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612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 HINESVILLE, LIBERTY COUNTY GA 612 W OGLETHORPE HWY 1055 E. Indian School Rd. www.art-team.com Phoenix, Arizona 85014 602.307.5399 GAE 01 18511

 · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

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Page 1:  · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

612 W OGLETHORPE HWY

HINESVILLE, LIBERTY COUNTY GA

31313

HIN

ES

VILLE

, LIB

ER

TY

CO

UN

TY

G

A

612 W

O

GLE

TH

OR

PE

H

WY

1055 E. Indian School Rd.

www.art-team.com

Phoenix, Arizona 85014

602.307.5399

GAE 01

18511

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ANY QUESTIONS CONCERNING THE BID DOCUMENTS SHALL BE SUBMITTED DIRECTLY FROM THE BIDDING GENERAL CONTRACTOR TO THE ARCHITECT IN WRITTEN FORM. THE RESPONSE WILL BE RETURNED AND A COPY WILL BE FORWARDED TO THE DISCOUNT TIRE COMPANY PROJECT MANAGER.
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NO PHONE CALLS WILL BE ACCEPTED. ALL QUESTIONS MUST BE FAXED OR E-MAILED.
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PLEASE NOTE THAT IT IS THE POLICY OF DISCOUNT TIRE TO MAINTAIN STRICT CONFIDENTIALITY DURING THE BIDDING PROCESS.
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THIS IS A CLOSED BID!
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A BID LIST WILL NOT BE DISCLOSED TO GENERAL CONTRACTORS, SUBCONTRACTORS OR VENDORS. PLANS OR INFORMATION CONCERNING THE PROJECT SHALL NOT BE DISTRIBUTED TO ANY CONTRACTOR'S INFORMATION SERVICES SUCH AS CONSTRUCTION NEWS, THE DODGE REPORT, PLAN ROOMS OR ANY PARTY NOT SPECIFICALLY INVITED TO PARTICIPATE IN THE PROJECT.
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DEFERRED SUBMITTALS
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DEFERRED SUBMITTALS MUST BE REVIEWED BY THE ENGINEER OF RECORD FOR CONFORMANCE TO THE CONTRACT DOCUMENTS. A SET OF DEFERRED SUBMITTAL DOCUMENTS WITH A NOTIFICATION INDICATING IT HAS BEEN REVIEWED BY THE ENGINEER OF RECORD AND FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING SHALL BE FORWARDED TO THE BUILDING INSPECTOR ON SITE PRIOR TO INSTALLATION OF DEFERRED ITEMS. DEFERRED SUBMITTALS INCLUDE: A-SJI APPROVED OPEN WEB STEEL JOISTS FIRE SPRINKLERS FIRE SPRINKLER MONITORING PANEL (ADEMCO VISTA 32FB)
MPerez
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BID SET 03.14.19
Page 2:  · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

612 W OGLETHORPEHWY HINESVILLE,

LIBERTY COUNTY GA31313

S1.1

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BUILDING CODE:
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2012 EDITION OF THE INTERNATIONAL BUILDING CODE.
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LOADS:
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ROOF LIVE LOAD = 20 PSF (REDUCIBLE).
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TOTAL ROOF DEAD LOAD = 20 PSF.
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SUPERIMPOSED DEAD LOAD ON ROOF TRUSSES = 17 PSF.
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MEZZANINE LIVE LOAD = 125 PSF (NON-REDUCIBLE).
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TOTAL MEZZANINE DEAD LOAD = 62 PSF.
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WIND LOAD = 126_ MPH BASIC WIND SPEED, EXPOSURE C.
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SEISMIC DESIGN CATEGORY = C, R = 3.5 (E/W); 3.25 (N/S).
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LATERAL SYSTEM TYPE = INTERMEDATE REINFORCED MASONRY SHEAR WALLS (E/W);
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SOIL SITE CLASS D.
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RISK CATEGORY = II
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MASONRY:
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NORMAL WEIGHT HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, GRADE N, TYPE 1,
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F'm = 1,500 PSI. RUNNING BOND, MORTAR TYPE S, 1,800 PSI. GROUT 2,000 PSI. MECHANICALLY VIBRATE GROUT
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IN VERTICAL SPACES IMMEDIATELY AFTER POURING AND AGAIN ABOUT 5 MINUTES LATER. PROVIDE CLEANOUTS
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IF GROUT LIFT EXCEEDS 4'-0" IN BLOCK WALLS. MAXIMUM GROUT LIFT SHALL BE 8'-0". UNLESS NOTED
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OTHERWISE ON THE PLANS, PLACE CONTROL JOINTS IN MASONRY WALLS SUCH THAT NO STRAIGHT RUN OF
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WALL EXCEEDS 26'-0". CONTROL JOINTS SHALL NOT OCCUR AT WALL CORNERS, INTERSECTIONS, ENDS,
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WITHIN 24" OF CONCENTRATED POINTS OF BEARING OR JAMBS, OR OVER OPENINGS UNLESS SPECIFICALLY
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SHOWN ON THE STRUCTURAL DRAWINGS. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED
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SOLID. LAP SPLICES SHALL BE AS FOLLOWS:
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BAR SIZE #3 #4 #5 #6 #7 #8 #9
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BAR LAPS (inches) 27 36 45 54 63 72 81
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VERTICAL REINFORCING:
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2- #5 IN CENTER OF GROUT AT CENTER OF WALL, CONTINUOUS FULL HEIGHT OF WALL AT ALL CORNERS,
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INTERSECTIONS, WALL ENDS, BEAM BEARINGS, JAMBS, EACH SIDE OF CONTROL JOINTS AND AT INTERVALS
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NOT TO EXCEED 48" O.C. UNLESS NOTED OTHERWISE. TIE AT 8'-0" VERTICALLY, WITH SINGLE WIRE LOOP
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TIE BY A.A. WIRE PRODUCTS COMPANY. LAP SPLICES SHALL BE AS PER SCHEDULE UNDER "MASONRY"
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SECTION. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH DOWELS TO MATCH VERTICAL REINFORCING.
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HORIZONTAL REINFORCING:
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2- #5 IN MINIMUM 8" DEEP GROUTED CONTINUOUS BOND BEAM AT (ELEVATED FLOORS AND) ROOFLINE. 1- #5
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IN MINIMUM 8" DEEP GROUTED CONTINUOUS BOND BEAM AT TOP OF PARAPET OR TOP OF A FREESTANDING
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WALL. PLACE THESE BARS CONTINUOUS THRU CONTROL JOINTS PER TYPICAL DETAIL. PROVIDE BENT BARS
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PER TYPICAL DETAILS, TO MATCH HORIZONTAL BOND BEAM REINFORCING, AT CORNERS AND WALL
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INTERSECTION TO MAINTAIN BOND BEAM CONTINUITY. LAP SPLICES SHALL BE AS PER SCHEDULE UNDER
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"MASONRY" SECTION DO NOT SPLICE WITHIN 8'-0" OF CONTROL JOINTS. STANDARD WEIGHT (NO. 9 GAGE
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WIRE) DUR-O-WAL OR DUR-O-WIRE (OR EQUIVALENT) LADDER TYPE JOINT REINFORCEMENT AT 16" O.C. IN
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MASONRY WALLS.
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DOUBLE ANGLE LINTELS:
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UNLESS NOTED OTHERWISE OR SHOWN, PROVIDE THE FOLLOWING LINTELS IN 8" NON-BEARING MASONRY
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WALLS. USE THESE LINTELS FOR OPENINGS REQUIRED BY OTHER DISCIPLINES (MECHANICAL, ELECTRICAL,
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PLUMBING, ETC.). PROVIDE MINIMUM 5" BEARING OF ANGLES ON JAMBS. FOR BEARING WALLS SEE SKETCH
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WHERE THESE ANGLES MAY BE USED. (NOTE: WHERE THE REQUIREMENTS OF THIS SKETCH ARE NOT
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POSSIBLE, NOTIFY THE STRUCTURAL ENGINEER PRIOR TO START OF MASONRY CONSTRUCTION).
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LINE OF
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BEARING
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OPENING WIDTH LINTEL ANGLES OPENING
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WIDTH OR
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0' ---- 3'-4" 2 - 3 1/2" X 2 1/2" X 1/4" (SLV) GREATER
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3'-5" - 4'-8" 2 - 3 1/2 X 3" X 1/4" (SLV)
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4'-9" - 6'-0" 2 - 3 1/2" X 3 1/2" X 1/4" OPENING
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6'-1" OR LARGER NOTIFY STRUCTURAL ENGINEER WIDTH
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THESE LINTELS, OR THE OPENING THEY SPAN, SHALL NOT BE PLACED SO AS TO INTERFERE WITH THE
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REQUIREMENTS OF OTHER STRUCTURAL ELEMENTS (I.E. BOND BEAMS, LINTELS, CONTROL JOINTS,
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CONCENTRATED POINTS OF BEARING, ETC.) WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
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SOLID GROUT SHALL BE PROVIDED BETWEEN WEBS AND MASONRY FACE SHELLS FOR FULL LENGTH OF ALL
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STEEL LINTELS. MORTAR MAY BE USED FOR GROUT FOR THIS PURPOSE ONLY. FACE UNITS, SOAPS,
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ROMANS, ETC., SHALL BE LAID WITH FULL HEAD AND BED JOINTS.
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FOR ADDITIONAL INFORMATION AT OPENINGS IN MASONRY WALLS, SEE TYPICAL DETAILS.
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REINFORCING:
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ASTM A615 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS. ALL GRADE 60 REINFORCING TO BE WELDED
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SHALL BE ASTM A706. WELDED WIRE FABRIC PER ASTM A185, WIRE PER ASTM A82. NO TACK WELDING OF
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REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER.
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LATEST ACI CODE AND DETAILING MANUAL APPLY. CLEAR CONCRETE COVERAGES AS FOLLOWS:
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CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ------------- 3"
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EXPOSED TO EARTH OR WEATHER
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#6 OR LARGER ----------------------------------- 2"
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#5 AND SMALLER --------------------------------- 1 1/2"
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BEAMS (TO STIRRUPS) ---------------------------------- 1 1/2"
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ALL OTHER PER LATEST EDITION OF ACI 318.
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LAP SPLICES IN CONCRETE:
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LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP SPLICES PER LATEST EDITION
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OF ACI 318. LAP SPLICES IN CONCRETE COLUMNS SHALL BE STANDARD COMPRESSION LAP SPLICES.
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STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. LAPS IN WELDED WIRE FABRIC SHALL BE MADE SO THAT
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THE OVERLAP, MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRIC SHEET, IS NOT LESS THAN THE
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SPACING OF CROSS WIRES PLUS 2 INCHES. ALL WELDED WIRE FABRIC SHALL BE CHAIRED TO ENSURE
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PROPER CLEARANCES.
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ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER BARS
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TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS.
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REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND
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HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90-DEGREE HOOKS UNLESS
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NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. CONCRETE COLUMN
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DOWEL EMBEDMENT SHALL BE A STANDARD COMPRESSION DOWEL WITH EMBEDMENT LENGTH ACCORDING TO THE
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LATEST EDITION OF THE ACI 318. (UNLESS NOTED OTHERWISE ON PLANS OR DETAILS).
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DRYPACK:
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DRYPACK SHALL BE 5,000 PSI NON-SHRINK GROUT, FIVE STAR OR EQUIVALENT. INSTALL DRYPACK UNDER
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BEARING PLATES BEFORE FRAMING MEMBER IS INSTALLED. AT COLUMNS, INSTALL DRYPACK UNDER
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BASEPLATES AFTER COLUMN HAS BEEN PLUMBED BUT PRIOR TO FLOOR OR ROOF INSTALLATION.
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STRUCTURAL STEEL:
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ALL STRUCTURAL STEEL SHALL BE ASTM A992 (Fy = 50 KSI). ALL CHANNELS, ANGLES, AND PLATES SHALL
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BE ASTM A36 (Fy = 36 KSI). ALL PIPE STEEL SHALL BE ASTM A501 (Fy = 36 KSI) OR ASTM A53, TYPE
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E OR S, GRADE B (Fy = 35 KSI). ALL TUBE STEEL SHALL BE ASTM A500 (Fy = 46 KSI). ALL BOLTS SHALL
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BE ASTM A307, UNLESS NOTED OTHERWISE. ALL CONSTRUCTION PER LATEST AISC HANDBOOK. ALL
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EXPANSION AND EPOXY BOLTS TO HAVE I.C.C. RATING FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE.
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ALL REFERENCE TO HEADED STUDS SHALL BE HIGH STRENGTH HEADED STUDS. ATTACHMENT OF HEADED STUDS
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SHALL CONFORM TO ALL REQUIREMENTS OF THE LATEST EDITION OF THE "RECOMMENDED PRACTICES FOR STUD
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WELDING" AND THE "STRUCTURAL WELDING CODE" PUBLISHED BY AWS. ALL BOLTS, ANCHOR BOLTS, EXPANSION
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BOLTS, ETC. SHALL BE INSTALLED WITH STEEL WASHERS AT FACE OF WOOD OR AT SLOTTED HOLES IN STEEL
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SECTIONS. ALL HIGH STRENGTH BOLTING SHALL BE INSPECTED BY AN INDEPENDENT TESTING LABORATORY.
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ALL WELDING SHALL BE PERFORMED BY WELDERS HOLDING VALID CERTIFICATES AND HAVING CURRENT EXPERIENCE
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IN THE TYPE OF WELD SHOWN ON THE DRAWINGS OR NOTES. CERTIFICATES SHALL BE THOSE ISSUED BY AN
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ACCEPTED TESTING AGENCY. ALL WELDING DONE BY E70 SERIES LOW HYDROGEN RODS UNLESS NOTED OTHERWISE.
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FOR GRADE 60 REINFORCING BARS, USE E90 SERIES. AT MOMENT CONNECTIONS, REMOVE ALL WELD BACKING
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AND RUN-OFF TABS AND BACKGOUGE TO SOUND WELD METAL. BACKWELD WITH A MINIMUM 5/16" FILLET. ALL
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WELDING PER LATEST AMERICAN WELDING SOCIETY STANDARDS, (EXCEPT STEEL JOISTS AND JOIST GIRDERS SHALL
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COMPLY WITH SJI STANDARDS). THESE DRAWINGS DO NOT DISTINGUISH BETWEEN SHOP AND FIELD WELDS; THE
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CONTRACTOR MAY SHOP WELD OR FIELD WELD AT HIS DISCRETION. SHOP WELDS AND FIELD WELDS SHALL BE
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SHOWN ON THE SHOP DRAWINGS SUBMITTED FOR REVIEW. ALL FULL (COMPLETE) PENETRATION WELDS SHALL
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BE TESTED AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY. WHEN STRUCTURAL STEEL IS FURNISHED
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TO A SPECIFIED MINIMUM YIELD POINT GREATER THAN 36 KSI, THE ASTM OR OTHER SPECIFICATION DESIGNATION
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SHALL BE INCLUDED NEAR THE ERECTION MARK ON EACH SHIPPING ASSEMBLY OR IMPORTANT CONSTRUCTION
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COMPONENT, OVER ANY SHOP COAT OF PAINT, PRIOR TO SHIPMENT FROM THE FABRICATOR'S PLANT.
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HIGH STRENGTH BOLTS:
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ALL HIGH STRENGTH BOLTS SHALL BE ASTM A325 AND SHALL BE INSTALLED AS BEARING-TYPE CONNECTIONS
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WITH THREADS INCLUDED IN SHEAR PLANE (I.E. A TYPE "N" CONNECTION). BOLTS MAY BE TIGHTENED
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USING ANY AISC APPROVED METHOD. USE SC (SLIP CRITICAL) AT ALL MOMENT FRAMES AND BRACED FRAMES.
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ALL HIGH STRENGTH BOLTING SHALL BE INSPECTED BY AN INDEPENDENT TESTING LABORATORY TO ENSURE
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BOLT TENSION.
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STEEL DECKING:
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ROOF DECK:
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FLOOR DECK (OFFICE MEZZANINE):
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DECK SHALL BE 1 1/2" DEEP, 36" WIDE, 20 GAGE GALVANIZED STEEL, WITH MINIMUM YIELD
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STRESS OF 50 KSI, WITH MINIMUM S = 0.231 IN3 AND I = 0.222 IN4 PER FOOT OF WIDTH. DECK SHALL
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BE DEFORMED/INDENTED TO PROVIDE A MECHANICAL BOND WITH THE CONCRETE. DECK SHALL BE ERECTED IN
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ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS 2 SPAN MINIMUM. DECK SHALL BE CONTINUOUSLY
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SHORED WHEN SPAN EXCEEDS 7'-0". DECK SHALL BE ATTACHED FOR A MINIMUM DIAPHRAGM SHEAR
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CAPACITY OF 450 PLF USING THE FOLLOWING MINIMUM ATTACHMENTS:
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WELD DECK TO SUPPORTING MEMBERS WITH 4 - 1/2" DIAMETERS OR 3/8" X 3/4" PUDDLE WELDS PER SHEET
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AT ENDS, END LAPS AND AT INTERMEDIATE SUPPORTS, AND AT 12" O.C. AT PERIMETER BEAMS AND OPENING
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EDGES RUNNING PARALLEL TO THE DECK. SIDE SEAM ATTACHMENT SHALL BE BUTTON PUNCHES AT 15" O.C.
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ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN LIGHT GAGE STEEL DECK WORK. DECK
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WELDING MAY BE ACHIEVED WITH E60 SERIES LOW HYDROGEN RODS.
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STEEL JOISTS AND JOIST GIRDERS:
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ALL JOISTS AND JOIST GIRDERS SHALL BE DESIGNED, FABRICATED, WELDED AND ERECTED IN ACCORDANCE
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WITH THE LATEST EDITION OF THE "STANDARD SPECIFICATIONS" OF THE STEEL JOIST INSTITUTE.
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LOADS SHOWN ON PLANS FOR JOIST AND JOIST GIRDERS ARE SUPERIMPOSED LOADS AND DO NOT INCLUDE
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SELFWEIGHT.
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JOIST SIZES INDICATED ON PLANS ARE MINIMUMS. JOIST AND GIRDER LOADS SHOWN ON PLANS ARE
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SUPERIMPOSED AND DO NOT INCLUDE SELF-WEIGHT. JOIST MANUFACTURER SHALL DESIGN AND SUBMIT
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CALCULATIONS BY A REGISTERED ENGINEER FOR ALL JOISTS, EXCEPT PARALLEL CHORD JOISTS WITH
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UNIFORM LOADS AND CONTINUOUSLY SUPPORTED COMPRESSION CHORDS PER SJI STANDARD LOAD TABLES.
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JOIST MANUFACTURER SHALL DESIGN AND SUBMIT CALCULATIONS BY A REGISTERED ENGINEER FOR ALL JOIST
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GIRDERS. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. LIVE LOAD DEFLECTIONS
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SHALL BE LIMITED TO SPAN/360. TOTAL LOAD DEFLECTIONS SHALL BE LIMITED TO SPAN/240.
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ALL JOISTS AND JOIST GIRDERS SHALL BE CAMBERED FOR THE DESIGN DEAD LOAD.
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MANUFACTURER SHALL ADD ADDITIONAL WEB MEMBERS AS REQUIRED AND ADJUST CHORD AND WEB SIZES
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ACCORDINGLY, BUT SHALL NOT ALTER DEPTH OF JOISTS AND JOIST GIRDERS. DESIGN CALCULATIONS SHALL
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INCLUDE SUPERIMPOSED LOADS FOR FRAMING SUPPORTED EQUIPMENT. VERIFY SIZE, WEIGHT AND LOCATION
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OF EQUIPMENT WITH ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS. SPRINKLER OR
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PLUMBING PIPING 4" DIA. OR GREATER MUST BE ADDED TO JOIST DESIGN LOADS (SEE FIRE PROTECTION
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AND PLUMBING DRAWINGS).
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JOIST SUPPLIER SHALL DESIGN FOR LOADS FROM OTHER DISCIPLINES. LOADS SHOWN ON STRUCTURAL PLAN
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DO NOT INCLUDE ADDITIONAL CAPACITY TO SUPPORT MECHANICAL OR PLUMBING LOADS. JOIST SUPPLIER TO
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VERIFY ALL BRACE LOADS AND EXTENDED END LOADS NOT SPECIFICALLY SHOWN ON PLANS OR DETAILS (FOR
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BID PURPOSES ASSUME 1000 LB FORCE MINIMUM). ALL ROOF JOISTS AND JOIST GIRDER SHALL BE DESIGNED
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TO ACCOMMODATE A FUTURE MECHANICAL LOAD OF 500 POUNDS PER JOIST AT ANY LOCATION IN ADDITION TO
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ANY MECHANICAL LOADS SHOWN ON DRAWINGS.
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CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER
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FOR REVIEW PRIOR TO MANUFACTURE. SHOP DRAWINGS AND CALCULATIONS SHALL INCLUDE DETAILS OF ANY
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OPTIONAL FIELD SPLICES, AND IF HIGH STRENGTH BOLTS OR FULL PENETRATION WELDS ARE UTILIZED,
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CONTRACTOR SHALL RETAIN AN INDEPENDENT TESTING LABORATORY TO CERTIFY COMPLIANCE WITH AISC AND
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AWS SPECIFICATIONS RESPECTIVELY.
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ALL STEEL JOISTS/GIRDERS OR BEAMS SHALL BEAR AT A PANEL POINT. JOISTS OR BEAMS TO BE EQUALLY
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SPACED BETWEEN COLUMN LINES - TYPICAL U.N.O. PROVIDE BRIDGING AS REQUIRED, PER SJI
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SPECIFICATIONS. WHERE BOTTOM CHORD WELDING IS INDICATED, DO NOT WELD BOTTOM CHORD TO SUPPORT
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UNTIL FULL DEAD LOAD IS IN PLACE.
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WHERE CROSS BRIDGING INTERFERES WITH MECHANICAL INSTALLATIONS, REMOVE THIS CROSS BRIDGING
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AFTER TOTAL DEAD LOAD IS APPLIED AND REPLACE WITH HORIZONTAL ANGLES 2" X 2" X 3/16" AT TOP AND
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BOTTOM CHORDS.
