10

8

DOAS-1

10,000#

[22H

8]

[22H

8][2

2H

8]

[22H

8][2

2H

8]

[22

H8]

[22

H8]

INDICATES EXISTING

CONSTRUCTION TYP.

[8H

3]

[8H

3]

[8H

3]

[8H

3]

[8H

3]

[8H

3]

W10 x 22

W10 x 22

W1

2 x

40

W1

2 x

40

W1

2 x

40

INDICATES EXISTING

CONSTRUCTION TYP.

PIPE 5 STD. (5.56" O.D.)

TYP. OF 6. LOCATIONS TO

BE COORDINATED TO

AVOID CONFLICTS BTWN.

NEW BASE PLATES AND

EXIST. JOIST SEATS - ADJUST

POST LOCATIONS AS REQ'D.

[8H

3]

W10 x 22

W10 x 22

6'-1

0"

2

S2

1

S24

S2

TYP.

LADDER BY

STEEL FABRICATOR

EQUAL

EQUAL

21'-3 1/2"

COORD. W/ MECH.

40'-0

"

V.I.F

.

8'-1

0"

RAISED CATWALK

AROUND UNIT.

W12 x 14

W12 x 14

W12 x 14

W12 x 14

L4 x 4 x 1/4

L4 x 4 x 1/4

L4 x 4 x 1/4

L4 x 4 x 1/4

L4 x 4 x 1/4

L4 x

4 x

1/4

L4 x

4 x

1/4

L4 x 4 x 1/4

EXTENTS OF

PLATFORM ABOVE,

SEE PLATFORM

FRAMING PLAN

PIPE3 STD. (3 1/2" O.D.),

PLATFORM POST,

TYP. OF (8)

L4 x

4 x

1/4

L3 x 3 x 1/4,

TYP.

L3 x 3 x 1/4,

TYP.

L4 x 4 x 1/4 L3 x 3 x 1/4,

TYP.

L3 x 3 x 1/4

T/STL. EL. +28" ABOVE

EXIST. ROOF MEMBRANE;

G.C. TO COORD. FINAL

STEEL ELEVATION W/

EXIST. DUCTWORK ON

EAST SIDE OF PLATFORM

RO

OF

SLO

PE

5'-0"

MIN.

4

W1

0 x

22

10

LADDER BY

STEEL FABRICATOR

3

S2

RAISED CATWALK

AROUND UNIT.

EXTENTS OF

PLATFORM ABOVE,

SEE PLATFORM

FRAMING PLAN

L3 x 3 x 1/4 ANGLE

BRACE BELOW,

SEE SECTIONS,

TYP.

W8 x 18

W8 x 18

W8

x 1

3

W8 x

13

9"

INDICATES GRATING

SPAN DIRECTION, TYP.

DOAS-1

10,000#

W8 x

13

L3 x

3 x

1/4

W8

x 1

3

PIPE3 STD. (3 1/2" O.D.),

PLATFORM POST,

TYP. OF (8)

W8 x 13

3

S2

SIM.

4

3

S2

SIM.

3

S2

LADDER BY

STEEL

FABRICATOR

SIM.

GENERAL STRUCTURAL NOTES

GENERAL

1. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE

CONSTRUCTION IS FULLY COMPLETED. IT IS SOLELY THE CONTRACTOR’S

RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE AND TO ENSURE

THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THIS

INCLUDES THE ADDITION OF WHATEVER SHORING, SHEETING, TEMPORARY BRACING,

GUYS, OR TIEDOWNS WHICH MIGHT BE NECESSARY. SUCH MATERIAL IS TO REMAIN THE

CONTRACTOR’S PROPERTY AFTER COMPLETION OF THE PROJECT.

2. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW ALL APPLICABLE SAFETY

CODES AND REGULATIONS DURING ALL PHASES OF CONSTRUCTION.

3. MECHANICAL EQUIPMENT LOADS, OPENINGS AND STRUCTURE IN ANY WAY RELATED TO

MECHANICAL REQUIREMENTS ARE SHOWN FOR BIDDING PURPOSES ONLY. CONTRACTOR IS

TO OBTAIN APPROVAL OF MECHANICAL AND OTHER TRADES BEFORE PROCEEDING WITH

SUCH PORTION OF THE WORK. EXCESS COST RELATED TO VARIATION IN MECHANICAL

REQUIREMENTS TO BE BORNE BY MECHANICAL CONTRACTOR.

4. DO NOT SCALE THE DRAWINGS WHERE DIMENSIONS ARE NOT SPECIFICALLY GIVEN.

COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH THE MECHANICAL DRAWINGS.

