Addendum _1 IFB _493_25.pdf

PDF 10 MB Posted Dec 15, 2025

Attached to: IFB #493-25 Labor and Materials to Repair Veterans Memorial Park Pavilion
Solicitation number: PE-64200-NONST-2026-000000071
Issued by: Douglas County, Georgia

About this file

Written by GovTribe AI · May 1, 2026

Summary of IFB #493-25 Addendum #1 - Materials and Labor to Repair VMP Pavilion

This addendum document pertains to Invitation for Bid (IFB) #493-25 issued by Dawson County for materials and labor to repair the Veterans Memorial Park (VMP) Pavilion. The project involves structural repairs to the pavilion, specifically addressing timber replacement and related construction work. The IFB closing date is January 22, 2026, at 2:30 p.m., with the addendum issued on January 13, 2026, by Purchasing Manager Hanna Milford. The scope of work includes replacing bottom-chord members at specified truss joints, installing new cover plates at designated exterior truss connections, applying wood sealer to all existing and new wood members per specification, and providing all necessary shoring. The contractor is responsible for obtaining all permits and paying associated fees. Greater Georgia Contracting is identified as the current vendor providing existing shoring, which the contractor will remove with coordination between all involved parties. Contractors are permitted to use on-site restrooms during construction.

The project requires contractors to bid only the work specified in the construction documents, with any additional repairs identified as necessary to be submitted as separate line items on alternate pages of the Price Proposal Form with detailed descriptions and pricing. A bid bond is required regardless of project cost, and permits are mandatory for this project. Inspections will be conducted by Dawson County Community Development and the Engineer of Record, with no third-party inspection responsibility assigned to the general contractor. The project team includes Wakefield Beasley & Associates (architect), Foresite Group, Inc. (civil engineer), Shear Structural (structural engineer), and Griffith Engineering (mechanical/electrical/plumbing engineer). Original 2019 construction drawings for the pavilion are attached to the addendum to support the bidding process.

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IFB #493-25 MATERIALS AND LABOR TO REPAIR VMP PAVILION

ADDENDUM #1

IFB Closing Date: January 22, 2026, at 2:30 p.m.

IFB Addendum Issue Date: January 13, 2026 By: Hanna Milford, Purchasing Manager

The following are questions and answers to the IFB #493-25 Materials and Labor to Repair Veterans Memorial Park Pavilion

1. QUESTION: Who is the current vendor Dawson County has used for the shoring that is in place?

ANSWER: Greater Georgia Contracting

2. QUESTION: Note #1 on Sheet S-201 refers to Sheet S-001. Please provide sheet S-001.

ANSWER: Any reference to S-001 should be G-001

3. QUESTION: Will the contractors be able to utilize the restrooms that are on site?

ANSWER: Yes

4. QUESTION: Please verify that the contractor is responsible for permits and fees as noted on G-001.

ANSWER: Yes, the contractor is responsible for all permits and fees.

5. QUESTION: Sheets S-201 (East & West) and S-202 (North & South) show new cover places (A,B,C,D) at specific truss chord connection joints across all four exterior elevations. Please confirm which interpretation is correct and also, please confirm that no new cover plates are required at any interior truss chord connections:

A. Install new cover plates only at the bottom-chord replacement splice area B. Install new cover plates only at the specific exterior truss chord joints specified in Sheets S-201 and S-202, which include designated locations on all four exterior elevations

ANSWER: B is the correct interpretation.

6. QUESTION: The specification state that wood sealer is to be applies for all wood and all rough cut ends and drilled holes must be coated. Please confirm which scope is intended:

A. Apply sealer only on the new replacement bottom-chord members B. Apply sealer to all existing and new wood members throughout the entire pavilion, per the specification.

ANSWER: B is the correct interpretation

7. QUESTION: Will the existing plans be provided?

ANSWER: Attached to this addendum are the original drawings for the construction of the pavilion in 2019.

8. QUESTION: It seems that more members at the intersection where we are replacing timber seems to be rotted out and irreparable than is currently prescribed. Are we to bid what we believe will need to be replaced or just what the plans reflect?

ANSWER: Bid only what the plans reflect. For any additional repairs you believe may be necessary, please include those in your bid documents as an alternate on a separate page from the Price Proposal Form with the description of the repair and pricing.

9. QUESTION: Are the existing shores remaining in place?

ANSWER: No, the contractor will be responsible for providing their own shoring. The current shoring removal will be coordinated between contractors.

10. QUESTION: Will a permit be required for this project?

ANSWER: Yes

11. QUESTION: Will a bond be required if under 100k?

ANSWER: Yes, a bid bond is required for this project.

12. QUESTION: Is the GC responsible for any 3rd party inspections?

ANSWER: No, inspections will be completed by Dawson County Community Development, and the Engineer of Record.

Company Name Signature of Authorized Representative

Title Date

THIS DOCUMENT MUST BE COMPLETED AND SUBMITTED AS PART OF YOUR PROPOSAL

PROJECT TEAM

5200 AVALON BOULEVARD

ALPHARETTA, GEORGIA 30009

PHONE: 770.209.9393

CONTACT: CHRISTIAN SPRINGFIELD

EMAIL: cspringfield@wbassociates.com

ARCHITECT:

WAKEFIELD BEASLEY & ASSOCIATES, INC.

3740 DAVINCI CT

SUITE 100

PEACHTREE CORNERS, GA 30092

PHONE: 770.368.1399

CONTACT: JACK JOHNSON

EMAIL: jjohnson@fg-inc.net

CIVIL ENGINEER:

FORESITE GROUP, INC.

931 MONROE DRIVE

SUITE A102-491

ATLANTA, GA 30308

PHONE: 404.735.3712

CONTACT: KAREN JENKINS

EMAIL: kjenkins@shearstructural.com

STRUCTURAL ENGINEER:

SHEAR STRUCTURAL

MECH./ ELECT./ PLUMB./ FP ENGINEER:

GRIFFITH ENGINEERING

4360 CHAMBLEE DUNWOODY RD

SUITE 210

PHONE: 770.451.6757

CONTACT: TRIP WALTERS

EMAIL: twalters@griffitheng.com

25 JUSTICE WAY, SUITE 2223

DAWSONVILLE, GA 30534

PHONE: 706.344.3500 ext. 42223

CONTACT: MELISSA HAWK

EMAIL: mhawk@dawsoncounty.org

OWNER:

DAWSON COUNTY BOARD OF COMMISSIONERS

ATLANTA, GA 30303

GENERAL NOTES

LOCATION MAP

TRUE NORTH

SITE LOCATION

VINYL WALL COVERING

WELDED WIRE FABRIC

GENERAL CONTRACTOR

INSTALLED BY CONTRACTOR

FIBERGLASS REINFORCED POLYESTER

FURNISHED BY OWNER INSTALLED

BY CONTRACTOR

FIRE EXTINGUISHER CABINET

GYPSUM WALL BOARD

HEIGHT

HOLLOW METAL

GWB

I.B.C.

H.M.

FRANCHISEE

FACE OF MASONRY

FLOOR

FINISH FLOOR

FIRE RETARDANT

G.C.

FRAN.

FRP

F.R.

F.O.M.

FL.

F.F.

FEC

VERT.

W.W.F.

VWC

WD.

VERTICAL

WOOD

WITH

WIDE

NOT TO SCALE

NOT IN CONTRACT

NON-COMBUSTIBLE

PRESSURE TREATED

ROOF DRAIN

SUPPLIED BY OWNER

PLASTIC LAMINATE

OVERFLOW DRAIN

STRUCTURAL

MECHANICAL

UNLESS NOTED OTHERWISE

TONGUE AND GROOVE

CONCRETE MASONRY UNIT

ELECTRIC WATER COOLER

EQUIPMENT SUPPLIER

DRAWING

DOWN SPOUT

ELECTRIC

EXPANSION

EXTERIOR

ELEVATION

FLOOR DRAIN

E.S.

EXP.

E.W.C.

EXT.

F.D.

ELEV.

EA.

DWG.

D.S.

ELEC.

EACH

BRICK

CENTER LINE

BEARING

COLUMN

CONCRETE

COORDINATE

DIAMETER

CONTINUOUS

CONTROL JOINT

COORD.

COL

CONC.

CONT.

C.L.

C.J.

BRG

C.M.U.

SCHED.

S.B.O.

STRUCT.

T&G

TYP.

UNO

R.D.

STL.

SIM.

TOP OF

TYPICAL

SCHEDULE

STEEL

SIMILAR

PLYWD.

PL.

P.T.

O.C.

PR.

N.I.C.

NC.

O.D.

OPP.

N.T.E.

PAIR

PLYWOOD

ON CENTER

OPPOSITE

ABOVE FINISHED FLOOR

ACOUSTICAL TILE

ALUMINUM

BOARD

BUILDING

BOTTOM OF

ALUM.

A.F.F.

BD.

BLDG.

ACT

@ AT

MECH.

MAT.

MAX.

MIN.

MTL.

L.L.

JT.

MATERIAL

MAXIMUM

MINIMUM

METAL

LANDLORD

JOINT

COLD FORMED METAL FRAMINGCFMF

NOT TO EXCEED

N.T.S.

