HomeMy WebLinkAboutL5.01against any detrimental change in condition, such as from the plans. These bars shall extend 2 -0 beyond the opening
disturbance, rain and freezing. limits or be provided with 90 degree hooks. See typical detail.
7. It is the responsibility of the Contractor and each Sub- R E I N F O R C E D M A.S O N R Y
Contractor to verify the location of all utilities and services
shown, or not shown; and establish safe working conditions before 1, All construction of reinforced masonry walls to be in accordance
commencing work. with the Building Code Requirements For Concrete Masonry
8. The Contractor shall layout the entire building and field verify Structures (A.C.I. 531 -79) and commentary.
all dimensions prior to excavation. A) f'm = 1500 p.s.i.
9. For information regarding Subsurface conditions, refer to the B) Maximum height of masonry lift: '- 0 0"
Geotechnical Engineering Investigation prepared by ATEC Asso- C) ee Maxim height of grout lift: 5 0"
s
ciates, Inc. Project Number 21- 03 -93- 00133, Dated July 9, 1993. D) See specifications for additional masonry wall information.
C O N C R E T E:
1. Unless otherwise noted in the schedules or details, the minimum 28
day compressive strength of the concrete shall be 4000 p.s.i. for
all parts of the structure except for column and wall footings
which shall be 3000 p.s.i. All concrete shall be regular weight
concrete, except for supported slabs on metal deck shall be
lightweight concrete with dry unit weight of 110 p.c.f. All slabs
shall have welded wire fabric secondary reinforcement as shown on
the plans, unless otherwise noted.
2. All concrete exposed to the weather shall be air- entrained. All
other concrete may be air - entrained or non-air - entrained at the
contractor's option. For surface finishes and other requirements,
refer to the specifications.
3. Provide 3/4" chamfers on all exposed edges of concrete and the
exposed corners of beams, piers, and columns unless otherwise
shown or noted. See Architectural Drawings for additional
details.
4. Details of fabrication of reinforcement, handling and placing of
the concrete, construction of forms and placement of reinforcement
not otherwise covered by the Plans and Specifications, shall
comply with the A.C.I. Code Requirements of the latest revised
date
5. The Contractor shall consult with the Engineer before starting
concrete work to establish a satisfactory placing schedule and to
determine the location of construction joints so as to minimize
the effects of shrinkage in the floor system.
6. Horizontal construction joints in the concrete walls will not be
permitted without written permission from the Engineer. Adequate
provision shall be made for securing forms below joints to prevent
leakage and bulging of the concrete.
7. No horizontal construction joints shall be made in slabs or beams.
Vertical construction joints, made as described below, shall be
located near the middle of the spans of slabs or beams. All such
vertical joints shall be keyed. No construction joints are to be
located in rooms to receive terrazzo or ceramic tile floor
finishes.
8. Where a joint is to be made, the surface of the concrete shall be
thoroughly cleaned and all laitance removed. In addition the
joints shall be thoroughly wetted and slushed with a coat of neat
cement grout immediately before placing of the new concrete.
9.
All items of work to be installed in any concrete work, including
pipes, sleeves and electrical conduits etc., shall be properly
located, installed and checked before placing concrete.
10. All sizes and locations of slab openings and curbs for mechanical
equipment shall be verified with the mechanical contractor.
Dimensions of such openings and curbs shown on the structural
plans and details MUST be verified with the mechanical contractor.
11. Keyed construction joints or control joints shall be provided in
all slabs on grade (exposed slabs only). For a framed structure,
joints shall be located on all column lines but if the column
spacing exceeds 30' -0" intermediate joints should be provided.
Exterior slabs and interior slabs without columns shall have
joints spaced a maximum of 20' -0" apart.
12. Refer to Architectural Drawings for the exact extent of all dove -
tail anchor slots, drip inserts and locations of all reglets
required in the concrete.
13. All holes drilled into concrete for dowels shall be treated as
follows:
A) Drill holes 1/4" larger than bar or bolt to be embedded.
B) Drill, holes with single chisel tooth rotary percussion drill
that feeds compressed air to the base of the hole through a
hollow, stem drill bit
C) Drill the hale a minimum of 15 bar diameters or as shown on
the plans,
D) Consult Architect /Engineer for further recommendations.