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MANUFACTURER SHALL DESIGN JOIST SHOES WHERE BEARING LENGTH IS LESS THAN 4" AT LH SERIES JOIST
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AND LESS THAN 3" AT K SERIES JOIST.
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CONSTRUCTION JOINTS:
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ALL CONSTRUCTION JOINTS IN WALLS SHALL BE KEYED IN ACCORDANCE WITH THE TYPICAL CONSTRUCTION
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JOINT DETAILS SHOWN ON THE STRUCTURAL DRAWINGS OR, AT THE CONTRACTOR'S OPTION, SHALL BE
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INTENTIONALLY ROUGHENED IN ACCORDANCE WITH THE FOLLOWING: THE SURFACE OF ROUGHENED JOINTS
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SHALL BE SAND BLASTED OR ROUGHENED WITH A CHIPPING HAMMER TO EXPOSE THE AGGREGATE EMBEDDED IN
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THE PREVIOUS POUR. THE EXPOSED AGGREGATE SHALL PROTRUDE A MINIMUM OF 1/4 INCH. ALL SURFACES
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OF CONSTRUCTION JOINTS SHALL BE CLEANED AND LAITANCE REMOVED. IMMEDIATELY BEFORE NEW CONCRETE
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IS PLACED, ALL CONSTRUCTION JOINTS SHALL BE WETTED AND STANDING WATER REMOVED. VERTICAL
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CONSTRUCTION JOINTS IN WALLS SHALL BE HELD TO A MAXIMUM SPACING OF 30'-0". ALL CONSTRUCTION
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JOINTS IN SLABS, JOISTS, BEAMS, AND GIRDERS SHALL BE OFFSET A DISTANCE EQUAL TO TWICE THE
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WIDTH OF THE BEAM.
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ACCORDANCE WITH THE TYPICAL SLAB ON DECK CONSTRUCTION JOINT DETAIL SHOWN ON THE STRUCTURAL
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DRAWINGS. BEAMS AND GIRDERS HAVE BEEN DESIGNED ASSUMING THE CONSTRUCTION JOINTS TO BE LOCATED
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IN THE MIDDLE THIRD OF THE BEAM, GIRDER, OR SLAB SPAN. ALL CONSTRUCTION, CONTROL, AND
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ISOLATION JOINTS FOR SLABS ON GRADE SHALL BE IN ACCORDANCE WITH THE TYPICAL SLAB ON GRADE
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DETAILS. THE CONTRACTOR SHALL SUBMIT THE PROPOSED LOCATIONS OF CONSTRUCTION JOINTS TO THE
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ENGINEER FOR ACCEPTANCE BEFORE STARTING CONSTRUCTION.
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S = 0.235, S =0.153.
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DS
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D1
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= 2.5, I = 1.0, = 1.0, C = 0.067, 0.073 (E/W, N/S) (ULTIMATE)
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BASE SHEAR (SEISMIC) = 33.9k (E/W), 36.9k (N/S) (ULTIMATE)
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E
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S
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CONCRETE:
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MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: (TYPE II, U.N.O.)
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TOPPING FOR STEEL DECK -------------------------------------------3,500 PSI
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SLABS ON GRADE ------------------------------------------------4,000 PSI
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FOUNDATIONS ---------------------------------------------------3,000 PSI
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MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED
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ONLY AROUND UNDER-FLOOR DUCTS, ETC. MAXIMUM SLUMP 4 1/2" FOR CONCRETE WITHOUT PLASTICIZER.
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IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S
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APPROVAL. CAST CLOSURE POUR AROUND COLUMNS AFTER COLUMN DEAD LOAD IS APPLIED. UNLESS
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APPROVED OTHERWISE IN WRITING BY THE ARCHITECT, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY
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CONTROL JOINTS (KEYED OR SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH THAT THE ENCLOSED
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AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES
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DURING POURING, ALL OTHER JOINTS MAY BE SAW CUT. CONTRACTOR SHALL SUBMIT PROPOSED LOCATIONS
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FOR APPROVAL PRIOR TO CONSTRUCTION.
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ALL CONCRETE SLABS OVER STEEL DECK SHALL BE BOUND BY CONTROL JOINTS (KEYED OR SAW CUT) SUCH
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THAT THE ENCLOSED AREA DOES NOT EXCEED 900 SQUARE FEET. CONTRACTOR SHALL SUBMIT PROPOSED
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LOCATIONS FOR APPROVAL PRIOR TO CONSTRUCTION.
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NO FLY ASH ADDITIVES SHALL BE USED IN FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE.
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FLY ASH - IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS, SHALL BE LIMITED TO 20% OF
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CEMENTITIOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED.
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DECK SHALL BE 1 1/2" DEEP, 36" WIDE, 20 GAGE GALVANIZED STEEL, WITH MINIMUM YIELD STRESS OF 30
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KSI, WITH MINIMUM S = 0.247 IN3 AND I = 0.222 IN4 PER FOOT OF WIDTH. DECK SHALL BE ERECTED IN
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ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS 3 SPAN MINIMUM AND SHALL BE ATTACHED FOR A
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MINIMUM DIAPHRAGM SHEAR CAPACITY OF 506 PLF (SERVICE) USING THE FOLLOWING MINIMUM ATTACHMENTS:
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EXPANSION BOLTS:
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USE STUD TYPE EXPANSION ANCHOR WITH A SINGLE PIECE WEDGE ONLY WHERE NOTED ON PLANS. IF USE IS
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REQUESTED FOR OTHER THAN WHERE NOTED CONTACT STRUCTURAL ENGINEER THROUGH ARCHITECT FOR
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APPROVAL.
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CONTRACTOR SHALL SUBMIT MANUFACTURER'S SIZE AND STRENGTH DATA TO ENGINEER THROUGH ARCHITECT
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PRIOR TO CONSTRUCTION. INSTALL ALL BOLTS AS OUTLINED IN MANUFACTURER'S SPECIFICATIONS,
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UTILIZING PROPER SIZE AND TYPE OF DRILL, CLEANING HOLE, DRIVING AND TIGHTENING BOLT.
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ANCHORS USED MUST HAVE ICC APPROVAL AND INCLUDE HILTI KWIK BOLT TZ (ESR-1917) AND SIMPSON
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STRONG BOLT 2- (ESR-3037), OR APPROVED EQUAL.
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EPOXY ANCHORS IN CONCRETE AND MASONRY:
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INJECTABLE ADHESIVE SHALL BE USED FOR INSTALLATION OF REINFORCING STEEL DOWELS OR THREADED
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ANCHOR RODS AND INSERTS INTO NEW OR EXISTING CONCRETE OR SOLID GROUTED CONCRETE MASONRY
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UNITS ONLY WHERE SPECIFIED ON PLANS. IF USE IS REQUESTED FOR OTHER THAN WHERE NOTED CONTACT
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STRUCTURAL ENGINEER THROUGH ARCHITECT FOR APPROVAL. ADHESIVE SHALL BE FURNISHED IN SIDE BY
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SIDE PACKS WHICH KEEP COMPONENT A AND COMPONENT B SEPARATE. USE ONLY INJECTION TOOLS AND
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STATIC MIXING NOZZLES RECOMENDED BY MANUFACTURER. MANUFACTURER'S INSTRUCTIONS SHALL BE
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FOLLOWED.
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ANCHORS USED MUST HAVE I.C.C. APPROVAL AND INCLUDE HILTI HY-70 FOR MASONRY (ESR-2682), HILTI
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HIT-RE 500 V3 FOR CONCRETE (ESR-3814) AND SIMPSON STRONG TIE SET (ESR-1772) FOR MASONRY OR
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EQUIVALENT. THE USE OF ANY EPOXY ANCHOR MUST BE APPROVED BY THE ENGINEER OF RECORD.
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ORDINARY CONCENTRIC BRACED FRAME (N/S)
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ATTACH DECK TO SUPPORTING MEMBERS WITH HILTI X-HSN 24 IN A 36/4 PATTERN AT ENDS, END LAPS AND
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AT INTERMEDIATE SUPPORTS, AND AT PERIMETER BEAMS AND OPENING EDGES RUNNING PARALLEL TO THE
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DECK. SIDE SEAM ATTACHMENT SHALL BE S-SLC 01M HWH AT 18" O.C.
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COLD FORMED STRUCTURAL STEEL FRAMING:
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ALL COLD-FORMED STEEL FRAMING SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH
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MANUFACTURER'S RECOMMENDATIONS AND IN ACCORDANCE WITH THE LATEST EDITION OF "SPECIFICATIONS
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FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS" BY THE AMERICAN IRON AND STEEL
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INSTITUTE.
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STEEL FOR 14 AND 16 GAGE STUDS AND JOISTS, AND FOR ALL DIAGONAL TENSION STRAPS SHALL HAVE A
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MINIMUM YIELD STRENGTH OF 50 KSI. STEEL FOR ALL 18 AND 20 GAGE STUDS AND JOISTS, AND FOR ALL
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GAGES OF TRACK, ACCESSORIES AND BRIDGING SHALL HAVE A MINIMUM YIELD STRENGTH OF 33 KSI. STEEL
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SHALL BE GALVANIZED AT LOCATIONS EXPOSED TO WEATHER AND WHEREVER NOTED.
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ALL STUD FRAMING (BOTH INTERIOR AND EXTERIOR) SHALL BE DESIGNED AND CONSTRUCTED TO ACCOMMODATE
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VERTICAL DEFLECTION OF THE STRUCTURE OF UP TO 1/2" LIVE LOAD DEFLECTION, UNLESS GREATER VALUE
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IS NOTED ON PLANS OR DETAILS. UTILIZE SLIP TRACK OR OTHER SIMILAR MEANS.
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ALL STUDS SHALL BE SECURELY SEATED FOR FULL END BEARING ON TOP AND BOTTOM TRACK. UNLESS NOTED
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OTHERWISE, PROVIDE DOUBLE STUDS AT ALL JAMBS, CORNERS, INTERSECTIONS, BEAM BEARINGS AND JOIST
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BEARINGS. BRIDGING SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATION WITH THE FOLLOWING
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MINIMUM REQUIREMENTS.
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FOR WALLS WITH NO AXIAL LOAD, PROVIDE BRIDGING AT MID-HEIGHT FOR WALLS LESS THAN OR EQUAL TO
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10'-0" HIGH, AND 5'-0" O.C. MAXIMUM FOR WALLS GREATER THAN 10'-0" HIGH. FOR AXIAL LOAD
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BEARING WALLS, PROVIDE BRIDGING EQUALLY SPACED AT 4'-0" MAXIMUM. IN ADDITION, BRIDGING SHALL
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BE PROVIDED AT ROOF LINES AND ELSEWHERE AS NOTED ON THE DRAWINGS. SOLID BLOCKING SHALL BE
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INSTALLED IN LIEU OF BRIDGING WHERE NOTED ON THE DRAWINGS.
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STEEL STUD DETAILS AND GAGES DEPICATED ON STRUCTURAL DRAWINGS SHOW GENERAL STRUCTURAL
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REQUIRMENTS AND ARE FOR SCHEMATICS PURPOSE ONLY. THE CONTRACTOR SHALL BE REQUIRED TO SUBMIT
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COMPREHENSIVE DESIGN AND CALCULATIONS FOR ALL STEEL STUD WALLS ANY ADDITIONAL FRAMING
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MATERIALS REQUIRED FOR COMPLETE DESIGN SHALL BE INCORPORATED.
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MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES:
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Fy Sxx Ixx
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SIZE GAGE (KSI) (in3) (in4)
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STUDS 8" 14 50 1.964 8.140
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TRACKS 8" 14 50 1.310 7.051
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GENERAL:
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ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN LIGHT GAGE STRUCTURAL STEEL FRAMING
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WORK. DO NOT NOTCH FLANGES OF JOISTS OR STUDS. DOUBLE UP FLOOR JOISTS AND BLOCKING UNDER
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PARTITIONS. PROVIDE BLOCKING AT SUPPORTS OF ALL JOISTS. DOUBLE UP STUDS AT JAMBS AND AS
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REQUIRED UNDER BEAMS IN BEARING WALLS.
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FLOOR DECK (DEAD TIRE STORAGE MEZZANINE):
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DECK SHALL BE 3" DEEP, 36" WIDE, 16 GAGE GALVANIZED STEEL, WITH MINIMUM YIELD
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STRESS OF 50 KSI, WITH MINIMUM S = 0.920 IN3 AND I = 0.534 IN4 PER FOOT OF WIDTH. DECK SHALL
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BE DEFORMED/INDENTED TO PROVIDE A MECHANICAL BOND WITH THE CONCRETE. DECK SHALL BE ERECTED IN
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ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS AS 1 SPAN MINIMUM. DECK SHALL BE CONTINUOUSLY
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SHORED WHEN SPAN EXCEEDS 7'-0". DECK SHALL BE ATTACHED FOR A MINIMUM DIAPHRAGM SHEAR
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CAPACITY OF 450 PLF USING THE FOLLOWING MINIMUM ATTACHMENTS:
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WELD DECK TO SUPPORTING MEMBERS WITH 4 - 1/2" DIAMETERS OR 3/8" X 3/4" PUDDLE WELDS PER SHEET
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AT ENDS, END LAPS AND AT INTERMEDIATE SUPPORTS, AND AT 12" O.C. AT PERIMETER BEAMS AND OPENING
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EDGES RUNNING PARALLEL TO THE DECK. SIDE SEAM ATTACHMENT SHALL BE BUTTON PUNCHES AT 15" O.C.
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ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN LIGHT GAGE STEEL DECK WORK. DECK
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WELDING MAY BE ACHIEVED WITH E60 SERIES LOW HYDROGEN RODS.
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FOUNDATIONS:
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GENERAL STRUCTURAL NOTES
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FOUNDATION DETAILS
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FRAMING DETAILS
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---
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DESCRIPTION
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DETAILS
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SHEET INDEX
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TYPICAL DETAILS
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TYPICAL DETAILS
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FRAMING DETAILS
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FRAMING DETAILS
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FOUNDATION DETAILS
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TYPICAL DETAILS
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S1.1
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S1.4
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S1.5
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S5.1
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S5.2
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SHEET
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S4.1
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S5.3
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S4.2
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S1.6
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---
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GENERAL STRUCTURAL NOTES
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S1.2
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01-09
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TYPICAL DETAILS
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S1.3
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---
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FOUNDATION PLAN
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S2.1
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---
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S2.2
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---
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ROOF FRAMING PLAN
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S3.1
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---
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MEZZANINE FRAMING PLAN
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S3.2
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22-30
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10-21
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31-34
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213-224
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101-112
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201-212
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225-233
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113-115
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SLAB ON GRADE C.J. AND
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ADDITIONAL REINFORCING PLAN
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FOR ADDITIONAL INFORMATION SHOWN BUT NOT NOTED,
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SEE INTERPRETATION OF DRAWINGS, SHEET S1.3.
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APPLY UNLESS NOTED OTHERWISE
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GENERAL STRUCTURAL NOTES
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SOIL REPORT BY TERRACON; JOB NO. ES185133; DATED JUNE 25, 2018; SPREAD FOOTINGS SHALL BEAR ON COMPACTED ACCEPTABLE EXISTING SOILS OR COMPACTED STRUCTURAL FILL SOILS IN ACCORDANCE WITH THE ABOVE REPORT. BOTTOM OF FOOTING TO BE 1'-6" MINIMUM BELOW FINISHED GRADE. (THESE FOOTING DEPTHS ARE MINIMUMS AND THE CONTRACTOR SHALL COORDINATE WITH SOILS REPORTS AND OTHERS TRADES TO ENSURE THESE MINIMUMS ARE SUFFICIENT FOR THE WORK.) FINISHED GRADE IS DEFINED AS TOP OF SLAB INTERIOR FOOTINGS AND LOWEST ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER FOOTINGS. DESIGN SOIL BEARING VALUE = 2,500 PSF. FOUNDATION EXCAVATIONS SHALL BE INSPECTED BY SOILS ENGINEER PRIOR TO PLACEMENT OF CONCRETE.
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THIS DRAWING IS AN INSTRUMENT OF SERVICE AND THE PROPERTY OF DISCOUNT TIRE COMPANY AND SHALL REMAIN THEIR PROPERTY. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH.
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DISCLAIMER:
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SHEET NUMBER:
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SHEET TITLE:
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PREPARED BY:
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PROJECT MANAGER:
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STORE NUMBER:
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DRAWN BY:
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STAMP
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DATE
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NO.
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REVISION
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CONSULTANT
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GAA 11744
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DOUGLAS L. McCORD
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ROBERT HALLIDAY
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JM
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NOVEMBER 2018
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Phone:(480) 922-8854
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Scottsdale, Arizona 85250
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Email:[email protected]
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Website:www.pkastructural.com
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PK ASSOCIATES, LLC
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7434 E. McDonald Drive
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Fax:(480) 922-3739
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PH: (720) 799-1058
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PKA #:18246
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18511
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PROFESSIONAL
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NO. 23581
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O
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D
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R.
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P
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A
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U
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L
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C
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L
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I
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F
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F
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O
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R
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N
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E
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E
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R
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E
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N
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G
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I
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E
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T
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S
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I
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G
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E
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R
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D
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E
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R
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E
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G
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A
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I
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G
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GENERAL
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STRUCTURAL
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NOTES
MPerez
Typewritten Text
BID SET 03.14.19
Page 3:  · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

