Marietta NatCem 859CM3021_CD95_Drawings 066-068.pdf

PDF 3 MB Posted Jun 13, 2023

Attached to: Y1JZ--859CM3021 Marietta National Cemetery Improvements
Solicitation number: 36C78623B0024
Issued by: Department of Veterans Affairs National Cemetery Administration

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Written by GovTribe AI · Dec 28, 2023

This package includes structural drawings and details for improvements at Marietta National Cemetery along with information on an associated federal contract opportunity. The drawings show plans, sections and details for a committal shelter, lodge rehabilitation, new restrooms and miscellaneous repair items. Reinforced concrete, structural steel, and light gauge steel framing are specified for construction. The contract opportunity is a solicitation issued by the Department of Veterans Affairs National Cemetery Administration for project 859CM3021 involving improvements at Marietta National Cemetery. No further details are provided on response dates, pricing terms, set asides or incumbent contractors.

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File	Type	Posted
36C78623B0024 0001.docx	DOCX document	Jul 13, 2023
Marietta NatCem 859CM3021_CD95_Project manual-2 of 2.pdf	PDF	Jun 13, 2023
Marietta NatCem 859CM3021_CD95_Drawings 025-035.pdf	PDF	Jun 13, 2023
Marietta NatCem 859CM3021_CD95_Project manual-1 of 2.pdf	PDF	Jun 13, 2023
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Cost Estimate Worksheet.pdf	PDF	Jun 13, 2023
36C78623B0024_1.docx	DOCX document	Jun 13, 2023
Marietta NatCem 859CM3021_CD95_Drawings 010-015.pdf	PDF	Jun 13, 2023
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N C A

ATIONAL

EMETERY

DMINISTRATION

Revisions Date

Drawing Title

Approved:

Project Title

Building Number Checked Drawn

Location

Date

Project No.

DRAWING NO.

Dwg. Of

1 2 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A B

C D

E F

A B

C D

E F

Walker Federal Services, LLC 7820B-162 Wormans Mill Road Frederick, Maryland 21701

WFS

LODGE REHABILITATION, NEW

RESTROOMS, COMMITTAL SHELTER,

MISCELLANEOUS REPAIR ITEMS

MARIETTA NATIONAL CEMETERY

859CM3021

ACM LMR

November 18, 2022

Bid Documents - Issued for Construction

1011 N. CAUSEWAY BLVD., STE 19

MANDEVILLE, LA 70471

ALAL

Engineering

PRINCIPPRINCIP

STRUCTURAL NOTES

S-001

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MIN. TENSION EMBEDMENT FOR STANDARD HOOKS (INCH)

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TENSION

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COMPRESSION

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TENSION

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COMPRESSION

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COMPRESSION

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TENSION

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COMPRESSION

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REQUIRED DEVELOPMENT LENGTHS FOR REBAR (INCH)

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STANDARD HOOK DETAILS

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CRITICAL SECTION

AutoCAD SHX Text NOTES: 1. ALL EMBEDMENTS LISTED ARE BASED ON ASTM A-615 GRADE 60 REBAR ALL EMBEDMENTS LISTED ARE BASED ON ASTM A-615 GRADE 60 REBAR 2. THE BONDS AND EMBEDMENTS LISTED ARE TYPICAL FOR ALL REINF. U.O.N. THE BONDS AND EMBEDMENTS LISTED ARE TYPICAL FOR ALL REINF. U.O.N. 3. CONTACT THE ENGINEER OF RECORD FOR REQUIRED EMBEDMENT LENGTHS FOR EPOXY COATED REINFORCEMENT.

