Attachment 2 Combined Drawings-Phase 2.pdf

SCALE: SCALE:

SITE LOCATION PLAN

NOT TO SCALE

G001

USDA SOUTHERN PLAINS AGRICULTURAL RESEARCH CENTER

USDA/ARS PROJECT NUMBER: 12805B20D0002

SOMERVILLE PECAN LAB RENOVATION AND ADDITION

10200 FM 50, SOMERVILLE, TX 77879

ISSUED FOR BID - PHASE 2

VICINITY MAP

NOT TO SCALE

G001

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

3040 WILLIAMS DRIVE, SUITE 600

FAIRFAX, VIRGINIA 22031

P: 703-691-2115 www. .com

TM

PROJECT NUMBER: SIGQ202911.02

SAFETY & HEALTH

REAL PROPERTY

DESIGNER

CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

A

D

USDA S

U

NO. DATE BY

Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

01/20/2022 95% FOR REVIEW

01/20/2022

MK BD

JC

MB

SOUTHERN PLAINS AGRICULTURAL

RESEARCH CENTER

SOMERVILLE

LABORATORY-ADDITION

S H

E E

T N

O

O

F

05/04/2022

04/19/2022 100% FOR REVIEW

05/04/2022 ISSUED FOR BID

C:\Users\Ryan.McGrath\Documents\212911.12_R20_Mechanical_Phase 2_ryan.mcgrathNBB2N.rvt5/3/2022 1:54:17 PM

COVER SHEET G001

INTERIM REVIEW ONLY

Document Incomplete: Not intended for permit, bidding or construction.

Engineer:

P.E. Serial No.:

Date:

Martinez Moore Engineers, LLC TBPE Firm Registration No. 16839

M.K. TOMLINSON

106349

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

3040 WILLIAMS DRIVE, SUITE 600

FAIRFAX, VIRGINIA 22031

P: 703-691-2115 www. .com

TM

PROJECT NUMBER: SIGQ202911.02

SAFETY & HEALTH

REAL PROPERTY

DESIGNER

CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

A

D

USDA S

U

NO. DATE BY

Service Research Agricultural

REVISIONS

DWG. NO

DRAWN BY

SOLICITATION NO.

01/20/2022 95% FOR REVIEW

01/20/2022

MK BD

JC

MB

SOUTHERN PLAINS AGRICULTURAL

RESEARCH CENTER

SOMERVILLE

LABORATORY-ADDITION

MARTINEZ MOORE ENGINEERS

221 West 6th Street, Suite 800

Austin, Texas 78701

TBPE Firm Registration No. 16839

05/04/2022

01/21/2022

MKT

MKT

RBM

04/19/2022

WALTER P MOORE AND ASSOCIATES, INC.

221 West 6th Street, Suite 800

Austin, Texas 78701

TBPE Firm Registration No. 1856

100% FOR REVIEW

05/04/2022 ISSUED FOR BID

GENERAL STRUCTURAL

NOTES (PHASE 2) S001P2

PART I - DESIGN CRITERIA

GENERAL STRUCTURAL NOTES

PART II - FOUNDATION

PART III - REINFORCED CONCRETE

PART IV - STRUCTURAL STEEL

PART V - COLD-FORMED METAL FRAMING

PART VI - SPECIAL INSPECTIONS

PART VII - SUBMITTALS

A. GENERAL BUILDING CODE

1. The Construction Documents are based on the requirements of the International Building Code 2018.

B. DEAD LOADS

1. Roof Collateral Dead Load: An allowance of 8 PSF has been made for hanging ceiling and mechanical equipment loads such as duct work and sprinkler pipes.

C. LIVE LOADS

1. Design live loads are based on the more restrictive of the uniform load listed below or the concentrated load listed acting over an area 2.5 feet square or, in the case of stair treads, 4 square inches.

a. All ground floor (laboratories, mechanical, office): 150 PSF, Refer to Note a below

b. Roofs:

1) Roof subject to maintenance workers: 20 PSF, 300 LBS Notes:

a. Design concentrated load is that required by assumed equipment weight.

2. Reduction of Live Loads:

a. No live load reduction has been applied.

D. WIND LOADS

1. Wind pressures are based on the provisions of the American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures, ASCE 7-16 and the following criteria:

a. Ultimate design wind speed (Vult): 114 MPH (3 second gust)

b. Nominal design wind speed (Vasd): 92 MPH (3-second gust)

c. Building risk category: II

d. Wind exposure category: C

e. Internal pressure coefficient (GCpi): +0.18/-0.18

2. Wind pressures used for the design of components and cladding are shown in the following table:

H. BUILDING MOVEMENT AND DEFLECTIONS

1. The building movement specified herein is anticipated to occur and should be considered by the Contractor in the performance of the work.

2. Roof Deflections, dead + live load: The PEMB supplier shall design building framing to meet the following deflection requirements for dead + live load:

a. Typical Roof Members: L/240

3. Provisions shall be made in the design, fabrication, and installation of all partitions and other elements supported by and attached to the structure.

4. Lateral Frame Wind Deflection (Drift): The following provision for lateral frame deflection in the plane of the wall of one floor relative to an adjacent floor shall be made in the design, fabrication and installation of the building cladding:

a. Typical Floor to Floor: Floor Height/180

I. RESTRAINED CONSTRUCTION CLASSIFICATION

1. In accordance with ASTM E 119, all floor construction is classified as restrained construction.

Delete above and include section below for projects in the state of Texas.

J. TEXAS ARCHITECTURAL BARRIER ACT STANDARD

1. The structural strength of grab bars, tub and shower seats, fasteners, and mounting devices shall meet the following specification:

a. Bending stress in a grab bar or seat induced by the maximum bending moment from the application of 250 lbf shall be less than the allowable stress for the material of the grab bar or seat.

b. Shear stress induced in a grab bar or seat by the application of 250 lbf shall be less than the allowable shear stress for the material of the grab bar or seat. If the connection between the grab bar or seat and its mounting bracket or other support is considered to be fully restrained, then direct and torsional shear stresses shall be totaled for the combined shear stress, which shall not exceed the allowable shear stress.

c. Shear force induced in a fastener or mounting device from the application of 250 lbf shall be less than the allowable lateral load of either the fastener or mounting device or the supporting structure, whichever is the smaller allowable load.

d. Tensile force induced in a fastener by a direct tension force of 250 lbf plus the maximum moment from the application of 250 lbf shall be less than the allowable withdrawal load between the fastener and the supporting structure.

e. Grab bars shall not rotate within their fittings.

K. HANDRAILS AND GUARDS

1. The handrail assemblies and guards shall be designed for 50 PLF or a concentrated load of 200 pounds at any point applied in any direction at the top and to transfer this load through the supports to the structure. These loads need not be assumed to act concurrently.

L. ROOFTOP EQUIPMENT ANCHORAGE

1. All roof top equipment curbs, roof top mechanical equipment, equipment tie downs, and connections of all equipment to building structure for wind loading are to be designed and engineered by a registered Specialty Engineer retained by the mechanical equipment supplier. Signed and Sealed drawings and calculations are to be submitted to the engineer of record for review and approval. The equipment manufacturer shall provide the attachment of the unit to the structure and submit to the engineer loads, locations, and methods of attachment. The PEMB engineer shall make provisions in the design of the primary structural frame to accommodate the loads and attachments submitted by the manufacturer.

