIPLE COATS, UNTIL AN 8 MIL THICKNESS HAS BEEN ACHIEVED. SURFACES TO RECEIVE ZINC-RICH PAINT SHALL BE

CLEAN, DRY AND FREE OF OIL, GREASE, SALT AND CORROSION PRODUCTS.

ASTM A500, GRADE B (Fy = 46 KSI) HOLLOW STRUCTURAL SECTIONS (TUBES)

ASTM A572, GRADE 50 PLATES WHERE NOTED

STRUCTURAL STEEL

GENERAL INFORMATION:

1. STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS AND ARE INTENDED TO BE USED WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS. THE CONTRACTOR IS

RESPONSIBLE FOR COORDINATING THE REQUIREMENTS FROM THESE DRAWINGS INTO THEIR

SHOP DRAWINGS AND WORK. THESE GENERAL NOTES SUPPLEMENT THE PROJECT

SPECIFICATIONS. REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE

GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN, CONSTRUCTION SHALL

BE AS SHOWN FOR SIMILAR WORK.

2. ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE

CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY SIGNIFICANT DISCREPANCIES FROM

CONDITIONS SHOWN ON THE DRAWINGS.

3. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND

METHODS. RESPONSIBILITY SHALL INCLUDE BUT NOT LIMITED TO DEMOLITION AND

CONSTRUCTION MEANS AND METHODS, TECHNIQUES, SEQUENCING, AND SAFETY REQUIRED TO

COMPLETE CONSTRUCTION.

4. UNLESS OTHERWISE NOTED, MATERIAL AND DESIGN SPECIFICATIONS CITED HEREIN SHALL BE

THOSE CONFORMING WITH THE VERSION OF THE APPLICABLE SPECIFICATIONS OR CODE MOST

RECENTLY ADOPTED BY THE PERMITTING AUTHORITY. THESE STRUCTURAL NOTES ARE TO BE

USED AS A SUPPLEMENT TO THE SPECIFICATIONS.

5. THIS STRUCTURE AND ALL OF ITS PARTS MUST BE ADEQUATELY BRACED AGAINST WIND, LATERAL EARTH AND SEISMIC FORCES UNTIL THE PERMANENT LATERAL-FORCE RESISTING SYSTEMS HAVE

BEEN CONSTRUCTED AND ALL ATTACHMENTS AND CONNECTIONS NECESSARY FOR THE

STABILITY OF THE STRUCTURE AND ITS PARTS HAVE BEEN MADE.

6. ALL FEATURES OF CONSTRUCTION NOT FULLY SHOWN SHALL BE OF THE SAME TYPE AND

CHARACTER AS SHOWN FOR SIMILAR CONDITIONS, SUBJECT TO REVIEW BY THE ARCHITECT AND

STRUCTURAL ENGINEER OF RECORD.

7. ALL PRODUCTS AND MATERIALS USED BY THE CONTRACTOR SHALL BE APPLIED, PLACED,

ERECTED OR INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS.

8. ALL KEYNOTES INDICATE NEW ITEMS TYPICALLY UNLESS NOTED OTHERWISE.

CODE REQUIREMENT:

1. CONFORM TO THE 2022 OREGON STRUCTURAL SPECIALTY CODE, BASED ON THE 2021

INTERNATIONAL BUILDING CODE (IBC). NOTE: THIS APPLIES TO ALL REFERENCES TO OSSC.

DESIGN CRITERIA:

1. THE WORK UNDER THE FOLLOWING SPECIFICATION SECTIONS IS SUBJECT TO SPECIAL

INSPECTIONS AS DESCRIBED IN SECTION 1704 OF THE OSSC.

05 12 00 - STRUCTURAL STEEL.

