COLD-FORMED STEEL TRUSS PACKAGE COST PROPOSAL Job...

COLD-FORMED STEEL TRUSS PACKAGE COST PROPOSAL

Job Name

Holmes PreK-8 School

CULPEPPER CONSTRUCTION

Andrew Green

Prepared byEric Greenfield

Bonifayy, FL

Specializing in Cold- Formed Steel Solutions

[email protected]

Prepared For

229-233-0260 Ext 202 (Office)

229-327-7227 (Cell)

Ericg247 (Skype)

TABLE OF CONTENTS

- Pricing

- Special Notes

- Standard Qualification / Exclusions

- Documents

- Acceptance of Proposal

Holmes PreK-8 School

14048S672P1Proposal #:

Proposal Date: 09/10/2015

Job Name:

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8

- Delivery And Erection Schedule 8



Job Name: Holmes PreK-8 School

Scope

PRICE FOR: Cold Formed Steel Trusses & Metal Deck (Furnish & Install)

Included ExcludedX

Trusses Permanent Bracing

Outlookers

Bearing Clip

Shear blocking

X Soffit FramingSealed Truss Calculation

Light Gauge Only

BentPlate Eaves Ridges Valleys Hips

Roof Deck 1 1/2 Type B 20 gauge G60 Finish Metal Roof Deck. 1 1/2 Type B 22 gauge G60 Finish Metal Roof Deck.

Installation Trusses Bracing Soffit Framing

Outlookers ClipsMetal Deck(Mechanical

Fastener)

Plywood Bent Plate One MobilizationX

Sales Tax $37,249

Total price including tax FOB: Plant, Freight allowed: $1,099,713

TERMS OF SALE AFTER CREDIT APPROVAL:

WE WILL INVOICE ON A MONTHLY BASIS FOR MATERIALS RECEIVED IN OUR FACILITIES, FOR ENGINEERING , AND

FOR SHOP AND FIELD LABOR EXPENDED DURING THE BILLING PERIODS. NO RETENTION ALLOWED. PRICE

VALID FOR 30 DAYS FROM THE PROPOSAL DATE ONLY AND MUST SHIP WITHIN 90 DAYS.

**The above pricing is based on current prices for the steel necessary to complete this project as of the date of this quote. Due to

the volatility of the steel market, any increase or decrease in the price of the steel to United Structures for this project at the time the

material is shipped to United Structures facilities will result in a corresponding dollar for dollar increase or decrease in the

subcontract price.**

Page 3 of 8Print Date: www.UnitedStructures.Net

[email protected]

Ericg247 (Skype)

229-327-7227 (Cell)229-233-0260 Ext 202 (Office)

Eric Greenfield

9/10/2015

http://www.UnitedStructures.Net




THE FOLLOWING INFORMATION WAS USED IN PREPARATION OF THIS

PROPOSAL:

Entire drawing set as listed on Supplement 7 dated Sept 2, 2015Drawings:

053000,054000Specification:

#1,#2,#3,#4z,#5Addenda(s):

Wind Speed (Mph):

Building Code: FBC 2010

Live Load (Psf): 20.00

10.00Dead Load (Psf):

Top chord Bottom Chord

0.00

10.00

0.00

SPECIAL NOTES:

Refer to attached United Structures Scope document for job specific inclusion and exclusion information.

1 ) - EHPA Bldgs fddesigned with 175 MPH wind and trusses @ 48" oc

2 ) - Non EHPA Bldgs designed with 135 MPH win and trusses @ 60" oc

3 ) - See attached United Structures Scope drawing for inclusions and exclusions/n


[email protected]

Ericg247 (Skype)

229-327-7227 (Cell)229-233-0260 Ext 202 (Office)

Eric Greenfield

9/10/2015





STANDARD QUALIFICATIONS / EXCLUSIONS

Cold-Formed Trusses

Includes trusses designed with either proprietary or standard cold-formed steel sections as determined by United Structures.

Material gauges may vary from 12 ga to 22 ga with minimum yield strength of 33 ksi, unless an alternative minimum gauge is

specifically noted on the quote. Galvanization is a minimum of G60 U.N.O.

Includes truss to structure connections designed by United Structures for applicable loads as specified by EOR on plans. All

connection materials to be cold-formed steel. Attachment may be accomplished with mechanical fasteners or welding as

determined by United Structures.

Includes all truss to truss connections as designed by United Structures with cold-formed steel materials.Includes all lateral, and permanent web and bottom chord bracing required by United Structures truss design. Bracing

material to conform to industry standards. (Alternate bracing material will be excluded U.N.O.)

Includes Top Chord bracing at piggyback trusses where applicable.Includes sealed engineered truss drawings along with unsealed truss placement and bracing plans submitted in electronic

format only. Hard copy submittals will be available at an additional cost.

Excludes all items not listed above or specifically listed on quote. This includes but is not limited to all red iron plates, angles,

beams, bent plates, embed plates, and fasteners.

Excludes framing materials not specifically shown on the plans as trusses are itemized as additional products on the quote.

This includes but is not limited to rafters, dormers, temporary and/or permanent wall bracing, soffit framing, diagonal framing

to stabilize beams, and all non-structural material.

Excludes wind shear bracing, blocking or bridging design and/or materials. Where no shear transfer details are shown on

plans United Structures will accept no responsibility for the supply or design shear transfer materials. EOR is responsible at

all times to specify the actual loads and locations for United Structures use in the design of trusses.

Excludes all payment and performance bonds, unless specifically included.


[email protected]

Ericg247 (Skype)

229-327-7227 (Cell)229-233-0260 Ext 202 (Office)

Eric Greenfield

9/10/2015





Metal Deck / Plywood Sheathing

Includes metal deck or plywood on top of included trusses as quoted U.N.O. Metal deck or plywood material is limited to the

product as described in the quote and is shipped in lengths as determined by United Structures. Plywood is assumed to be

exterior grade (not fire retardant) U.N.O.

Includes sheathing material attached directly to trusses. Applications with multiple layers of sheathing will only include the

product that directly attaches to the trusses U.N.O.

Excludes Deck accessories U.N.O.Excludes sump pans, cell closures, pour stops.Excludes Screws or weld washers U.N.O.Applications with plywood sheathing only will not include intermediate support framing. Support for plywood assumed to be

on trusses only. No additional blocking, bent angle, clips, etc.

Applications with fire treated plywood requires a covered storage area to be provided by others.Excludes Joint Sealant materials including but not limited to side laps and end laps.

Installation Trusses

Includes labor to install products purchased from United Structures only.Excludes all other cold-formed products not specifically noted above.Excludes all mechanical/ structural connectors not required for attachment of product supplied by United StructuresExcludes layout and/or placement of products supplied by others.Excludes framing support at vertical faces for deck/sheathing.Excludes red iron angle and wood nailers if required at deck edge.Excludes all metal stud framing such as dormer framing, vertical stud framing, gable end stud framing, and fascia/soffit framing.Excludes all wood work U.N.O.Excludes field painting or touch-up painting.Includes cleanup of United Structures trash to a central dumpster to be provided and hauled off by others. Composite

cleanup is not included.

Excludes all temporary utilities, water, power and sanitary facilities. These must be provided by others.Contractor must provide sufficient access to our work area and around the jobsite.Includes one mobilization unless specified otherwise on United Structures quote. Additional mobilizations will be invoiced at

$3,500.00 each.


[email protected]

Ericg247 (Skype)

229-327-7227 (Cell)229-233-0260 Ext 202 (Office)

Eric Greenfield

9/10/2015





Installation Metal-Deck / Plywood Sheathing

Includes labor to install deck concurrently with truss installation. Additional mobilizations will be invoiced at $3,500.00 each.Excludes metal deck or plywood sheathing at vertical faces and/or framing support in same locations.Includes mechanical fastening of deck product. Welding of deck to trusses is specifically excluded.Excludes installation of joint sealing material for metal deck, including but not limited to side laps and end laps.Excludes installation of closure strip material for metal deck.Plywood to be fastened with power actuated pins. Other fasteners available at additional cost.Fire treated plywood becomes the responsibility of the contractor immediately after it is securely fastened to the supporting

structures. United Structures is not responsible for warping or delamination of properly installed plywood after installation.

General

All Material is guaranteed as specified.All work to be completed in a professional manner and in accordance with industry standards.Any alteration or deviation from the referenced drawings, specifications and/or submittals involving additional cost will be

performed only by written orders, and will become a change order to this contract.

United Structures reserves the right to determine schedule times and durations for product included in quote.This quote is valid only as a whole. Purchase of individual parts is available at the discretion of United Structures and may

vary from the pricing shown.

All agreements are contingent upon strikes, natural disaster, accidents, or delays beyond our control.Quoted prices are valid for 30 days from date of the quote U.N.O.Product must ship within 90 days of acceptance of quote or will be subject to additional costs.This quotation does not have a guarantee of acceptance. Some factors determining final acceptance of order are United

Structures current capacity, best business judgment, and customers credit.

Testing, Test reports, Field Inspections, and Shop Inspections are excluded from this quote and if required will incur

additional costs.


[email protected]

Ericg247 (Skype)

229-327-7227 (Cell)229-233-0260 Ext 202 (Office)

Eric Greenfield

9/10/2015





Acceptance of Proposal:

DELIVERY AND ERECTION SCHEDULE:

The above prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to

do the work as specified. Payment will be made as outlined above.

Signature:Name:

Date of Acceptance:

The Erection duration for this project will be determined upon issuance of subcontract and review of

preliminary project schedule. Erection will commence on a date which must be mutually agreed upon by United

Structures and customer.

Price:


[email protected]

Ericg247 (Skype)

229-327-7227 (Cell)229-233-0260 Ext 202 (Office)

Eric Greenfield

9/10/2015


CONSULTANTS

CRA ARCHITECTS

Clemons, Rutherford& Associates Inc.

