HomeMy WebLinkAbout6512 Gall Blvd (5)STRUCTURAL NOTES
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1. GOVERNING CODES:
This design is based on the following codes:
A. Florida Building Code, 2004 with 2006 additions.
B. Building Code Requirements for Structural Concrete ACI 318 (2002 EDITION)
C. Specification for the Design, Fabrication, and Erection of Structural Steel for Building, ASD Design method.
D. Structural Welding Code D1.1
II. DESIGN LOADS:
A. Wind load based on using the Florida Building Code methods of calculation for wind pressures and the
following factors:
1. Mean Roof Height of less than 30'-0"
2. Wind speed of 110 MPH.
3. Exposure Category'B'.
4. Importance factor of 1.0 (Building Category II).
5. Internal Pressure Coefficient of +/- 0.18 ("Enclosed" building).
6. This building is NOT IN A WIND BORNE DEBRIS REGION as defined by Florida Building Code.
B. Roof live load of 20 PSF with allowable load reductions based on area as outlined in the Florida Building
Code. Roof drainage shall conform to the requirements of the Florida Plumbing Code Section 11. Overflow
drains shall be located so that, in the event of the primary drains being blocked, no more than 3-1/2" of
water can accumulate before entering the overflows.
C. Roof dead load of 20 PSF.
D. Allowable soil bearing of 2,000 PSF.
III. DISCREPANCIES BETWEEN DRAWINGS & EXISTING CONDITIONS:
These drawings were prepared based on field data gathered during the design process. However, as the
demolition of the existing structure allows for better views of the existing structure, there may be discrepancies
between the drawings & the actual conditions. These discrepancies should be brought to the attention of the
architect immediately. Please confirm all dimensions to the existing structure before ordering, purchasing, or
installing any new work.
IV. SHOP DRAWINGS:
A. Contractor shall allow for (10) ten business days for shop drawing review.
B. Our office will accept shop drawings in both electronic and paper format.
C. If the Shop Drawings are in a paper format, we will require (3) three copies minimum shall be submitted with
(1) one copy to be retained by our office.
D. If the Shop Drawings are in electronic format the following shall apply:
1. The only accepted electronic format shall be Adobe PDF format.
2. If the electronic files are e-mailed to our office, the e-mail address is Mail@Adams-Engineers.com and a
faxed transmittal shall be sent to our office informing us of that the drawings were sent to our office by
e-mail.
3. If the electronic files are sent to our office as copied on a CD or DVD a transmittal shall be included in
the package.
4. The reviewed shop drawings shall be returned to Project Architect (or directed party) in either electronic
format or paper format as directed by Client. If paper format is requested, it shall be blackline copies
with any comments generated by our office in contrasting font or "boxed". Additionally we will invoice for
the printing costs associated with the production of these drawings based on the prevailing prints costs
in Tampa Bay Area.
V. DRAWINGS AND SPECIFICATIONS:
A. Do not scale these drawings for dimensions not given. Advise Project Architect of any conflicts between
these drawings and the Architectural drawings. Verify all field conditions and confirm column locations in
respect to architectural wall alignment prior to the start of work.
B. These drawings are to be used in combination with the architectural, mechanical, plumbing and civil
drawings. Refer to these other drawings for details that relate to structural components.
C. These construction documents have been prepared from the most complete information available to the
engineer. All data on existing construction conditions are approximate & shall be verified prior to
commencing work.
D. The contractor shall comply with the manufacturer's instructions & recommendations to the extent -printed
information are more detailed or stringent than the requirements contained in the plans.
E. The plans show the location of all fixtures & equipment & are intended to convey the general intent of the
work in scope & layout. They are not intended to show in minute detail every & all of the accessories
intended for the purpose of execution of the work, but it is understood that such details are part of this work.
F. The Contractor shall perform no portion of the work at any time without Contract Documents or, where
required, approved shop drawings, product data or supplemental details for such portion of the work.
G. The Contractor is responsible for means and methods of construction to ensure the safety of the building
until the structural system is completed. The structural system is unstable until all connections have been
made and all concrete has reached the minimum design strength as specified in these drawings.
H. The use of electronic files or reproductions of these contract documents by any contractor, subcontractor,
erector, fabricator or material supplier in lieu of preparation of shop drawings signifies their acceptance of all
information shown hereon as correct, and obligates themselves to any job expense, real or implied, arising
due to any error that may occur hereon.