FACE OF FINISHF.O.F.

FACE OFF.O.

CLEARCLR

FOIC

A-3.1

WOOD DIMENSIONAL

ROOM NAME & NUMBER

COLUMN AND GRID NUMBER

DOOR REFERENCE

NUMBER SEE SHEET A8.1

SOLID GROUT

'SIM' - SIMILAR

SECTION MARK

ENLARGED PLAN /

DETAIL MARK

'OH' - OPPOSITE HAND

ELEVATION MARK

WINDOW REFERENCE

NUMBER SEE SHEET A8.1

FLOOR FINISH

SHEATHING

RIGID INSULATION

BATT INSULATION

PLASTER, GYPSUM

WALLBOARD

EARTH

CONCRETE

WOOD

STEEL, IRON

BRICK

GRANULAR

C123

OFFICE

MORTAR NET

A101

SYMBOLS

ABBREVIATIONS

Nelco Architecture, Inc.

a licensed affiliate of Nelson Worldwide, LLC.

DESIGNING ARCHITECT

ARCHITECT OF RECORD

RELEASED FOR CONSTRUCTION

These drawings are protected by the copyright laws of the

United States. These drawings or any part thereof may not be used for any purpose or reproduced in any form or by any means without the written consent of WBA.

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Print Record

PROJECT NUMBER

Revisions

No. Date Description

2019-01-14 SCHEMATIC DESIGN PACKAGE

2019-02-19 CONSTRUCTION DOCUMENTS 100%

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COVER SHEET

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SHEET LIST

SHEET NUMBER Sheet Name 2

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01 GENERAL

G0-01 COVER SHEET X

G0-02 ADAAG REGULATORY SIGNAGE, OTHER SIGNAGE, & TYPICAL MOUNTING HEIGHTS X

G0-03 HANDICAPPED ACCESSIBILITY DIAGRAMS X

02 CIVIL

G-2 CONSTRUCTION RESPONSIBILITY PLAN X

03 STRUCTURAL

S0-01 GENERAL NOTES X

S0-02 COMPONENTS AND CLADDING X

S1-10 FOUNDATION PLAN X

S1-70 ROOF FRAMING PLAN X

S3-01 FOUNDATION DETAILS X

S6-01 WOOD FRAMING DETAILS X

S6-02 WOOD FRAMING DETAILS X

S6-03 ROOF TRUSS PROFILES X

04 ARCHITECTURAL

A1-10 REFERENCE FLOOR PLAN X

A1-21 ENLARGED RESTROOM BUILDING PLANS & SECTIONS X

A1-31 REFLECTED CEILING PLAN X

A1-70 ROOF PLAN X

A2-00 EXTERIOR ELEVATIONS X

A2-01 EXTERIOR ELEVATIONS X

A3-10 WALL SECTIONS X

A6-10 COLUMN & CAST STONE DETAILS X

A6-11 ROOF DETAILS X

A7-00 DOOR SCHEDULE, ELEVATIONS, & DETAILS X

A7-10 WINDOW SCHEDULE, ELEVATIONS & DETAILS X

05 INTERIORS

I0-01 FINISH PLAN, DETAILS, NOTES, & LEGEND X

I0-02 FINISH ELEVATIONS X

06 MECHANICAL

M0-01 MECHANICAL NOTES X

M1-01 MECHANICAL FLOOR PLAN X

07 PLUMBING

P0-01 PLUMBING NOTES, SCHEDULE, AND LEGEND X

P1-01 PLUMBING FLOOR PLAN X

P1-02 PLUMBING FLOOR PLAN X

P5-01 PLUMBING SCHEDULE & DETAILS X

P6-01 PLUMBING RISERS X

08 ELECTRICAL

E0-01 ELECTRICAL NOTES & LEGEND X

E1-01 PAVILION POWER PLAN X

E1-02 PAVILION LIGHTING PLAN X

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100% CONSTRUCTION DOCUMENTS

1 DO NOT SCALE DRAWINGS - USE DIMENSIONS ONLY. FOR DIMENSIONS

NOT SHOWN OR IN QUESTION, CONTRACTOR SHALL REQUEST

CLARIFICATION FROM ARCHITECT BEFORE PROCEEDING.

2 UNLESS OTHERWISE NOTED, INTERIOR PARTITION DIMENSIONS ARE GIVEN

FROM FACE OF METAL STUD FRAMING/CMU TO FACE OF METAL STUD

FRAMING/CMU, OR FROM FACE OF METAL STUD FRAMING/CMU TO COLUMN

CENTERLINE. EXCEPTION: MILLWORK DETAILS WHERE DIMENSIONS ARE

FROM FACE OF FINISH SURFACES (GWB, PLASTER, ETC.).

3 ELEVATIONS AND LEVELS ARE SHOWN FROM FINISH FLOOR ELEVATION

(F.F.E. 0'-0" = 993.30') TARGET ELEVATIONS ARE BASED ON A "REFERENCE

BENCHMARK ELEVATION" -COORDINATE ELEVATION OF FINISHED FLOOR

HEIGHT WITH CIVIL AND STRUCTURAL DRAWINGS.

4 ELECTRIC PANELS, ALARM BOXES, FIRE EQUIPMENT CABINETS AND OTHER

RECESSED BOXES GREATER THAN 16 SQUARE INCHES THAT ARE LOCATED

IN RATED WALLS SHALL BE BACKED BY GYPSUM WALLBOARD LAYERS

SUFFICIENT TO MAINTAIN THE DESIGNATED RATING. FEC'S MAY BE

PROIDED WITH A RATED CABINET TO MATCH THE DESIGNATED RATING.

5 ATTIC ACCESS FROM AN ADJACENT SPACE SHALL BE PROVIDED WHERE

THE BELOW ITEMS OCCUR OVER GWB CEILINGS:

A. VALVES

B. FLOW MEASURING DEVICES

C. MIXING BOXES

D. POWER OPERATED DAMPERS

E. ACCESS PANELS IN DUCTWORK

F. VOLUME AND BALANCING DEVICES

G. WATER FLOW SWITCHES

H. SPRINKLER SYSTEM DRAINS AND TEST CONNECTIONS

I. PRESSURE SWITCHES

6 PATCH AND REPAIR ALL ITEMS DAMAGED OR ALTERED DURING

CONSTRUCTION. ALL PATCHES SHALL BLEND WITH ADJACENT MATERIAL,

COLOR, FINISH, AND TEXTURE. ALL EXISTING WORK FURNISHINGS,

EQUIPMENT OR MATERIAL TO REMAIN THAT ARE DAMAGED BY THE

CONTRACTOR'S OPERATION SHALL BE REPAIRED AT NO ADDITIONAL COST

TO THE OWNER.

STANDING

DRINKING

FOUNTAIN

STANDARD

URINAL

STANDARD

TOILET

FINISHED FLOOR

SOAP DISPENSER TOWEL DISPENSER SANITARY NAPKIN

DISPOSAL

HAND DRYER

NOTE: TOILET ACCESSORIES ARE SHOWN FOR MOUNTING HEIGHTS ONLY AND DO NOT REPRESENT ACTUAL FIXTURES SPECIFIED. SEE PLUMBING DRAWINGS AND ENLARGED TOILET PLANS, ELEVATIONS & TOILET ACCESSORY SCHEDULES FOR

DETAILS. SEE SHEET G-003 FOR REQUIRED HANDICAPPED HEIGHTS AND CLEARANCES.

O F

C O

T O

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T O

W E

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R A

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P A

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32" MIN.

SANITARY

NAPKIN/

VENDOR

TOWER

DISPENSER AND

WASTE

RECEPTACLE

MOP AND

BROOM HOLDER

FIRE EXTINGUISHER FIRE EXTINGUISHER

CABINET

M A

" H

STANDARD

DRINKING

FOUNTAIN

*PROVIDE CANE

APRON AT

CORRIDOR

LOCATIONS

OPERABLE PART

1/8"INTER-CELL SPACING

WITHIN A CELL = 0.10"

(VERTICAL OF HORIZONTAL)

1/4"INTER-CELL SPACING 0.20"

BRAILLE DOT

ROUNDED DOT

(ACCEPTABLE)

SQUARED DOT

(NOT ACCEPTABLE)

RECOMMENDED ROUNDED OR DOMED BRAILLED DOTS, EACH DISTINCT

AND SEPARATE. DOTS WITH STRAIGHT SIDES AND FLAT TOPS ARE NOT

READABLE FOR MANY BRAILLE USERS.

3/ 8"

1. CHARACTER TYPE: CHARACTERS ON SIGNS SHALL BE RAISED 1/32"MINIMUM AND SHALL BE SANS

SERIF UPPERCASE CHARACTERS ACCOMPANIED BY GRADE II BRAILLE.

2. CHARACTER SIZE: RAISED CHARACTERS SHALL BE A MINIMUM OF 5/8"(15.9mm) AND A MAXIMUM OF 2" (51mm) HIGH.

3. FINISH AND CONTRAST: CONTRAST BETWEEN CHARACTERS, SYMBOLS AND THEIR BACKGROUND

MUST BE 70% MINIMUM AND HAVE A NON-GLARE FINISH.