612 W OGLETHORPEHWY HINESVILLE,

LIBERTY COUNTY GA31313

S1.2

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NOTE TO CONTRACTOR REGARDING PRICING/BIDDING OF CITY SUBMITTAL DRAWINGS:
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SHOP DRAWINGS:
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SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO ITEMS REQUIRED BY
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ARCHITECTURAL SPECIFICATIONS.
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THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE
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WITH CONTRACT DOCUMENTS SHALL BE FLAGGED UPON HIS REVIEW.
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VERIFY ALL DIMENSIONS WITH ARCHITECT AND ALL FINISHED GRADE WITH CIVIL DRAWINGS.
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ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DOCUMENTS SHALL BE CLOUDED BY
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MANUFACTURER OR FABRICATOR. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY
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SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, UNLESS NOTED
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ACCORDINGLY.
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THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS AT
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ANYTIME BEFORE OR AFTER SHOP DRAWING REVIEW.
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THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN INCORRECTLY
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AND ARE NOT FLAGGED BY THE STRUCTURAL ENGINEER OR ARCHITECT ARE NOT TO BE CONSIDERED CHANGES
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TO CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAKE SURE ITEMS ARE CONSTRUCTED
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TO CONTRACT DOCUMENTS.
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THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE DESIGNING OR
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SUBMITTING AUTHORITY.
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REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS.
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RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR.
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GENERAL:
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ENTIRE CONTRACT DOCUMENTS SHALL BE USED TO BUILD BUILDING. SOME CRITICAL ITEMS REQUIRED BY
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OTHER DISCIPLINES MAY NOT BE SHOWN ON STRUCTURAL DRAWING (i.e. WALL, FLOOR AND ROOF OPENING,
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ARCHITECTURAL, MECHANICAL AND PLUMBING LOADS, SUPPORT PLATES ETC.)
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ITEMS SHOWN BY OTHER DISCIPLINES WITH REFERENCE TO STRUCTURAL DRAWING BUT NOT SHOWN ON THESE
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STRUCTURAL DOCUMENT SHALL BE CONSIDERED DESIGN BUILD ITEMS. CONTRACTOR SHALL SUBMIT DESIGN BY
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OTHERS FOR REVIEW.
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THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE
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THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT
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THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO,
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BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL
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NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF
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CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO (NOR SHALL
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OBSERVATION VISITS TO THE SITE INCLUDE INSPECTION OF THESE ITEMS).
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CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT
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EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.
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WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE
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LATEST EDITION AND/OR ADDENDA.
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ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND
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ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.
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OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF HE CHOOSES AN OPTION, CONTRACTOR SHALL BE
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RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS.
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NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL
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DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE
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PROJECT.
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ALL DIMENSIONS SHOWN (INCLUDING ELEVATIONS) ON STRUCTURAL DRAWINGS ARE TO ASSIST CONTRACTOR IN
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VERIFICATION. SCALING DIMENSIONS FROM DRAWINGS IS NOT PERMITTED. LOCATION OF ALL ITEMS SHALL
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BE DETERMINED BY DIMENSIONS OR NOTES ONLY; DO NOT USE GRAPHIC APPEARANCE TO ASSUME SPECIFIC
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LOCATIONS.
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CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL AND
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FINISHED GRADE WITH CIVIL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY
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WITH THE ARCHITECT.
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TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE.
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WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND SPECIFICATIONS,
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THE GREATER REQUIREMENTS SHALL GOVERN.
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ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF AN
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ENGINEER REGISTERED IN THE STATE OF JURISDICTION.
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SUPPLIER OF ENGINEERED STRUCTURAL COMPONENTS (i.e. STEEL JOISTS, STAIRS, PRECAST ITEMS) SHALL
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BE RESPONSIBLE FOR COMPLETE DESIGN AND SHALL USE ENTIRE CONTRACT DOCUMENTS TO INCLUDE ALL
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LOADS AND DETAIL REQUIREMENTS FROM ALL DISCIPLINES. SUPPLIER SHALL PROVIDE ADDITIONAL
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MATERIAL REQUIRED TO MEET ALL THEIR REQUIREMENTS FOR INSTALLATION (i.e. WIDER BEARING PLATES,
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SHIMS, ERECTION BOLTS ETC.).
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STRUCTURAL STEEL SUPPLIER SHALL FURNISH BOLTS FOR OSHA CONNECTIONS (SEE DRAWINGS FOR DETAILS).
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WALL SHORING SHALL BE INSTALLED PRIOR TO BACKFILLING BEHIND ALL BUILDING RETAINING WALLS,
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UNLESS ALL RESTRAINING SLABS ARE INSTALLED. USE HANDTAPPING ONLY WHEN WITHIN 8'-0", OR WITHIN
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HALF THE WALL HEIGHT OF BACKFILLED WALL.
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CONTINUOUS FOUNDATION DRAIN PIPES (FRENCH DRAINS) OR WEEP HOLES SHALL BE PROVIDED BEHIND ALL
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BASEMENT WALLS AND ALL EXTERIOR RETAINING WALLS THAT RETAIN MORE THAN 3'-0" OF SOIL WEEP
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HOLES WHERE USED SHALL BE 2" IN DIAMETER AT 6'-0" O.C. MAXIMUM.
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DEFERRED SUBMITTALS: (PER 2012 IBC 106.3.4.2)
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FOR THE PURPOSES OF THIS SECTION, DEFERRED SUBMITTALS ARE DEFINED AS THOSE PORTIONS OF THE
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DESIGN WHICH ARE NOT SUBMITTED AT THE TIME OF THE APPLICATION AND THAT ARE TO BE SUBMITTED TO
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THE BUILDING OFFICIAL WITHIN A SPECIFIED PERIOD.
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DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE PROFESSIONAL IN RESPONSIBLE
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CHARGE FOR REVIEW. THE CONTRACTOR SHALL FORWARD THE REVIEWED DOCUMENTS TO BUILDING OFFICIAL
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WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND BEEN
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FOUND TO BE IN GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTAL ITEMS
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SHALL NOT BE INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE
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BUILDING OFFICIAL.
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DEFERRED SUBMITTAL ITEMS:
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STEEL JOISTS
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TIRE RACKING
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SOILS:
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IBC
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REFERENCE
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ART. 2.6A
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ART. 3.3B
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ART. 3.4,3.6A
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ART. 3.3G
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ACI 530.1/ASCE
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6/TMS 602
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(NOTE 1)
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ACI 530/ASCE
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5/TMS 402
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(NOTE 1)
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SEC.1.2.2(e),
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2.1.4,3.1.6
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SEC. 1.13
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ART. 2.4,3.4
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SEC. 2.1.10.7.2,
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3.3.3.4(b)
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SEC. 2104.3,
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2104.4
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ART. 1.8D
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ART. 1.8C,
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ART. 3.2D
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ART. 3.4
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ART. 2.6B
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SEC. 1.13
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ART. 3.5
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ART. 1.4
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SEC. 2105.2.2,
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2105.3
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ART. 1.5
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NOTES:
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1.
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THE SPECIFIC STANDARDS ARE THOSE LISTED IN CHAPTER 35
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2.
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TABLES TAKEN DIRECTLY FROM IBC FOR REFERENCE.
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IBC
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REFERENCE
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REFERENCED
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STANDARD
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(NOTE1)
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APPLICABLE ASTM
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MATERIAL SPECS
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AISC 360, SEC. A3.3
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AISC 360, SEC. M2.5
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ASTM A 568
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ASTM A 6 OR
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AISC 360, SEC. A3.5
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AWS D1.1
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AWS D1.1
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AWS D1.1
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AWS D1.1
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AWS D1.3
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AWS D1.4
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ACI 318: 3.5.2
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NOTES:
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1.
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WHERE APPLICABLE SEE ALSO SECTION 1701.1, SPECIAL INSPECTION FOR SEISMIC RESISTANCE.
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2.
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TABLES TAKEN DIRECTLY FROM IBC FOR REFERENCE.
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-
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X
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-
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X
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-
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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X
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DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:
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A) THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE CERTAIN IT CONFORMS WITH
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THE APPROVED DESIGN DRAWINGS AND SPECIFICATION.
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B) THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, AND
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TO THE ENGINEER.
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C) UPON COMPLETION OF THE ASSIGNED WORK THE ENGINEER OR ARCHITECT SHALL COMPLETE AND
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SIGN THE APPROPRIATE FORMS CERTIFYING THAT TO THE BEST OF HIS KNOWLEDGE THE WORK IS
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IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE
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WORKMANSHIP PROVISIONS OF THE CODE.
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Not the responsibility of the structural engineer.
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Special inspection certificate to be completed by
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geotechnical engineer.
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2. Verify excavations are extended to proper depth
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and have reached proper material.
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-
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X
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3. Perform classification and testing of compacted
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-
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X
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fill materials.
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4. Verify use of proper materials, densities and lift
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X
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-
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thicknesses during placement and compaction of
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compacted fill.
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5. Prior to placement of compacted fill, observe
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subgrade and verify that site has been properly
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prepared.
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-
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X
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SPECIAL INSPECTION:
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PER IBC CHAPTER 17, SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING ITEMS:
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CONCRETE:
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VERIFICATION AND INSPECTION CONTINUOUS PERIODIC
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1. Inspection of reinforcing steel, including
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prestressing tendons, and placement.
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2. Inspection of reinforcing steel welding in
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accordance with Table 1705.2.2, Item 2b.
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3. Inspect anchors to be installed in concrete prior
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to and during placement of concrete where
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allowable loads have been increased or where
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5. Verifying use of required design mix.
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6. At the time fresh concrete is sampled to fabricate
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specimens for strength tests, perform slump and
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air content tests, and determine the temperature
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of the concrete.
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7. Inspection of concrete and shotcrete placement
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for proper application techniques.
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8. Inspection for maintenance of specified curing
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temperature and techniques.
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9. Inspect formwork for shape, location and
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dimensions of the concrete member being formed.
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REFERRENCED
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STANDARD
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(NOTE 1)
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ACI 318: 3.5, 7.1-7.7
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1910.4
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AWS D1.4
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ACI 318: 3.5.2
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---
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IBC
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REFERENCE
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ACI 318: CH. 4,
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1904.2,
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5.2-5.4
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1910.2, 1910.3
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ASTM C 172
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ASTM C 31
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ACI 318: 5.6, 5.8
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1910.10
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ACI 318: 5.9, 5.10
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1910.6,
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1910.7, 1910.8
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ACI 318: 5.11-5.13
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1910.9
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ACI 318: 6.1.1
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1908.5, 1909.1
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ACI 318:
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8.1.3, 21.2.8
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NOTES:
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1.
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WHERE APPLICABLE, SEE ALSO SECTION 1707.1, SPECIAL INSPECTION FOR SEISMIC RESISTANCE.
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2.
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TABLES TAKEN DIRECTLY FROM IBC FOR REFERENCE.
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-
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X
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-
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X
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X
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X
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X
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X
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X
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strength design is used.
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---
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4. Inspection of anchors post-installed in
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hardened concrete members.
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ACI 318:
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3.8.6, 8.1.3, 21.2.8
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1909.1
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X
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MASONRY LEVEL 1
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INSPECTION TASK CONTINUOUS DURING PERIODICALLY
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TASK LISTED DURING TASK LISTED
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1. As masonry construction begins, the following
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Shall be verified to ensure compliance:
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a. Proportions of site-prepared mortar.
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b. Construction of mortar joints.
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c. Location of reinforcement, connectors,
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2. The inspection program shall verify:
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a. Size and location of structural
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elements.
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b. Type, size and location of anchors,
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including other details of anchorage
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of masonry to structural members, frames
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or other construction.
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c. Specified size, grade and type of
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reinforcement.
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d. Welding of reinforcing bars.
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e. Protection of masonry during cold weather
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3. Prior to grouting, the following shall be
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verified to ensure compliance:
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a. Grout space is clean.
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b. Placement of reinforcement and connectors
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c. Proportions of site-prepared grout and
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d. Construction of mortar joints.
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4. Grout placement shall be verified to ensure
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Compliance with code and construction document
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provisions.
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5. Preparation of any required grout specimens,
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Mortar specimens and/or prisms shall be observed.
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6. Compliance with required inspection provisions
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of the construction documents and the approved
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submittal shall be verified.
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STEEL:
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VERIFICATION AND INSPECTION CONTINUOUS PERIODIC
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1. Material verification of high-strength
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bolts, nuts and washers:
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a. Identification markings to conform to ASTM
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standards specified in the approved
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construction documents.
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b. Manufacturer's certificate of compliance
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required.
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2. Inspection of high-strength bolting:
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a. Bearing-type connections.
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AISC 360, Section M2.5 1704.3.3
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3. Material verification of structural steel:
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a. Identification markings to conform to ASTM
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standards specified in the approved
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construction documents.
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b. Manufacturers' certified mill test reports.
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4. Material verification of weld filler materials:
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a. Identification markings to conform to AWS
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specification in the approved construction
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documents.
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b. Manufacturer's certificate of compliance
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required.
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5. Inspection of welding:
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a. Structural steel:
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1) Complete and partial penetration groove
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welds.
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2) Multipass fillet welds.
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3) Single-pass fillet welds > 5/16"
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4) Single-pass fillet welds = 5/16"
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5) Floor and roof deck welds.
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b. Reinforcing steel:
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1) Verification of weld ability of reinforcing
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steel other than ASTM A 706.
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2) Reinforcing steel-resisting flexural and
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Axial forces in intermediate and special
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Moment frames, and boundary elements of
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Special reinforced concrete shear walls
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and shear reinforcement.
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3) Shear reinforcement.
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4) Other reinforcing steel.
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6. Inspection of steel frame joint details for
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compliance with approved construction documents:
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a. Details such as bracing and stiffening.
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b. Member locations.
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c. Application of joint details at each
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connection.
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1. Verify materials below shallow foundations are
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adequate to achieve the design bearing apacity.
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MISCELLANEOUS:
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REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, CIVIL, ELEVATOR, OR OTHER SPECIALTY
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ENGINEERING DRAWINGS FOR DIMENSIONS NOT SHOWN, INCLUDING BUT NOT LIMITED TO: SIZE AND
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LOCATION OF CURBS, EQUIPMENT HOUSEKEEPING PADS, WALL AND FLOOR OPENINGS, BLOCKOUTS, FLOOR
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DEPRESSIONS, SUMPS, DRAINS, ANCHOR BOLTS, EMBEDDED ITEMS, ARCHITECTURAL TREATMENT, ETC.
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CONTRACTOR SHALL VERIFY DIMENSIONS AND RESOLVE DISCREPANCIES OR CONFLICTS PRIOR TO
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CONSTRUCTION. WHERE SECTIONS ARE INDICATED ON THE PLAN BY A NUMBER AND A DRAWING NUMBER THUS,
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1/S5.1, THE INDICATES SECTION (1) IS SHOWN ON STRUCTURAL DRAWING S5.1.
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ALL WINDOW SYSTEMS SHALL BE DESIGNED TO ACCOMMODATE VERTICAL DEFLECTION OF THE STRUCTURE OF
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1/2" MINIMUM LIVE LOAD DEFLECTION, UNLESS GREATER VALUE IS NOTED ON PLANS OR DETAILS.
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FLOOR DEFLECTIONS TO MEET ARCHITECTURAL SPECIFICATIONS (1/4" IN 1 FOOT MINIMUM LEVELNESS) IN
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HEIGHT FOR ALL STRUCTURAL SYSTEMS. CONTRACTOR SHALL INCLUDE COST FOR LEVELING ALL FLOORS. FOR
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ESTIMATING PURPOSES ONLY, ASSUME 1/2" THICK LEVELING AGENT OVER 15%%% OF FLOOR AREA.
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BUILDING TOLERANCES:
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STANDARD TOLERANCES SHALL BE BASED ON THE REQUIREMENTS OF THE AISC CODE OF STANDARD PRACTICE
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AND ACI 117, STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS.
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APPLY UNLESS NOTED OTHERWISE
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GENERAL STRUCTURAL NOTES
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FABRICATOR APPROVAL:
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SPECIAL INSPECIONS NOTED ABOVE APPLY TO SHOP FABRICATED ASSEMBLIES IN ADDITION TO ON-SITE
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WORK UNLESS THE FABRICATOR IS AN "APPROVED FABRICATOR" AS DEFINED IN 2012
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IBC.
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THESE DRAWINGS HAVE BEEN PREPARED FOR CITY SUBMITTAL, AND ARE NOT TO BE CONSIDERED 100% CONSTRUCTION DOCUMENTS UNTIL CITY PLAN REVIEW HAS BEEN COMPLETED AND FINAL BUILDING PERMIT HAS BEEN ISSUED. IF THESE DOCUMENTS ARE TO BE USED FOR PRICING, BID, OR STEEL MILL ORDER, THE CONTRACTOR SHALL PROVIDE IN THE PROJECT BUDGET AN ALLOWANCE FOR POTENTIAL CHANGES BETWEEN THE CITY SUBMITTAL DRAWINGS AND THE FINAL APPOVED SUBMITTAL AND CONSTRUCTION DOCUMENTS. ADDITIONALLY, MISCELLANEOUS ITEMS MAY NOT BE SHOWN ON THESE DRAWINGS. THESE ITEMS INCLUDE, BUT ARE NOT LIMITED TO, ELEVATOR AND EQUIPMENT SUPPORTS, BLOCKOUTS, ETC. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND OTHER SPECIALTY DRAWINGS FOR ADDITIONAL INFORMATION. THE CONSTRUCTION BUDGET SHALL INCLUDE THESE ITEMS. THE STRUCTURAL ENGINEER WILL NOT BE RESPONSIBLE FOR CHANGE ORDER COSTS INCURRED (INCLUDING DISCARDED MATERIAL COSTS) DUE TO BIDDING OR STEEL MILL ORDER FROM THESE DRAWINGS. CONTACT STRUCTURAL ENGINEER FOR CLARIFICATION IF THE SCOPE AND QUANTITY OF ALLOWANCE TO BE CARRIED IS NOT CLEAR.
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THIS DRAWING IS AN INSTRUMENT OF SERVICE AND THE PROPERTY OF DISCOUNT TIRE COMPANY AND SHALL REMAIN THEIR PROPERTY. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH.
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DISCLAIMER:
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SHEET NUMBER:
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SHEET TITLE:
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PREPARED BY:
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PROJECT MANAGER:
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STORE NUMBER:
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DRAWN BY:
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STAMP
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DATE
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NO.
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REVISION
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CONSULTANT
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GAA 11744
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DOUGLAS L. McCORD
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ROBERT HALLIDAY
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JM
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NOVEMBER 2018
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Phone:(480) 922-8854
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Scottsdale, Arizona 85250
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Email:[email protected]
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Website:www.pkastructural.com
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PK ASSOCIATES, LLC
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7434 E. McDonald Drive
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Fax:(480) 922-3739
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PH: (720) 799-1058
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PKA #:18246
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18511
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PROFESSIONAL
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NO. 23581
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O
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D
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R.
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P
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A
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U
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L
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C
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L
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I
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F
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F
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O
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R
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N
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E
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E
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R
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E
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N
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G
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I
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E
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T
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S
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I
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G
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E
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R
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D
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E
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R
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E
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G
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A
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I
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G
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R
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GENERAL
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STRUCTURAL
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NOTES
MPerez
Typewritten Text
BID SET 03.14.19
Page 4:  · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

