HomeMy WebLinkAboutDFW West Logistics_Structural As Builts_12.18.24SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S0.1
STRUCTURAL NOTES
STRUCTURAL NOTES:
I.GOVERNING CODES:
This design is based on the following codes:
A.International Building Code 2006 (IBC 2006)
B.Building Code Requirements for Structural Concrete ACI 318
C.Specification for the Design, Fabrication, and Erection of Structural Steel for Building, ASD Design
method.
D.Building Code Requirements for Masonry Structures, ACI 530 / ASCE 5 / TMS 402
E.Structural Welding Code D1.1
II.DESIGN LOADS:
A.Wind load based on ASCE 7-10 “Minimum Design Loads for Buildings and Other Structures” methods of
calculation for wind pressures and the following factors:
1.Mean Roof Height of 38'-9”
2.Wind speed of V(ULT)=115 MPH, V(ASD)=89.1 MPH
3.Exposure Category 'C'.
4.Internal Pressure Coefficient of +/- 0.18 (“Enclosed” or “Partially Open” building).
5.Base Velocity Pressure of 28.7 PSF
6.Base Shear Due to Main Frame Loading
a)Vx=194 Kip
b)Vy=539 Kip
B.The wind load design on this building was based the structure meeting ASCE-7 10 definition of an
"enclosed building". This requires all exterior doors remain closed except during loading/unloading
operations. All exterior doors shall remain closed in the event of a high wind event. a high wind event is
defined as winds exceeding 40 mph or expected to exceed 40 mph (service level).
C.Seismic design was based on ASCE 7-10 “Minimum Design Loads for Buildings and Other Structures” and
the following criteria.
1.Spectral Accelerations: Short Periods Ss=9.8% 1-Second Periods S1=5.2%
2.Design Spectral Accelerations: Short Periods SDS=0.105, 1-Second Periods SD1=0.083
3.Occupancy importance factor of 1.0.
4.Site class C
5.Design Category B
6.Base shear calculated using section Equivalent Lateral Force Procedure (ELF)
7.Seismic Base Shear 231 Kip
D.Ground Snow load of 5 PSF
E.Roof Snow Load is based on ASCE 7-10 “Minimum Design Loads for Buildings and Other Structures” and
the following criteria.
1.Ground Snow Load of 5 PSF
2.Importance Factor of I=1.0
3.Exposure Factor of Ce=1.0
4.Thermal Factor of Ct=1.1
5.Slope Factor Cs=1.0
6.Rain on Snow Surcharge of 5 PSF
7.Flat Roof Snow Load of pf =3.85 PSF
8.Minimum Roof Snow Load of pm=5 PSF.
9.Sloped Roof “Balanced” Roof Snow Load of ps=8.85 PSF (includes surcharge)
F.Roof live load of 20 PSF with allowable load reductions based on area as outlined in the Building Code.
Roof drainage shall conform to the requirements of the Building Code. 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.
G.Roof dead load of 12 PSF.
H.Roof dead load per metal building manufacturer.
I.Roof collateral load (superimposed dead load) of 5 psf (includes wet sprinkler system).
J.Handrails and guardrails shall be designed for 50 pounds per linear foot or a 200-pound concentrated load
at any direction. The intermediate rail on guardrails shall be designed to resist 50-pound concentrated
load at any direction.
K.All stairs (including exterior dock stairs) shall be designed to resist a 100 PSF live load OR a 300-pound
vertical concentrated load placed on a 2” by 2” square area. The concentrated load need not to be
assumed to act concurrently with the uniform live load.
L.Allowable soil bearing of 4,000 PSF.
III.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 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 or
to the Project Engineers business email address.
3.If the electronic files are sent to our office 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 the Tampa Bay Area.
E.If the shop drawings are re-submitted with changes, these changes shall be clouded to identify them.
Submittals which ae not clouded will be returned to the Contractor.
IV.DRAWINGS AND SPECIFICATIONS:
A.Do not scale these drawings for dimensions that are not given. Advise the 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 and shall be verified prior to
commencing work.
D.The contractor shall comply with the manufacturer's instructions and 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 and equipment and are intended to convey the general intent of
the work in scope and layout. They are not intended to show in minute detail every and 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 not perform any 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 prepared 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.
V.CONCRETE:
A.Concrete to be used in Foundations:
1.Design compressive strength: 3,000 psi
2.Maximum Slump: 4" (+/- 1") prior to the addition of any admixture as measured at the point of
discharge.
3.Concrete may have air entrainment up to 3% maximum unless in geographical area which is
susceptible to freezing conditions may require more.
4.Fly ash, if used, shall not exceed 20% by weight of total cementitious content.
5.Blast slag if used, shall not exceed 50% (or 30% if combined with fly ash) by weight of total
cementitious content.
6.The concrete shall contain the maximum size aggregate permitted by ACI Code up to 1” maximum.
The guidelines for maximum aggregate size are not greater than 1/5 the narrowest opening in the
forms.
B.Concrete to be used in Slab on Ground:
1.Design compressive strength: 4,000 psi
2.Maximum Slump: 4" (+/- 1") prior to the addition of any admixture as measured at the point of
discharge, 5" at the back of concrete mixer truck.
3.The water / cement ratio shall not exceed 0.52.
4.Concrete to be used for interior slabs shall contain only “entrapped air” and shall have not more than
3% MAXIMUM air content.
5.The concrete shall contain the maximum size aggregate permitted by ACI Code up to 1” maximum,
with 3% (minimum) of all aggregate retained on the ¾” sieve. 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. Coarse aggregate shall be crushed
6.Floor slabs which are 6” and greater shall have #467 and # 6 “blended” coarse aggregate as defined
in ASTM C 33.
7.The combined aggregate volume shall plot within Zone II of the coarseness factor chart.
8.The combined aggregate gradation shall conform with the requirements of the tarantula curve
developed by Oklahoma State University.
9.The mortar fraction shall be approximately 54%.