4. PROPORTIONS: CHARACTERS ON SIGNS SHALL HAVE A WIDTH-TO-HEIGHT RATIO OF BETWEEN 3:5

AND 1:1 AND A STROKE WIDTH-TO-HEIGHT RATIO OF BETWEEN 1:5 AND 1:10.

ALL LETTERS MEASURED MUST BE UPPERCASE. AFTER CHOOSING A TYPESTYLE TO TEST, BEGIN BY PRINTING THE LETTERS I, X AND O AT 1 INCH HIGH. PLACE THE TEMPLATE'S 1:1 SQUARE OVER THE X

OR O, WHICHEVER IS NARROWER. IF THE CHARACTER IS NOT SMALLER THAN 1 INCH, NOR

NARROWER THAN THE 3:5 RECTANGLE TO DETERMINE IF THE STROKE OF THE I IS TOO BROAD, AND THE 1:10 RECTANGLE TO SEE IF IT IS TOO NARROW. IF ALL THE TESTS ARE PASSED, THE TYPESTYLE

IS COMPLIANT WITH PROPORTION CODE.

TEMPLATE FOR CHECKING CHARACTER AND STROKE WIDTH TO HEIGHT PROPORTIONS

1:1 100%

3:5 60%

1:5 20%

1:10 10%

CHARACTER WIDTH STROKE WIDTH

5. BRAILLE: GRADE II BRAILLE SHALL BE USED WHENEVER BRAILLE IS

REQUIRED IN OTHER PORTIONS OF THESE STANDARDS. DOTS SHALL BE

1/10"(2.54mm) ON CENTERS IN EACH CELL WITH .241"(5.08mm) SPACE

BETWEEN CELLS, MEASURED M CELL. DOTS SHALL BE RAISED A MINIMUM

1/4" (0.635mm) ABOVE THE BACKGROUND.

BRAILLE CELL

REF: ADA 4.30

ANSI 703.4

1 RESTROOM IDENTIFICATION SYMBOL. COLOR TO CONTRAST w/ DOOR FINISH

SYMBOL BACKGROUND - 1/4" THICK MATTE ACRYLIC BACK PAINTED COLOR TO CONTRAST w/ DOOR FINISH

CORRESPONDING GRADE II BRAILLE

SYMBOL OF ACCESSIBILITY

2"MEN

1/4" RADIUS, TYP.

M O

U N

G H

H T

1 RESTROOM IDENTIFICATION SYMBOL. COLOR TO CONTRAST w/ DOOR FINISH

SYMBOL BACKGROUND - 1/4"THICK MATTE ACRYLIC BACK PAINTED COLOR TO CONTRAST w/ DOOR FINISH

CORRESPONDING GRADE II BRAILLE

SYMBOL OF ACCESSIBILITY

2"FAMILY

1/4" RADIUS, TYP.

M O

U N

G H

H T

A F

WALL MOUNTED SIGN TYPE B

0' - 6" 1' - 0"

1 RESTROOM IDENTIFICATION SYMBOL. COLOR TO CONTRAST w/ DOOR FINISH

SYMBOL BACKGROUND - 1/4"THICK MATTE ACRYLIC BACK PAINTED COLOR TO CONTRAST w/ DOOR FINISH

CORRESPONDING GRADE II BRAILLE

SYMBOL OF ACCESSIBILITY

2"WOMEN

1/4" RADIUS, TYP.

M O

U N

G H

H T

A. SYMBOL PROPORTIONS

B. DISPLAY CONDITIONS

NOTE:

SYMBOL SIZE SHALL BE AS SCHEDULED IN SIGN LAYOUT

DIAGRAMS.

STROKE WIDTH TO HEIGHT RATIO SHALL BE BETWEEN

1:5 & 1:10.

SIGN LETTERS/ NUMBERS WIDTH TO HEIGHT RATIO

SHALL BE BETWEEN 1:5 & 1:10.

REF: ADA

4.30, FIG. 30,

ANSI 703.6

DIE CUT ALUMINUM LETTERS;

FONT TYPE: META BOLD

ITALIC, LOWERCASE

WOOD TRIM FASTENED TO

BOARD & BATTEN TO CREATE

SIGNAGE LEDGE

11"

2" 6"

0' - 6" 1' - 0"

0" A

SIGN TYPE A-3

DIE CUT ALUMINUM LETTERS;

FONT TYPE: META BOLD

ITALIC, LOWERCASE

WOOD TRIM FASTENED TO

BOARD & BATTEN TO CREATE

SIGNAGE LEDGE

11"

6" 2"

0' - 6"1' - 0"

0" A

SIGN TYPE A-2

Nelco Architecture, Inc.

a licensed affiliate of Nelson Worldwide, LLC.

DESIGNING ARCHITECT

ARCHITECT OF RECORD

RELEASED FOR CONSTRUCTION

These drawings are protected by the copyright laws of the

United States. These drawings or any part thereof may not be used for any purpose or reproduced in any form or by any means without the written consent of WBA.

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2019-01-14 SCHEMATIC DESIGN PACKAGE

2019-02-19 CONSTRUCTION DOCUMENTS 100%

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ADAAG REGULATORY

SIGNAGE, OTHER

SIGNAGE, & TYPICAL

MOUNTING HEIGHTS

G0-02

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SCALE: 1/4" = 1'-0"

STANDARD FIXTURE MOUNTING HEIGHTS

SCALE: 1 : 1

BRAILLE REQUIREMENTS

SCALE: 3" = 1'-0"

SIGN TYPE A-3 - RESTROOM

SCALE: 3" = 1'-0"

SIGN TYPE A-1 - RESTROOM

SCALE: 1/2" = 1'-0"

CODE REQUIRED SIGN

MOUNTING DIAGRAM

SCALE: 3" = 1'-0"

SIGN TYPE A-2 - RESTROOM

SCALE: 1 : 1

INTERNATIONAL ACCESSIBILITY

SYMBOL

SIGNAGE:

1. ALL SIGNAGE SHALL MEET THE REQUIREMENTS OF THE 2010

FEDERAL HANDICAPPED ACCESSIBILITY GUIDELINES.

2. PROVIDE ALL CODE REQUIRED SIGNAGE AT THE FOLLOWING

LOCATIONS: ALL TOILETS AND RESTROOMS, MECHANICAL ROOMS,

ELECTRICAL ROOMS, EQUIPMENT ROOMS.

SCALE: 1/2" = 1'-0"

MEN'S RESTROOM SIGNAGE

SCALE: 1/2" = 1'-0"

WOMEN'S RESTROOM SIGNAGE

Nelco Architecture, Inc.

a licensed affiliate of Nelson Worldwide, LLC.

DESIGNING ARCHITECT

ARCHITECT OF RECORD

RELEASED FOR CONSTRUCTION

These drawings are protected by the copyright laws of the

United States. These drawings or any part thereof may not be used for any purpose or reproduced in any form or by any means without the written consent of WBA.

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SHEET NUMBER

DATE

SHEET TITLE

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COUNTY

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PROJECT NUMBER

Revisions

No. Date Description

2019-01-14 SCHEMATIC DESIGN PACKAGE

2019-02-19 CONSTRUCTION DOCUMENTS 100%

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HANDICAPPED

ACCESSIBILITY

DIAGRAMS

G0-03

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-LIN

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3' WOOD

LOD

LOD LO

LOD

LODLOD

LOD

LOD LOD

LOD

LOD LOD

LOD

LOD LOD

LOD

LOD LOD LOD LOD

LOD

LOD LOD

LOD LOD LOD

LODLOD

LOD

LODLOD

LOD

LODLO

LOD

SENIOR

CENTER

PAVILION

201 RECREATION RD

DAWSONVILLE, GA 30534

These drawings are protected by the copyright laws of the

United States. These drawings or any part thereof may not be used for any purpose or reproduced in any form or by any means without the written consent of WBA.

RELEASED FOR CONSTRUCTION

SHEET NUMBER

DATE

SHEET TITLE

Print Record

PROJECT NUMBER

Revisions

No. Date Description

2019-01-14 SCHEMATIC DESIGN PACKAGE

Nelco Architecture, Inc.

a licensed affiliate of Nelson Worldwide, LLC.

DESIGNING ARCHITECT

ARCHITECT OF RECORD

2019-02-04 BID PACKAGE

F I L

E N

A M

S H

E E

A M

DAWSON

COUNTY

SENIOR

CENTER

AND PAVILION

2019-03-08 GRANT REVIEW DOCUMENTS

D a w s o n

S e n i o r

C e n t e r

D a w s o n

C o u n t y

A D

W G

R e s p o n s i b i l i t y

P l a n d w g

CONSTRUCTION

RESPONSIBILITY

PLAN

G-2

SCALE IN FEET

100'50'25'50'

1"=50'

LIMITS OF CONSTRUCTION, TYP.

CONTRACTOR RESPONSIBILITY NOTES:

SITEWORK CONTRACTOR RESPONSIBILITIES:

1. ALL DEMOLITION.

2. ALL GRADING, EARTHWORK, STORMWATER MANAGEMENT AND DRAINAGE

INFRASTRUCTURE INCLUDING ROOF DRAINS STUBBED AT 5' OUTSIDE THE

BUILDING ENVELOPE.

