Exhibit A _ HCH Repairs.pdf
PDF 391 KB Posted
- Attached to
- 24-014 Historic City Hall Courtroom Repairs
- Solicitation number
- PE-72650-NONST-2024-000000011
- Issued by
- Spalding County, Georgia
About this file
The document provided is an exhibit for a structural engineering services contract between Pi-Tech, Inc. and the City of Griffin, Georgia related to repairs needed at the Historic City Hall building located at 201 E. Solomon Street. The project aims to address ceiling deflection in the old courtroom space by installing new structural framing, including LVL beams, columns, and headers, to restore the space to its original state. The work required is detailed in the comprehensive drawings and specifications included in the exhibit.
The pricing terms, set asides, incumbents, funding sources, and other salient commercial details are not provided in the exhibit document. However, the project is part of the 24-014 Historic City Hall Courtroom Repairs contract opportunity issued by the City of Griffin, which is located in Spalding County, Georgia.
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Other files
| File | Type | Posted |
|---|---|---|
| Addendum _1.pdf | ||
| Notice of Cancellation of Bid_ HCH RFP24_014.docx | DOCX document | |
| hch pre bid.pdf | ||
| 24_014 HCH BID 5_13_24 M_E_.pdf | ||
| Sign In Sheet _ Opening.pdf |
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Text version
Exhibit A
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EXISTING TIMBER TRUSS
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EXISTING ATTIC KNEE WALL
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EXISTING ATTIC KNEE WALL
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EXISTING ATTIC KNEE WALL
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B/TRIM=15'-11 3/4"
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B/TRIM=15'-11 1/8"
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THIS TRUSS SUPPORTS
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SUSPENDED BALCONY
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BELOW
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B/TRIM=16'-0"
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B/TRIM=15'-11 5/8"
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B/TRIM=15'-11 1/4"
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B/TRIM=16'-0 1/8"
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EXTENTS OF
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STAGE BELOW
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B/TRIM=15'-9 9/16"
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B/TRIM=15'-6"
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B/TRIM=15'-7 5/8"
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- NEW 2x10 HEADER INSTALLED IN PREVIOUS RENOVATION.
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- 1 3/4"x9 1/2" LVL INSTALLED IN PREVIOUS RENOVATION.
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EXISTING CONT. FS
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HIP LINE, TYP.
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LOW ATTIC
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MASONRY WALL
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STAGE/CLOSET CEILING
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JOISTS (LOW)
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EXISTING ATTIC KNEE WALL
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%%UELEVATOR
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- INSTALL NEW 1 3/4"x9 1/2" LVL AGAINST EXISTING LVL (S2).
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SEE TYPICAL NAILING PATTERN DETAIL. (8 PLACES).