5. FIELD VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION. NOTIFY

THE ARCHITECT IMMEDIATELY WHERE CONFLICTS EXIST WITHIN THE DRAWINGS OR

BETWEEN THE DRAWINGS AND FIELD CONDITIONS.

6. THROUGHOUT THESE PLANS, THE TERM “PROVIDE” IS DEFINED AS “SUPPLY AND

INSTALL”.

7. SHOP DRAWINGS ARE TO BE SUBMITTED BY COMPLETE ERECTION PHASE OR SEQUENCE.

LIMITS OF EACH INDIVIDUAL ERECTION PHASE OR SEQUENCE ARE TO BE CLEARLY

INDICATED ON THE PLANS. INCOMPLETE OR PIECEMEAL SHOP DRAWINGS WILL BE

RETURNED PRIOR TO REVIEW. RESUBMITTALS ARE TO HAVE REVISIONS CLEARLY MARKED

OR IDENTIFIED. THE CONTRACTOR SHALL REVIEW AND ACCEPT FULL RESPONSIBILITY

FOR DIMENSIONAL CORRECTNESS. ALL SHOP DRAWINGS MUST BEAR THE APPROVAL STAMP

OF THE CONTRACTOR PRIOR TO REVIEW BY THE ARCHITECT OR ENGINEER.

8. PREFABRICATED ITEMS SHOWN ON THE STRUCTURAL DRAWINGS ARE REFERENCED FOR

GENERAL COORDINATION PURPOSES ONLY, AND MAY INCLUDE BUT NOT BE LIMITED TO:

STAIRS, LADDERS, HANDRAILS, CURTAIN WALLS, STOREFRONT SYSTEMS, AWNINGS,

COLD-FORMED METAL FRAMING, AND PREFABRICATED FRAMING MEMBERS. THESE SYSTEMS

SHALL BE DESIGNED, FURNISHED, AND INSTALLED AS REQUIRED BY OTHER PORTIONS OF

THE CONTRACT DOCUMENTS. JEZERINAC GEERS WILL REVIEW THE DESIGN METHODOLOGY,

LOADS, AND INSTALLATION DETAILS AS PART OF THE SHOP DRAWING REVIEW PROCESS,

AND MAY RESULT IN A REQUEST FOR CALCULATIONS FOR REVIEW.

9. SHOULD ANY OF THE DETAILED INSTRUCTIONS SHOWN ON THE PLANS CONFLICT WITH THE

GENERAL STRUCTURAL NOTES, THE SPECIFICATIONS OR WITH EACH OTHER, THE

STRICTEST PROVISION WILL GOVERN.

10. GOVERNING CODE: 2017 OHIO BUILDING CODE.

BUILDING RISK CATEGORY: CATEGORY II

FLOOR LIVE LOADS: (WITH ALLOWABLE REDUCTIONS WHERE APPLICABLE)

- SERVICE PLATFORM 60 PSF

SNOW LOADS:

- GROUND SNOW LOAD (Pg) 20 PSF

- FLAT ROOF SNOW LOAD (Pf) 20 PSF

- SNOW EXPOSURE FACTOR (Ce) 1.0

- SNOW LOAD IMPORTANCE FACTOR (Is) 1.0

- THERMAL FACTOR (Ct) 1.0

WIND LOADS:

- BASIC ULTIMATE WIND SPEED (Vult) 115 MPH

- BASIC ALLOWABLE WIND SPEED (Vasd) 90 MPH

- SITE EXPOSURE CATEGORY B

SEISMIC LOADS:

- SEISMIC IMPORTANCE FACTOR 1.0

- MAPPED SPECTRAL RESPONSE ACCELERATION (Ss) 0.140

- MAPPED SPECTRAL RESPONSE ACCELERATION (S1) 0.076

- SEISMIC SITE CLASS D

- DESIGN SPECTRAL RESPONSE ACCELERATION (Sds) 0.150

- DESIGN SPECTRAL RESPONSE ACCELERATION (Sd1) 0.121

- SEISMIC DESIGN CATEGORY B

SPECIAL LOADS:

- HANDRAIL LOADS 50 PLF/200# CONC.