S1.3612 W OGLETHORPE

HWY HINESVILLE,LIBERTY COUNTY GA

31313

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TYPICAL DETAILS
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TYPICAL ANCHOR, ANCHOR BOLT, AND EXPANSION BOLT SCHEDULE
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09
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APPLY TOWARDS EMBEDMENT.
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THICKNESS OF DRYPACK DOES NOT
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1 1/4"
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11"
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9"
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-TYPICAL
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BOLT HEAD
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HOOK OR
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STANDARD
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2" MIN.
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(EPOXY BOLT SIMILAR)
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(HEADED STUD SIMILAR)
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PROVIDE ANCHORS, ANCHOR BOLTS
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AND EXPANSION BOLTS PER THIS
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SCHEDULE UNLESS NOTED ON PLANS
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OR DETAILS.
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EXPANSION OR ADHESIVE BOLTS
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USED IN MASONRY SHALL HAVE
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I.C.C. APPROVAL IN MASONRY.
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AT "ANCHORS" USE 3/16" FILLET
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WELD("S").
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BOLT
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DIAMETER
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VERT BOLT
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EMBEDMENT
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LENGTH
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HORIZ BOLT
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EMBEDMENT
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LENGTH
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HEADED STUD
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FILLET WELD
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SIZE, "S".
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1/2"
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6"
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4"
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1/4"
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4"
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6"
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5/8"
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5"
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7"
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3/4"
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5/16"
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6"
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8"
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7/8"
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3/8"
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7"
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9"
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1"
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-----
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8"
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10"
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1 1/8"
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5/16"
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5/16"
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EMBEDMENT
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ANCHOR BOLT
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ANCHOR
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EXPANSION BOLT
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EMBEDMENT
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EMBEDMENT
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PLATE, ANGLE
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CHANNEL, ETC.
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FACE OF WALL,
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TOP OF WALL,
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COLUMN, ETC.
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"S"
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%%UNOTES:
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NO SCALE
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5.
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4.
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3.
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2.
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1.
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REPORT.
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ENGINEERED FILL PER SOIL
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PER SOILS REPORT.
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EXISTING NATURAL GRADE.
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CONCRETE FOOTING.
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FINISHED GRADE.
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(5)
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(3)
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(4)
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(1)
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(2)
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08
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TYPICAL CONCRETE FOOTING ON ENGINEERED FILL
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%%UNOTES:
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(4)
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(4)
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(4)
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(1)
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NO SCALE
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(3)
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12" MIN
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MIN
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SLEEVE FOR PIPE AT SLAB
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1.
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2"
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6"
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6"
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(4)
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(1)
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(3)
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4x4 - W1.4xW1.4 W.W.F.
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OR #4 AT 12" O.C.
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FIRM UNDISTURBED SOIL OR
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COMPACTED BASE.
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PIPE OR CONDUIT.
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TYPICAL SLAB THICKNESS.
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2.
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3.
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4.
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NOTES:
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07
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NO SCALE
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(4)
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6"
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(5)
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C.I. SLEEVE 2"
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LARGER THAN PIPE.
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NO SLEEVES PERMITTED.
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EXCAVATION BELOW
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THESE LINES NOT
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PERMITTED.
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CONCRETE FILL PIPE
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TRENCH - EXTEND 2'-0"
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EACH SIDE OF SLEEVE.
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3'-0" MAXIMUM - STEP
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FOOTING IF NECESSARY
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IN ORDER TO MAINTAIN
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3'-0" MAX HEIGHT.
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BACK FILL PER SPECS.
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92%%% DENSITY -
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(ASTM D1557).
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MIN
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4"
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6.
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7.
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(1)
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5.
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4.
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1.
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2.
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3.
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%%UNOTES:
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MIN
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1'-6"
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MIN
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PIPE THROUGH FOOTING AND TRENCH
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FILL PER SPECIFICATIONS
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BE BACKFILLED WITH COMPACTED
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3'-0" BELOW FOOTING BASE MAY
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PIPES LOCATED GREATER THAN
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06
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(7)
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NOTE:
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1
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2
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1
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6"
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(3)
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2
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9"
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(6)
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10'-0"
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(2)
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MIN
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NO SCALE
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2.
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1.
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SEE PLANS AND DETAILS.
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FOR ADDITIONAL INFORMATION,
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NOTE:
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FOOTING.
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BOTTOM OF CONCRETE
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SEE TYPICAL DETAIL.
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FOOTINGS AS REQUIRED -
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BE 30 DEGREES. STEP
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BOTTOM OF FOOTINGS SHALL
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MAXIMUM SLOPE BETWEEN
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(1)
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(2)
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%%UNOTES:
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05
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MAXIMUM SLOPE BETWEEN ADJACENT FOOTING
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30°
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NO SCALE
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D = 2'-0" MAXIMUM.
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NOTE:
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4.
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3.
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2.
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1.
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PLAN.
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THICKNESS AS SHOWN ON
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RETURN TO FOOTING
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DETAIL.
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OCCURS - SEE TYPICAL
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PIPE THRU STEM WALL AS
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TOP OF WALL FOOTING.
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- TYPICAL.
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LAP PER G.S.N. (24" MIN.)
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(4)
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(2)
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(1)
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MIN
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6"
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D
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D
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2D
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2D
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2D
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D
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%%UNOTES:
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04
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TYPICAL STEP IN CONCRETE FOOTING
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(3)
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NO SCALE
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5. SPLICES WITH #14 OR #18 BARS SHALL USE MECHANICAL COUPLERS. (THIS INCLUDES #14
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OR #18 BARS TO SMALLER BARS SHOWN IN SCHEDULE).
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4. ALL SPLICES MUST BE FULL CONTACT.
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TIES
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STD
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12"
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14"
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17"
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20"
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23"
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12"
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12"
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LAP
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19"
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23"
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26"
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30"
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15"
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W/ SPIRAL
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ENCLOSED
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f'c = ALL
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COMP. BARS
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29"
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32"
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38"
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42"
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34"
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25"
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AND HIGHER
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SIZE
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3. CONTACT STRUCTURAL ENGINEER IF CENTER TO CENTER SPACING OF REINFORCING IS LESS THAN OR
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EQUAL TO 3 BAR DIAMETERS <3db OR 2db CLEAR SPACING BETWEEN BARS.
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LOCATION
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BAR
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CONC. PSI
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f'c = 3,000 PSI
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03
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LAP SCHEDULE FOR REINFORCING STEEL
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2. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS, AND WALLS. WILL BE CLASS
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CAST IN THE MEMBER BELOW THE REINFORCEMENT.
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1. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS
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NOTES:
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22"
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29"
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36"
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43"
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63"
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72"
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81"
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92"
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102"
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17"
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23"
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28"
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34"
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49"
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56"
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63"
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70"
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78"
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24"
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33"
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41"
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49"
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71"
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81"
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91"
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102"
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113"
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19"
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25"
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31"
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37"
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54"
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62"
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70"
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79"
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87"
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31"
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41"
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51"
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61"
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89"
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102"
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115"
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129"
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143"
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110"
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100"
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88"
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78"
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69"
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47"
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39"
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32"
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24"
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#11
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#10
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#9
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#8
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#7
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#6
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#5
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#4
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#3
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CLASS
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CLASS
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CLASS
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CLASS
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CLASS
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REGULAR
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TOP
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REGULAR
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TOP
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CLASS
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TOP
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REGULAR
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f'c = 5,000 PSI
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f'c = 4,000 PSI
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f'c = 2,500 PSI/
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CLASS B TENSION SPLICE LENGTHS
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B TENSION SPLICE LENGTHS. COLUMNS SHALL HAVE STANDARD COMPRESSION LAP SPLICE.
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NO SCALE
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(5)
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(2)
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(3)
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(3)
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(1)
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SEE PLAN. .
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OF SPECIFIC CLOSURE POURS,
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OMITTED. FOR CONFIGURATION
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FOR CLARITY, COLUMNS
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%%UNOTE:
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5.
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4.
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3.
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2.
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1.
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2'-0" MIN. / 4'-0" MAX.
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3'-0" MAX.
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RADIUS 1'-6" MIN. /
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CLOSURE POUR DETAIL.
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THICKENED SLAB AT CONCRETE
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KEYED JOINT - SEE TYPICAL
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CENTERLINE OF COLUMN.
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ON PLAN.
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"CONC. C.J." WHERE SHOWN
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(1)
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(4)
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TYPICAL COLUMN CLOSURE POUR AT CONCRETE SLAB ON GRADE
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02
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%%UNOTES:
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(3)
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(2)
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(1)
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NO SCALE
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2.
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1.
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ALL DIMENSIONS ARE %%P 1/2".
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NOTE:
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ADJACENT CONCRETE.
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MATERIAL PRIOR TO PLACING
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KEYED JOINT - REMOVE FORM
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CONCRETE.
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1%%232"
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2%%232"
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3%%232"
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(1)
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(2)
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01
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TYPICAL KEY IN CONCRETE
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%%UNOTES:
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NO SCALE
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INTERPRETATION OF DRAWINGS
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ITEM
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INFORMATION
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LOCATION
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SHEET
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FOOTINGS
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SIZE, REINFORCING
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DEPTH OF FOOTING
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SCHEDULE (WF) (F)
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GENERAL STRUCTURAL NOTES (G.S.N.)
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S2.1
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S1.1
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FRAMING
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MEMBERS
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TYPE, SIZE, CONNECTION
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CAMBER, BEARING PLATES
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SCHEDULE (J) (SL) (ML) (L)
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S3.1, S3.2
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SYMBOL
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DESCRIPTION
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REMARKS
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TYPICAL DETAILS ARE TWO DIGIT SERIES NUMBERS
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FOUNDATION DETAILS ARE 100 SERIES DETAILS
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FRAMING DETAILS ARE 200 SERIES NUMBERS
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DETAIL CUTS SHOWN ON PLANS
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1. FOR MATERIAL STRENGTHS, SEE GENERAL STRUCTURAL NOTES
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2. VERIFY ALL DIMENSION WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF
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CONSTRUCTION - RESOLVE ANY DISCREPANCIES WITH ARCHITECT.
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3. FOR CLARITY, ALL EXTERIOR SLABS AND SIDEWALKS MAY NOT BE SHOWN. FOR EXACT
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DIMENSIONS, LOCATIONS, JOINT AND SCORE LINES, SEE ARCHITECTURAL DRAWINGS
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4. FOR CLARITY, ALL OPENINGS MAY NOT BE SHOWN ON FRAMING PLANS. FOR EXACT SIZE,
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NUMBER, AND LOCATION OF OPENINGS, SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL
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AND PLUMBING DRAWINGS. FOR FRAMING AT OPENINGS, SEE TYPICAL STRUCTURAL
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DETAILS. VERIFY ALL SIZES, WEIGHTS AND LOCATIONS OF MECHANICAL EQUIPMENT WITH
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MECHANICAL ENGINEER AND MECHANICAL CONTRACTOR THROUGH ARCHITECT.
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5. DETAILS MARKED "TYPICAL" MAY NOT BE CUT ON PLANS.
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6. CONC C.J. - AS SHOWN ON PLAN INDICATES LOCATION OF EITHER KEYED OR SAW CUT
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CONTROL JOINT IN SLAB ON GRADE AT CONTRACTOR'S OPTION, SEE GENERAL STRUCTURAL
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NOTES AND PLANS.
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7. MAS C.J. - AS SHOWN ON PLAN INDICATES MASONRY CONTROL JOINT IN MASONRY WALL,
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SEE G.S.N. AND TYPICAL DETAIL.
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8. FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING CONDITION.
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9. CONTRACTOR TO VERIFY, AND BE RESPONSIBLE FOR VARIATIONS IN CONCRETE QUANTITY
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DUE TO CAMBER, CONSTRUCTION DEAD LOAD DEFLECTIONS AND/OR TOLERANCES OF
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STRUCTURAL STEEL ELEMENTS (i.e. BEAMS, STEEL DECK, ETC.) AND PRECAST CONCRETE
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ELEMENTS.
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10. ALL SCHEDULE MARK DESIGNATIONS MAY NOT NECESSARILY BE FOUND ON THE PLANS
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WHERE THE SCHEDULES OCCUR. SCHEDULES ARE TYPICAL TO THE PROJECT.
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101
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LOCATION OF INFORMATION
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PLAN LEGEND
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NOTES
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ABBREVIATIONS
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A.B.C.
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A/C
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A.F.F.
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ALT.
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A.B.
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@
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BM
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B.O.B.
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B.O.D.
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BRG
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C.I.P.
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C.L.
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C.L.B.
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C.L.C.
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C.L.W.
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CLR
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CONC
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CONC C.J.
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CONC S.J.
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C.M.U.
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CONN
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CONT
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D.L.
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DN
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DWG(S)
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EQ
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EQUIP
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EXP. JT (E.J.)
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E.W.
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F.F.
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F.O.S.
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F.O.W.
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GA
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GALV
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G.S.N.
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AGGREGATE BASE COURSE
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AIR CONDITIONER
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ABOVE FINISHED FLOOR
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ALTERNATE
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ANCHOR BOLT
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AT (MEASUREMENT)
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BEAM
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BOTTOM OF BEAM
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BOTTOM OF DECK
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BEARING
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CAST IN PLACE
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CENTERLINE
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CENTERLINE OF BEAM
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CENTERLINE OF COLUMN
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CENTERLINE OF WALL
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CLEAR
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CONCRETE
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CONCRETE CONTROL JOINT
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CONCRETE SAWCUT JOINT
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CONCRETE MASONRY UNIT
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CONNECTION
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CONTINUOUS
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DEAD LOAD
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DOWN
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DRAWING(S)
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EQUAL
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EQUIPMENT
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EXPANSION JOINT
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EACH WAY
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FINISHED FLOOR
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FACE OF STEEL
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FACE OF WALL
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GAGE
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GALVANIZED
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GENERAL STRUCTURAL NOTES
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HORIZ
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LBS (#)
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LLV
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MFR('S)
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MAS C.J.
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MECH'L
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N/A
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N.T.S.
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O.C.
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O.F.W.
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OPP
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P.C.
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PLF
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PREFAB
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PSF
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PSI
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REINF
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SLV
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SIM
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SQ.
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STD
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T.O.B.
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T.O.D.
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T.O.F.
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T.O.L.
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T.O.S.
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T.O.W.
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TYP
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U.N.O.
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VERT
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W.W.F.
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W/
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HORIZONTAL
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POUNDS
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LONG LEG VERTICAL
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MANUFACTURER('S)
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MASONRY CONTROL JOINT
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MECHANICAL
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NOT APPLICABLE
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NOT TO SCALE
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ON CENTER
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OUTSIDE FACE OF WALL
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OPPOSITE
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PRECAST CONCRETE
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POUNDS PER LINEAR FOOT
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PREFABRICATED
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POUNDS PER SQUARE FOOT
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POUNDS PER SQUARE INCH
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REINFORCING
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SHORT LEG VERTICAL
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SIMILAR
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SQUARE
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STANDARD
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TOP OF BEAM
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TOP OF DECK
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TOP OF FOOTING
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TOP OF LEDGER
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TOP OF STEEL
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TOP OF WALL
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TYPICAL
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UNLESS NOTED OTHERWISE
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VERTICAL
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WELDED WIRE FABRIC
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WITH
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BELOW FINISHED FLOOR
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B.F.F
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BOTTOM OF FOOTING
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B.O.F.
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CENTERLINE OF FOOTING
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C.L.F.
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FACE OF MEMBER
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F.O.M.
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EXP. BOLT
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EXPANSION BOLT
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E.O.S.
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EDGE OF SLAB
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DIAMETER
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o OR DIA.
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K(KIP)
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1000 POUNDS
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LIVE LOAD
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L.L.
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LLH
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LONG LEG HORIZONTAL
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SLH
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SHORT LEG HORIZONTAL
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T.L.
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TOTAL LOAD
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TOP OF PLATE
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TOP OF MASONRY
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T.O.P.
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T.O.M.
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WITHOUT
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W/O
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INSIDE FACE OF WALL
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I.F.W.
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GLB (GLULAM)
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GLUED-LAMINATED BEAM
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PANEL JOINT
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P.J.
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PLYWOOD
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PLYWD
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8" MASONRY WALL
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----
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S2.1
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COLUMNS
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TYPE, SIZE, BASE PLATES,
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REINFORCING
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SCHEDULE (C)
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THIS DRAWING IS AN INSTRUMENT OF SERVICE AND THE PROPERTY OF DISCOUNT TIRE COMPANY AND SHALL REMAIN THEIR PROPERTY. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH.
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DISCLAIMER:
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SHEET NUMBER:
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SHEET TITLE:
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PREPARED BY:
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PROJECT MANAGER:
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STORE NUMBER:
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DRAWN BY:
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STAMP
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DATE
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NO.
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REVISION
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CONSULTANT
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GAA 11744
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DOUGLAS L. McCORD
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ROBERT HALLIDAY
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JM
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NOVEMBER 2018
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Phone:(480) 922-8854
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Scottsdale, Arizona 85250
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Email:[email protected]
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Website:www.pkastructural.com
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PK ASSOCIATES, LLC
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7434 E. McDonald Drive
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Fax:(480) 922-3739
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PH: (720) 799-1058
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PKA #:18246
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18511
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PROFESSIONAL
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NO. 23581
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O
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D
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R.
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P
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A
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U
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L
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C
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L
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I
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F
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F
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O
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R
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N
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E
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E
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R
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E
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N
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G
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I
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E
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BID SET 03.14.19
Page 5:  · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