2. CONCRETE BLOCK:' Minisitm+ compressive test strength on the net
cross- sectional area: 2500 p.s.i.
3. MORTAR: Type M required for below grade.
4. GROUT: A.S.T.M. C476, with a slump of 8" min. and 10" max.
5. REINFORCING: fy = 60,000 p.s.i. with a minimum lap of 12 ".
L I N T E L S:
1. Where lintels are not specifically shown or noted on the
Structural or Architectural Drawings, provide the following
lintels over all openings and recesses in both interior and
exterior walls.
A) Brick: For openings up to 10' -0" provide one 6" x 4" x 5/16"
angle for each 4" thickness of brick. For these
lintels provide 1" bearing for each foot of span with
a minimum of 6" bearing. For multiple openings over
10' -0 ", provide 8" bearing each end. Shore all
masonry relief angles. Refer to Architectural eleva-
tions for extent of work, control joints, etc..
B) Block: Where block will not be exposed to view in the
finished eclom use standard precast concrete lintels
with a minimum of 8" bearing. Where the block is ex-
posed in the finished room, use lintel block filled
with concrete. Grout all exposed joints and reinforce
as follows:
a) For 4" thick block: 2-03 bars.
b) For 6" thick block: 2 -03 bars.
c) For 8" thick block: 2 -04 bars.
C O M P O S I T E F L O O R D E C K
1, All upper floors and roofs of the O.P.C. and Atrium will be
composite construction with 4 1/2" regular weight concrete slabs
with 6" x 6 W2.1 x W2.1 WWF on 1 1/2 ", 18 gage (minimum)
composite metal deck, unless noted otherwise on plans or details.
Total thickness of slab is 6 ".
2. All upper floors of the Medical Office Building will be composite
construction with 2 1/2" regular weight concrete slabs with
6" x 6" M1.4 x W1.4 MWF on 1 1/2 ", 22 gage (minimum) composite
metal deck, unless noted otherwise on plans or details. Total
thickness of slab is 4 ".
3. Screeds shall be set taking into account any natural camber in the
beams and-joists in order to achieve a flat floor. Set the beams
and girders with any natural camber up.
4. The sequence and method of pouring the floors shall be submitted
to the Architect /Engineer in writing prior to starting any
concrete operations. In general, concrete pours should be made
across the entire width of a floor in a direction parallel to the
girders. Any single pour should be stopped at the third -point of
a girder.
5. Maximum unshored clear spans for composite metal floor deck.
No. of Spans 22 Gage w/ 18 Gage w/
2 1/2" Slab 4 1/2" Slab
Simple Span 5' -8" 6' -10"
Two Span 8' -7" 7' -11"
Three or more Spans 6' -8" 81- 0"
Based upon conetructi(m loads of 24-POF uniform load or
150 pound concentrated foad in addition to the weight of
the deck and wet concrete. Shore deck where construction
loads are antictikated to be greater. or Wherever slab thickness
exceeds specified depth.
6. Headed shear studs shall be 3/4" diameter by 4" long in the number
indicated on tied plans and shall be uniformly spaced unless noted
otherwise.
`i. Contractor shall submit shop drawings indicating shear stud
locations on each beam.
S. -Sheer studs shb►ll be located in accordance with the latest
A.I.S,C. Standards.
9. Shear stud inmtallati_oo shall be tested by the contractor per
A.W.S., spetificatiflns and approved by the Architect /Engineer
before any slags can be poured. The Architect /Engineer may
randomly test the studs and may require additional work if the
work "is deemed inadequate.
S T E E L J O I S T S A N D M E T A L R O O F D E C K
1. Provide all joists, bridging and accessories for the complete
erection of joists in accordance with the current Steel Joist
Institute "STANDARD SPECIFICATION AND LOAD TABLES FOR OPEN WEB
STEEL JOISTS AND JOIST GIRDERS ".
2. Bridging shall be completely erected and joists aligned before
any construction loads are placed on joists.
3. Do not weld bottom chord extensions unless noted on plan or
detail.
4. All metal roof deck material, fabrication and installation shall
conform to the Steel Deck Institute "SDI SPECIFICATIONS AND
COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTICE ", current
edition, unless noted.