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STRUCTURAL STEEL

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1. FABRICATE AND ERECT STRUCTURAL STEEL IN CONFORMANCE, W/ AISC "SPECIFICATION FOR FABRICATE AND ERECT STRUCTURAL STEEL IN CONFORMANCE, W/ AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", WITH COMMENTARY, AND ALL OSHA REQUIREMENTS. 2. STRUCTURAL STEEL SHAPES SHALL BE FABRICATED FROM THE FOLLOWING MATERIALS: STRUCTURAL STEEL SHAPES SHALL BE FABRICATED FROM THE FOLLOWING MATERIALS: A. ROLLED W AND WT SHAPES: ASTM A992, GRADE 50. ROLLED W AND WT SHAPES: ASTM A992, GRADE 50. B. ROLLED M, S, C AND MC SHAPES AND ANGLES: ASTM A36, FY=36 KSI. ROLLED M, S, C AND MC SHAPES AND ANGLES: ASTM A36, FY=36 KSI. C. PLATES AND BARS: ASTM A36, FY=36 KSI. PLATES AND BARS: ASTM A36, FY=36 KSI. D. COLD-FORMED HOLLOW STRUCTURAL SECTIONS (HSS): COLD-FORMED HOLLOW STRUCTURAL SECTIONS (HSS): E. ROUND SECTIONS: ASTM A500, GRADE C, FY=46 KSI. ROUND SECTIONS: ASTM A500, GRADE C, FY=46 KSI. F. SQUARE AND RECTANGULAR SECTIONS: ASTM A500, GRADE B, FY=46 KSI. SQUARE AND RECTANGULAR SECTIONS: ASTM A500, GRADE B, FY=46 KSI. G. STEEL PIPE: ASTM A53, TYPE E OR S, GRADE B, FY=35 KSI. STEEL PIPE: ASTM A53, TYPE E OR S, GRADE B, FY=35 KSI. 3. ALL SHOP AND FIELD WELDING SHALL CONFORM TO THE AWS D1.1 STRUCTURAL WELDING ALL SHOP AND FIELD WELDING SHALL CONFORM TO THE AWS D1.1 STRUCTURAL WELDING CODE BY THE AMERICAN WELDING SOCIETY. USE E70 SERIES WELDING ELECTRODES, U.O.N. WHERE NECESSARY, REMOVE GALVANIZING OR PRIMER PRIOR TO WELDING. 4. A325 BOLTS SHALL COMPLY WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING: ASTM A325 A325 BOLTS SHALL COMPLY WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING: ASTM A325 OR A490 BOLTS", INCLUDING COMMENTARY. A. TYP. BOLTS USED IN STRUCTURAL CONNECTIONS FOR THIS PROJECT ARE "~. TYP. BOLTS USED IN STRUCTURAL CONNECTIONS FOR THIS PROJECT ARE "~. 34"~. ~. B. TIGHTEN BEARING-TYPE BOLTS (A-325N) TO THE SNUG TIGHT CONDITION AS FOLLOWS: TIGHTEN BEARING-TYPE BOLTS (A-325N) TO THE SNUG TIGHT CONDITION AS FOLLOWS: BOLTS SHALL BE PLACED IN ALL HOLES, WITH WASHERS POSITIONED AS REQUIRED AND NUTS THREADED TO COMPLETE THE ASSEMBLY. COMPACTING THE JOINT TO THE SNUG-TIGHT CONDITION SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT. THE SNUG-TIGHTENED CONDITION IS THE TIGHTNESS THAT IS ATTAINED A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH. MORE THAN ONE CYCLE THROUGH THE BOLT PATTERN MAY BE REQUIRED TO ACHIEVE THE SNUG-TIGHTENED JOINT. PROVIDE HARDENED WASHERS CONFORMING TO ASTM F436 AND PLACE UNDER THE PART BEING TURNED. DO NOT REUSE OR RETIGHTEN BOLTS WHICH HAVE BEEN FULLY TIGHTENED. USE ONLY NON-GALVANIZED NUTS AND BOLTS THAT ARE CLEAN, RUST-FREE, AND WELL LUBRICATED. BOLTS AND NUTS SHALL BE WAX DIPPED BY THE BOLT SUPPLIER OR LUBRICATED WITH JOHNSON'S STICK WAX 140. CLEANING AND LUBRICATION OF