One Riverway Garage ..

One Riverway Garage ..

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GENERAL NOTES

I. CODES AND SPECIFICATIONS

A. GENERAL BUILDING CODE

1. International Building Code.

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.

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.

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.

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.

All Codes and Specifications listed above shall include all amendments and addenda

in force at the date of the contract documents.

II. TYPICAL DETAILS

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.

III. DESIGN CRITERIA

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.

B. LIVE LOADS

CATEGORY UNIFORM CONCENTRATED

LOAD (PSF) LOAD (#)

Roof 20 N/A

Lobby 100 N/A

Live loads have been reduced on any member based on the Code cited

in CODES AND SPECIFICATIONS, Paragraph I. 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.

IV. FOUNDATION - GENERAL

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.

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.

V. 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

A. CLASSES OF CONCRETE

1. All concrete shall conform to the requirements as specified in the table

below unless noted otherwise on the Drawings:

USAGE 28 DAY COMP. TYPE MAX. SIZE

CONC. AGGREGATE

STRENGTH (PSI)

Grade Beams 3000 NW 1 1/2"

Slab-on-Grade 3000 NW 1 1/2”

Drilled Piers (under reamed) 3000 NW 1"

Note: NW = Normal weight concrete

LW = Lightweight concrete slab (Density = 115 pcf max.)

2. There shall be no horizontal cold joint in any concrete pour.

3. Admixtures used shall be compatible with floor treatments.

4. 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).

5. Concrete for slab-on-grade shall have a maximum water-cement ratio of 0.50.

6. Concrete shall comply with the requirements of ACI 301 and ACI 318.

7. 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.

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.

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 1 1/2" top, 3" bottom, 2" sides (3" sides if

cast against soil)

b. Underreamed Footings 3" sides

c. Drilled Piers 3" sides

d. Interior Slab-on-Grade 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.

e. Exterior Slab-on-Grade 2" top cover for one layer of steel.

2" top cover, 3" bottom cover for

two layers of steel.

VIII. CONCRETE FORMWORK

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.

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.

IX. STRUCTURAL STEEL

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.

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.

X. 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

XI. STRUCTURAL BOLTS AND THREADED FASTENERS

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.

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.

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.

LAMOUREUX ASSOCIATES, INC.

ONE RIVERWAY

HOUSTON, TEXAS

DIGITALLY SIGNED: 06/23/15

S1.1

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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.

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.

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.

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.

XV. SUBMITTALS

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.

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: 06/23/15

LAMOUREUX ASSOCIATES, INC.

ONE RIVERWAY

HOUSTON, TEXAS

S1.2

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ROOF FRAMING PLAN

ONE RIVERWAY

HOUSTON, TEXAS

SCALE: 1/8" = 1' - 0"

2 FOUNDATION PLAN

LAMOUREUX ASSOCIATES, INC.

DIGITALLY SIGNED: 06/23/15

SCALE: 1/8" = 1' - 0"