10.Current (no older than 2 months) aggregate gradations shall be included with the slab mixture
submittal.
11.Blast slag if used, shall not exceed 30% by weight of total cementitious content.
C.Concrete to be used in Tilt Wall Panels:
1.Design compressive strength: 4,000 psi
2.Maximum Slump: 4" (+/- 1") prior to the addition of any admixture as measured at the point of
discharge.
3.Concrete shall contain only “entrapped air” unless in geographical area which is susceptible to
freezing conditions may require more.
4.Blast slag if used, shall not exceed 30% by weight of total cementitious content.
5.The concrete shall contain the maximum size aggregate permitted by ACI Code up to 1” maximum,
with 3% (minimum) of all aggregate retained on the ¾” sieve. The guidelines for maximum
aggregate size are not greater than 1/5 the narrowest opening in the forms.
D.The concrete supplier shall provide mix designs of all concrete used in structural and slab on ground
applications to Richard Adams Engineers. Each concrete mix in the submittal shall identify the structural
components or building areas the mix is intended to be used.
E.Concrete formwork: Concrete formwork shall be in 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.
F.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
4.Beams & Columns (not in Tilt Wall Panels) 1 ½” minimum cover over Primary reinforcement, ties,
stirrups and spirals
G.All concrete shall meet or exceed “Specification for Tolerances for Concrete Construction and Materials
(ACI 117)”
H.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.
I.The addition of water in the field is acceptable ONLY where the concrete supplier provides a “Water
Stamp” on the mix ticket indicating how much additional water can be added to the mix without exceeding
the design water / cement ratio.
J.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 5 cylinders. One sample shall be tested at 7 days, three at 28 days and one hold for later testing if
required. 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 either 100 cubic yards of concrete placed or for each 5,000
square feet of surface, nor less than once per daily pour.
3.Tilt wall panels: One set of samples for either 100 cubic yards of concrete placed or for each 5,000
square feet of surface, nor less than once per daily pour.
K.Concrete Mix submittals shall include any relevant information regarding the use of fiber (Poly and/or
Steel) reinforcing that will be added at the batch plant. Fiber shall not be added at the job site.
L.The addition of Calcium Sulfate to a mix design to increase the Heat of Hydration to offset cold weather
pours where freezing is possible is not permitted.
M.Concrete pours where freezing is possible shall follow the recommendations of ACI 306.
VI.CONCRETE SLAB ON GROUND:
A.The concrete slab for this project is prescriptive. No structural design has been provided.
B.The concrete slab on ground has been designed upon the following assumptions:
1.Soil Bearing pressure of 2,000 PSF
2.Soil constant k value of 150psi/in
C.The slab on ground can accommodate a working uniform load as listed below based on the following slab
thicknesses: Slab on ground loading exceeding 125 PSF shall be confirmed by Geotechnical Engineer.
1.700 PSF for slabs 7” and thicker
D.The following guidelines should apply to the layout of contraction joints in the slab. These joints shall not
be spaced no greater than:
1.15'-0" o.c. for slabs 7" and thicker
E.The slab on ground shall meet the following Flatness/Levelness (FF/FL) ACI 117 requirements listed as
Overall/where local area is defined as every structural bay.
1.Warehouse Buildings: 50/35
F. The following limitations to the water to cement ratio and admixtures shall apply:
1.The addition of water in the field is acceptable ONLY where the concrete supplier provides a “Water
Stamp” on the mix ticket indicating how much additional water can be added to the mix without
exceeding the design water / cement ratio.
2.The use of admixtures such as high range water reducers and super plasticizers in the slab mix to
obtain the required slump and performance is acceptable. The GC shall take the responsibility of
any admixtures beyond those required by these structural drawings.
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S0.2
STRUCTURAL NOTES
STRUCTURAL NOTES:
VII.UNDERSLAB VAPOR BARRIER:
A.Provide all labor, products and equipment required to properly install an underslab vapor barrier under
interior warehouse concrete floor slabs on ground. Refer to drawings for locations.
B.Vapor barrier material shall be a multilayer polyolefin sheet material complying with ASTM E 1745, Class
A, for a 10 mil thickness. Vapor barrier shall act as a vapor retarder having a water vapor permeance less
than 0.0254 perms according to ASTM F 1249. Provide “Stego Wrap Class A Vapor Retarder” by Stego
Industries, LLC or an approved equal.
C.Provide all required accessory materials by the vapor barrier manufacturer, including seam tape and
mastic. Accessory materials shall have a water vapor permeance of 0.3 perms or lower according to
ASTM E 96.
D.Installer shall proceed with application of the vapor barrier only after substrate construction and
penetrating work have been completed and any unsatisfactory conditions have been corrected.
E.As a general installation requirement, the installer shall comply with the vapor barrier manufacturer's
written installation instructions and ASTM E 1643.
F.Unroll the vapor barrier material with the longest dimension parallel with the direction of the concrete pour.
Lap over footings or seal to foundation walls.
G.Overlap joints 6 inches and seal with the seam tape.
H.Seal all penetrations according to the manufacturer's written instructions.
I.No penetration of vapor barrier material is allowed except for reinforcing steel and permanent utilities.
J.Installer shall repair damaged areas by cutting patches of the vapor barrier material, overlapping the
damaged area 6 inches and taping all four sides with specified tape.
VIII.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 strip footings, masonry tie
beams (top of wall) and as noted otherwise.
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.
IX.CAST IN PLACE CONCRETE:
A.The concrete supplier shall provide mix designs of all concrete used in structural applications to Richard
Adams Engineers.
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 306.1 for cold-weather protection and with
recommendations in ACI 305R for hot-weather protection during curing.
X.TILT WALL PANELS:
A.Shop drawings are required for work under this section. Shop drawings shall include the following;
1.Reinforcing layout
2.Embed layout
3.Additional reinforcement required for panel erection
4.Erection hardware placement and lift engineering
5.Slab layout showing location of panel casting.
6.Shop drawings and related submittals shall match panel identification numbers shown on Structural
Drawings.
