User manual | Structures-032013


TYPICAL DETAILS
All Codes and Specifications listed above shall include all amendments and addenda
in force at the date of the contract documents.
E. CONFLICTS IN STRUCTURAL REQUIREMENTS
1. Where conflicts exists between the various publications as specified herein,
the strictest requirements of the various publications shall govern unless noted
otherwise. Where conflict exists among the various parts of the Structural
Contract Documents, (Structural Drawings, General Notes, Specifications) the
strictest requirements shall govern.
D. COLD FORMED STEEL (LIGHT GAGE METAL) CODE
1. American Iron and Steel Institute (AISI) “Specification for the Design
of Cold Formed Steel Structural Members”, Latest Edition.
C. STRUCTURAL STEEL CODES
1. AISC - Load and Resistance Factor Design, Thirteenth Edition.
2. ANSI/AWS D1.1, American Welding Society - Steel.
3. Standard Practice for Steel Buildings and Bridges.
4. Structural Joints Using ASTM A 325 and A 490 Bolts as approved by the Research
Council on Riveted and Bolted Structural Joints of the Engineering Foundation.
B. CONCRETE CODES
1. ACI 318, American Concrete Institute Building Code.
2. ACI 301, Specifications for Structural Concrete for Buildings.
3. CRSI - Manual of Standard Practice.
4. AWS D1.4, Structural Welding Code - Reinforcing Steel.
A. GENERAL BUILDING CODE
1. International Building Code.
CODES AND SPECIFICATIONS
GENERAL NOTES
I.
II.
A. Details labeled “Typical Details” on the Drawings shall apply to all situations
on the Project that are the same or similar to those specifically detailed.
Such details shall apply whether or not they are keyed in at each location.
Questions regarding applicability of typical details shall be determined by the Engineer.
B. LIVE LOADS
CATEGORY
Roof
Lobby
FOUNDATION - GENERAL
CONCENTRATED
LOAD (#)
N/A
N/A
C. WIND LOADS
1. Wind pressure based on the requirements of Code cited in CODES
AND SPECIFICATIONS, Paragraph I. A.
2. V = 110 mph, Exposure: B.
Live loads have been reduced on any member based on the Code cited
in CODES AND SPECIFICATIONS, Paragraph I. A.
UNIFORM
LOAD (PSF)
20
100
A. DEAD LOADS
1. Dead loads. Dead load materials assumed in the design are shown on the
Architectural and Structural Drawings. Any changes in construction materials
from those shown on the Architectural or Structural Drawings shall be
reported by the General Contractor to the Structural Engineer for verification
of load carrying capacity of the structure.
2. Mechanical Rooms: Loadings for mechanical rooms are based on the minimum
live loads as specified in Paragraph B. below unless the weights of the actual
equipment including housekeeping pads as shown on the Mechanical Drawings
are larger, in which case, the actual loads are used. The General Contractor
shall submit weights to the Structural Engineer for all equipment placed in
mechanical rooms and rooftops for verification of loads used in the design
and shall report any changes in location, number of pieces, and weight of
equipment as shown on the Mechanical Drawings.
III. DESIGN CRITERIA
IV.
A. GEOTECHNICAL REPORT
Foundation design is based on the following geotechnical report:
Proposed "Geotechnical Investigation for the Proposed Canopy and Walkway Addition
Located at One Riverway”
Prepared by: Earth Engineering, Inc.
Report No. EE-1231311-G
Dated: December 6, 2012
All recommendations therein that relate to the work shown on these drawings
shall be followed.
B. FOUNDATION APPROVAL AND INSPECTION BY AUTHORIZED
INSPECTOR
1. Unless authorized otherwise by the Owner or Architect, the General
Contractor shall notify the Geotechnical Engineer or other authorized inspector
for review of foundation bearing surface, inspection of foundation installation,
and foundation installation methods (including construction dewatering
methods where required)and shall not place concrete prior to inspector's
approval.
C. FOUNDATION REINFORCING STEEL INSPECTION BY STRUCTURAL
ENGINEER
1. The Contractor shall notify the Engineer or authorized inspector 24 hours in
advance of any major foundation pour.
2. The Contractor shall not pour any foundation concrete without inspection and
approval of all reinforcing steel placement by the Structural Engineer or authorized
inspector.
V.