1

S2.1



ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

DIGITALLY SIGNED: 06/23/15

S3.1



ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

DIGITALLY SIGNED: 06/23/15

S3.2



ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

DIGITALLY SIGNED: 06/23/15

S4.1



ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

DIGITALLY SIGNED: 06/23/15

S4.2

T H O M A S & D U N N E

E N G I N E E R S , L L C

7 3 8 S . H I G H W A Y 6

S U I T E # 2 6 0

H O U S T O N , T X 7 7 0 7 9

PHONE: 7 1 3 . 9 3 3 . 1 0 0 1

FAX: 7 1 3 . 9 3 3 . 1 0 0 4

T E X A S R E G I S T R A T I O N # F - 1 0 4 2 1

ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

6343 SKYLINE DRIVE HOUSTON, TEXAS 77057

(713) 621 - 0009 FAX: (713) 621 - 9677

WWW.LXNET.COM

MEP0.00

01

T H O M A S & D U N N E

E N G I N E E R S , L L C

7 3 8 S . H I G H W A Y 6

S U I T E # 2 6 0

H O U S T O N , T X 7 7 0 7 9

PHONE: 7 1 3 . 9 3 3 . 1 0 0 1

FAX: 7 1 3 . 9 3 3 . 1 0 0 4

T E X A S R E G I S T R A T I O N # F - 1 0 4 2 1

ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

6343 SKYLINE DRIVE HOUSTON, TEXAS 77057

(713) 621 - 0009 FAX: (713) 621 - 9677

WWW.LXNET.COM

MECHANICAL

DEMO PLAN

M0.00

01

T H O M A S & D U N N E

E N G I N E E R S , L L C

7 3 8 S . H I G H W A Y 6

S U I T E # 2 6 0

H O U S T O N , T X 7 7 0 7 9

PHONE: 7 1 3 . 9 3 3 . 1 0 0 1

FAX: 7 1 3 . 9 3 3 . 1 0 0 4

T E X A S R E G I S T R A T I O N # F - 1 0 4 2 1

ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

6343 SKYLINE DRIVE HOUSTON, TEXAS 77057

(713) 621 - 0009 FAX: (713) 621 - 9677

WWW.LXNET.COM

MECHANICAL

PLAN

M1.00

01

T H O M A S & D U N N E

E N G I N E E R S , L L C

7 3 8 S . H I G H W A Y 6

S U I T E # 2 6 0

H O U S T O N , T X 7 7 0 7 9

PHONE: 7 1 3 . 9 3 3 . 1 0 0 1

FAX: 7 1 3 . 9 3 3 . 1 0 0 4

T E X A S R E G I S T R A T I O N # F - 1 0 4 2 1

ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

6343 SKYLINE DRIVE HOUSTON, TEXAS 77057

(713) 621 - 0009 FAX: (713) 621 - 9677

WWW.LXNET.COM

MECHANICAL

SPECS

AND SCHEDULES

M2.00

01

T H O M A S & D U N N E

E N G I N E E R S , L L C

7 3 8 S . H I G H W A Y 6

S U I T E # 2 6 0

H O U S T O N , T X 7 7 0 7 9

PHONE: 7 1 3 . 9 3 3 . 1 0 0 1

FAX: 7 1 3 . 9 3 3 . 1 0 0 4

T E X A S R E G I S T R A T I O N # F - 1 0 4 2 1

ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

6343 SKYLINE DRIVE HOUSTON, TEXAS 77057

(713) 621 - 0009 FAX: (713) 621 - 9677

WWW.LXNET.COM

MECHANICAL

DETAILS

M3.00

01

T H O M A S & D U N N E

E N G I N E E R S , L L C

7 3 8 S . H I G H W A Y 6

S U I T E # 2 6 0

H O U S T O N , T X 7 7 0 7 9

PHONE: 7 1 3 . 9 3 3 . 1 0 0 1

FAX: 7 1 3 . 9 3 3 . 1 0 0 4

T E X A S R E G I S T R A T I O N # F - 1 0 4 2 1

ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

6343 SKYLINE DRIVE HOUSTON, TEXAS 77057

(713) 621 - 0009 FAX: (713) 621 - 9677

WWW.LXNET.COM

E1.00