A. GEOTECHNICAL REPORT

1. Foundation design is based on the updated geotechnical investigation report as follows: Geotechnical Engineering Study for USDA Somerville Lab Addition, Somerville, Texas, prepared by Raba Kistner Consultants, Inc., Project No. AHA21-079-00, Dated January 20, 2022.

2. The geotechnical report is available to the General Contractor upon request to the Owner. The information included therein may be used by the General Contractor for his general information only.

The Architect and Engineer will not be responsible for the accuracy or applicability of such data therein.

B. SHALLOW FOUNDATION TYPE

1. Shallow Foundation:

a. Design Pressures

1) Maximum allowable bearing pressure for grade beams supported on undisturbed subgrade soils or properly prepared select fill: 1,380 psf

b. Minimum depth below final grade: 24 inches

2. Grade Beams:

a. Grade Beam Sides. Except as noted on the drawings, non-exposed grade beam sides may be earth formed.

b. Bar Supports for Grade Beam Cages. Grade beam bottom steel shall be chaired at 5’-0" maximum centers using beam bolsters providing 3" bottom cover to reinforcing steel. Beam bolsters used shall be designed and manufactured for support on soil.

C. CONSTRUCTION DEWATERING

1. The Contractor shall determine the extent of construction dewatering required for the excavation.

The Contractor shall submit to the Geotechnical Engineer for review the proposed plan for construction dewatering, prior to beginning the excavation.

A. CLASSES OF CONCRETE

1. All concrete shall conform to the requirements of the “Classes of Concrete Matrix” on sheet S003 unless noted otherwise on the drawings.

B. HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS

1. There shall be no horizontal construction joints in any concrete pours unless shown on the drawings.

The Architect/Engineer shall approve all deviations or additional joints in writing.

C. REINFORCING STEEL

1. All Reinforcing Steel shall be ASTM A 615 Grade 60 unless noted otherwise on the drawings or in these notes.

2. Reinforcing Steel in Architectural Precast Concrete: ASTM A 615, Grade 60.

3. Reinforcing Steel: Provide reinforcing steel conforming to ASTM A 706 Grade 60 for all reinforcing steel required to be welded and where noted on the drawings.

4. Galvanized Reinforcing Steel: Provide reinforcing steel galvanized according to ASTM A 767 Class II

(2.0 oz. zinc PSF where noted on the drawings).

5. Epoxy-Coated Reinforcing Steel: Provide epoxy-coated reinforcing steel according to ASTM A 775 where noted on the drawings.

6. Deformed Bar Anchors: 3/8” to 5/8” diameter AWS D1.1 Type C (Table 7.1) studs manufactured in conformance with specification ASTM A 1064 with a minimum yield strength 70,000 PSI. 3/4” or larger diameter, ASTM A706 bars of equal size with welds to steel substrate that develop full strength of anchor. ASTM A 615 reinforcing bars shall not be substituted for deformed bar anchors.

7. Headed Stud Anchors for Embedded Plates: AWS D1.1 Type A studs manufactured in conformance with specification ASTM A 29 with a minimum tensile strength of 61,000 PSI.

8. Headed Shear Studs for Shear Reinforcement: ASTM A 1044 with a minimum yield strength of

51,000 PSI.

9. Smooth Welded Wire Reinforcement: ASTM A 1064, yield strength 65,000 PSI.

10. Deformed Welded Wire Reinforcement: ASTM A 1064, yield strength 70,000 PSI.

11. Fiber Reinforcement: Provide fiber reinforcement of the types listed below that are specifically manufactured for use in concrete to resist cracking from either plastic shrinkage, hardened concrete shrinkage, or both when mixed in the concrete according to manufacturer’s instructions at the dosage rates for the types indicated as listed for the concrete elements described.

a. Micro Synthetic Fibers

b. Macro Synthetic Fibers

c. Steel Fibers

d. Blend of Micro and Macro Synthetic Fibers

e. Blend of Micro Synthetic Fibers with Steel Fibers

D. PLACEMENT OF WELDED WIRE REINFORCEMENT

1. Wherever welded wire reinforcement is specified as reinforcement, it shall be continuous across the entire concrete surface and not interrupted by beams or girders and properly lapped per ACI 318,

25.5.3 and 25.5.4.

E. REINFORCEMENT IN TOPPING SLABS

1. Provide minimum reinforcement as noted below in all topping slabs unless specified otherwise on the drawings.

a. Welded smooth wire reinforcement 6x6-W2.9xW2.9.

b. Blended micro and macro synthetic fibers at 5.0 pounds per cubic yard of concrete.

c. Blended micro synthetic fibers and steel fibers at 24 pounds per cubic yard of concrete.

d. Macro synthetic fibers at 4.0 pounds per cubic yard of concrete.

F. REINFORCEMENT IN HOUSEKEEPING PADS

1. Provide minimum reinforcement as noted below in all housekeeping pads supporting mechanical equipment unless specified otherwise on the drawings.

a. Welded smooth wire reinforcement 6x6-W2.9xW2.9.

b. Blended micro and macro synthetic fibers at 5.0 pounds per cubic yard of concrete.

c. Blended micro synthetic fibers and steel fibers at 24 pounds per cubic yard of concrete.

A. MATERIAL

1. Hot Rolled Structural Members: All hot rolled steel plates, shapes, sheet piling, and bars shall be new steel conforming to ASTM Specification A 6.

2. ASTM Specification and Grade: Clearly mark the grade of steel on each piece, with a distinguishing mark visible from floor surfaces, for the purpose of field inspection of proper grade of steel. Unless noted otherwise on the drawings, structural steel shall be as follows:

a. W- and WT-Shapes: ASTM A 992

b. M- and S-Shapes: ASTM A 36

c. C-Shapes: ASTM A 36

d. L-Shapes: ASTM A 36

e. Round HSS: ASTM A 500, Grade B (Fy=42 ksi)

f. Rectangular HSS: ASTM A 500, Grade B (Fy=46 ksi)

g. Steel Pipes: ASTM A 53 (Types E or S), Grade B.

h. Base Plates: All base plates shall conform to ASTM A 36 unless noted otherwise on the drawings.

i. Edge Angles, Bent Plates, Angle Hangers, and Angle Kickers: ASTM A 36.

j. Connection Material:

1) Beam Column Continuity Plates and Doubler Plates: ASTM A 572, Grade 50.

2) All connection material, except as noted otherwise herein or on the drawings, including bearing plates, gusset plates, stiffener plates, filler plates, angles, etc.

shall conform to ASTM A 36 unless a higher grade of steel is required by strength and provided the resulting sizes are compatible with the connected members.

k. Other Steel: Any other steel not indicated otherwise shall conform to ASTM A 992 or ASTM A 572, Grade 50, except plates and angles that shall be ASTM A 36.

C. STRUCTURAL BOLTS AND THREADED FASTENERS

1. A 325 Bolts: All bolts in structural connections shall conform to ASTM A 325 Type 1, unless indicated otherwise on the drawings.

2. A 449 Bolts: See drawings for locations requiring ASTM A 449 Type I bolts. Use only for bearing type connections with a bolt diameter greater than 1 1/2 inches.

3. Threaded Round Stock: Threaded rods shall conform to:

a. ASTM A 36.

b. ASTM A 572 Grade 50 (to 2 inches in diameter).

c. ASTM A 572 Grade 42 (greater than 2 inches and up to 6 inches in diameter).

d. ASTM A 588 (corrosion resistant).

See drawings for locations.

4. Pins: All pins in pin connected members shall conform to ASTM A 36 and ASTM A 108 for pins four inches in diameter or less, and to ASTM A 668 Class D (Fy = 37,500 PSI) for pins greater than four inches in diameter.