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- INSTALL NEW 1 3/4"x9 1/2" LVL BETWEEN EXISTING CEILING
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JOISTS, TYPICAL (APPROXIMATELY 5 PLACES).
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- INSTALL NEW HSS5x5x1/4 COLUMN TO SUPPORT NEW 5 1/4"x16"
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LVL PROSCENIUM BEAM. POSTS EXTEND TO FIRE BAY SLAB
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BELOW (32'-0"%%P). SEE DETAIL S2-B. CONTRACTOR TO LOCATE
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L TRUSS
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PARTIAL ATTIC FRAMING PLAN
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SCALE 1/4"=1'-0"
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A. GROUND SNOW LOAD ............................................."P" = 5 PSF
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2. %%USNOW LOADS
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1. %%UDESIGN LOADS
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GENERAL NOTES
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1. ALL STRUCTURAL STEEL CONSTRUCTION SHALL CONFORM TO AISC 360-16 "SPECIFICATION FOR ALL STRUCTURAL STEEL CONSTRUCTION SHALL CONFORM TO AISC 360-16 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AND THE "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES." 2. UNLESS NOTED OTHERWISE: UNLESS NOTED OTHERWISE: 2.A. STEEL SHALL CONFORM TO ASTM A36 (36 KSI YIELD STRENGTH), EXCEPTIONS NOTED. STEEL SHALL CONFORM TO ASTM A36 (36 KSI YIELD STRENGTH), EXCEPTIONS NOTED. 2.B. ALL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992 (5O KSI YIELD STRENGTH). ALL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992 (5O KSI YIELD STRENGTH). 2.C. ALL HSS SECTIONS SHALL CONFORM TO ASTM A500 (46 KSI YIELD STRENGTH). ALL HSS SECTIONS SHALL CONFORM TO ASTM A500 (46 KSI YIELD STRENGTH). 2.D. ELECTRODES SHALL CONFORM TO E70-XX. ELECTRODES SHALL CONFORM TO E70-XX. 2.E. ALL BOLTS TO BE A325X, WITH THREADS EXCLUDED FROM THE SHEAR PLANE. ALL BOLTS TO BE A325X, WITH THREADS EXCLUDED FROM THE SHEAR PLANE. 2.F. ALL ANCHOR RODS SHALL CONFORM TO ASTM F1554 (36 KSI YIELD STRENGTH) WITH HEAVY HEX ALL ANCHOR RODS SHALL CONFORM TO ASTM F1554 (36 KSI YIELD STRENGTH) WITH HEAVY HEX NUTS AND STANDARD WASHERS. ANCHOR RODS SHALL BE WELDABLE UNLESS NOTED OTHERWISE. 2.G. ALL PL.'S SHALL BE SUPPLIED FREE OF LAMINATIONS & IMPURITIES & SHALL CONFORM TO ASTM ALL PL.'S SHALL BE SUPPLIED FREE OF LAMINATIONS & IMPURITIES & SHALL CONFORM TO ASTM A36, U.N.O. 2.H. ALL MOMENT CONNECTION PLATES (TOP, BOTTOM, STIFFENER & CONNECTING CAP PL.'S) & JOIST ALL MOMENT CONNECTION PLATES (TOP, BOTTOM, STIFFENER & CONNECTING CAP PL.'S) & JOIST GIRDER BEARINGS SHALL CONFORM TO ASTM A 572, GRADE 50. THESE PLATES SHALL BE CLEARLY MARKED FOR EASE OF IDENTIFICATION. 3. HEADED ANCHORS AND SHEAR CONNECTORS (STUDS) SHALL CONFORM TO ASTM A108 (SEE SPECS. FOR HEADED ANCHORS AND SHEAR CONNECTORS (STUDS) SHALL CONFORM TO ASTM A108 (SEE SPECS. FOR YIELD STRENGTH). 4. SHOP DRAWINGS PREPARED IN ACCORDANCE WITH THE LATEST "STRUCTURAL STEEL DETAILING MANUAL" SHOP DRAWINGS PREPARED IN ACCORDANCE WITH THE LATEST "STRUCTURAL STEEL DETAILING MANUAL" OF AISC SHALL BE SUBMITTED FOR APPROVAL. NO FABRICATION SHALL BEGIN UNTIL SHOP DRAWINGS ARE COMPLETED AND APPROVED. 5. STEEL FRAMING CONNECTIONS SHALL BE BOLTED OR WELDED, AS INDICATED. STEEL FRAMING CONNECTIONS SHALL BE BOLTED OR WELDED, AS INDICATED. 5.A. BOLTED JOINTS SHALL CONFORM TO AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM BOLTED JOINTS SHALL CONFORM TO AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". BOLTS SHALL CONFORM TO ASTM A325 AND SHALL BE MINIMUM 3/4" DIAMETER, UNLESS NOTED OTHERWISE. 