215.B3215.012 - UMW Sand Storage Drawings Permit Set (1).pdf

A101

Ref

A101

Ref

A101

Ref

A101

1 Ref

A101

A3.888

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DRAWING SCALE

DRAWING SHEET

VIEW TITLE

BUILDING SECTION MARKER

WALL SECTION MARKER

DETAIL SECTION MARKER

EXTERIOR ELEVATION MARKER

INTERIOR ELEVATION MARKER

DETAIL CALLOUT

DRAWING NUMBER (TYP)

DRAWING SHEET (TYP)

REFERENCE TYPE (SIM, OH)

DRAWING NUMBER

DRAWING SHEET

REFERENCE TYPE (SIM, OH)

DRAWING NUMBER

DRAWING SHEET

DRAWING DIRECTION

DRAWING NUMBER

DRAWING SHEET

REFERENCE TYPE (SIM, OH)

VIEW EXTENTS

DETAIL NUMBER

A1 A0.02

1/4" = 1'-0"FLOOR PLAN- LEVEL 1

DRAWING TITLES

VIEW MARKERS

DRAWING SYMBOLS

REFERENCE FLOOR LEVEL IDENTIFICATIONS

SLOPE TAG

RISE PER 12" RUN

4"

A. 2018 VIRGINIA UNIFORM STATEWIDE BUILDING CODE (2018 VUSBC)

• BUILDING CODE: 2018 VIRGINIA CONSTRUCTION CODE (2018 VCC)

• FUEL CODE: 2018 INTERNATIONAL FIRE CODE (2018 IFC)

• FIRE CODE: 2018 INTERNATIONAL FIRE CODE (2018 IFC)

• ENERGY CODE: 2018 VIRGINIA ENERGY CONSERVATION CODE (2018 VECC)

B. 2022 EDITION, CONSTRUCTION AND PROFESSIONAL SERVICES MANUAL, DIVISION OF

ENGINEERING AND BUILDINGS (DEB), REV 1, FEBRUARY 14, 2023

APPLICABLE CODES:

DIVISION OF ENGINEERING AND

BUILDINGS (DEB)

JURISDICTION:

THE SCOPE OF THE PROJECT IS THE INSTALLATION OF A PREFABRICATED STRUCTURE TO SHELTER

APPROXIMATELY 16 CU YD OF SAND. IT WILL BE LOCATED ON THE GROUNDS OF THE

PHYSICAL PLANT BUILDING AT THE FREDERICKSBURG CAMPUS OF THE UNIVERSITY OF MARY

WASHINGTON. THIS STRUCTURE WILL BE SEATING ON COMPACTED SOIL.

PROJECT SCOPE DESCRIPTION:

BUILDING INFORMATION AND CODE ANALYSIS:

TYPE OF WORK: NEW STRUCTURE

CHAPTER 5: BUILDING HEIGHT: 75' - 0" ALLOWABLE. NUMBER OF STORIES: 4 STORIES ALLOWABLE

ABOVE GRADE PLANE.

ALLOWABLE AREA: 26,000 SF; ACTUAL AREA: 870 SF.

CHAPTER 6: BUILDING CONSTRUCTION TYPE: IIB; 0HR FIRE RESISTANCE FOR EXTERIOR WALLS

BEARING WALLS AND ROOF CONSTRUCTION.

FOR A 0 HR EXTERIOR WALLS TYPE IIB BUILDING, FIRE SEPARATION DISTANCE FROM IMAGINARY LINE SHOUD BE WITHIN 10' > X > 30'. REFER TO VCC SECTION 602. PROPOSED FIRE SEPARATION DISTANCE

FROM IMAGINARY PROPERTY LINE 11'-0".

FABRIC COVER ONLY WILL BE FIRE RATED.

*ADJACENT EXISTING BUILDINGS AND GROUNDS: BUILDING CONSTRUCTION TYPE: IIIB; FIRE

RESISTANCE EXTERIOR WALLS 2HR. ROOF: 1 HR.

FOR A 1 HR EXTERIOR WALLS TYPE IIIB BUILDING, FIRE SEPARATION DISTANCE OF BUILDING FROM IMAGINARY LINE SHOULD BE WITHIN 5' > X > 10'. REFER TO VCC SECTION 602. PROPOSED FIRE

SEPARATION DISTANCE FROM IMAGINARY PROPERTY LINE 27'-4".

UNWALLED SHED: BUILDING CONSTRUCTION TYPE: IIB; 0 FIRE RESISTANCE FOR EXTERIOR WALLS

BEARING WALLS AND ROOF CONSTRUCTION.

FOR A 0 HR EXTERIOR WALLS TYPE IIB BUILDING, FIRE SEPARATION DISTANCE OF BUILDING FROM IMAGINARY LINE SHOULD BE WITHIN 10' > X > 30'. REFER TO VCC SECTION 602. PROPOSED FIRE

SEPARATION DISTANCE FROM IMAGINARY PROPERTY LINE 11'-0".

CHAPTER 3: OCCUPANCY CLASSIFICATION USE: S2 - STORAGE LOW HAZARD OCCUPANCY

*ADJACENT EXISTING BUILDINGS AND GROUNDS: S2 - STORAGE LOW HAZARD OCCUPANCY

UNWALLED SHED: S2.

EXISTING ACF UNDERGROUND

ENVIRONMENTAL TANK

EXG BUILDINGS AND

GROUND BUILDING

EXG POLE

BARN

EXG PARKING LOT

A2

A-301

EXG UNWALLED SHED

OPEN END

NEW

BUILDING36'-3"

22'-0"

A P

P R

O X

38'-3"

IMAGINARY

PROPERTY LINE FOR

FIRE SEPARATION

PURPOSES

26'-6"

24'-0"

11'-0"

11'-0"

27'-4"

BUILDING ELEMENTS

N 292.485 E 141.501

10.000 ELEVATION (MAY BE RELATIVE TO PROJECT

BENCHMARK OR OTHER DATUM- REFER TO

GENERAL NOTES

COORDINATES AT POINT (MAY BE RELATIVE TO

PROJECT BENCHMARK OR OTHER DATUM-

REFER TO GENERAL NOTES)

31.00 , @ 96° 00' 00"

.0

32.00

PROPERTY LINE LENGTH (IF TAGGED)

PROPERTY LINE BEARING (IF TAGGED)

PROPERTY LINE LENGTH (IF TAGGED)

PROPERTY LINES (TAGS MAY BE SHOWN FOR

REFERENCE ONLY. REFER TO CIVIL DRAWINGS

AND SURVEY FOR PROPERTY INFORMATION)

LEGEND - SITE PLANS

GENERAL NOTES - SITE PLANS

1. THE CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL SITE FEATURES, HARDSCAPE, AND

LANDSCAPING WITHIN THE LIMITS OF DISTRUBANCE UNLESS OTHERWISE NOTED ON THE

PLANS.

2. CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL MATERIAL REMOVED FROM THE SITE

IN ACCORDANCE WITH LOCAL, STATE, AND FEDERAL REGULATIONS.

3. PRIOR TO CONSTRUCTION THE UNIVERSITY WILL SALVAGE AND COLLECT SELECT SITE

FEATURES. REMAINING SITE FEATURES SHALL BE REMOVED BY THE CONTRACTOR.

4. SOIL WILL BE LEVELED AND COMPACTED AT THE AREA OF CONSTRUCTION SCOPE.

5. MAINTAIN PHASE 1 EROSION & SEDIMENT CONTROL UNITL SOILS IS STABILIZED.

6. DIG NOTICE: “CONTACT VIRGINIA 811 AT 811, 1-800-552-7001, OR HTTPS://WWW.VA811.COM NO

LESS THAN 72 HOURS PRIOR TO EXCAVATION AND DO NOT DISTURB THE SOIL UNTIL DIG

TICKET HAS BEEN PROCESSED.”