ASTM F1852 TWIST-OFF-TYPE TENSION-CONTROL BOLTS IS NOT PERMITTED. STORE FASTENER COMPONENTS IN SEALED CONTAINERS UNTIL READY FOR USE. RESEAL OPEN CONTAINERS TO PREVENT CONTAMINATION BY MOISTURE OR OTHER DELETERIOUS SUBSTANCES. STORE CLOSED CONTAINERS FROM DIRT AND MOISTURE IN A PROTECTIVE SHELTER. TAKE FROM PROTECTIVE STORAGE ONLY AS MANY FASTENER COMPONENTS AS ARE ANTICIPATED TO BE INSTALLED DURING THE WORK SHIFT. FASTENER COMPONENTS THAT ARE NOT INCORPORATED INTO THE WORK SHALL BE RETURNED TO PROTECTIVE STORAGE AT THE END OF THE WORK SHIFT. FASTENERS FROM OPEN CONTAINERS AND FASTENERS THAT ACCUMULATE RUST OR DIRT SHALL NOT BE USED AND SHALL BE IMMEDIATELY AND PERMANENTLY REMOVED FROM THE PROJECT SITE. USE A-307 BOLTS FOR ALL ERECTION BOLTS AND BOLTS LESS THAN " ~, U.O.N. 34" ~, U.O.N. ~, U.O.N. ANCHOR RODS SHALL BE ASTM F1554 GRADE 55 WITH SUPPLEMENTARY 3. SETTING BASE AND BEARING PLATES: SETTING BASE AND BEARING PLATES: A. CLEAN CONCRETE AND MASONRY BEARING SURFACE OF BOND-REDUCING MATERIALS AND CLEAN CONCRETE AND MASONRY BEARING SURFACE OF BOND-REDUCING MATERIALS AND CLEAN BOTTOM OF BASE AND BEARING PLATE. B. SET BASE OR BEARING PLATE ON STAINLESS STEEL WEDGE OR OTHER ADJUSTING SET BASE OR BEARING PLATE ON STAINLESS STEEL WEDGE OR OTHER ADJUSTING DEVICES. C. TIGHTEN ANCHOR RODS AFTER STRUCTURAL STEEL FRAME HAS BEEN PLUMBED. DO NOT TIGHTEN ANCHOR RODS AFTER STRUCTURAL STEEL FRAME HAS BEEN PLUMBED. DO NOT REMOVE WEDGES OR SHIMS BUT, IF PROTRUDING, CUT OFF FLUSH WITH EDGE OF BASE OR BEARING PLATE PRIOR TO PACKING WITH GROUT. D. PACK OR POUR NON-SHRINK GROUT SOLIDLY BETWEEN BEARING SURFACE AND BASE OR PACK OR POUR NON-SHRINK GROUT SOLIDLY BETWEEN BEARING SURFACE AND BASE OR BEARING PLATE. ENSURE THAT NO VOIDS REMAIN. FINISH EXPOSED SURFACES, PROTECT GROUT AND ALLOW TO CURE. E. FOR PROPRIETARY GROUT MATERIALS, COMPLY WITH MANUFACTURER'S INSTRUCTIONS. FOR PROPRIETARY GROUT MATERIALS, COMPLY WITH MANUFACTURER'S INSTRUCTIONS. F. BASE PLATES MUST BE GROUTED A MINIMUM OF 72 HOURS PRIOR TO PLACING BASE PLATES MUST BE GROUTED A MINIMUM OF 72 HOURS PRIOR TO PLACING CONCRETE SLABS ON SUPPORTING STEEL STRUCTURE. 5. CUT, DRILL, OR PUNCH HOLES PERPENDICULAR TO METAL SURFACES. REAM HOLES THAT CUT, DRILL, OR PUNCH HOLES PERPENDICULAR TO METAL SURFACES. REAM HOLES THAT MUST BE ENLARGED TO ADMIT BOLTS AS PERMITTED BY ARCHITECT. DO NOT ENLARGE UNFAIR HOLES BY BURNING OR USING DRIFT PINS. 6. DO NOT SPLICE STRUCTURAL STEEL MEMBERS EXCEPT WHERE INDICATED ON THE DRAWINGS. DO NOT SPLICE STRUCTURAL STEEL MEMBERS EXCEPT WHERE INDICATED ON THE DRAWINGS. 7. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR MISCELLANEOUS STEEL NOT SHOWN ON SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR MISCELLANEOUS STEEL NOT SHOWN ON THE STRUCTURAL DRAWINGS. 8. PRIMARY FRAME STRUCTURAL STEEL SHALL BE SHOP PRIMED.PRIMARY FRAME STRUCTURAL STEEL SHALL BE SHOP PRIMED.