2027 Thomasville Road Tallahassee, Florida 32312

Architects 042 Planners 042 Interior Designers 042 Construction Managers

CML

GEORGE & ASSOCIATES1967 COMMONWEALTH LANF, SUITE 200

TALIAHASSEE, MDRHR 323030150) 52l-0344

STRUCTURAL m or

JOHNSON AND ASSOCIATES12l ADRIS PLACE

DOTHAN, AIABAMA 36303G34 671-4783

RECHANICAL, PLUISBIG &ELECTRICAL

H2 ENENEERINGR4 E STH AVENUE

TALI.AHASSEE, FLORER 323030150) 224-7922

N OSEW H LME PRE K FOOD l- DEEGNCONCERB

TALTAHASSEE, MDRHR 32312

THRU 8 SCHOOLFOR

HOLMES COUNTY SCHOOL BOARD ==

BON FAY FLOR DA =5 HoLMES PRE-KTHRU 8

INDEX OF DRAWINGS scHoot

PROJECT INFORMATIONAPPLICABLE CODES:

-FLORIDA BUILDING CODE, EXISTING (FBC, EB) - 2010 EDITION W/ 2012 SUPPLEMENTS-FLORIDA BUILDING CODE, BUILDING (FBC, B) - 2010 EDITION W/ 2012 SUPPLEMENTS-FBC, CHAPTER 11, FLORIDA ACCESSIBILITY CODE - 2010 EDITION W/ 2012 SUPPLEMENTS-FLORIDA BUILDING CODE, MECHANICAL (FBC, M) - 2010 EDITION W/ 2012 SUPPLEMENTS-FLORIDA BUILDING CODE, FUEL GAS (FBC, FG) - 2010 EDITION W/ 2012 SUPPLEMENTS-FLORIDA BUILDING CODE, PLUMBING (FBC P) - 2010 EDITION W/ 2012 SUPPLEMENTS-FLORIDA FIRE PREVENTION CODE - 2010 EDITION - NFPA 101 LIFE SAFETY CODE-FLORIDA FIRE PREVENTION CODE - 2010 EDITION-NATIONAL ELECTRICAL CODE - 2008 EDITION

-STATE REQUIREMENTS FOR EDUCATIONAL FACILITIES - 2012 EDITION

METHOD OF STRUCTURAL FIRE-PROOFINGOF PROJECT AREA

SELF-PROTECTING NORATED MEMBRANE ASSEMBLY NOSPRAYED ON NOOTHER N/A

RATING:EXTERIOR BEARING WALLS N AEXTERIOR NON-BEARING WALLS N ACOLUMNS N A

ROOF ASSEMBLY N/A

NEW CONSTRUCTION

NEW BUILDING HEIGHT AND AREA:OVERALL BUILDING HEIGHT TWO (2) STORYOVERALL BUILDING HEIGHT 142'-0

OVERALL BUILDING AREA 224,837 SQ. FT.

NEW CONSTRUCTION TYPE: TYPE IIB

OVERALL BUILDING FBCPROJECT AREASPRINKLERED YES

CONSTRUCTION MATERIALS

= - LOCATION MAPEXTERIOR WALLS CMU / MASONRYSTRUCTURE STEEL/CONCRETE

PRINCIPAL OCCUPANCY: BONIFAY VALDOSTEDUCATIONAL YES TAL AH SS

10 JACKSONVILLE

ACCESSORY OCCUPANCIES: "" FLASSEMBLY YES =BUSINESS NOTHER N A 75

95D

LA A MELBOURNi

17STUART

SARASOTA

WESTPAL EACt

MIAMI

KEY WEST SITE

CIVILC 001 INDEX AND GENERAL NOTESC 101 EXISTING CONDITIONSC 201 DEMOLITION PLANC 202 ENLARGED DEMOLITION PLANC 203 ENLARGED DEMOLITION PLANC 204 OVERALL EROSION CONTROL PLANC 205 ENLARGED CAMPUS EROSION CONTROL PLANC 206 ENLARGED SWMF EROSION CONTROL PLANC 207 EROSION CONTROL DETAILSC 301 OVERALL SITE PLANC 302 ENLARGED CAMPUS PLANC 303 ENLARGED ENTRY ROADWAY PLANC 304 ENLARGED ROADWAY PLANC 305 SAND PATH ROAD TURN LANEC 401 OVERALL GRADING PLANC 402 ENLARGED CAMPUS GRADING PLANC 403 ENLARGED BUS PARKING GRADING PLANC 404 ENLARGED GRADING PLANC 405 ENLARGED STAFF PARKING GRADING PLANC 501 OVERALL DRAINAGE PLANC 502 ENLARGED CAMPUS DRAINAGE PLANC 503 ENLARGED DOWNSPOUT COLLECTION PLANC 504 ENLARGED DOWNSPOUT COLLECTION PLANC 505 ENLARGED SOUTH POND PLANC 506 ENLARGED NORTH POND PLANC 507 ENLARGED NORTHEAST POND PLANC 601 OVERALL UTILITY PLANC 602 ENLARGED CAMPUS UTILITY PLANC 603 SANITARY SEWER PROFILEC 604 ENLARGED WATER UTILITY PLANC 701 SITE DETAILSC 801 DRAINAGE DETAILSC 802 DRAINAGE DETAILS- NORTH PONDC 803 DRAINAGE DETAILS-SOUTH PONDC 804 DRAINAGE DETAILS-NORTHEAST PONDC 901 UTILITY DETAILSC 902 SEWER & LIFT STATION DETAILSC 903 ELEVATED TANK DETAILS

ARCHITECTURALT1.0 COVER SHEET & INDEX OF DRAWINGS

A1. EHPA ENHANCED HURRICANE PROTECTION AREA PLANA2. EHPA ENHANCED HURRICANE PROTECTION AREA PLAN

LS1.0 LIFE SAFETY CAMPUS PLAN - FIRST FLOORLS1.1 LIFE SAFETY PARTIAL CAMPUS PLAN - FIRST FLOORLS1.2 LIFE SAFETY PARTIAL CAMPUS PLAN - FIRST FLOORLS2.0 LIFE SAFETY CAMPUS PLAN - SECOND FLOORLS2.1 LIFE SAFETY PARTIAL CAMPUS PLAN - SECOND FLOORLS2.2 LIFE SAFETY PARTIAL CAMPUS PLAN - SECOND FLOOR

A1.0A CAMPUS PLAN FIRST FLOORA1.0B CAMPUS PLAN SECOND FLOORA1.1 ADMINISTRATION FIRST FLOOR PLANA1.2 PRE-K AND 1ST GRADE FIRST FLOOR PLANSA1.3 PRIMARY FIRST FLOOR PLANSA1.4 INTERMEDIATE FIRST FLOOR PLANA1.5 GYMNASIUM FIRST AND SECOND FLOOR PLANSA1.6 CAFETORIUM FIRST FLOOR PLAN

A1.7 MEDIA SECOND FLOOR PLANA1.8 PRIMARY SECOND FLOOR PLANSA1.9 INTERMEDIATE SECOND FLOOR PLANA2.1 FRONT EAST ELEVATIONSA2.2 CLASSROOM ELEVATIONS

A2.3 GYMNASIUM ELEVATIONSA2.4 CLASSROOM ELEVATIONSA2.5 CAFETERIA ELEVATIONSA3.1 BUILDING SECTIONSA3.2 GYM BUILDING SECTIONSA3.3 CAFETORIUM BUILDING SECTIONSA4.0 PLAN SECTIONS & DETAILSA4.1 WALL PARTITIONS & MISC. DETAILSA4.2 WALL SECTIONSA4.3 WALL SECTIONSA4.4 WALL SECTIONS

A4.5 WALL SECTIONSA5.1 GYM STRIPING PLANA5.2 ENLARGED PLANSA5.3 ENLARGED PLANSA6.1 INTERIOR ELEVATIONSA6.2 INTERIOR ELEVATIONSA6.3 INTERIOR ELEVATIONSA6.4 INTERIOR ELEVATIONSA6.5 INTERIOR ELEVATIONSA6.6 INTERIOR ELEVATIONSA7.1 DOOR & WINDOW ELEVATIONSA7.2 DOOR & WINDOW DETAILSA8.1 ADMINISTRATION & MEDIA - REFLECTED CEILING PLANA8.2 MUSIC / ART & RESOURCE - REFLECTED CEILING PLANA8.3 KINDERGARTEN & FIRST GRADE - REFLECTED CEILING PLANA8.4 SECOND & THIRD GRADE - REFLECTED CEILING PLANA8.5 FOURTH & FIFTH GRADE - REFLECTED CEILING PLANA8.6 SIXTH & SEVENTH GRADE - REFLECTED CEILING PLANA8.7 BAND,VOCAL & ART- REFLECTED CEILING PLANA8.8 GYM - REFLECTED CEILING PLANA8.9 FOOD SERVICE - REFLECTED CEILING PLANA9.1 ROOF PLANSA9.1A COVERED WALKWAY PLANA9.2 ROOF DETAILSA10.1 ADMINISTRATION FIRST FLOOR FINISH PLANA10.1A ADMINISTRATION FIRST FLOOR PATTERN PLANA10.2 PRE-K AND 1ST GRADE FIRST FLOOR FINISH PLANSA10.2A PRE-K AND 1ST GRADE FIRST FLOOR PATTERN PLANSA10.3 PRIMARY FIRST FLOOR FINISH PLANSA10.3A PRIMARY FIRST FLOOR PATTERN PLANSA10.4 INTERMEDIATE FIRST FLOOR FINISH PLANA10.4A INTERMEDIATE FIRST FLOOR PATTERN PLANA10.5 GYMNASIUM FIRST AND SECOND FLOOR FINISH PLANSA10.5A GYMNASIUM FIRST AND SECOND FLOOR PATTERN PLANSA10.6 CAFETORIUM FIRST FLOOR FINISH PLANA10.6A CAFETORIUM FIRST FLOOR PATTERN PLAN