3. SITEWORK CONTRACTOR IS RESPONSIBLE TO BRING THE BUILDING PADS TO

GRADE IN ACCORDANCE WITH THE REPORT OF SUBSURFACE EXPLORATION AND

GEOTECHNICAL ENGINEERING PREPARED BY GEOHYDRO ENGINEERS, DATED

APRIL 3, 2018.

4. ALL UTILITIES STUBBED AT 5' OUTSIDE BUILDING ENVELOPE (INCLUDING

UNDERGROUND ROOF DRAINAGE LINES). SITE WORK CONTRACTOR IS

RESPONSIBLE FOR ALL COSTS AND COORDINATION WITH UTILITY PROVIDERS FOR

INSTALLATION OF SERVICES, RELOCATION AND/OR MODIFICATION OF SERVICES.

5. SITEWORK CONTRACTOR IS RESPONSIBLE FOR TRANSFORMER PAD. BUILDING

CONTRACTOR RESPONSIBLE FOR ALL OTHER BUILDING UTILITY EQUIPMENT PADS,

SEE NOTES BELOW.

6. ALL RETAINING WALLS, FENCES AND GUARDRAILS (SEE BUILDING STRUCTURAL

PLANS FOR FENCE CONNECTION DETAIL TO TOP OF RETAINING WALL).

7. ALL PLAYGROUND INFRASTRUCTURE UNLESS OTHERWISE NOTED HERE ON.

8. ALL AMPHITHEATER INFRASTRUCTURE.

9. ALL CURB AND GUTTER.

10. ALL CONCRETE SIDEWALK, UNLESS OTHERWISE NOTED IN THE RESPONSIBILITY

EXHIBIT.

11. ALL ROADWAY, TRAIL, AND PARKING LOT ASPHALT PAVING TO THE BINDER

COURSE OF ASPHALT. THE BUILDING CONTRACTOR WILL BE RESPONSIBLE TO

INSTALL THE FINISH COURSE OF ASPHALT AT THE COMPLETION OF

CONSTRUCTION.

12. ALL LANDSCAPING AND IRRIGATION.

13. ALL PAVEMENT STRIPING AND SIGNAGE.

14. REPLACEMENT OF ANY IMPROVEMENTS INSTALLED BY THE BUILDING

CONTRACTOR THAT ARE DAMAGED BY SITEWORK CONTRACTOR DURING

CONSTRUCTION.

15. ALL OTHER SITEWORK INDICATED IN THE PLANS AND SPECIFICATIONS NOT

COVERED BY THE BUILDING CONTRACTOR.

BUILDING CONTRACTOR RESPONSIBILITY AREA

INDICATED WITH HATCHING. GENERALLY BUILDING

CONTRACTOR IS RESPONSIBLE FOR BUILDING AND

ALL WORK WITHIN 5' OF BUILDING. SEE NOTES ON

THIS SHEET FOR MORE INFORMATION.

SITEWORK CONTRACTOR IS RESPONSIBLE FOR ALL

WORK OUTSIDE HATCHED AREAS. SEE NOTES ON

THIS SHEET FOR MORE INFORMATION.

BUILDING CONTRACTOR IS REPONSIBLE FOR

INSTALLATION OF SIDEWALKS IN HATCHED AREA

BUILDING CONTRACTOR RESPONSIBILITIES:

1. COMPLETE BUILDING PER BUILDING PLANS.

2. UTILITY CONNECTIONS TO BUILDING.

3. HVAC AND OTHER EQUIPMENT PADS EXCEPT TRANSFORMER PAD. SEE NOTES

ABOVE.

4. DOWNSPOUT CONNECTIONS TO UNDERGROUND ROOF DRAINAGE LINES.

5. CONCRETE PAVEMENT IN PORTE COCHERE AREA.

6. PORTIONS OF CONCRETE SIDEWALK INDICATED IN THE RESPONSIBILITY EXHIBIT.

7. INSTALLATION THE FINISH COURSE OF ASPHALT AT THE COMPLETION OF

CONSTRUCTION.

8. REPLACEMENT OF ANY SIDEWALK, CURBS OR OTHER IMPROVEMENTS INSTALLED

BY THE SITEWORK CONTRACTOR THAT ARE DAMAGED BY BUILDING CONTRACTOR

DURING CONSTRUCTION.

BUILDING CONTRACTOR IS REPONSIBLE FOR

INSTALLATION OF SIDEWALKS IN HATCHED AREA

BUILDING CONTRACTOR IS RESPONSIBLE FOR

INSTALLATION OF CONCRETE RAMP INTO

PLAYGROUND AREA

SITEWORK CONTRACTOR IS REPONSIBLE FOR ALL

RETAINING WALLS, FENCES AND GUARDRAILS, TYP.

1. NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE (WHETHER OR

NOT SPECIFICALLY INCORPORATED BY REFERENCE IN THE CONTRACT DOCUMENTS) SHALL BE

EFFECTIVE TO CHANGE THE DUTIES AND RESPONSIBILITIES OF OWNER, CONTRACTOR, DESIGN

PROFESSIONAL, SUPPLIER, OR ANY OF THEIR CONSULTANTS, AGENTS, OR EMPLOYEES FROM THOSE SET FORTH IN THE CONTRACT DOCUMENTS. NOR SHALL IT BE EFFECTIVE TO ASSIGN TO THE DESIGN PROFESSIONAL OF RECORD OR ANY OF THE DESIGN PROFESSIONAL OF RECORD'S CONSULTANTS, AGENTS, OR EMPLOYEES ANY DUTY OR AUTHORITY TO SUPERVISE OR DIRECT THE FURNISHING OR

PERFORMANCE OF THE WORK OR ANY DUTY OR AUTHORITY TO UNDERTAKE RESPONSIBILITIES

CONTRARY TO THE PROVISIONS OF THE CONTRACT DOCUMENTS.

2. CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DOCUMENTS

(DRAWINGS AND SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR

MATERIAL PREPARED AND SUBMITTED BY THE CONTRACTOR.

3. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATION, OR ASSOCIATION OR TO CODES OF LOCAL OR STATE AUTHORITIES, SHALL MEAN THE LATEST STANDARD, CODE, SPECIFICATION OR TENTATIVE SPECIFICATION ADOPTED AT THE DATE OF TAKING BIDS, UNLESS

SPECIFICALLY STATED OTHERWISE.

4. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE OR SPECIFICATIONS OF ACI, PCI, AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT OCCURS

WITHIN THE CONTRACT DOCUMENTS, THE STRICTEST REQUIREMENT SHALL GOVERN.

5. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING CODE.

6. CONTRACTOR SHALL COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL,

MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS. DESIGN PROFESSIONAL SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL

DRAWINGS SEE THE ARCHITECTURAL DRAWINGS.

7. CONTRACTOR SHALL VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE

STARTING WORK. DESIGN PROFESSIONAL SHALL BE NOTIFIED OF ANY DISCREPANCY.

8. CONTRACTOR SHALL VERIFY THE STRUCTURALLY SUPPORTED MECHANICAL EQUIPMENT WEIGHTS, OPENING SIZES AND LOCATIONS IDENTIFIED ON THE STRUCTURAL DRAWINGS WITH ARCHITECTURAL

AND MECHANICAL DRAWINGS.

9. CONTRACTOR SHALL VERIFY THAT MISCELLANEOUS FRAMING SHOWN ON THE STRUCTURAL

DRAWINGS FOR MECHANICAL EQUIPMENT, OWNER-FURNISHED ITEMS, PARTITIONS, ETC. IS

CONSISTENT WITH THE REQUIREMENTS OF SUCH ITEMS.

10. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND

PROCEDURES OF CONSTRUCTION.

11. THE STRUCTURE IS STABLE ONLY IN ITS COMPLETED FORM. TEMPORARY SUPPORTS REQUIRED FOR STABILITY DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION SHALL BE DESIGNED, FURNISHED, AND INSTALLED BY THE CONTRACTOR.

12. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA REGULATIONS.

13. ELECTRONIC DRAWING FILES WILL NOT BE PROVIDED TO THE CONTRACTOR. REPRODUCTION OF

STRUCTURAL DRAWINGS FOR SHOP DRAWINGS IS NOT PERMITTED.

14. REVIEW OF SUBMITTALS OR SHOP DRAWINGS BY THE DESIGN PROFESSIONAL DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW AND CHECK ALL SUBMITTALS AND SHOP

DRAWINGS BEFORE SUBMITTING TO THE DESIGN PROFESSIONAL. CONTRACTOR REMAINS SOLELY

RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP

DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE

CONTRACT DOCUMENTS.

15. DETAILS LABELED "TYPICAL" ON THE STRUCTURAL DRAWINGS APPLY TO ALL SITUATIONS OCCURRING

ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THE TYPICAL DETAILS UNLESS THOSE

LOCATIONS ARE SPECIFICALLY DETAILED OTHERWISE.

16. STRUCTURAL DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR THE DESIGN OF CURTAIN

WALL/WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING, OR OTHER SYSTEMS NOT SHOWN IN THE STRUCTURAL DOCUMENTS. SUCH SYSTEMS SHALL BE DESIGNED, FURNISHED, AND INSTALLED AS

REQUIRED BY OTHER PORTIONS OF THE CONTRACT DOCUMENTS.