B.The concrete supplier shall provide mix designs of all concrete used in the tilt wall panels.
C.Chairs as required shall be all plastic. Steel chairs with plastic tips are not acceptable.
D.No allowance was provided for the stresses created in the panels during erection. Contractor shall have
panels investigated by a Professional Engineer licensed in the State of the Project to design panel lifting
system. The results of this investigation shall be provided to this Engineer prior to the start of casting of
the tilt wall panels.
E.Rustification forming material shall be new and in unused condition unless form work is designed for
reuse.
F.Where “Rubber Bearing Pad” is specified at tilt wall spandrel bearing connections, these bearing pads
shall meet or exceed the following criteria:
1.Bearing pads shall be AASHTO M 251, plain, vulcanized, 100 percent polychloroprene (neoprene)
elastomer, molded to size or cut from a molded sheet.
2.These pads shall be Type A Shore durometer hardness of 60 to 70, ASTM D 2240; and minimum
tensile strength 2250 psi, ASTM D 412 .
3.These pads shall have a Durometer Hardness of 60 min.
4.The bearing pad shall be ¾” thick (unless noted otherwise).
5.The bearing pads shall be black in color.
G.Stack casting of tilt wall panels shall not be permitted without prior written approval of the engineer. This
approval shall limited to specific panels.
H.All burrs, honeycomb and pockets shall be removed from panels after erection of same. This work shall
begin immediately after the erection of the panels is complete.
I.Panel Finishing: Unless otherwise indicated on plans, all panels shall receive a steel troweled finish on the
interior surface. The exterior surface of the panels shall be cast against the floor slab, which shall have a
steel troweled finish.
J.Holes created by erection hardware and lifting devices shall be patched smooth. Prefabricated insert plugs
are not acceptable.
K.Typical panel reinforcing shall continue uninterrupted through “knock out areas” in addition to the
reinforcing required for the future opening.
L.Holes left in the slab-on-ground due to panel braces shall be filled partially with a non-shrink grout and
topped with a minimum 2” layer of Dayton Superior (J-50) two part epoxy fill or approved equivalent. The
epoxy top layer shall be ground smooth.
XI.FOUNDATIONS:
A.Maximum soil bearing pressure used for design.......4000 PSF
B.Prepare subgrade in accordance with Geotechnical Report No. 24921 dated January 25, 2023, prepared
by Reed Engineering Group, LTD.
C.Notify Engineer if footing excavation reveals unsuitable or unstable soils, or materials or conditions not
anticipated in the original Report.
D.Concrete placement shall occur immediately after footing excavation and placement of reinforcing steel.
Any freestanding water shall be pumped out of footing excavation prior to concrete placement
XII.DRILLED FOUNDATION PIERS:
A.Foundation design criteria: All drilled and underreamed piers shall be supported in brown clay strata.
B.For bidding purposes all drilled pier footing bottoms shall be assumed at depths as noted in the
geotechnical report (unless noted otherwise in drawings). Final elevation of footings shall be established
by Owner's representative.
C.For drilled pier footings, concrete shall be placed in dry holes on excavation free from water. If water is
encountered above, it must be sealed off with a temporary steel casing. Vibrate the concrete in the top ten
(10'-0”) of all piers.
D.Vertical steel in piers shall not be lapped.
E.All members suspended above grade shall have a minimum clear distance of six (0'-6”) inches between
their soffits and grade below.
F.All grade supported slabs shall be a minimum of 7” thick reinforced with # 3 bars @ 18” o.c. both ways in
top of slab.
G.For grade supported slabs, slab reinforcing shall be held in place by bar supports and accessories as
described above. Precast concrete bar supports as described in Chapter 3 of CRSI Manual of Standard
Practice may also be used. Bar supports shall be spaced at a maximum of 4'-0” o/c both ways.
H.A 10 mil vapor barrier shall be placed directly below the grade supported slab. Lap and tape all joints and
holes.
I.The area under the building and for five feet around the perimeter should be stripped of all vegetation,
loose topsoil, and debris for a thickness of six inches below grade. Proper site drainage should be
maintained during construction so that ponding of surface runoff does not occur.
J.The exposed subgrade should be scarified to a depths as noted in the geotechnical report with a 6" and
6% of lime cap. The subgrade should then be recompaced to at least 95 percent of ASTM D 698. If weak
areas are found during recompaction, replace weak materials with select fill. Care should be taken to
insure that subgrade does not dry out prior to select fill placement.
K.All structural fill should be placed on prepared surfaces in lifts not to exceed eight inches loose measure,
with compacted thickness not to exceed six inches. All fill should be compacted to at least 95 percent of
modified proctor. Select fill shall be compacted at a moisture content ranging between -2 and +4 percent
of optimum moisture content.
L.All select fill shall be crushed limestone base material under all slabs on fill base.
XIII.STEEL BAR JOISTS:
A.The design, fabrication and erection of steel joists shall conform to the " Steel Joist Institute (SJI)
“Standard Specifications and Load and Weight Table for Steel Joists” " (latest edition).
B.Joists supplied under this section shall be fabricated by a recognized manufacturer, using cord or web
sections fabricated from steel having a yield strength of at least 36 KSI but not exceeding 50 KSI.
C.Bridging per the applicable SJI Specification shall be used and shall be installed before construction loads
are applied to the joists. The ends of all bridging lines terminating at walls or beams shall not be anchored
until all the roof dead loads are applied.
D.Ends of joists resting on steel supports, including steel embeds, shall be connected with welds per SJI
Table 5.7-1, unless otherwise noted in the plans. Provide A307 erection bolts when required by design or
SJI specifications. Field welding shall not damage the joists.
E.All joists on column centerlines shall be secured by 1/2” inch diameter A307 bolts at the top chord bearing.
The bottom chord shall be extended to the column. Once structure is stabilized these bolts to be replaced
by welds shown in the drawings.
F.All bar joists shall be designed with a 150-pound Bend-Check (not additive) for both cords unless noted
otherwise in drawings.