A/C AIR CONDITIONING

ABV ABOVE

ACST ACOUSTIC, ACOUSTICAL

ADA AMERICANS WITH DISABILITIES ACT

ADJ ADJUSTABLE

ADJT ADJACENT

AFF ABOVE FINISH FLOOR

ALT ALTERNATE

ALUM ALUMINUM

ANOD ANODIZED

ARCH ARCHITECT, ARCHITECTURAL

ASPH ASPHALT

ASSY ASSEMBLY

AUTO AUTOMATIC

BATT BATT INSULATION

BKR BACKER ROD

BD BOARD

BF BOTH FACES

BLDG BUILDING

BLKG BLOCKING

BLW BELOW

BM BEAM

BN BULLNOSE

BOD BASIS OF DESIGN

BOS BOTTOM OF STEEL

BOT BOTTOM

BRG BEARING

BS BOTH SIDES

BSMT BASEMENT

BTWN BETWEEN

BUR BUILT UP ROOFING

BW BOTH WAYS

BYND BEYOND

CG CORNER GUARD

CIP CAST IN PLACE

CJ CONTROL JOINT

CL CENTER LINE

CLG CEILING

CLST CLOSET

CLR CLEAR

CLRM CLASSROOM

CMU CONCRETE MASONRY UNIT

CO COMPANY

COL COLUMN

CONC CONCRETE

CONT CONTINUE

CONTR CONTRACTOR

COORDCOORDINATE

CORR CORRIDOR

CPT CARPET

CRS COURSE(S)

CSWK CASEWORK

CT CERAMIC TILE

CTR CENTER

CTV CABLE TELEVISION

CU CUBIC

CUH CABINET UNIT HEATER

CW COLD WATER PIPING

DBL DOUBLE

DEPT DEPARTMENT

DTL DETAIL

DF DRINKING FOUNTAIN

DIA DIAMETER

DIM DIMENSION

DISP DISPENSER

DL DEAD LOAD

DMPF DAMPROOFING

DN DOWN

DR DOOR

DS DOWNSPOUT

DW DISHWASHER

DWG DRAWING

E EAST

EA EACH

ED EDUCATION

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRICAL

ELEV ELEVATOR

ENCL ENCLOSURE

ENGR ENGINEER

EPDM ETHYLENE PROPYLENE DIENE MONOMER

EQ EQUAL

EQUIP EQUIPMENT

EWC ELECTRIC WATER COOLER

EWH ELECTRIC WATER HEATER

EXC EXCAVATE

EXIST EXISTING

EF EXHAUST FAN

EXP EXPANSION

EXT EXTERIOR

A

B

C

D

E

F/F FACE TO FACE

FA FIRE ALARM

FAAP FIRE ALARM ANNUNICATOR PANEL

FACP FIRE ALARM CONTROL PANEL

FCO FLOOR CLEAN OUT

FD FLOOR DRAIN

FDC FIRE DEPARTMENT CONNECTION

FDTN FOUNDATION

FE FIRE EXTINGUISHER

FEC FIRE EXTINGUISHER CABINET

FF FINISH FACE

FFE FINISH FLOOR ELEVATION

FH FIRE HYDRANT

FHC FIRE HOSE CABINET

FIN FINISH

FIXT FIXTURE

FLR FLOOR

FOF FACE OF FINISH

FOS FACE OF STUD

FR FRAME

FRP FIBERGLASS REINFORCED PLASTIC

FRTW FIRE RETARDANT TREATED WOOD

FT FOOT

FUR FURRING

GA GAGE

GALV GALVANIZED

GB GRAB BAR

GL GLASS

GLU LAM GLUED LAMINATED WOOD

GLAZ GLAZING

GYP GYPSUM

HB HOSE BIB

HDR HEADER

HDW HARDWARE

HDWD HARDWOOD

HM HOLLOW METAL

HDRL HANDRAIL

HORIZ HORIZONTAL

HP HORSEPOWER

HT HEIGHT

HVAC HEATING VENTILATING & AIR CONDITIONING

HW HOT WATER

HYD HYDRANT

ID INSIDE DIAMETER

INCL INCLUDED

INSUL INSULATION

INT INTERIOR

JST JOIST

K KELVIN

kW KILOWATT

L ANGLE

LAV LAVATORY

LBR LUMBER

LF LINEAR FEET (FOOT)

LIB LIBRARY

LINO LINOLEUM

LKR LOCKER

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LT LIGHT

LVR LOUVER

MAX MAXIMUM

MECH MECHANICAL

MEMB MEMBRANE

MFD MANUFACTURED

MFR MANUFACTURER

MIN MINIMUM

MIRR MIRROR

MISC MISCELLANEOUS

MLDG MOLDING

MO MASONRY OPENING

MTD MOUNTED

MTL METAL

NA NOT APPLICABLE

NONCOM NONCOMBUSTIBLE

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NRC NOISE REDUCTION COEFFICIENT

NTS NOT TO SCALE

OA OVERALL

OC ON CENTER

OD OUTSIDE DIAMETER

OF/CI OWNER FURNISHED/CONTRACTOR INSTALLED

OF/OI OWNER FURNISHED/OWNER INSTALLED

OH OVERHEAD

OPP OPPOSITE

OPNG OPENING

ORD OVERFLOW ROOF DRAIN

F

PBD PARTICLEBOARD

PCF POUNDS PER CUBIC FOOT

PCP PORTLAND CEMENT PLASTER

PLAM PLASTIC LAMINATE

PLBG PLUMBING

PLYWD PLYWOOD

PREFAB PREFABRICATED

PREFINPREFINISHED

PRKG PARKING

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT PAINT

PTD PAPER TOWEL DISPENSER

PTN PARTITION

PVC POLYVINYL CHLORIDE

QT QUARRY TILE

QTB QUARRY TILE BASE

QTY QUANTITY

R RADIUS, RISER

R-__ THERMAL RESISTANCE

RA RETURN AIR

RB RUBBER BASE

RD ROOF DRAIN

RDL ROOF DRAIN LEADER

RE: REFER TO

REINF REINFORCE

REQD REQUIRED

REV REVISION

RM ROOM

RO ROUGH OPENING

RPM REVOLUTIONS PRE MINUTE

RTU ROOF TOP UNIT

SECT SECTION

SF SQUARE FOOT, FEET

SA SUPPLY AIR

SAT SUSPENDED ACOUSTICAL TILE

SB SPLASH BLOCK

SCHED SCHEDULE

SCP SCUPPER

SD SOAP DISPENSER

SOG SLAB ON GRADE

SGFT STRUCTURAL GLAZED FACED TILE

SHT SHEET

SHTHG SHEATHING

SIM SIMILAR

SJ SLIP JOINT

SLDG SLIDING

SLNT SEALANT

SND SANITARY NAPKIN DISPENSER

SNDU SANITARY NAPKIN DISPOSAL UNIT

SPEC SPECIFICATION

SQ SQUARE

SST STAINLESS STEEL

STC SOUND TRANSMISSION CLASS

STD STANDARD

STL STEEL

STOR STORAGE

STRUCT STRUCTURAL

SUSP SUSPEND(ED)

SYMM SYMMETRICAL

SYS SYSTEM

T&G TONGUE & GROOVE

TD TOWEL DISPENSER

TEL TELEPHONE

THK THICKNESS

TO TOP OF

TOC TOP OF CONCRETE

TOM TOP OF MASONRY

TOS TOP OF STEEL

TOW TOP OF WALL

TPD TOILET PAPER DISPENSER

TYP TYPICAL

UNFIN UNFINISHED

UON UNLESS OTHERWISE NOTED

UR URINAL

VAR VARIES, VARIABLE

VCT VINYL COMPOSITION TILE

VERT VERTICAL

VEST VESTIBULE

VIF VERIFY IN FIELD

VTR VENT THROUGH ROOF

VWC VINYL WALL COVERING

W WEST

W/ WITH

W/O WITHOUT

WB WOOD BASE

WBL WOOD BLOCKING

WC WATER CLOSET

WCO WALL CLEAN OUT

WD WOOD

WF WIDE FLANGE

WP WORKING POINT

WSCT WAINSCOT

WWF WELDED WIRE FABRIC

WNDW WINDOW

YD YARD

P

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H

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ARCHITECTURAL ABBREVIATIONS

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Sheet Issue Date:

Drawn By:

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© Hord Coplan Macht, Inc.