17. SUBMITTALS

17.1 SUBMITTALS BY THE CONTRACTOR ARE NOT A PART OF THE CONTRACT DOCUMENTS. PRIOR

TO THE INITIAL SUBMITTAL, CONTRACTOR SHALL SUBMIT TO THE DESIGN PROFESSIONAL A

SCHEDULE OF SUBMITTED INFORMATION.

17.2 SUBMITTALS SHALL BE ACCOMPANIED BY A TRANSMITTAL LETTER WITH THE FOLLOWING

INFORMATION:

• PROJECT NAME

• CONTRACTOR'S NAME

• DATE SUBMITTED

• DESCRIPTION OF ITEMS SUBMITTED. IDENTIFY WORK AND PRODUCT BY SPECIFICATION

SECTION

• NUMBER OF DRAWINGS AND OTHER PERTINENT DATA.

17.3 CONTRACTOR SHALL DIRECT SPECIFIC ATTENTION ON THE SUBMITTAL TO ANY DEVIATION

FROM THE CONTRACT DOCUMENTS. CONTRACTOR SHALL STAMP AND SIGN EACH SHEET OF

SHOP DRAWINGS AND PRODUCT DATA, AND SIGN OR INITIAL EACH SAMPLE TO CERTIFY

COMPLIANCE WITH REQUIREMENTS OF CONTRACT DOCUMENTS. SUBMITTALS RECEIVED

WITHOUT THE CONTRACTOR'S STAMP OF REVIEW WILL BE RETURNED TO THE CONTRACTOR

FOR REVIEW AND RESUBMITTAL.

17.4 WORK REQUIRING SHOP DRAWINGS, WHETHER CALLED FOR BY THE CONTRACT DOCUMENTS

OR REQUESTED BY THE CONTRACTOR, SHALL NOT COMMENCE UNTIL THE SUBMISSION HAS

BEEN REVIEWED BY THE DESIGN PROFESSIONAL. WORK MAY COMMENCE IF THE CONTRACTOR

VERIFIES THE ACCURACY OF THE DESIGN PROFESSIONAL'S CORRECTIONS AND NOTATIONS

AND COMPLIES WITH THEM WITHOUT EXCEPTION AND WITHOUT REQUESTING CHANGE IN

CONTRACT SUM OR CONTRACT TIME AT COPY OF THE MARKED STRUCTURAL SHOP DRAWINGS

WITH THE DESIGN ROFESSIONAL'S REVIEW STAMP IS TO BE MAINTAINED AT THE JOB SITE.

GENERAL

1. STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE FOLLOWING:

• INTERNATIONAL BUILDING CODE, 2012 EDITION WITH GEORGIA AMENDMENTS.

2. GRAVITY LOADS

2.1 UNIFORM FLOOR LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE):

• GENERAL AREAS 100 PSF

2.2 UNIFORM ROOF LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE):

• ROOF 20 PSF

• GROUND SNOW LOAD, Pg 10 PSF

• SNOW EXPOSURE FACTOR, Ce = 0.9

• SNOW LOAD IMPORTANCE FACTOR, I = 1.0

• THERMAL FACTOR, Ct = 1.0

PONDING AND DRIFT EFFECTS HAVE BEEN INCLUDED IN THE DESIGN.

2.3 DEAD LOADS (IN ADDITION TO STRUCTURE SELF-WEIGHT):

ROOF:

• ROOFING 5 PSF

• MISCELLANEOUS 5 PSF

CODE/DESIGN CRITERIA

3. WIND LOADS:

• ULTIMATE DESIGN WIND SPEED, VULT = 115 MPH

• NOMINAL DESIGN WIND SPEED, VASD = 89 MPH

• RISK CATEGORY: II

• EXPOSURE B

SEE COMPONENT AND CLADDING DESIGN WIND PRESSURE DIAGRAM

4. EARTHQUAKE LOADS:

• RISK CATEGORY: II

• SEISMIC IMPORTANCE FACTOR: I = 1.0

• SHORT PERIOD MAPPED SPECTRAL RESPONSE COEFFICIENT, SS = 0.246

• 1 SECOND PERIOD MAPPED SPECTRAL RESPONSE COEFFICIENT, S1 = 0.101

• SITE CLASS D

• SHORT PERIOD DESIGN SPECTRAL RESPONSE COEFFICIENT, SDS = 0.262

• 1 SECOND PERIOD DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.162

• SEISMIC DESIGN CATEGORY: C

• BASIC SEISMIC-FORCE RESISTING SYSTEM: WOOD CANTILEVERED COLUMNS

• DESIGN BASE SHEAR: 23 KIPS

• SEISMIC RESPONSE COEFFICIENT, CS = 0.174

• RESPONSE MODIFICATION FACTOR, R = 1.5

• ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

5. UNLESS NOTED OTHERWISE CALCULATED INDIVIDUAL MEMBER DEFLECTIONS (IN INCHES) DO NOT

EXCEED THE FOLLOWING:

DEAD LOAD LIVE LOAD DEAD + LIVE LOAD

ROOF MEMBERS: L/360 L/360 L/240

• WHERE, L = SPAN LENGTH (IN INCHES) BETWEEN SUPPORTS. (FOR CANTILEVERS, L IS

TWICE THE LENGTH OF THE CANTILEVER.) NOTE THAT THE TOTAL MAXIMUM

CALCULATED FLOOR SYSTEM DEFECTION WILL BE THE SUM OF THE DEFLECTIONS OF

THE SUPPORTED ELEMENTS IN A BAY.

• THE CALCULATED DEFLECTION FOR INDIVIDUAL MEMBERS SUPPORTING MASONRY DO

NOT EXCEED L/600 FOR DESIGN LOADS APPLIED AFTER THE INSTALLATION OF THE

MASONRY.

6. SPECIAL INSPECTIONS:

6.1 THE STRUCTURAL TESTING/INSPECTION AGENCY, SEE SPECIFICATION SECTION 014525, WILL

PERFORM SPECIAL INSPECTIONS AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE.

MATERIALS AND WORK TO BE INSPECTED INCLUDE WOOD AND CONCRETE CONSTRUCTION.

SEE SPECIFICATION SECTIONS 014525 FOR A COMPLETE LIST OF WORK REQUIRING SPECIAL

INSPECTIONS.

6.2 SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE ARE REQUIRED

FOR STRUCTURAL COMPONENTS AND ASSEMBLIES WHICH ARE NOT FABRICATED AT THE

CONSTRUCTION JOB SITE INCLUDING BUT NOT LIMITED TO ROOF TRUSSES AND JOISTS OF

WOOD MATERIALS.

6.3 SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE MAY BE WAIVED

FOR ITEMS WHICH ARE PRODUCED ON THE PREMISES OF A FABRICATOR REGISTERED AND

APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVAL SHALL BE

BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL

MANUALS AND BY PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL

INSPECTION AGENCY. THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF

COMPLIANCE TO THE CHIEF COMMERCIAL BUILDING INSPECTOR OR HIS DESIGNEE WHICH

STATES THAT THE FABRICATION WORK WAS PERFORMED IN ACCORDANCE WITH THE

APPROVED CONSTRUCTION DOCUMENTS.

6.4 THE PROJECT OWNER WILL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PERFORM

INSPECTIONS AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE DURING CONSTRUCTION

OF THE PROJECT. DOCUMENTATION THAT SUMMARIZES THE QUALIFICATION AND

CREDENTIALS OF EACH SPECIAL INSPECTOR AND DEMONSTRATES COMPETENCE FOR

INSPECTION OF EACH PARTICULAR TYPE OF CONSTRUCTION REQUIRING SPECIAL INSPECTION

SHALL BE SUBMITTED TO THE CHIEF COMMERCIAL BUILDING INSPECTOR OR HIS DESIGNEE

FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION.

6.5 APPROVED SPECIAL INSPECTORS SHALL FURNISH INSPECTION REPORTS TO THE CHIEF

COMMERCIAL BUILDING INSPECTOR OR HIS DESIGNEE AND TO THE DESIGN PROFESSIONAL

WHICH INDICATE THAT THE WORK INSPECTED WAS DONE IN CONFORMANCE WITH THE

APPROVED CONSTRUCTION DOCUMENTS. A FINAL REPORT WHICH DOCUMENTS THE RESULTS

OF THE SPECIAL INSPECTIONS PERFORMED INCLUDING CORRECTION OF ANY DISCREPANCIES

IDENTIFIED DURING INSPECTION SHALL BE SUBMITTED PERIODICALLY AT A FREQUENCY

APPROVED BY CHIEF COMMERCIAL BUILDING INSPECTOR PRIOR TO CONSTRUCTION.

7. NO PROVISIONS HAVE BEEN MADE FOR FUTURE HORIZONTAL OR VERTICAL EXPANSION.

1. FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT

PREPARED BY GEO HYDRO ENGINEERS, PROJECT NUMBER 180267.20 DATED APRIL 3, 2018. DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR SUBSURFACE CONDITIONS ENCOUNTERED IN THE FIELD

DIFFERENT TO THOSE ASSUMED FOR DESIGN.