S1.4612 W OGLETHORPE

HWY HINESVILLE,LIBERTY COUNTY GA

31313

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TYPICAL DETAILS
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2.
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1.
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EACH FACE.
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VERTICAL WALL REINFORCING
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MASONRY WALL.
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(1)
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(2)
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EQ.
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3"
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%%UNOTES:
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TYPICAL REINFORCING PLACEMENT - EACH FACE
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21
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DETAILS FOR NUMBER OF
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SEE PLANS AND/OR TYPICAL
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NOTE:
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REQUIREMENT GOVERNS).
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CELLS REINFORCED (GREATER
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NO SCALE
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SHOWN - SEE FRAMING PLAN
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FOR OPENING LARGER THAN
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NOTE:
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1-12
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1/8
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(3)
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(2)
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(1)
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3.
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2.
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1.
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CONTINUOUS TOP TRACK.
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STEEL STUDS.
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8'-1" - 10'-0"
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4'-1" - 8'-0"
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0' - 4'-0"
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MAX WIDTH OF OPENING
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X
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X
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20
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HEADER IN STRUCTURAL STEEL WALL
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%%UNOTES:
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1/8
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1-16
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3/16
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1 1/2
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2- 4"x18 GAGE
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2- 6"x18 GAGE
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2- 8"x18 GAGE OR
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3- 6"x18" GAGE
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TS 6"x6"x1/4"
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TS 12"x6"x1/4"
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10'-1" - 16'-0"
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16'-1" - 20'-0"
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STUD SIZE
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DOUBLE STUDS AT OPENINGS
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GREATER THAN 4'-1". TRIPLE
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STUDS AT OPENINGS GREATER
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THAN 6'-1". FOUR STUDS AT
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OPENINGS GREATER THAN 10'-1".
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AT OPENINGS GREATER THAN
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12'-1" USE TS 6x4x1/4".
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DOUBLE TRIMMER STUDS.
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4.
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(4)
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NO SCALE
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19
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BOND BEAM IN MASONRY WALL PARAPET
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%%UNOTES:
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(2)
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(1)
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CONTINUOUS BOND BEAM
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PER G.S.N.
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MASONRY WALL.
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2.
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NO SCALE
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%%UNOTES:
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MASONRY BOND BEAM AT INTERSECTING WALLS
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18
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(1)
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(2)
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(3)
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(3)
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(1)
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(2)
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(2)
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MASONRY WALL.
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BOND BEAM REINFORCING.
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CORNER BARS SAME SIZE AND
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SPACING AS HORIZONTAL
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REINFORCING - LAP PER G.S.N.
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(24" MINIMUM).
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1.
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2.
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3.
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CORNER
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INTERSECTION
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NO SCALE
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X
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PLAN
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X
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5.
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4.
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3.
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2.
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1.
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MASTIC FOR BOND BREAK.
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BARS - WRAP BARS WITH
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CONTINUOUS BOND BEAM
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REINFORCING.
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MATCH VERTICAL WALL
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IN SOLID GROUTED CELLS TO
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2- VERTICAL BAR EACH SIDE
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AND SPECIFICATIONS.
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ARCHITECTURAL DRAWINGS
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CONTROL JOINT MATERIAL PER
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CONTROL JOINT.
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MASONRY WALL.
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1'-6"
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1'-6"
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CONTROL JOINT.
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BE LAPPED WITHIN 8'-0" OF
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BOND BEAM BARS SHALL NOT
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NOTE:
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(2)
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(5)
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(4)
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(1)
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(3)
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17
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CONTROL JOINT IN MASONRY WALL
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%%UNOTES:
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NO SCALE
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2
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1
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JAMB BARS
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WALL OPENING
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0'-0" 4'-0"
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4'-1" 8'-0"
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3
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4
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2 BARS IN FIRST
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6 CELLS (12 BARS)
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4 CELLS (8 BARS)
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2 BARS IN FIRST
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SHOWN. USE WALL BRACES TO STRUCTURE.
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FOR OPENINGS LARGER THEN 20'-0" SEE
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PLAN. IF SPECIAL JAMB BARS ARE NOT
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8'-1" 10'-0"
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10'-1" 12'-0"
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12'-1" 16'-0"
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16'-1" 20'-0"
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BELOW, ONE BAR PER CELL.
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CORNERS.
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16
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TYPICAL OPENING IN MASONRY WALL
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%%UNOTES:
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(2)
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(5)
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(4)
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(3)
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(1)
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24"
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24"
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MIN.
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MIN.
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MASONRY WALL.
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DEPTH OF MASONRY LINTEL
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BEAM - SEE PLANS AND
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DETAILS.
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LINTEL REINFORCING.
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VERTICAL BAR IN GROUTED
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CELL TO MATCH VERTICAL
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WALL REINFORCING - FULL
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HEIGHT OF WALL - SEE SCHEDULE
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2- #5 BARS IN 8" DEEP
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SOLID GROUTED BOND BEAM
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- HOOK BARS UP AT
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1.
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2.
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3.
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4.
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5.
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NOTE:
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SEE DETAIL 21 FOR
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TYPICAL REINFORCING
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PLACEMENT.
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NO SCALE
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180%%D HOOK
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90%%D HOOK
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EMBEDMENT LENGTH IS BASED ON 2 1/2" MINIMUM SIDE COVER AND 2" MINIMUM END COVER.
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1.
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NOTES:
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OF BEND
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DIAMETER
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EMBEDMENT
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EXTENSION
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EXTENSION
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EMBEDMENT
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2.5
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2.5
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2.5
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3.0
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3.5
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4.0
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4.5
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5.1
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5.6
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16.9
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15.2
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13.5
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12.0
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10.5
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9.0
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7.5
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6.0
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4.5
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7
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8
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10
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12
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19
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22
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13
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12
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10
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8
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#11
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#10
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#9
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#8
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#7
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#6
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#5
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#4
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#3
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SIZE
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BAR
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180%%D HOOK
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90%%D HOOK
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4000 PSI
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CONCRETE
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CONCRETE
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3000 PSI
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EXTENSION
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DOWEL DEVELOPMENT LENGTH IN TENSION (INCHES)
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4000 PSI
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STRAIGHT BAR
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60
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14
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47
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54
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28
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42
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24
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19
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3000 PSI
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77
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16
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70
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62
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55
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48
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27
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33
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22
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15
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OR EQUAL TO 3 BAR DIAMETERS <3db OR 2db CLEAR SPACING BETWEEN BARS.
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CONTACT STRUCTURAL ENGINEER IF CENTER TO CENTER SPACING OF REINFORCING IS LESS THAN
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2.
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6
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13
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15
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15
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17
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17
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19
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EMBEDMENT
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67
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6
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6
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7
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9
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10
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17
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5000 PSI
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CONCRETE
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12
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13
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15
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6
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HOOKED EMBEDMENT
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5000 PSI
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54
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13
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43
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48
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26
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37
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21
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17
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60
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3.
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WHERE CLEAR COVER <db, MULTIPLY EMBEDMENT AND STRAIGHT BAR DEVELOPMENT BY 1.5.
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PER ACI
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NO SCALE
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(3)
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(2)
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(1)
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(6)
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(5)
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(4)
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%%UNOTES:
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PLAN VIEW - MASONRY WALL INTERSECTION AT MASONRY LINTEL
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14
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(3)
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(2)
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(1)
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(6)
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(5)
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(4)
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MASONRY WALL.
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VERTICAL REINFORCING FULL
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HEIGHT.
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BREAK OUT FACE SHELL AND
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GROUT SOLID - FULL HEIGHT
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OF WALLS.
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OPEN END MASONRY UNIT.
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MASONRY LINTEL.
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DOWELS IN GROUTED BOND
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BEAM TO MATCH AND LAP
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LINTEL REINFORCING PER
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G.S.N. - 24"x24" MIN.
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BEND AS REQUIRED.
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1.
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2.
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3.
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4.
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5.
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6.
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NO SCALE
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13
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TYPICAL CONNECTION FOR NON-TOOTHED ABUTTING MASONRY WALLS
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%%UNOTES:
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(3)
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(2)
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(1)
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(3)
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(4)
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MASONRY WALL.
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1/8" THICK x1 1/4" WIDE
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x2x8x2" BENT STEEL
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"Z" BAR AT 48" O.C.
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2- VERTICAL BARS IN GROUTED
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CELLS AT END OR AT
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INTERSECTION OF WALLS.
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MASONRY WALL WHICH ABUTS
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CONTINUOUS MASONRY WALL
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AND IT NOT "TOOTHED" INTO IT.
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1.
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2.
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3.
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4.
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NO SCALE
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NO SCALE
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10
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TYPICAL CONCRETE REINFORCING BAR DETAILS
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%%UNOTES:
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1.
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LAP - SEE G.S.N.
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MAXIMUM 1/5 LAP LENGTH
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BUT NOT MORE THAN 6".
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WIRE TIES.
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1d (1" MINIMUM).
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RADIUS=3d FOR BARS NOT
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OVER #8; 4d FOR #9, #10
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AND #11 BARS; 5d FOR #14
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AND #18 BARS.
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4d (2 1/2" MINIMUM).
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12d (90 DEGREE HOOK).
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6d (3" MINIMUM).
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135 DEGREE BEND.
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BEND AROUND 1 1/2" %%C PIN
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FOR #3 BARS. BEND AROUND
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2"%%C PIN FOR #4 BARS. BEND
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AROUND 2 1/2"%%C PIN FOR #5
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2.
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3.
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4.
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5.
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6.
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7.
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8.
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9.
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10.
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6 MIN
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%%U BAR OFFSET %%U
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%%U BAR CLEARANCE %%U
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%%U SPLICE DETAIL %%U
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%%U BEND & HOOK DETAILS %%U
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%%U COLUMN TIES %%U
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%%U BEAM STIRRUPS %%U
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"d"
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45%%D
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"d"
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"d"
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(1)
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(2)
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1
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(7)
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(3)
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(4)
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(5)
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(5)
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(6)
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(8)
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(9)
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(10)
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(5)
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(10)
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(9)
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(8)
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(8)
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11.
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NON-CONTACT SPLICES.
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GIVEN BY OUR OFFICE TO ALLOW
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- PRIOR APPROVAL MUST BE
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(11)
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%%UNON-CONTACT SPLICE
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%%UCONTACT SPLICE
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LAP TIE MIN. 6"
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12.
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(12)
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%%UCIRCULAR COLUMN/CASSON TIES
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BARS.
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PROVIDE 135%%D HOOK AT
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LONGITUDINAL REINFORCEMENT.
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(13)
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LONGITUDINAL REINFORCEMENT.
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13.
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LONGITUDINAL BAR AS OCCURS.
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14.
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15.
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(14)
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(16)
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(16)
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(15)
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(13)
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ROTATE AND ALTERNATE TIE LAP
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AT DIFFERENT VERTICAL REBAR
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16.
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LOCATION AT EACH TIE.
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8.
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3/8
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MIN.
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2" MINIMUM.
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(8)
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(8)
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(1)
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(2)
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(3)
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%%uPATTERN "C"
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(4)
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(4)
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1/4
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VERIFY MINIMUM
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WITH AISC.
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MIN.
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(8)
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9.
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2"x2"x3/8" PLATE WASHER U.N.O.
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SEE COLUMN SCHEDULE.
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FOR ADDITIONAL INFORMATION,
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NOTE:
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4.
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3.
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2.
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1.
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J3.4 (1 1/4" MIN). TYPICAL
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DIMENSION PER AISC TABLE
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STEEL BASE PLATE.
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STEEL COLUMN.
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STEEL BASE PLATE.
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CENTERLINE OF COLUMN AND
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(3)
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(2)
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(1)
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(1)
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(2)
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(3)
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%%uPATTERN "B"
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%%uPATTERN "A"
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(4)
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(4)
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(4)
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11
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PLAN VIEW - STEEL COLUMN AT STEEL BASE PLATE
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%%UNOTES:
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U.N.O.
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1/4
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VERIFY MINIMUM
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WITH AISC.
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MIN.
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WITH AISC.
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VERIFY MINIMUM
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3/8
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MIN.
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%%USECTION
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(5)
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EMBEDMENT PER SCHEDULE.
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5.
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(6)
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(7)
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DOUBLE NUTS.
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1 1/2" DRYPACK.
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6.
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7.
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(7)
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(9)
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NO SCALE
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PLAN - CORNER REINFORCING IN CONCRETE FOOTING
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12
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%%UNOTES:
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%%UINTERSECTION
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%%UCORNER
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(2)
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(1)
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(4)
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(3)
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(4)
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(3)
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(4)
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(1)
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CORNER BARS SAME SIZE
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AND SPACING AS HORIZONTAL
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REINFORCING. LAP PER G.S.N.
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(24" MINIMUM).
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ALTERNATE BEND.
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CONCRETE STEM WALL OR
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FOOTING.
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REINFORCING PER PLANS AND
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/OR G.S.N.
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1.
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2.
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3.
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4.
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NO SCALE
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AND/OR STEM WALL
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THIS DRAWING IS AN INSTRUMENT OF SERVICE AND THE PROPERTY OF DISCOUNT TIRE COMPANY AND SHALL REMAIN THEIR PROPERTY. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH.
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DISCLAIMER:
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SHEET NUMBER:
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SHEET TITLE:
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PREPARED BY:
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PROJECT MANAGER:
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STORE NUMBER:
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DRAWN BY:
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STAMP
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DATE
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NO.
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REVISION
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CONSULTANT
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GAA 11744
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DOUGLAS L. McCORD
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ROBERT HALLIDAY
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JM
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NOVEMBER 2018
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Phone:(480) 922-8854
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Scottsdale, Arizona 85250
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Email:[email protected]
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Website:www.pkastructural.com
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PK ASSOCIATES, LLC
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7434 E. McDonald Drive
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Fax:(480) 922-3739
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PH: (720) 799-1058
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PKA #:18246
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18511
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PROFESSIONAL
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NO. 23581
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BID SET 03.14.19
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TYPICAL DETAILS
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A
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FULL WALL HEIGHT SECTIONS
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30
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206
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%%PF.F. 0'-0"
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%%P4'-0"
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%%P8'-0"
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%%P12'-0"
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%%P16'-0"
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%%P21'-3"
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REFERENCE
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FOUNDATION
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DETAILS
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FOOTING
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PER PLAN
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FOOTING
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PER PLAN
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8" MASONRY
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WALL
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1- #4 AT 48"
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O.C. PER WALL
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SCHEDULE ON S2.1
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STEEL JOIST
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PER PLAN
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%%PF.F. 0'-0"
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%%P4'-0"
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%%P8'-0"
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%%P16'-0"
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STEEL JOIST
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PER PLAN
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8" MASONRY
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WALL
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1- #4 AT 48"
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O.C. PER WALL
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%%UNOTE:
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FULL HEIGHT WALL SECTION IS SHOWN AS AN
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AID TO THE CONTRACTOR. REQUIREMENTS
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SHOWN/NOTED ON GSN, PLANS AND DETAILS
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SUPERCEDE WHAT IS GRAPHICALLY REPRESENTED
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IN THIS DETAIL.
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%%P26'-0"
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VERIFY
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W/ ARCH'L
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%%P26'-0"
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VERIFY
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W/ ARCH'L
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NO SCALE
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VERIFY W/ ARCH'L T.O.S.
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±23'-4"VERIFY W/ ARCH'L T.O.S.
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206
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SCHEDULE ON S2.1
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4.
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3.
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2.
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BENT PLATE OR STEEL
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MECHANICAL UNIT BY OTHERS.
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STEEL JOIST.
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STEEL ANGLE PER DET. 23.
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1.
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MECHANICAL UNIT CURB CONNECTION
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(1)
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1/8
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2-12
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PLATFORM PER MECH'L DWGS.
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TYPICAL FRAMING AT MECHANICAL UNIT
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28
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LINE OF MECH'L. UNIT AND
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CURB AS OCCURS.
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STRUCTURAL ROOF MEMBER.
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3.
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ADD'L. SUPPORTING ANGLES:
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%%UCASE II
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%%UCASE I
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1/2" MAX
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S %%U<%%u 6'-3" (4x4x3/8")
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6'-3" < S %%U<%%U 8'-0" (5x5x3/8")
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4.
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MAX COPING OF TOP FLANGE
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= THICKNESS OF VERT. LEG
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(i.e. MIN. HORIZ. FLANGE =
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4"-3/8" FOR <4x4.
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5.
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CONT. WHERE OCCURS EACH
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SIDE.
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ANGLE TO ANGLE.
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%%UNOTES:
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IF MECH'L CURB PROVIDED BY
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CONTRACTOR STRUCTURALLY SPANS
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BETWEEN ROOF MEMBER,
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NO SUPPORTING ANGLES ARE REQ'D.
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AT CASE I.
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IF NO STRUCTURAL CURB IS PROVIDED,
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SUPPORTING ANGLES REQ'D. BOTH
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CASES.
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MAX. MECH'L. WEIGHT %%U<%%U200LB/FT/CURB.
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SEE TYP. DETAILS 22 AND 23 FOR DUCT
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OPENING FRAMING AS REQ'D.
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0" MIN TO 2'-0" MAX
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X
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X
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(5)
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NO SCALE
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7.
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6.
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5.
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4.
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3.
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2.
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1.
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SCREWS AT 12" 0.C. AT
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#10x3/4" LONG TEKS
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SCREWS.
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4- #10x3/4" LONG TEKS
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SCREWS.
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2- #10x3/4" LONG TEKS
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EACH SIDE.
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#10x3/4" LONG TEKS SCREWS
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ON PLAN AND DETAILS.
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DOUBLE STUD WHERE SHOWN
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ESR-2259).
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DRIVEN PINS AT 8" O.C. (ICC
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EMBEDMENT X-U TYPE POWDER
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OR HILTI 0.157"%%C W/ 1"
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BOLTS AT 48" O.C. (2 MINIMUM)
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REQUIRED 1/2" DIA. EXPANSION
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TRACK - ATTACHMENT
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UNPUNCHED STEEL STUD
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STEEL STUD.
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(6)
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(5)
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(7)
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(4)
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(2)
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(3)
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(1)
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%%UNOTES:
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TYPICAL STEEL STUD WALL - SCREW CONNECTION
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27
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DOUBLE STUDS.
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NO SCALE
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(1)
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(2)
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(8)
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(7)
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(4)
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(5)
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45" MIN. PER GSN
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7.
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6.
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5.
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4.
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3.
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2.
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1.
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BOTTOM.
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3- #5 CONTINUOUS TOP AND
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- 8'-0" MAX.
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ARCHITECTURAL DRAWINGS
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FOR TOP OF WALL, SEE
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FOOTING.
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CONCRETE STEM WALL AND
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BENDS.
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PER G.S.N. - ALTERNATE
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VERTICAL WALL REINFORCING
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DOWELS TO MATCH AND LAP
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SLAB WHERE OCCURS.
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FINISHED GRADE OR CONCRETE
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VERTICALS AT 24" O.C.
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8" MASONRY WALL WITH #5
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1- #5 CONTINUOUS IN 8" DEEP
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CLR.
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3"
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3'-0"
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(6)
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SEE G.S.N.
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12"
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26
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8'-0" MAXIMUM FREE-STANDING MASONRY WALL AND FOOTING
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%%UNOTES:
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GROUTED BOND BEAM.
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AT CONTRACTOR'S OPTION, USE
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CONCRETE STEM WALL IN LIEU OF
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MASONRY WITH SAME REINFORCING.
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%%UNOTE:
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AT TRASH ENCLOSURE
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(3)
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8.
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DO NOT DOWEL INTO MASONRY WALL.
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CONCRETE SLAB ON GRADE.
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NO SCALE
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25
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BOLT SCHEDULE FOR TYPICAL STEEL CONNECTIONS
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NOMINAL BEAM
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DEPTH "D"
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NUMBER OF 3/4" DIA.
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ASTM, A307 BOLTS
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UP TO 7"
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8" - 11"
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12" - 14"
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15" - 17"
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18" - 20"
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21" - 23"
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24" - 29"
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30" - 32"
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33" - 35"
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36"
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2
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2
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3
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4
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5
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6
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7
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8
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9
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10
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THE TYPICAL STEEL BEAM TO
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STEEL COLUMN OR STEEL BEAM
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TO STEEL BEAM CONNECTION
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CONSISTS OF 3/8" SINGLE
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SHEAR PLATES WITH 3/4" DIA.
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ASTM A307 BOLTS. USE 5/8"
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SHEAR PLATES WHERE "D" =
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27" OR GREATER.
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ALL BOLTS SHALL BE INSTALLED
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USING SHORT SLOTTED HOLES IN
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EITHER THE BEAM WEB OR THE
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SHEAR PLATE PER LATEST AISC
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SPECIFICATIONS.
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1.
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2.
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%%uFRAMING NOTES:
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NO SCALE
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FRAMING AT MECHANICAL UNIT
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23
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(4)
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X
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(2)
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(1)
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(3)
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3/16
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X
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STRUCTURAL ROOF MEMBER.
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MECHANICAL CURB - TYPICAL
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ALL 4 SIDES OF UNIT -
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4x4 ANGLES AROUND DECK
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OPENINGS PER TYPICAL
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STEEL ANGLE 4"x4"x3/8"x1'-0"
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4.
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5.
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3.
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3/16
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C6x8.2.
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DETAIL.
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%%UNOTES:
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1.
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2.
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UNIT NOT TO EXCEED 1,000 lbS.
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(5)
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12" CLR. MAX.
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LONG.
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NO SCALE
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TYPICAL.
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WELD 2" AT EACH RIB -
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3.
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2.
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1.
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APPROVAL OF ARCHITECT.
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TOP OF DECK WITH PRIOR
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ANGLE MAY BE PLACE ON
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x3/16" BELOW DECK -
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ANGLE SUPPORT 2"x2"
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STEEL DECK.
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NOTE:
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AN OPENING WHICH CUTS ONE WEB (4" MAX DIMENSION PERPENDICULAR TO RIBS), MAY BE
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CUT IN DECK WITHOUT ANY SPECIAL REINFORCING.
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AN OPENING WHICH CUTS TWO WEBS (8" MAX DIMENSION PERPENDICULAR TO RIBS), WILL
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REQUIRE ANGLE SUPPORT SHOWN ABOVE.
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ANY OPENING WHICH CUTS MORE THAN TWO WEBS, FRAME OPENING WITH TYPICAL ANGLE
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SUPPORT FRAME, SEE TYPICAL OPENING IN STEEL DECK DETAIL.
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X
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SECTION
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X
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TYPICAL DECK SECTION
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(1)
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(2)
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(2)
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(3)
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(1)
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1/8
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OPEN
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RIB
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RIB
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WEB
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24
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TYPICAL SMALL OPENING IN STEEL DECK
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%%UNOTES:
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NO SCALE
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THIS DRAWING IS AN INSTRUMENT OF SERVICE AND THE PROPERTY OF DISCOUNT TIRE COMPANY AND SHALL REMAIN THEIR PROPERTY. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH.
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DISCLAIMER:
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SHEET NUMBER:
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SHEET TITLE:
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PREPARED BY:
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PROJECT MANAGER:
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STORE NUMBER:
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DRAWN BY:
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STAMP
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DATE
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NO.
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REVISION
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CONSULTANT
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GAA 11744
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DOUGLAS L. McCORD
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ROBERT HALLIDAY
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JM
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NOVEMBER 2018
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Phone:(480) 922-8854
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Scottsdale, Arizona 85250
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Email:[email protected]
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Website:www.pkastructural.com
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PK ASSOCIATES, LLC
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7434 E. McDonald Drive
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Fax:(480) 922-3739
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PH: (720) 799-1058
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PKA #:18246
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18511
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PROFESSIONAL
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NO. 23581
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O
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D
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R.
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P
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A
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U
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4.
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3.
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2.
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DECK OMITTED.
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FOR CLARITY, ROOF
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NOTE:
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FACE OF FRAMING MEMBER.
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ANGLE 4"x4"x1/4".
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MEMBER.
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CENTERLINE OF FRAMING
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MAXIMUM).
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(4)
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(2)
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MAX.
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6'-4"
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1/4"%%P
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SEE PLAN FOR SPACING (8'-0"
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22
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PLAN - TYPICAL OPENING IN ROOF FRAMING
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%%UNOTES:
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OPENING
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A.
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DETAIL DOES NOT APPLY
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B.
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WHERE ROOF HAS CONCRETE
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OVER DECK.
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(WITH NO CONCRETE TOPPING)
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NO SCALE
MPerez
Typewritten Text
BID SET 03.14.19
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31313

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TYPICAL DETAILS
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4.
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3.
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2.
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1.
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(24" MINIMUM).
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LAP REINFORCING PER G.S.N.
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BOND BEAM REINFORCING.
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SOLID GROUTED BOND BEAM.
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MASONRY WALL.
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(4)
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(1)
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(2)
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(3)
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31
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STEPPED MASONRY WALL BOND BEAM
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NO SCALE
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%%UNOTES:
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1.
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STEEL JOIST AT MASONRY WALL AT CONTROL JOINT
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%%UNOTES:
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MASONRY CONTROL JOINT.
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MASONRY WALL.
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STEEL JOIST.
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3/4"x16"x5" STEEL PLATE W/
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2- 3/4"%%C ANCHOR BOLTS IN
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1 1/2" HORIZ. SLOTTED HOLES
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2.
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3.
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4.
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5.
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1/8
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2
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(1)
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(2)
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PARALLEL TO WALL - FINGER
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TIGHTEN NUTS AND DING THREADS.
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WRAP 8" EACH SIDE OF JOINT
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WITH MASTIC.
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CONTINUOUS BOND BEAM
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PER G.S.N.
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6.
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7.
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1"%%P DRYPACK.
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4"
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4"
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(3)
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(4)
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(6)
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(5)
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NO SCALE
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5.
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4.
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3.
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2.
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1.
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2-12
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TYP
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TYPICAL.
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STEEL ANGLE 4"x4"x1/4" -
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STEEL DECK.
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1/4" BENT STEEL PLATE.
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SEE PLAN.
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- FOR DIRECTION OF DECK,
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CONCRETE OVER STEEL DECK
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OPENING.
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WIDTH OR LENGTH OF
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(1)
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(2)
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(3)
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(4)
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(5)
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%%UNOTES:
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NO SCALE
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FRAMING AROUND OPENING IN STEEL DECK
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33
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6'-0"
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3'-0"
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FINISHED GRADE OR CONCRETE
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SLAB AS OCCURS.
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BASEPLATE AND ANCHOR BOLTS
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BY OTHERS.
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1/2" CHAMFER.
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6.
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7.
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3" CLR.
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3" CLR.
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%%UNOTES:
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NO SCALE
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TYPICAL LIGHT POLE BASE
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34
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1.
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LIGHT POLE BY OTHERS.
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ANCHOR BOLT AND
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3- #3 TIES IN TOP 5".
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TOP OF LIGHT POLE TO BE 27'-0"
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ABOVE FINISHED GRADE - MAX.
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30" DIA. CONCRETE BASE WITH
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8- #6 VERTICALS AND #3 TIES
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AT 12" O.C.
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2.
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3.
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4.
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5.
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(1)
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(2)
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(3)
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(4)
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(5)
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(6)
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(7)
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MIN.
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THIS DRAWING IS AN INSTRUMENT OF SERVICE AND THE PROPERTY OF DISCOUNT TIRE COMPANY AND SHALL REMAIN THEIR PROPERTY. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH.
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DISCLAIMER:
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SHEET NUMBER:
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SHEET TITLE:
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PREPARED BY:
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PROJECT MANAGER:
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STORE NUMBER:
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DRAWN BY:
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STAMP
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DATE
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NO.
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REVISION
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CONSULTANT
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GAA 11744
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DOUGLAS L. McCORD
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ROBERT HALLIDAY
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JM
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NOVEMBER 2018
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Phone:(480) 922-8854
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Scottsdale, Arizona 85250
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Email:[email protected]
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Website:www.pkastructural.com
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PK ASSOCIATES, LLC
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7434 E. McDonald Drive
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Fax:(480) 922-3739
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PH: (720) 799-1058
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PKA #:18246
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18511
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PROFESSIONAL
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NO. 23581
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O
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D
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MPerez
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BID SET 03.14.19
Page 8:  · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

FOUNDATION PLAN

GENERAL NOTES

PLAN KEY NOTES

SCHEDULES

612 W OGLETHORPE

HWY HINESVILLE,

LIBERTY COUNTY GA

31313

MPerez
Typewritten Text
BID SET 03.14.19
Page 9:  · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

S2.2

SLAB ON GRADE CONTROL JOINT LAYOUT PLAN

612 W OGLETHORPEHWY HINESVILLE,

LIBERTY COUNTY GA31313

GENERAL NOTES

PLAN KEY NOTES

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A
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B.2
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D
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8
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7
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D
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4
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5
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6
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7
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8
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C
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A.5
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A
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B
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B.6
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B.4
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A.6
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B.1
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3
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2
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1
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2.3
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2.1
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1
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2.2
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2.5
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2.9
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1
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1
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CONC CJ
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TYP.
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CONC CJ
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TYP.
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101
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TYP
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101
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TYP
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CONC CJ
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TYP.
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CONC CJ
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TYP.
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CONC CJ
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TYP.
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CONC CJ
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TYP.
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2
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3
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4
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4
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4
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4
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4
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4
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EQ.
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EQ.
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EQ.
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EQ.
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EQ.
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EQ.
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EQ.
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EQ.
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EQ.
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CONC CJ
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TYP.
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4
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101
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TYP
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101
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TYP
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4
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EQ.
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EQ.
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EQ.
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EQ.
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EQ.
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EQ.
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4
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SLAB ON GRADE
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CONTROL JOINT AND
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ADDITIONAL REINFORCING
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PLAN
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1/8" = 1'-0"
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SCALE:
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THIS DRAWING IS AN INSTRUMENT OF SERVICE AND THE PROPERTY OF DISCOUNT TIRE COMPANY AND SHALL REMAIN THEIR PROPERTY. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH.
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DISCLAIMER:
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SHEET NUMBER:
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SHEET TITLE:
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PREPARED BY:
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PROJECT MANAGER:
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STORE NUMBER:
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DRAWN BY:
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STAMP
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DATE
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NO.
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REVISION
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CONSULTANT
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GAA 11744
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DOUGLAS L. McCORD
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ROBERT HALLIDAY
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JM
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NOVEMBER 2018
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Phone:(480) 922-8854
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Scottsdale, Arizona 85250
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Email:[email protected]
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Website:www.pkastructural.com
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PK ASSOCIATES, LLC
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7434 E. McDonald Drive
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Fax:(480) 922-3739
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PH: (720) 799-1058
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PKA #:18246
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18511
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PROFESSIONAL
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NO. 23581
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O
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D
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R.
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P
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A
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U
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L
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C
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L
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I
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F
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F
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O
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R
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N
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E
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E
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R
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E
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N
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G
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I
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E
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T
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S
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I
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G
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E
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R
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D
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E
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R
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E
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G
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A
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I
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G
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R
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1
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REFERENCE SHEET S2.1 FOR SLAB ON GRADE INFORMATION.
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2
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TRENCH DRAIN PER PLUMBING.
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3
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VEHICLE LIFTS BY OTHERS.
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CONC C.J. - AS SHOWN ON PLAN INDICATES LOCATION OF EITHER
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KEYED OR SAWCUT CONTROL JOINT IN SLAB ON GRADE AT CON-
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TRACTOR'S OPTION, SEE G.S.N. AND TYPICAL DETAIL.
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6.
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VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. DO
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NOT USE "CONC C.J." AS DIMENSION LINE OR TO LOCATE BUILDING
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SCHEDULED MARK DESIGNATIONS ARE TYPICAL TO THE PROJECT
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AND MAY NOT NECESSARILY BE FOUND ON THIS PLAN.
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DEPTH OF FOOTING DIMENSIONS INDICATED IN THE G.S.N. ARE
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MINIMUMS. FOUNDATION CONTRACTOR SHALL COORDINATE WITH
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SOILS REPORT AND OTHER TRADES TO INSURE THAT THESE
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MINIMUMS ARE SUFFICIENT FOR THE WORK. SEE TYPICAL DETAILS
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REFERENCE SHEET S2.1 FOR FOUNDATION AND WALL INFORMATION.
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3.
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FOR ADDITIONAL REQUIREMENTS. G.C. SHALL FIELD VERIFY AS-BUILT
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5.
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4.
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2.
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ELEMENTS.
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FOR LOCATION OF DETAILS SEE GENERAL STRUCTURAL NOTES.
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1.
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T.O.F. ELEVATIONS AND COORDINATE W/ STEEL SUPPLIER. RESOLVE
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ANY DISCREPANCIES PRIOR TO STEEL FABRICATION & DELIVERY.
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CONTRACTOR TO PROVIDE PROTECTION FOR SLAB ON GRADE
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DURING CONSTRUCTION PER ARCH'L DRAWINGS.
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7.
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8.
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CONTRACTOR TO PROVIDE CONCRETE C.J. PER GSN AND DET. 101.
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4
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PROVIDE 1- #4x4'-0" LONG CENTERED IN SLAB WHERE SHOWN.
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NORTH
MPerez
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BID SET 03.14.19
Page 10:  · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