ARCHITECT

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10.31.2023

DEB Permit Comments

SAND STORAGE FACILITY

UNIVERSITY OF MARY WASHINGTON

1204 HANOVER ST

FREDERICKSBURG, VA ZIP 22401

PROJ: 215-B3215-012

G-000

COVER SHEET

H A

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215-B3215-012

05.05.2023

MR

Checker

STRUCTURAL ENGINEER

1025 Boulders Pkwy #310

DUNBAR STRUCTURAL

Richmond, VA 23225

(804) 323-0656

ARCHITECTURE

LANDSCAPE ARCHITECTURE

PLANNING

INTERIOR DESIGN

SHEET INDEX

NUMBER NAME ORIG ISSUE REV# DATE

PROJECT INFORMATION

G-000 COVER SHEET 05.05.2023 B 10.31.2023

G-001 SPECIFICATIONS 05.05.2023 A 06.05.2023

PROJECT INFORMATION: 2

ARCHITECTURAL BUILDING ELEVATIONS & SECTIONS

A-301 ARCHITECTURAL BUILDING PLAN, ELEVATION & SECTION 05.05.2023 B 10.31.2023

ARCHITECTURAL BUILDING ELEVATIONS & SECTIONS: 1

STRUCTURAL

S100 FOUNDATION PLAN AND SECTIONS 05.05.2023 B 10.31.2023

STRUCTURAL: 1

Grand total: 4

NTS G-000 A-301

A1 ARCHITECTURAL SITE PLAN- OVERALL

NTS G-000

C1 LOCATION MAP

TRUE

NORTH

RAPPAHANNOCK RIVER

R A

P P

A H

A N

N O

C K

R

IV

E R

BLUE AND GRAY PKWY

WILIAM ST

WILIAM ST

E M

A N

C

IP

A T

IO

N

H W

Y

FALL HILL AVE

H W

Y

KINGS HW

Y

R

IV

ER

R

D

FREDERICKSBURG

UMW

PHYSICAL

PLANT BLD.

1. The contractor will visit the site and acquaint himself with existing conditions and building restrictions prior to submitting bids and /or exectuing the work.

2. Should the contractor find any discrepancies or omissions in the Contract Documents that affect proper execution of the work, he must bring these to the attention of the Architect and Owner in writing prior to proceeding with the work in question.

3. Contractor will notify the Architect and Owner of any items specified herein with a lead-time that could adversely affect the construction schedule.

4. All materials and systems will be installed as per manufacturer's instructions and all construction will be of first class workmanship.

5. NOT USED.

6. Contractor material, equipment, debris and personnel may not obstruct the means of egress in areas outside of the area of work.

GENERAL NOTES

DEB PROJECT NUMBER: 215-B3215-012

Per CPSM 3.1.1.2.1, the following list includes the Agency preapproved Delegated Design list that meets or exceeds this Specification.

BGreystone Construction 2005 18th Street Spirit Lake, IA 51360

(712) 339-2160 https://www.greystoneconstruction.com/markets/salt-and-sand-storage-buildings.html

Freedom Buildings 508 3rd St Belle Plaine, IA 52208

(319) 777-8093 https://freedombuildings.us/

Sprung Structures 5000 Tilghman Street Suite 155 Allentown, PA 18104-9102 Phone: 1.610.904.9089 https://www.sprung.com/structures/industrial-buildings/warehouse-buildings/

ClearSpan Structures 1395 John Fitch Blvd South Windsor, Connecticut 06074

(866) 643-1010 https://www.clearspan.com/contact-us/need-a-custom-building/

Accu Steel Accu-Steel Fabric Covered Buildings 2245 110th Street Audubon, Iowa 50025 1-877-938-1654 https://asicoverbuildings.com/sand-storage-buildings

DELEGATED DESIGN:

1925 BALLENGER AVENUE

SUITE 525

ALEXANDRIA, VA 22314

571.388.7761

△ DATE SUBMISSION

A 06.05.2023 DEB Permit Comments

B 10.31.2023 DEB Permit Comments

B

B

Jan 02, 2024

01/02/2024

01.02.2024 01.02.2024

01.02.2024

01.02.2024

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ARCHITECT

G-001

SPECIFICATIONS

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CONSULTANT 7 PHONE

215-B3215-012

05.05.2023

MR

Checker

STRUCTURAL ENGINEER

1025 Boulders Pkwy #310

DUNBAR STRUCTURAL

Richmond, VA 23225

(804) 323-0656

ARCHITECTURE

LANDSCAPE ARCHITECTURE

PLANNING

INTERIOR DESIGN

SPECIFICATIONS

DIVISION 2 SITE WORK

SECTION 02 41 19, SELECTIVE DEMOLITION

A. Identify, terminate, and remove utilities and services within areas of demolition indicated on the

Drawings.

B. Prior to removal of equipment and materials, determine disposition and salvage. Obtain approval from

Architect/Engineer as to which items are property of the Owner and which items become property of

Contractor. Those items that become property of Contractor shall be promptly removed from Site.

C. Selectively demolish indicated construction. Provide protection and temporary work to prevent damage to existing items not indicated for demolition.

D. Demolition shall be carried out as expeditiously as possible. Demolition work shall be carefully planned and executed in an orderly manner with all due and proper consideration given to complete protection of existing facilities and services, Owner's personnel, occupants, and general public.

E. Demolition shall be accomplished with minimum noise and vibration. Work creating excessive noise shall be scheduled to satisfaction of Owner.

F. Cutting and removal of mechanical and electrical items shall be performed by licensed and qualified trades people. Do not cut openings in structural elements without prior approval of Engineer. Patching shall be done by specialist in applicable trade such as masonry, concrete , carpentry, etc.

G. Remove debris properly from site and legally dispose of debris. Do not burn or bury on site. Do not allow debris to enter sewers. Do not let piled debris accumulate and endanger structure, block exits or roadways.

H. Where finishes are to be removed, removal shall include removal of material as well as adhesives, mastics, mortars, and residue. Grind, patch, and fill remaining substrate to provide a suitable substrate for application of new finishes. Where partitions, fixtures, and other items are removed, patch existing surface to provide flush sound surface acceptable for application of new finish. Flash patch holes and depressed areas in floor. Remove high areas by grinding prior to installation of new finishes. Ensure surfaces are smooth and level to accept new finishes.

DIVISION 13 SPECIAL CONSTRUCTION

SECTION 13 34 21, PRE-ENGINEERED BUILDINGS

1.1 INTENT OF SPECIFICATION

1.1.1 This specification covers the design, manufacture, shipping, handling and erection of a prefabricated membrane covered structure.

1.1.2 The specification as heretofore set forth is general in nature and scope and shall not be construed as to limit the work other than the requirement that the new re-locatable building shall match the specifications in materials, appearance, configuration and details.

1.1.3 It is the intent of this specification that the bidder shall include all labor, materials, equipment services and transportation to locate the building on the site designated with all other work.

1.1.4 Buildings shall be complete and operating and shall include all exterior and interior materials and systems as shown or indicated in contract documents.

1.1.5 All workmen shall be skilled and qualified for the work they perform. All material used, unless otherwise specified, shall be new and of the types and grades specified. The contractor shall certify that no asbestos containing materials that exceed Federal mandated safe asbestos levels have been used in the construction of the membrane covered structure.

1.1.6 Work shall be performed as necessary and required for the construction of the project as indicated. Such work includes the supply and installation of a membrane-covered structure complete with exterior and interior finishes. The building shall be as dimensioned with all features and quantities as per specification.

1.2 APPROVAL OF PLANS

1.2.1 Upon award of this contract, the contractor shall furnish detailed drawings for all structural work stamped by an engineer certified in the state where the project is located to verify compliance to local building code.

1.2.2 All work to be performed under the conditions of this specification shall comply with the rules and regulations of all agencies having jurisdiction for this classification of construction and design and shall conform to the applicable live loads due to wind, rain and snow.

1.2.3 Manufacturer 's Qualification: The fabricator of the building or building components shall be regularly engaged in the fabrication of this type of building. They must meet the requirements of this Section and shall show evidence of having an adequate manufacturing facility, equipment, and a quality control system. The fabricator must provide evidence upon request that they have produced a minimum of 50 such structures in the previous 12 months before acceptance of this contract. A reference list of 5 salt buildings shall be provided upon request. The fabricator shall be subject to the Director's approval.

1.2.4 Fabric Warranty: All membranes used are to be North American made, water and mildew resistant, insect proof, and UV stabilized. They are to withstand extreme climatic variations and contain ultra-violet inhibitors to reduce degradation by the sun’s rays. Manufacturer is to provide a minimum 20-year pro-rata warranty on non-fire rated fabric and a 15- year pro-rata warranty on fire rated fabric according to the standard manufacturer’s warranty.