2. ALL FOUNDATIONS SHALL BE INSTALLED UNDER THE GUIDANCE OF A REGISTERED PROFESSIONAL

GEOTECHNICAL ENGINEER IN THE PROJECT STATE. THE GEOTECHNICAL ENGINEER SHALL GIVE

CONSIDERATION TO THE TYPE OF BUILDING AND FOUNDATION LOADS INVOLVED AS WELL AS THE

REQUIREMENTS OF THESE DOCUMENTS. DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR

SUBSURFACE CONDITIONS ENCOUNTERED IN THE FIELD DIFFERENT TO THOSE ASSUMED FOR

DESIGN.

3. STRUCTURAL TESTING/INSPECTION AGENCY SHALL CERTIFY THE BEARING MEDIUM.

4. INDIVIDUAL SPREAD FOOTINGS AND CONTINUOUS FOOTINGS SHALL BEAR ON SOIL CAPABLE OF

SUPPORTING 3000 PSF.

4.1 NO FOOTINGS SHALL BEAR ON ROCK. UNDERCUT ROCK A MINIMUM OF 2 FEET BELOW BOTTOM

OF FOOTING AND REPLACE WITH STRUCTURAL FILL.

5. PROOF ROLL BUILDING AREAS WITH TWO COMPLETE COVERAGES OF A LOADED DUMP-TRUCK OR

SCRAPER. REPLACE SOFT AREAS WITH COMPACTED STRUCTURAL FILL AS REQUIRED BY THE

SPECIFICATIONS.

6. STRUCTURAL FILL SHALL CONTAIN NO ORGANIC MATERIAL AND BE APPROVED BY A

GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT. STRUCTURAL FILL UNDER SLABS AND WITHIN

10'-0" OF THE BUILDING FOOTPRINT SHALL BE PLACED IN LIFTS OF THICKNESS DETERMINED BY

THE INDEPENDENT TESTING AGENCY AND COMPACTED TO AT LEAST 95% OF ITS STANDARD

PROCTOR MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D698. THE TOP 12" SUB-BASE

UNDER SLABS ON GRADE SHALL BE COMPACTED TO AT LEAST 98% OF ITS STANDARD PROCTOR

MAXIMUM DRY DENSITY. ALL BACKFILL, COMPACTION AND PROOF ROLLING OPERATIONS SHALL

BE OBSERVED BY AN INDEPENDENT TESTING LABORATORY. STRUCTURAL FILL SOIL DENSITY

SHALL BE 120 PCF.

7. SLABS-ON-GRADE SHALL BE PLACED ON A 4" GRANULAR BASE, COMPACTED TO 98% OF ITS

STANDARD PROCTOR MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D698, AND COVERED

WITH A 10 MIL CONTINUOUSLY SEALED VAPOR BARRIER. THE BASE FOR SLABS-ON-GRADE SHALL

BE INSPECTED BY A GEOTECHNICAL ENGINEER PRIOR TO EACH PLACEMENT OF CONCRETE.

8. FOOTINGS SHALL BE CENTERED ABOUT COLUMN LINES UNLESS NOTED OTHERWISE.

9. ALL FOOTINGS AND TURN DOWN SLAB EDGES SHALL PENETRATE TO A MINIMUM DEPTH OF 18"

BELOW FINISHED GRADE.

FOUNDATION

1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE.

2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064 AND HAVE MINIMUM SIDE AND END LAPS

OF 8".

3. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND

PLACEMENT. WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS,

ELEVATIONS, AND DETAILS IS NOT ACCEPTABLE.

4. SPLICES SHALL BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE.

REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL

DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS

DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING

BY THE DESIGN PROFESSIONAL.

5. PROVIDE DOWELS FROM FOUNDATIONS THE SAME SIZE AND NUMBER AS THE VERTICAL WALL OR

COLUMN REINFORCING, UNLESS NOTED OTHERWISE.

6. PLACE REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE:

6.1 CONCRETE REINFORCEMENT COVER

EXPOSED TO EARTH OR WEATHER:

• UNFORMED CAST AGAINST EARTH 3” CLEAR

• FORMED #6 AND LARGER 2” CLEAR

• FORMED #5 AND SMALLER 1-1/2” CLEAR

NOT EXPOSED TO EARTH OR WEATHER:

• WALLS 1" CLEAR

• SLABS 3/4" CLEAR

7. REINFORCING STEEL DESIGNATED CONTINUOUS SHALL BE LAPPED AS FOLLOWS:

• CONCRETE REINFORCEMENT: CLASS B TENSION LAP

8. ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL CONFORM TO ASTM

C881-02, TYPE IV, GRADE 3, CLASS A, B, & C EXCEPT GEL TIMES AND EPOXY CONTENT. ADHESIVE

SHALL CONSIST OF A TWO COMPONENT ADHESIVE SYSTEM CONTAINED IN SIDE BY SIDE

PACKAGING CONNECTED TO A MIXING NOZZLE WHICH THOROUGHLY MIXES THE COMPONENTS AS

IT IS INJECTED INTO THE HOLE. ADHESIVE SHALL HAVE PASSED ICC EVALUATION SERVICES, INC

(ICC-ES) ACCEPTANCE CRITERIA 308 FOR LONG TERM CREEP. REINFORCING INSTALLED IN

CONCRETE THAT MAY BECOME CRACKED UNDER SERVICE LOADS SHALL BE EVALUATED BY ICC-

ES ACCEPTANCE CRITERIA 308 AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED

CONCRETE. CONTACT DESIGN PROFESSIONAL FOR DETERMINATION OF CRACKED OR

UNCRACKED CONCRETE CONDITION UNLESS CONDITION IS NOTED ON THE DRAWINGS. INSTALL IN

ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT LENGTH

SHALL BE 12 BAR DIAMETERS, UNLESS NOTED OTHERWISE.

9. ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK.

10. ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR

CONSTRUCTION JOINTS AND AROUND CORNERS.

REINFORCEMENT

1. CONCRETE WORK SHALL CONFORM TO ACI 318 AND CRSI STANDARDS.

2. CONCRETE SHALL HAVE THE FOLLOWING MINIMUM SPECIFIED 28-DAY COMPRESSIVE STRENGTH:

2.1 NORMAL WEIGHT STRUCTURAL CONCRETE:

• FOOTINGS 3000 PSI

• SLABS-ON-GRADE 4500 PSI

3. PIPES OR DUCTS SHALL NOT EXCEED ONE-THIRD THE SLAB OR WALL THICKNESS INCLUDING

CROSSING UNLESS SPECIFICALLY DETAILED IN THE STRUCTURAL DOCUMENTS. ALL PIPES AND

DUCTS SHALL BE PLACED IN THE MIDDLE THIRD OF THE SLAB OR WALL THICKNESS UNLESS

SPECIFICALLY DETAILED OTHERWISE IN THE STRUCTURAL DOCUMENTS. SEE MECHANICAL AND

ELECTRICAL DRAWINGS FOR LOCATION OF SLEEVES, ACCESSORIES, ETC.

4. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS OR GROUNDS

REQUIRED TO BE ENCASED IN CONCRETE AND FOR LOCATION OF FLOOR FINISHES AND SLAB

DEPRESSIONS.

5. CONSTRUCTION JOINT LOCATIONS SHALL BE APPROVED BY THE DESIGN PROFESSIONAL. NO

HORIZONTAL CONSTRUCTION JOINTS ARE PERMITTED EXCEPT THOSE SHOWN ON THE

STRUCTURAL DRAWINGS.

6. DEFECTIVE AREAS IN CONCRETE INCLUDING, BUT NOT LIMITED TO, HONEY-COMBING, SPALLS, AND CRACKS WITH WIDTHS EXCEEDING 0.016 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE AREA

TO BE DETERMINED BY THE DESIGN PROFESSIONAL.

CAST-IN-PLACE CONCRETE

1. WOOD FRAMING SHALL BE SOUTHERN PINE, NO. 1 K.D. (15% MAX. MOISTURE CONTENT) OR

EQUIVALENT. MINIMUM ALLOWABLE BENDING STRESS SHALL BE PER NDS (2013 ADDENDUM).

2. WOOD TRUSSES SHALL BE CAPABLE OF SUPPORTING THE SUPERIMPOSED LOADS AS GIVEN IN THE

CONTRACT DOCUMENTS.

3. DESIGN OF WOOD TRUSSES SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. SUBMIT

SHOP DRAWINGS, DESIGN LOAD DATA, AND SUPPORT REACTIONS SEALED BY AN ENGINEER

LICENSED IN THE PROJECT STATE. REVIEW OF SHOP DRAWINGS SHALL BE FOR CONFORMANCE

WITH THE CONTRACT DOCUMENTS WITH REGARD TO TRUSS CONFIGURATION, AND THE

CONTRACTOR'S INTERPRETATION OF DESIGN LOADS AND DETAILS. SUCH REVIEW SHALL NOT

RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE DESIGN OF THE TRUSSES OR

TRUSS CONNECTIONS NOT SPECIFICALLY DETAILED IN THE CONTRACT DOCUMENTS.