VI. CONCRETE:
A. Concrete strength requirement:
1. 3,000 psi: Foundations, slab -on -grade, sidewalks
B. Maximum Slump: 4" (+/- 1 ") for all concrete, except use 8"-11" for filling cells in block. Fly ash, if used, shall
not exceed 20% by weight of total cementitious content. Slump limits shall be strictly adhered to.
C. The concrete shall contain the maximum size aggregate permitted by ACI Code up to 3/4" maximum. The
guidelines for maximum aggregate size are not greater than 1/5 the narrowest opening in the forms, and/or
1/3 the depth of the slab.
D. Concrete formwork: Concrete formwork shall be in a clean condition for use as finished surface forms.
Forms shall not be removed until the concrete is of sufficient strength to support its own weight and
proposed construction loads.
E. Minimum Concrete Cover
1. Concrete cast against and permanently exposed to earth = 3 inches.
2. Concrete exposed to earth or weather = 1-1/2 inches
3. Concrete not exposed to earth or weather = 3/4 inches
F. Concrete must be batched, mixed, and transported in accordance with The Specifications for Ready -Mixed
Concrete ASTM C94. Concrete shall be placed with -in 90 minutes of batch time.
G. A qualified testing laboratory shall be retained to perform the following concrete tests. The concrete
samples shall be taken in accordance with ASTM C 172 and specimens made in accordance with ASTM C
31. Testing of specimens shall be in accordance with ASTM C 39. Each test shall consist of a minimum of
3 cylinders. One sample shall be tested at 7 days, and one at 28 days. Reports showing the results of
testing shall be submitted at the earliest possible date following testing and shall indicate date, time, weather
conditions (temperature), composition of mix (per delivery ticket), slump, location of concrete, compressive
strength, type of break, and other pertinent information helpful in the evaluation of the tests. All tests shall
be sequentially numbered for easy identification. The concrete test cylinders shall be taken for each type of
class of concrete and not less than once per daily pour, nor less than the following intervals:
1. Footings and sidewalks: One set of samples for each 100 cubic yards of concrete placed, nor less than
once per daily pour.
2. Floor slabs: One set of samples for each 50 cubic yards of concrete placed, nor less than once per daily
pour.
3. Concrete beams & Columns: One set of samples for each 50 cubic yards of concrete placed, nor less
than once per daily pour.
4. Tilt wall panels: One set of samples for each 50 cubic yards of concrete placed, nor less than once per
daily pour.
H. Expansion and Contraction Joints: Floor (contraction) joints shall be saw cut or prefabricated at a maximum
spacing of 2 to 3 times the slab thickness in feet (i.e. 8'-12' o/c for a 4" thick slab). These contraction joints
shall be approximately 1/8" wide and extend to a minimum depth of 1/4 the slab thickness. A 1/4" perimeter
expansion (isolation) joint shall be used at floors adjoining walls and around all columns. These isolation
joints shall be formed by installing an asphalt impregnated fiber sheet that extends the entire thickness of
the slab.
VII. CONCRETE REINFORCEMENT:
A. Reinforcing steel bars shall be Grade 60 (60 KSI ASTM A615) steel and tied with drawn steel wire.
B. Welded Wire Fabric shall conform to ASTM A185.
C. Placement of reinforcing steel shall be as shown on plans and per the "Manual of Standard Practice for
Detailing Reinforced Concrete Structures", ACI 315 manual on placing steel reinforcing.
D. Provide minimum lap splice of 48 bar diameters, but not less than 18 inches, for all reinforcing bars, unless
noted otherwise. Stagger splices in adjacent bars at least 24 inches, except in beams and columns.
E. In wall footings, grade beams and bond beams, provide bent bars at corners and intersections of the same
number and size as the straight bars.
F. Provide for an allowance of 1 % of the total reinforcing steel for the project to be fabricated and placed during
progress of the work as may be directed by the Structural Engineer, in addition to the reinforcing steel
indicated on the drawings. A credit for any unused quantity of this material at the end of the project shall be
given to the Owner.
VIII. CAST IN PLACE CONCRETE:
A. The concrete supplier shall provide mix designs of all concrete used in structural applications.
B. When pouring against earth, the embankment shall be wetted first and all pours on direct sun days will be
misted at least twice following initial set. Isolation joints shall be provided at all columns and expansion felt
at the perimeter of the slab.