1.2.5 Steel Truss Warranty: Truss Framework tubing must be Hot Dip Galvanized inside and out of tubing -completely after fabrication. Failure to provide proof of this will cause the bid to be denied. The manufacturer is to provide a minimum 20-year pro-rata warranty on the trusses according to the standard manufacturer’s warranty.

1.2.6 Building Erectors: The building erector shall be regularly engaged in the erection of fabric covered buildings, meeting the requirements of this Section. The erectors must provide evidence that they have constructed a minimum of 5 such structures in a US Municipal contract setting in the past 12 months before acceptance of this contract. The erectors shall be subject to the approval of the Director.

1.2.7 Building Erector: Crew supervisor shall provide 10-Hour OSHA Card prior to work commencement. All workers on site shall provide and all applicable equipment operator certifications prior to work commencement.

1.3 WORKMANSHIP

1.3.1 The workmanship of all materials and components of the structure shall be commensurate with the functional requirements of the item

1.3.2 Building manufacturer shall fabricate such structure to include the membrane under factory conditions in a plant specifically arranged for this type of work. Fabricator shall provide adequate space, equipment, personnel and technical ability to coordinate the assembly and factory prefabrication of all major components of the work and all necessary operations in the packing, shipping and installation procedures. No fabrication shall be done until the materials have been tested and approved.

1.3.3 Welding: Truss fabricator must be an approved welding fabricator to standards listed herein. A copy of

AWS certification must accompany the structural drawings upon request.

1.3.4 On site welding: If welding is required on site, no welding shall commence until the AWS welding inspector has inspected and approved the materials, joint preparation, equipment and qualifications of the welders in accordance with the standards herein.

1.4 DIMENSIONS

1.4.1 The structure shall be arch shaped in profile as shown in the drawing

1.4.2 The structure shall occupy an area of at least 36 feet in width and 24 feet in length.

1.4.3 One end wall fully enclosed

1.4.4 One end wall open

1.4.5 The structure shall provide a minimum interior vertical clearance 19’-3” tall (including foundation) from finished floor.

1.4.6 Overall height of structure to be appx 20-22 feet tall including foundation

1.4.7 Britespan Atlas Series 36’ or approved equal.

1.5 SCOPE OF WORK

1.5.1 Provide design and construction for a permanent rectangular shape tension membrane covered truss type building. The structure shall meet or exceed the performance criteria of this specification.

Building:

a. Building shall be mounted on contractor-supplied concrete bunker block foundation with an overall footprint of approximately 36 feet wide and 24 feet long minimum, 3-sided

b. Bunker blocks to be 2’x2’x6’ and plated together with hot dipped galvanized plates per engineered foundation drawings

c. Truss spacing shall be 12 feet on center common

d. One end fully enclosed with (2ea) 3’ x 3’ passive vents minimum. Fabric wall and steel framework complete

e. One end open

f. Fabric terminated approximately 12” below the top of the concrete foundation – tensioning equipment shall be mounted to bunker wall.

g. Paving by others

h. Hot Dipped Galvanized Anchor bolts by contractor

1.5.2 Building design to be stamped by an engineer certified by the state where the project is located to verify compliance to local building code and installed by contractor

1.5.3 Delivery of all materials to site by contractor

1.5.4 All lifts and equipment for installation of all items by contractor

1.5.5 Complete Structure & Accessory installation by contractor

PART 2

2.1 GENERAL DESIGN REQUIREMENTS

2.1.1 SCOPE

1. The membrane shall be tensioned over the framework. The structure shall be rectangular in shape with one enclosed and one open end wall. The interior of the structure below the main trusses shall be clear span free of any structural support members and shall provide unobstructed floor space.

No exterior purlins, guy ropes or cables shall be used for anchoring the structure.

2.1.2 DESIGN REQUIREMENTS – STRUCTURAL FRAME

1. Structure shall be engineered so it is capable of withstanding the loads specified in ASCE 7-16, and the 2018 VCC code year edition without failure or damage. Design must incorporate both balanced and unbalanced loads. Additional rain on snow surcharge loading must also be added to gable shaped (non arch) buildings per ASCE 7-16.

2. The main structure shall consist of a welded truss arches comprised of parallel tubes separated apart by tubular webs. The truss cords must be made from round tubular steel with a continuous round tubular web separating the inner and outer chords. Exact chord and tubular web diameter and gauge to be called out by the manufactures engineering requirements provided they meet or exceed the below minimum mandates. Chord plastification calculations must be included on the structural drawings when chords are made with lighter than 14ga. Steel.

a. Meet or exceed the following design dimensions for open web chord truss:

1. Truss Weight: 384 lbs Minimum

2. Truss Chord Depth: 18” Minimum

3. Chords Diameter 2.375” Minimum

4. Chords Wall 14ga Minimum

5. Web Size 1.125” Minimum

6. Web Wall 14ga Minimum

7. Truss spacing 16’ OC Max Mandatory

3. Structure must be capable of maintaining structural integrity in the event of a tear propagating in the fabric, without endangering occupants.

4. Truss framework tubing shall be Hot Dipped Galvanized after fabrication as per Building Product requirements stated herein. The Hot Dip Galvanizing must meet ASTM 123-12 as per the building code.

Acceptable products:

a. Hot Dip Galvanized Product, galvanized inside and out after fabrication is completed

b. Aluminum

5. All purlins used in the building must be a minimum of 2-7/8” inches in diameter, 14ga min, made from one single piece of pipe, and be attached to the truss using a double bolted configuration with

2-5/8” bolts minimum attached directly to the welding dog bone or kingpin of the truss on each end.

Saddle brackets are not suitable attachment as they allow rotational movement to occur. Purlins must be hot dipped galvanized – inline galvanizing, Gatorshield or Triple Coat are not acceptable. Cross “X” purlins will not be accepted as they tend to hold snow due to how they mount to the truss at the top chord.

6. Building must utilize cross cables in each end bay to prevent racking. Cables must be a minimum of 5/16” galvanized that is 7 by 19 commercial grade and must be secured to structural welded truss member using a solid bolted or clevis connection and they must be adjustable for proper tensioning with a galvanized, lockable turnbuckle. Cable assemblies attached with open hooks or loops will not be allowed. Cables are to be assembled using a press swedged connection, clamps will not be allowed as the can slide. Cables must terminate at every bay to prevent the removal of galvanizing at wear points causing rust.

7. All tie down pipe that is used to fasten the cover to the building must be secured by a 10,000-pound lashing winch at every truss located on the outside of the structure. This ensures the attachment hardware will not be exposed to the corrosive salt material diminishing the useful life of the hardware.

Ratchet strap attachment to the tie down pipe will not be accepted as a main cover tensioning system.

Tension pipe used for the main cover shall be oval or rectangular and installed in a vertical manner to minimize deflection when bay spacing exceeds 12’ on center.

8. All bearing plates and other structural members must be hot dipped galvanized “POST” fabrication, no welding shall take place after the galvanized coating is applied. All anchor bolts, bolts and washers etc., shall be Hot Dip Galvanized.

2.1.3 ENGINEERING DESIGN CRITERIA

1. 2018 VCC ASCE 7 - 16

2. SNOW LOAD 25 PSF ground snow load

3. COLLATERAL LOAD 0.25 pounds per square foot projected over entire roof

4. WIND LOAD 104 V-ult

5. OCCUPANCY CATEGORY CAT I – Low Human Occupancy

6. EXPOSURE CATEGORY C

7. RAINFALL 4” per hour, for at least 2 hours

8. USE GROUP S-2

9. CONSTRUCTION TYPE II-B

10. FLAMMABILITY ASTM E84

11. WIND IMPORTANCE FACTOR 1.0

12. SNOW IMPORTANCE FACTOR 0.8

13. Seismic Design Category B

D=Dead Load + Collateral Load

S=Symmetrical Snow or Live Load (Balanced or Unbalanced)

Ws = Wind Internal Suction

Wp = Wind With Internal Pressure

E = Earthquake

2.1.4 Structure shall be capable of being assembled, operated and dismantled in all ambient temperatures between -20F and 120F

2.2.2 Membrane Performance Minimum Standards

Coated Weight 12 oz/yd (407 gsm)+/-5%

Coating Thickness 4 mils average, each side +/-2%

Finished Thickness 23 mils (ASTM D1777)

Grab Tensile Strength, lbs 345 lbs Weft (ASTM -D5304)

370 lbs Warp (ASTM -D5035)

Tongue Tear Strength, lbs 100 lbs Weft (ASTM -D2261)

110 lbs Warp (ASTM -D2261)

Mullen Burst 650 psi (4428 kPa)

Cold Crack Resistance -55oC (ASTM –D2136)

Resistance to UV & Weathering 90% retention after 2000 hr.