A10.7 MEDIA SECOND FLOOR FINISH PLANA10.7A MEDIA SECOND FLOOR PATTERN PLANA10.8 PRIMARY SECOND FLOOR FINISH PLANSA10.8A PRIMARY SECOND FLOOR PATTERN PLANSA10.9 INTERMEDIATE SECOND FLOOR FINISH PLANA10.9A INTERMEDIATE SECOND FLOOR PATTERN PLANA11.1 ELEVATOR & STAIR PLANS & SECTIONSA11.2 STAIR PLANS & DETAILSA11.3 ELEVATOR & STAIR PLANS & DETAILS

STRUCTURALS0.1 GENERAL STRUCTURAL NOTESS0.2 DETAILSS0.3 SECTIONSS0.4 SECTIONSS0.5 SECTIONSS0.6 SECTIONS

S0.7 SECTIONSS1.1 ADMINISTRATION (BLDG. 1100) FOUNDATION PLANS1.2 MEDIA (BLDG. 2100) SECOND FLOOR FRAMING PLANS1.3 MEDIA (BLDDG. 2100) ROOF FRAMING PLANS2.1 KINDERGATEN & FIRST GRADE (BLDG. 1100) FOUNDATION PLANS2.2 MEDIA (BLDG. 2100) SECOND FLOOR FRAMING PLANS2.3 MEDIA (BLDG. 2100) ROOF FRAMING PLANS3.1 PRIMARY CLASSROOMS (BLDG. 1200 & 1300) FOUNDATION PLANS3.2 PRIMARY CLASSROOMS (BLDGS. 2200 & 2300) SEC. FLOOR FRAMING PLANS3.3 PRIMARY CLASSROOMS (BLDGS. 2200 & 2300) ROOF FRAMING PLANS4.1 INTERMEDIATE (BLDG. 1400) FOUNDATIONS4.2 INTERMEDIATE (BLDG. 2400) SECOND FLOOR FRAMING PLANS4.3 INTERMEDIATE (BLDG. 2400) ROOF FRAMING PLANS5.1 GYMNASIUM (BLDG. 1500) FOUNDATION PLANS5.2 GYMNASIUM (BLDG. 1500) FRAMING PLANS5.3 GYMNASIUM (BLDG. 1500) ROOF FRAMING PLANS6.1 CAFETERIA (BLDG. 1600) FOUNDATION PLANS6.2 CAFETERIA (BLDG. 1600) ROOF FRAMING PLAN

MECHANICALMO.1 GENERAL NOTES, LEGENDS & SCHEDULES - HVACMO.2 SCHEDULES - HVACM0.3 SCHEDULES - HVACM1.1 BUILDING #1 ADMINISTRATION WING -FLOOR PLAN - HVACM1.2 KINDERGARTEN & FIRST GRADE- FIRST FLOOR PLANS - HVACM1.3 PRIMARY FIRST FLOOR PLANS - HVACM1.4 INTERMEDIATE FIRST FLOOR PLAN - HVACM1.5 GYMNASIUM FIRST & SECOND FLOOR PLANS - HVACM1.6 CAFETORIUM FIRST FLOOR PLANS - HVACM1.7 MEDIA SECOND FLOOR PLAN - HVACM1.8 PRIMARY SECOND FLOOR PLAN - HVACM1.9 INTERMEDIATE SECOND FLOOR PLAN - HVACM5.1 DETAILS - HVACM5.2 DETAILS - HVACM5.3 DETAILS - HVAC

PLUMBINGP0.1 GENERAL NOTES, LEGENDS & SCHEDULES - PLUMBINGP1.0 SITE PLAN - PLUMBINGP1.1 ADMINISTRATION WING - FLOOR PLAN - PLUMBINGP1.2 KINDERGARTEN & FIRST GRADE - FLOOR PLAN - PLUMBINGP1.3 PRIMARY FIRST FLOOR PLANS - PLUMBINGP1.4 INTERMEDIATE FIRST FLOOR PLAN - PLUMBINGP1.5 GYMNASIUM FIRST & SECOND FLOOR PLANS - PLUMBINGP1.6 CAFETORIUM FIRST FLOOR PLAN - PLUMBINGP1.7 MEDIA SECOND FLOOR PLAN - PLUMBINGP1.8 PRIMARY SECOND FLOOR PLANS - PLUMBINGP1.9 INTERMEDIATE SECOND FLOOR PLAN - PLUMBINGP2.1 ENLARGED FLOOR PLANS - PLUMBINGP2.2 ENLARGED FLOOR PLANS - PLUMBINGP2.3 ENLARGED FLOOR PLANS - PLUMBINGP2.4 ENLARGED FLOOR PLANS - PLUMBINGP3.1 RISER DIAGRAMS - PLUMBINGP3.2 RISER DIAGRAMS - PLUMBINGP3.3 RISER DIAGRAMS - PLUMBINGP3.4 RISER DIAGRAMS - PLUMBINGP5.1 DETAILS - PLUMBINGP5.2 DETAILS - PLUMBINGP5.3 DETAILS - PLUMBING

FIRE PROTECTIONFO.1 GENERAL NOTES & LEGENDS - FIRE PROTECTIONF1.0 SITE PLAN 1ST FLOOR - FIRE PROTECTIONF1.1 SITE PLAN 2ND FLOOR - FIRE PROTECTIONF1.2 ADMINISTRATION WING - FLOOR PLAN - FIRE PROTECTIONF1.3 KINDERGARTEN & FIRST GRADE - 1ST FLOOR - FIRE PROTECTIONF1.4 PRIMARY 1ST FLOOR PLANS - FIRE PROTECTIONF1.5 INTERMEDIATE 1ST FLOOR PLAN - FIRE PROTECTIONF1.6 GYMNASIUM 1ST & 2ND FLOOR PLANS - FIRE PROTECTIONF1.7 CAFETORIUM 1ST FLOOR PLAN - FIRE PROTECTIONF1.8 MEDIA 2ND FLOOR PLAN -FIRE PROTECTIONF1.9 PRIMARY 2ND FLOOR PLANS -FIRE PROTECTIONF1.10 INTERMEDIATE 2ND FLOOR PLANS -FIRE PROTECTION

ELECTRICALE0.1 GENERAL NOTES, LEGEND & SCHEDULE - ELECTRICALE1.0 SITE PLAN - BUILDING EXTERIOR - ELECTRICALE1.1 BUILDING #1 ADMINISTRATION WING - FLOOR PLAN - LIGHTINGE1.2 KINDERGARTEN & FIRST GRADE - FIRST FLOOR PLAN - LIGHTINGE1.3 PRIMARY FIRST FLOOR PLANS - LIGHTINGE1.4 INTERMEDIATE FIRST FLOOR PLAN - LIGHTINGE1.5 GYMNASIUM FIRST & SECOND FLOOR PLANS - LIGHTINGE1.6 CAFETORIUM FIRST FLOOR PLAN - LIGHTINGE1.7 MEDIA SECOND FLOOR PLAN - LIGHTINGE1.8 PRIMARY SECOND FLOOR PLANS - LIGHTINGE1.9 INTERMEDIATE SECOND FLOOR PLAN - LIGHTINGE1.10 SITE PLAN - ROADWAY - LIGHTING & LIGHTINGE2.1 BUILDING #1 ADMINISTRATION WING - FLOOR PLAN - POWERE2.2 KINDERGARTEN & FIRST GRADE - FIRST FLOOR PLAN - POWERE2.3 PRIMARY FIRST FLOOR PLANS - POWERE2.4 INTERMEDIATE FIRST FLOOR PLAN - POWER

E2.5 GYMNASIUM FIRST & SECOND FLOOR PLANS - POWERE2.6 CAFETORIUM FIRST FLOOR PLAN - POWERE2.7 MEDIA SECOND FLOOR PLAN - POWERE2.8 PRIMARY SECOND FLOOR PLANS - POWERE2.9 INTERMEDIATE SECOND FLOOR PLAN - POWER

E2.10 ENLARGED KITCHEN PLAN - POWER

E4.1 POWER RISER DIAGRAM - ELECTRICAL

E4.2 FIRE ALARM RISER DIAGRAM - ELECTRICAL

E4.3 PANEL SCHEDULES - ELECTRICAL




E5.1 DETAILS - ELECTRICAL

E5.2 DETAILS - ELECTRICAL

FOOD SERVICEFS1.1 LARGE SCALE - KITCHEN PLANFS1.2 KITCHEN EQUIPMENT SCHEDULE AND WALK-IN DETAILSFS1.3 KITCHEN EQUIPMENT PLUMBING ROUGH-IN PLANSFS1.4 KITCHEN EQUIPMENT ELECTRICAL ROUGH-IN PLANSFS1.5 REFRIGERATION SYSTEM PLANFS1.6 EXHAUST HOOD AND FIRE SYSTEM PLANFS1.7 UDS SYSTEM AND WIRING INFORMATION

BONIFAY, FLORIDA

CRA ARCHITECTS

Clemons, Rutherford& Associates Inc.

ArchitectsPlanners

Interior DesignersConstruction Managers

2027 Thomasville RoadTallahassee, Florida 32312

(850) 385-6153Fax (850) 386-8420

100% CONSTRUCTIONDOCUMENTS

SUBMITTALPHASE DATE ISSUED

DOE PHASE 3 6/25/13DESIGN DEVELOPMENT APRll 23.2015100% CONSTRUCTIONS DOCUMENTS 6/26/15

PROJECT NUMBER

13046

SET NO.