S3.1

ROOF FRAMING PLAN

GENERAL PLAN NOTES:

SCHEDULES:

612 W OGLETHORPEHWY HINESVILLE,

LIBERTY COUNTY GA31313

PLAN KEYNOTES:

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A
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B.2
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D
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8
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7
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D
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4
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5
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6
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7
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8
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C
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A.5
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A
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B
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B.6
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B.4
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A.6
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B.1
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3
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2
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1
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2.3
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2.1
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1
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2.2
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2.5
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2.9
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L2
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L1
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L2
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L2
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L2
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L2
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L2
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L1
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L1
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205
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205
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205
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221
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205
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205
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205
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B1
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B1
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B1
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B1
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B1
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B1
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B1
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206
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220
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MAS.
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C.J.
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MAS.
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C.J.
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MAS.
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C.J.
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MAS.
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C.J.
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218
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B1
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L1
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206
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220
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206
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206
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SL2
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LOW
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SL2
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LOW
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221
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222
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B1
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226
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MAS.
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C.J.
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220#
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1
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2
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3
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3
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5
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5
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2
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7
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8
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8
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212
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218
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225
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225
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220
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B1
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775#
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500#
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500#
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6
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6
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4
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MAS.
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C.J.
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MAS.
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C.J.
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MAS.
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C.J.
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MAS.
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C.J.
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MAS.
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C.J.
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MAS.
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C.J.
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775#
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775#
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J1
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W18x40
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205
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MAS.
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C.J.
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205
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223
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213
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227
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10
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214
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TYP
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226
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16.2K SERVICE
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J1 AT 15 EQUAL SPACES
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W18x40
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223
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9
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220#
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ROOF FRAMING PLAN
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1/8" = 1'-0"
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SCALE:
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L1
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3 1/2"x3 1/2"x1/4"
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L2
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SIZE / TYPE
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LEDGER (L) SCHEDULE
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CONNECTION
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MARK
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STEEL: 1. ALL LEDGERS SHALL HAVE MINIMUM OF 2 WELD PLATES OR
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ANCHOR BOLTS AS NOTED BELOW.
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2. WELD PLATES OR ANCHOR BOLTS SHALL BE LOCATED NOT
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LESS THAN 6" NOR MORE THAN 1'-4" FROM END OF LEDGER
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OR LEDGER SPLICE.
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WELD PLATE PER 205/S5.1
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2- WELD PLATES BETWEEN JOIST SPACING
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REFERENCE DETAIL 205/S5.1
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STEEL ANGLE
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3 1/2"x3 1/2"x5/16"
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STEEL ANGLE
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L3
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5"x3 1/2"x5/16"
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L4
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WELD PLATE EVERY AT 24" O.C. MAX
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1- WELD PLATE MIDWAY BETWEEN JOIST
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(16" O.C. MAX)
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STEEL ANGLE
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5"x3 1/2"x5/16"
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STEEL ANGLE
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L5
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SEE DETAILS 216 AND 224
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STEEL ANGLE
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4"x6"x1/4" (LLV)
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EVERY 24" O.C. MAX.
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4"x3 1/2"x3/8"
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---
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REMARKS
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SL1
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SL2
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STEEL LINTEL (SL) SCHEDULE
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MARK
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TYPE
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B
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A
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LINTEL SIZE
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W8x18
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DOUBLE STEEL ANGLES
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WELD ALL LINTEL STEEL CONTINUOUS FOR LENGTH OF BEARING EACH END.
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7.
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6.
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5.
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4.
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3.
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2.
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1.
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FRESH MORTAR BED.
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5" MINIMUM BEARING EACH END UNLESS NOTED OTHERWISE. INSTALL ON
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AT "TYPE B" LINTELS, EXTEND BOTTOM (1/2"x7") PLATE TO END OF BEAM.
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BEAM. TACK WELD TIES TO WEB OF BEAM.
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AT "TYPE B" LINTELS, USE VENEER TIES AT 16" O.C. EACH SIDE OF
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GROUT ALL CELLS SOLID TO 1'-4" MINIMUM ABOVE LINTELS.
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PER G.S.N.
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WELD DOWELS TO LINTELS TO MATCH AND LAP VERTICAL REINFORCING
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WHEN SPAN EXCEEDS 6'-0", SHORE LINTEL DURING INSTALLATION.
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TYPE B
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TYPE A
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3/16
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3/16
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2-12
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2-12
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5/16
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CAMBER
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B1
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SIZE
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BEAM (B) SCHEDULE
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REMARKS
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MARK
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W24x62
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B2
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W8x24
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PROVIDE HEADED STUDS AT 12" O.C. FOR LENGTH OF BEAM. SEE DETAILS
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MECHANICAL CONTRACTOR.
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VERIFY EXACT SIZE AND WEIGHT OF EQUIPMENT ON ROOF WITH
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DETAILS.
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ELECTRICAL DRAWINGS. FOR FRAMING AT OPENINGS, SEE TYPICAL
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OPENINGS, SEE ARCHITECTURAL, MECHANICAL, PLUMBING AND
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FRAMING PLAN. FOR EXACT SIZE, NUMBER AND LOCATION OF
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FOR CLARITY, ALL ROOF OPENINGS MAY NOT BE SHOWN ON ROOF
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CONDITION.
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FOR CLARITY, DETAILS MAY SHOW ONLY ONE SIDE OF FRAMING
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ULE THIS SHEET.
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L1, L2, ETC - AS SHOWN ON PLAN INDICATES LEDGER, SEE SCHED-
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EXACT SIZE AND LOCATION REQUIREMENTS.
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CONTRACTOR SHALL COORDINATE WITH OTHER TRADES FOR
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FOR MISCELLANEOUS LINTELS NOT SHOWN, SEE G.S.N. MASONRY
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SCHEDULE THIS SHEET.
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SL1, SL2, ETC - AS SHOWN ON PLAN INDICATES STEEL LINTEL, SEE
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ULE THIS SHEET.
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J1, J2, ETC - AS SHOWN ON PLAN INDICATES JOISTS, SEE SCHED-
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SCHEDULE THIS SHEET.
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B1, B2, ETC - AS SHOWN ON PLAN INDICATES STEEL BEAM, SEE
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AND MAY NOT NECESSARILY BE FOUND ON THIS PLAN.
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SCHEDULED MARK DESIGNATIONS ARE TYPICAL TO THE PROJECT
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BY THE ARCHITECT.
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ELEVATIONS, WHERE SHOWN, ARE TO BE PROVIDED AND VERIFIED
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VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. ROOF
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3.
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2.
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4.
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5.
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6.
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8.
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9.
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10.
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11.
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12.
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FOR LOCATION OF DETAILS SEE GENERAL STRUCTURAL NOTES.
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1.
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SEE SCHEDULE THIS SHEET.
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ML1, ML2, ETC - AS SHOWN ON PLAN INDICATES MASONRY LINTEL,
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7.
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THIS SHEET.
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AND MECHANICAL. MAXIMUM SPACING OF JOISTS PER JOIST SCHEDULE,
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CONTRACTOR TO COORDINATE JOIST LAYOUT WITH ARCHITECTURAL
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13.
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%%UNOTE:
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JOIST MANUFACTURER TO
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DESIGN FOR 10 PSF NET
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WIND UPLIFT FORCE
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NORTH
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THIS DRAWING IS AN INSTRUMENT OF SERVICE AND THE PROPERTY OF DISCOUNT TIRE COMPANY AND SHALL REMAIN THEIR PROPERTY. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH.
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DISCLAIMER:
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SHEET NUMBER:
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SHEET TITLE:
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PREPARED BY:
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PROJECT MANAGER:
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STORE NUMBER:
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DRAWN BY:
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STAMP
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DATE
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NO.
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REVISION
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CONSULTANT
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GAA 11744
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DOUGLAS L. McCORD
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ROBERT HALLIDAY
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JM
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NOVEMBER 2018
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Phone:(480) 922-8854
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Scottsdale, Arizona 85250
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Email:[email protected]
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Website:www.pkastructural.com
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PK ASSOCIATES, LLC
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7434 E. McDonald Drive
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Fax:(480) 922-3739
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PH: (720) 799-1058
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PKA #:18246
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18511
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PROFESSIONAL
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NO. 23581
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SIZE/TYPE (TOTAL LOAD/LIVE LOAD)
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JOIST (J) SCHEDULE
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REMARKS
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MARK
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J1
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36LH (320/160)
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SPACING PER PLAN
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(8'-0" O.C. MAX)
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REINFORCING
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HEIGHT
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MARK
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MASONRY LINTEL (ML) SCHEDULE
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REMARKS
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---
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2- #5 CONT. BOTTOM
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16"
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ML1
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24"
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ML2
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2- #5 CONT. TOP AND BOTTOM
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54"
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ML3
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WALL BRACES AT 4'-0" O.C. PER DET. 207 AND 211.
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8" STEEL STUDS AT 16" O.C. BELOW - TYP.
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FOR FRAMING AT OPENINGS, SEE DET. 22/S1.5.
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FOR MECH'L. UNIT FRAMING, SEE TYP. DET. 23/S1.5.
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7
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1 1/2"x20 GA. STEEL DECK TYP. - SEE GSN FOR ATTACHMENT.
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BRIDGING PER SJI MFR - TYP.
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HVLS FAN. REFERENCE MECHANICAL AND ARCHITECTURAL DRAWINGS
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FOR EXACT LOCATION. REFERENCE MANUFACTURER DRAWINGS FOR
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INSTALLATION AND BRACING DETAILS.
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STEEL ANGLE 4x4x1/4" AT EACH JOIST PER DETAIL 211 AND 210.
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BRACES PER DETAIL 214/S5.2 AT 6'-0" O.C. (TYPICAL OF 9).
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HSS BRACE PER SHEET S3.2.
MPerez
Typewritten Text
BID SET 03.14.19
Page 11:  · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

MEZZANINE FRAMING PLAN

612 W OGLETHORPE

HWY HINESVILLE,

LIBERTY COUNTY GA

31313

BRACED FRAME ELEVATION

GENERAL PLAN NOTES:

SCHEDULES:

PLAN KEYNOTES:

MPerez
Typewritten Text
BID SET 03.14.19
Page 12:  · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

S4.1612 W OGLETHORPE

HWY HINESVILLE,LIBERTY COUNTY GA

31313

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FOUNDATION DETAILS
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THIS DRAWING IS AN INSTRUMENT OF SERVICE AND THE PROPERTY OF DISCOUNT TIRE COMPANY AND SHALL REMAIN THEIR PROPERTY. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH.
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DISCLAIMER:
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SHEET NUMBER:
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SHEET TITLE:
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PREPARED BY:
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PROJECT MANAGER:
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STORE NUMBER:
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DRAWN BY:
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STAMP
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DATE
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NO.
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REVISION
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CONSULTANT
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GAA 11744
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DOUGLAS L. McCORD
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ROBERT HALLIDAY
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JM
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NOVEMBER 2018
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Phone:(480) 922-8854
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Scottsdale, Arizona 85250
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Email:[email protected]
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Website:www.pkastructural.com
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PK ASSOCIATES, LLC
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7434 E. McDonald Drive
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Fax:(480) 922-3739
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PH: (720) 799-1058
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PKA #:18246
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18511
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PROFESSIONAL
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NO. 23581
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MASONRY WALL.
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OR GROUT.
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ANCHOR BOLTS WITH
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(3)
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(4)
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(5)
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GRADE.
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AROUND ALL STEEL BELOW
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3" MINIMUM CONCRETE COVER
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PER PLANS
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PER PLAN
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3" CLR.
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MASONRY PIER
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MASONRY PIER.
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PER PLANS.
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MASONRY WALL AS OCCURS.
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GROUT ALL MASONRY SOLID
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CONCRETE SLAB ON GRADE.
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CONCRETE FOOTING.
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GROUT SOLID BELOW GRADE.
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SLAB WHERE OCCURS.
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FINISHED GRADE OR CONCRETE
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PER G.S.N.
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REINFORCING.
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(3)
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110
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45" MIN. PER PLAN
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EXTERIOR TWO-WYTHE MASONRY WALL FOOTING
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HEIGHT OF WALL.
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PER PLANS
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PER PLAN
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3" CLR.
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CONCRETE SLAB ON GRADE.
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CONCRETE FOOTING.
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1 1/2" %%P DRYPACK.
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DOUBLE NUTS OVER
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STEEL BASE PLATE WITH
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GRADE.
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3" MINIMUM CONCRETE COVER
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SLAB AS OCCURS.
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FINISHED GRADE OR CONCRETE
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PER TYPICAL DETAIL.
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CONCRETE CLOSURE POUR
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STEEL COLUMN.
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EXTERIOR STEEL COLUMN FOOTING
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PER PLANS
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PER PLAN
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3" CLR.
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BEYOND.
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REINFORCING CONT. FROM
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CONCRETE C.J. AND SLAB
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DEPRESS STEM WALL 8" MIN.
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CONCRETE SLAB AT ELEVATION CHANGE
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CONT. KEY - SEE TYPICAL
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KEY IN CONCRETE DETAIL.
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DRAWINGS.
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12"
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6"
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6"
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12"
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2" MIN.
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REINFORCING PER PLANS.
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DRAIN.
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3" MIN
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(4)
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105A
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105A. PROVIDE BOND BEAM
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LINE OF TOP OF WALL AT
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PER G.S.N.
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45" MIN. PER PLAN
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(5)
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AS NOTED
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CONCRETE STEM WALL.
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EXTEND TO TOP OF WALL AT 105A.
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REINFORCING FROM FOOTING SHALL
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THUS ELIMINATING REQUIREMENT
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+3'-4"
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CMU OPENING
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AT WINDOW
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FOR LAPPING OF BARS (AT 105A).
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WHERE SHOWN ON PLAN.
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(2)
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(7)
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(6)
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TOOLED EDGE.
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BOTTOM AND AT 12" O.C.
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VERTICALLY.
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18" MIN. COORDINATE
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SOIL REPORT.
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TURNDOWN HEIGHT WITH
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(6)
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PROVIDE 3/4"%%Cx18" LONG
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7.
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- DOWELS MUST BE CAREFULLY
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SMOOTH DOWELS AT 24" O.C.
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ALIGNED AND SUPPORTED DURING
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OPERATIONS. MISALIGNED DOWELS
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CAUSE CRACKING.
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(7)
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MIN.
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2"
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%%UNOTES:
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NO SCALE
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CONTROL JOINTS IN CONCRETE SLAB ON GRADE
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101
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12"
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8"
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8"
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CONCRETE SLAB ON GRADE.
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SAWCUT - 1/8" WIDE x1/4
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SLAB THICKNESS IN DEPTH -
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CUT SHALL BE MADE SOON
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ENOUGH TO PREVENT SHRINKAGE
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CRACKING, BUT NOT SO SOON
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AS TO CAUSE SPALLING OF
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THE CONCRETE WHILE SAWING.
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WORK MUST BE ACCOMPLISHED
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WITHIN 24 HOURS OF CONCRETE
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PLACEMENT.
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CONSTRUCTION JOINT.
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%%UNOTE:
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CONSTRUCTION JOINTS NEED ONLY
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OCCUR AT EXPOSED EDGES DURING
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PLACEMENT UNLESS SPECIFICALLY
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NOTED ON THE PLANS.
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1.
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2.
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3.
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CUT EVERY OTHER BAR.
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4.
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3/4"%%cx16" LONG SMOOTH DOWEL
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AT 16" O.C. - DOWELS MUST BE
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STOP SLAB REINF. AT 1 1/2"
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FROM JOINT.
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5.
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6.
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%%UCONSTRUCTION JOINT
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%%USAW CUT JOINT
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(5)
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12"
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6"
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6"
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(6)
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(7)
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(1)
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(3)
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(6)
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%%UREINFORCED CONCRETE SLAB
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CAREFULLY ALIGNED AND
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SUPPORTED DURING CONCRETE
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OPERATION. MISALIGNED DOWELS
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CAUSE CRACKING.
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VAPOR BARRIER WHERE SPECIFIED
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7.
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ON PLAN.
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(4)
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(7)
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(2)
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(1)
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-
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-
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SLAB'S REINFORCEMENT TO BE LOCATED
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AT THE TOP 1/3 OF SLAB THICKNESS
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WHERE VAPOR BARRIER SPECIFIED ON PLANS.
MPerez
Typewritten Text
BID SET 03.14.19
Page 13:  · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

S4.2612 W OGLETHORPE

HWY HINESVILLE,LIBERTY COUNTY GA

31313

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FOUNDATION DETAILS
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THIS DRAWING IS AN INSTRUMENT OF SERVICE AND THE PROPERTY OF DISCOUNT TIRE COMPANY AND SHALL REMAIN THEIR PROPERTY. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH.
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DISCLAIMER:
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SHEET NUMBER:
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SHEET TITLE:
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PREPARED BY:
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PROJECT MANAGER:
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STORE NUMBER:
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DRAWN BY:
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STAMP
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DATE
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NO.
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REVISION
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CONSULTANT
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GAA 11744
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DOUGLAS L. McCORD
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ROBERT HALLIDAY
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JM
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NOVEMBER 2018
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Phone:(480) 922-8854
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Scottsdale, Arizona 85250
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Email:[email protected]
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Website:www.pkastructural.com
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PK ASSOCIATES, LLC
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7434 E. McDonald Drive
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Fax:(480) 922-3739
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PH: (720) 799-1058
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PKA #:18246
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18511
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PROFESSIONAL
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NO. 23581
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O
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D
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R.
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P
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A
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L
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C
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L
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I
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F
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F
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O
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R
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N
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E
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E
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E
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N
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G
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I
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T
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S
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D
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R
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E
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G
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A
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I
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G
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R
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C
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L COL.
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NO SCALE
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PLAN VIEW - MASONRY WALL REINFORCING AT STEEL COLUMN
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113
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GRID
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GRID
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(1)
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(2)
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(3)
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(4)
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(5)
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45°
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1.
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STEEL COLUMN.
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SPECIAL OPEN END BLOCK.
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%%UNOTES:
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VERTICAL REINFORCING IN
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SOLID GROUTED CELL.
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3.
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2.
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BEGIN SPECIAL REINFORCING
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PER PLAN.
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3/4"x6" HEADED STUDS AT
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8" O.C. ON STEEL COLUMN
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(FULL HEIGHT OF MASONRY
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WALL).
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4.
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5.
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114
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NO SCALE
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STEEL COLUMN/MASONRY WALL AT FOOTING
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114
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(8)
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(1)
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(2)
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(3)
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(4)
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(5)
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(6)
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(9)
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(7)
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1/4
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1.
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STEEL COLUMN
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MASONRY WALL.
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%%UNOTES:
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CONCRETE SLAB ON GRADE
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3.
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2.
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3" MINIMUM CONCRETE
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COVER AROUND ALL
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STEEL BELOW GRADE.
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CONCRETE FOOTING.
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JAMB BARS TO CLEAR COLUMN
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BASE PLATE.
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VERTICAL WALL REINFORCING
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PER GSN - ALTERNATE BENDS.
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3/4"x6" HEADED STUDS AT
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8" O.C. ON STEEL COLUMN
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DOWELS TO MATCH AND LAP
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(FULL HEIGHT OF MASONRY
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WALL).
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4.
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5.
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6.
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7.
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8.
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9.
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113
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1 1/2" %%P DRYPACK.
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DOUBLE NUTS OVER
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STEEL BASE PLATE WITH
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4.
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3.
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2.
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1.
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CONCRETE SLAB ON GRADE.
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1- #4 CONTINUOUS.
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BENDS.
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PER G.S.N. - ALTERNATE
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VERTICAL WALL REINFORCING
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DOWELS TO MATCH AND LAP
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MASONRY WALL.
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(3)
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(4)
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(1)
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(2)
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1
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1
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CLR
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3"
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8"
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1'-4"
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%%UNOTES:
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115
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THICKENED CONCRETE SLAB AT NONBEARING MASONRY WALL
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NO SCALE
MPerez
Typewritten Text
BID SET 03.14.19
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31313