D. GRADE BEAMS
1. Grade Beam Side Forms.
a. Form exposed faces of grade beams.
2. Grade beam bottom steel shall be chaired at 5 foot maximum centers
using beam bolsters providing 3 inch bottom cover to reinforcing steel.
Beam bolsters used shall be intended for support on soil.
3. Bottom bars of grade beam shall be spliced (where required) at the piers
only. Top bars shall be spliced (where required) at the midspan of the
grade beams. Lap length shall be 36 times bar diameter unless specified
otherwise. Provide corner bars to match top and bottom steel.
E. SLAB-ON-GRADE CONSTRUCTION
1. Slab on grade construction shall follow the recommendations of Guide for
Concrete Floor and Slab Construction ACI 302.1R and ACI 302.2R.
2. Subgrade Preparation shall conform to the soils report noted above. If
report does not specify the amount of select fill, provide fill as required
above to reduce PVR to 1 inch.
F. VAPOR RETARDER
1. Vapor retarder shall: have no more than 0.01 perms when tested in
accordance with ASTM E-96; meet or exceed the requirements of
ASTM E-1745, Class A; (U.N.O.) in accordance with ACI 302.2R.
Acceptable products include:
a. Stego Wrap, 15 mils, by Stego Industries LLC
b. Approved equal conforming to performance requirements
2. All seams shall be overlapped a minimum of 6 inches and taped with
polyethylene tape. All penetrations, block-outs, and openings shall be
sealed using a combination of the vapor retarder and polyethylene tape.
G. SITE PREPARATION
1. Remove all vegetation, tree roots, organic soil, existing foundations,
paved areas, and any undesirable materials from the construction area.
2. Scarify the Subgrade, add moisture, or dry as necessary and recompact
to 95% of the maximum dry density as determined by ASTM D698
(Standard Proctor Test).
3. The Subgrade areas shall then be proof-rolled with heavy equipment. Any
soils deflecting excessively under moving loads shall be undercut to firm
soils and recompacted.
DRILLED PIER FOUNDATION
A. DESIGN SOIL PRESSURES
Allowable Pressure = 2500 psf under sustained loads
= 3750 psf for total (dead + live) loads
B. FIELD INSPECTION OF BEARING STRATUM
1. The bearing stratum of each drilled pier shall be inspected and approved by the
Geotechnical Engineer or other authorized inspector prior to pouring of concrete.
2. The bottom elevation of piers is shown on the Drawings. The actual required
bearing elevation may vary as required to provide proper capacity as determined
by the geotechnical engineer. Footings shall be poured immediately after
excavation.
C. BEARING ELEVATION
1. The bottom elevation of piers is shown on the drawings for bid purposes. The
actual required bearing elevation may vary as required to provide proper capacity
as determined by the Geotechnical Engineer.
D. TEMPLATES
1. Provide and install templates to accurately set vertical pier
reinforcing steel, and anchor bolts for steel columns.
2. Submit details with pier reinforcing steel shop drawings.
E. PIER CAPS AND WIDENED GRADE BEAMS
1. Refer to Drawings for requirements at pier caps and widened grade beams.
VI. CONCRETE
USAGE
Grade Beams
Slab-on-Grade
Drilled Piers (under reamed)
Note: NW = Normal weight concrete
LW = Lightweight concrete slab (Density = 115 pcf max.)
28 DAY COMP.
TYPE MAX. SIZE
CONC.
AGGREGATE
STRENGTH (PSI)
3000
NW
1 1/2"
3000
NW
1 1/2”
3000
NW
1"
A. CLASSES OF CONCRETE
1. All concrete shall conform to the requirements as specified in the table
below unless noted otherwise on the Drawings:
2.
3.
4.
5.
6.
7.
There shall be no horizontal cold joint in any concrete pour.
Admixtures used shall be compatible with floor treatments.
All concrete shall be proportioned for a maximum allowable unit shrinkage of 0.03%
at 28 days after curing in lime water as determined by ASTM C 157 (using air
storage).
Concrete for slab-on-grade shall have a maximum water-cement ratio of 0.50.
Concrete shall comply with the requirements of ACI 301 and ACI 318.
Fly ash conforming to ASTM C618, Type F, may be used unless noted
otherwise. The maximum amount of fly ash shall be 25% of the total
cementitious material by weight.