4.1 ALL HARDWARE REQUIRED FOR CONNECTIONS BETWEEN PRE-ENGINEERED TRUSSES SHALL BE

4.2 ALL PRE-ENGINEERED METAL PLATE CONNECTED WOOD TRUSSES SHALL BE BRACED IN

ACCORDANCE WITH TRUSS PLATE INSTITUTE'S "HANDLING, INSTALLING, AND BRACING METAL

PLATE CONNECTED WOOD TRUSSES, HIB-91" AND "BUILDING COMPONENT SAFETY INFORMATION

BOOKLET, BCSA 1-03" AND RELATED SHEETS.

4.3 ALL PRE-ENGINEERED TRUSS SHOP DRAWINGS SHALL BE AVAILABLE ON THE JOB SITE DURING THE TIMES OF INSPECTION AND SHALL BEAR CLEAR INDICATION THEY HAVE BEEN REVIEWED BY

THE PROJECT DESIGN PROFESSIONAL OF RECORD.

4.4 TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION

FOR WOOD CONSTRUCTION AND THE DESIGN SPECIFICATION FOR METAL PLATE CONNECTED

WOOD TRUSSES PUBLISHED BY THE TRUSS JOIST INSTITUTE, LATEST EDITION FOR THE

FOLLOWING LOADS. CONNECTIONS BETWEEN TRUSSES SHALL BE DESIGNED AND SPECIFIED BY

THE TRUSS ENGINEER. TRUSSES SHALL HAVE A MINIMUM NOMINAL BEARING LENGTH OF 4

INCHES (3 1/2" ACTUAL). CONCENTRATED MECHANICAL ELECTRICAL LOADS: SEE PLANS. TOP

AND BOTTOM CHORD OF TRUSSES SHALL BE AS SHOWN IN THE CONSTRUCTION DOCUMENTS.

4.5 TRUSS LOADING (IN ADDITION TO SELF WEIGHT). SEE TRUSS DIAGRAMS FOR ADDITIONAL

INFORMATION.

DEAD LOAD: LIVE LOAD:

TOP CHORD: 20 PSF 20 PSF

BOTTOM CHORD: 5 PSF -

4. ERECTION AND TEMPORARY BRACING OF PREFABRICATED WOOD TRUSSES SHALL BE IN

CONFORMANCE WITH THE RECOMMENDATIONS OF THE TRUSS MANUFACTURER AND THE TRUSS

PLATE INSTITUTE'S "BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS".

WOOD

6. CONNECTIONS FOR STRUCTURAL TIMBER SHALL BE GALVANIZED CONNECTORS.

7. WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE FOUNDATION GRADE PRESSURE-

TREATED SOUTHERN PINE. USE GALVANIZED NAILS IN PRESSURE-TREATED WOOD.

8. PROVIDE DOUBLE TOP PLATE LAPPED AT CORNERS AND AT SPLICES (4' SPLICE). SUPPORT ENDS OF

LAPS DIRECTLY OVER A VERTICAL LOAD BEARING STUD.

9. ROOF AND WALL SHEATHING SHALL BE PROVIDED IN ACCORDANCE WITH THE RECOMMENDATIONS

OF THE AMERICAN PLYWOOD ASSOCIATION (APA). THE MINIMUM THICKNESSES WHICH FOLLOW

SHALL BE INCREASED AS REQUIRED TO SATISFY ARCHITECTURAL REQUIREMENTS.

9.1 PLYWOOD DIAPHRAGMS SHALL BE EITHER STRUCTURAL I OR II SOUTHERN PINE PLYWOOD

WITH THICKNESS AS NOTED IN THE STRUCTURAL DOCUMENTS. PLYWOOD SHALL CONFORM TO

THE REQUIREMENTS OF THE BUILDING CODE.

9.2 ROOF SHEATHING SHALL BE APA RATED SHEATHING, EXPOSURE I, 48"x96", 3/4" 32/16

PLYWOOD SHEATHING. SHEATHING SHALL BE TONGUE AND GROOVE OR BE INSTALLED WITH

PANEL CLIPS IN ACCORDANCE WITH APA RECOMMENDATIONS. WHERE ALLOWABLE SPANS ARE

EXCEEDED AT ROOF SLOPE TRANSITIONS, PROVIDE SPECIALLY DESIGNED SUPPLEMENTAL

MEMBERS AS REQUIRED. SHEATHING SHALL BE INSTALLED WITH THE LONG EDGE ACROSS A

MINIMUM OF THREE SUPPORTING MEMBERS. SUPPORT AND STAGGER EDGES OF SHEATHING

PARALLEL TO SUPPORTING MEMBER. PROVIDE CONTINUOUS BLOCKING AT PERIMETER OF

EACH DIAPHRAGM PLANE (INCLUDING ROOF SLOPE TRANSITIONS) AND AROUND OPENINGS.

FASTEN SHEATHING WITH 8d NAILS AT 6" O.C. AT SUPPORTED EDGES UNO AND AT 12" O.C. AT INTERMEDIATE SUPPORTS. AN 1/8" GAP SHALL BE LEFT BETWEEN ADJACENT PANELS. PROTECT

EDGES AGAINST EXPOSURE TO WEATHER OR USE EXTERIOR GRADE SHEATHING. COVER

SHEATHING AS SOON AS POSSIBLE WITH ROOFING FELT OR SHINGLE UNDERLAYMENT FOR

PROTECTION AGAINST EXCESSIVE MOISTURE PRIOR TO ROOFING INSTALLATION.

9.3 WALL SHEATHING SHALL BE APA RATED SHEATHING, EXPOSURE I, 48"x96", 15/32" 32/16

PLYWOOD SHEATHING WITH CONTINUOUSLY SUPPORTED EDGES. AN 1/8" GAP SHALL BE LEFT

BETWEEN ADJACENT PANELS. PROVIDE ONE LAYER ON ONE SIDE OF WALL UNLESS INDICATED

ON PLAN TO PROVIDE ON LAYER ON EACH SIDE OF WALL.

9.4 FASTEN WALL SHEATHING WITH 8d NAILS @ 6" O.C. AT PANEL EDGES AND @ 12" O.C. AT

INTERMEDIATE SUPPORTS. SEE SCHEDULE FOR SHEAR WALL SHEATHING FASTENERS.

10. WOOD ROOF DECKING SHALL BE SELECT GRADE 2x6 TONGUE AND GROOVE DECKING. FASTEN TO TIMBER TRUSSES WITH THREE (3) 16d NAILS AT EACH BOARD END AND (2) 16d NAILS AT EACH

INTERMEDIATE SUPPORT.

11. FASTENING SCHEDULE SHALL BE IN ACCORDANCE WITH TABLE 2304.9.1 IN THE INTERNATIONAL

BUILDING CODE, 2012 EDITION, UNLESS OTHERWISE SPECIFIED IN THE CONSTRUCTION

DOCUMENTS.

12. PROVIDE WOOD BLOCKING AT 4'-0" O.C. AT WALL STUDS.

Nelco Architecture, Inc.

a licensed affiliate of Nelson Worldwide, LLC.

DESIGNING ARCHITECT

ARCHITECT OF RECORD

RELEASED FOR CONSTRUCTION

These drawings are protected by the copyright laws of the

United States. These drawings or any part thereof may not be used for any purpose or reproduced in any form or by any means without the written consent of WBA.

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GENERAL NOTES

S0-01

G E

N E

R A

L N

O T

E T

N U

M B

E R

-0

R O

J E

C T

N A

M E

R O

J E

C T

N A

' T Y

A L

3'-0" TYP

ROOF PLAN COMPONENTS AND CLADDING ULTIMATE

WIND PRESSURE DIAGRAM

= -38 PSF/+38 PSF

= -58 PSF/+57 PSF

NOTE: WIND PRESSURE BASED ON 50 SQUARE FOOT AREA.

NEGATIVE INDICATES PRESSURE AWAY FROM SURFACE.

WALL ELEVATION COMPONENTS AND CLADDING ULTIMATE

WIND PRESSURE DIAGRAM

= -23 PSF/+21 PSF

= -27 PSF/+21 PSF

NOTE: WIND PRESSURE BASED ON 25 SQUARE FOOT AREA.

NEGATIVE INDICATES PRESSURE AWAY FROM SURFACE.

Nelco Architecture, Inc.

a licensed affiliate of Nelson Worldwide, LLC.

DESIGNING ARCHITECT

ARCHITECT OF RECORD

RELEASED FOR CONSTRUCTION

These drawings are protected by the copyright laws of the

United States. These drawings or any part thereof may not be used for any purpose or reproduced in any form or by any means without the written consent of WBA.

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COMPONENTS AND

CLADDING

S0-02

C O

M P

O N

E N

T S

A N

D C

L A

D D

E T

N U

M B

E R

-0

R O

J E

C T

N A

M E

R O

J E

C T

N A

A B C D E F G

15'-0" 15'-0"

1'-9 1/8"

10'-11 3/8" 7'-3 1/2" 7'-3 1/2" 10'-11 3/8"

1'-9 1/8"

15'-0" 15'-0"

8x8 P O S T

F4.0

8x8 P O S T

F4.0

8x8 P O S T

F4.0

8x8 P O S T

F4.0

(2) 6x10 P O

STS

F4.0

8x8 P O S

F4.0

8x8 P O S T

F4.0

S T

F4.