C. Finish on the surface of floor shall be machined troweled followed by hand finishing as required.
D. Exterior walks and parking areas to be light brushed finished.
E. Curing of concrete shall be in accordance with ACI 318.
IX. FOUNDATIONS:
A. Maximum soil bearing pressure used for design ....... 2000 PSF
B. Notify Engineer if footing excavation reveals unsuitable or unstable soils, or materials or conditions not
anticipated in the area.
C. Concrete placement shall occur immediately after footing excavation & placement of reinforcing steel. Any
freestanding water shall be pumped out of footing excavation prior to concrete placement
D. A qualified testing laboratory shall be retained to perform the following minimum in -place density tests: This
suggested testing shall be used in absence of a testing program suggested by a soil engineer as contained
in a soil report performed for this project.
1. One density test for each 2,500 square feet of compacted subgrade.
2. One density test at each column.
3. One density test per 50 feet of wall footing.
X. STRUCTURAL STEEL:
A. Fabrication and erection of structural steel shall be in accordance with AISC "Specification for the Design,
Fabrication and Erection of Structural Steel for Buildings" (latest edition).
B. Structural steel team qualifications shall be:
1. Fabricator Qualifications: A qualified fabricator who participates in the AISC Certification Program and is
designated an AISC Certified Plant, Category "Standard for Steel Building Structures" (STD) at time of
bid.
2. Erector Qualifications: A qualified installer who participates in the AISC Certification Program and is
designated an AISC Certified Erector, Category "Certified Steel Erector" (CSE) at time of bid.
C. Structural steel shapes (used as beams and columns) shall conform to ASTM A992 Grade 50 KSI unless
otherwise noted on the contract drawings.
D. Plates, channels, rods, anchor bolts and angles shall conform to ASTM A36 unless otherwise noted of the
contract drawings.
E. Steel pipe shall conform to ASTM A53 Grade B or ASTM A501.
F. Structural tubing shall conform to ASTM A500 Grade B (46 KSI minimum).
G. All bolts (except anchor bolts) shall be high strength (HSB) shall conform to ASTM A325, 3/4" diameter
unless noted otherwise. High strength bolts shall be used unless specifically noted on the drawings.
H. All welding shall be performed by certified welders in accordance with AWS "Code for Arc and Gas Welding
in Building Construction" (latest edition). The minimum electrode used shall be E70xx Low Hydrogen
electrodes unless otherwise specified.
I. Structural steel shall be primed painted with one coat of light gray primer meeting the minimum requirements
of Federal Specification TT-P-664 or Steel Structures Painting Council Specification 15-68T, Type I. All
members to receive spray on fire proofing shall not be painted.
J. All beams shall be fabricated and erected natural camber up
K. Connections may be single shear plate (or double angle) framed beam connections per AISC unless noted
otherwise. All bolts shall be 3/4" diameter A-325-N unless noted otherwise. Shop connections may be
bolted or welded, with welded connections equal to bolted connections. All bolts shall be tightened snug
tight with suitable nuts and hardened washers unless noted otherwise. Design connections for the larger of
either the shear value shown on the drawings or 75% of the maximum shear listed in the tables for
"Allowable uniform load in Kips for beams laterally supported" at the bottom of each page in the "Properties
And Reaction Values" Part 2 of the latest edition of the AISC "Manual Of Steel Construction".
L. Splicing of structural steel where not detailed is not permitted with out prior written approval of the structural
engineer.
M. Structural openings, supports, anchors, etc. around or affected by mechanical, electrical and plumbing
equipment shall be verified with the equipment purchased before proceeding with structural work affected.
N. Provide for an allowance of 1 % of the total structural steel for the project to be fabricated and placed during
progress of the work as may be directed by the Structural Engineer, in addition to the reinforcing steel
indicated on the drawings. A credit for any unused quantity of this material at the end of the project shall be
given to the Owner.
XI. LIGHT GAUGE STEEL FRAMING:
A. The light gauge steel framing members specified are based on structural properties of Dale/Incor. Members
may be supplied by other manufacturers provided the members meet or exceed the structural properties as
specified in Dale/Incor catalog.
B. Standards:
1. American Iron and Steel Institute (A.I.S.I.) "Design of Cold Formed Steel Structural Members".
2. American Welding Society (A.W.S.) D1.3, Structural Welding Code - Sheet Steel".
C. Track shall be securely anchored to the supporting structures as shown using the specified fasteners.
Concrete anchors shall be installed after full compressive strength has been achieved.