5. Provide members for deck support at all deck span changes.
Provide L3X3X3/16 deck support at all columns where required.
Provide 20 gauge cover plate at all roof deck span changes.
6. All deck shall be provided in a minimum of 3 -span lengths where
possible.
S T E E L J O I S T G I R D E R S
1. Joist girders shall be designed in accordance with the speci-
fications as primary members capable of supporting the loads and
moments shown on the framing plans. Where loading, dimensions,
elevations, etc. are unclear; or where the changes are required
by the physical size of large joist girders, the supplier shall
consult with this office for direction prior to design of the
members.
2. The ends of non - rigidly connected joists girders shall be attached
to the steel supports with a minimum of two 1/4 inch fillet welds
two inches long, or two 3/4 inch bolts. Joist girders along
column lines shall be field bolted to the columns to provide
lateral stability during construction..
3. Provide bottom chord stabilizing plates for non - rigidly connected
joist girders as shown on the details for bracing against
overturning during erection.. Do not weld the bottom chord to the
plate, unless otherwise shown.
4. The joist girder supplier shall design and provide bottom chord
braces from adjacent joists or beams where shown on plan or'note;
or where required to reduce the 1 /ry of the girder bottom chord.
S T E E L C O N N E C T I O N N 0 T. E S
1. Typical beam -to -beam and beam -to- column connections shall be
bearing type using A325 -N bolts, unless noted otherwise.
Bolts shall be tightened to the snug -tight condition, see the
AISC "Specification for Structural Joints Using ASTk A325 or A490
bolts".
2. Slip - critical connections shall be 3/4" diameter A325 bolts.
The contact surface shall be a dry surface, unpainted and without
excessive loose rust or mill scale. Bolts shall be tightened by
the turnLof -the -nut method, see the AISC "Specification for -
Structural Joints Using ASTM A325 or A490 bolts" for required
testing. Alternate: Use tension - indicating bolts or washers.
3. Shop connections unless otherwise shown, may be either bolted or
welded. All field connections shall be bolted unless otherwise
shown on the Structural Drawings.
4. Connections shall be designed by the Steel Fabricator to support
the reactions shown on the framing plan. Connections not shown
shall be designed by the Steel Fabricator in accordance with the
AISC "Manual of Steel Construction ". Simple span connections
shall be designed for one -half the load capacity as given in the
AISC "Uniform Load Constants for Beams Laterally Supported"
tables.
5. All shall be double angle connections, unless shown otherwise.
6. All beam -to- column connections shall be at the column centerline,
unless noted otherwise.
7. Permanent machine bolts, using an approved type of self - anchoring
hex nut, may be used for minor connections as closures, etc..
8. Minimum thickness of all connection material to be 5/16" unless
noted.
9. A qualified independent testing service shall be retained to per-
form testing of field welds as follows:
A) All field welds shall be visually inspected.
B) 100% of all slip - critical bolts and moment welds shall be
tested.
C) 10% of bolted bearing type connections.
D) All testing shall be done in accordance with the latest A.W.S.
standards.
0 "E S I` G 'N
1. The building addition was designed as an essential facility in
accordance with the Uniform Building Ct>W 1€ l Edition, for
Seismic Zone 1. Wind pressures were computed using 75 igph
Basic Wind Speed, Exposure B, Importance Factor 1.15.
2. The following gravity live loads were used in design:
A)t Laboratories, Patient Rooms, Exam Rooms,
Offices, Nurses Stations, Etc. ---- - - - - -- 80 lbs. / sq.ft.
B) Corridors & Public Spaces ----- ____ «__ +_ 100 lbs. /sq.ft.
C) Mechanical Rooms & Penthouses 125 lbs. /sq.ft.
D) Partitions ------------------------ - - - - -- 20 lbs / sq.ft.
E) Roofs ----------------------------- - -- - -- 30 1 bs . /sq. ft . + Drift
3. If drawings and specifications are in conflict, the most
stringent restrictions and requirements shall govern.
4. All Contractors are required to coordinate their work with all
disciplines to avoid conflicts. The mechanical, electrical and
plumbing aspects are not in the scope of these drawings.
Therefore, all required materials and work may not be indicated.