G.Joists shall bear 4" minimum on masonry and 2 1/2" minimum on steel U.N.O. Joists bearing on masonry
shall bear on an embedded steel plate.
H.Steel joists shall be primed painted with one coat of gray primer meeting the minimum requirements of
SSPC-Paint 25 or Steel Structures Painting Council Specification 15-68T, Type I.
I.Joist girders shall be proportioned such that they can be erected without bridging. The strutted ends of the
bottom chord shall be restrained from lateral movement to brace the girder from overturning.
J.Bar joists and truss girders shall have manufacturer's standard beveled ends or sloped shoes if joist slope
exceeds 1/4 inches per 12 inches.
K.Steel joists shall be designed to resist net uplift as shown on wind diagram shown in contract drawings.
XIV.STRUCTURAL STEEL:
A.Fabrication and erection of structural steel shall be in accordance with AISC 360 "Specification for
Structural Steel for Buildings" (latest edition).
B.Structural steel team qualifications, unless otherwise approved, shall be:
1.Fabricator Qualifications: A qualified fabricator who participates in the AISC Quality 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 Quality Certification Program,
in conjunction with the National Erectors Association of America, 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 A 992 Grade 50 KSI unless
otherwise noted on the contract drawings.
D.Plates, channels, rods and angles shall conform to ASTM A36 unless otherwise noted on the contract
drawings.
E.Anchor rod (bolts) shall conform to ASTM F1554 Grade 36, washers shall conform to ASTM F436 Type 1,
and nuts shall conform to ASTM A563. These rods shall be able to be welded.
F.Steel pipe shall conform to ASTM A53 Grade B or ASTM A501.
G.Structural tubing shall conform to ASTM A500 Grade C (50 KSI minimum).
H.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.
I.Headed stud anchors shall be Type B (ASTM A29 1010-1020) or Deformed Bar Anchors (DBA) shall be
Type C (ASTM A496 Low Carbon Steel) unless noted otherwise.
J.Teflon shims are to be CSB by Con-Slide or equivalent to this product.
K.All welding shall be performed by certified welders in accordance with AWS "Structural Welding
Code-Steel" (D1.1-2010). The minimum electrode used shall be E70xx Low Hydrogen electrodes unless
otherwise specified.
L.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. All beams shall be fabricated
and erected natural camber up
M.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 minimum 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 shear value shown on the drawings or if a shear value is not shown use 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”.
N.Before erection proceeds, and with the steel erector present, verify elevations of concrete and masonry
bearing surfaces and locations of anchorages for compliance with requirements. Do not proceed with
erection until unsatisfactory conditions have been corrected.
O.Do not enlarge unfair holes in members by burning or by using drift pins. Ream holes that must be
enlarged to admit bolts.
P.Splicing of structural steel where not detailed is not permitted with out prior written approval of the
structural engineer.
Q.Provide structural calculations for the steel to steel connections signed and sealed by a Professional
Engineer registered in the State of the Project. These calculations shall be provided with the structural
steel shop drawings and any shop drawing acceptance is contingent on the receipt of these calculations. .
R.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.
S.The General Contractor shall obtain the services of a certified steel inspector to review all steel
connections. This includes bolted connections, welded connections, and metal deck attachment. The
certified inspection reports shall be provided to Richard Adams Engineers and the Local Jurisdiction
Having Authority as required.
T.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.
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
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GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S0.3
STRUCTURAL NOTES
STRUCTURAL NOTES:
XV.METAL ROOF DECK:
A.Metal roof deck shall be 1-1/2" thick, 22 Ga. Type B (as identified by the Steel Deck Institute) painted
white gray steel deck conforming to ASTM A611 with minimum yield stress of 80 ksi. Deck finish shall be
shop primed with baked-on, lead- and chromate-free rust-inhibitive primer conforming to ASTM A1008.
B.Metal roof deck shall be 1-1/2" thick, 22 Ga. Type B (as identified by the Steel Deck Institute) G_30
Galvanized painted white bottom side gray top side steel deck conforming to ASTM A A653 with minimum
yield stress of 80 ksi. Deck finish shall be shop primed with baked-on, lead- and chromate-free
rust-inhibitive primer conforming to ASTM A1008.
C.The deck shall be placed on the supporting framework with a minimum end lap of two inches centered
over supports. The deck shall be attached to the supports, and the side lap of adjacent units in the pattern
shown on the contract drawings.
D.All roof deck openings 12” diameter or larger are to have support angles per typical deck opening detail,
including openings for roof sump pans.
E.Roof deck shall be laid out such that decking shall span three spans without interruption wherever
possible.
F.Deck and supporting members damaged by excess welding heat shall be repaired or replaced as
determined by Engineer.
G.Puddle welds shall be at least 5/8" in effective diameter or an elongated weld having an equal perimeter.
Fillet and seam welds when used shall be a minimum of 1 1/2" long. Weld metal shall penetrate all layers
of deck material at end laps and side joints and have good fusion to the supporting members.
H.The Contractor shall include in the bid a line item for the services of a Test Laboratory under a separate
contract for the metal deck quality control as described below. The Testing Laboratory shall be approved
by the Owner. Inspection of the metal decking shall include the following:
1.Verification that all metal decking is erected in accordance with approved shop drawings and contact
documents.
2.Verification that all welding operators have been qualified within the past year.
3.Visual inspection of all field welding of metal decking to ascertain that all welds conform to shop
drawings and the applicable requirements stated in the AWS 1980 publication entitled “Welding
Inspection; Section 12 - Visual Inspection”.
I.A written inspection report of the metal deck welding and installation shall be submitted immediately after
the performance of the inspection, but in no case later than 5 days after the inspection. Copies of this
report shall be forwarded to the Owner's representative and Project Engineer for their use. This report
shall contain the following information at a minimum:
1.Name of Testing Laboratory and inspector.
2.Description of work and type of welding.
3.Description of type of inspection.