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GENERAL NOTES

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1. THE GOVERNING CODE FOR THIS PROJECT IS THE 2018 INTERNATIONAL BUILDING CODE WITH THE GOVERNING CODE FOR THIS PROJECT IS THE 2018 INTERNATIONAL BUILDING CODE WITH GEORGIA AMENDMENTS. THIS CODE PRESCRIBES WHICH EDITION OF EACH REFERENCE STANDARD APPLIES TO THIS PROJECT. 2. DELEGATED DESIGN TO CONTRACTOR'S ENGINEER: DELEGATED DESIGN TO CONTRACTOR'S ENGINEER: : INCLUDES STRUCTURAL STEEL FRAME, CONNECTIONS, LIGHT GAUGE STEEL FRAMING, AND FASTENERS TO DECK AND ROOF. SEE SPECIFICATIONS. 3. CONSTRUCTION IS TO COMPLY WITH THE REQUIREMENTS OF THE GOVERNING BUILDING CODE CONSTRUCTION IS TO COMPLY WITH THE REQUIREMENTS OF THE GOVERNING BUILDING CODE AND ALL OTHER APPLICABLE FEDERAL, STATE AND LOCAL CODES, STANDARDS, REGULATIONS AND LAWS. 4. THE STRUCTURAL DOCUMENTS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL THE STRUCTURAL DOCUMENTS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DOCUMENTS. IF A CONFLICT EXISTS, THE MORE STRINGENT GOVERNS. 5. DETAILS LABELED "TYPICAL" APPLY TO ALL SITUATIONS THAT ARE THE SAME OR SIMILAR TO DETAILS LABELED "TYPICAL" APPLY TO ALL SITUATIONS THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED, WHETHER OR NOT THEY ARE KEYED IN AT EACH LOCATION. QUESTIONS REGARDING THE APPLICABILITY OF TYPICAL DETAILS SHALL BE RESOLVED BY THE A/E OR RECORD. 6. OPENINGS SHOWN ON STRUCTURAL DRAWINGS ARE ONLY PICTORIAL. SEE THE ARCHITECTURAL OPENINGS SHOWN ON STRUCTURAL DRAWINGS ARE ONLY PICTORIAL. SEE THE ARCHITECTURAL AND M.E.P. DRAWINGS FOR THE SIZE AND LOCATION OF OPENINGS IN THE STRUCTURE. 7. CONTRACTORS WHO DISCOVER DISCREPANCIES, OMISSIONS OR VARIATIONS IN THE CONTRACT CONTRACTORS WHO DISCOVER DISCREPANCIES, OMISSIONS OR VARIATIONS IN THE CONTRACT DOCUMENTS DURING BIDDING SHALL IMMEDIATELY NOTIFY THE RESIDENT ENGINEER. THE A/E OF RECORD WILL RESOLVE THE CONDITION AND ISSUE A WRITTEN CLARIFICATION. 8. DO NOT SCALE DRAWINGS, USE ONLY PRINTED DIMENSIONS. ELECTRONIC DRAWINGS SHOULD DO NOT SCALE DRAWINGS, USE ONLY PRINTED DIMENSIONS. ELECTRONIC DRAWINGS SHOULD NOT BE ASSUMED TO BE DRAWN TO SCALE. REPORT ANY DISCREPANCIES IN WRITING TO THE COTR PRIOR TO PROCEEDING WITH WORK. DO NOT CHANGE SIZE OR LOCATION OF STRUCTURAL MEMBERS WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD. 9. THE CONTRACTOR SHALL PROTECT ADJACENT PROPERTY, HIS OWN WORK AND THE PUBLIC THE CONTRACTOR SHALL PROTECT ADJACENT PROPERTY, HIS OWN WORK AND THE PUBLIC FROM HARM. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS, AND JOBSITE SAFETY INCLUDING ALL OSHA REQUIREMENTS.

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SHALLOW FOUNDATIONS

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SHOP DRAWINGS AND OTHER SUBMITTALS