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1.
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MASONRY WALL.
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3/16
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%%UNOTES:
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212
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STEEL LINTEL BEAM BEARING AT MASONRY WALL
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(1)
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(3)
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(4)
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(5)
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(6)
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(7)
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(8)
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3/4"x7"x12" STEEL BEARING
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12" MIN.
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STEEL BEAM.
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2- 3/4"%%C HEADED STUDS.
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JAMB REINFORCING PER PLANS.
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#5x24", MATCH JAMB REINF.
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1 1/2" LONG HORIZONTALLY
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SLOTTED HOLE ON BEAM GAGE -
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EACH SIDE OF WEB.
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PLATE ON 1"%%P DRYPACK.
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2- 3/4"%%C THREADED
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AUTOMATIC WELDED STUDS ON
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BEAM GAGE (TIGHTEN NUTS
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FINGERTIGHT).
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2.
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3.
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4.
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5.
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6.
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7.
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8.
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2- #4 HAIRPINS x
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AROUND ANCHOR BOLTS.
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9.
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36"
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NO SCALE
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(9)
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(2)
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STEEL ANGLE BRACE AT MASONRY WALL
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211
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(3)
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(2)
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(1)
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NOTES:
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STEEL ANGLE 4"x4"x1/4"x10"
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LONG WITH 2- 3/4"%%C HEADED
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STUDS.
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STEEL LINTEL.
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1.
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2.
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3.
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EL + 16'-8"
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ABOVE F.F.
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%%P1
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%%P1
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(4)
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BOND BEAM PER G.S.N.
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4.
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220
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NO SCALE
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STEEL ANGLE BRACE.
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NO SCALE
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STEEL COLUMN AT STEEL BEAM/MASONRY WALL
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209
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%%UNOTES:
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TYP
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5/16
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3/8
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3/8
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(1)
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(2)
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(3)
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(4)
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(6)
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(7)
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(8)
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(9)
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(10)
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STEEL COLUMN.
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MASONRY WALL.
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SOLID GROUT.
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CONT. REINF. PER PLAN.
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3/4"x6" LONG HEADED STUDS
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AT 16" O.C. (FULL HEIGHT)
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EACH SIDE OF COLUMN.
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STEEL BEAM.
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7 1/2"x21"x1/2" KNIFE PLATE
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(PLACE ON INSIDE FACE OF
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WEB).
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MASONRY C.J. WHERE SHOWN
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ON PLANS.
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2- 3/4"%%C AUTOMATIC WELDED
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THREADED STUDS ON BEAM
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GAGE.
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3 SIDES.
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1.
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2.
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3.
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4.
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5.
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6.
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7.
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8.
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9.
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10.
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GRID
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2'-8" MIN.
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2'-8" MIN.
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(5)
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NO SCALE
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STEEL DECK AT MASONRY WALL
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208
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%%UNOTES:
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1/2" MIN.
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1/4
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4
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(1)
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(2)
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(3)
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(4)
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(5)
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(6)
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CONT. 5x5x5/16" STEEL ANGLE.
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STEEL PLATE 7"x7"x3/8" W/
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1- 3/4"%%Cx5" LONG HEADED
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STUD. LOCATE PLATES AT
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16" O.C.
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BOND BEAM PER GSN - 16"
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DEEP.
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MASONRY WALL.
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CONCRETE SLAB OVER STEEL
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DECK - FOR DIRECTION OF
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DECK, SEE PLANS.
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EACH PLATE.
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1.
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2.
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3.
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4.
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5.
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6.
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(6)
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6.
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1.0k (WIND-SERVICE) AT EACH BRACE.
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2.
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STEEL JOIST.
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(1)
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(2)
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3/16
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1.
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207
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STEEL ANGLE BRACE AT STEEL JOIST
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%%UNOTES:
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(3)
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3.
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6"x6"x1/2" STEEL PLATES
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WITH 1- 3/4"%%C BOLT.
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1/2" CLR.
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3/16
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(4)
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4.
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STEEL ANGLE 4"x6"x1/4"
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AT EACH BRACE.
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5.
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ATTACH DECK TO ANGLE
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PER G.S.N.
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(5)
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NO SCALE
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(7)
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7.
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1/2"x12"x4" STEEL PLATE.
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STEEL ANGLE 4"x6"x5/16" (LLV)
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BRACE WITH 1- 3/4"%%C BOLT
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AT EACH END.
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3
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7.
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6.
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5.
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4.
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3.
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2.
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1.
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STEEL JOIST.
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STEEL DECK.
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CONTINUOUS STEEL LEDGER.
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BEAM PER G.S.N.
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8" DEEP (MIN) CONT. BOND
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HEADED STUDS.
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BEARING PLATE WITH 2- 3/4"%%C
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GROUT SOLID.
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MASONRY WALL.
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(7)
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3/16
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3/16
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(5)
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(6)
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(1)
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(2)
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206
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STEEL JOIST AT MASONRY WALL
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%%UNOTES:
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8.
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1"%%p DRYPACK.
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3/4"x5 3/4"x12" STEEL
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9.
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(9)
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(11)
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NO SCALE
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3.3k (WIND-SERVICE).
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(3)
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(1)
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(4)
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(3)
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(4)
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(5)
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(1)
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205
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LEDGER ANGLE AND STEEL DECK AT MASONRY WALL
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%%UNOTES:
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3/16
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MASONRY WALL.
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CONTINUOUS GROUTED BOND
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BEAM PER G.S.N.
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CONTINUOUS LEDGER ANGLE.
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STEEL DECK - FOR DIRECTION,
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STEEL PLATE 1/4"x4"x9"
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WITH 2- 1/2"%%C HEADED STUDS
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AT 6" O.C. - GROUT MINIMUM
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4" ABOVE AND BELOW ANCHORS.
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1.
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2.
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3.
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4.
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5.
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3
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SEE PLAN.
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(2)
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X
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X
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PER PLAN
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(1)
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(3)
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(5)
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NO SCALE
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5.
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4.
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3.
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2.
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1.
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WALL).
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GROUTED CELL AT MASONRY
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EXPANSION BOLTS (IN
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REQUIRED WITH 2- 5/8"%%C
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STEEL ANGLE 3x3x1/4"x AS
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WALL).
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IN GROUTED CELL AT MASONRY
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WITH 1- 5/8"%%C EXPANSION BOLT
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STEEL ANGLE 3x3x1/4"x4" LONG
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SEE PLAN.
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WALL - FOR SIZE AND TYPE,
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JOIST MANUFACTURER.
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BRIDGING AS REQUIRED BY
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STEEL JOIST.
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(5)
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(3)
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(3)
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(4)
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(2)
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%%UNOTES:
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TYPICAL STEEL JOIST BRIDGING TO WALL
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204
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3/16
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TYP
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(1)
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(1)
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(2)
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TYP
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3/16
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%%UCROSS BRIDGING AT LH AND DLH SERIES JOIST
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%%UHORIZONTAL BRIDGING AT K SERIES JOIST
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NOTE:
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CROSS BRIDGING DETAIL SHALL
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APPLY FOR K SERIES JOISTS
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WHERE REQUIRED BY MFR.
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TYP
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3/16
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6.
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1/2"%%C BOLT.
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(6)
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NO SCALE
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AND G.S.N.
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INFORMATION, SEE PLAN
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OMMITTED. FOR ADDITIONAL
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FOR CLARITY, STEEL DECK
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NOTE:
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3.
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2.
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1.
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1/2"%%C BOLT.
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RECOMMENDATIONS.
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BRIDGING SIZE PER MFR.
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STEEL JOISTS.
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%%UHORIZONTAL BRIDGING
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%%UCROSS BRIDGING
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3/16
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TYP
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(2)
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(1)
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(1)
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(3)
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(2)
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TYP
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3/16
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203
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TYPICAL BRIDGING AT STEEL JOISTS
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%%UNOTES:
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NO SCALE
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4.
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3.
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2.
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1.
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EXCEEDS 400 LBS.
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NOTIFY ENGINEER WHEN LOAD
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EXCEEDS 200 LBS. -
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CONCENTRATED LOAD
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PROVIDE THIS DETAIL WHEN
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NOTE:
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BOTTOM CHORD.
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CONCENTRATED LOAD AT
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CHORD PANEL POINT - FOR
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CHORD TO NEAREST TOP
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1/2"%%C ROD FROM BOTTOM
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CHORD PANEL POINT.
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CHORD TO NEAREST BOTTOM
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2 1/2"x1/4" FROM TOP
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STEEL ANGLE 2 1/2"x
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STEEL JOIST.
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FROM PANEL POINT.
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LOAD IS MORE THAN 4"
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ADDITIONAL MEMBER WHEN
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ADDITIONAL WEB MEMBERS FOR CONCENTRATED LOAD OCCURING
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(4)
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(3)
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(2)
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(1)
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(1)
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3/16
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%%UNOTES:
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202
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AWAY FROM JOIST PANEL POINT
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NO SCALE
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2.
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1.
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LONG.
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STEEL PLATE 1/2"x3"x12"
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PLAN.
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SIZE AND LOCATION, SEE
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STEEL LEDGER ANGLE - FOR
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(2)
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(1)
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1" MAX
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1/4
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TYPICAL SPLICE IN CONTINUOUS STEEL LEDGER ANGLE
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%%UNOTES:
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(1)
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201
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STEEL PLATE 1/2"x3".
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3.
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(1)
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1/4
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(3)
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1/4
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%%UAT CORNERS
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6"
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6"
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NO SCALE
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1.
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STEEL JOIST.
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%%UNOTES:
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NO SCALE
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WALL BRACE AT STEEL JOIST
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210
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2.
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STEEL ANGLE - 5"x3 1/2"x
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3/8".
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X
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3.
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STEEL ANGLE BRACE PER
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S3.1
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4.
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1- 3/4"%%C THRU BOLT.
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5.
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STEEL DECK - ATTACH PER
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GSN.
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6.
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USE WELDING SLUG AS
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REQUIRED.
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7.
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1.2k (WIND-SERVICE).
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X
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3/16
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3 1/2"
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(4)
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(2)
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(6)
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(5)
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(1)
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FRAMING DETAILS
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THIS DRAWING IS AN INSTRUMENT OF SERVICE AND THE PROPERTY OF DISCOUNT TIRE COMPANY AND SHALL REMAIN THEIR PROPERTY. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH.
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DISCLAIMER:
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SHEET NUMBER:
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SHEET TITLE:
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PREPARED BY:
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PROJECT MANAGER:
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STORE NUMBER:
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DRAWN BY:
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STAMP
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DATE
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NO.
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REVISION
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CONSULTANT
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GAA 11744
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DOUGLAS L. McCORD
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ROBERT HALLIDAY
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JM
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NOVEMBER 2018
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Phone:(480) 922-8854
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Scottsdale, Arizona 85250
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Email:[email protected]
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Website:www.pkastructural.com
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PK ASSOCIATES, LLC
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7434 E. McDonald Drive
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Fax:(480) 922-3739
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PH: (720) 799-1058
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PKA #:18246
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18511
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PROFESSIONAL
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NO. 23581
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O
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D
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MPerez
Typewritten Text
BID SET 03.14.19
Page 15:  · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

S5.2612 W OGLETHORPE

HWY HINESVILLE,LIBERTY COUNTY GA

31313

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NO SCALE
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STEEL BEAMS TO STEEL COLUMN CONNECTION
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213
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(1)
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(2)
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(4)
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(6)
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5/16
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1/4
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1.
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FOR SIZE, TYPE, AND NUMBER
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STEEL BEAM.
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%%UNOTES:
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OF BOLTS, SEE TYPICAL BOLT
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SCHEDULE. NO SLOTTED
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3.
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2.
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HOLES ALLOWED.
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1/2" STEEL PLATE.
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4- 3/4"%%C BOLTS ON BEAM
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GAGE.
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1/2" CAP PLATE.
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STEEL COLUMN.
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4.
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5.
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6.
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STUDS WELDED TO BOTTOM OF
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NOTE:
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BEAM FLANGE MAY BE USED IN
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LIEU OF BOLTS.
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NO SCALE
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STEEL BEAM BRACE
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214
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(2)
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(5)
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3/16
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1.
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L4x4x1/4 STEEL ANGLE BRACE.
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STEEL BEAM.
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%%UNOTES:
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STEEL JOIST.
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1/4"x3"x3" STEEL PLATE.
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3.
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2.
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WELD STEEL PLATE TO STEEL
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BEAM AND STEEL ANGLE TO
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STEEL PLATE.
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STEEL DECK - ATTACH PER
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GSN.
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4.
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5.
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6.
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STEEL DECK TO ATTACH TO STEEL
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NOTE:
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36/7 PATTERN.
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BEAM WITH 5/8"%%C PUDDLE WELDS
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(1)
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(6)
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NO SCALE
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STEEL BRACE AT STEEL COLUMN/MASONRY WALL
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215
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215A
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AS NOTED
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1 1/8" TYP.
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5"
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(2)
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(3)
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(5)
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(6)
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(7)
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(8)
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(4)
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SIDES
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1/4
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BOTH
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1/4
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X
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1/4
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1/4
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(9)
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(1)
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(2)
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(3)
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(4)
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(7)
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(6)
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GRID
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GRID
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1.
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CONCRETE OVER METAL DECK.
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MASONRY WALL.
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%%UNOTES:
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CONTINUOUS 5x5x5/16"
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ANGLE WITH 7x7x3/8" PLATES
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3.
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2.
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WITH 1- 3/4"%%Cx6" LONG
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HEADED STUD AT 16" O.C.
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STEEL BRACE (NOT ON
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X
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DETAIL 215A).
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3/8" PLATE (NOT ON DETAIL
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215A).
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5/8x6" WIDE STEEL PLATE
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(NOT ON DETAIL 215A).
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STEEL COLUMN WITH 3/4"x6"
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LONG HEADED STUDS AT 8"
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O.C. ON STEEL COLUMN (FULL
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HEIGHT OF MASONRY WALL).
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MASONRY WALL AT DETAIL 215A.
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ANGLE TO PLATE 3 SIDES.
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4.
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5.
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6.
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7.
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8.
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9.
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16" BOND BEAM
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6.
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5.
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4.
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3.
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2.
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1.
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1 1/2" %%PDRYPACK.
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DECK, SEE PLANS.
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DECK - FOR DIRECTION OF
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CONCRETE SLAB OVER STEEL
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MASONRY WALL.
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BEAM PER G.S.N.
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CONTINUOUS GROUTED BOND
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AT 48" O.C.
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AT 6" O.C. - LOCATE PLATES
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2- 1/2"%%C HEADED STUDS
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STEEL PLATE 6x9x1/2"
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BENT STEEL PLATE.
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3
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3/16
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(5)
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(6)
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(7)
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(3)
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(4)
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216
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TYPICAL CATWALK SUPPORT AT MASONRY WALL
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%%UNOTES:
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(9)
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7.
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GROUT SOLID BENEATH ANGLE,
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CONT. AT TIRE RACK LOCATIONS.
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(2)
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8.
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1/2"x4" AUTOMATIC WELDABLE
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HEADED STUDS AT 24" O.C. MAX.
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9.
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4x6x1/4" CONT. STEEL ANGLE.
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(10)
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10.
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CATWALK SUPPORT BY OTHERS.
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CATWALK GRATING BY OTHERS.
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11.
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(11)
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(8)
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3/16
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NO SCALE
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(1)
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3-12
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1" %%P DRYPACK.
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6.
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5.
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4.
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3.
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2.
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1.
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MASONRY WALL.
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BEAM PER G.S.N.
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CONTINUOUS GROUTED BOND
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HEADED STUDS.
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AT 48" O.C. WITH 2- 3/4"%%C
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STEEL PLATE 6x6x1/4"
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4x1/4".
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CONTINUOUS STEEL PLATE
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OF DECK, SEE PLAN.
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STEEL DECK - FOR DIRECTION
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(6)
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(1)
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(2)
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(3)
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(4)
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(5)
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3
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3/16
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STEEL DECK AT MASONRY WALL
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217
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%%UNOTES:
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NO SCALE
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7x12x3/4" STEEL BEARING
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12"
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STEEL BEAM.
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2- 3/4"%%C HEADED STUDS.
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JAMB REINFORCING PER PLANS.
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#5x16", MATCH JAMB REINF.
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1 1/2" LONG HORIZONTALLY
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SLOTTED HOLE ON BEAM GAGE -
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EACH SIDE OF WEB.
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PLATE ON 1"%%P DRYPACK.
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2- 3/4"%%C THREADED
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AUTOMATIC WELDED STUDS ON
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BEAM GAGE (TIGHTEN NUTS
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FINGERTIGHT).
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2.
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3.
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4.
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5.
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6.
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7.
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8.
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3 TIES IN TOP 5" OF BEAM BEARING.
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9.
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1.
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MASONRY WALL.
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3/16
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%%UNOTES:
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218
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STEEL LINTEL BEAM BEARING AT MASONRY PIER
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(1)
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(2)
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(3)
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(4)
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(5)
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(6)
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(7)
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(8)
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(9)
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NO SCALE
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6.
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5.
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4.
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3.
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2.
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1.
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ABOVE AND BELOW ANCHORS.
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6" O.C. - GROUT 4" MIN.
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2- 1/2"%%C ANCHORS AT
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STEEL PLATE 4x9x1/4" WITH
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SEE PLANS.
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STEEL DECK - FOR DIRECTION,
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CONCRETE OVER STEEL DECK.
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CONTINUOUS LEDGER ANGLE.
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BEAM PER G.S.N.
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CONTINUOUS GROUTED BOND
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MASONRY WALL.
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(4)
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(3)
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(5)
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(6)
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(1)
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(2)
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219
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LEDGER ANGLE AND STEEL DECK AT MASONRY WALL
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%%UNOTES:
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3/16
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3
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NO SCALE
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3/8
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X
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X
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(2)
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SEE ARCH'L FOR EXTERIOR WALL.
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PER GSN.
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(1)
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(7)
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45" MIN. PER GSN. TYP.
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ALIGN WITH COLUMN WALLS.
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(3)
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(4)
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(5)
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(6)
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(7)
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TYP
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3/16
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%%UNOTES:
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STEEL LINTEL AT STEEL COLUMN
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220
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WELDABLE DOWELS SPACED AT
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WALL REINF. SPACING. LAP
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1.
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2.
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3.
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4.
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MASONRY WALL.
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5.
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6.
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STEEL BEAM.
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7.
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1/2" STEEL STIFFENER PLATE ON
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INTERIOR SIDE OF BEAM ONLY.
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3 SIDES TYP.
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STEEL COLUMN.
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1/4
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(4)
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NO SCALE
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%%UNOTES:
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STEEL STUD TO STEEL DECK
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221
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1.
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DEFLECTION TRACK TO ALLOW
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VERT. MOVEMENT - USE
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2- 16 GA. TRACKS. BOTTOM
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TRACKS TO HAVE 2" VERTICAL
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LEGS. (ALLOW 3/4" DEFLECTION).
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2.
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#10x3/4" LONG SELF TAPPING
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SCREWS EACH SIDE.
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3.
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STEEL STUD WALL.
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3/4"
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GAP
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NO SCALE
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(1)
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(2)
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(3)
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%%UNOTES:
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NO SCALE
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STEEL STUD WALL TO STEEL JOISTS
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222
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1.
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2.
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3.
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4.
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STEEL JOIST.
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STEEL DECK.
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DEFLECTION TRACK TO ALLOW
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VERTICAL MOVEMENT. USE 2
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16 GA. TRACKS. BOTTOM TRACKS
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TO HAVE 2" LEGS.
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#10x3/4" LONG SELF TAPPING
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SCREW EACH FACE.
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STEEL STUD.
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5.
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X
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X
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(2)
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(3)
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(4)
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(5)
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1" GAP.
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2" OVERLAP
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(1)
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(3)
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(5)
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(1)
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1/8
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NO SCALE
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STEEL BEAM AT STEEL COLUMN CONNECTION
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223
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1/4
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(10)
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(11)
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1 1/2" MIN.
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1 1/2" MIN.
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1/4
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BOTH
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SIDES
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(8)
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(6)
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(5)
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3/16
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(7)
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(9)
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(1)
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(4)
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(3)
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1.
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STEEL BEAM.
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CENTERLINE OF COLUMN.
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%%UNOTES:
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3/8" STIFFENER PLATE EACH
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SIDE OF BEAM.
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3.
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2.
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6- 3/4"%%C BOLTS ON BEAM
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GAGE.
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1/2" CAP PLATE.
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STEEL COLUMN.
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WELD 3 SIDES - TYPICAL.
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5/8"x5" WIDE STEEL PLATE.
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MASONRY WALL (NOT SHOWN
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FOR CLARITY.
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3/8" STEEL PLATE.
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STEEL BRACE.
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4.
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5.
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6.
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7.
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8.
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9.
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10.
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11.
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1'-0" MIN.
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(2)
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2.
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1.
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BOND BEAM PER G.S.N.
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MASONRY WALL.
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4x6x1/4" CONT. STEEL ANGLE.
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CATWALK SUPPORT BY OTHERS.
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CATWALK GRATING BY OTHERS.
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(4)
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224
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TYPICAL CATWALK SUPPORT AT MASONRY WALL
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NO SCALE
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%%UNOTES:
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(3)
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(2)
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(1)
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1/4
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(5)
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3.
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4.
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5.
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PROVIDE 2- 3/4"%%C x4" LONG
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WITH 4"x9"x1/2" EMBED PLATE
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HEADED STUDS AT 4'-0" O.C.
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FRAMING DETAILS
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THIS DRAWING IS AN INSTRUMENT OF SERVICE AND THE PROPERTY OF DISCOUNT TIRE COMPANY AND SHALL REMAIN THEIR PROPERTY. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH.
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DISCLAIMER:
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SHEET NUMBER:
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SHEET TITLE:
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PREPARED BY:
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PROJECT MANAGER:
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STORE NUMBER:
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DRAWN BY:
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STAMP
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DATE
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NO.
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REVISION
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CONSULTANT
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GAA 11744
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DOUGLAS L. McCORD
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ROBERT HALLIDAY
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JM
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NOVEMBER 2018
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Phone:(480) 922-8854
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Scottsdale, Arizona 85250
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Email:[email protected]
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Website:www.pkastructural.com
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PK ASSOCIATES, LLC
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7434 E. McDonald Drive
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Fax:(480) 922-3739
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PH: (720) 799-1058
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PKA #:18246
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18511
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PROFESSIONAL
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NO. 23581
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BID SET 03.14.19
Page 16:  · 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 31313 612 W OGLETHORPE HWY HINESVILLE, LIBERTY COUNTY GA 1055 E. Indian School Rd. …