B. CONCRETE MIX DESIGNS
1. Concrete mix designs must be submitted a minimum of 15 days prior
to the start of the work for Engineer and Owner's testing laboratory
approval prior to placement of concrete in the plant or field. Any
adjustments in approved mix designs including changes in admixtures
must be submitted in writing to the Engineer and Owner's testing laboratory
for approval prior to use in the field.
2. Pumped Concrete: Concrete designed to be pumped shall be so noted
on the mix designs and shall have mix proportions compatible with
the pumping process.
3. Mix designs shall be proportioned based upon trial batching or experience
as required by ACI 318.
ONE RIVERWAY
HOUSTON, TEXAS
VII.
REINFORCING STEEL
A. SPECIFICATION
1. ASTM A 615 Grade 60 unless noted otherwise on the drawings. Welded
Reinforcing Steel - ASTM A 706.
2. Welded Wire Fabric: Welded smooth wire fabric, ASTM A 185, yield strength
65,000 psi. Welded deformed wire fabric for, ASTM A 497, yield strength 70,000
psi. All welded wire fabric shall be furnished in flat sheets only.
B. DETAILING AND BAR SUPPORTS
1. Detailing of and bar supports for reinforcing steel shall be in accordance with
the ACI Standard Details and Detailing of Concrete Reinforcement as reported
by ACI Committee 315. All continuous reinforcing steel shall be lapped 36 times
diameter minimum unless specified otherwise.
C. MANUAL OF CONCRETE PRACTICE
1. Unless noted otherwise, methods of estimating, detailing, fabricating, placing and
contracting for reinforcing materials shall follow the Manual of Standard Practice
as published by the Concrete Reinforcing Steel Institute.
D. PLACEMENT OF WELDED WIRE FABRIC
1. Welded wire fabric shall be continuous across the entire concrete surface and not
be interrupted by beams or girders and properly lapped one cross wire spacing plus
2 inches.
1 1/2" top, 3" bottom, 2" sides (3" sides if
cast against soil)
3" sides
3" sides
1 1/2" top cover for one layer of steel (u.n.o.
on contraction joint typical detail)
1 1/2" top cover (u.n.o. on contraction joint
typical detail), 3" bottom cover for two
layers of steel.
2" top cover for one layer of steel.
2" top cover, 3" bottom cover for
two layers of steel.
E. REINFORCING STEEL COVERAGE
Reinforcing steel coverage should conform to the requirements specified below. The
reinforcing steel detailer shall adjust reinforcing steel cage sizes at intersecting
structural members as required to allow clearance for intersecting reinforcing bar
layers maintaining minimum specified cover. Cover in structural members not
specified below shall conform to the requirements of ACI 318 Section 7.7 unless
specified otherwise on the drawings.
1. Foundation Members
a. Grade Beams
b. Underreamed Footings
c. Drilled Piers
d. Interior Slab-on-Grade
e. Exterior Slab-on-Grade
STRUCTURAL STEEL
B. SUBMITTALS
1. The General Contractor shall submit for Owner's record only, formwork shop
drawings. Formwork shop drawings shall include all items described in Paragraph
A, including calculations. Formwork shop drawings shall be sealed by a
registered Engineer in the state that the project is located.
A. RESPONSIBILITY
1. The design, construction, and safety of all formwork shall be the responsibility of
the General Contractor. All forms, shores, backshores, falsework, bracing, and
other temporary supports shall be engineered to support all loads imposed
including the wet weight of concrete, construction equipment, live loads, lateral
loads due to wind and wet concrete imbalance. The Contractor shall also be
responsible for determining when temporary supports, shores, backshores, and
other bracing may be safely removed.
VIII. CONCRETE FORMWORK
IX.
A. MATERIAL
1. All hot rolled steel plates, shapes and bars shall be new steel conforming
to ASTM Specification A6-84c.
2. All wide flanged sections shall conform to ASTM A992, Grade 50.
3. All tubes shall conform to ASTM A500 Grade B.
4. All connection material shall conform to ASTM A36 unless stronger
required.
5. All pipe columns shall conform to ASTM A53, Grade B or ASTM A501.
B. CONNECTIONS
1. Typical connection details are indicated on the Drawings.
2. The design of all steel connections shall be performed under the direct
supervision of a registered professional engineer in the state where the
project is located, employed by the fabricator. Calculations sealed by the
fabricator's professional engineer must be submitted if requested.