5.B. WELDS SHALL CONFORM TO THE "STRUCTURAL WELDING CODE" OF THE AMERICAN WELDING WELDS SHALL CONFORM TO THE "STRUCTURAL WELDING CODE" OF THE AMERICAN WELDING SOCIETY, AWS D1.1. USE E70XX ELECTRODES. WEDING PROCESSES AND OPERATORS SHALL BE QUALIFIED IN ACCORDANCE WITH AWS "STANDARD QUALIFICATIONS PROCEDURES". WELDERS SHALL CARRY PROOF OF QUALIFICATIONS TO JOBSITE. 6. PROVIDE SHOP COAT OF STANDARD PRIMER PAINT. PRIMER TO BE COMPATIBLE WITH FINISH COAT. PROVIDE SHOP COAT OF STANDARD PRIMER PAINT. PRIMER TO BE COMPATIBLE WITH FINISH COAT. TOUCH-UP AREAS DAMAGED IN HANDLING AND ERECTION WITH THE SAME PAINT USED FOR SHOP COAT. STEEL SURFACES TO BE WELDED OR ENCASED IN CONCRETE OR FIREPROOFING, OR SURFACES RECEIVING WELDED SHEAR CONNECTORS SHALL NOT BE PAINTED. 7. PROVIDE A NON-SHRINK, NON-METALLIC, SELF-LEVELING GROUT (F'c = 5000 PSI, MIN.) UNDER BASE PROVIDE A NON-SHRINK, NON-METALLIC, SELF-LEVELING GROUT (F'c = 5000 PSI, MIN.) UNDER BASE PLATES, AFTER SETTING AND LEVELING. NO "DRY-PACKING" PERMITTED. 8. PROVIDE TEMPORARY BRACING OF STRUCTURAL FRAMING UNTIL ALL PERMANENT BRACING, MOMENT PROVIDE TEMPORARY BRACING OF STRUCTURAL FRAMING UNTIL ALL PERMANENT BRACING, MOMENT CONNECTIONS AND FLOOR AND ROOF DECKS (DIAPHRAGMS) ARE COMPLETELY INSTALLED. THE STRUCTURAL ELEMENTS ARE UNSTABLE UNTIL THE STRUCTURE IS COMPLETED IN ACCORDANCE WITH THE PLANS.
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STRUCTURAL STEEL
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GENERAL NOTES
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STRUCTURAL PLANS AND SHALL SUBMIT PROGRESS REPORTS AND
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RESPONSIBLE FOR INDICATING COMPLIANCE WITH THE APPROVED
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WITH GEORGIA STATE AMENDMENTS. THE INSPECTOR SHALL BE
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WITH THE REQUIREMENTS OF THE 2018 INTERNATIONAL BUILDING CODE
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1. INDEPENDENT STRUCTURAL TESTS AND INSPECTIONS SHALL COMPLY
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INSPECTIONS
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2. SATISFY MINIMUM INSPECTION AND QUALITY CONTROL REQUIREMENTS
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OF THE 2018 INTERNATIONAL BUILDING CODE WITH GEORGIA STATE
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INSPECTION REPORTS TO THE ARCHITECT OF RECORD.
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AMENDMENTS.
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3. CODES CODES A. INTERNATIONAL BUILDING CODE, 2018 ED. WITH 2022 GEORGIA INTERNATIONAL BUILDING CODE, 2018 ED. WITH 2022 GEORGIA AMENDMENTS. B. REINFORCED CONCRETE: ACI 318-14. REINFORCED CONCRETE: ACI 318-14. C. ALL STEEL WORK SHALL COMPLY WITH APPLICABLE STANDARDS ALL STEEL WORK SHALL COMPLY WITH APPLICABLE STANDARDS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INCLUDING THE SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, LATEST EDITION AND THE AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING CODE, AWS D1.1-LATEST EDITION. 4. PROVIDE TEMPORARY BRACING OF STRUCTURAL FRAMING UNTIL PROVIDE TEMPORARY BRACING OF STRUCTURAL FRAMING UNTIL ALL PERMANENT BRACING, SHEAR WALLS, MOMENT CONNECTIONS, AND FLOOR AND ROOF DIAPHRAGMS ARE COMPLETELY INSTALLED. THE STRUCTURAL ELEMENTS ARE UNSTABLE UNTIL THE STRUCTURE IS COMPLETED IN ACCORDANCE WITH THE PLANS. 5. SHOP DRAWINGS GENERAL NOTE: THE PLANS, SECTIONS, AND SHOP DRAWINGS GENERAL NOTE: THE PLANS, SECTIONS, AND THE PLANS, SECTIONS, AND DETAILS PROVIDED AS PART OF THE CONTRACT DOCUMENTS SHALL NOT BE USED IN A REPRODUCIBLE FORM AS PART OF THE SHOP DRAWINGS.