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ftinfor nt, other than Cold drawn Mires for spirals and welded
1.
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Structural steel shall be A.S.T.M. A36 unless otherwise noted or
F O
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U N D A T I O N S: <f,
S•� �
�i *4 re febrit " shal 1 have deformed surfaces i n accordance with
+
specified. Tube shapes shall be A.S.T.M. A500.
O O C�
Cfl
A. S T . M r". A306
U Cr1 • co
1.
Proofrol1 slab on r,ade areas wJth a medium-weight roller or
9 gh
#:yt
2.
'_•
Tl1Ws contrsctof stutll figure to pr+ov�da, fabricate and place 5 tons
2.
Details for design, fabrication and erection of all structural .
other suitable equipment to check for pockets'of soft material
steel shall be in accordance with the latest A.I.S.C. Standards
hidden beneath a thin crust of better soil. Any unsuitable
�`bf rdinfsraing steel in addition to that shown on the Plans. This
unless otherwise noted or specified.
materials thus exposed should be removed and replaced with �,,
steel i4:to be Lmwd at the.direction of the Engineer. The Owner
compacted, engineered f i l is as outlined in the speci f-i`cat i ons . #�'
shall be ,given credit at .,the the contract unit price for the unused
3.
Contractor shall plan to provide, fabricate and erect 10 tons of
portion ; Pr'Dvtde the Omer or Architect /Engineer the value of the
structural steel and miscellaneous steel in addition to that shown
•2.
All engineered fill beneath slabs and over footings should k
g
unit price.
on the plans. This steel is to be used at the direction of the
be compacted to a dry density of at least 95% of the Modified
Proctor max. dry density (ASTM D- 1557), The mini um compaction
•
The shop drawings for reinforcing steel shall include scale eleva-
Engineer. The owner shall be given credit at the contract unit
�
requirement shall be increased to 100% for fill supporting
.,
tions of all concrete walls.
price for the unused portion. This steel is not to be used at the
contractors discretion, but only with the knowledge and approval
footings and where indicated on the drawings,
of the Architect /Engineer. Plan to provide the structural steel
b 4.
Provide corner bars at all wall corners and wall intersections.
and miscellaneous steel in any combination specified by the
3.
Compaction shall be accomplished b placing fill in approx. 8"
Y
See typical detail.
Architect /Engineer so that the total volume is i0 tons. Provide
lifts and mechanically compacting each lift to at least the
t,
the owner or Architect /Engineer the value of the unit price.
specified minimum dry density. Field density tests shall be
5.
Where hooks are indicated, provide standard hooks per A.C.I. and
performed on each lift as necessary to insure adequate compaction
C.R.S.I. for all bars unless other hook dimensions are shown on
4.
Provide temporary erection bracing as required.
is being achieved,
the plans or details.
4.
Column footings and wall footings to bear on soils with allowable
6.
Minimum concrete cover over main reinforcing steel shall be as
5.
Unless otherwise shown or noted on the Plans, provide 8" bearing
each end for all loose lintels and beams.
bearing pressures of 2,000 PSF and 1,600 PSF respectively. The
follows: 3" at foundations, 2" at all dirt faces of walls and
Soils Engineer shall inspect the subgrade and perform any
beams exposed to the weather, 1 -1/2" at all pier and column ties,
6.
For loose lintels, masonry shelf angles and other such items
necessary tests to insure that the actual bearing capacities meet
and 3/4" at other wall faces and in structural slabs unless shown
generally not shown on the Structural Plans, see the Architectural
or exceed the design capacities.
or noted otherwise.
Plans. See general notes on lintels this sheet for sizes,
5.
All footings shall be wood - formed, unless approved by the
7.
Where walls sit on column footings, provide dowels for the wall.
reinforcing, etc.
Architect /Engineer.
For size and spacing of dowels see sections and details.
7.
Steel columns below grade shall be encased in a minimum of 4"
6.
Place footings the same day the excavation is performed. If this
8.
Provide 2 -05 bars at the jambs and 2 -07 bars at the head of all
concrete.
is not possible, the footings shall be adequately protected
openings in concrete walls, unless otherwise shown or noted on
,
S.