0 8x

S T

F4.

(2) 6x10 P O

STS

F4.0

(2) 6x10 P O

STS

F4.0

(2) 6x10 P O

STS

F4.0

(2) 6x10 P O

STS

F4.0

(2) 6x10 P O

STS

F4.0

(2) 6x10 P O

STS

F4.0

(2) 6x10 P O

STS

F4.0

(2) 6x10 P O

STS

F4.0

(2) 6x10 P O

STS

F4.0

(2) 6x10 P O

STS

F4.0

(2) 6x10 P O

STS

F4.0

(2) 6x10 P O

STS

F4.0

(2) 6x10 P O

STS

F4.0

(2) 6x10 P O

STS

F4.0

S3-01

TYP

S3-01

TYP

S3-01

C.J. TYP

SEE NOTE 5

5" SLAB ON GRADE

SEE NOTE 4

S3-01

SEE NOTE 6

S3-01

2x6 STUDS @ 16" O.C.

2x8 STUDS @ 16" O.C.

6x6 P O

ST6x6 PO

S3-01

SW1

S W

C.1 C.2 D.1 D.2

3.1

S3-01

TYP

NOTES:

1. SEE S0-01 FOR STRUCTURAL GENERAL NOTES.

2. SEE ARCH FOR ADDITIONAL INFORMATION AND DIMENSIONS.

3. Fx INDICATES COLUMN FOOTING. SEE 9/S3-01. T/FTG = -1'-6" UNO, BASED ON T/SLAB REFERENCE ELEVATION = 0'-0".

4. PROVIDE 5" SLAB ON GRADE REINFORCED WITH WWF 6x6 W2.1xW2.1 ON 4" GRANULAR BASE.

5. C.J. INDICATES SLAB CONTROL JOINT. SEE 3/S3-01 AND GENERAL NOTES FOR ADDITIONAL INFORMATION.

6. PROVIDE REINFORCEMENT AT RE-ENTRANT CORNERS, SEE 6/S3-01.

7. SWx INDICATES SHEAR WALL, SEE 7/S6-02.

Nelco Architecture, Inc.

a licensed affiliate of Nelson Worldwide, LLC.

DESIGNING ARCHITECT

ARCHITECT OF RECORD

RELEASED FOR CONSTRUCTION

These drawings are protected by the copyright laws of the

United States. These drawings or any part thereof may not be used for any purpose or reproduced in any form or by any means without the written consent of WBA.

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FOUNDATION PLAN

S1-10

F O

U N

D A

N P

L A

H E

E T

N U

M B

E R

-1

R O

J E

C T

N A

M E

R O

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C T

N A

M E

1816000.000 3/16" = 1'-0"S1-10

1 FOUNDATION PLAN

A B C D E F G

T2 SIM

T S

S6-01

TYP

S6-01

TYP

S6-01

TYP

S6-01

TYP

S6-01

6x10 PURLINS @ 4'-0" O.C.

R L

O .C x

R L

O .C x

R L

O .C x

R L

O .C

8x14

8x148x x

8x10 (LO) 8x10 (LO) 8x10 (LO) 8x10 (LO)

8x10 (LO)8x10 (LO)

8x10 (LO) 8x10 (LO) 8x10 (LO) 8x10 (LO)

8x10 (LO) 8x10 (LO) x

L O x

L O

S6-01

TYP

S6-01

TYP

8x14 8x

8x14

S6-02

S6-01

C.1 C.2 D.1 D.2

3.1

15'-0" 15'-0"

1'-9 1/8"

10'-11 3/8" 7'-3 1/2" 7'-3 1/2" 10'-11 3/8"

1'-9 1/8"

15'-0" 15'-0"

NOTES:

1. SEE S0-01 FOR STRUCTURAL GENERAL NOTES.

2. SEE ARCH FOR ADDITIONAL INFORMATION AND DIMENSIONS.

3. INDICATES DIRECTIONAL SPAN OF 2x6 TONGUE AND GROOVE WOOD DECKING, SEE 3/S6-01 AND GENERAL NOTES.

4. Tx INDICATES PRE-ENGINEERED TIMBER TRUSS, SEE S6-03 FOR TRUSS PROFILES. TRUSS BEARING ELEVATION = 14'-0", UNO.

SEE GENERAL NOTES FOR ADDITIONAL INFORMATION.

5. BEAM BEARING ELEVATION AT "LO" = 14'-0", UNO.

Nelco Architecture, Inc.

a licensed affiliate of Nelson Worldwide, LLC.

DESIGNING ARCHITECT

ARCHITECT OF RECORD

RELEASED FOR CONSTRUCTION

These drawings are protected by the copyright laws of the

United States. These drawings or any part thereof may not be used for any purpose or reproduced in any form or by any means without the written consent of WBA.

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ROOF FRAMING PLAN

S1-70

R O

O F

F R

A M

P L A

H E

E T

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M B

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-7

R O

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1816000.000 3/16" = 1'-0"S1-70

1 ROOF FRAMING PLAN

CONSTRUCTION JOINT

NOTE: SAW CUT OR DISCONTINUE REINF

AT CONTRACTION JT.

SLAB REINF IN TOP 1/3

OF SLAB

TOOLED JT

SLAB REINF IN TOP 1/3

OF SLAB

CONTRACTION JOINT

1/8" x 1/3 SLAB

DEPTH SAW CUT JT

2#5 CONT

WWF

FIN GR T/SLAB EL

SLAB ON GRADE,

SEE PLAN

20"x20" CONC PEDESTAL, SEE ARCH FOR FINISH

WRAP AT CANOPY DIMS

T/FTG EL

COLUMN BASE W/ 14000 MIN

GRAVITY LOAD CAPACITY &

6700LB MIN UPLIFT LOAD

CAPACITY , INSTALL PER MFR

REQUIREMENTS

SEE FOOTING

SCHEDULE FOR REINF

T/SLAB EL

CL FTG

4#6 DOWELS

6x10 POSTS, SEE PLAN

1/4" EXP JT MATERIAL

#3 TIES @ 12" O.C.

A A

DOWNSPOUT,

SEE ARCH

WOOD POST,

SEE PLAN

4#6 DOWELS

20"x20" CONC

PEDESTAL

#3 TIES @

12" O.C.

20"x20" CONC PEDESTAL, SEE ARCH FOR FINISH

WRAP AT CANOPY DIMS

T/FTG EL

COLUMN BASE W/ 14000 MIN

GRAVITY LOAD CAPACITY &

6700LB MIN UPLIFT LOAD

CAPACITY , INSTALL PER

MFR REQUIREMENTS

SEE FOOTING

SCHEDULE FOR REINF

T/SLAB EL

CL FTG

4#6 DOWELS

8x8 POST, SEE PLAN

1/4" EXP JT MATERIAL

#3 TIES @ 12" O.C.

A A

WOOD POST,

SEE PLAN

4#6 DOWELS

20"x20" CONC

PEDESTAL

#3 TIES @

12" O.C.

T/FTG EL

COLUMN BASE W/ 14000 MIN

GRAVITY LOAD CAPACITY &

6700LB MIN UPLIFT LOAD

CAPACITY , INSTALL PER

MFR REQUIREMENTS

SEE FOOTING

SCHEDULE FOR REINF

T/SLAB EL

CL FTG

6#6 DOWELS

8x8 POST OR 6x8 POST, SEE PLAN

1/4" EXP JT MATERIAL

#3 TIES @ 12" O.C.

A A

WOOD POST,

SEE PLAN

6#6 DOWELS

20"x34" CONC

PEDESTAL

#3 TIES @

12" O.C.

2#5 x 4'-0" TOP

BLDG CORNER OR

CONSTRUCTION JT

2#5 CONT

WWF

FIN GR

T/SLAB EL

2'-7" @ BUMPOUT

8" @ SIM 8" 8"

SLAB ON GRADE,

SEE PLAN

#4@12" O.C.

3'-0"

PT SILL PLATE W/ 1/2"

DIA ANCHOR BOLTS @

2'-0" O.C. AND WITHIN

12" OF ALL CORNERS

2x STUD WALL, SEE PLAN

PLYWOOD

SHEATHING

5#4 CONT

3#4 CONT @ SIM

#4@12" O.C.

ARCH

BUMPOUT3#4 CONT

WWF

T/SLAB EL

SLAB ON GRADE,

SEE PLAN

PT SILL PLATE W/ 5/8"

DIA ANCHOR BOLTS @

2'-0" O.C. AND WITHIN

12" OF ALL CORNERS

2x STUD WALL, SEE PLAN

PLYWOOD

SHEATHING

#4@12" O.C.

2'-0"

3#4 CONT

WWF

T/SLAB EL

SLAB ON GRADE,

SEE PLAN

WOOD POST,

SEE PLAN

#4@12" O.C.

2'-0"

COLUMN BASE W/ 14000 MIN

GRAVITY LOAD CAPACITY &

6700LB MIN UPLIFT LOAD

CAPACITY , INSTALL PER

MFR REQUIREMENTS

FOOTING SCHEDULE

MA…

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