UNITED STRUCTURES'INCLUSIONS AND EXCLUSIONS

ARE SUBJECT TO CHANGE. ANYITEMS NOT MARKED ARE NOTCONSIDERED PART OF UNITEDSTRUCTURES' SCOPE AND ARE

EXCLUDED.

INC

LU

DE

DE

XC

LU

DE

D

Scope Review DrawingUnited Structures LLC

Cairo GA

SAMPLECOVERSHEET

GENERAL STRUCTURAL NOTESGENERAL STRUCTURAL METALS (CONT.)

L NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE(WWETWER OR NOT SPECIFICALLY INCORPORATED BY REFERENCE IN THE CONTRACTDOCUMENTS) SWALL BE EFFECTivE TO CWANGE THE DUTIES AND RESPONSIBILITIES OFOWNER, CONTRACTOR, ENGINEER OR SUPPLIER OR ANY OF THEIR CONSULTANTS, AGENTSOR EMPLOYEES FROM THOSE SET FORTH IN THE CONTRACT DOCUMENTS, NOR SWALL ITBE EFFECTIVE TO ASSIGN TO TWE STRUCTURAL ENGINEER OF RECORD OR ANY OF THESTRUCTURAL ENGINEER OF RECORD'S CONSULTANTS, AGENTS, OR EMPLOYEES ANY DUTYOR AUTWORITY TO SUPERvlSE OR DIRECT THE FURNISWING OR PERFORMANCE OF THEWORK OR AUTHORITY TO UNDERTAKE RESPONSIBILITIES CONTRARY TO THE PROVISIONSOF THE CONTRACT DOCUMENTS.

2. THE GENERAL CONTRACTOR SWALL VERIFY THE DIMENSIONS AND SITE CONDITIONSBEFORE STARTING WORK. THE ARCHITECT/STRUCTURAL ENGINEER OF RECORD SWALL BENOTIFIED OF ANY DISCREPANCY.

3. MATERIALS AND WORKMANSWIP SWALL CONFORM TO THE 2010 FLORIDA BUILDING CODEWITH 2l2 SUPPLEMENT.

4. THE CONTRACTOR SWALL COORDINATE THE ARCHITECTURAL, MECWANICAL, ELECTRICAL,PLUMBING AND CIVIL WORKS WITH THE STRUCTURAL CONTRACT DOCUMENTS.ARCHITECT/STRUCTURAL ENGINEER OF RECORD SWALL BE NOTIFIED OF ANYDISCREPANCIES OR OMISSIONS.

5. THE CONTRACTOR SWALL VERIFY THE FLOOR AND ROOF MOUNTED MECWANICALEQUIPMENTS WElGHTS, FLOOR AND/OR ROOF OPENING SIZES AND LOCATIONS WITHARCHITECTURAL, STRUCTURAL, AND MECWANICAL DRAWINGS.

6. THE CONTRACTOR SWALL NOTIFY IN WRITING THE STRUCTURAL ENGINEER OF RECORD OFCONDITIONS ENCOUNTERED IN TWE FIELD CONTRADICTORY TO TWOSE SHOWN ON THESTRUCTURAL CONTRACT DOCUMENTS.

1. FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS SEE THEARCHITECTURAL.

8. STRUCTURAL CONTRACT DRAWINGS SWALL NOT INCLUDE SWOP DRAWINGS, VENDORDRAWINGS, OR ANY MATERIAL PREPARED AND SUBMITTED BY TWE CONTRACTOR ORSUBCONTRACTOR.

3. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATIONOR ASSOCIATION TO CODES OF LOCAL OR STATE AUTHORITIES, SWALL MEAN THE LATESTSTANDARD CODE, SPECIFICATION OR TENTATlvE SPECIFICATION ADOPTED ANDPUBLISWED AT THE DATE OF TAKING BIDS UNLESS SPECIFICALLY STATED OTHERWISE.

10. ANY CONTRACTOR INTENDING TO SUPPORT EQUIPMENT, PIPING, DUCT WORK, CRANES OROTHER ITEMS WWICW SUBJECT THE ROOF OR FLOOR SYSTEMS TO CONCENTRATEDLOADINGS NOT SPECIFICALLY INDICATED ON TWESE STRUCTURAL DRAWINGS, MUST SUBMITSWOP DRAWINGS, WElGHTS, AND PROPOSED SUPPORT LOCATIONS TO THE ENGINEER FORAPPROVAL PRIOR TO ERECTION. ANY CONTRACTOR WWO ERECTS EQUIPMENT WITWOUTOBTAINING SUCN APPROVAL WILL BE REQUIRED EITWER TO REMovE IT AND SUBMITSWOP DRAWINGS OR STAND TWE COST OF REQUIRED REINFORCEMENT OF MEMBERS.

11. THE CONTRACTOR SWALL BE RESPONSIBLE FOR INITIATING, MAINTAINING ANDSUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH TWEPERFORMANCE OF TWE CONTRACT. THE CONTRACTOR SWALL GIVE NOTICES ANDCOMPLY WITH ALL APPLICABLE LAWS, ORDINANCES, RULES, REGULATIONS AND LAllFULORDER OF PUBLIC AUTHORITIES (ESPECIALLY OSWA) BEARING ON SAFETY OF PERSONSOR PROPERTY OR THEIR PROTECTION FROM DAMAGE, INJURY OR LOSS. THECONTRACTOR SWALL NOT LOAD OR PERMIT ANY PART OF THE CONSTRUCTION SITE TOBE LOADED So AS TO ENDANGER ITS SAFETY.

12. IN NO CASE SWALL STRUCTURAL ALTERATIONS OR WORK AFFECTING A STRUCTURALMEMBER BE MADE, UNLESS APPROVED BY JOWNSON AND REEVES ENGINEERING INWRITING.

B. THIS BUILDING IS DESIGNED AS AN ENCLOSED STRUCTURE. ALL EXTERIOR COMPONENTS(DOORS, WINDOWS, ETC) MUST BE DESIGNED TO WITWSTAND THE WIND LOADINGSSPECIFIED FOR THE DESIGN OF COMPONENTS AND CLADDING IN THE APPLICABLEBUILDING CODE.

14. TWE CONTRACT DOCUMENT DRAWINGS, GENERAL NOTES, AND SPECIFICATIONS SWALLGOVERN IN THE EVENT OF A CONFLICT WITH TWE SPECIFICATIONS AND/OR CODE OFPRACTICE FOR AISC, ACI, SJI, OR OTHER STANDARDS.

FOUNDATION

1. THE FOUNDATION IS DESIGNED AS RECOMMENDED BY J4M TESTING LAB, INC. IN THEPROJECT GEOTECHNICAL REPORT DATED APRIL 3, 2l5.

2. FOR BulLDING SITE PREPARATION REQUIREMENTS SEE PROJECT GEOTECHNICAL REPORTAND PROJECT SPECIFICATIONS.

3. FOUNDATION SWALL CONSIST OF SPREAD FOOTINGS DESIGNED TO BEAR ON SollCAPABLE OF SUPPORTING 2000 PSP.

CONCRETE

1. CONCRETE WORK SWALL CONFORM TO TWE ACl 3l8-8 AND CRSI STANDARDS.

2. PIPES OR DUCTS EXCEEDING ONE-TWIRD TWE SLAB OR WALL THICKNESS SMALL NOT BEPLACED WITWIN THE TWICKNESS OF CONCRETE WALLS UNLESS SPECIFICALLY DETAILED.SEE MECWANICAL AND/OR ELECTRICAL DRAWINGS FOR LOCATION OF SLEEVES.

3. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, ORGROUNDS REQUIRED TO BE ENCASED IN CONCRETE AND FOR LOCATION AND DETAILSOF FLOOR FINISWES AND SLAB DEPRESSIONS.

4. CONSTRUCTION JOINTS IN CONCRETE BEAMS AND FRAMED SLABS SWALL BE PLACED ATMIDSPAN. ALL CONSTRUCTION JOINTS MUST BE KEYED WITH REINFORCING RUNCONTINUOUS TWROUGW JolNTS.

5. AT COLUMN FOOTINGS, COLUMN ANCHOR RODS WITH TEMPLATE SWALL BE INSTALLED INPROPER LOCATION PRIOR TO POURING TWE FOOTING.

6. CONCRETE SWALL WAVE THE FOLLOWING MINIMUM 28 DAY COMPRESSlvE STRENGTWUTILIZING TYPE 1 CEMENT:

FOUNDATIONS AND SLABS ON GRADE 3000 PSICONCRETE COLUMNS 4000 PSICONCRETE BEAMS (INCLUDING TIE BEAMS) 4000 PSI

REINFORCING STEEL

L REINFORCING STEEL SWALL CONFORM TO ASTM A615-GRADE 60.

2. WELDED WIRE FABRIC SWALL CONFORM TO ASTM A185 AND WAVE A MINIMUM SIDE LAP OF8 |NCHES.

3. REINFORCEMENT SWALL BE SPLICED ONLY AS SHOWN OR NOTED IN THE STRUCTURALCONTRACT DOCUMENTS.

4. ALL REINFORCING LAP SPLICES SWALL BE A MINIMUM OF 36 BAR DIAMETERS IN LENGTWFOR REINFORCED CONCRETE. LAP SPLICES FOR REINFORCED MASONRY SWALL BE AMINIMUM OF 48 BAR DIAMETERS.

5. ALL REINFORCING STEEL AND ACCESSORIES SWALL BE DETAILED, FABRICATED, ANDPLACED IN ACCORDANCE WITH TWE LATEST EDITION OF TWE ACI MANUAL AND MANUAL OFSTANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES.