Mill the bearing surfaces of all compression members.
against any detrimental change in condition, such as from the plans. These bars shall extend 2 -0 beyond the opening
disturbance, rain and freezing. limits or be provided with 90 degree hooks. See typical detail.
7. It is the responsibility of the Contractor and each Sub- R E I N F O R C E D M A.S O N R Y
Contractor to verify the location of all utilities and services
shown, or not shown; and establish safe working conditions before 1, All construction of reinforced masonry walls to be in accordance
commencing work. with the Building Code Requirements For Concrete Masonry
8. The Contractor shall layout the entire building and field verify Structures (A.C.I. 531 -79) and commentary.
all dimensions prior to excavation. A) f'm = 1500 p.s.i.
9. For information regarding Subsurface conditions, refer to the B) Maximum height of masonry lift: '- 0 0"
Geotechnical Engineering Investigation prepared by ATEC Asso- C) ee Maxim height of grout lift: 5 0"
s
ciates, Inc. Project Number 21- 03 -93- 00133, Dated July 9, 1993. D) See specifications for additional masonry wall information.
C O N C R E T E:
1. Unless otherwise noted in the schedules or details, the minimum 28
day compressive strength of the concrete shall be 4000 p.s.i. for
all parts of the structure except for column and wall footings
which shall be 3000 p.s.i. All concrete shall be regular weight
concrete, except for supported slabs on metal deck shall be
lightweight concrete with dry unit weight of 110 p.c.f. All slabs
shall have welded wire fabric secondary reinforcement as shown on
the plans, unless otherwise noted.
2. All concrete exposed to the weather shall be air- entrained. All
other concrete may be air - entrained or non-air - entrained at the
contractor's option. For surface finishes and other requirements,
refer to the specifications.
3. Provide 3/4" chamfers on all exposed edges of concrete and the
exposed corners of beams, piers, and columns unless otherwise
shown or noted. See Architectural Drawings for additional
details.
4. Details of fabrication of reinforcement, handling and placing of
the concrete, construction of forms and placement of reinforcement
not otherwise covered by the Plans and Specifications, shall
comply with the A.C.I. Code Requirements of the latest revised
date
5. The Contractor shall consult with the Engineer before starting
concrete work to establish a satisfactory placing schedule and to
determine the location of construction joints so as to minimize
the effects of shrinkage in the floor system.
6. Horizontal construction joints in the concrete walls will not be
permitted without written permission from the Engineer. Adequate
provision shall be made for securing forms below joints to prevent
leakage and bulging of the concrete.
7. No horizontal construction joints shall be made in slabs or beams.
Vertical construction joints, made as described below, shall be
located near the middle of the spans of slabs or beams. All such
vertical joints shall be keyed. No construction joints are to be
located in rooms to receive terrazzo or ceramic tile floor
finishes.
8. Where a joint is to be made, the surface of the concrete shall be
thoroughly cleaned and all laitance removed. In addition the
joints shall be thoroughly wetted and slushed with a coat of neat
cement grout immediately before placing of the new concrete.
9.
All items of work to be installed in any concrete work, including
pipes, sleeves and electrical conduits etc., shall be properly
located, installed and checked before placing concrete.
10. All sizes and locations of slab openings and curbs for mechanical
equipment shall be verified with the mechanical contractor.
Dimensions of such openings and curbs shown on the structural
plans and details MUST be verified with the mechanical contractor.
11. Keyed construction joints or control joints shall be provided in
all slabs on grade (exposed slabs only). For a framed structure,
joints shall be located on all column lines but if the column
spacing exceeds 30' -0" intermediate joints should be provided.
Exterior slabs and interior slabs without columns shall have
joints spaced a maximum of 20' -0" apart.
12. Refer to Architectural Drawings for the exact extent of all dove -
tail anchor slots, drip inserts and locations of all reglets
required in the concrete.
13. All holes drilled into concrete for dowels shall be treated as
follows:
A) Drill holes 1/4" larger than bar or bolt to be embedded.
B) Drill, holes with single chisel tooth rotary percussion drill
that feeds compressed air to the base of the hole through a
hollow, stem drill bit
C) Drill the hale a minimum of 15 bar diameters or as shown on
the plans,
D) Consult Architect /Engineer for further recommendations.