3. It is the intention of the plans and specifications that shop connections be
welded or bolted and that field connections be bolted, unless detailed
otherwise on the Drawings.
4. All typical beam simple connections shall be standard double angle or
single angle framed beam connections. Shear tab connections may be
used at locations where double angle connections are not possible.
Seated beam connections shall not be used unless indicated on the
Drawings. Provide full depth shear tab if beam frames on only one side
of a girder.
5. Beam Reactions
a. Non-Composite beams: Design connections to support a reaction R
(unless specified otherwise) equal to one half the total uniform load
capacity from the table of Uniform Load Constants in the AISC Manual.
Add to the reaction listed above, any loads or reactions of members
supported by the beam within three feet of beam end and the vertical
components of forces in brace members framing into the beams.
6. Bracing connections shall develop full tensile forces at each end of the
bracing member unless bracing forces are specified on the Drawings.
7. MC = Moment Connections
8. Welds:
a. All welds shall conform to the American Welding Society (AWS)
standards.
b. All welding shall be performed by a welder certified in accordance to
the AWS standards.
X.
9. Bolts:
a. All bolts shall conform to ASTM A325 Type 1, High Strength Bolts. All
bolts shall be designed as bearing bolts with threads included in the
shear plane. Minimum bolt diameter shall be 3/4 inch. All bolts shall be
tightened to a snug-tight position, unless noted below.
b. All bolts at braces and moment connections shall be tightened using
load indicating washers or tension bolts.
c. All bolts shall be new and shall not be re-used.
10. Steel-to-Aluminum Connections
a. Provide Neoprene washers to fully separate aluminum and steel
materials. Use only stainless steel fasteners with complete separation
of steel from aluminum.
C. GALVANIZING
1. All steel exposed to weather or outside the building's waterproofing, such
as brick shelf angles, shall be hot-dipped galvanized after fabrication.
2. All steel surfaces to be hot dip galvanized shall be prepared as specified
by the Steel Structures Painting Council (SSPC).
3. The zinc coating for steel shapes and plates shall average not less than
2.3 oz. with no individual thickness less than 2.0 oz.
4. Galvanize all nuts, bolts, and washers used in the connection of
galvanized steel.
5. Protect all field welded connections with “Z.R.C. Cold Galvanizing
Compound” as manufactured by Z.R.C. Product Company.
D. MISCELLANEOUS - STAIRS AND HANDRAILS
1. Handrails and guardrails (including attachment to structure) shall be
designed by the fabricator for the loads indicated in Chapter 16 of the
Building Code. Shop drawings shall be sealed by a Professional Engineer
in the State of Texas, representing the fabricator.
2. Stairs shall be designed by the fabricator for code required loads of
Chapter 16. Shop drawings shall be sealed by a Professional Engineer in
the State of Texas, representing the fabricator.
NON-SHRINK GROUT FOR BASE PLATES AND BEARING PLATES
A. TYPE
1. Grout for base plates and bearing plates shall be a non-metallic, shrinkage
resistant, premixed, non-corrosive, non-staining product containing Portland
cement, silica sands, shrinkage compensating agents, and fluidity improving
compounds.
B. SPECIFICATIONS
1. Non-shrink grout shall conform to Corps of Engineers Specification for
Non-Shrink Grout, CE-CRD-C621. Twenty-eight day compressive strength
as determined by grout cube tests, shall be 5,000 PSI. Minimum thickness
of grout under all base plates and bearing plates shall be 1 inch, unless
specified otherwise on the drawings.
C. PLACEMENT
1. Grout shall be placed in a fluid flowable state under base plates that have
a form built around them for grout confinement. Grout should be cured
according to manufacturer's recommendations
C. INSTALLATION
1. Fastener Tension: High strength bearing bolts shall be tightened using an
impact wrench to a snug tight condition. The snug tight condition is defined
as the tightness attained by a few impacts of an impact wrench or the full effort
of a man using an ordinary spud wrench. At braces and moment connections,
bolts shall be tightened as required by the load indicating washers or tension
bolts.