D. Studs shall be plumbed, aligned and securely attached to the flange or webs of both upper and lower tracks.
E. Wall studs bridging shall be attached in a manner to prevent stud rotation.
F. Temporary bracing shall be provided until erection is completed.
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I CERTIFY TO THE BEST OF MY
KNOWLEDGE THAT THE
DRAWINGS & SPECIFICATIONS
COMPLY WITH THE APPLICABLE
MINIMUM BUILDING CODES
ISSUE DATE
12-05-08
1
2
3
4
REVISIONS A
SWET NUMBER
S-0.1
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STRUCTURAL NOTES
XII. CONCRETE MASONRY UNITS:
A. Concrete block work under this section shall be as per plans and shall be plumb, true to line with level
courses accurately placed. Where no pattern is indicated, masonry shall be laid in a running bond.
B. The masonry work preformed under this section shall be constructed under the quality assurance program
meeting or exceeding "Level 2 Quality Assurance" as defined in the latest edition of the ACI 530 Building
Code Requirements for Masonry Structures. The visual inspection portions of Level 2 shall be preformed by
the local building code authority and / or a qualified testing laboratory. The verification of fm shall be
preformed by the material supplier's laboratory or qualified testing laboratory. The cost of this testing shall
be paid by the contractor and reports shall be distributed to the Owner, Project Architect and Structural
Engineer of Record.
C. All concrete blocks shall have a minimum fm of 1500 PSI and be of standard weight conforming to ASTM
C-90 Type N-1. Concrete masonry units shall be dry when laid.
D. Mortar shall be used within 2 1/2 hours after initial mixing. Mortar that has stiffened due to evaporation within
this period shall not be retempered or restored to workability. Mortar shall be Type S Type S (fm = 1800 PSI
at 28 days) for above grade work, and Type M (fm = 2500 PSI at 28 days) for below grade (and retaining
walls).
E. Hollow units shall be laid with full mortar coverage of horizontal and vertical face shells. Webs shall also be
bedded in all courses of piers, columns, and pilasters, and in the starting courses on footings, and where
adjacent to cells or cavities to be filled with coarse grout. Mortar joints shall be 3/8" thick except where
otherwise indicated. Exterior walls to be covered shall have flush joints, and interior wall joints shall be
tooled with a round jointer.
F. Horizontal joint reinforcing (wire type with 9 gage equal to Dur-o-wal) shall be placed at 16" o/c. vertically
and shall extend at least 6" into vertical columns or pilasters. Horizontal reinforcement shall not be
continuous across control joints and shall be placed fully embedded in face -shell mortar beds for their entire
length (minimum mortar cover of 5/8").
G. Vertical reinforcement (where required) shall be placed in the center of masonry cores unless shown
otherwise. This reinforcement shall be lapped (where required) a minimum of 48 bar diameters or 2'-1"
whichever is greater. Masonry cores shall be filled with coarse grout conforming to ASTM C476.
1. 3000 PSI at 28 days
2. 3/8" aggregate
3. 8" - 11" slump
H. Bond beams shall consist of load -bearing units filled with coarse grout and reinforced as indicated unless
noted other wise in contract drawings. Reinforcement shall be continuous except through expansion
(control) joints. Where bond beam is not broken at control joint, a dummy control joint shall be formed in the
bond beam.
I. Unfinished work shall be stepped back for tooling with new work. Toothing may be employed only when
specifically approved. Before laying new work, loose mortar shall be removed and the exposed joint
thoroughly cleaned.
J. Use masonry saws to cut block as required.
K. If wall reinforcing is not shown plans, place one #5 bar in a cell filled with coarse grout at a maximum
spacing of 48". Also fill the first cell adjacent to any opening, and located three filled cells at any wall corner
or intersection.
L. Provide clean -outs for filling cells in lifts exceeding 4 ft, but lifts shall not exceed 12'-0.
M. At the completion of the work all holes in joints of masonry surfaces to be exposed or painted (except weep
holes) shall be filled with mortar and suitably tooled. Masonry walls shall be dry brushed at the end of each
day's work and also after final pointing, and shall be left clean and free from mortar spots and droppings.
Any cracks in masonry shall be repaired. Defective joints shall be cut out and repointed.
XIII. DELEGATED (SPECIALTY) ENGINEERING REQUIREMENTS:
A. GENERAL REQUIREMENTS:
1. Definition of Delega►ed (Specialty) Engineer: A Professional Engineer, who is licensed in the same state
as the Project, not the Structural Engineer of Record, who specializes in and who undertakes the design
of structural components prepared for this Project.