2. CONCRETE BLOCK:' Minisitm+ compressive test strength on the net
cross- sectional area: 2500 p.s.i.
3. MORTAR: Type M required for below grade.
4. GROUT: A.S.T.M. C476, with a slump of 8" min. and 10" max.
5. REINFORCING: fy = 60,000 p.s.i. with a minimum lap of 12 ".
L I N T E L S:
1. Where lintels are not specifically shown or noted on the
Structural or Architectural Drawings, provide the following
lintels over all openings and recesses in both interior and
exterior walls.
A) Brick: For openings up to 10' -0" provide one 6" x 4" x 5/16"
angle for each 4" thickness of brick. For these
lintels provide 1" bearing for each foot of span with
a minimum of 6" bearing. For multiple openings over
10' -0 ", provide 8" bearing each end. Shore all
masonry relief angles. Refer to Architectural eleva-
tions for extent of work, control joints, etc..
B) Block: Where block will not be exposed to view in the
finished eclom use standard precast concrete lintels
with a minimum of 8" bearing. Where the block is ex-
posed in the finished room, use lintel block filled
with concrete. Grout all exposed joints and reinforce
as follows:
a) For 4" thick block: 2-03 bars.
b) For 6" thick block: 2 -03 bars.
c) For 8" thick block: 2 -04 bars.
C O M P O S I T E F L O O R D E C K
1, All upper floors and roofs of the O.P.C. and Atrium will be
composite construction with 4 1/2" regular weight concrete slabs
with 6" x 6 W2.1 x W2.1 WWF on 1 1/2 ", 18 gage (minimum)
composite metal deck, unless noted otherwise on plans or details.
Total thickness of slab is 6 ".
2. All upper floors of the Medical Office Building will be composite
construction with 2 1/2" regular weight concrete slabs with
6" x 6" M1.4 x W1.4 MWF on 1 1/2 ", 22 gage (minimum) composite
metal deck, unless noted otherwise on plans or details. Total
thickness of slab is 4 ".
3. Screeds shall be set taking into account any natural camber in the
beams and-joists in order to achieve a flat floor. Set the beams
and girders with any natural camber up.
4. The sequence and method of pouring the floors shall be submitted
to the Architect /Engineer in writing prior to starting any
concrete operations. In general, concrete pours should be made
across the entire width of a floor in a direction parallel to the
girders. Any single pour should be stopped at the third -point of
a girder.
5. Maximum unshored clear spans for composite metal floor deck.
No. of Spans 22 Gage w/ 18 Gage w/
2 1/2" Slab 4 1/2" Slab
Simple Span 5' -8" 6' -10"
Two Span 8' -7" 7' -11"
Three or more Spans 6' -8" 81- 0"
Based upon conetructi(m loads of 24-POF uniform load or
150 pound concentrated foad in addition to the weight of
the deck and wet concrete. Shore deck where construction
loads are antictikated to be greater. or Wherever slab thickness
exceeds specified depth.
6. Headed shear studs shall be 3/4" diameter by 4" long in the number
indicated on tied plans and shall be uniformly spaced unless noted
otherwise.
`i. Contractor shall submit shop drawings indicating shear stud
locations on each beam.
S. -Sheer studs shb►ll be located in accordance with the latest
A.I.S,C. Standards.
9. Shear stud inmtallati_oo shall be tested by the contractor per
A.W.S., spetificatiflns and approved by the Architect /Engineer
before any slags can be poured. The Architect /Engineer may
randomly test the studs and may require additional work if the
work "is deemed inadequate.
S T E E L J O I S T S A N D M E T A L R O O F D E C K
1. Provide all joists, bridging and accessories for the complete
erection of joists in accordance with the current Steel Joist
Institute "STANDARD SPECIFICATION AND LOAD TABLES FOR OPEN WEB
STEEL JOISTS AND JOIST GIRDERS ".
2. Bridging shall be completely erected and joists aligned before
any construction loads are placed on joists.
3. Do not weld bottom chord extensions unless noted on plan or
detail.
4. All metal roof deck material, fabrication and installation shall
conform to the Steel Deck Institute "SDI SPECIFICATIONS AND
COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTICE ", current
edition, unless noted.