B. DESIGN
1. Minimum Bolt Diameter: Minimum bolt diameter shall be 3/4 inch.
2. Connection Type: Unless noted otherwise on the Drawings or in these
General Notes, all bolted connections shall be bearing type connections
using standard holes (hole diameter nominally 1/16 inch in excess of nominal
bolt diameter with)threads included in the shear planes. All bolts at braces
and moment connections shall be tightened using load indicating washers or
tension bolts.
A. SPECIFICATION
1. A325 Bolts: All bolts in structural connections shall conform to ASTM A325
Type 1, High Strength Bolts for Structural Steel Joints, unless indicated
otherwise on the Drawings.
XI. STRUCTURAL BOLTS AND THREADED FASTENERS
LAMOUREUX ASSOCIATES, INC.
DIGITALLY SIGNED: 03/20/13
S1.1

XII. WELDING OF STRUCTURAL STEEL
A. WELDER CERTIFICATION
1. All shop and field welders shall be certified according to AWS procedures
for the welding process and welding position used.
B. MINIMUM SIZE AND STRENGTH
1. Fillet Welds: Minimum size of fillet welds shall be as specified in the AISC
Manual.
2. Partial Penetration Groove Welds: The minimum effective throat thickness
of partial penetration groove welds shall be as specified in the AISC Manual.
3. Minimum Strength of Welded Connections: Unless noted otherwise on the
drawings, all shop and field welds shall develop the full tensile strength of
the member or elements jointed.
a. All members with moment connections, noted on the drawings with
"MC", shall be welded to develop the full flexural capacity of the member,
unless noted otherwise on the Drawings.
4. Connection of all miscellaneous steel shall consist of 1/4” fillet welds
all-around (minimum) if no other connection information is provided on the
structural drawings.
5. At slotted connections, and anywhere a gap may exist between base metal
and connecting material, weld size shall be increased to account for gap width
(per AWS recommendations).
C. FILLER METAL REQUIREMENTS
1. Strength: Weld shall be as specified in the AISC Manual.
2. Electrodes. Electrodes for various welding processes shall be as specified
below:
a. SMAW: E70XX low hydrogen
b. SAW: F7X-EXXX
D. WELDING
1. All welding shall comply with the requirements of AWS.
2. All full penetration welds shall be tested to verify compliance u.n.o..
3. All fillet welds shall be visually inspected u.n.o.
XIII. OPEN WEB STEEL JOISTS
A. SPECIFICATIONS
1. Open web steel joists shall be designed, manufactured and
erected per the Steel Joist Institute (SJI) Specifications.
2. Joists shall be cambered for dead load. Provide standard
SJI camber unless specified otherwise on the Drawings.
3. Provide top chord extensions where shown on the Drawings.
4. Provide flat bearing for all joists. Provide minimum end bearing
of 2 1/2 inches for K-series joists. If sufficient
bearing does not exist, stagger the end of each joist and center bearing over
center of support.
5. Provide horizontal and diagonal bridging as required by SJI Specifications.
6. Provide SJI standard depth of bearing for all joists.
7. Top chord of joists shall be double angles or tees.
8. Provide minimum end anchorage to steel and masonry as required by SJI
Specifications.
9. Joists shall be shop painted per Architectural specifications.
10. Joists with bottom chord extensions shall not have end
connections made until after full dead load is applied.
B. DESIGN
1. The design of all open web joists shall conform to the codes and specifications
cited above.
2. All joists shall carry the design loads as specified in the SJI load tables as the
minimum requirement. Additionally, the joists shall be designed to carry any
other load types and patterns as indicated on the structural drawings. Examine
the structural drawings for any other loads required to be carried by any joist.
3. Roof joists shall be designed for a net uplift pressure = 20 PSF.
4. Increase size as required to conform with Factory Mutual and U.L. requirements.
5. Design shall include loads for HVAC units suspended from or supported on the
roof. See Architectural and Mechanical Drawings for locations of units.
C. SUBMITTAL
1. Joist manufacturer shall submit the following for Engineer's review and approval:
a. Produce certification letter that joists and joist girders comply with all documents
noted in these general notes.
b. Shop drawings showing joists layout, bridging and other accessories.
c. Design calculations for all joists showing load carrying capacity. Calculations
shall be signed and sealed by a registered Engineer. Calculations are for
Owner's record only.
D. OSHA REQUIREMENTS
1. Comply with all OSHA requirements. Provide additional steel, bridging, etc. as
required. Provide vertical plates shop welded to structural steel columns and/or
beams and bottom chord extensions at joists at columns, as required by OSHA.