4.Condition of weather and temperature.
5.Welding operator's names and numbers.
6.Type of welding equipment used and welding materials used.
7.Total number of welds made, accepted; cut_out; rewelded; rejected; omitted; and inspected.
XVI.DELEGATED (SPECIALTY) ENGINEERING REQUIREMENTS:
A.GENERAL REQUIREMENTS:
1.See “Submittal Requirements Table” in these drawings for structural elements / products which
require submittals.
2.Definition of Delegated (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.
3.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.
4.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.”
5.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.
6.SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL NOT BE REVIEWED.
XVII.POST-INSTALLED ANCHORS:
The below Products are the design basis for this project. Substitution requests for products other than those
listed below may be submitted by the contractor to the Engineer-of-Record (EOR) for review. Substitutions will
only be considered for products having a code Report recognizing the product for the appropriate application
and project building code. Substitution submittals shall demonstrate that the substituted product is capable of
achieving the equivalent performance values of the design basis product.
A.Adhesive Anchors (Epoxy):
1.Into Concrete: Adhesive for rebar and anchors shall have been tested in accordance with ACI 355.4
and ICC-ES AC308 for cracked concrete and seismic applications. Pre-approved products include:
a)HILTI HIT-HY 200-R V3 (ICC-ES ESR-4878)
b)SIMPSON STRONG-TIE “SET-3G” (ICC-ES ESR-4057)
c)SIMPSON STRONG-TIE “AT-XP” (IAPMO-UES ER-0268)
2.Anchoring System shall utilize traditional preparation of the anchor hole (Blowing and brushing) per
the manufactures requirements. Other methods (i.e. no cleaning with HIT-Z rods or hollow drill
bits/vacuum for the Hilti HIT-200 system) may not be used without EOR approval.
3.Anchoring adhesive shall be a two-part component 100% solid 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.
4.The threaded rods to be used in combination with Epoxy system shall be fabricated from steel
meeting or exceeding the properties of ASTM A36.
B.Mechanical Anchors (Expansion/Screw Anchors)
1.Into Concrete: Anchors shall have been tested in accordance with ACI 355.2 and ICC-ES AC193 for
cracked concrete and seismic applications. Adhesive anchors shall be installed by a certified
adhesive anchor installer Where designated on the contract documents. Pre-approved products
include:
a)Screw Anchor- HILTI “KWIK HUS-EZ” (ICC-ES ESR 3027)
b)Expansion Anchor- HILTI “KWIK BOLT TZ2” (ICC-ES ESR 4266)
c)Screw Anchor- SIMPSON STRONG-TIE “TITEN-HD” (ICC-ES ESR 2713)
d)Expansion Anchor- SIMPSON STRONG-TIE “STRONG-BOLT 2” (ICC ES ESR-3037) OR
“WEDGE-ALL” (ICC-ES ESR-1396)
XVIII.WAREHOUSE SEMI-RIGID EPOXY JOINT FILLER:
A.Provide all labor, products and equipment required to properly install semi-rigid filler in joints in the interior
warehouse concrete floor slabs at speed bay. Refer to drawings for additional joints possibly requiring
filler, such as joints under racks, joints at column diamonds and pads, etc. Products and installation shall
be in compliance or exceed the joint filling criteria established in the latest ACI 302 and ACI 360
Committee published documents.
B.Joint filler material shall be a semi-rigid, two-part, self-leveling, 100% solids content polyurea control and
construction joint fillers intended for each condition listed such as MM-80 semi-rigid epoxy as
manufactured by Metzger / McGuire, Concord, N.H. (or approved equal). The joint material shall meet or
exceed the following minimum values.
PROPERTY TEST METHOD PROPERTY VALUE
Shore A Hardness.………….ASTM D2240……………..85 or greater
Tensile Strength.…………….ASTM D638………………500 psi “
Adhesion to Concrete ……...ASTM D4541……………..350 psi “
Solids Content………………………………………………100%
Acceptable for use in USDA regulated facilities
C.The American Concrete Institute (ACI) recommends that filling be deferred as long as possible to allow for
maximum slab shrinkage and joint widening. Deferring filler installation as long as possible will help to
minimize the occurrence of joint filler separation due to excessive joint widening during concrete cure (and
shrinkage). For ambient temperatures a 90-120 day slab cure is advisable. The Contractor shall defer the
filling until after facility is under permanent temperature control. Refrigerated areas (coolers, freezers)
should be filled after area is stabilized at final operating temperature for a minimum of five (5) days,
fourteen (14) days preferred for cooler environments (33F - 45F).
D.Installer shall have a minimum of three (3) years experience in the installation of semi-rigid fillers on
industrial floors. The installer shall use tools and equipment specifically designed for the preparation and
placement of industrial joint fillers.
E.Installer is advised that significant deficiency in workmanship, including: less than proper filler depth,
inadequate joint cleaning, concave filler profile, etc., shall be removed and properly replaced. Joint filler
installed to depths less than specified in this Section shall be removed and replaced at no additional cost
to the General Contractor or Owner. As each sector of work is completed the general contractor, using a
1/8” drill bit, shall drill through the filler to verify filler depth. GC shall test drill at an approximate rate of 1
core every 500 lineal feet. Location of core and filler depth found shall be recorded and provided to the
owner prior to project completion.
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S0.4
STRUCTURAL NOTES
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
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REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
TS1.0
STRUCTURAL DETAILS
0
1
TS1.0
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
0
2
TS1.0
SCALE: 1/2" = 1'-0"
1'-0"2'-0"4'-0"0
3
TS1.0
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
STRUCTURAL NOTES:
I.GOVERNING CODES:
This design is based on the following codes:
A.International Building Code 2006 (IBC 2006)
B.Specification for the Design, Fabrication, and Erection of Structural Steel for Building, ASD Design method.