D. WELDING

1. Unless noted otherwise, electrodes for welding shall conform to E70XX (SMAW), F7XX-EXXX (SAW), ER70S-X (GMAW), or E7XT-X (FCAW).

2. Electrodes for Grade 60 or Grade 65 material shall conform to E80XX (SMAW), F8XX-EXX-XX (SAW), ER80S-X (GMAW), or E8XT-X (FCAW).

E. ANCHOR RODS

1. Unless indicated otherwise in the Column Schedule or on the drawings, anchor rods shall conform to ASTM F 1554 Grade 55 (with Supplementary Requirement S1) and the size shall be 3/4" diameter and shall embed into the concrete foundation a distance of 1’-0" with a heavy hex nut at the embedded end. Strike bolt threads at the embedded end at two places below the nut.

F. GROUT

1. Grout below structural steel base plates shall be non-metallic, non-shrink grout with a minimum strength of 6,000 psi when bearing on 3,000 psi concrete or less, a strength of 8,000 psi when bearing on concrete between 3,000 and 4,000 psi, and, unless noted otherwise on the drawings, a strength of 8,000 psi when bearing on concrete greater than 4,000 psi.

A. MATERIALS

1. Stud and track profiles shall be standard sections used by members of the Steel Stud Manufacturers Association (SSMA). SSMA Member designations as shown on the following example:

600 S 162-43 represents a 6.00” deep, Stud Section, 1.625” wide flange, 0.043” (43 mils) minimum steel thickness.

Notes:

S = Stud Section T = Track Section U = Channel Section F = Furring Channel

2. Unless noted otherwise on the drawings, members shall have the following yield strengths:

a. Studs: 33, 43 mil thickness Fy = 33 ksi

b. Studs: 54, 68, 97 mil thickness Fy = 50 ksi

c. Tracks: 33, 43, 54, 68, 97 mil Fy = 33 ksi

d. U-Channels, Furring Channels: Fy = 33 ksi

3. All Cold-Formed Steel Framing materials shall have a minimum G60 galvanized coating.

B. CONNECTIONS

1. Connections not fully detailed on the contract documents shall be designed by the contractor per the specification.

2. Screws: Unless noted otherwise screws shall be as follows:

a. Sheet steel to sheet steel: #10-16, 5/8 inch long self drilling screws.

b. Sheet steel to structural steel: #12-24, 1-1/2 inch long self drilling screws with No 5 tip style.

3. Powder Actuated Fasteners: Unless noted otherwise, PAF shall be as follows:

a. Sheet steel to concrete: 0.145” diameter, 1-1/4” long, smooth shank.

b. Sheet steel to post-tensioned concrete: 0.145” diameter, 3/4” long, smooth shank.

c. Sheet steel to structural steel: 0.145” diameter, 3/4” long, knurled shank.

4. Welding:

a. Welding procedures for sheet steel to be in accordance with AWS D1.3. Welders shall be certified for sheet steel in all positions required per AWS D1.3

b. Suggested weld metal and process for shop welding are: 60ksi weld metal strength

(minimum) - MIG.

c. Suggested methods for field welding: 1/8 inch E60XX (minimum) electrode - SMAW.

d. Minimum weld throat thickness (t) must match or exceed the base steel thickness of the thinnest connected steel sheet unless noted otherwise.

e. After welding all flux shall be removed, and a zinc-rich paint, with a dry film containing 94% zinc dust by weight, shall be applied to the weld area to restore corrosion resistance.

A. The Owner’s testing laboratory shall provide special inspection services in accordance with the International Building Code for the following items.

B. Special inspection reports and a final report in accordance with IBC Section 1704.2.4 shall be submitted to the building official prior to the time that phase of the work is approved for occupancy.

1. Steel Construction:

a. All Field Welding

b. High-Strength Bolting

c. Inspection of Structural Steel, Bolting, Welding Material

d. Welding of Structural Steel

2. Concrete Construction:

a. Bolts Installed in Concrete

b. Concrete Shear Walls

c. Concrete Work

d. Continuous Inspection of Reinforcing Steel Placing

e. Epoxy Bolts

f. Formwork

g. Grouting of Bonded Prestressing Tendons

h. Prestressed Concrete

i. Prestressing Operation

j. Prestressing Tendon Placement

k. Reinforcing Steel Placement

l. Shotcrete Work

m. Special Moment-Resisting Concrete Frames

n. Welding of Reinforcing Steel

3. Soils:

a. Prepared Earth Fill

4. Sprayed Fire-Resistant Materials

5. Mastic and Intumescent Fire-Resistant Coatings

C. STATEMENT OF SPECIAL INSPECTIONS

1. Special inspection is required for the items listed above. Refer to Specification Section 014529 for type and extent of each special inspection and each test. The Specification also indicates whether continuous or periodic inspection is required for the items listed above additional information.

A. SUBMITTAL LIST AND SCHEDULE

1. The General Contractor shall prepare a detailed list and schedule of all submittal items to be sent to the Structural Engineer prior to the start of construction. This list shall be updated and revised and kept current as the job progresses. The submittal list shall be organized as shown below:

a. Shop Drawings

b. Design Calculations

c. Product Data, Certificates, Reports, and Other Literature

B. SUBMITTALS TO BE PROVIDED TO STRUCTURAL ENGINEER

1. Structural Submittals: In addition to the submittals required by the structural specifications, the following submittals shall be provided:

a. Layout of Embedded Items (Plates, Angles, Bolts, etc.) or Items Attached to the Structural

Frame for Building Cladding Attachment or for Attachment of Other Items.

b. Layout of Mechanical, Electrical, and Plumbing Openings in Flat Slabs.

c. Layout of Penetrations in Beams.

2. Deferred Submittals:

a. The following items are considered deferred submittals by the registered design professional in responsible charge:

1. Cold-Formed Metal Framing (S&S, REC)

2. Metal Building (S&S)

3. Metal Fabrications, Railings, and Gratings (S&S)

4. Roof Top Equipment and Anchorages (S&S)

Notes:

(S&S) Items marked thus shall have the shop drawings and delegated design submittals (including calculations) sealed per the project specifications by an engineer registered in the state where the project is located.

(REC)Items marked thus shall be submitted to Engineer for Record Only and will not have the Engineer’s shop drawing stamp affixed.

a. Documents for deferred submittal items shall be submitted to the registered design professional and shall be forwarded to the building official.

b. Deferred submittal items shall not be installed until the deferred submittal documents have been approved by the building official.

3. Submittals with Impact to Structure:

a. Mechanical Equipment Weights

4. Submittal Requirements:

a. All shop drawings must be reviewed and electronically stamped by the General Contractor prior to submittal.

b. Contractor shall provide the submittal in electronic portable document format (PDF) per the

Specifications.

c. The omission from the shop drawings of any materials 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.

C. REPRODUCTION

1. The use of electronic files or reproductions of these contract documents by any contractor, subcontractor, erector, fabricator, or material supplier in lieu of preparation of shop drawings signifies their acceptance of all information shown hereon as correct, and obligates themselves to any job expense, real or implied, arising due to any errors that may occur hereon.