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1. ALL WOOD FRAMING SHALL BE S.Y.P. NO. 2 OR BETTER, EXCEPTIONS,
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NOTED.
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2. ALL MEMBERS IN CONTACT WITH CONCRETE OR MASONRY SHALL BE
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PRESSURE TREATED.
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3. ALL LOAD BEARING STUD WALLS SHALL BE CONSTRUCTED OF 2x6'S
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PLANS & DETAILS FOR SPACING.
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4. KING STUDS, JAMB STUDS, JACK/ BEARING STUDS, AND BLOCKING
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SHALL BE S.P.F. #1/#2 OR BETTER, EXCEPTIONS NOTED.
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5. ALL LOAD BEARING STUD WALLS SHALL HAVE A ROW OF FULL-DEPTH
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HORIZONTAL BLOCKING @ 48" MAXIMUM ON CENTER. BLOCKING SHALL
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BE SAME SIZE AND GRADE AS WALL STUDS.
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6. ALL SILL PLATES IN ALL LOAD BEARING WALLS SHALL BE 2x
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SOUTHERN YELLOW PINE NO. 2 OR BETTER AND SHALL BE PRESSURE
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TREATED, TYPICAL.
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7. ALL TOP PLATES IN BEARING WALLS SHALL BE DOUBLE 2x PLATES, AutoCAD SHX Text
SOUTHERN YELLOW PINE NO. 2 OR BETTER.
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8. INSTALL TOP PLATES TO PROVIDE OVERLAPPING AT CORNERS AND AT
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INTERSECTIONS WITH OTHER PARTITIONS.
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9. END JOINTS IN DOUBLE TOP PLATES SHALL BE OFFSET 48" MIN.,
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LOCATED OVER A STUD, AND SHALL BE NAILED WITH NOT LESS THAN
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8-16D FACE NAILS ON EA. SIDE OF THE JOINT.
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10. PLATES SHALL BE A NOMINAL 2 INCHES IN DEPTH AND SHALL HAVE
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A WIDTH AT LEAST EQUAL TO THE WIDTH OF THE STUDS.
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11. ALL LVL'S SHALL HAVE PROPERTIES EQUAL TO OR BETTER THAN
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12. ALL LVL'S ARE COMPRISED OF 1 3/4" THICK PLIES. U.N.O. SEE
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MULTI-PLY BEAM ATTACHMENT DETAIL, SHEET S8 FOR ATTACHMENT
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OF PLIES.
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12.1. MULTIPLE PLY 2X HEADERS AND BEAMS SHALL ALSO BE
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ATTACHED PER MULTI-PLY BEAM ATTACHMENT DETAIL.
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13. WOOD CONSTRUCTION CONNECTORS SHALL BE ANCHOR TYPE/SIZE
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SPECIFIED HEREIN OR EQUIVALENT ANCHOR WITH EQUAL OR BETTER
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ALLOWABLE CAPACITY FROM USP OR TAMLYN.
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13.1. UNLESS NOTED OTHERWISE, PROVIDE MAXIMUM RECOMMENDED NO.
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OF FASTENERS. FASTENERS TO BE MANUFACTURER'S SPECIFIED
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FASTENER SIZE/TYPE.
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13.2. INSTALL ALL CONNECTORS IN STRICT ACCORDANCE WITH
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MANUFACTURER'S WRITTEN INSTRUCTIONS.
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14. DIMENSIONAL LUMBER CONNECTIONS NOT SPECIFICALLY CALLED OUT
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ON THESE DRAWINGS SHALL HAVE THE MINIMUM SIZE AND NUMBER OF
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FASTENERS AS REQUIRED IN CHAPTER 23 OF THE INTERNATIONAL
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BUILDING CODE, 2018 ED. WITH LATEST GA AMENDMENTS.
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WOOD FRAMING
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GENERAL NOTES
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201 E SOLOMON ST, GRIFFIN, GA 30223
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CITY OF GRIFFIN
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REPAIRS TO OLD GRIFFIN CITY HALL
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PI-TECH, INC.
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115 FOREST HILL RD. - MACON, GEORGIA (478)743-5600
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SHEET 1 OF 2
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FOR
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SHEET NO.
