roof framing plan - pfd.miamioh.edu west... · framing plan pipe3 std. (3 1/2" o.d.), platform...
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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]
W12 x 14
W12 x 14
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
[8H
3]
W12 x 14
W12 x 14
6'-1
0"
5'-0
"
2
S1
1
S14
S1
TYP.
W12 x 14
LADDER BY
STEEL FABRICATOR
3
S1
LADDER BY STEEL
FABRICATOR
3
S1
EQUAL
EQUAL
16'-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 14W12 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
SIM.
W12 x 14
W1
2 x
14
W1
2 x
14
5'-0"2'-10"
2'-10"
EXTENTS OF
PLATFORM ABOVE,
SEE PLATFORM
FRAMING PLAN
PIPE3 STD. (3 1/2" O.D.),
PLATFORM POST,
TYP. OF (16)
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
6
S2
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
1
1
10
5'-0
"
LADDER BY
STEEL FABRICATOR
3
S1
LADDER BY STEEL
FABRICATOR
3
S1
RAISED CATWALK
AROUND UNIT.
SIM.
W8
x 1
0
W8 x 13
5'-0"2'-10"
2'-10"
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
10
W8 x
10
W8 x
10
W8 x
10
W8 x 10
W8 x 13
W8
x 1
3
W8 x
13
9"
INDICATES GRATING
SPAN DIRECTION, TYP.
W8 x 10
DOAS-1
10,000#
6
S2
L3 x
3 x
1/4
L3 x
3 x
1/4
L3 x
3 x
1/4
W8
x 1
0
PIPE3 STD. (3 1/2" O.D.),
PLATFORM POST,
TYP. OF (16)
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.
1
PLATFORM FRAMING NOTES
1. DESIGN LIVE LOAD: 60 PSF
2. FLOOR CONSTRUCTION: BAR GRATING ON STEEL BEAMS.
3. SEE SHEET S1 FOR GENERAL NOTES.
1
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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 RODSSET IN HILTIHIT-HY270,6" EMBED.
NON-SHRINK
GROUT.
GROUT EXIST. CELLS
SOLID, IF NOT ALREADY,
MIN. 2'-0" EA. SIDE OFNEW 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"ØTHREADED RODS
SET 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
S1
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-BRACE
LOCATION BELOW.
CONT. 1/4" x 4"
GALV. KICK PLATE.
CAP EXPOSED ENDSOF ALL PIPES, TYP.
L3 x 3 x 1/4 W/
3/8" PLATE AND
3/4"Ø A325 BOLTEACH 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. CELLS
SOLID, IF NOT ALREADY,
MIN. 2'-0" EA. SIDE OF
NEW POST & MIN. (3)COURSES BELOW
POST'S BEARING
ELEVATION.
1/2" BASE PLATE
W/ (4) 3/4"Ø A325
BOLTS.
(6) L5 x 3 x 1/4 LLV x 12" LG.
W/ (2) 2" LG. VERT. SLOTTEDHOLES, TYP. EACH SIDE OF
UNIT, SEE PLAN.
SECTION6
3/4" = 1'-0"
1'-0"
TYP. EA. END3/16
DIAG. BRACE, SEE PLAN;
DO NOT INSTALL BRACES
PARALLEL TO W12 x 40 BEAMSUNTIL 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 BEAMSUNTIL UNIT HAS BEEM INSTALLED.
1
1
30"
AB
OV
E
FIN
ISH
ED
RO
OF
DE
CK
W12, SEE PLAN
INSULATED DUCT,
SEE MECH., TYP.
OF (2)W12, SEE PLAN EXIST. ROOF DECK
L3 x 3 x 1/4 W/ 3/8" PLATE
AND 3/4"Ø A325 BOLTEA. END, TYP.. SEE PLAN
FOR LOCATIONS
PIPE3 STD (3 1/2" O.D.)
W/ 1/2" PLATE AND (4)
3/4"Ø A325 BOLTS T&B,TYP.
W8, SEE PLAN
4'-0" O.C.
MAX., TYP.
4'-0" O.C.
MAX., TYP.
HANDRAIL AR PLATFORMPERIMETER, SEE 3/S2
W8, SEE PLAN
5'-3 3/4"5'-3 3/4"
L3 x 3 x 1/4 W/ 3/8" PLATE
AND 3/4"Ø A325 BOLTEA. END, TYP.. SEE PLAN
FOR LOCATIONSSTEEL 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
1
BEAMS TO BE INSTALLED
LEVEL, SEE PLAN FORELEVATION
1 BEAMS TO BE INSTALLED
LEVEL, SEE PLAN FOR
ELEVATION
1
1
1
SE
E P
LA
N
1
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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