CLADDING ZONE LOCATION EFFECTIVE WIND LOAD

TYPE WIND AREA (PSF)

(SQ-FT)

Wall 4 0 +29 / -31 Wall 4 10 +29 / -31 Wall 4 Interior 20 +28 / -30 Wall 4 50 +26 / -28 Wall 4 500 +22 / -24 Wall 5 0 +29 / -38 Wall 5 Edge 10 +29 / -38 Wall 5 4ft wide 20 +28 / -36 Wall 5 50 +26 / -33 Wall 5 500 +22 / -24 Roof 1 0 +22 / -53 Roof 1 10 +18 / -53 Roof 1 Interior 20 +16 / -53 Roof 1 50 +16 / -32 Roof 1 500 +16 / -17 Roof 2/2e 0 +22 / -53 Roof 2/2e Edge parallel 10 +18 / -53 Roof 2/2e to ridge 20 +16 / -53 Roof 2/2e 4ft wide 50 +16 / -32 Roof 2/2e 500 +16 / -17 Roof 2r 0 +22 / -77 Roof 2r Ridge 10 +18 / -77 Roof 2r 4ft wide 20 +16 / -66 Roof 2r 50 +16 / -53 Roof 2r 500 +16 / -29 Roof 2n 0 +22 / -77 Roof 2n Edge orthogonal 10 +18 / -77 Roof 2n to ridge 20 +16 / -66 Roof 2n 4ft wide 50 +16 / -53 Roof 2n 500 +16 / -29 Roof 3/3e 0 +22 / -77 Roof 3/3e Corner at 10 +18 / -77 Roof 3/3e edge 20 +16 / -66 Roof 3/3e 4ft wide X 50 +16 / -53 Roof 3/3e 4ft long 500 +16 / -29 Roof 3r 0 +22 / -91 Roof 3r Corner at 10 +18 / -91 Roof 3r ridge 20 +16 / -78 Roof 3r 4ft wide X 50 +16 / -61 Roof 3r 4ft long 500 +16 / -48 Overhang 1 0 +16 / -65 Overhang 1 10 +16 / -65 Overhang 1 Interior 20 +16 / -65 Overhang 1 50 +16 / -51 Overhang 1 500 +16 / -41 Overhang 2/e 0 +16 / -65 Overhang 2/e Edge parallel 10 +16 / -65 Overhang 2/e to ridge 20 +16 / -65 Overhang 2/e 4ft wide 50 +16 / -51 Overhang 2/e 500 +16 / -41 Overhang 2r 0 +16 / -89 Overhang 2r Ridge 10 +16 / -89 Overhang 2r 4ft wide 20 +16 / -81 Overhang 2r 50 +16 / -71 Overhang 2r 500 +16 / -53 Overhang 2n 0 +16 / -89 Overhang 2n Edge orthogonal 10 +16 / -89 Overhang 2n to ridge 20 +16 / -81 Overhang 2n 4ft wide 50 +16 / -71 Overhang 2n 500 +16 / -53 Overhang 3/3e 0 +16 / -103 Overhang 3/3e Corner at 10 +16 / -103 Overhang 3/3e edge 20 +16 / -90 Overhang 3/3e 4ft wide X 50 +16 / -72 Overhang 3/3e 4ft long 500 +16 / -41 Overhang 3r 0 +16 / -118 Overhang 3r Corner at 10 +16 / -118 Overhang 3r ridge 20 +16 / -100 Overhang 3r 4ft wide X 50 +16 / -77 Overhang 3r 4ft long 500 +16 / -60

Notes:

1. Component and cladding pressures act normal to the surface.

Positive pressures act towards the surface and negative pressures act away from the surface.

2. Design pressure for components and cladding shall not be less than 16 PSF acting in either direction normal to the surface.

3. The effective wind area is the span length multiplied by an effective width that need not be less than one-third the span length. For cladding fasteners, the effective wind area shall not be greater than the area that is tributary to an individual fastener.

4. The design pressures listed above are calculated using a value of Kd of

0.85. Wind loads must be used with load combination specified in

ASCE7-16.

PART I - DESIGN CRITERIA (CONT)

3. Wind pressures used for the design of rooftop equipment are shown in the following table:

LOAD WIND LOAD

TYPE (PSF)

Lateral +/-45.6 Uplift -36

Notes:

a. Pressures act normal to the surface. Positive pressures act towards the surface and negative pressures act away from the surface.

E. SNOW LOADS

1. Snow loads are based on the American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures, ASCE 7-16 and the following criteria:

a. Ground snow load (Pg): 5 PSF

b. Flat-roof snow load (Pf): 3.5 PSF

c. Snow exposure factor (Ce): 1.0

d. Snow load importance factor (I): 1.0

e. Thermal factor (Ct): 1.0

F. SEISMIC DESIGN CRITERIA

1. The structure and components of the building have been designed in accordance with aforementioned building code with the following criteria:

a. 0.2 sec. Spectral Acceleration (Ss): 0.066g

b. 1 sec. Spectral Acceleration (S1): 0.04g

c. Site Class: D

d. Site Coefficient, short period (Fa): 1.6

e. Site Coefficient, 1 sec. period (Fv): 2.4

f. 0.2 sec Spectral Response Coeff. (Sds): 0.07g

g. 1 sec Spectral Response Coeff. (Sd1) : 0.063g

h. Occupancy Category: II

i. Occupancy Importance Factor, I: 1.0

j. Seismic Design Category: A

k. Basic Seismic-Force Resisting System: Steel system not specifically designed for seismic resistance

l. Response Modification Factor, R: 3

m. System Overstrength Factor, Omega-o: 3

n. Deflection Amplification Factor, Cd: 3

o. Design Seismic Base Shear (kips): 0.01W

p. Analytical Procedure: Equivalent Lateral Force

G. FUTURE EXPANSION

1. No provisions for any future expansions have been made in the structural design.

PART VIII - MISCELLANEOUS

PART IX - DRAWING INTERPRETATION

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.

2. 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, procedures, techniques, and sequence.

3. Openings through floors, roofs, and walls for ducts, piping, and/or conduit shall be coordinated by the contractor. Contractor shall verify sizes and locations of holes and openings with the Mechanical, Electrical, Plumbing, and Fire Protection drawings and the respective subcontractors.

4. Refer to drawings other than Structural for complete information including: Types of floor slab finishes and their locations, floor slab depressions and curbs, openings in structural walls, roofs and floors required by Architectural and MEP features, stairs, ramps, etc.

5. Where member locations are not specifically dimensioned, members are either located on columns lines or are equally spaced between located members.

6. If certain features are not fully shown or specified on the drawings or in the specifications, their construction shall be of the same character as shown or specified in similar conditions.

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. CONFLICTS IN STRUCTURAL REQUIREMENTS

1. Where conflict exists among the various parts of the structural contract documents, structural drawings, general notes, and specifications, the strictest requirements, as indicated by the Engineer, shall govern.

D. EXISTING CONDITIONS

1. The General Contractor shall verify all dimensions and conditions of the existing building 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.

2. Work shown on the drawings is New, unless noted as Existing.

3. Existing construction shown on the drawings was obtained from existing construction documents and limited site observation. These drawings of existing construction are available for contractor use.

However, the available drawings of existing construction are not necessarily complete. The contractor shall field verify all pertinent information.

4. Demolition, cutting, drilling, etc. of existing work shall be performed with great care so as not to jeopardize the structural integrity of the existing building. If any architectural, structural, or MEP members not designated for removal interfere with the new work, the Architect shall be notified immediately and approval obtained prior to removal of those members.

5. The contractor shall safely shore existing construction wherever existing supports are removed to allow the installation of new work. All shoring methods and sequencing of demolition shall be the responsibility of the contractor and his engineer.

6. The contractor shall verify the location of existing utilities prior to the start of construction and take care to protect existing utilities that are to remain in service.