11. SPECIAL INSPECTIONS: IN ACCORDANCE WITH CHAPTER 17 OF THE REFERENCE

BUILDING CODE, THE OWNER SHALL EMPLOY INSPECTION AGENCIES TO PERFORM SPECIAL

INSPECTIONS DURING CONSTRUCTION INCLUDING INSPECTIONS OF SHOP-FABRICATED

ITEMS WHEN APPLICABLE. ALL INSPECTION AGENCIES, INCLUDING FABRICATION

FACILITIES, WHEN REQUIRED, SHALL BE QUALIFIED AND APPROVED BY THE BUILDING

OFFICIAL. THE FOLLOWING TYPES OF STRUCTURAL WORK REQUIRE SPECIAL

INSPECTIONS:

A. STEEL CONSTRUCTION

REFER TO OTHER DISCIPLINES FOR SPECIAL INSPECTIONS OF NON-STRUCTURAL

SYSTEMS.

MASONRY

1. MATERIALS:

A. CONCRETE BLOCK: ASTM C90 (HOLLOW AND SOLID), f’m = 1,900 PSI

B. MORTAR: TYPE S, MINIMUM COMPRESSIVE STRENGTH = 1,800 PSI

C. BOND BEAM AND CORE FILL: ASTM C476, COARSE TYPE

STRUCTURAL STEEL

1. MATERIALS:

A. STRUCTURAL STEEL WIDE FLANGE SHAPES: ASTM A992, Fy = 50 KSI

B. STRUCTURAL STEEL CHANNELS, ANGLES, ETC.: ASTM A36, Fy = 36 KSI

C. STRUCTURAL STEEL PLATES: UNLESS NOTED OTHERWISE - ASTM A36, Fy = 36

KSI; ASTM A529 OR A572, Fy = 50 KSI, WHERE NOTED

D. HIGH STRENGTH BOLTS: ASTM A325 OR A490

E. ANCHOR BOLTS: ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE

F. ELECTRODES: SERIES E70

G. RECTANGULAR HSS: ASTM A500, GRADE C, FY = 50 KSI

H. ROUND HSS: ASTM A500, GRADE B, FY = 46 KSI

I. STRUCTURAL PIPES: ASTM A53, GRADE B, FY = 35 KSI

2. SPECIFICATIONS:

A. WELDING PERSONNEL AND PROCEDURES ARE TO BE QUALIFIED PER AWS D1.1.

UNLESS SPECIFICALLY SHOWN OTHERWISE, DESIGN, FABRICATION AND ERECTION

TO BE GOVERNED BY THE LATEST REVISIONS OF:

1. AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF

STRUCTURAL STEEL FOR BUILDINGS.

2. AISC CODE OF STANDARD PRACTICE.

3. STRUCTURAL WELDING CODE, AWS D1.1 OF THE AMERICAN WELDING

SOCIETY.

4. SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490

BOLTS.

3. SUBMITTALS:

A. SUBMIT SHOP DRAWINGS FOR REVIEW AND APPROVAL WHICH INCLUDE ERECTION

PLANS, CONNECTION DETAILS, AND SHOP DETAILS INDICATING CUTS, COPES,

CAMBERS, CONNECTIONS, HOLES, THREADED FASTENER TYPES AND SIZES, AND

SIZES AND LENGTHS OF WELDS.

B. INDICATE MATERIAL SPECIFICATIONS, STRENGTHS, AND FINISHES.

4. CONNECTIONS:

A. FIELD CONNECTIONS ARE TO BE BOLTED, EXCEPT AS INDICATED OTHERWISE.

SHOP CONNECTIONS MAY BE WELDED OR BOLTED.

B. CONNECTIONS ARE TO BE DESIGNED BY THE FABRICATOR TO DEVELOP EITHER

100% OF THE FULL UNIFORM LOAD CAPACITY OF THE MEMBER, OR THE FORCES

SHOWN ON THE PLANS. MINIMUM CONNECTION CAPACITY TO BE 10 KIPS. FOLLOW

INSTRUCTIONS ON DRAWINGS FOR GENERAL ARRANGEMENT OR PARTICULAR

DETAILS.

5. COATINGS:

A. HOT-DIP GALVANIZE ALL EXTERIOR STEEL (INCLUDING LINTELS AND BRICK

SHELF ANGLES).

6. MISCELLANEOUS:

A. PROVIDE HOLES FOR OTHERS. IF OPENING IS NOT SHOWN ON THE STRUCTURAL

DRAWINGS, OBTAIN PRIOR APPROVAL.

B. STEEL SUPPORTING OR CONNECTING TO MECHANICAL AND OTHER EQUIPMENT AND

ROOF OPENINGS AS SHOWN ON ARCHITECTURAL, MECHANICAL AND/OR ON

STRUCTURAL DRAWINGS IS SHOWN FOR BIDDING PURPOSES ONLY. CONTRACTOR IS

TO RECONCILE EXACT SIZE AND LOCATION WITH MECHANICAL AND OTHER

REQUIREMENTS BEFORE PROCEEDING WITH THIS WORK.