S5.3612 W OGLETHORPE

HWY HINESVILLE,LIBERTY COUNTY GA

31313

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%%UNOTES:
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225
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STEEL LINTEL BEAM BEARING AT MASONRY PIER
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NO SCALE
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(1)
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(3)
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(4)
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(5)
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(6)
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(7)
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(8)
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7x12x3/4" STEEL BEARING
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12"
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STEEL BEAM.
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2- 3/4"%%C HEADED STUDS.
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JAMB REINFORCING PER PLANS.
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#5x16", MATCH JAMB REINF.
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1 1/2" LONG HORIZONTALLY
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SLOTTED HOLE ON BEAM GAGE -
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EACH SIDE OF WEB.
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PLATE ON 1"%%P DRYPACK.
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2- 3/4"%%C THREADED
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AUTOMATIC WELDED STUDS ON
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BEAM GAGE (TIGHTEN NUTS
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FINGERTIGHT).
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2.
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3.
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4.
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5.
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6.
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7.
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8.
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3 TIES IN TOP 5" OF BEAM BEARING.
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9.
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(9)
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1.
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3/16
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MASONRY WALL.
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3/16
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(5)
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12"
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(10)
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LINE OF MASONRY PIER BEHIND.
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10.
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(2)
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FRAMING DETAILS
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8.
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7.
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6.
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5.
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4.
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3.
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2.
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1.
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ANCHORS OVER 1"%%P DRYPACK.
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PLATE WITH 2- 3/4"%%C
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GAGE - EACH SIDE OF WEB.
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SLOTTED HOLE ON BEAM
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1 1/2" LONG HORIZONTALLY
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NUTS FINGERTIGHT).
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ON BEAM GAGE (TIGHTEN
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WELDED THREADED STUDS
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2- 3/4"%%C AUTOMATIC
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CONTINUOUS LEDGER ANGLE.
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BOND BEAM.
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DEEP x4'-0" LONG GROUTED
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2- #5x3'-6" LONG IN 8"
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STEEL BEAM.
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BOND BEAM PER G.S.N.
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MASONRY WALL.
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CLR.
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1"
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(5)
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(6)
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(7)
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(8)
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(1)
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(2)
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(3)
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(4)
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227
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STEEL BEAM AT MASONRY WALL
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NO SCALE
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%%UNOTES:
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5x16x3/4" STEEL BEARING
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%%UNOTES:
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NO SCALE
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226
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PLAN VIEW - STEEL LINTEL AT STEEL LINTEL
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1.
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BEAM FLANGE TO BEAM FLANGE.
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BEAM WEB TO BEAM WEB.
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2.
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3.
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LINE OF STEEL LINTEL BEYOND.
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4.
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MASONRY WALL.
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5.
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STEEL LINTEL.
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LINE OF MASONRY WALL BEYOND.
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6.
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WELDABLE DOWELS TO MATCH AND
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LAP VERTICAL WALL REINFORCING.
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(1)
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(2)
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(3)
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X
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X
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(3)
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(4)
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3/16
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TYP
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(5)
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(6)
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(7)
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7.
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%%UNOTE:
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GRIND SMOOTH ALL
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EXPOSED WELDS.
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HSS COLUMN PER PLANS.
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8.
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(8)
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1/4
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6.
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5.
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4.
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3.
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2.
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1.
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2- 3/4"%%C ANCHORS OVER
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BEARING PLATE WITH
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5 3/4x12x3/4"STEEL
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GAGE - EACH SIDE OF WEB.
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SLOTTED HOLE ON BEAM
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1 1/2" LONG HORIZONTALLY
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ON BEAM GAGE.
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WELDED THREADED STUDS
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2- 3/4"%%C AUTOMATIC
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STEEL BEAM.
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(4)
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(2)
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(2)
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(3)
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%%UNOTES:
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228
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STEEL BEAM AT MASONRY WALL
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NO SCALE
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BOND BEAM PER GSN/
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DETAILS.
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(1)
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CONTINUOUS ANGLE AS
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OCCURS.
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%%P1" DRYPACK.
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(5)
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(6)
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1" (SEE NOTE 8)
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MAX. SPACING AT CONTROL
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JOINTS.
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OFFSET WITHIN THE DECK FLUTES
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AS SHOWN. H.S. SHALL ALWAYS
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BE OFFSET AWAY FROM MIDSPAN
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OF THE BEAM.
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7.
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6.
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5.
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4.
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3.
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2.
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1.
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HEADED STUDS.
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STEEL DECK.
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CENTERLINE SUPPORT.
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STEEL BEAM.
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W.W.F.
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CONCRETE AS OCCURS
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= 3/4"). SEE G.S.N. FOR
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SAWCUT JOINT, MAX. DEPTH
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THRU JOINT (ALTERNATE -
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CONCRETE - RUN W.W.F.
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PERMISSIBLE COLD JOINT IN
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(4)
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(7)
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(6)
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(5)
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(4)
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(3)
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(2)
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(1)
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TYP.
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1"
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EQUAL
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EQUAL
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229
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TYPICAL STEEL DECK CONTINUOUS OVER STEEL BEAM
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%%UNOTES:
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x
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MIDSPAN
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x
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1" (SEE NOTE 8)
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HEADED STUD IS TO BE LOCATED
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8.
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(8)
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NO SCALE
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%%UNOTES:
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STEEL BEAM BEARING AT MASONRY WALL
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230
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(3)
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(2)
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(4)
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3/16
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1/8
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(6)
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2
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DOWELS.
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72"
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(1)
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(7)
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7.
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6.
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5.
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4.
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3.
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2.
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1.
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STEEL BEAM.
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1"%%P DRYPACK.
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WITH 2- #9 THREADED
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STEEL PLATE 5x8x1/2"
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OF DECK, SEE PLAN.
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STEEL DECK - FOR DIRECTION
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MASONRY WALL.
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BEAM - PER G.S.N.
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CONTINUOUS GROUTED BOND
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PER PLANS.
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CONTINUOUS STEEL ANGLE
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(5)
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NO SCALE
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6.
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5.
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4.
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3.
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2.
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1.
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"WELDED STUD LAYOUT" DETAIL
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SEE G.S.N., PLANS, AND TYPICAL
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IS REQUIRED.
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BEAM WEB WHERE ONE STUD
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HEADED STUD - CENTER OVER
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STEEL BEAM.
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WELDED WIRE FABRIC.
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MAY BE SPLIT AS REQUIRED.
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SEE PLANS - STEEL DECK
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- FOR DIRECTION OF DECK,
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CONCRETE OVER STEEL DECK
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WHERE TWO STUDS ARE USED.
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LOCATION OF HEADED STUDS
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(6)
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1" MIN.
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(2)
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(3)
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(4)
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RUST AND OIL - TYPICAL.
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BE FREE OF PAINT, DIRT,
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TOP FLANGE OF BEAM MUST
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NOTE:
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(4)
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(3)
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%%UNOTES:
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TYPICAL SHEAR CONNECTORS TO COMPOSITE STEEL BEAM
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231
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(2)
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ONE ROW OF H.S.
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229
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TWO ROW OF H.S.
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FOR PLACEMENT, DIAMETER,
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HEIGHT, SPACING, ETC. OF STUDS.
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1"
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NO SCALE
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(5)
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229
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(1)
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EQ.
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(2)
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(3)
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(4)
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(5)
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(6)
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(7)
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4.
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2- #9 WELDABLE DOWEL.
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STEEL BEAM.
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5.
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CONCRETE OVER STEEL DECK.
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6.
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CONT. LEDGER ANGLE PER
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7.
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SCHEDULE.
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8.
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2- #5 CONT. BOND BEAM PER
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GSN.
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(1)
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NO SCALE
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(8)
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LINE OF WALL AS OCCURS.
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54"
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STEEL BEAM AT STEEL LINTEL
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232
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%%UNOTES:
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1.
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2.
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3.
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MASONRY WALL. GROUT SOLID.
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%%P1" DRYPACK.
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5x8x1/2" STEEL PLATE W/
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233
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TYPICAL WELDED STUD LAYOUT
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%%UTYPICAL STUD
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CONCRETE
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TOP OF
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STUDS
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HEADED
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NOTES
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SEE
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2" MAX
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1" MIN
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FLANGE
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TOP
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%%UMULTIPLE LINE - PLAN
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MIN
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MIN
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MIN
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3"
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1 3/8"
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1 3/8"
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%%USINGLE LINE - PLAN
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FRAMING PLAN
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THUS [38] SHOWN ON
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STUDS AT 24" (U.N.O.)
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LINE
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BEAM FLANGE
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COLUMN OR
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4 1/2" MIN SPACING
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24" MAX. SPACING
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%%UCASE - B
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SEE PLAN
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FOR GIRDER
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%%USECTION
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SPAN (L) EQUALLY SPACED STUDS
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M
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24" MIN
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STUDS AT
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M
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%%UCASE - A
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%%USECTION
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38 STUDS
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8 STUDS
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38 STUDS
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[38-8-38]
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NUMBER OF STUDS
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SEE PLANS FOR ACTUAL
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%%USECTION
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ON PLAN
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COLUMN WHERE OCCURS
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FULL LENGTH OF BEAM
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30 STUDS EQUALLY SPACED
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[30]
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SEE NOTE 2.
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STUDS AS REQUIRED
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EXTENT OF MULTIPLE
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NOTE" M INDICATES
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SEE PLAN
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FOR BEAM
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SEE NOTE 2
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SPAN (L)
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NO SCALE
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%%UNOTES:
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%%UNOTES:
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ALL HEADED SHEAR STUDS SHALL BE 3/4"%%C x4"
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U.N.O. TOP OF ALL STUDS TO BE 1 1/2" (MIN. ABOVE
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STUDS SHALL BE INSTALLED ON TWO OR MORE ROWS
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TOP OF STEEL DECK (TYPICAL) SEE PLANS FOR
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NUMBER.
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1.
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2.
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3.
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STARTING AT EACH END OF BEAM OR GIRDER.
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CASE "A" STUDS ARE EQUALLY SPACED. IF EQUAL
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4.
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SPACING NOT POSSIBLE DUE TO DECK CONFIGURATION,
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5.
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STRUCTURAL ENGINEER MUST BE NOTIFIED.
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WHERE STUDS FILL EVERY TROUGH THEN REMAINING
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AT FRAMED AREAS WHERE NUMBER OF STUDS IS
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MAINTAIN 1" CLEARANCE AROUND ALL STUDS FOR
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NOT INDICATED PROVIDE STUDS AT 12" O.C. MAX.
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STUDS WELDED THRU DECKING MAY BE SUBSTITUTED
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PROPER EMBEDMENT.
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STUDS TO EXTEND AS FAR AS STANDARD STUD
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LENGTHS ALLOW INTO TOPPING SLAB U.N.O.
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FOR TYPICAL PLUG WELD.
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6.
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7.
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THIS DRAWING IS AN INSTRUMENT OF SERVICE AND THE PROPERTY OF DISCOUNT TIRE COMPANY AND SHALL REMAIN THEIR PROPERTY. THE USE OF THIS DRAWING SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH IT WAS PREPARED. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH.
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DISCLAIMER:
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SHEET NUMBER:
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SHEET TITLE:
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PREPARED BY:
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PROJECT MANAGER:
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STORE NUMBER:
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DRAWN BY:
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STAMP
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DATE
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NO.
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REVISION
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CONSULTANT
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GAA 11744
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DOUGLAS L. McCORD
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ROBERT HALLIDAY
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JM
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NOVEMBER 2018
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Phone:(480) 922-8854
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Scottsdale, Arizona 85250
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Email:[email protected]
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Website:www.pkastructural.com
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PK ASSOCIATES, LLC
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7434 E. McDonald Drive
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Fax:(480) 922-3739
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PH: (720) 799-1058
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PKA #:18246
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18511
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PROFESSIONAL
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NO. 23581
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BID SET 03.14.19

Welcome to Year 1 - James Oglethorpe

Welcome to Year 1 - James Oglethorpe

Documents
2018/Enero... · Web viewTECDMX-JLDC-612/2017TECDMX-JLDC-612/201740 TECDMX-JLDC-612 /201 7 TECDMX-JLDC-612 /201 7 TECDMX-JLDC-612/2017TECDMX-JLDC-612/201739 TECDMX-JLDC-612 /201 7

2018/Enero... · Web viewTECDMX-JLDC-612/2017TECDMX-JLDC-612/201740 TECDMX-JLDC-612 /201 7 TECDMX-JLDC-612 /201 7 TECDMX-JLDC-612/2017TECDMX-JLDC-612/201739 TECDMX-JLDC-612 /201 7

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Brookhaven-Oglethorpe MARTA Charrette Final Report

Brookhaven-Oglethorpe MARTA Charrette Final Report

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Oglethorpe Family Chooses Conservation Over Developmentcloud2.snappages.com... · 2018. 5. 22. · Oglethorpe Family Chooses Conservation Over Development J ennifer Lytle describes

Oglethorpe Family Chooses Conservation Over Developmentcloud2.snappages.com... · 2018. 5. 22. · Oglethorpe Family Chooses Conservation Over Development J ennifer Lytle describes

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Oglethorpe County and the Cities of Arnoldsville, Crawford ......Oglethorpe County and the Cities of Arnoldsville, Crawford, Lexington and Maxeys Comprehensive Plan 2037 Good ground,

Oglethorpe County and the Cities of Arnoldsville, Crawford ......Oglethorpe County and the Cities of Arnoldsville, Crawford, Lexington and Maxeys Comprehensive Plan 2037 Good ground,

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Brookhaven Oglethorpe University Station Attachments

Brookhaven Oglethorpe University Station Attachments

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Fort Oglethorpe

Fort Oglethorpe

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2016-08-19 17:39 - Oglethorpe University

2016-08-19 17:39 - Oglethorpe University

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Private Real Estate Note Investing with Oglethorpe Properties

Private Real Estate Note Investing with Oglethorpe Properties

Real Estate
612-23 612-2? NEORE UPPRU LN. 612-21 612-21 M?TRAM … 1500/Side_View_dwg_PM1.pdf · 612-23 612-2? neore uppru ln. 612-21 612-21 m?tram unore 20 612-18 kylgrup 612-17 konoitioneri

612-23 612-2? NEORE UPPRU LN. 612-21 612-21 M?TRAM … 1500/Side_View_dwg_PM1.pdf · 612-23 612-2? neore uppru ln. 612-21 612-21 m?tram unore 20 612-18 kylgrup 612-17 konoitioneri

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New Homes in Hinesville & Fort Stewart GA | Your dream home

New Homes in Hinesville & Fort Stewart GA | Your dream home

Real Estate
2015 Liberal Arts & Sciences Symposium at Oglethorpe University

2015 Liberal Arts & Sciences Symposium at Oglethorpe University

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Oglethorpe Power Corporation Associate Managing Directoropc.com/wp-content/uploads/2020/09/Oglethorpe-Credit...Oglethorpe Power Corporation's (OPC; Baa1 senior secured stable) credit

Oglethorpe Power Corporation Associate Managing Directoropc.com/wp-content/uploads/2020/09/Oglethorpe-Credit...Oglethorpe Power Corporation's (OPC; Baa1 senior secured stable) credit

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The Delta Connection - Hinesville Alumnae · Volume 2 Δ Issue 3 April 2016 The Delta Connection ... we the women of Hinesville Alumnae Chapter still stand upon the shoulders of

The Delta Connection - Hinesville Alumnae · Volume 2 Δ Issue 3 April 2016 The Delta Connection ... we the women of Hinesville Alumnae Chapter still stand upon the shoulders of

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Xiaowen Li (612, GESTAR), Wei-Kuo Tao (612), Toshihisa ...€¦ · Xiaowen Li (612, GESTAR), Wei-Kuo Tao (612), Toshihisa Matsui (612, ESSIC) Long-term satellite observations are

Xiaowen Li (612, GESTAR), Wei-Kuo Tao (612), Toshihisa ...€¦ · Xiaowen Li (612, GESTAR), Wei-Kuo Tao (612), Toshihisa Matsui (612, ESSIC) Long-term satellite observations are

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Gregory Oglethorpe 1/1/2020

Gregory Oglethorpe 1/1/2020

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2020.11.03 ER Oglethorpe

2020.11.03 ER Oglethorpe

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TWO KEYS TO SUSTAINABLE SOCIAL - Oglethorpe University

TWO KEYS TO SUSTAINABLE SOCIAL - Oglethorpe University

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A Description by Peter Gordon to the Trustees. Oglethorpe Praised Oglethorpe for his “indefatigable zeal in carrying on our affairs, conducting the building

A Description by Peter Gordon to the Trustees. Oglethorpe Praised Oglethorpe for his “indefatigable zeal in carrying on our affairs, conducting the building

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James Oglethorpe

James Oglethorpe

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Oglethorpe Power Corporation > Thomas A. Smith Energy

Oglethorpe Power Corporation > Thomas A. Smith Energy

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2014 Symposium - Oglethorpe University

2014 Symposium - Oglethorpe University

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Log of the U.S.S. Oglethorpe - Bangor Public Library

Log of the U.S.S. Oglethorpe - Bangor Public Library

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THURSDAY, APRIL 28 OGLETHORPE UNIVERSITY41hwij3h2y9b2wcoli2mzjpn-wpengine.netdna-ssl.com/wp... · 2019-02-13 · 2016 SYMPOSIUM OF THE LIBERAL ARTS & SCIENCES THURSDAY, APRIL 28 OGLETHORPE

THURSDAY, APRIL 28 OGLETHORPE UNIVERSITY41hwij3h2y9b2wcoli2mzjpn-wpengine.netdna-ssl.com/wp... · 2019-02-13 · 2016 SYMPOSIUM OF THE LIBERAL ARTS & SCIENCES THURSDAY, APRIL 28 OGLETHORPE

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City of Fort Oglethorpe Employment Application

City of Fort Oglethorpe Employment Application

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Oglethorpe Power Corp. - GENERATING POWER · 2019. 5. 9. · Oglethorpe Power is owned by our 38 Member EMCs. 2100 East Exchange Place Tucker, GA 30084-5336 770-270-7600 BEFORE OGLETHORPE

Oglethorpe Power Corp. - GENERATING POWER · 2019. 5. 9. · Oglethorpe Power is owned by our 38 Member EMCs. 2100 East Exchange Place Tucker, GA 30084-5336 770-270-7600 BEFORE OGLETHORPE

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Michelle Simmons, P.E. Oglethorpe Power Corporationmydocs.epri.com/docs/ApplyingResults/Lessons... · Michelle Simmons, P.E. Oglethorpe Power Corporation ... Oglethorpe Power Corporation

Michelle Simmons, P.E. Oglethorpe Power Corporationmydocs.epri.com/docs/ApplyingResults/Lessons... · Michelle Simmons, P.E. Oglethorpe Power Corporation ... Oglethorpe Power Corporation

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2015 State of Hinesville Address

2015 State of Hinesville Address

Government & Nonprofit
Oglethorpe Electric Membership Corporation · 2012. 11. 18. · Oglethorpe Electric Membership Corporation Attn: I. S. Mitchell, III Vice President and Secretary Georgia Power Company

Oglethorpe Electric Membership Corporation · 2012. 11. 18. · Oglethorpe Electric Membership Corporation Attn: I. S. Mitchell, III Vice President and Secretary Georgia Power Company

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Non-Redacted Oglethorpe Term Sheet

Non-Redacted Oglethorpe Term Sheet

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