7. The contractor shall repair all damage caused during construction with similar materials and workmanship to restore conditions to levels acceptable to the Architect.

E. ADJACENT BUILDINGS AND PROPERTY

1. The General Contractor shall ensure that all construction methods used will not cause damage to the adjacent buildings and property. This shall include all foundation installation.

2. The General Contractor is advised to perform all photographic surveys and other documentation of the adjacent buildings before the start of and during construction.

A. DRAWING VIEWS LABELED AS “TYPICAL”

1. Partial plans, elevations, sections, details, or schedules labeled with “Typical” at the beginning of their title shall apply to all situations occurring on the project that are the same or similar to those specifically shown. The applicability of the content of these views to locations on the plan can be determined from the title of the views. Such views shall apply whether or not they are keyed in at each location. Decisions regarding applicability of these “Typical” views shall be determined by the Structural Engineer.

B. STRUCTURAL ABBREVIATIONS, SYMBOLS, AND NOTATIONS

1. Refer to sheet S002 for abbreviations, symbols, and notations used on the structural drawings.

PART III - REINFORCED CONCRETE (CONT)

G. REINFORCING STEEL COVERAGE

1. Reinforcing steel coverage should conform to the requirements specified in details labeled “TYPICAL CLEAR CONCRETE COVER” on sheets S003 unless noted otherwise on the drawings. Cover specified shall be considered minimums that may require increasing where reinforcing steel intersects for different member types. Cover in structural members not specified in the details shall conform to the requirements of ACI 318 unless specified otherwise on the drawings. The reinforcing steel detailer shall adjust reinforcing steel cage sizes at intersecting structural members as required to allow clearance for intersecting reinforcing bar layers with minimum specified cover.

H. WALL AND COLUMN DOWELS

1. Dowels between footings and walls or columns shall match size, spacing, quantity and grade of the specified of the specified vertical reinforcing, unless noted otherwise on the drawings. All bars shall have a Class B tension splice, unless noted otherwise.

I. SPLICES AND HOOKS IN REINFORCING STEEL

1. Splice Location And Type and Hooks For Unscheduled Beams, Slabs And Walls:

a. Beams and Slabs. Unscheduled beams and slabs, including grade beams, shall have continuous top bars lapped at midspan between supports with a Class B tension splice.

Bottom bars shall be lapped at the supports with a Class B tension splice. All beam bars shall be hooked at discontinuous end, unless noted otherwise.

PART VIII - MISCELLANEOUS (CONT)

F. 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. The ability of the structural frame to resist the required code forces derives from the complete installation of the lateral force resisting systems and diaphragms described below. It is the responsibility of the Contractor to design and provide all required bracing during construction to maintain the stability and safety of all structural elements during the construction process until the lateral-load resisting or stability-providing system is completely installed and all designated concrete elements (if any) have reached a minimum of 75% of their design strength. This includes designing for all applicable temporary, construction and environmental forces per ASCE 37 including but not limited to wind and seismic on the structure during construction. The required structural elements are:

a. Steel Frames:

1) Lateral-Force Resisting System

a) Dual System, indicated on the metal building shop drawings as a combination of moment frames and braced frames.

2). Diaphragm

a) A steel deck diaphragm that is completely attached to all roof members per the PEMB shop drawings that create a continuous element linking the lateral-force resisting system to all other columns.

b) A system of horizontal (in-plane) bracing consisting of diagonals, chords, and drag/collector elements that creates a continuous element linking the lateral-force resisting system.

b. Slab-on-Grade:

1) Diaphragm

a) The slab-on-grade is not used as a structural diaphragm. However, portions of the slab-on-grade are used as horizontal ties between shallow foundations and are part of the lateral-force-resisting system. Refer to details for construction joint requirements and limitations.

G. RESPONSIBILITY OF THE CONTRACTOR FOR CONSTRUCTION LOADS

1. The structure has been designed for the loads identified within these structural drawings that are anticipated to be applied to the final structure once completed and occupied. The Contractor shall not overload the structure during construction. The Contractor shall be responsible for checking the adequacy of the structure to support any applied construction loads, including those due to construction vehicles or equipment, material handling or storage, shoring or reshoring, or any other construction activity. The Contractor shall submit calculations signed and sealed by an engineer licensed in the state where the project is located verifying the adequacy of the structure for any proposed construction loads that are in excess of the stated design loads. The Structural Engineer is not responsible to design or check the structure for loads applied to the structure for any construction activity.

H. CONTRACTOR SUBSTITUTIONS

1. Any materials or products submitted for approval that are different from the material or products specified in the structural contract documents will be approved only if the following criteria are satisfied:

a. A cost savings to the Owner is documented and submitted with the request.

b. The material or product has been approved by the International Code Council (ICC) and the

ICC report is submitted with the request.

1) The ICC ESR that is submitted must reference the building code under which the project is permitted.

2) ICC reports that have been discontinued at the time of product installation will not be accepted.

2. Submittals not satisfying the above criteria will not be considered.

I. MECHANICAL EQUIPMENT WEIGHTS

1. The General Contractor shall submit actual weights of equipment to be used in the project to the Structural Engineer for verification of loads used in the design at least three weeks prior to fabrication and construction of the supporting structure.

J. THE STRUCTURAL ENGINEER’S ROLE DURING CONSTRUCTION

1. The Engineer shall not have control nor 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.

2. Periodic site observation by field representatives of Walter P. Moore and Associates is solely for the purpose of becoming generally familiar with the progress and quality of the Work completed and determining, in general, if the Work observed is being performed in a manner indicating that the Work, when fully completed, will be 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 keep the Owner reasonably informed about the progress and quality of the portion of the structure completed.

K. MAINTENANCE STATEMENT

1. All structures require periodic maintenance to extend lifespan and to ensure structural integrity from exposure to the environment. A planned program of maintenance shall be established by the building owner. This program shall include such items such as but not limited to painting of structural steel, protective coating for concrete, sealants, caulked joints, expansion joints, control joints, spalls and cracks in concrete, and pressure washing of exposed structural elements exposed to a salt environment or other harsh chemicals.

B

SLOPE

DOWN

8" 6"

STRUCTURAL SYMBOLS AND NOTATIONS

THE FOLLOWING MATERIAL IDENTIFICATION SYMBOLS MAY BE USED IN THE SECTIONS AND

DETAILS:

THE FOLLOWING MATERIAL IDENTIFICATION SYMBOLS MAY BE USED IN THE PLANS:

STEEL

COLUMN

CONCRETE

COLUMN

CONCRETE

WALL

LOADBEARING

MASONRY WALL

NON-LOADBEARING

MASONRY WALL

STRUCTURAL

PRECAST WALL

GRATING

BOUNDARY OF EXISTING

CONSTRUCTION

BOUNDARY OF EXISTING

CONSTRUCTION TO BE DEMOLISHED

BOUNDARY OF CONCRETE

TOPPING SLAB POURED ON

SUBSTRUCTURE

BOUNDARY OF FUTURE

EXPANSION

REFERENCE GRID LINE SYMBOL

THE FOLLOWING SYMBOLIC LINEWORK MAY BE USED THROUGHOUT THE DRAWINGS:

THESE FOLLOWING SYMBOLS MAY BE USED THROUGHOUT THE DRAWINGS TO REFER TO

OTHER VIEWS:

THESE FOLLOWING SYMBOLS MAY BE USED THROUGHOUT THE

DRAWINGS:

DETAIL

NUMBER OR

LETTER

SHEET NUMBER

REFERENCE

OBJECT

OVERALL

SECTION SYMBOL

DETAIL NUMBER

OR LETTER

SHEET NUMBER

REFERENCE

OBJECT

PARTIAL

SECTION SYMBOL

ELEVATION OF REFERENCE

OBJECT OR LOCATION

REFERENCE OBJECT

OR LOCATION

REFERENCE

OBJECT

FRAMING

ELEVATION SYMBOL

DETAIL

REFERENCE

SYMBOL

REVISION CLOUD

SYMBOL

ELEVATION

DESIGNATION SYMBOL

REFERENCE GRID

INDICATOR SYMBOL

GRID LABEL

WORK POINT

SYMBOL

REVISION NUMBER

OR LETTER

AREA OR ITEM

BEING REVISED

WP

DETAIL

NUMBER OR

LETTER

SHEET NUMBER

AREA OR

ITEM BEING

DETAILED

FLAT FACE

BREAK MARK

CURVED FACE

BREAK MARK

LINE

BREAK MARK

A

S-302

A

S-302

A

S-302

A

S-302

TOP OF SLAB

10'-4"

THE FOLLOWING SYMBOLS MAY BE USED THROUGHOUT THE PLANS.

RIDGE

INDICATOR

SYMBOL

STEP TO SLOPE

INDICATOR

SYMBOL

SLOPE TRANSITION

INDICATOR

SYMBOL

STEP

INDICATOR

SYMBOL

RAMP SLOPE

INDICATOR

SYMBOL

KEYNOTE INDICATOR

SYMBOL

PROJECT NORTH

ARROW SYMBOL

TWO-WAY SLAB SPAN

INDICATOR SYMBOL

BORING LOCATION

SYMBOL

SIZE OF

STEP (IF

PROVIDED)

SIZE OF

STEP (IF

PROVIDED)

SLOPE PITCH

INDICATOR

SYMBOL

HORIZONTAL

DIMENSION

VERTICAL

DIMENSION

POST-

TENSIONING

TENDON SYMBOLS

SLAB OR

DECK TYPE

(IF PROVIDED)

DEAD END

STRESSING

END

LARGE OPENING IN

STRUCTURAL SLAB OR DECK

SMALL OPENINGS IN

STRUCTURAL SLAB OR DECK

ONE-WAY SLAB OR

DECK SPAN

INDICATOR SYMBOL

SLAB OR

DECK TYPE

(IF PROVIDED)

FPx

REINFORCING STEEL

WITH 90° HOOK

REINFORCING STEEL

WITH 180° HOOK

CONCRETE FRAMING

PENETRATION

N Bx 2

S12 S12

OPE

N

MOMENT CONNECTION

(NON-SEISMIC)

CONNECTION WITH

PASS THROUGH FORCE

MOMENT

CONNECTION

(SEISMIC)

CONNECTION WITH

DOUBLE SHEAR PLATE

CONNECTION WITH TWO

COLUMNS OF BOLTS

CONNECTION WITH FULL-

DEPTH SHEAR PLATE

CONNECTION WITH

GUSSET

CONNECTION WITH

GUSSET AND WELDED

FLANGES

SPECIAL

CONNECTION

(TYPE X)

BEAM SPLICE CONNECTION

(SHEAR ONLY)

CONNECTION WITH

WELDED TOP FLANGE

CONNECTION TO

CONCRETE WITH

EMBEDDED PLATE

X

X

EPx

EPx

FPx

FORCE

(KIPS)

STEEL FRAMING

PENETRATION

MECHANICAL UNIT OR

OTHER EQUIPMENT

XXX-x 3,500#

BELOW

ROUGH OUTLINE OF

UNIT

UNIT NAME (IF PROVIDED)

MAXIMUM TOTAL ALLOWABLE

WEIGHT OF UNIT OR

EQUIPMENT INCLUDING

WEIGHT OF CURB

IF PROVIDED, INDICATES

UNIT IS HANGING BELOW

FLOOR OR ROOF

PASS-THROUGH

FORCE SYMBOL

BRACE/KICKER

DIRECTION

INDICATOR SYMBOL

Bxx DENOTES SLAB BOTTOM REINFORCEMENT TYPE "xx"

BMxx DENOTES CONCRETE BEAM TYPE "xx"

BPxx DENOTES BASE PLATE TYPE "xx"

Cxx DENOTES COLUMN TYPE "xx"

CFxx DENOTES CONTINUOUS FOOTING TYPE "xx"

DPxx DENOTES DRILLED PIER TYPE "xx"

EPxx DENOTES EMBEDDED PLATE TYPE "xx"

Fxx DENOTES SPREAD FOOTING TYPE "xx"

FPxx DENOTES FRAMING PENETRATION TYPE "xx"

GBxx DENOTES GRADE BEAM TYPE "xx"

MWxx DENOTES CMU WALL TYPE "xx"

Pxx DENOTES PIER TYPE "xx"

PCxx DENOTES PILE OR PIER CAP TYPE "xx"

Sxx DENOTES ONE-WAY SLAB TYPE "xx"

SRxx DENOTES HEADED SHEAR STUD REINFORCEMENT TYPE "xx"

SFxx DENOTES STRIP FOOTING TYPE "xx"

Txx DENOTES SLAB TOP REINFORCEMENT TYPE "xx"

WFxx DENOTES WALL FOOTING TYPE "xx"

THE FOLLOWING STRUCTURAL ELEMENT TAGS, USED IN CONJUNCTION WITH

SCHEDULES, MAY APPEAR ON THE DRAWINGS:

Ø

ADDL

AESS

AFF

AHR

AHU

ALT

APPROX

AR

ARCH

BC

BF

BLDG

BM

BO

BOD

BOT

BRDG

BRG

BTWN

C

CANTIL

CFSF

CG

CIP

CJ

CJP

CL

CMU

COL

CONC

CONN

CONSTR

CONT

COORD

COV

CPRS

CTRS

db

DBA

DCW

DET

DIA

DIM

DWA

DWG

EA

EF

EJ

EL

ELEV

EMBED

ENGR

EQ

EQUIP

EQUIV

EW

EXIST

EXP

EXT

FAB

f'c f'm

FD

FDTN

FF

FIN

FLR

FS

FTG

FUT

FV

Fy

GA

GALV

GEN

GR

H

HGR

HORIZ

HSA

HSS

ID

INFO

INT

JT

K

KSF

KSI

LBS

Ld

LLBB

AT

AND

NUMBER

ROUND, DIAMETER

ADDITIONAL

ARCHITECTURAL EXPOSED

STRUCTURAL STEEL

ABOVE FINISHED FLOOR

ANCHOR

AIR HANDLING UNIT

ALTERNATE

APPROXIMATE

ANCHOR ROD

ARCHITECTURAL

BOTTOM OF COLUMN

BRACED FRAME

BUILDING

BEAM

BOTTOM OF

BOTTOM OF DECK

BOTTOM

BRIDGING

BEARING

BETWEEN

CAMBER

CANTILEVER

COLD-FORMED STEEL FRAMING

CENTER OF GRAVITY

CAST-IN-PLACE

CONSTRUCTION/CONTROL JOINT

COMPLETE JOINT PENETRATION

CENTERLINE

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

COORDINATE

COVER

COMPRESSIBLE

CENTERS

BAR DIAMETER

DEFORMED BAR ANCHOR

DEMAND CRITICAL WELD

DETAIL

DIAMETER

DIMENSION

DEFORMED WIRE ANCHOR

DRAWING

EACH

EACH FACE

EXPANSION JOINT

ELEVATION

ELEVATOR

EMBEDMENT, EMBEDDED

ENGINEER

EQUAL

EQUIPMENT

EQUIVALENT

EACH WAY

EXISTING

EXPANSION

EXTERIOR

FABRICATE

28 DAY CONCRETE STRENGTH

28 DAY MASONRY STRENGTH

FLOOR DRAIN

FOUNDATION

FAR FACE

FINISH(ED)