C. GROUT UNDER BEARING PLATES TO BE NON-METALLIC, NON-SHRINKING TYPE.

D. PROVIDE 1/4" THICK SETTING PLATES FOR ALL BEAMS AND BEAM LINTELS

BEARING ON MASONRY OR CONCRETE WHICH DO NOT REQUIRE A THICKER BEARING

PLATE.

E. PROVIDE HEAVY PLATE WASHERS AT ALL ANCHOR BOLTS.

F. FINISH ENDS OF ALL COLUMNS, STIFFENERS AND ALL OTHER MEMBERS IN DIRECT

BEARING.

G. SEE ARCHITECTURAL SECTIONS AND DETAILS FOR ALL MISCELLANEOUS

STRUCTURAL STEEL NOT OTHERWISE INDICATED IN THE STRUCTURAL DRAWINGS.

7. FIELD QUALITY CONTROL:

A. INSPECTION AGENCY IS TO PERFORM INSPECTION OF BOLTED CONNECTIONS PER

THE REQUIREMENTS OF AISC SPECIFICATION FOR STRUCTURAL JOINTS.

ROOF FRAMING PLAN1/4" = 1'-0"

PLATFORM FRAMING PLAN1/4" = 1'-0"

ROOF FRAMING NOTES

1. DESIGN LIVE LOAD: 20 PSF

DESIGN SNOW LOAD: 20 PSF SNOW LOAD

2. ROOF CONSTRUCTION: 1 1/2" METAL ROOF DECK ON OPEN WEB

STEEL JOISTS.

3. REFERENCE DETAIL 8/S2 FOR LINTEL REQUIREMENTS AT NEW

PENETRATIONS THRU CMU WALLS, G.C. TO COORD. OPENING

LOCATIONS W/ NEW PLATFORM PIPE COLUMNS - DO NOT LOCATE

OPENING DIRECTLY BELOW.

4. SEE SHEET S1 FOR GENERAL NOTES.

5. THE GENERAL CONTRACTOR IS TO FIELD VERIFY ALL EXISTING

CONDITIONS AND DIMENSIONS PRIOR TO SUBMITTING SHOP

DRAWINGS. IF CONDITIONS OR DIMENSIONS VARY FROM THOSE

SHOWN ON THE CONSTRUCTION DRAWINGS, CONTACT THE ENGINEER

OF RECORD PRIOR TO COMMENCING WITH CONSTRUCTION.

PLATFORM FRAMING NOTES

1. DESIGN LIVE LOAD: 60 PSF

2. FLOOR CONSTRUCTION: BAR GRATING ON STEEL BEAMS.

3. SEE SHEET S1 FOR GENERAL NOTES.

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W12, SEE PLAN

TYP. T&B3/16

EXIST. OPEN WEB STEEL

JOIST TO REMAIN.

NOTE: ALL STEEL, INCLUDING

FASTENERS, TO BE GALVANIZED.

1/2" CAP PLATE

PIPE, SEE PLAN

3/4" x 7 1/2" x 12"

PLATE W/ (2) 3/4"Ø

THREADED RODS

SET IN HILTIHIT-HY270,6" EMBED.

NON-SHRINK

GROUT.

GROUT EXIST. CELLS

SOLID, IF NOT ALREADY,

MIN. 2'-0" EA. SIDE OF

NEW POST & MIN. (3)COURSES BELOW

POST'S BEARING

ELEVATION.

EXIST. LOAD-BEARING

CMU WALL TO REMAIN.

SECTION1

3/4" = 1'-0"

TYP. T&B3/16

EXIST. OPEN WEB STEEL

JOIST TO REMAIN.

NOTE: ALL STEEL, INCLUDING

FASTENERS, TO BE GALVANIZED.

1/2" x 8" x 10"

CAP PLATE.

PIPE, SEE PLAN

3/4" x 7 1/2" x 12"

PLATE W/ (2) 3/4"Ø

THREADED RODSSET IN HILTIHIT-HY270,6" EMBED.

NON-SHRINK

GROUT.

EXIST. 8" CMU WALL

TO REMIAN.

SECTION2

3/4" = 1'-0"

W12 x 14 W/ 3/8"

THICK SHEAR TAB

& (3) 3/4"Ø BOLTSEA. END, TYP. BTWN.W12 x 40 BEAMS AT

EACH END & AT UNITPERIMETER.

TYP.3/16

EXIST. JOIST

SECTION3

3/4" = 1'-0"

SECTION4

3/4" = 1'-0"

POST, SEE PLAN

W12 x 40

W12 x 14

TYP. EA. END3/16

L4 x 4, SEE PLAN

3'-6"

1'-9"

1'-9"

9"

1" CLR.