ONE RIVERWAY
HOUSTON, TEXAS
XIV. STEEL ROOF DECK (WITH RIGID INSULATION BOARD)
A. SCHEDULE
1. Roof deck shall be 1.5B ( 22 gauge) as manufactured by Vulcraft, or
equivalent.
B. SPECIFICATION
1. The design, fabrication, and erection of all roof deck shall conform to the Steel
Deck Institute Design Manual for Composite Decks, Form Decks, and Roof
Decks as published by the Steel Deck Institute (SDI).
C. GRADE OF STEEL
1. Steel deck shall be manufactured from steel conforming to ASTM Designation
A611 Grades C, D, or E for painted deck or A 653-94 structural quality grade 33 or
higher for galvanized deck or Engineer approved equal.
D. FINISH
1. Galvanizing: Steel deck shall be galvanized with a protective zinc coating
conforming to ASTM A 653-94 G90 class.
E. ATTACHMENT
1. Roof deck units shall be welded to each structural support member using 5/8
inch diameter puddle welds at all ribs where sides lap and each rib in between.
Weld metal shall penetrate all layers of deck material at end laps and side joints
and shall have good fusion to the supporting members. At perimeter, deck shall
be welded at 6” o.c.
2. Deck supported on cold-formed light gage framing (C-Joists or trusses) shall be
attached to each support member using # 12 TEK sheet metal screws at all ribs
where sides lap and each rib in between.
3. Side laps of adjacent units shall be fastened by sheet metal screws so that spacing
between supports and fasteners does not exceed 12 inches.
4. Provide a minimum end bearing of 2 inches over supports.
5. End laps of sheets shall be a minimum of two inches and shall occur over
supports.
6. Provide roof deck construction which is listed and conforms to the UL Fire
Resistance Directory and Building Materials Directory. Deck attachment shall
be increased above the minimum specified herein as required to achieve a
Class 90 uplift rating.
F. DECK SPANS
1. Metal deck spans shall not exceed the maximum center to center spans as
required by SDI criteria. Where possible, all metal deck shall extend over three
or more supports. Two span deck shall be used only where deck layout does
not permit the use of three spans. Single span deck is not permitted.
SUBMITTALS
H. ROOF OPENINGS
1. Roof openings less than 6 inch square or diameter require no reinforcement.
Openings 6 inch to 10 inch inclusive shall be reinforced with a 20 gauge
galvanized plate welded to the deck at each corner and 6 inch maximum
centers with a 5/8 inch diameter puddle weld or sheet metal screws. Unless
indicated otherwise on the drawings, openings over 10 inch wide or diameter
shall be reinforced with an angle 2 1/2 x 2 1/2 x 1/4 framing each side of the
opening and spanning between supports for spans 4 feet or less and
L 3 x 3 x 1/4 for spans greater than 4 feet but less than 6 feet unless specified
otherwise on drawings. Larger openings shall be referred to the Engineer for
framing.
G. ACCESSORIES
1. Provide minimum 20 gauge ridge and valley plates, minimum 20 gauge cant
strips, minimum 14 gauge sump pans, minimum 20 gauge inside or outside
closure channels, minimum 20 gauge butt strips at change of deck directions,
minimum 20 gauge filler sheets, and rubber closures as required to provide a
finished surface for the application of insulation and roofing.
XV.
A. SHOP DRAWINGS
1. The General Contractor shall submit for Engineer review shop drawings
for the following items:
a. Structural Steel (*)
b. Reinforcing Steel
c. Metal Deck
d. Concrete Mix Designs
e. Bar Joists (*)
f. Miscellaneous Steel
g. Curtain Wall (*,#)
Items marked (*) shall have shop drawings sealed by a registered
engineer in the state where the project is located. Items marked (#)
shall be submitted to Engineer for Owner's record only and will not
have Engineer's shop drawing stamp.
2. All shop drawings must be reviewed and sealed by the General
Contractor prior to submittal.
3. Contractor shall submit a minimum of two sets of blackline
prints for all shop drawings specified to be returned by the Engineer.
4. The omission from the shop drawings of any material required by the
Contract Documents to be furnished shall not relieve the contractor of
the responsibility of furnishing and installing such materials, regardless
of whether the shop drawings have been reviewed and approved.