C.Structural Welding Code D1.1
II.DESIGN LOADS:
A.Wind load based on ASCE 7-10 “Minimum Design Loads for Buildings and Other Structures” methods of
calculation for wind pressures and the following factors:
1.Mean Roof Height of 32'-2”
2.Wind speed of V(ULT)=115 MPH, V(ASD)=89.1 MPH
3.Exposure Category 'C'.
4.Internal Pressure Coefficient of +/- 0.18 (“Enclosed” or “Partially Open” building).
5.Base Velocity Pressure of 28.7 PSF
6.Base Shear Due to Main Frame Loading
a)Vx=139.6 Kip
b)Vy=388.9 Kip
B.Seismic design was based on ASCE 7-10 “Minimum Design Loads for Buildings and Other Structures” and the
following criteria.
1.Spectral Accelerations: Short Periods Ss=9.8% 1-Second Periods S1=5.2%
2.Design Spectral Accelerations: Short Periods SDS=0.105, 1-Second Periods SD1=0.083
3.Occupancy importance factor of 1.0.
4.Site class D
5.Design Category B
6.Base shear calculated using section Equivalent Lateral Force Procedure (ELF)
7.Seismic Base Shear 231 Kip
C.Ground Snow load of 5 PSF
D.Roof Snow Load is based on ASCE 7-10 “Minimum Design Loads for Buildings and Other Structures” and the
following criteria.
1.Ground Snow Load of 5 PSF
2.Importance Factor of I=1.0
3.Exposure Factor of Ce=1.0
4.Thermal Factor of Ct=1.1
5.Slope Factor Cs=1.0
6.Rain on Snow Surcharge of 5 PSF
7.Flat Roof Snow Load of pf =3.85 PSF
8.Minimum Roof Snow Load of pm=5 PSF.
9.Sloped Roof “Balanced” Roof Snow Load of ps=8.85 PSF (includes surcharge)
E.Roof live load of 20 PSF with allowable load reductions based on area as outlined in the Building Code. Roof
drainage shall conform to the requirements of the Building Code. 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.
F.Roof dead load of 12 PSF.
III.STRUCTURAL STEEL:
A.Fabrication and erection of structural steel shall be in accordance with AISC 360 "Specification for Structural Steel
for Buildings" (latest edition).
B.Structural steel team qualifications, unless otherwise approved, shall be:
1.Fabricator Qualifications: A qualified fabricator who participates in the AISC Quality 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 Quality Certification Program, in
conjunction with the National Erectors Association of America, 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 A 992 Grade 50 KSI unless
otherwise noted on the contract drawings.
D.Plates, channels, rods and angles shall conform to ASTM A36 unless otherwise noted on the contract drawings.
E.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.
F.All welding shall be performed by certified welders in accordance with AWS "Structural Welding Code-Steel"
(D1.1-2010). The minimum electrode used shall be E70xx Low Hydrogen electrodes unless otherwise specified.
G.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. All beams shall be fabricated and erected natural camber up
H.Before erection proceeds, and with the steel erector present, verify elevations of concrete and masonry bearing
surfaces and locations of anchorages for compliance with requirements. Do not proceed with erection until
unsatisfactory conditions have been corrected.
I.Do not enlarge unfair holes in members by burning or by using drift pins. Ream holes that must be enlarged to
admit bolts.
J.Splicing of structural steel where not detailed is not permitted with out prior written approval of
K.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.
L.The General Contractor shall obtain the services of a certified steel inspector to review all steel connections. This
includes bolted connections, welded connections, and metal deck attachment. The certified inspection reports
shall be provided to Richard Adams Engineers and the Local Jurisdiction Having Authority as required.
M.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.
NOTES:
1. SEE MECHANICAL SHEET 1/M402 FOR LOCATIONS OF ROOM FRAMES.
2. ROOF FRAME INSTALLATION WILL REQUIRE A SPECIAL INSPECTION WITH A
FINAL ENGINEER'S LETTER.
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
7/28/23 COORD.
RECORD SET
12/18/2024
S1.1
FOUNDATION PLAN
OVERALL
1
S1.1
SCALE: 1" = 30'-0"
15'30'0 60'
S3.1
1
5
S3.1
6
S3.1
7
S3.1
1
S3.2
2
S3.2
1
S3.2
8
S3.1
3
S3.2
7
S3.2
8
S3.2
2
S3.3
3
S3.3
1
S3.4
2
S3.4
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
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C
H
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S1.2
FOUNDATION PLAN
AREA - A
1
S1.2
SCALE: 1/16" = 1'-0"
8'16'0 32'
S3.1
1
5
S3.1
6
S3.1
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S3.1
1
S3.2
2
S3.2
1
S3.2
8
S3.1
3
S3.2
7
S3.2
8
S3.2
2
S3.3
3
S3.3
2
S3.4
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
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C
T
CI
V
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L
:
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A
C
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
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REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S1.3
FOUNDATION PLAN
AREA - B
1
S1.3
SCALE: 1/16" = 1'-0"
8'16'0 32'
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
N
T
R
A
C
T
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C
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C
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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s
t
i
n
o
5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S2.1
ROOF FRAMING PLAN
OVERALL
1
S2.1
SCALE: 1" = 30'-0"
15'30'0 60'
S4.1
98
S4.1
1
S4.2
2
S4.2
1
S4.2
2
S4.2
S4.2
8
S4.2
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5
S4.2
4
S4.2
S4.2
8
4
S4.4
3
S4.4
3
S4.4
S4.4
2
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
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CI
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:
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S2.2
ROOF FRAMING PLAN
AREA - A
1
S2.2
SCALE: 1/16" = 1'-0"
8'16'0 32'
S4.1
98
S4.1
1
S4.2
2
S4.2
1
S4.2
2
S4.2
S4.2
8
S4.2
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5
S4.2
4
S4.2
S4.2
8
4
S4.4
3
S4.4
3
S4.4
S4.4
2
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
N
T
R
A
C
T
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C
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S2.3
ROOF FRAMING PLAN
AREA - B
1
S2.3
SCALE: 1/16" = 1'-0"
8'16'0 32'
0
7
S3.1
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
0
4
S3.1
SCALE: 1/2" = 1'-0"
1'-0"2'-0"4'-0"0
5
S3.1
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"0
6
S3.1
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
0
8
S3.1
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
0
2
S3.1
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"0
3
S3.1
SCALE: 1 1/2" = 1'-0"
4"8"1'-4"
1
S3.1
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
N
T
R
A
C
T
O
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CO
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ST
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C
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A
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:
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C
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A
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:
PL
U
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B
I
N
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:
FI
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P
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C
T
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:
ME
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G
M
A
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C
H
I
T
E
C
T
S
.