PIPE 1 1/2"Ø STD.

(2" O.D.), GALV.,

TYP. @ 4'-0" O.C.& EA. HORIZ.

5

S2

PIPE 3 STD. (3 1/2" O.D.)

W/ 1/2" PLATE AND (4)

3/4"Ø A325 BOLTS T&B.

PLENUM CURB.

BEAM, SEE PLAN

BEAM, SEE PLAN

NEW MECH. UNIT.

GALV. BAR GRATING

W/ 1 3/4" x 3/16" BARS IN

19-W-4 CONFIGURATION.

L3 x 3 x 1/4, TYP.

@ EA. X-BRACELOCATION BELOW.

CONT. 1/4" x 4"GALV. KICK PLATE.

CAP EXPOSED ENDS

OF ALL PIPES, TYP.

L3 x 3 x 1/4 W/

3/8" PLATE AND

3/4"Ø A325 BOLT

EACH END.SEE PLAN FOR

LOCATIONS

W12 x 14 W/ 3/8"

THICK SHEAR TAB

& (3) 3/4"Ø BOLTSEA. END, TYP. BTWN.

W12 x 40 BEAMS AT

EACH END & AT UNITPERIMETER.

GROUT EXIST. CELLSSOLID, IF NOT ALREADY,

MIN. 2'-0" EA. SIDE OF

NEW POST & MIN. (3)

COURSES BELOWPOST'S BEARING

ELEVATION.

1/2" BASE PLATE

W/ (4) 3/4"Ø A325BOLTS.

(6) L5 x 3 x 1/4 LLV x 12" LG.

W/ (2) 2" LG. VERT. SLOTTED

HOLES, TYP. EACH SIDE OFUNIT, SEE PLAN.

NOT USED6

3/4" = 1'-0"

1'-0"

TYP. EA. END3/16

DIAG. BRACE, SEE PLAN;

DO NOT INSTALL BRACES

PARALLEL TO W12 x 40 BEAMS

UNTIL UNIT HAS BEEM INSTALLED.

1

1W12, SEE PLAN

1'-0"

TYP. EA. END3/16

DIAG. BRACE, SEE PLAN;

DO NOT INSTALL BRACES

PARALLEL TO W12 x 40 BEAMS

UNTIL UNIT HAS BEEM INSTALLED.

1

1

STEEL JOIST

3/16

ROOF OPENING

SEE MECH.

CONTRACTOR

FOR SIZE AND

LOCATION(4 SIDES)

NOTE: ALL WELDING TO JOISTS SHALL BE

DONE WITH CARE SO AS NOT TO

IMPAIR THE JOISTS.

L3 x 3 x 1/4

FIELD VERIFY

EXISTING

A

DETAIL A

3/16 1 1/2

SECTION7

3/4" = 1'-0"

SECTION8

3/4" = 1'-0"

AL(d)8" WALL

SIZE(PER 4" OF WIDTH)

MAX. SPAN (UNO)

3'-0"L4 x 3 1/2 x 5/16 LLV

DOUBLE-ANGLE LINTEL NOTES

1. LINTELS SHALL BEAR ON SOLID MASONRY OR GROUT FILLED MASONRY

2. FURNISH AND INSTALL ALL LOOSE LINTELS REQUIRED FOR ALL OPENINGS IN MASONRY , INCLUDING MECHANICAL AND ELECTRICAL WORK WHETHER SPECIFICALLY NOTED ON DRAWINGS OR NOT.

3. PROVIDE 6" MINIMUM BEARING EACH END.

4. PROVIDE TWO LAYERS OF 15-MIL PLASTIC VAPOR BARRIER BELOW ALL LINTEL BEARINGS AND CAULK FACE JOINT.

TYPICAL MASONRY LINTELS @ DUCTWORK PENETRATIONS

BEAMS TO BE INSTALLED

LEVEL, SEE PLAN FOR

ELEVATION

BEAMS TO BE INSTALLED

LEVEL, SEE PLAN FOR

ELEVATION

SE

E P

LA

N

4

SECTION5

1 1/2" = 1'-0"

4"

2"

BAR GRATING

KICK PLATE

PIPE @ 4'-0"

O.C. MAX.

TYP. (3) SIDES

1/4" CAP PLATE,TYP.

W8, SEE PLAN

3/16

3/8" PLATE W/ (2) 3/4"Ø

A325 BOLTS, GALV.

NOTE: ALL STEEL, INCLUDING

FASTENERS, TO BE GALVANIZED.

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