FLOOR

FAR SIDE

FOOTING

FUTURE

FIELD VERIFY

YIELD STRENGTH

GAGE, GAUGE

GALVANIZE(D)

GENERAL

GRADE

HORIZONTAL REACTION

HANGER

HORIZONTAL

HEADED STUD ANCHOR

HOLLOW STRUCTURAL SECTION

INSIDE DIAMETER

INFORMATION

INTERIOR

JOINT

KIPS (1000 LBS)

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

POUNDS

DEVELOPMENT LENGTH

LONG LEG BACK TO BACK

LLH

LLV

LONG

LSH

LSLP

LSLT

LSV

LWC

M

MAS

MAX

MC

MECH

MEZZ

MFR

MH

MIN

MISC

MTL

NF

NIC

NS

NTS

NWC

OC

OD

OPH

OPNG

OPP

OVS

P

PAF

PAR

PCC

PCF

PCY

PERP

PL

PLF

PJP

PRELIM

PROP

PSF

PSI

PT

QTY

R

RAD

REF

REINF

REM

REQD

REV

RS

RTU

SC

SCHED

SDS

SECT

SHT

SIM

SLBB

SLRS

SOG

SPA

SPEC

SPRT

SQ

SS

SSLP

SSLT

STD

STIF

STIR

STL

STRUCT

SW

SYMM

T

TC

THD

TO

TOC

TOM

TOS

TRANS

TYP

UNO

VERT

WF

WP

WS

WT

WWR

XS

XXS

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LONG SIDE HORIZONTAL

LONG-SLOTTED HOLE PARALLEL

LONG-SLOTTED HOLE TRANSVERSE

LONG SIDE VERTICAL

LIGHTWEIGHT CONCRETE

MOMENT

MASONRY

MAXIMUM

MOMENT CONNECTION

MECHANICAL

MEZZANINE

MANUFACTURER

HORIZONTAL MOMENT

MINIMUM

MISCELLANEOUS

METAL

NEAR FACE

NOT IN CONTRACT

NEAR SIDE

NOT TO SCALE

NORMALWEIGHT CONCRETE

ON CENTER

OUTSIDE DIAMETER

OPPOSITE HAND

OPENING

OPPOSITE

OVERSIZED HOLE

AXIAL LOAD

POWDER ACTUATED FASTENER

PARALLEL

PRECAST CONCRETE

POUNDS PER CUBIC FOOT

POUNDS PER CUBIC YARD

PERPENDICULAR

PLATE

POUNDS PER LINEAR FOOT

PARTIAL JOINT PENETRATION

PRELIMINARY

PROPERTY

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POST-TENSION(ED)

QUANTITY

REACTION

RADIUS

REFERENCE

REINFORCEMENT

REMAINDER

REQUIRED

REVISION

ROCK SOCKET

ROOF TOP UNIT

SLIP CRITICAL

SCHEDULE(D)

SELF-DRILLING SCREW

SECTION

SHEET

SIMILAR

SHORT LEG BACK TO BACK

SEISMIC LOAD RESISTING SYSTEM

SLAB-ON-GRADE

SPACING

SPECIFICATION

SUPPORT

SQUARE

STAINLESS STEEL

SHORT-SLOTTED HOLE PARALLEL

SHORT-SLOTTED HOLE TRANSVERSE

STANDARD

STIFFENER

STIRRUP

STEEL

STRUCTURE, STRUCTURAL

SHEAR WALL

SYMMETRIC, SYMMETRICAL

TORSION

TOP OF COLUMN

THREADED

TOP OF

TOP OF CONCRETE

TOP OF MASONRY

TOP OF STEEL, TOP OF SLAB

TRANSVERSE

TYPICAL

UNLESS NOTED OTHERWISE

VERTICAL

WIDE FLANGE

WORK POINT

WATERSTOP

WEIGHT

WELDED WIRE REINFORCEMENT

EXTRA STRONG

DOUBLE EXTRA STRONG

THE FOLLOWING ABBREVIATIONS MAY BE USED IN THE DRAWINGS:

THE FOLLOWING STRUCTURAL ANNOTATIONS MAY APPEAR ON THE FOUNDATION

PLANS:

F7.0 C12 +640'-0"

SPREAD, STRIP, OR COMBINED FOOTING MARK

P2 C12 +640'-0" ~600'-0"

20'-0" RS

1200K

PIER MARK

COLUMN MARK (IF PROVIDED)

TOP OF PIER ELEVATION (IF PROVIDED)

ESTIMATED PIER TIP ELEVATION (IF PROVIDED)

REQUIRED ROCK SOCKET (IF PROVIDED)

COLUMN UNFACTORED REACTION IN KIPS (IF PROVIDED)

WF5.0 WALL FOOTING MARK

STEP IN

FOOTING

TOP OF FOOTING ELEVATION (IF PROVIDED)

COLUMN MARK (IF PROVIDED)

MW2 WALL MARK (IF PROVIDED)

ALL STEPS WILL BE NOTED

4" 1.5"

6.5" 4"

270K

DRAPES AT SUPPORTS ARE

PROVIDED ABOVE OR TO THE

LEFT OF TENDONS

DRAPES AT TENDON ENDS

ARE PROVIDED IN LINE

WITH TENDONS

DRAPES AT MIDSPAN ARE

PROVIDED BELOW OR TO

THE RIGHT OF TENDONS

EFFECTIVE TENDON FORCES (AFTER

ALL LOSSES) ARE PROVIDED IN

KIPS FOR CONCENTRATED TENDON

GROUPS AND IN KIPS PER FOOT

FOR UNIFORM TENDONS.

DIFFERENT VALUES MAY APPEAR IN

DIFFERENT SPANS OF THE SAME

TENDON. IF ONLY ONE VALUE IS

GIVEN, IT APPLIES FOR THE

ENTIRE LENGTH OF THE TENDONS.

TYPICAL PAN SIZE PROVIDED IN

PLAN NOTES IS NOT PROVIDED ON

PLAN

ATYPICAL PAN SIZE NOTED IN

PLAN AT EACH PAN

Tx

#4x20'-0" BOTTOM

BARS @12"

4-#4x5'-0" TOP

REINFORCING STEEL NOTED IN PLAN SHALL BE

LOCATED ACCORDING TO PLAN NOTES, TYPICAL

VIEWS, AND SCHEDULES. HOOKS ARE INDICATED IN

PLAN WHERE REQUIRED FOR NON-SCHEDULED

REINFORCING STEEL. WHERE HOOKS ARE SHOWN,

LENGTHS PROVIDED DO NOT INCLUDE HOOK.

A SINGLE ARROWED LINE INDICATES THE EXTENT

OVER WHICH THE REINFORCING STEEL IS TO BE

DISTRIBUTED WITH AN EQUAL SPACING BETWEEN

BARS.