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CHECKED BY:
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DRAWN BY:
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DATE:
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MNE
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REVISIONS
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%%UIMPORTANT NOTE:
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THIS PROJECT IS INTENDED TO STABILIZE THE FRAMING LOCATED ABOVE THE
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COURTROOM ON THE SECOND FLOOR OF THE OLD CITY HALL BUILDING AND
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REPLACE THE UNDERSIZED HEADER BEAM THAT SPANS THE STAGE OPENING.
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DEFLECTIONS IN THE CEILING WILL STILL BE PRESENT, BUT THE ADDITIONAL
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FRAMING WILL SUFFICIENTLY CARRY ALL LOADS. DEFLECTION ABOVE THE
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STAGE OPENING SHOULD BE CORRECTED BY REPLACEMENT OF THE EXISTING BEAM.
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BASE PLATES ON FIRE BAY SLAB BEFORE COMMENCING CONSTRUCTION
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AND RECEIVE APPROVAL FROM OWNER.
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STRUCTURAL
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STRUCTURAL DESIGN BY
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PI-TECH, INC.
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COA Expiration: 6.30.2024
%%UNEW 1 3/4"x9 1/2 LVLS @ 16" O.C. (LOCATE BETWEEN EXISTING 2x10 JOISTS)
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EXISTING KNEE
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WALL
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ALIGN NEW STUDS
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LVLS
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BRACING FULL WIDTH
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OF COURTROOM (5'-0"
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EXISTING EXTERIOR WALL
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EXISTING KNEE WALL, VERIFY
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SIZE AND SPACING OF STUDS
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EXISTING 6 PLY TOP PLATE
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PROSCENIUM BEAM (20' MAX SPAN)
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PROVIDE TEMPORARY
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SHORING WALL
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PROVIDE TEMPORARY
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SHORING WALL
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MAX O.C. TYP.)
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BETWEEN ALL NEW/EXISTING
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BASE PLATE DETAIL
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NO SCALE
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4-1"%%C ANCHOR BOLTS
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FIRE BAY SLAB=0'-0"
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SEE BASE PLATE DETAIL
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FIRE BAY CEILING
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BEAM BEARING ELEV.=
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SIMPSON LU26 HANGER @ EACH JOIST
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CAP PLATE
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AND F.S. WITH 4-3/4"%%C
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THRU BOLTS
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2" N.S. GROUT
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OFFSET CAP PLATE
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TO %%UINSIDE FACE%%U OF
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PREVIOUS MODIFICATION
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@ 16" O.C., TYP.
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EXISTING LVL BEAM
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FROM PREVIOUS MODIFICATION
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EXISTING LVL BEAM
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FROM PREVIOUS MODIFICATION
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SISTER TO EXISTING LVL
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@ 16" O.C., TYP.
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ADD NEW FULL LENGTH
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EXISTING JOISTS, TYP (S4).
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1"%%C EXPANSION BOLTS WITH 4" EMBEDMENT, MIN.
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SCALE 1"=1'-0"
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201 E SOLOMON ST, GRIFFIN, GA 30223
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CITY OF GRIFFIN
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REPAIRS TO OLD GRIFFIN CITY HALL
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PI-TECH, INC.
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115 FOREST HILL RD. - MACON, GEORGIA (478)743-5600
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SHEET 2 OF 2
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FOR
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SHEET NO.
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CHECKED BY:
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DRAWN BY:
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DATE:
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MNE
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REVISIONS
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PROSCENIUM BEAM (20' MAX SPAN)
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NO SCALE
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COLUMN SPLICE DETAIL
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DETAIL MAY BE USED AS REQUIRED TO BRING COLUMN SECTIONS INTO BUILDING
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SPLICE PLATE
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STRUCTURAL
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STRUCTURAL DESIGN BY
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PI-TECH, INC.
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AutoCAD SHX Text 1.12.2024
AutoCAD SHX Text Pi-Tech, Inc. COA#PEF003000
COA Expiration: 6.30.2024
| Exhibit A |
| Courtroom Repairs_Griffin_City_Hall_1.12.2024 |
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| Sheets and Views |
| Model |
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File details come from the government source that posted it. Updated .