01

T H O M A S & D U N N E

E N G I N E E R S , L L C

7 3 8 S . H I G H W A Y 6

S U I T E # 2 6 0

H O U S T O N , T X 7 7 0 7 9

PHONE: 7 1 3 . 9 3 3 . 1 0 0 1

FAX: 7 1 3 . 9 3 3 . 1 0 0 4

T E X A S R E G I S T R A T I O N # F - 1 0 4 2 1

ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

6343 SKYLINE DRIVE HOUSTON, TEXAS 77057

(713) 621 - 0009 FAX: (713) 621 - 9677

WWW.LXNET.COM

E2.00

01

T H O M A S & D U N N E

E N G I N E E R S , L L C

7 3 8 S . H I G H W A Y 6

S U I T E # 2 6 0

H O U S T O N , T X 7 7 0 7 9

PHONE: 7 1 3 . 9 3 3 . 1 0 0 1

FAX: 7 1 3 . 9 3 3 . 1 0 0 4

T E X A S R E G I S T R A T I O N # F - 1 0 4 2 1

ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

6343 SKYLINE DRIVE HOUSTON, TEXAS 77057

(713) 621 - 0009 FAX: (713) 621 - 9677

WWW.LXNET.COM

E3.00

01

T H O M A S & D U N N E

E N G I N E E R S , L L C

7 3 8 S . H I G H W A Y 6

S U I T E # 2 6 0

H O U S T O N , T X 7 7 0 7 9

PHONE: 7 1 3 . 9 3 3 . 1 0 0 1

FAX: 7 1 3 . 9 3 3 . 1 0 0 4

T E X A S R E G I S T R A T I O N # F - 1 0 4 2 1

ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

6343 SKYLINE DRIVE HOUSTON, TEXAS 77057

(713) 621 - 0009 FAX: (713) 621 - 9677

WWW.LXNET.COM

E4.00

01

T H O M A S & D U N N E

E N G I N E E R S , L L C

7 3 8 S . H I G H W A Y 6

S U I T E # 2 6 0

H O U S T O N , T X 7 7 0 7 9

PHONE: 7 1 3 . 9 3 3 . 1 0 0 1

FAX: 7 1 3 . 9 3 3 . 1 0 0 4

T E X A S R E G I S T R A T I O N # F - 1 0 4 2 1

ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

6343 SKYLINE DRIVE HOUSTON, TEXAS 77057

(713) 621 - 0009 FAX: (713) 621 - 9677

WWW.LXNET.COM

P1.00

01

T H O M A S & D U N N E

E N G I N E E R S , L L C

7 3 8 S . H I G H W A Y 6

S U I T E # 2 6 0

H O U S T O N , T X 7 7 0 7 9

PHONE: 7 1 3 . 9 3 3 . 1 0 0 1

FAX: 7 1 3 . 9 3 3 . 1 0 0 4

T E X A S R E G I S T R A T I O N # F - 1 0 4 2 1

ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

6343 SKYLINE DRIVE HOUSTON, TEXAS 77057

(713) 621 - 0009 FAX: (713) 621 - 9677

WWW.LXNET.COM

P1.01

01

T H O M A S & D U N N E

E N G I N E E R S , L L C

7 3 8 S . H I G H W A Y 6

S U I T E # 2 6 0

H O U S T O N , T X 7 7 0 7 9

PHONE: 7 1 3 . 9 3 3 . 1 0 0 1

FAX: 7 1 3 . 9 3 3 . 1 0 0 4

T E X A S R E G I S T R A T I O N # F - 1 0 4 2 1

ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

6343 SKYLINE DRIVE HOUSTON, TEXAS 77057

(713) 621 - 0009 FAX: (713) 621 - 9677

WWW.LXNET.COM

P1.02

01

T H O M A S & D U N N E

E N G I N E E R S , L L C

7 3 8 S . H I G H W A Y 6

S U I T E # 2 6 0

H O U S T O N , T X 7 7 0 7 9

PHONE: 7 1 3 . 9 3 3 . 1 0 0 1

FAX: 7 1 3 . 9 3 3 . 1 0 0 4

T E X A S R E G I S T R A T I O N # F - 1 0 4 2 1

02

ONE RIVERWAY

HOUSTON, TEXAS

LAMOUREUX ASSOCIATES, INC.

6343 SKYLINE DRIVE HOUSTON, TEXAS 77057

(713) 621 - 0009 FAX: (713) 621 - 9677

WWW.LXNET.COM

P2.00

01

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