Low Temperature Bend -60 Degrees Celcius ASTM D2136

FR Performance ASTM E84

2.2.3 The stressed membrane structure must be designed to shed snow before the design load is exceeded, or alternatively provide structural capacity to meet or exceed required roof snow load requirements of specified site. The architectural membrane shall be continuous from the base of the structure to the peak and manufactured in such a way that no eave will exist.

A. To reduce premature wear points, at no time may the fabric be in contact with the steel truss arch.

2.2.4 Membrane used in the building design shall be designed to withstand the corrosive UV light according to the manufacturer warranty.

2.2.5 Base tensioning system: The membrane cladding will be provided with a mechanical tensioning system that allows the membrane to be fully tensioned around the structure perimeter each panel. The system will be designed such that the membrane can be tightly and neatly secured over the structural frame and that the system has a remaining range of adjustment.

2.2.6 Converting raw fabric to finished membrane cover; To ensure quality control:

A. Raw fabric converted to finished product must be manufactured on the same site as steel trusses and under the same supervision for complete building package continuity and quality control.

B. Conversion plant/personnel must be CSA S367 Certified.

C. Produce documented evidence that fabricator personnel have been trained no less than 160 hours in practical application.

D. Fabric welding and construction of fabric covers shall be completed in a dedicated production plant, with the floor heated to 70 degrees Fahrenheit (+/- 2 degrees), and full environmental controls via HVAC system throughout the plant.

E. Fabric conversion systems will include “inline vision systems” for 100% testing of weld parameters, continuously monitoring weld temperatures throughout the entire process. “Spot checking” will not acceptable practice.

F. Fabric Panels using keder connection to truss MUST have a 2” weld – no exceptions.

G. In-house testing of raw fabric and new welds shall be completed daily using a 4 hour test utilizing certified Instron Lab Equipment as described below in the chart:

2.3 METAL SPECIFICATIONS

2.3.1 All steel tubing used in the structure must have the following minimum structural and mechanical properties (ASTM A-500):

1. Tube: ASTM A500/CSA G-40.21 (350W) Tensile 61,600 PSI Yield 45,700 PSI

2. Plate: ASTM A500/Gr 50 CSA G40.21-50W Tensile 65,000 PSI Yield 50,000 PSI

2.3.2 All steel flat bar, truss components shall be fabricated and hot dipped galvanized post fabrication to

ASTM A123-12 meeting ASTM Standard B6 zinc coatings.

PART 3

3.1 REFERENCES AND STANDARDS

1. 3.1 Except where more stringent requirements are specified, comply with the applicable requirements of the following organizations and standards, for products, materials, and construction methods:

• American Institute of Steel Construction (AISC)

• American Iron and Steel Institute (AISI)

• American Society of Civil Engineers (ASCE 7-10 Minimum Design Loads for Buildings and Other

Structures)

• American Welding Society (AWS)

1.3.2 The following publications are for the standards listed below but referred to thereafter by basic letter designation only. They form a part of this specification to the extent referenced thereto: American Institute of

Steel Construction (AISC):

A. ASCE 7 - Minimum Design Loads for Buildings and Other Structures; American

Society of Civil Engineers; 2011.

B. ASTM A36/A36M - Standard Specification for Carbon Structural Steel; 2008.

C. ASTM A53/A53M - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless; 2012.

D. ASTM A307 - Standard Specification for Carbon Steel Bolts, Studs, and Threaded

Rod 60 000 PSI Tensile Strength; 2012.

E. ASTM A325 - Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength; 2010.

F. ASTM A325M - Standard Specification for Structural Bolts, Steel, Heat Treated 830

MPa Tensile Strength (Metric); 2013.

G. ASTM A500/A500M - Standard Specification for Cold-Formed Welded and Seamless

Carbon Steel Structural Tubing in Rounds and Shapes; 2010a.

H. ASTM E84 - Standard Test Method for Surface Burning Characteristics of Building

Materials; 2013a.

I. AWS D1.1/D1.1M - Structural Welding Code - Steel; American Welding Society;

2010 or CWB Canadian Welding Bureau.

J. NFPA 701 - Standard Methods of Fire Tests for Flame Propagation of Textiles and

Films; National Fire Protection Association; 2010.

K. SSPC-SP 6 - Commercial Blast Cleaning; Society for Protective Coatings; 2007.

L. SSPC-Paint 20 - Zinc-Rich Primers (Type I, "Inorganic," and Type II, "Organic");

Society for Protective Coatings; 2002 (Ed. 2004).

M. SSPC-Paint 22 - Epoxy-Polyamide Paints (Primer, Intermediate, and Topcoat);

Society for Protective Coatings; 1982 (Ed.2004).

1.3.3 PAINTING: Painting of steel components shall only be utilized if necessary for field repairs and shall not be employed as a factory finish. Should field repair be necessary, a zinc rich field coat shall be used

1.3.4 FIELD WELDING: In-Field fabric welding is accepted as a standard method of joining panels, rounding corners, repairing minor cuts or abrasions.

1.3.5 COLORS: As selected by the Director’s Representative from standard Manufacturer’s Color charts

1.3.6 ADJUSTING: Repair cut, welded, and/or abraded galvanized surfaces with a minimum 2 mil thick coating of cold galvanizing compound (containing 93 percent zinc) applied in accordance with manufacturer’s instructions.

1.3.7 APPROVED MANUFACTURERS:

1. The following manufacturers are preapproved and meets or exceeds this Specification.

BGreystone Construction

2005 18th Street

Spirit Lake, IA 51360

(712) 339-2160 https://www.greystoneconstruction.com/markets/salt-and-sand-storage-buildings.html

Freedom Buildings

508 3rd St

Belle Plaine, IA 52208

(319) 777-8093 https://freedombuildings.us/

Sprung Structures

5000 Tilghman Street

Suite 155

Allentown, PA

18104-9102

Phone: 1.610.904.9089 https://www.sprung.com/structures/industrial-buildings/warehouse-buildings/

ClearSpan Structures

1395 John Fitch Blvd

South Windsor, Connecticut 06074

(866) 643-1010 https://www.clearspan.com/contact-us/need-a-custom-building/

Accu Steel

Accu-Steel Fabric Covered Buildings

2245 110th Street

Audubon, Iowa 50025

1-877-938-1654 https://asicoverbuildings.com/sand-storage-buildings

Alaska Structures

6991 E Camelback Rd Suite D-216, Scottsdale, AZ 85251

+19073441565 https://alaskastructures.com/products/salt-sand-and-frac-sand-storage-buildings/

2. Equal manufacturer must be approved by director 7 days prior to bid opening.

3. Bidder must note manufacturer of structure at time of bid and may not be changed after.

END OF SECTION

1925 BALLENGER AVENUE

SUITE 525

ALEXANDRIA, VA 22314

571.388.7761

A 06.05.2023 DEB Permit Comments

Jan 02, 2024

01/02/2024

A-301

C2

C4 A-301

RAISED LEVELED

COMPACTED SOIL

2'-0"32'-3"2'-0"

36'-3"

'-0

130'131'132'

133'

'-0

2'

-0

APPROXIMATE

REPRESENTATION OF RAISED

MOUND AROUND BUILDING TO

KEEP WATER OUT.