6. MINIMUM CONCRETE COVER FOR REINFORCING BARS SWALL BE IN CONFORMANCE WITWCWAPTER 1 OF ACI 318-8 EXCEPT AS OTWERWISE NOTED.

1. REINFORCING IN ALL CONCRETE WALLS, FOOTINGS AND BOND BEAMS SMALL BECONTINUOUS AT INTERSECTIONS AND CORNERS. WWERE WALL FOOTINGS STEP,REINFORCING SWALL BE CONTINUOUS IN STEP.

8. PROVIDE 2-5 EXTRA DIAGONAL REINFORCING BARS AT CORNERS OF ALL OPENINGS INFRAMED SLABS AND CONCRETE WALLS. EXTEND BARS 2'-" BEYOND EACH EDGE OFOPENING.

9. AT POURED CONCRETE WALLS, PIERS AND COLUMNS, DOELS FOR VERTICALREINFORCING BARS SWALL BE INSTALLED IN THEIR PROPER LOCATION PRIOR TOCONCRETE POUR OF THE FOOTINGS.

STRUCTURAL METALS

1. STRUCTURAL STEEL SWALL CONFORM TO ASTM A512 GRADE 50 EXCEPT ANGLES,CHANNELS, PLATES, RODS, ETC SMALL CONFORM TO ASTM A36 AND STRUCTURAL TUBINGSWALL CONFORM TO ASTM A500 GRADE B (Fp46ksi).

2. STRUCTURAL STEEL SWALL BE FABRICATED AND ERECTED ACCORDING TO AISC 36-5TWIRTEENTW EDITION OF THE AISC MANUAL AND SPECIFICATIONS. CONTRACT DOCUMENTSSWALL GOVERN IN TWE EVENT OF CONFLICT WITH THE AISC ASPECIFICATION FOR THEDESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.

3. FABRICATOR SMALL PREPARE SHOP DRAWINGS IN ACCORDANCE WITH THE CONTRACTDOCUMENTS. CONNECTIONS SWALL BE DETAILED BASED ON TWE DESIGN INFORMATIONPROvlDED IN THE CONTRACT DOCUMENTS. DEVIATION FROM TWE CONNECTION DETAILSDEPICTED IN TWE CONTRACT DOCUMENTS SWALL NOT BE PERMITTED WITWOUT WRITTENPERMISSION FROM TWE STRUCTURAL ENGINEER OF RECORD. THE STRUCTURAL ENGINEEROF RECORD SWALL BE COMPENSATED BY TWE FABRICATOR FOR THE COST INVOLVED INTHE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF TWE FABRICATOR.

4. UNLESS INDICATED OTHERWISE, ALL BEAM CONNECTIONS SWALL BE AISC DOUBLE ANGLEPER TABLE || OR lil OF THE ASD MANUAL OF STEEL CONSTRUCTION. UNLESS OTHERWISEINDICATED, BOLTED CONNECTIONS SWALL UTILIZE MAXIMUM NUMBER OF ROWS AT 3"STANDARD BOLT SPACING.

5. BOLTED CONNECTIONS SWALL BE NON-SLIP CRITICAL BEARING TYPE CONNECTIONS(TWREADS EXCLUDED FROM THE SWEAR PLANE) USING 3/4" plAMETER A-325 BOLTS.SLOTTED WOLES ARE PERMITTED ONLY WHERE THE DIRECTION OF THE LOAD IS NORMALTO TWE Als OF THE SLOT.

6. USE PREQUALIFIED ELDED JolNTS PER AISC AND THE STRUCTURAL WELDING CODE OFTHE AMERICAN WELDING SOCIETY. NON QUALIFIED JOINTS SWALL BE QUALIFIED BY TWEFABRICATOR PRIOR TO FABRICATION.

1. SWOP PAINT FOR STRUCTURAL STEEL SWALL BE TNEMEC 1-99. APPLY TO STRUCTURALSTEEL TO A MINIMUM DRY FILM TWICKNESS OF 2.5 MILS. DO NOT PAINT STEEL TO BEFIRE-PROOFED WITH SPRAYED ON CEMENTITIOUS MATERIALS. DO NOT PAINT STEELSURFACES TO BE EMBEDDED IN CONCRETE.

8. ALL STEEL JOISTS SMALL BE MANUFACTURED BY A MEMBER OF THE STEEL JOISTINSTITUTE CERTIFIED TO MANUFACTURE THE SERIES SPECIFIED. STEEL JolSTS SWALLCONFORM TO TWE SPECIFICATIONS OF TWE STEEL JOIST INSTITUTE (SJI). EACH JOISTSWALL BE WELDED TO SUPPORTING STEEL WITH A MINIMUM OF TWO ONE-EIGHTW INCWFILLET ELDS, ONE INCW LONG FOR SWORT SPAN JOISTS, AND WITH TWO ONE-QUARTERINCH FILLET ELDS, TWO INCHES LONG FOR LONG SPAN JOISTS. CAMBER JOISTS PER SJIRECOMMENDATIONS.

9. JOIST DESIGNATIONS SHOWN AT ROOP TOP AC UNITS ARE BASED ON FLEXURALREQUIREMENTS TO SulT THE LOADS INDICATED. FABRICATOR'S REGISTEREDPROFESSIONAL ENGINEER SWALL BE RESPONSIBLE FOR VERIFYING ADEQUATE SWEARCAPACITY IN JolST WEB MEMBERS TO CARRY TWE LOApS INplCATED. CHECK WITHPROJECT STRUCTURAL ENGINEER OF RECORD IF ADDITIONAL DESIGN DATA IS REQUIRED.

10. IF SELECTED ROOF TOP AC UNITS SIZES AND/OR WElGHTS VARY BY 10% OR MORE FROMTHAT SWOWN ON THE ROOF FRAMING PLAN, OBTAIN APPROVAL OF SAME BY THEPROJECT STRUCTURAL ENGINEER OF RECORD PRIOR TO APPRoylNG STEEL JOISTS FORFABRICATION.

11. ALL STEEL DECK 22 GAGE OR LESS SHALL BE WELDED TO SUPPORTING STRUCTUREUSING APPROVED ELDING WASWERS. ROOF DECK PATTERN SWALL BE AS DETAILED.METAL CENTERING SWALL BE WELDED TO SUPPORTS PER MANUFACTURERSRECOMMENDATIONS UNLESS OTHERWISE INDICATED IN PROJECT CONTRACT DOCUMENTS.

12. FRAME ALL ROOF OPENINGS 12 INCHES SQUARE OR LARGER WITH 3-1/2" 3-1/2" I/4"ANGLE FRAME ALL AROUND, UNLESS NOTED OTHERWISE.

B. ALL STRUCTURAL STEEL THAT IS OUTSIDE OF CONplTIONED SPACE OR WWICH ISEXPOSED TO THE EXTERIOR ENvlRONMENT SWALL BE GALVANIZED.

14. ALL TUBE STEEL CONNECTIONS SMALL BE MADE WITH FILLET WELD ALL AROUND, WITHWELD AND CONNECTION CONFORMING TO TWE PRovlSIONS FOR ARCHITECTURALLYEXPOSED STRUCTURAL STEEL, PER THE AISC MANUAL.

15. METAL ROOF DECK SWALL CONFORM TO ASTM A653, WITH A MINIMUM YEILD STRENGTW OF33KSI.

LIGHT GAGE STEEL FRAMING

L ALL LIGHT GAGE STEEL FRAMING SWALL BE MADE OF THE TYPE, SIZE, GAUGE ANDSPACING SHOWN ON THE DRAWINGS AND SMALL BE MANUFACTURED BY UNIMASTINCORPORATED (OR APPROVED EQUAL).

2. ALL STRUCTURAL MEMBERS SWALL BE DESIGNED IN ACCORDANCE WITH AMERICAN IRONAND STEEL INSTITUTE (AISl> ASPECIFICATIONS FOR DESIGN OF COLD-FORMED STEELSTRUCTURAL MEMBERS, 1986 EDITION, WITW 1989 ADDENDUM.

3. ALL STRUCTURAL MEMBERS SWALL BE FORMED FROM CORROSION-RESISTANT STEEL,CORRESPONDING TO TWE REQUIREMENTS OF ASTM A653-94 AND SWALL BE ZING COATEDMEETING ASTM A924. STRUCTURAL MEMBERS SWALL BE FORMED FROM THE FOLLOWINGGRADE OF MATERIAL:

YlELD STRENGTW: 33,000 pel (33 ksi) FOR ALL CR RUNNERS AND 20-GA AND 18-GASTUD OR JolST MEMBERS, 50,000 psi (50ksi) FOR 16-GA, 14-GA, AND |2-GA STUD ORJOIST MEMBERS.

4. FASTENING OF COMPONENTS SWALL BE WITW SELF-DRILLING SCREWS OR BY WELDING.SCREWS AND WELDS SWALL BE OF SUFFICIENT SIZE TO ENSURE THE STRENGTW OF THECONNECTION. WIRE TYPING OF COMPONENTS SWALL NOT BE PERMITTED. ALL WELDSSWALL BE TOUCHED-UP WITH ZINC-RICH PAINT.

5. SPLICES IN FRAMING COMPONENTS, OTHER TWAN RUNNER TRACK SWALL NOT BEPERMITTED.

6. ABUTTING LENGTHS OF RUNNER SWALL BE BUTT-WELDED, SPLICED OR EACW LENGTWSECURELY ANCHORED TO A COMMON STRUCTURAL ELEMENT. RUNNERS SWALL BESECURELY ANCHORED TO TWE SUPPORTING STRUCTURE AS SHOWN ON THE DRAWINGS.