2. Submittals for custom designed, manufactured or fabricated load -carrying items and custom fabricated
items that are required by codes or standards to resist forces and stresses, including their connections,
anchorages, and attachments require a Delegated Engineer.
3. For each category of submittal requiring input from a Delegated Engineer, the Contractor shall attach to
the first submittal a signed and sealed letter from the responsible Delegated Engineer stating "I certify
that the design and drafting of the shop drawings which are signed and sealed by me were prepared
under my direct supervision and control and to the best of my knowledge the shop drawings comply with
the applicable minimum building codes and contract drawings."
4. Review by the Structural Engineer of Record of submittals is LIMITED TO the following:
a) The specified structural submittals have been furnished.
b) The structural submittals have been signed and sealed by the Delegated Engineer.
c) The Delegated Engineer has understood the design intent and has used the specified structural
criteria. No detailed check of calculations will be made.
d) The configuration set forth in the structural submittals is consistent with the contract documents. No
detailed check of dimensions or quantities will be made.
5. SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL NOT BE REVIEWED.
B. Exterior curtainwalls shall be designed by the vendor's Delegated Engineer and shall include frame, glazing,
and connections. Shop drawings shall be submitted for review and be signed and sealed by a structural
engineer licensed in the same state as the Project. Design loads shall be based on wind speed and factors
listed above under building design criteria.
XIV. EPDXY ANCHORS:
A. The epoxy anchors shown on this plan are based on the properties of HILTI HY 150 Injection Adhesive
Anchors. The Contractor may use other manufacturers provided that their anchors meet or exceed the
allowable tension and shear loads for the size and depth anchors specified in these design drawings.
Additionally the product data for the substituted anchors shall be submitted to the Structural Engineer of
Record for our approval. No work shall be performed using any alternate anchors with out first receiving the
approval of our office.
B. Anchoring adhesive shall be a two-part component 100% solids epoxy based system supplied through a
static -mixing nozzle supplied by the manufacturer. This requirement shall be met regardless of which epoxy
product or manufacturer that is used on this project.
C. The threaded rods to be used in combination with the HILTI HY 150 Injection Epoxy system shall be
fabricated from steel meeting or exceeding the properties of ASTM A36.
WIND ZONES
ON STRUCTURE
POSITIVE WIND PRESSURES ON GLAZING & WALL COMPONENTS
LOCATION ON BUILDING
POS, PRESSURE
POS, PRESSURE
POS, PRE
POS. PRESSURE
< 10 SCE. FT.
< 20 SO. FT.
< 50 SO. FT.
< 100 SO. FT.
FIELD AREA
4
21B PSF
20Z PSF
1S.5 PSF
16B PSF
GORNER AREA
❑5
21.8 PSF
20.8 PSF
15.5 PSF
18B PSF
NEGATIVE WIND PRESSURES ON GLAZING & WALL COMPONENTS
LOCATION OWN BUILDING
NEC. PRESSLRE
NEC. PRESSURE
NEG. PRESSURE
NEC. PRESSURE
< 10 SCE. FT.
< 20 SCE, FT.
< 50 SCE. FT.
< 100 SCE. FT.
FIELD AREA
23.6 PSF
22.6 PSF
213 PSF
20.4 PSF
CORNER AREA
El
2S.1 PSF
2-12 PSF
24.6PSF
22b PSF
ROOF WIND UPLIFT PRESSURES
ZONE
UPLIFT PRESSURE
UPLIFT �
UPLIFT PRESSURE
UPLIFT PRESSLJ12E
NET UPLIFT PRESSURE
< 10 SO. FT.
< 20 SCE. FT.
< 50 SCE. FT.
< 100 SO. FT.
ON BAR JOIST
0
21S PSF
212 PSF
20.5P6F
15.5 PSF
1.9 PSF
36.5 PSF
32-6 PSF
215 PSF
25.1 PSF
16.1 PSF
M
55.0 PSF
45.5 PSF
33.1 PSF
28.1 PSF
16.1 PSF
WIND LOAD BASED ON USING THE ASCE 1-02 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER
STRUCTURES" METHODS OF CALCULATION FOR WIND PRESSURES AND THE FOLLOWING FACTORS:
1. WIND SPEED OF 110 MPH.
2. BUILDING IMPORTANCE FACTOR OF 1.0 (BUILDING CATEGORY II PER ASCE-1).
3. "ENCLOSED" BUILDING CLASSIFICATION (GCpi = 10.18).