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SLAB ON GRADE

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1. ABOVE SUB-GRADE, USE FILL CONTAINING NOT MORE THAN 10% PASSING #200 SIEVE AND ABOVE SUB-GRADE, USE FILL CONTAINING NOT MORE THAN 10% PASSING #200 SIEVE AND MAXIMUM 1" . COMPACT TO 95% OF MAXIMUM DRY DENSITY AS DETERMINED BY MODIFIEDPROCTOR ASTM D-1557. 2. FILL PLACEMENT AND COMPACTION SHALL BE MONITORED AND ACCEPTED BY THE TESTING FILL PLACEMENT AND COMPACTION SHALL BE MONITORED AND ACCEPTED BY THE TESTING AGENCY. TAKE A MINIMUM OF ONE FIELD DENSITY TEST (ASTM OR D 2922) FOR EACH 2,000 SQUARE FEET OF EACH LAYER. THE TESTING AGENCY SHALL RANDOMLY SELECT TEST LOCATIONS. 3. FOR INTERIOR SLABS PLACE 10 MIL POLYETHYLENE SHEETING BETWEEN SOIL AND BOTTOM OF FOR INTERIOR SLABS PLACE 10 MIL POLYETHYLENE SHEETING BETWEEN SOIL AND BOTTOM OF SLAB. DO NOT USE ANY SHEETING BELOW EXTERIOR CONCRETE SLABS. 4. USE CHAIRS TO SUPPORT WIRE FABRIC IN THE CENTER OF SLAB. USE CHAIRS TO SUPPORT WIRE FABRIC IN THE CENTER OF SLAB. 5. PROVIDE CRACK CONTROL JOINTS AT 15 FEET MAXIMUM TO LIMIT AREAS BETWEEN JOINTS TO PROVIDE CRACK CONTROL JOINTS AT 15 FEET MAXIMUM TO LIMIT AREAS BETWEEN JOINTS TO 225 SQ. FT. IN ALL FLOATING SLABS ON GRADE. LOCATE TO CONFORM TO BAY SPACING WHENEVER POSSIBLE, ADD CRACK CONTROL JOINTS AT RE-ENTRANT CORNERS WHICH TEND TO INVITE CRACKS. 6. IN SIDEWALKS AND WALKWAYS, LOCATE ISOLATION JOINTS AT 20 FT. O.C. MAXIMUM SCORE IN SIDEWALKS AND WALKWAYS, LOCATE ISOLATION JOINTS AT 20 FT. O.C. MAXIMUM SCORE AND TOOL BETWEEN ISOLATION JOINTS IN EQUAL BAYS OF 5 FT. OR LESS. 7. SEE THE ARCHITECTURAL DRAWINGS FOR SLAB ON GRADE DEPRESSIONS AND OTHER SEE THE ARCHITECTURAL DRAWINGS FOR SLAB ON GRADE DEPRESSIONS AND OTHER REQUIREMENTS.

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1. FOOTING SIZES AND REINFORCING ARE BASED ON AN ALLOWABLE SOIL BEARING CAPACITY OF FOOTING SIZES AND REINFORCING ARE BASED ON AN ALLOWABLE SOIL BEARING CAPACITY OF 3000 PSF. ALL FOOTINGS SHALL BEAR ON COMPACTED FILL OR NATURAL SOIL PREPARED PER THE GEO-TECHNICAL REPORT (COMPACTED TO 98% MAX DRY DENSITY, ASTM D1557). 2. SUB-GRADE PREPARATION SHALL BE FIELD CONTROLLED AND TESTED BY A LICENSED SOILS SUB-GRADE PREPARATION SHALL BE FIELD CONTROLLED AND TESTED BY A LICENSED SOILS ENGINEER IN ACCORDANCE WITH THE GEO-TECHNICAL REPORT. AT COMPLETION, THAT ENGINEER SHALL PREPARE AND SUBMIT TO THE OWNER, ARCHITECT, CONTRACTOR AND STRUCTURAL ENGINEER A SIGNED AND SEALED LETTER INDICATING THAT THE RECOMMENDATIONS OF THE GEO-TECHNICAL REPORT HAVE BEEN FOLLOWED. 3. CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS, U.O.N. CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS, U.O.N. 4. TOP OF ALL FOOTINGS IS NOTED ON THE DRAWINGS.TOP OF ALL FOOTINGS IS NOTED ON THE DRAWINGS.