1 LIGHT GAGE STEEL TRUSSES SWALL WAVE SYMMETRICAL TOP AND BOTTOM CWORD ANDWEB MEMBERS AS DESIGNED BY ALPINE TRUSS STEEL OR APPROVED EQUAL. TRUSSTOP CHORD MEMBERS SWALL WAVE A MINIMUM TWICKNESS OF 16 GA.

8. ALL LIGWT GAGE STEEL TRUSSES SWALL BE DESIGNED, DETAILED AND FABRICATED INACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS OUTLINED IN THE LATESTEDITION OF THE "COLD FORMED STEEL DESIGN MANUAL" AND/OR THE " SPECIFICATIONSFOR TWE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS".

3. THE LIGHT GAGE STEEL TRUSSES SWALL BE SIZED AND DETAILED TO FIT THE DIMENSIONSAND LOADS INDICATED. TRUSS MANUFACTURER SMALL PROVIDE DESIGN FOR ALLTRUSSES, SIGNED AND SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE.SWOP DRAWINGS SWALL BE PROvlDED INCLUDING A PLACING PLAN WITH MARK NUMBERSINDICATING LOCATIONS. DESIGN SWEETS SWALL INDICATE BEARING POINT LOADS(GRAVITY AND UPLIFT), TRUSS MARK NUMBERS, AND PROJECT IDENTIFICATION.ENGINEER'S SEAL SWALL BE ORIGINAL WITH RAISED IMPRINT, AND CONTAIN ENGINEER'SSIGNATURE AND DATE. TRUSS JOINTS, SPACINGS, LOCATIONS, OR SIZES INDICATED ONTHE PLANS ARE TO BE CONSIDERED SCREMATIC AND ARE TO BE VERIFIED BY TWEMANUFACTURER. HOWEVER, CHANGES SWALL NOT BE MADE WITWOUT PRIOR WRITTENAPPROVAL. BRIDGING AND BRACING OF TWE TRUSSES SWALL BE PROVIDED ASREQUIRED BY TWE TRUSS DESIGNER

10. WELDED TRUSS CONNECTIONS TO SUPPORTING CONSTRUCTION AND JACK TRUSS TO WIPJACK OR GIRDER TRUSS CONNECTIONS SWALL BE DESIGNED AND PROVIDED BY TWETRUSS DESIGNER

MASONRY

L MATERIAL AND WORKMANSWIP SWALL BE IN ACCORDANCE WITH ACI 530-08 "BUILDINGCODE REQUIREMENTS FOR MASONRY STRUCTURES AND SPECIFICATION FOR MASONRYSTRUCTURES."

2. MORTAR AND GROUT SMALL BE IN ACCORDANCE WITH ASTM C416, STANDARDSPECIFICATION FOR MORTAR AND GROUT FOR REINFORCED MASONRY.

3. CONCRETE MASONRY UNITS SWALL BE GRADE N, IN ACCORDANCE WITH ASTM C90,STANDARD SPECIFICATIONS FOR WOLLOW LOAD-BEARING CONCRETE MASONRY UNITS.

4. THE MINIMUM COMPRESSivE STRENGTW OF MASONRY ASSEMBLIES AT 28 DAYS SWALL BE1900 PSI ON THE NET SECTION (MORTAR BED AREA). (r=m = 1500 PSI)

5. ALL vERTICAL REINFORCING STEEL BARS IN CMU WALLS SWALL BE DOWELED TO THECONCRETE FOUNDATION.

6. ALL CMU REINFORCING STEEL BARS SWALL BE CONTINUOUS WITH LAP SPLICE LENGTHSCONFORMING To NOTE ABOVE.

1. ALL OPENINGS IN CMU WALLS SMALL BE REINFORCED ON EACM SIDE AND TOP ANDBOTTOM AS NOTED ON TWE DRAWINGS. IF REINFORCING IS NOT SHOWN, CONTACTSTRUCTURAL ENGINEER OF RECORD FOR REINFORCING.

8. ALL CELLS ADJACENT TO DOORS, WINDOWS, OPENINGS, CORNERS, END OF WALLS ORUNDER CONCENTRATED LOADS SWALL CONTAIN VERTICAL REINFORCING AND SMALL BEFILLED WITH 3000 PSI CONCRETE.

9. ALL CMU ELEMENTS SMALL BE ADEQUATELY BRACED TO PROVIDE STABILITY UNTIL THEENTIRE STRUCTURE IS COMPLETE AND TO PREVENT DAMAGE DURING CONSTRUCTION,ESPECIALLY DUE TO BACKFILLING AND SolL COMPACTION OPERATIONS.

10. ALL VERTICAL REINFORCING SWALL BE CONTINUOUS THROUGW ALL WALL BEAMS ANDSWALL BE ANCHORED IN BEAMS AT TWE TOP OF WALLS.

11. CONTINUOUS CONCRETE FILLED BLOCK BOND BEAMS SWALL BE PROvlDED AT THE TOPOF ALL WALLS AND UNDER FLOORS OR ROOFS. UNLESS OTWERWISE INDICATED BONDBEAMS SWALL BE REINFORCED WITH 2-5 CONTINUOUS.

12. ALL YERTICAL REINFORCING IN ALL WALLS SWALL BE INSTALLED AS FOLLOWS UNLESSNOTED OTHERWISE:

A PRovlDE CLEAN-OUT SPACE AT BOTTOM OF CELL TO BE REINFORCED AND FILLED(AT LOCATION OF REINFORCING STEEL DOWEL IN FOUNDATIONS OR PREvlOUSCONCRETE PLACEMENT).

B. COMPLETELY CLEAN OUT AND PLUSH CELL TO BE FILLED.

C. INSTALL VERTICAL STEEL AND TIE TO DOWEL AT BOTTOM AND TIE TO PLACE ATTOP.

D. CLOSE CLEAN-OUT OPENING, AND FILL WITW 3000 PSI CONCRETE.

B. ALL MORTAR FOR BLOCK MASONRY SMALL BE TYPE S EXCEPT AS OTHERWISE NOTED.

14. FILL ALL BLOCK CELLS WITH CONCRETE FROM TOP OF FOOTINGS TO FINISW FLOORELEVATION EXCEPT AS INDICATED OTHERWlSE.

B. PROvlDE CONTINUOUS WORIZONTAL NO. 9 GAGE TRUSS TYPE JOINT REINFORCING AT 16"O.C. IN ALL BLOCK MASONRY WALLS EXCEPT AS OTHERWISE NOTED.

16. WWERE INTERIOR MASONRY WALLS ON THICKENED SLABS ABUT MASONRY WALLS ONFOOTINGS, RAKE VERTICAL JOINT EACH FACE AND SEAL WITW ELASTOMERIC FILLER

n. PROvlDE CONTROL JolNTS IN ALL BLOCK MASONRY WALLS. SEE SPEC 42000 FORSPACING. COORDINATE ALL JOINT LOCATIONS WITW ARCWITECT.

18. ALL MASONRY SWALL BE LAID IN RUNNING BOND UNLESS SPECIFICALLY NOTEDOTHERWISE ON THE STRUCTURAL CONTRACT DRAWINGS. IF MASONRY BOND OTHER TWANRUNNING BOND IS UTILIZED, WORIZONTAL BOND BEAMS SWALL BE CONSTRUCTED IN THEWALLS AT A MAlMUM SPACING OF 48 INCHES ON CENTER

STRUCTURAL SUBMITTALS

1. FURNISW FivE COPIES OF SHOP DRAWINGS. FURNISH THREE COPIES OF OTHERSTRUCTURAL SUBMITTALS.

STRUCTURAL SUBMITTALS (CONT.)

2. SEE CONTRACT SPECIFICATIONS FOR ADDITIONAL SUBMITTAL REQUIREMENTS ANDPROCEDURES.

3. REPRODUCTION OF CONTRACT DOCUMENTS FOR ERECTION AND/OR SWOP DRAWINGS WILLNOT BE PERMITTED.

4. REvlEW OF SUBMITTALS AND/OR SWOP DRAWINGS BY TWE STRUCTURAL ENGINEER OFRECORD DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TOREvlEW AND CHECK SWOP DRAWINGS PRIOR TO SUBMITTAL TO THE STRUCTURALENGINEER OF RECORD. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORSAND OMlSSIONS ASSOCIATED WITH THE PREPARATION OF SWOP DRAWINGS AS TWEYPERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPEclFIED IN TWE CONTRACTDOCUMENTS. CONTRACTOR ALSO SMALL BE RESPONSIBLE FOR MEANS, METWOD,TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION. SEE SPECIFICPROVISIONS IN THE CONTRACT DOCUMENTS DEALING WITH TWE APPROPRIATE DESIGNRESPONSIBILITIES OF CONTRACTORS, SUBCONTRACTORS, AND SUPPLIERS.

5. IN THE EVENT TWAT JOWNSON 4 REEVES ENGINEERING REvlEWS SUBMITTALS (AS ACOURTESY TO THE CONTRACTOR TO REDUCE THE TIME PRIOR TO TWE START OFFABRICATION) WWICH WAVE NOT FIRST BEEN REvlEWED AND APPROVED BY TWECONTRACTOR, SUCW REvlEW SWALL NOT RELIEVE THE CONTRACTOR OF WISRESPONSIBILITY TO PERFORM REvlEW AND APPROVE ALL SUCW SUBMITTALS, NOR WILL ITCREATE RESPONSIBILITY OR LIABILITY ON TWE PART & JOHNSON 4 REEVESENGINEERING AS TO THE CONTENTS, ACCURACY OR COMPLETENESS OF SUCW SWOPDRAWINGS EXCEPT AS MAY BE SPECIFICALLY DESCRIBED IN THESE GENERAL NOTES.CONTRACTOR IS SOLELY RESPONSIBLE FOR REvlEW AND APPROVAL OF SHOPDRAWINGS AND OTHER SUBMITTALS, AND CONTRACTOR IS SOLELY RESPONSIBLE FORALL REQulREMENTS OF THE WORK OF THE CONTRACTOR AS PROVIDED FOR IN THECONTRACT DOCUMENTS

6. THE SER REvlEW OF SUBMITTALS WILL BE MADE FOR LIMITED PURPOSES AND IS SUBJECTTO THE LIMITATIONS AND DISCLAIMERS SET FORTH IN TWESE GENERAL NOTES. THEJOHNSON AND REEVES ENGINEERING REvlEW DOES NOT INVOLVE OR INCLUDE:

A REvlEW OF SUBMITTAL DIMENSIONS AND QUANilTIES.