4, BUILDING EXPOSURE CATEGORY 'B'
5. MEAN ROOF HEIGHT LESS THAN 30'-0".
6. ROOF ANGLE OF LESS THAN 10 DEGREES.
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MINIMUM BUILDING CODES
JOB NO
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DRAWN/REVE:WED:
B.MM.
ISSUE DATE
12-06-08
REVISIONS A
1
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SMET NUMBER
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1 FOUNDATION PLAN
51.1 SCALE: 114" - 11-011
COLUMN SCHEDULE
MARK
TYPE
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NOTE
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HS5 6x.xY4"
10"x10"x3/4" THICK BASE PLATE. W/
(4) 3/4" DIA. EPDXY ANCHOR RODS
REFER TO DETAIL,
2/5-2.1 4 3/5-2.1
FOOTING 50HEDULE
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R�M�R�GS
LENGTH
WIDTH
DEPTH
TOP
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4'-0"
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1'-0
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-
F2
CONT
2'-0"
1'-0"
-
(2) #5 BAR CONT
-
NOTES:
1. THE BOTTOM OF ALL FOOTINGS SHALL BE (1'-4") MIN. BELOW FINISHED EARTH GRADE.
2. THE TOP OF ALL INTERIOR FOOTINGS SHALL BE (8") BELOW FINISHED FLOOR U.N.O. (UNLESS NOTED OTHERWISE).
3. THE TOP OF ALL EXTERIOR FOOTINGS SHALL BE (1'-4") BELOW FINISHED FLOOR U.N.O.
SEE DETAI
FOR BLOC,
BRIDGING
TYPICAL HEADER SCHEDULE
MARK
ROUGH OPENING
SIZE
KING 5TUD5
TRIMMER STUDS
REQUIRED 012 TEK 5CREW5
WIDTH
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(UN.O.)
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TOP OF ALL TRIMMER
STUDS
TRIMMER STUDS
HEADER DETAILS
SCALE, N.T.S.
SEE HEADER
SCHEDULE FOR N OF
TEK SCREWS
EQUALLY SPACED
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KNOWLEDGE THAT THE
DRAWINGS & SPECIFICATIONS
COMPLY WITH THE APPLICABLE
MINIMUM BUILDING CODES
JIM NO:
HM
DRAW"EVE:WED:
B.MM
ISSUE DATE
12-05-08
REVISIONS Q
1
2
3
4
SWET NUM3M
S-1.1
713
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CONTRACTION JOINT Ys" WIDE SAW CUT TO BE MADE NO LATER
THAN 24 HOURS AFTER PLACEMENT OF
CONCRETE SLAB. CUT SHALL BE MIN,
SLAB THICKNESS/4 IN DEPTH (I.E. I" FOR
A 4" THICK SLAB)
TOP OF SLAB
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SMOOTH DOWEL SCHEDULE
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DEPTH
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DIAMETER
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CONSTRUCTION JOINT DOWELS SHALL BE SAW CUT NOT SHEAR
(IF APPLICABLE) CUT TO PREVENT END DEFORMATION.
CENTER ROD OVER JOINT. SEE
SCHEDULE ABOVE FOR SIZE 4 SPACING
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CONTRACTION CONSTRUCTION JOINTS
SCALE 1 1/7 - I'-O'
EPDXY ANCHOR ROD SCHEDULE
COLUMN MARK
ANCHOR ROD
LENGTH (L)
REMARKS
Gl
(4) 3/4" DIA.
g"
,gKTOP OF FOOTING
ASTM A36 STEEL
3000 PSI CONIC. (MIN.)
ANCHOR BOLT SCHEDULE
SCALE: N.T.S.
8"x18 GA (8005162-43)
STUD 6 24" O.G.
8"x18 GA TRACK (800TTD-54)
w/ (2) 012 TEK SCREWS TO
EACH STUD 4 (1) Y4" DIA
TAPCON TO MASONRY -0 12"
EXPANSION JOINT O.C. STAGGERED w/ MINIMUM
MATERIAL 1Y4" EMBED
NEW SLAB SAME THICKNESS EXISTING SLAB NEW SLAB �
AS EXISTING. OTHERWISE PER PLAN w
GONG. SLAB AS INDICATED U
ON FND. PLAN. 6 -
MIN.