C
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M
THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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F
a
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s
t
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n
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S3.1
STRUCTURAL DETAILS
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
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T
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A
C
T
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A
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:
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B
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:
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C
T
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N
:
ME
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A
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C
A
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:
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S3.2
STRUCTURAL DETAILS
0
1
S3.2
SCALE: 1/2" = 1'-0"
1'-0"2'-0"4'-0"0
2
S3.2
SCALE: 1/2" = 1'-0"
1'-0"2'-0"4'-0"0
3
S3.2
SCALE: 1/2" = 1'-0"
1'-0"2'-0"4'-0"
4
S3.2
0
4
S3.2
SCALE: 1 1/2" = 1'-0"
4"8"1'-4"
5
S3.2
6
S3.2
SCALE: 3/8" = 1'-0"
1'-4"2'-8"0 5'-4"
8
S3.2
SCALE: 1/2" = 1'-0"
1'2'0 4'
SCALE: 1/4" = 1'-0"
2'4'0 8'
7
S3.2
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
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CI
V
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:
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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a
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t
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S3.3
STRUCTURAL DETAILS
1
S3.3
SCALE: 1 1/2" = 1'-0"
4"8"0 1'-4"
0
2
S3.3
SCALE: 1/2" = 1'-0"
1'-0"2'-0"4'-0"
0
3
S3.3
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
1
S3.3
4
S3.3
0
4
S3.3
SCALE: 1" = 1'-0"
6"1'-0"2'-0"
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
N
T
R
A
C
T
O
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CO
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S
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I
N
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E
N
G
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N
E
E
R
S
ST
R
U
C
T
U
R
A
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:
EL
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C
T
R
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C
A
L
:
PL
U
M
B
I
N
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:
FI
R
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P
R
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C
T
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:
ME
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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F
a
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t
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n
o
5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S3.4
STRUCTURAL DETAILS
0
1
S3.4
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
3
S3.4
0
3
S3.4
SCALE: 1" = 1'-0"
6"1'-0"2'-0"0
2
S3.4
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
3
S3.4
3
S3.4
0
9
S4.1
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
0
5
S4.1
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"0
6
S4.1
SCALE: 1/2" = 1'-0"
1'-0"2'-0"4'-0"
7
S4.1
L2
W2
T2
T1 W1
L1
L2
L1
0
10
S4.1
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
0
1
S4.1
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"0
2
S4.1
SCALE: 3/8" = 1'-0"
1'-4"2'-8"5'-4"0
3
S4.1
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"0
4
S4.1
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
0
8
S4.1
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
N
T
R
A
C
T
O
R
CO
N
S
U
L
T
I
N
G
E
N
G
I
N
E
E
R
S
ST
R
U
C
T
U
R
A
L
:
EL
E
C
T
R
I
C
A
L
:
PL
U
M
B
I
N
G
:
FI
R
E
P
R
O
T
E
C
T
I
O
N
:
ME
C
H
A
N
I
C
A
L
:
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D
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3
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WW
W
.
G
M
A
-
A
R
C
H
I
T
E
C
T
S
.
C
O
M
THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
HA
L
F
F
A
S
S
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S4.1
STRUCTURAL DETAILS
0
1
S4.2
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
3
S4.2
0
2
S4.2
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"0
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SCALE: 1 1/2" = 1'-0"
4"8"1'-4"0
4
S4.2
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
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C
T
CI
V
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L
:
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PL
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S4.2
STRUCTURAL DETAILS
0
5
S4.2
SCALE: 3/4" = 1'-0"
8"1'-4"2'-8"
6
S4.2
0
6
S4.2
SCALE: 1 1/2" = 1'-0"
4"8"1'-4"
7
S4.2
SCALE: 3/4" = 1'-0"
8"1'-4"0 2'-8"
8
S4.2
SCALE: 3/4" = 1'-0"
8"1'-4"0 2'-8"
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
N
T
R
A
C
T
O
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N
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N
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S
ST
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T
U
R
A
L
:
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:
PL
U
M
B
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:
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S4.3
STRUCTURAL DETAILS
0
1
S4.3
SCALE: 1/4" = 1'-0"
2'-0"4'-0"8'-0"
7
S4.4
SCALE: 3/4" = 1'-0"
8"1'-4"0 2'-8"
8
S4.4
SCALE: 1" = 1'-0"
6"1'0 2'
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
N
T
R
A
C
T
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N
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R
S
ST
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C
T
U
R
A
L
:
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C
T
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C
A
L
:
PL
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M
B
I
N
G
:
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C
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G
M
A
-
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R
C
H
I
T
E
C
T
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.