DESIGN IS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE OSSC. IN ADDITION TO THE

DEAD LOADS, THE FOLLOWING LOADING AND ALLOWABLE LOAD IS USED FOR DESIGN:

A. LIVE LOADS:

ROOF 20 PSF

B. GROUND SNOW LOAD: 25 PSF

EXPOSURE FACTOR 0.9

SNOW IMPORTANCE FACTOR 1.1

THERMAL FACTOR 1.0

FLAT ROOF SNOW LOAD 25 PSF

C. WIND LOAD:

BASIC WIND SPEED (3-SECOND GUST) 103 MPH

WIND EXPOSURE C

WIND IMPORTANCE FACTOR 1.0

BUILDING CATEGORY III

INTERNAL PRESSURE COEFFICIENT 0.18

TOPOGRAPHIC FACTOR 1.13

D. EARTHQUAKE DESIGN DATA:

RISK CATEGORY III

SS 0.6136g S1 0.3319g SDS 0.536g SD1 0.384g

SITE CLASS D

SEISMIC DESIGN CATEGORY D

SEISMIC IMPORTANCE FACTOR 1.25

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

BASIC SEISMIC-FORCE RESISTING SYSTEM:

ORDINARY REINFORCED MASONRY SHEAR WALLS

RESPONSE MODIFICATION FACTOR R = 2.0

SEISMIC RESPONSE COEFFICIENT CS = 0.3347

SPECIAL INSPECTION:

1. SPECIAL INSPECTIONS WILL BE PROVIDED BY THE OWNER BASED ON THE REQUIREMENTS OF THE

OSSC AS SUMMARIZED IN THE ZCS ENGINEERING SPECIAL INSPECTION CHECKLIST DATED

08/05/2022. CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SPECIAL

INSPECTOR TO PERFORM THESE INSPECTIONS.

STRUCTURAL OBSERVATION:

1. THE STRUCTURAL ENGINEER OF RECORD (SER) WILL PERFORM STRUCTURAL OBSERVATION

BASED ON THE REQUIREMENTS OF THE OSSC. THE STAGES OF CONSTRUCTION LISTED BELOW.

CONTRACTOR SHALL PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SER TO PERFORM

THESE OBSERVATIONS.

2. PROGRAM FOOTNOTES:

A. CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE SER IN ADVANCE.

B. SER - STRUCTURAL ENGINEER OF RECORD / AOR - ARCHITECT OF RECORD

C. A FIELD REPORT WILL BE SUBMITTED TO THE BUILDING DEPARTMENT FOLLOWING EACH

SITE VISIT.

D. STRUCTURAL OBSERVATION IS FOR THE GENERAL CONFORMANCE OF THE STRUCTURAL

DRAWING, SPECIAL INSPECTION IS STILL REQUIRED.

E. AFTER REINFORCING STEEL HAS BEEN INSTALLED.

SUBMITTALS:

1. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND

CONSTRUCTION REGARDING ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING:

A. ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT

AND ARE SUBJECT TO REVIEW AND ACCEPTANCE OF THE STRUCTURAL ENGINEER OF

RECORD.

B. DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND

FABRICATION OF ITEMS THAT ARE DESIGNED BY OTHERS, INCLUDING: GLUE-LAMINATED

MEMBERS, PRE-MANUFACTURED WOOD JOISTS, PRE-MANUFACTURED WOOD ROOF

TRUSS SYSTEMS, TECTUM ROOF DECK AND ATTACHMENTS (INCLUDING SUPPORT,

BRACING AND ANCHORAGE), WINDOW WALL, CURTAIN WALLS, AND ALL OTHER GLAZING

SYSTEMS SHALL BEAR THE SEAL AND SIGNATURE OF A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE OF OREGON, AND SHALL BE INCLUDED FOR CONNECTIONS TO

THE STRUCTURE, CONSIDERING LOCALIZED EFFECTS ON STRUCTURAL ELEMENTS

INDUCED BY THE CONNECTION LOADS. DESIGN SHALL BE BASED ON THE REQUIREMENTS

OF THE OSSC WITH THE FOLLOWING:

• EARTHQUAKE AND WIND LOADS AS NOTED IN DESIGN CRITERIA

• MAXIMUM INELASTIC STORY DRIFT M: 0.228 INCHES (N/S DIRECTION) & 0.253 INCHES

(E/W DIRECTION).

C. THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF MECHANICAL, PLUMBING,

AND ELECTRICAL EQUIPMENT, MACHINERY, AND ASSOCIATED PIPING WITH THE

STRUCTURE. ANY CONNECTIONS TO THE STRUCTURE SHALL CONFORM TO OSSC AND

SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION.

PROJECT STRUCTURAL NOTES (CENTRAL POINT, JACKSON COUNTY, OR)

AS REQUIRED TO ADDRESS STRUCTURAL ISSUES X REF. NOTES A, C, D

AOR SER

ITEM

OBSERVED BY (2)

COMMENTS

STRUCTURAL OBSERVATION PROGRAM

DIVISION 04 - MASONRY

CONCRETE MASONRY:

1. CONCRETE MASONRY UNITS SHALL COMPLY WITH ASTM C90, SAMPLED AND TESTED IN

ACCORDANCE WITH ASTM C140 WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 2,800 psi.

LINEAR SHRINKAGE FOR UNITS SHALL NOT EXCEED 0.065%. ASSEMBLIES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF f'm = 2,000 psi AS VERIFIED BY PRISM TESTS BEFORE AND DURING

CONSTRUCTION. CONCRETE MASONRY WALLS SHALL BE REINFORCED AS SHOWN ON THE PLANS

AND DETAILS AND, IF NOT SHOWN, SHALL BE AS NOTED UNDER "MASONRY REINFORCING STEEL".

MORTAR:

1. MORTAR SHALL BE TYPE S, WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 1,900 psi, AND

SHALL CONFORM TO OSSC SECTION 2103.

MASONRY GROUT:

1. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 psi AT 28 DAYS AND SHALL

CONFORM TO OSSC SECTION 2103. GROUT SHALL CONSIST OF A MIXTURE OF CEMENTITIOUS

MATERIALS AND AGGREGATE TO WHICH SUFFICIENT WATER HAS BEEN ADDED TO CAUSE THE

MIXTURE TO FLOW WITHOUT SEGREGATION OF THE CONSTITUENTS. ALL CELLS CONTAINING

VERTICAL BARS AND ALL BOND BEAMS SHALL BE FILLED WITH GROUT. FULLY GROUT WALLS WHERE

INDICATED.

MASONRY REINFORCING STEEL:

1. REINFORCING SHALL CONFORM TO OSSC SECTION 2103. DEFORMED BARS SHALL BE ASTM A615 GRADE 60, AND SHALL BE SECURELY PLACED IN ACCORDANCE WITH TMS 602 SECTION 3.4. UNLESS OTHERWISE NOTED ON THE PLANS, THE MINIMUM WALL REINFORCEMENT SHALL BE AS FOLLOWS:

8" #5 @ 48" o.c. (2) #4 @ 48" o.c. (2) #5 @ 24" o.c.

RUNNING BOND STACK BOND

WALL THICKNESS VERTICAL BARS

HORIZONTAL BARS

TYPICAL MASONRY WALL REINFORCING

2. BOND BEAMS WITH TWO #5 BARS HORIZONTALLY SHALL BE PROVIDED AT ALL FLOOR AND ROOF

LINES AND AT THE TOP OF THE WALLS. STEP BOND BEAMS AS REQUIRED TO MATCH ROOF

SLOPES. PROVIDE A BOND BEAM WITH TWO #5 BARS HORIZONTALLY ABOVE AND BELOW ALL

OPENINGS, AND EXTEND THESE BARS 2'-0" PAST THE OPENING AT EACH SIDE. PROVIDE ONE BAR, MATCHING VERTICAL BAR SIZE, FOR THE FULL HEIGHT OF THE WALL AT EACH SIDE OF OPENINGS, WALL ENDS, AND INTERSECTIONS. DOWELS TO MASONRY WALLS SHALL BE EMBEDDED A MINIMUM OF 1'-6" OR HOOKED INTO THE SUPPORTING STRUCTURE AND BE OF THE SAME SIZE AND SPACING AS WALL INTERSECTIONS. LAP ALL BARS AT SPLICES 48 DIAMETERS, WITH A MINIMUM LAP OF 18", EXCEPT AS NOTED.