B. ACCEPTANCE OR ASSUMPTION OF ANY RESPONSIBILITY TO REvlEW, ANALYZE OREVALUATE ANY SUBMITTALS INCLUDING SWOP DRAWINGS PROvlDED TO JOWNSONAND REEVES ENGINEERING OR ACCEPTANCE OR ASSUMPTION & ANY PART OFCONTRACTOR'S RESPONSIBILITIES (WWICH INCLUDE TWE CONTRACTOR'SRESPONSIBILITY TO REvlEW AND APPROVE SUBMITTAL), WWETWER OR NOT THEJOHNSON AND REEVES ENGINEERING REvlEW WAS MADE PRIOR TO THE REviEW ANDAPPROVAL & TWE CONTRACTOR

C. ANALYSIS, VERIFICATION OR SUBSTANTIATION OF EQUIPMENT OR SYSTEMINSTALLATION OR PERFORMANCE OF EQulPMENT OR SYSTEMS.

D. REvlEW, EVALUATION OR APPROVAL OF PROJECT SAFETY PRECAUTIONS OR SAFETYTRAINING.

E. REvlEW, EVALuATION OR APPROVAL & CONSTRUCTION MEANS, METWODS,TECHNIQUES, PROCEDURES OR SEQUENCES.

JOHNSON AND REEVES ENGINEERING REvlEW OF A SPECIFIC ITEM DOES NOT INCLUDE ORINDICATE OR CONSTITUTE REvlEW OF A GROUP OR AN ASSEMBLY OF WHICH TWE ITEM 16 ACOMPONENT.

THE CONTRACTOR MUST NOTIFY JOHNSON AND REEVES ENGINEERING, IN WRITING,RELATlvE TO ANY DEvlATION FROM THE CONTRACT DOCUMENTS, WWICW APPEARS IN THESWOP DRAWINGS, SAMPLES, AND PRODUCT DATA APPROVAL OF THE SUBMITTALCONTAINING SUCH DEVIATION DOES NOT CONSTITUTE APPROVAL OF THE DEvlATION.APPROVAL OR REJECTION OF THE DEvlATION WILL ONLY BE PROvlDED BY JOHNSONAND REEVES ENGINEERING IN A SEPARATE WRITTEN COMMUNICATION TO TWECONTRACTOR JOHNSON AND REEVES ENGINEERING IS NOT RESPONSIBLE FORDISCOVERY OF DEvlATIONS NOT COMMUNICATED BY THE CONTRACTOR

STRUCTURAL SUBMITTALS: STRUCTURAL STEEL, STEEL JOISTS, METAL ROOP AND FLOORDECKING, LIGHT GAUGE METAL TRUSSES, CONCRETE REINFORCING BARS, ANCHOR RODS ANDCONCRETE Mi DESIGNS.

1. THE FOLLOWING SUBMITTALS MUST BE MADE TO THE STRUCTURAL ENGINEER OF RECORD:

A. ERECTION DRAWINGS, FABRICATION DRAWINGS, COMPONENT DETAILS, ANDCONNECTION DETAILS.

B. CALCULATIONS FOR ALL COMPONENTS SIZED BY THE FABRICATOR'S SPECIALTYDESIGN ENGINEER.

2. THE STRUCTURAL SUBMITTALS FOR STEEL JolSTS, METAL ROG AND FLOOR DECKING ANDLIGHT GAUGE METAL TRUSSES SWALL BEAR THE IMPRESSED SEAL AND SIGNATURE OFTHE SPECIALTY DESIGN ENGINEER LICENSED IN THE PROJECT STATE.

3. THE PROJECT STRUCTURAL ENGINEER OF RECORD WILL REvlEW TWE SUBMITTALS FORINDICATION THAT WIS INTENT WAS BEEN UNDERSTOOD AND THAT THE SPECIFIED CRlTERIAWAVE BEEN USED.

DESIGN LOADS

1. ROOF LIVE LOAD = 2 PSF

2. MEZZANINE LlvE LOAD = 50 PSF

3. WIND LOADING CRITERIA (PER ASCE l-10)

NON-EWPA BUILDINGS:BulLDING RISK CATEGORY = IIIBASIC WIND SPEED: V(ULT) = 135 MPWEXPOSURE CATEGORY: = CINTERNAL PRESSURE COEFF.: Gepi = .18

EWPA COMPONENTS 4 CLADDING

LOCATION TRIBUTARY AREA PSF)

< 10 SF. 108 PSFWALL 10 - 20 SF. 108 PSP

(EDGE ZONE) 20 - 50 SF. 101 PSF50 - 100 SF. 94 PSF1 l SF. 88 PSF

< 10 SF. 88 PSFWALL 10 - 20 SF. 88 PSF

(INTERIOR ZONE) 20 - E SF. 81 PSF5 - 100 SF. 81 PSF

100 SF. 14 P6F

COMPONENTS AND CLADDING PRESSURES SHOWN IN TWE TABLES ABOVE ARE STRENGTHDESIGN (ULTIMATE) PRESSURES PER TWE ASCE 7-10. USE OF TWESE PRESSURES FORALLOWABLE STRESS DESIGN (ASD) SWALL BE IN ACCORDANCE WITH THE LOADCOMBINATIONS SHOWN IN THE ASCE l-10.

PREENGINEERED SYSTEMS

1. THE DESIGN OF PREENGINEERED SYSTEMS SPECIFIED IN THE CONTRACT DOCUMENTSWWlCW ARE DESIGNED/ENGINEERED BY OTHERS IS THE SOLE RESPONSIBILITY OF THESUPPLIER AND ITS DESIGN ENGINEER, LICENSED IN TWE PROJECT STATE. SUBMITTALS OFSUCW SYSTEMS TO THE STRUCTURAL ENGINEER OF RECORD SWALL BE REvlEWED FORCONFORMANCE WITH THE CONTRACT DOCUMENTS WITH REGARp TO THE ARRANGEMENT,AND/OR SIZES OF MEMBERS SHOWN ON THE CONTRACT DOCUMENTS AND TO INSURECORRECT INTERPRETATION OF THE DESIGN INFORMATION INCLUDED IN THE CONTRACTDOCUMENTS. SUCN REvlEW BY TWE STRUCTURAL ENGINEER OF RECORD SWALL NOTIMPLY ANY RESPONSIBILITY FOR THE ACTUAL DESIGN OF SUCN SYSTEMS. THECONTRACTOR SWALL BE RESPONSIBLE FOR DIMENSIONAL ACCURACY ANDCONFORMANCE WITH THE INFORMATION CONTAINED IN THE CONTRACT DOCUMENTS.

2. SEE SPECIFIC SECTIONS OF GENERAL NOTES ABOVE AND SPECIFICATIONS FOR THEAPPROPRIATE DESIGN RESPONSIBILITIES OF THE SUPPLIER AND ITS LICENSED ENGINEER.

3. THE CONTRACT DOCUMENT DRAWINGS, GENERAL NOTES, AND SPECIFICATIONS SWALLGOVERN IN THE EVENT OF A CONFLICT WITH THE SPECIFICATIONS AND/OR CODE OFPRACTICE FOR AISC, ACI, SJI OR OTHER STANDARDS.

ERECTION, BRACING AND FORMWORK

1. THE DESIGN, ADEQUACY AND SAFETY OF ERECTION BRACING, FORMWORK, SHORING, ANDTEMPORARY SUPPORTS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR

2. ANCHOR BOLTS AND FOUNDATIONS WAVE NOT BEEN DESIGNED FOR ANY CONDITION OFLOADING OTHER TWAN THAT OF THE COMPLETED STRUCTURE. VERIFICATION OFADEQUACY OF ANCHOR BOLT AND FOUNDATIONS TO RESIST ERECTION INDUCED FORCESIS SOLELY THE RESPONSIBILITY OF TWE STEEL ERECTOR AND CONTRACTOR

3. UNLESS OTHERWISE NOTED STEEL FRAMEWORKS FOR THIS PROJECT ARE CLASSIFIED PERAISC CODE OF STANDARD PRACTICE AS A HON-SELF-SUPPORTING STEEL FRAME".PROVIDE TEMPORARY SUPPORT SYSTEMS NECESSARY TO SECURE ANY ELEMENT ORELEMENTS OF THE STEEL FRAMING UNTIL ALL PERMANENT STEEL BRACING, DECKINGAND/OR MASONRY WALLS ARE IN-PLACE AND CONNECTED TO THE STEEL FRAMEWORKS.

JOB SITE SAFETY

THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND FORCONFORMANCE WITH TWE WEALTW AND SAFETY PROVISIONS REQUIRED ST ANY REGULATORYAGENCIES. THE STRUCTURAL ENGINEER OF RECORD WAS No AUTHORITY TO EXERCISE ANYCONTROL OVER ANY CONSTRUCTION CONTRACTOR, OR THEIR EMPLOYEES WITH THEIR WORKOR ANY WEALTH OR SAFETY PRECAUTIONS.