DIMENSION PLAN GENERAL NOTES

1. BLACK DIMENSIONS INDICATED ARE TO FACE OF ELEMENTS, UON.

2. M.O. = MASONRY OPENING = NOMINAL DIMENSION SHOWN +3/8"

LEVEL 01

0"

1' -6

'-0

6' -0

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F A

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BACK SURFACE COVERED

WITH POLYETHYLENE

FABRIC

132'-6"

REFER TO STRUCT DWGS

FOR FOOTING DETAIL

REFER TO STRUCT DWGS

FOR FOOTING DETAIL

LEVEL 01

0"

C4 A-301

6' -0

'-0

1' -6

OPEN WEB METAL TRUSS

2'x2'x6' PRECAST

CONCRETE BLOCKS UNITS

POLYETHYLENE FABRIC COVER

COVERED SURFACE BEYOND

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ANCHORAGE DETAILS FOR

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REFER TO STRUCT DWGS

FOR FOOTING DETAIL

REFER TO STRUCT DWGS

FOR FOOTING DETAIL

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Project Code:

Sheet Issue Date:

Drawn By:

Checked By:

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ARCHITECT

A-301

ARCHITECTURAL

BUILDING PLAN,

ELEVATION & SECTION

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CONSULTANT 7 PHONE

215-B3215-012

05.05.2023

MR

Checker

STRUCTURAL ENGINEER

1025 Boulders Pkwy #310

DUNBAR STRUCTURAL

Richmond, VA 23225

(804) 323-0656

ARCHITECTURE

LANDSCAPE ARCHITECTURE

PLANNING

INTERIOR DESIGN

A-301 1/4" = 1'-0"

A2 FLOOR PLAN

A-301 1/4" = 1'-0"

C4 BUILDING SECTION

A-301 1/4" = 1'-0"

C2 ELEVATION- EXTERIOR- NORTH

1925 BALLENGER AVENUE

SUITE 525

ALEXANDRIA, VA 22314

571.388.7761

A 06.05.2023 DEB Permit Comments

B 10.31.2023 DEB Permit Comments

Jan 02, 2024

22'-0

2'-0

2'-0"

32'-3"

2'-0"

36'-3"

24'-0

(3) LAYERS OF 2'-0" WIDE

X 2'-0" DEEP PRECAST

CONCRETE BLOCKS W/ (2)

#5 MIN TOP AND BOTTOM

S100

FD-1: LENGTH OF INDIVIDUAL PRECAST BLOCKS TO BE COORDINATED WITH BUILDING ANCHOR

LOCATIONS SUCH THAT JOINTS ARE 1'-0" MINIMUM FROM ANCHOR LOCATIONS.

FD-2: TOP OF FOOTING TO MATCH FINISHED GRADE.

FOUNDATION PLAN

1/4"=1'-0"

N

GBC-1: ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE 2018 VIRGINIA CONSTRUCTION CODE, PART 1

OF THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE (VUSBC), EFFECTIVE JULY 1, 2021.

GBC-2: NO LOADS IN EXCESS OF THE DESIGN LIVE LOADS LISTED SHALL BE IMPOSED UPON ANY AREA DURING CONSTRUCTION, UNLESS ADEQUATE SHORING OR OTHER MEANS IS PROVIDED TO SUPPORT THE EXCESSIVE

LOADS.

GBC-3: TEMPORARY BRACING, GUY WIRES, SHORING, ETC., SHALL BE USED AS NECESSARY TO RESIST ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED DURING CONSTRUCTION, INCLUDING EQUIPMENT AND ITS

OPERATION.

GBC-4: THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS FULLY COMPLETED. THE ERECTION PROCEDURE AND SEQUENCE INCLUDING THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC., IS THE SOLE RESPONSIBILITY OF THE

CONTRACTOR.

SDS-1: PROVIDE (1) ELECTRONIC PDF COPY OF ALL STRUCTURAL SUBMITTALS.

SDS-2: SHOP DRAWINGS ARE TO BE REVIEWED BY THE CONTRACTOR AND SUBCONTRACTOR PRIOR TO BEING SUBMITTED FOR APPROVAL. SUBMITTED SHEETS SHALL CONTAIN THE CONTRACTOR'S SIGNED AND DATED

REVIEW STAMP.

GENERAL STRUCTURAL NOTES

DL-1: BUILDING RISK CATEGORY (TABLE 1604.5) = CATEGORY II

DL-2: LIVE LOADS (REFER TO FRAMING PLANS FOR MORE SPECIFIC LOADS)

ROOF 20 PSF

ROOF LIVE LOAD REDUCTION NOT USED

DL-4: SNOW LOADS

Pg=25 PSF (GROUND SNOW) Ce=1.0 (SNOW EXPOSURE FACTOR) Ct=1.2 (THERMAL FACTOR) Is=1.0 (SNOW LOAD IMPORTANCE FACTOR: ASCE 7-16 TABLE 1.5-2) Pf (SNOW LOAD FOR LOW-SLOPE ROOF)=0.7X(Ce)X(Ct)X(Is)X(Pg) = 0.7X1.0X1.2X1.0X25 = 21.0 PSF MINIMUM Pf (LOW-SLOPE ROOF WHERE Pg> 20.0 PSF) = Pm =( 20)X(Is) = 20.0X1.0 = 20.0 PSF (USE 21 PSF MINIMUM) Cs (SLOPED ROOF SNOW LOAD FACTOR) VARIES FROM

CS = 1.0 AT 2'-7" FROM CENTERLINE, TO

CS = 0.0 AT 12'-0" FROM CENTERLINE

DL-5: WIND LOADS

V=104 MPH (BUILDING RISK CATEGORY: I ) (BASIC WIND SPEED: 3-SECOND GUST)

Vasd = 81 MPH

EXPOSURE B

Kd=0.85 (WIND DIRECTIONALITY FACTOR) Kzt=1.0 (TOPOGRAPHIC FACTOR) Ke=1.0 (GROUND ELEVATION FACTOR) GCpi=±0.55 (PARTIALLY ENCLOSED BUILDING)

WIND LOAD DETERMINATION BY: ASCE 7-16, CHAPTERS 26, 27, 29, 30 (DIRECTIONAL PROCEDURE)

DL-6: SEISMIC LOADS

Ie=1.0 (ASCE 7-16 TABLE 1.5-2)

SEISMIC SITE CLASS = D (ASSUMED)

Ss=18.0%G Sms=(Fa)X(Ss)=(1..6)X(18.0) = 28.8%G S1=4.9%G Sm1=(Fv)X(S1)=(2.4)X(4.9) = 11.8%G Fa=1.6 Sds=(2/3)X(Sms) = 19.2%G Fv=2.40 Sd1=(2/3)X(Sm1) = 7.8%G

SEISMIC DESIGN CATEGORY = B

DL-8: ICE LOADS

ICE DENSITY= 56 pcf (ASCE 7-16, SECTION 10.4) t=1.5" (NOMINAL ICE THICKNESS AT 33' HT, ASCE 7-16 Fig 10.4-2)

CONCURRENT TEMPERATURE = 15 DEGREES F

GUST SPEED = 30 MPH

Ii=1.0 (ICE LOAD IMPORTANCE FACTOR, ASCE 7-16, TABLE 1.5-2)

Z=15' (HT ABOVE GROUND)

fz=(Z/33)0.10 (HT FACTOR, ASCE 7-16 EQ 10.4-4) = (15/33)0.10 = 0.93 Kzt=1.0 (TOPOGRAPHIC FACTOR, ASCE 7-16 CH. 26) td=(t)(Ii)(fz)(Kzt)0.35 (DESIGN ICE THICKNESS, ASCE 7-16 EQ 10.4-5) = (1.5") (1.0) (0.93) (1.0)0.35 = 1.40"