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X
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16" LONG 03 SMOOTH DOWELS EPDXY GROUTED
a 2411 O.C. - DOWELS TO BE SAW
CUT TO PREVENT END
DEFORMATION.
NEW TO EXISTING SLAB CONNECTION
SCALE 1 1/7 - 1'-O'
—III � III —III —III —I I _
� I =III 1III=IIIIIII I �
(2) COURSE OF I=1 1=
8" CONCRETE
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I 1 —1
(2) *5 BARS,
2' —0" CONTINUOUS
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SCALE: 3/4'- 1'-0'
12"
TYP.
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THICKENED EDGE
BEYOND
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PER PLAN
FOR COLUMN AND
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SEE FND. PLAN
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FOUNDATION
PLAN FOR SIZE
AND REINFORCING
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MATERIAL
NEW SLAB
PER PLAN
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I
SCALE, 3/4' - I'-O'
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EXPANSION
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PLAN
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NEW SLAB AT EXISTING BUILDING
SCALE: 3/4' - I' -Ow
1 8"x18 GA TRACK (800TTD-54)
5-3.1 w/ (2) 012 TEK SCREWS TO
(� EACH STUD 4 (1) Y4" DIA
TAPCON TO MASONRY s 12"
O.G. STAGGERED w/ MINIMUM
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EXPANSION JOINT
MATERIAL
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KNOWLEDGE THAT THE
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COMPLY WITH THE APPLICABLE
MINIMUM BUILDING CODES
JOB NO
H2O8
DRAWN/REVIEWED:
BMM
ISSUE DATE
12-05-08
REVISIONS Q
2
3
4
SWET NUMBER
S-2.1
METAL STUD
PER PLAN
v�
1k4- VERIFY (5) 3/4" VIA
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BOLT CONNECTION
6XI8xi6 GA CONTINUOUS IN FIELD
TRACK (6005162-45) w/'
(I) Y4" VIA TAPGON Y4/ `%' EXI5TING W24x55
MINIMUM IY4" EMBED ` � � "' EXISTING WI2x26 w/ OLTOP OF STEEL 2"x2"xl2 6A x0'-(b" LONG
012 TEK SCREWS ®12" O.G. CONCRETE INFILL EL: IS'- '2 F-- , MIN (3) 0.145" DIA PDF ANGLE w/ (4) #12 TEK
(TYPICAL) BETWEEN FLANGES { FASTENERS (OR #12 TEK 50REWS TO EACH STUD,
PLYWOOD TO REMAIN 0 SCREWS) TO ANGLE TOP BOTTOM
ll'4"xly4"xl6 GAUGE SHEATHING O 1 3/I6" ABOVE d BELOW
ANGLE (MINIMUM) PER PLAN � EXISTING ANGLE ABOVE
-- L 5"x5"xI6 6A CONTINUOUS 4 BELOW
- TOP OF STUD EXISTING WI2x26 #
- a ,� ANGLE w/ (1) 12 TEK (MIN 3 VERTICAL LEGS)
COLD ROLLED LOCATE BRIC)GING AT x
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x 50REW TO EACH STUD X
"U" CHANNEL • • 4'-0" O.C. MAX. x
x �,
- -- 8"x8"xY2" GAP PLATE
w/ 3/e" GU55ET PLATE PLYWOOD SHEATHING
f BOTH 51VE5 PER PLAN
STUD FRAMING ; - f
PER PLAN
NEW COLUMN
C: PER PLAN EXISTING WI2x26
� EXISTING MASONRY X X i TO REMAIN
2"x2"xl2 GA xO'-6" LONG " WALL TO REMAIN NEW COLUMN