C
O
M
THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S4.4
STRUCTURAL DETAILS
0
1
S4.4
SCALE: 1/8" = 1'-0"
4'-0"8'-0"16'-0"
S4.4
7
S4.4
2
S4.4
8
4
S4.4
3
S4.4
S3.3
1B
2 & 3
S4.4
S3.3
1B
S3.3
1A
S3.3
1A
2
S4.4
SCALE: 3/4" = 1'-0"
8"1'-4"0 2'-8"
3
S4.4
SCALE: 1 1/2" = 1'-0"
4"8"0 1'-4"
4
S4.4
SCALE: 1 1/2" = 1'-0"
4"8"0 1'-4"
5
S4.4
SCALE: 3/4" = 1'-0"
8"1'-4"0 2'-8"
4
S4.4
5
S4.4
6
S4.4
SCALE: 1 1/2" = 1'-0"
4"8"0 1'-4"
3
S5.4
3
S5.4
4
S5.4
4
S5.4
4
S5.4
5
S5.4
5
S5.4
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S5.1
TILT PANEL LAYOUT PLAN
AREA - A
1
S5.1
SCALE: 1/16" = 1'-0"
8'16'0 32'
3
S5.4
3
S5.4
4
S5.4
4
S5.4
4
S5.4
5
S5.4
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
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C
T
CI
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L
:
CO
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
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REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S5.2
TILT PANEL LAYOUT PLAN
AREA - B
1
S5.2
SCALE: 1/16" = 1'-0"
8'16'0 32'
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
N
T
R
A
C
T
O
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CO
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N
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N
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S
ST
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C
T
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A
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:
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A
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:
PL
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B
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:
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M
A
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C
H
I
T
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C
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.
C
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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F
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S5.3
TYPICAL TILT PANEL
SCHEDULES & DIAGRAMS
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
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A
C
T
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B
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S5.4
TYPICAL TILT PANEL DETAILS
0
3
S5.4
SCALE: 1 1/2" = 1'-0"
4"8"1'-4"0
4
S5.4
SCALE: 1 1/2" = 1'-0"
4"8"1'-4"
1
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2
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0
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SCALE: 1 1/2" = 1'-0"
4"8"1'-4"0
6
S5.4
SCALE: 1 1/2" = 1'-0"
4"8"1'-4"
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
N
T
R
A
C
T
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N
G
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R
S
ST
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U
C
T
U
R
A
L
:
EL
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C
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C
A
L
:
PL
U
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B
I
N
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:
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:
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C
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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a
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S5.5
TILT PANEL REINFORCING
ELEVATIONS
1
S5.5
SCALE: 1/8" = 1'-0"
4'8'0 16'
2
S5.5
SCALE: 1/8" = 1'-0"
4'8'0 16'
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
N
T
R
A
C
T
O
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CO
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L
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I
N
G
E
N
G
I
N
E
E
R
S
ST
R
U
C
T
U
R
A
L
:
EL
E
C
T
R
I
C
A
L
:
PL
U
M
B
I
N
G
:
FI
R
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P
R
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T
E
C
T
I
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:
ME
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A
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:
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M
A
-
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C
H
I
T
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C
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.
C
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
HA
L
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:
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v
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a
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F
a
u
s
t
i
n
o
5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S5.6
TILT PANEL REINFORCING
ELEVATIONS
1
S5.6
SCALE: 1/8" = 1'-0"
4'8'0 16'
2
S5.6
SCALE: 1/8" = 1'-0"
4'8'0 16'
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
N
T
R
A
C
T
O
R
CO
N
S
U
L
T
I
N
G
E
N
G
I
N
E
E
R
S
ST
R
U
C
T
U
R
A
L
:
EL
E
C
T
R
I
C
A
L
:
PL
U
M
B
I
N
G
:
FI
R
E
P
R
O
T
E
C
T
I
O
N
:
ME
C
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A
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C
A
L
:
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D
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W
.
G
M
A
-
A
R
C
H
I
T
E
C
T
S
.
C
O
M
THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
HA
L
F
F
A
S
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S5.7
TILT PANEL REINFORCING
ELEVATIONS
1
S5.7
SCALE: 1/8" = 1'-0"
4'8'0 16'
2
S5.7
SCALE: 1/8" = 1'-0"
4'8'0 16'3
S5.7
SCALE: 1/8" = 1'-0"
4'8'0 16'
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
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T
E
C
T
CI
V
I
L
:
CO
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S5.8
TILT PANEL REINFORCING
ELEVATIONS
1
S5.8
SCALE: 1/8" = 1'-0"
4'8'0 16'
2
S5.8
SCALE: 1/8" = 1'-0"
4'8'0 16'
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
N
T
R
A
C
T
O
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N
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N
G
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N
E
E
R
S
ST
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U
C
T
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R
A
L
:
EL
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C
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A
L
:
PL
U
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B
I
N
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:
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:
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C
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THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
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a
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S5.9
TILT PANEL REINFORCING
ELEVATIONS
1
S5.9
SCALE: 1/8" = 1'-0"
4'8'0 16'
2
S5.9
SCALE: 1/8" = 1'-0"
4'8'0 16'3
S5.9
SCALE: 1/8" = 1'-0"
4'8'0 16'
SHEET NUMBER
JOB NO : GA1054
PE : DM
DATE : 05.17.2023
REVISIONS
AR
C
H
I
T
E
C
T
CI
V
I
L
:
CO
N
T
R
A
C
T
O
R
CO
N
S
U
L
T
I
N
G
E
N
G
I
N
E
E
R
S
ST
R
U
C
T
U
R
A
L
:
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C
T
R
I
C
A
L
:
PL
U
M
B
I
N
G
:
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P
R
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C
T
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N
:
ME
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A
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WW
W
.
G
M
A
-
A
R
C
H
I
T
E
C
T
S
.
C
O
M
THIS DESIGN AND THESE DRAWINGS ARE THE PROPERTY OF
GMA ARCHITECTS, INC. NO PART OF THIS WORK MAY BE
REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM
GMA ARCHITECTS, INC.
HA
L
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F
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5507 E BUSCH BLVD TAMPA, FL 33617
PH: 813.985.4600
MAIL@ADAMS-ENGINEERS.COM
TEXAS REGISTRATION No. F-5797
RICHARD ADAMS ENGINEERS
CONSULTANTS, INC.
RECORD SET
12/18/2024
S5.10
TILT PANEL REINFORCING
ELEVATIONS
1
S5.10
SCALE: 1/8" = 1'-0"
4'8'0 16'
2
S5.10
SCALE: 1/8" = 1'-0"
4'8'0 16'3
S5.10
SCALE: 1/8" = 1'-0"
4'8'0 16'