NON-EMPA COMPONENTS 4 CLADDING

LOCATION TRIBUTARY AREA SF)

< 10 SF. 112 PSFROOF 10 - 20 SF. 112 PSF

(CORNER ZONE) 20 - 50 SF. 14 PSF5 - 100 SF. 96 PSF

10 SF. 88 PSF

< 10 SF. 16 PSFROOF 10 - 20 SF. 16 PSF

(EDGE ZONE) 2 - 5 SF. 68 PSF50 - 100 SF. 64 PSF

100 SF. 56 PSF

< 10 SF. 44 PSFROOF 10 - 20 SF. 44 PSF

(INTERIOR ZONE) 20 - 50 SF. 44 PSF5 - 100 SF. 40 PSF

10 SF. 40 PSF

NON-EMPA COMPONENTS 4 CLADDING

LOCATION TRIBUTARY AREA PSF)

< 10 SF. 64 PSFWALL 10 - 20 SF. 64 PSF

(EDGE ZONE) 20 - 50 SF. 6 PSF5 - 100 SF. 56 PSF1 l SF. 52 PSF

< 10 SF. 52 PSFWALL l - 2 SF. 52 PSP

(INTERIOR ZONE) 20 - 50 SF. 48 PSF5 - 100 SF. 48 PSF

100 SF. 44 PSF

EWPA BUILDINGS (BLDGS. 1100/2100, 1400/2400, 1500/2500 4 1600):BulLDING RISK CATEGORY = IIIBASIC WIND SPEED: V(ULT) = 115 MPWEXPOSURE CATEGORY: :: CINTERNAL PRESSURE COEFF.: Gepi = .18

EWPA COMPONENTS 4 CLADDING

LOCATION TRIBUTARY AREA PSP)

< 10 SF. 188 PSFROOF 10 - 20 SF. 188 PSF

(CORNER ZONE) 2 - E SF. M5 PSF50 - 100 SF. 161 PSF

100 SF. 148 PSF

< l SF. 128 PSFROOF 10 - 20 SF. 128 PSF

(EDGE ZONE) 20 - 50 SF. 114 PSF5 - 100 SF. 18 PSF

100 SF. 94 PSF

cD

cD

| |

< 10 SF. 14 PSF |SOMETRIC VIEWROOF 10 - 20 SF. 14 PSF

(INTERIOR ZONE) 2 - E SF. 14 PSF SCHEMATIC GENERALIZED LUlND ZONE IDENTIFICATION MODEL(FOR USE lulTW COMPONENT 4 CLADDING LUlND PRESSURES)

SUPPLEMNTARY FRAMINGMEMBER BETWEEN JolST

A A A A CTOP CHORDS AT EA WALLBRACE, ATTACW TO Jol6TOF uWulwh EA END.ATTACW ANGLE TOSUPPLEMENTARY FRAMING

L-3x3x14 BRACE AT 12'-" O.C.MAX. BETWEEN INTERSECTINGWALLS, WELD TO CLIP ANGLE

SEE ARCW T AT LOW END. WELD TO JOIST(12'-" MAX.; TOP CHORD AT WlGW END.

INSTALL AFTER ALL ROOF042042 L-3x3x'4x'-6" LG. AT DEAD LOADS ARE IN PLACE.

8" DP. CONC. FILLED 12'-" O.C. MAX., ALIGNBOND BEAM, REINF.m/2-9 BOTT., CONT.

VERT. REINF., ASOCCURS

m/L-3x3 BRACE. CONNECTTO WALL w/2-" WILTI KWIKBOLTS (MIN. EMBED=314 ").

NOTES:1. FOR WALL WEIGHTS OVER 12'-",

CONTACT STRUCTURAL ENGINEER OF8" BLK. RECORD FOR DESIGN.

TYP. NON LOADBEARING MASONRY WALL CONN.TO ROOF OR FLOOR STRUCTURE (STEEL JOIST CONDITION)

DETAILSCALE: "=l'-" $,1

SUPPLEMNTARY FRAMINGMEMBER BETWEEN JolST

A A A A CTOP CHORDS AT EA WALLBRACE, ATTACW TO Jol6TOF uWulwh EA END.

SEE ARCW T(12'-" MAX.) MIN. 16 GA

L-4x4x14x'-6" LG. AT SED TRACK12'-" O.C. MAX., ALIGNm/L-3x3 BRACE. ELDTO STUD TRACK AT MTL. STUD WALLTOP OF WALL

ATTACW ANGLE TOSUPPLEMENTARY FRAMING

L-3x3x14 BRACE AT 12'-" O.C.MAX. BETWEEN INTERSECTINGWALLS, WELD TO CLIP ANGLEAT LOW END. WELD TO JOISTTOP CHORD AT WIGN END.INSTALL AFTER ALL ROOPDEAD LOADS ARE IN PLACE.


CONTACT STRUCTURAL ENGINEER OF| | RECORD FOR DESIGN.

2. WALL TOP TRACK SWALL BE MIN. 16GA, 3hi, WITW 6x=0.369 IN3 (MIN.)AND lx=h93 |N4 (MIN.).

TYP. NON LOADBEARING STUD WALL CONN.TO ROOF OR FLOOR STRUCTURE (STEEL JOIST CONDITION)

DETAIL 2SCALE: "=l'-" $,1

HOLMES COUNTYSCHOOL BOARD

NEWHOLMES PRE-KTHRU 8SCHOOL

BONIFAY, FLORIDA

SUPPLEMNTARY FRAMINGMEMBER BETWEEN TRUSS

A A A A A__TOP CHORDS AT EA WALLBRACE, ATTACW TO TRUSSTvr vMvm.m EA END.

SEE ARCH T(12'-" MAX.) MIN. 16 GA

L-4x4x14x0'-6" LG. AT STUD TRACK12'-" O.C. MAX., ALIGNm/L-3x3 BRACE. WELDTO STUD TRACK AT MTL. STUD WALLTOP OF WALL

I I


L-3x3x14 BRACE AT 12'-" O.C.MAX. BETEEN INTERSECTINGWALLS, ELD TO CLIP ANGLEAT LOW END. CONNECT TO TRUSSTOP CHORD AT WIGN END w/3-'l2SCREWS. INSTALL AFTER ALL ROOFDEAD LOADS ARE IN PLACE.


CONTACT STRUCTURAL ENGINEER OFRECORD FOR DESIGN.

2. WALL TOP TRACK SMALL BE MIN. 16GA, 3hi, WITH Sx=0.369 IN3 (MIN.)AND lx=h93 |N4 (MIN.).

TYP. NON-LOADBEARING STUD WALL CONN. TO ROOF STRUCTURE

DETAIL 3SCALE: "=l'-" $,1

SUPPLEMNTARY FRAMINGMEMBER BETEEN TRUSS

A A A A A__TOP CHORDS AT EA WALLBRACE, ATTACH TO TRUSSOF CHORDS EA END.

SEE ARCW T(12'-" MAX.)

8" DP. CONC. FILLEDL-3x3x14x'-6" LG. AT12'-" O.C. MAX., ALIGN


L-3x3x'4 BRACE AT 12'-" O.C.MAX. BETWEEN INTERSECTINGWALLS, WELD TO CLIP ANGLEAT LOW END. CONNECT TO TRUSSTOP CHORD AT WIGN END m/3-'12SCREWS. INSTALL AFTER ALL ROOFDEAD LOADS ARE IN PLACE.

BOND BEAM, REINF. m/L-3x3 BRACE. CONNECTm/2-5 BOTT., CONT. TO WALL w/2-" WILTI KWIK NOTES:

VERT. REINF, AS BOLTS (MIN. EMBER=314"). I. FOR WALL WEIGHTS OVER 12'-",OCCURS CONTACT STRUCTURAL ENGINEER OF

RECORD FOR DESIGN.

8" BLK.

TYP. NON-LOADBEARING MASONRY WALL CONN. TO ROOF STRUCTURE

RClemons, Rutherford& Associates Inc.

ArchitectsPlanners

Interior DesignersConstruction Managers

2027 Thomasville RoadTallahassee, Florida 32312

(850) 385-6153Fax (850) 386-8420

The Drawings, Specifications and other documents prepared by Clemons, Rutherford& Associates, Inc. (CRA) for this Project are instruments of CRA for use solelywith respect to this Project and, unless otherwise provided, CRA shall be deemedthe author of these documents and shall retain all common law, statutory andother reserved rights, including the copyright. The Owner shall be permitted toretain copies, including reproducible copies, of CRA's Drawings, Specificationsand other documents for information and reference in connection with the Owner'suse and occupancy of the Project. CRA's Drawings, Specifications or otherdocuments shall not be used by the Owner or others on other projects, foradditions lo this Project or for completion cf this Project by others, unlessthe Architect is adjudged to be in default under this Agreement, except byagreement in writing and with appropriate compensation to CRA.

Bmdle B. JohnsonFL P No. 52284

SUBMITTALPHASE DATE DRAWN CHECKDOEPl4.3 6a5/B PDJ. BSJ.DD 6 4a3/5 PDJ. BS).1005 CD.'S 6a6/B PDJ. BSJ.

DETAILSCALE: "=l'-" S,1 -

REVISIONSDATE COMMENTS

CRA PROJ.#: 13046

PHASE: CONSTRUCTIONDOCU ENTS

SHEET TITLE

GENERAL STRUCTURAL NOTES

JOHNSON & ASSOOATES ENGINEERING

Trusses to be designed and fabricated with C stud Material

Sealed Drawings will submitted Electronicallyx

x

SAMPLEGENERALNOTESSHEET

SAMPLEFRAMINGPLAN

Uplift as calculated by trussdesigner

Deck not included under valleys

SAMPLESECTIONSHEET

COLD-FORMED STEEL TRUSS PACKAGE COST PROPOSAL Job...

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