ANGLE w/ (4) #12 TEK - 4 PER PLAN X X GEE 3�/8"x 18 GA STUD
3 X (5625162-45) w/ (4) #12 TEK
5GREW5 TO EACH STUD 8 /e GUSSET
(U Y4" VIA TAPGON w/ PLATE X SCREWS TO EACH STUD
MINIMUM V4" EMBED TO STUD FRAMING X
GU55ET PLATE LAYOUT
PER PLAN
MASONRY
(4) #12 TEK 5CREW5
FOR STUD TO ANGLE
CONNECTION
LIGHT GAUGE STUD LATERAL SL PPORT STUD TO MASONRY CONNECTION 3 FEW COLUMN TO EXISTING BEAM CONFECTION 4 NEW ROOF TO EXISTING BEAM
S-3a SCALE N.T.S. s-al SCALE I' - 1'-V 3-3.1 SCALE I' - 1'-0' 5-3.1 SCALE 1 1/7 - 11-00
5"xI5 GA TRACK 8"xlb GA TRACK
(BOOTTD-43) w/ (2) (500TTD-45) w/ (2)
CEILING JOISTS SPACED #12 TEK 5CREW5 TO #12 TEK SCREWS TO
PER PLAN EACH STUD EACH STUD
L 5"x5"xl6 GA CONTINUOUS
ANGLE w/ (1) #12 TEK GEE 5"x18 GA (5005162-45)
PLYWOOD SCREW TO EACH STUD
BLOCKING ®4'-O" O.G. w/
SHEATHING
PER PLAN (4) #12 TEK 5CREWS PLYWOOD 5HEATHING (4) #10 TEK SCREWS TO PLYWOOD 5HEATHING
�' FOR 5TUD TO 5710 PER PLAN STUD FROM SHEATHING 4 PER PLAN
CONNECTION TYPICAL ROOF STUD LIGHT GAUGE STUD
PER PLAN
�\ GKIN6
i T.O. STUD -.,..... �..... , ^ — -
r T.O. STUD -- wY�v r. Z� ... _...:: TO I REMAIDE
EL: 14'-q" - - — --- - - --� — EL: VARIES L --
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11/2 "xrY32"xl& GAUGE
RUNNER CHANNEL
AT BOTTOM
5 "x 18 6A 57
BU I LDOUT
24" O.G.
(5005162-4!
(4) #12 TEK
5CREW5 FOl
STUD TO 5Tl
GONNEGTIO1
(TYPICAL)
MAIN b"x18 c
(b005162-4;
VERTICAL 5
a 24" O.G.
:EWS
TEK SCREWS.
JOIST BLOCKING, BRIDGING DETAIL_
SCALE N.T.S.
Y2" PLYWOOD SHEATHING
YV/ #10 WOOD TO METAL
50REW5 ® 6" O.G.
(TYPICAL)
6 "x 18 GA STUD BU I LDOUT
® 24" O.G. (6005162-45)
2 "x2 "x 12 6A xO'-(o" LONG
ANGLE w/ (4) #12 TEK
SCREWS TO EACH STUD W/
(4) #10 WOOD TO METAL
TO PLYWOOD. LOGAT'
CLIPS ® 4'-0" O.G.
5-5.1
Y2" PLYWOOD SHEATHING
w/ #10 WOOD TO METAL
5GREW5 ® 6" O.G.
STUD FRAMING (2) #12 TEK SCREWS f XX
PER PLAN FOR STUD TO STUD
CONNECTION TYPICAL I YI RUNNER CHANNEL
s-31 STUD FRAMING PER DETAIL 5/5-5.1
PER PLAN _
8 xl8 6A (8005162-45)
VERTICAL STUDS ® 24" O.G.
8"xI5 SA (5005162-43)
.� VERTICAL STUDS o 24" O.G. (4) #12 TEK SCREWS
FOR STUD TO 5TUD
CONNECTION
STUD PARAPET CONDITION
SCALE I* - I' -a
Y2" PLYWOOD SHEATHING
w/ #10 WOOD TO METAL
SCREWS ® 6" O.G.
STUD PARAPET CONDITION
SCALE I" - 1'-0'
GEE 6"x18 GA xl'-6"
TALL, MIN VERTICAL
STUD (6005162-45)
W/ (8) 0.145 D I A
PDF TO BEAM WEB
COPE 4 BEND STUD AS
REOUIRED TO ALLOW MIN 2"
LAP AT TOP OF STUD FOR
CONNECTION TO BEAM
FLANGE. FASTEN TO BEAM
W/ (2) 0.145" MIA PDF
EXISTING STEEL BEAM
TO REMAIN
LIGHT GAUGE STUD TO BEAM CONNECTION
SCALE 1 1/7 - 1'-0*
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I CERTIFY TO THE BEST OF MY
KNOWLEDGE THAT THE
DRAWINGS & SPECIFICATIONS
COMPLY WITH THE APPLICABLE
MINIMUM BUILDING CODES
JOB B NO
H2O8
DRAWN/REVEWED:
BMM
ISSUE DATE
12-05-08
REVISIONS Q
1
2
3
4
FACADE FRAMING
SCALE 1 1/7 - I'-0•
SHEET NUMBER
S-3.1
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