WEIGHT OF ICE = 1.40"/12 X 56 PCF = 6.51 PSF SURFACE AREA

GENERAL/BUILDING CODE

SPECIAL INSPECTIONS

SHOP DRAWING SUBMITTALS

DESIGN LOADS AND PARAMETERS

PRECAST AND CAST-IN-PLACE STRUCTURAL CONCRETE

AB = ANCHOR BOLT

AFF = ABOVE FINISHED FLOOR

APC = ARCHITECTURAL PRECAST CONCRETE

ARCH = ARCHITECTURAL

BLDG = BUILDING

BM = BEAM

BOT = BOTTOM

BRG = BEARING

CANT = CANTILEVER

CFS-S = COLD-FORMED STEEL- STRUCTURAL

CFS-NS= COLD-FORMED STEEL- NON STRUCTURAL

CFST = COLD-FORMED STEEL TRUSS

CIP = CAST-IN-PLACE

CJ = CONTROL JOINT

CL = CENTERLINE

CLG = CEILING

CLR = CLEAR

CLSM = CONTROLLED LOW-STRENGTH MATERIAL

CMU = CONCRETE MASONRY UNIT

COL = COLUMN

CONC = CONCRETE

CONN = CONNECTION

CONT = CONTINUOUS

COORD = COORDINATE

CSP = CONCRETE SURFACE PROFILE

DBA = DEFORMED BAR ANCHOR

DET = DETAIL

DFT = DRY FILM THICKNESS

DIA = DIAMETER

DIAG = DIAGONAL

DIM = DIMENSION

DL = DEAD LOAD

DN = DOWN

DWGS= DRAWINGS

EA = EACH

EJ = EXPANSION JOINT

EL = ELEVATION

ELEV = ELEVATOR

EOS = EDGE OF SLAB

EQ = EQUAL

EQUIP = EQUIPMENT

EXIST = EXISTING

EW = EACH WAY

EXP = EXPANSION

EXT = EXTERIOR

FFE = FINISHED FLOOR ELEVATION

FLR = FLOOR

FLT = FLAT BAR

FRT = FIRE RETARDANT TREATED

FTG = FOOTING

GA = GAUGE

GALV = GALVANIZED

GC = GENERAL CONTRACTOR

GT = GIRDER TRUSS

HK = HOOK

HORIZ = HORIZONTAL

HS = HIGH STRENGTH

HT = HEIGHT

INT = INTERIOR

JBE = JOIST BEARING ELEVATION

JT = JOINT

LBS = POUNDS

LL = LIVE LOAD

LLH = LONG LEG HORIZONTAL

LLV = LONG LEG VERTICAL

LSH = LONG SIDE HORIZONTAL

LSV = LONG SIDE VERTICAL

LVL = LAMINATED VENEER LUMBER

LW = LIGHT WEIGHT

MAS = MASONRY

MAX = MAXIMUM

MECH = MECHANICAL

MFR = MANUFACTURER

MISC = MISCELLANEOUS

MIN = MINIMUM

[NC] = NON-COMPOSITE

NO. = NUMBER

NIC = NOT IN CONTRACT

NTS = NOT TO SCALE

NW = NORMAL WEIGHT

OC = ON CENTER

OPP = OPPOSITE

OH = OPPOSITE HAND

OWSJ = OPEN WEB STEEL JOIST

PAF = POWDER ACTUATED FASTENER

PL = PLATE

PLF = POUNDS PER LINEAR FOOT

POJ = PLANE OF JOIST

PSF = POUNDS PER SQUARE FOOT

PSI = POUNDS PER SQUARE INCH

REF = REFERENCE

REINF = REINFORCING

REQD = REQUIRED

SECT = SECTION

SIM = SIMILAR

SOG = SLAB-ON-GROUND

SOMD = SLAB-ON-METAL DECK

SPA = SPACE

STD = STANDARD

STIFF = STIFFENER

TBE = TRUSS BEARING ELEVATION

T&B = TOP AND BOTTOM

T&G = TONGUE AND GROOVE

TOB = TOP OF BEAM

TOC = TOP OF CONCRETE

TOS = TOP OF STEEL

TYP = TYPICAL

UNO = UNLESS NOTED OTHERWISE

VERT = VERTICAL

WCJ = WALL CONTROL JOINT

WT = WEIGHT

WWF = WELDED WIRE FABRIC

(H) = HIGH

(L) = LOW

PA-1: ALL POST-INSTALLED ANCHORS (IN CONCRETE OR CMU) ARE TO BE INSTALLED IN STRICT CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS (INCLUDING BUT NOT LIMITED TO DRILL BIT SIZE, PROPER

CLEANING OF HOLES, INSTALLATION TORQUE, AND TEMPERATURE CONSTRAINTS).

PA-2: WHEN A SPECIFIC PRODUCT AND MANUFACTURER IS REFERENCED IN THE CONTRACT DOCUMENTS, THAT SPECIFIC PRODUCT SHALL BE USED UNLESS AN ALTERNATE PRODUCT IS APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CODE COMPLIANT STRENGTH DESIGN CALCULATIONS DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC - ES REPORT SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS.

ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION

TEMPERATURE.

PA-3: THE ANCHOR MANUFACTURER'S REPRESENTATIVE SHALL BE PRESENT DURING THE INITIAL INSTALLATION OF EACH TYPE OF ANCHOR TO REVIEW AND APPROVE OF THE CONTRACTOR'S INSTALLATION PROCEDURES. THE OWNER'S TESTING AGENCY SHALL ALSO OBSERVE THE INITIAL INSTALLATION OF EACH ANCHOR TYPE, AND PROVIDE THE INSPECTION OF ANCHORS DURING INSTALLATION TO VERIFY CONFORMANCE WITH THE

MANUFACTURER'S INSTALLATION RECOMMENDATIONS. SUBMIT REPORT FROM MANUFACTURER'S

REPRESENTATIVE FOR DUNBAR REVIEW. INSTALLATION OF ALL HORIZONTAL OR UPWARDLY INCLINED ADHESIVE ANCHORS SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM OR APPROVED EQUIVALENT. SUBMIT CREDENTIALS OF CERTIFIED INSTALLERS.

CONTINUOUS INSPECTION IS REQUIRED FOR ALL HORIZONTAL OR UPWARDLY INCLINED ADHESIVE ANCHORS.

REMOVE AND REPLACE MISPLACED OR MALFUNCTIONING ANCHORS. FILL EMPTY ANCHOR HOLES AND PATCH

FAILED ANCHOR LOCATIONS WITH HIGH-STRENGTH, NONMETALLIC GROUT.

PA-4: CHEMICAL ADHESIVE ANCHORING SYSTEMS USED IN CONCRETE GENERICALLY REFERRED TO AS "ADHESIVE

ANCHORS" SHALL BE ONE OF :

• SET - 3G BY SIMPSON STRONG-TIE

• HIT-RE 500-V3 BY HILTI

• HIT-HY 200-V3 BY HILTI

• PURE 110+ BY DEWALT

• AC 200+ BY DEWALT

THREADED ROD ANCHORS USED WITH THESE SYSTEMS SHALL BE PROVIDED BY THE ADHESIVE MANUFACTURER AND HAVE A MINIMUM STEEL STRENGTH OF Fy = 36 KSI UNLESS NOTED OTHERWISE.

PA-5: ANCHORS OR REINFORCING STEEL SHALL BE INSTALLED ONLY IN DRY CONCRETE A MINIMUM OF 21 DAYS

OLD. DRILL AND INSTALL BY ONE OF THE FOLLOWING METHODS:

• USE ONLY A CARBIDE BIT (NO CORE DRILLING) AND CLEAN HOLE FOLLOWING MANUFACTURER'S INSTRUCTIONS USING AIR COMPRESSOR WITH NOZZLE AND WIRE BRUSH PROVIDED BY ADHESIVE

MANUFACTURER.

• USE HOLLOW DRILL BIT SYSTEM WITH ACCOMPANYING VACUUM PROVIDED BY THE ADHESIVE

MANUFACTURER.

FOR ADHESIVE ANCHORS, OVERHEAD HOLES AND ANY HOLES GREATER THAN 10 INCHES DEEP REQUIRE THE USE OF A PISTON PLUG AT THE END OF THE ADHESIVE APPLICATOR. USE ADHESIVE RETAINING CAP AT OVERHEAD

CONDITIONS.

PA-6: OTHER MANUFACTURER'S PRODUCTS MAY BE SUBMITTED AS A FORMAL REQUEST FOR SUBSTITUTION IF REQUIREMENTS ABOVE ARE MET. SIZES AND EMBEDMENTS OF SUBSTITUTE ANCHORS SHALL BE INCREASED AS NECESSARY TO ACHIEVE SHEAR AND TENSION VALUES PUBLISHED FOR LISTED ANCHORS. CONTRACTOR SHALL SUBMIT A COMPLETE SUBSTITUTION LIST FOR ALL ANCHOR SIZES AND SUBSTRATES. DUE TO HIGH VARIABILITY BETWEEN NOMINAL SIZES AND ACTUAL SIZES OF SCREW ANCHORS (AND HOLES REQUIRED), THIS SUBSTITUTION REQUEST SHALL BE SUBMITTED PRIOR TO STEEL SHOP DRAWINGS. ANY PRODUCTS SUBMITTED AS A REQUEST FOR SUBSTITUTION IN CONCRETE SHALL BE COMPLIANT WITH ACI 318-14 CHAPTER 17 AND APPROVED FOR USE IN CRACKED CONCRETE. PROPOSED SUBSTITUTE PRODUCTS SHALL HAVE AN ICC-ES REPORT WHICH CONSIDERS

EQUIVALENT EDGE AND SPACING REQUIREMENTS AS THE SPECIFIED PRODUCTS.