A DOUBLE ARROWED LINE INDICATES THAT THE

REINFORCING STEEL IS TO BE PROVIDED IN EACH

DIRECTION UNTIL ONE OF THE FOLLOWING OCCURS:

1. AN EDGE OF SLAB

2. A SIGNIFICANT CHANGE IN THE SLAB

GEOMETRY

3. OTHER REINFORCING STEEL OF A SIMILAR

NATURE IS SHOWN

SW3

SHEAR WALL

DESIGNATION

OPENING IN WALL

BM4 <-1'-0">

COLUMN MARK (IF PROVIDED)

HEADED SHEAR STUD REINFORCEMENT

MARK (IF PROVIDED)

BEAM MARK

TOP OF CONCRETE BEAM ELEVATION

RELATIVE TO TYPICAL TOP OF

CONCRETE ELEVATION. A POSITIVE

VALUE INDICATES THE CONCRETE

BEAM IS ABOVE THE TYPICAL

ELEVATION.

C4

SR8

THE FOLLOWING STRUCTURAL ANNOTATIONS MAY APPEAR ON THE CONCRETE

FRAMING PLANS

SUPPORT CENTERLINE

REFERENCE LINE OR OBJECT WHERE

REINFORCING STOPS

1.5"

351K

THE FOLLOWING STRUCTURAL ANNOTATIONS MAY APPEAR ON THE STEEL FRAMING

PLANS. ALL LOADS INDICATED ARE FACTORED:

W16x26 C=1.25

(18)

TOP OF STEEL ELEVATION RELATIVE

TO TYPICAL TOP OF STEEL

ELEVATION. A POSITIVE VALUE

INDICATES THE STEEL BEAM IS

ABOVE THE TYPICAL ELEVATION.

BRACED FRAME DESIGNATION

BRACES CONTINUING ABOVE

ARE INDICATED BY HIDDEN

LINES ABOVE BEAM

BRACES CONTINUING BELOW

ARE INDICATED BY HIDDEN

LINES BELOW BEAM

LINE OF BRIDGING

JOIST

LOCATION OF CROSS-BRIDGING

(IF PROVIDED)

BOTTOM FLANGE BRACE

STEEL BEAM

INDICATOR SYMBOL POINTS

AWAY FROM BOTTOM FLANGE OF

BEAM BEING BRACED

BRACED FRAME BF-1

BRACING ATTACHED DIRECTLY

TO FLOOR SYSTEM

THE FOLLOWING DIAGRAM PROVIDES INFORMATION REGARDING THE ORIENTATION OF THE

REACTIONS PROVIDED. THE DIAGRAM BELOW APPLIES TO ALL NON-SLOPING MEMBERS

REGARDLESS OF THE INDIVIDUAL MEMBER ORIENTATION (FOR EXAMPLE, AN HSS ORIENTED

LONG-SIDE HORIZONTAL). REFER TO DETAILS FOR ADDITIONAL INFORMATION ON LOADING

OF SLOPED MEMBERS.

FOR ALL LOADING, REACTIONS ARE TO BE APPLIED AT THE CENTERLINE OF THE MEMBER AT

THE WORK POINT, UNLESS NOTED OTHERWISE. IF ONLY A SINGLE VALUE IS SHOWN, THE

LOAD SHALL BE ASSUMED TO ACT IN BOTH DIRECTIONS WITH EQUAL MAGNITUDE. FOR

AXIAL LOAD REACTIONS, A POSITIVE VALUE INDICATES TENSION. FOR VERTICAL

MOMENTS, A POSITIVE VALUE WILL CAUSE COMPRESSION IN THE TOP OF THE BEAM AND

TENSION IN THE BOTTOM.

VERTICAL AXIS

BEAM

HORIZONTAL MOMENT REACTION (MH)

OCCURS ABOUT VERTICAL AXIS

VERTICAL MOMENT REACTION (M)

VERTICAL SHEAR REACTION (R)

OCCURS ALONG VERTICAL AXIS

AXIAL REACTION (P) ALONG MEMBER

BEAM

HORIZONTAL SHEAR

REACTION (H)

TORSION

REACTION (T)

SECTION ELEVATION

COLUMN SIZE OR MARK (IF PROVIDED)

BASE PLATE MARK (IF PROVIDED)

W14x90

BP3

SLOPE EDGE

A

S-302

DETAIL

NUMBER OR

LETTER

SHEET NUMBER

ALUMINUM CAST-IN-PLACE

CONCRETE

EARTH EARTH

(UNDISTURBED)

EXISTING

CONSTRUCTION

GRAVEL GROUT

MASONRY POLYSTYRENE RIGID

INSULATION

ROCK STEEL STRUCTURAL

PRECAST

CONCRETE

WOOD

EXISTING

DEMO W14x22

MATERIAL IDENTIFICATION SYMBOLS

SYMBOLIC LINEWORK

VIEW REFERENCE SYMBOLS

UNIVERSAL SYMBOLS

STRUCTURAL ELEMENTS TAGSPLAN SYMBOLS FOUNDATION ANNOTATION STYLES STEEL ANNOTATION STYLES

ABBREVIATIONS

CONCRETE ANNOTATION STYLES

W16x26 C=1.25

P160/-100 R30 H15

BEAM SIZE

BEAM CAMBER

LEFT END VERTICAL SHEAR

REACTION (IN KIPS)

RIGHT END VERTICAL SHEAR

REACTION (IN KIPS)

W16x26 C=1.25

(18)

NUMBER OF SHEAR

STUDS AT UNIFORM

SPACING

(8) (5) (10) (5)

ALTERNATE SHEAR STUD

CALLOUT FOR NON-

UNIFORM SPACING

AXIAL LOAD REACTION (IN KIPS)

VERTICAL SHEAR REACTION

(IN KIPS)

HORIZONTAL SHEAR REACTION

(IN KIPS)

VERTICAL MOMENT REACTION

(IN KIP-FEET)

HORIZONTAL MOMENT REACTION

(IN KIP-FEET)

TORSION REACTION (IN KIP-FEET)

M260/-150

MH100

T30

W16x26 C=1.25

(18)

R25

NON-COMPOSITE BEAM

COMPOSITE BEAM

R25 R30

R25 R30

BEAM SIZE

BEAM CAMBER

LEFT END VERTICAL SHEAR

REACTION (IN KIPS)

RIGHT END VERTICAL SHEAR

REACTION (IN KIPS)

R25 R30W16x26 C=1.25

ADDITIONAL INFORMATION MAY BE SPECIFIED ON STEEL BEAMS FOR THE PURPOSES

OF DELEGATED CONNECTION DESIGN. IN THOSE CASES, FORCES AND MOMENTS WILL

BE PROVIDED AS APPROPRIATE AT THE ENDS OF THE BEAMS AS INDICATED BELOW.

R25 R30

<+2 1/2>

CENTERLINE SYMBOL

PLAN MATCHLINE SYMBOL

NON-STRUCTURAL LINE SYMBOL

WELDED WIRE REINFORCEMENT

SYMBOL

STEEL JOIST LINE SYMBOL

OPENING LINE SYMBOL

INTERIM REVIEW ONLY

Document Incomplete: Not intended for permit, bidding or construction.

Engineer:

P.E. Serial No.:

Date:

Martinez Moore Engineers, LLC TBPE Firm Registration No. 16839

M.K. TOMLINSON

106349

Original drawing size is 30"x42"; Scale entities accordingly if reduced/enlarged.

3040 WILLIAMS DRIVE, SUITE 600

FAIRFAX, VIRGINIA 22031

P: 703-691-2115 www. .com

TM

PROJECT NUMBER: SIGQ202911.02

SAFETY & HEALTH

REAL PROPERTY

DESIGNER

CHECKED BY

PROJECT MANAGER

PPM

EPM

SETTY

DATE

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