B. MANUFACTURER'S LITERATURE
1. Submit two copies of manufacturer's literature for all materials and
products used in construction on the project.
C. REPRODUCTION
1. The use of reproductions of these Contract Documents by any contractor,
subcontractor, erector, fabricator, or material supplier in lieu of preparation
of shop drawings signifies his acceptance of all information shown hereon
as correct, and obligates himself to any job expense, real or implied, arising
due to any errors that may occur hereon.
LAMOUREUX ASSOCIATES, INC.
XVI. MISCELLANEOUS
A. CONTRACT DOCUMENTS
1. It is the responsibility of the General Contractor to obtain all Contract Documents
and latest addenda and to submit such documents to all subcontractors and
material suppliers prior to the submittal of shop drawings, fabrication of any
structural members, and erection in the field.
B. DRAWING CONFLICTS
1. The General Contractor shall compare the Architectural and Structural drawings
and report any discrepancy between each set of drawings and within each set of
drawings to the Architect and Engineer prior to the fabrication and installation of
any structural members.
C. EXISTING CONDITIONS
1. The General Contractor shall verify all dimensions and existing conditions at the
job site and report any discrepancies from assumed conditions shown on the
drawings to the Architect and Engineer prior to the fabrication and erection of any
members.
D. RESPONSIBILITY OF THE CONTRACTOR FOR STABILITY OF THE
STRUCTURE DURING CONSTRUCTION
1. All structural elements of the project have been designed by the Structural
Engineer to resist the required code vertical and lateral forces that could occur in
the final completed structure only. It is the responsibility of the Contractor to
provide all required bracing during construction to maintain the stability and safety
of all structural elements during the construction process until the structure is tied
together and completed.
E. HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS
1. There shall be no horizontal construction joints in any concrete pours unless
shown on the drawings. All deviations or additional joints shall be approved in
writing by the Architect/Engineer.
F. OPENING PROTECTION
1. All glazing exposed to external wind pressure located in the lower 60' of the
structure shall be impact resistant glazing or shall be protected using an impact
resistant covering.
XVII. SITE OBSERVATION BY THE STRUCTURAL ENGINEER
A. GENERAL
1. The contract structural drawings and specifications represent the finished
structure, and except where specifically shown, do not indicate the method
or means of construction. The Contractor shall supervise and direct the work
and shall be solely responsible for all construction means, methods, and
procedures, techniques, and sequence.
2. The Engineer shall not have control or charge of, and shall not be responsible
for, construction means, methods, techniques, sequences, or procedures, for
safety precautions and programs in connection with the work, for the acts or
omission of the Contractor, Subcontractor, or any other persons performing
any of the work, or for the failure of any of them to carry out the work in
accordance with the contract documents.
3. Periodic site observation by field representatives are solely for the purpose of
determining if the work of the Contractor is proceeding in accordance with the
structural contract documents. This limited site observation should not be
construed as exhaustive or continuous to check the quality or quantity of the
work, but rather periodic in an effort to guard the Owner against defects or
deficiencies in the work of the Contractor.
DIGITALLY SIGNED: 03/20/13
S1.2

ROOF FRAMING PLAN
ONE RIVERWAY
HOUSTON, TEXAS
SCALE: 1/8" = 1' - 0"
2
FOUNDATION PLAN
LAMOUREUX ASSOCIATES, INC.
SCALE: 1/8" = 1' - 0"
1
DIGITALLY SIGNED: 03/20/13
S2.1

ONE RIVERWAY
HOUSTON, TEXAS
LAMOUREUX ASSOCIATES, INC.
DIGITALLY SIGNED: 03/20/13
S3.1

ONE RIVERWAY
HOUSTON, TEXAS
LAMOUREUX ASSOCIATES, INC.
DIGITALLY SIGNED: 03/20/13
S3.2

ONE RIVERWAY
HOUSTON, TEXAS
LAMOUREUX ASSOCIATES, INC.
DIGITALLY SIGNED: 03/20/13
S4.1

ONE RIVERWAY
HOUSTON, TEXAS
LAMOUREUX ASSOCIATES, INC.
DIGITALLY SIGNED: 03/20/13
S4.2

* Your assessment is very important for improving the work of artificial intelligence, which forms the content of this project