POST-INSTALLED ANCHORS

ABBREVIATIONS

DEFERRED STRUCTURAL SUBMITTALS

DS-1: THE FOLLOWING ITEMS ARE CONSIDERED TO BE DEFERRED STRUCTURAL SUBMITTALS AND SHALL BE SUBMITTED TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE FOR REVIEW, WHO SHALL REVIEW THEM AND FORWARD THEM TO THE CONTRACTOR WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND FOUND TO BE IN GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING. THE CONTRACTOR IS RESPONSIBLE FOR FORWARDING REVIEWED DEFERRED SUBMITTALS TO THE BUILDING OFFICIAL. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE CONTRACTOR. ALL DEFERRED SUBMITTALS SHALL BE SEALED BY THE SPECIALTY STRUCTURAL ENGINEER REGISTERED IN THE JURISDICTION OF THE PROJECT, WHO IS RESPONSIBLE FOR THEIR PREPARATION. REFER TO ARCHITECTURAL DRAWINGS FOR NON-STRUCTURAL

DEFERRED SUBMITTALS.

1. PREFABRICATED STORAGE BUILDING

C-1: ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301-10 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 318-14 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE".

C-2: STEEL REINFORCING OF CONCRETE SHALL MEET THE FOLLOWING REQUIREMENTS.

• ASTM A615 GRADE 60 (TYPICAL REINFORCING STEEL)

CONCRETE

CLASS

PROJECT

LOCATION

EXPOSURE

CLASS

CONC

WT

MIN F'c

(PSI)

MAX W/CM

RATIO

AIR

CONTENT

SI-1: SPECIAL INSPECTIONS ARE REQUIRED BY THE BUILDING CODE (CHAPTER 17). THE FOLLOWING IS A LIST OF ITEMS THAT REQUIRE SPECIAL INSPECTION. THE INDEPENDENT INSPECTION AGENCY, ENGAGED BY THE OWNER, SHALL REVIEW THE TEST PROCEDURES AND INSPECTIONS WITH THE STRUCTURAL ENGINEER OF RECORD, THE

GENERAL CONTRACTOR, AND THE OWNER PRIOR TO CONDUCTING TESTS AND INSPECTIONS.

A. EARTH MOVING

B. POST INSTALLED ANCHORS REF NOTE, THIS SHEET

C. CAST-IN-PLACE CONCRETE REF QA NOTES, THIS SHEET

A WALLS AND

FOUNDATIONS

F2 NW 4500 0.45 6.0% ± 1.5%

ALL ZONES

ZONE 1/2e/2r

ZONE 2n/3r

ZONES 4,5

ZONE 4

ZONE 5

WALL DESIGN PRESSURES (PSF)

ROOF DESIGN PRESSURES (PSF)

(FIGURE 30.3-2D) ROOF SLOPES 27°<θ≤45° DEGREES)

ROOF AND OVERHANG PRESSURE ZONES

(PLAN VIEW)

a

3e

2e

BARREL VAULT ROOF

22.8 22.0 20.9 20.2 19.4 18.4

-24.2 -23.4 -22.4 -21.6 -20.9 -19.8

-28.6 -27.1 -25.0 -23.4 -21.9 -19.8

ZONE 3e

21.3 19.5 17.2 16.0

-34.5 -30.1 -24.2 -19.8 -19.8 -19.8

-37.4 -34.0 -29.6 -26.2 -22.8 -22.8

-44.7 -40.2 -34.3 -29.8 -25.4 -22.8

3e

3e 3e

2e 1 12r 2r

2n 2n

2n 2n aaa a a

3r 3r

3r 3r

EFFECTIVE

WIND AREA

(SQ FT)

EFFECTIVE

WIND AREA

(SQ FT)

5 5 a a a a

WALL PRESSURE ZONES

NOTES:

1. h = = MEAN ROOF HEIGHT

2. a =

3. PLUS SIGN ( + ) SIGNIFIES PRESSURE ACTING TOWARD THE SURFACE.

4. MINUS SIGN ( - ) SIGNIFIES PRESSURE ACTING AWAY FROM THE SURFACE.

5. ALL PRESSURES INDICATED ARE STRENGTH-LEVEL DESIGN LOADS.

COMPONENTS AND CLADDING DESIGN WIND PRESSURE TABLE

FOR BUILDINGS WITH MEAN ROOF HEIGHT H≤60'

16'-0" 3'-0"

9'-0"

TREAT 2'-1" PLAN

WIDTH AS WALL

16.0 16.0

SECTION 033000 – CAST-IN-PLACE CONCRETE

QUALITY ASSURANCE

A. MANUFACTURER QUALIFICATIONS: A FIRM EXPERIENCED IN MANUFACTURING READY-MIXED

CONCRETE PRODUCTS AND THAT COMPLIES WITH ASTM C 94/C 94M REQUIREMENTS FOR

PRODUCTION FACILITIES AND EQUIPMENT.

1. MANUFACTURER CERTIFIED ACCORDING TO NRMCA'S "CERTIFICATION OF READY MIXED

CONCRETE PRODUCTION FACILITIES."

B. TESTING AGENCY QUALIFICATIONS: AN INDEPENDENT AGENCY, ACCEPTABLE TO AUTHORITIES HAVING

JURISDICTION, QUALIFIED ACCORDING TO ASTM C 1077 AND ASTM E 329 FOR TESTING INDICATED, AS DOCUMENTED ACCORDING TO ASTM E 548.

1. PERSONNEL CONDUCTING FIELD TESTS SHALL BE QUALIFIED AS ACI CONCRETE FIELD TESTING

TECHNICIAN, GRADE 1, ACCORDING TO ACI CP-01 OR AN EQUIVALENT CERTIFICATION PROGRAM.

2. PERSONNEL PERFORMING LABORATORY TESTS SHALL BE ACI-CERTIFIED CONCRETE STRENGTH

TESTING TECHNICIAN AND CONCRETE LABORATORY TESTING TECHNICIAN - GRADE I. TESTING

AGENCY LABORATORY SUPERVISOR SHALL BE AN ACI-CERTIFIED CONCRETE LABORATORY

TESTING TECHNICIAN - GRADE II.

C. SOURCE LIMITATIONS: OBTAIN EACH TYPE OR CLASS OF CEMENTITIOUS MATERIAL OF THE SAME

BRAND FROM THE SAME MANUFACTURER'S PLANT, OBTAIN AGGREGATE FROM ONE SOURCE, AND

OBTAIN ADMIXTURES THROUGH ONE SOURCE FROM A SINGLE MANUFACTURER.

D. ACI PUBLICATIONS: COMPLY WITH THE FOLLOWING UNLESS MODIFIED BY REQUIREMENTS IN THE

CONTRACT DOCUMENTS:

1. ACI 301, "SPECIFICATION FOR STRUCTURAL CONCRETE," SECTIONS 1 THROUGH 5. SECTIONS 1

THROUGH 5 AND SECTION 7, "LIGHTWEIGHT CONCRETE."

2. ACI 117, "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS.”

E. CONCRETE TESTING SERVICE: ENGAGE A QUALIFIED INDEPENDENT TESTING AGENCY TO PERFORM

MATERIAL EVALUATION TESTS AND TO DESIGN CONCRETE MIXTURES.

FIELD QUALITY CONTROL

A. TESTING AND INSPECTING: OWNER WILL ENGAGE A SPECIAL INSPECTOR AND QUALIFIED TESTING AND INSPECTING AGENCY TO PERFORM FIELD TESTS AND INSPECTIONS AND PREPARE TEST REPORTS.

TESTING AGENCY SHALL PROVIDE CERTIFICATION OF FIELD AND LABORATORY TECHNICIANS FOR QUALIFICATIONS REQUIRED IN ACI 318-08, SECTION 5.6.1 AND PARAGRAPH B.1 AND .2 OF THIS

SPECIFICATION.

B. INSPECTIONS:

1. STEEL REINFORCEMENT PLACEMENT.

2. VERIFICATION OF USE…