5. Provide members for deck support at all deck span changes.
Provide L3X3X3/16 deck support at all columns where required.
Provide 20 gauge cover plate at all roof deck span changes.
6. All deck shall be provided in a minimum of 3 -span lengths where
possible.
S T E E L J O I S T G I R D E R S
1. Joist girders shall be designed in accordance with the speci-
fications as primary members capable of supporting the loads and
moments shown on the framing plans. Where loading, dimensions,
elevations, etc. are unclear; or where the changes are required
by the physical size of large joist girders, the supplier shall
consult with this office for direction prior to design of the
members.
2. The ends of non - rigidly connected joists girders shall be attached
to the steel supports with a minimum of two 1/4 inch fillet welds
two inches long, or two 3/4 inch bolts. Joist girders along
column lines shall be field bolted to the columns to provide
lateral stability during construction..
3. Provide bottom chord stabilizing plates for non - rigidly connected
joist girders as shown on the details for bracing against
overturning during erection.. Do not weld the bottom chord to the
plate, unless otherwise shown.
4. The joist girder supplier shall design and provide bottom chord
braces from adjacent joists or beams where shown on plan or'note;
or where required to reduce the 1 /ry of the girder bottom chord.
S T E E L C O N N E C T I O N N 0 T. E S
1. Typical beam -to -beam and beam -to- column connections shall be
bearing type using A325 -N bolts, unless noted otherwise.
Bolts shall be tightened to the snug -tight condition, see the
AISC "Specification for Structural Joints Using ASTk A325 or A490
bolts".
2. Slip - critical connections shall be 3/4" diameter A325 bolts.
The contact surface shall be a dry surface, unpainted and without
excessive loose rust or mill scale. Bolts shall be tightened by
the turnLof -the -nut method, see the AISC "Specification for -
Structural Joints Using ASTM A325 or A490 bolts" for required
testing. Alternate: Use tension - indicating bolts or washers.
3. Shop connections unless otherwise shown, may be either bolted or
welded. All field connections shall be bolted unless otherwise
shown on the Structural Drawings.
4. Connections shall be designed by the Steel Fabricator to support
the reactions shown on the framing plan. Connections not shown
shall be designed by the Steel Fabricator in accordance with the
AISC "Manual of Steel Construction ". Simple span connections
shall be designed for one -half the load capacity as given in the
AISC "Uniform Load Constants for Beams Laterally Supported"
tables.
5. All shall be double angle connections, unless shown otherwise.
6. All beam -to- column connections shall be at the column centerline,
unless noted otherwise.
7. Permanent machine bolts, using an approved type of self - anchoring
hex nut, may be used for minor connections as closures, etc..
8. Minimum thickness of all connection material to be 5/16" unless
noted.
9. A qualified independent testing service shall be retained to per-
form testing of field welds as follows:
A) All field welds shall be visually inspected.
B) 100% of all slip - critical bolts and moment welds shall be
tested.
C) 10% of bolted bearing type connections.
D) All testing shall be done in accordance with the latest A.W.S.
standards.
0 "E S I` G 'N
1. The building addition was designed as an essential facility in
accordance with the Uniform Building Ct>W 1€ l Edition, for
Seismic Zone 1. Wind pressures were computed using 75 igph
Basic Wind Speed, Exposure B, Importance Factor 1.15.
2. The following gravity live loads were used in design:
A)t Laboratories, Patient Rooms, Exam Rooms,
Offices, Nurses Stations, Etc. ---- - - - - -- 80 lbs. / sq.ft.
B) Corridors & Public Spaces ----- ____ «__ +_ 100 lbs. /sq.ft.
C) Mechanical Rooms & Penthouses 125 lbs. /sq.ft.
D) Partitions ------------------------ - - - - -- 20 lbs / sq.ft.
E) Roofs ----------------------------- - -- - -- 30 1 bs . /sq. ft . + Drift
3. If drawings and specifications are in conflict, the most
stringent restrictions and requirements shall govern.
4. All Contractors are required to coordinate their work with all
disciplines to avoid conflicts. The mechanical, electrical and
plumbing aspects are not in the scope of these drawings.
Therefore, all required materials and work may not be indicated.
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