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1. REFER TO THE SPECIFICATIONS FOR SUBMITTAL PROCEDURE AND REQUIREMENTS. REFER TO REFER TO THE SPECIFICATIONS FOR SUBMITTAL PROCEDURE AND REQUIREMENTS. REFER TO THE APPLICABLE SPECIFICATION SECTIONS FOR TECHNICAL CONTENT REQUIREMENTS. INCOMPLETE SUBMITTALS WILL BE RETURNED WITHOUT REVIEW. 2. SUBMIT SPECIFIC COMPONENTS, SUCH AS COLUMN, FOOTINGS, ETC., IN A SINGLE PACKAGE. SUBMIT SPECIFIC COMPONENTS, SUCH AS COLUMN, FOOTINGS, ETC., IN A SINGLE PACKAGE. 3. DO NOT USE OR REPRODUCE STRUCTURAL DRAWINGS AS PART OF SHOP DRAWINGS WITHOUT DO NOT USE OR REPRODUCE STRUCTURAL DRAWINGS AS PART OF SHOP DRAWINGS WITHOUT THE WRITTEN PERMISSION OF THE ARCHITECT/ENGINEER. WHEN CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS ARE MADE AVAILABLE, IT IS UNDER THE FOLLOWING CONDITIONS: A. CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS ARE NOT CONTRACT DOCUMENTS. CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS ARE NOT CONTRACT DOCUMENTS. IN THE EVENT OF A CONFLICT, THE STRUCTURAL DRAWINGS SHALL GOVERN. B. THE USE OF CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS SHALL NOT IN ANY THE USE OF CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS SHALL NOT IN ANY WAY RELIEVE THE CONTRACTOR'S RESPONSIBILITY FOR PROPER CHECKING AND COORDINATION OF DIMENSIONS, DETAILS, SIZES AND QUANTITIES OF MATERIALS AS REQUIRED FOR THE PREPARATION OF COMPLETE AND ACCURATE SHOP DRAWINGS. C. THE CONTRACTOR SHALL REVISE ALL REFERENCES TO CONTRACT DOCUMENT SHEET THE CONTRACTOR SHALL REVISE ALL REFERENCES TO CONTRACT DOCUMENT SHEET NUMBERS AND SECTIONS MARKS AND SHALL REMOVE INFORMATION THAT IS NOT REQUIRED FOR THEIR WORK FROM THE CAD FILES OR COPIES OF THE STRUCTURAL DRAWINGS, INCLUDING THE TITLE BLOCK. 4. ON FIRST SUBMITTAL, CLEARLY FLAG AND CLOUD ALL DIFFERENCES FROM THE CONTRACT ON FIRST SUBMITTAL, CLEARLY FLAG AND CLOUD ALL DIFFERENCES FROM THE CONTRACT DOCUMENTS. ON RE-SUBMITTALS, FLAG AND CLOUD ALL CHANGES AND ADDITIONS TO PREVIOUS SUBMITTAL, ONLY CLOUDED ITEMS WILL BE REVIEWED. 5. SUBMITTALS FOR CUSTOM STRUCTURAL, LOAD-CARRYING ITEMS THAT ARE REQUIRED BY CODES SUBMITTALS FOR CUSTOM STRUCTURAL, LOAD-CARRYING ITEMS THAT ARE REQUIRED BY CODES OR STANDARDS TO RESIST FORCES MUST BE PREPARED BY, OR UNDER THE DIRECT SUPERVISION OF, A DELEGATED ENGINEER. EXAMPLES INCLUDE OPEN WEB STEEL JOIST, RE-ENGINEERED METAL BUILDINGS, STRUCTURAL LIGHT GAGE STEEL FRAMING, EXTERIOR ENCLOSURE SYSTEMS, AND SHORING AND RE-SHORING. 6. A DELEGATED ENGINEER IS DEFINED AS A LICENSED ENGINEER WHO SPECIALIZES IN AND A DELEGATED ENGINEER IS DEFINED AS A LICENSED ENGINEER WHO SPECIALIZES IN AND UNDERTAKES THE DESIGN OF STRUCTURAL COMPONENTS OR STRUCTURAL SYSTEMS INCLUDED IN A SPECIFIC SUBMITTAL PREPARED FOR THIS PROJECT AND IS AN EMPLOYEE OR OFFICER OF, OR CONSULTANT TO, THE CONTRACTOR OF FABRICATOR RESPONSIBLE FOR THE SUBMITTAL. THE DELEGATED ENGINEER SHALL SIGN, SEAL AND DATE THE SUBMITTAL, INCLUDING CALCULATIONS AND DRAWINGS, SEE SPECIFICATIONS FOR MORE SPECIFIC CRITERIA. 7. THE GENERAL CONTRACTOR SHALL REVIEW AND APPROVE SUBMITTALS AND SHALL SIGN AND THE GENERAL CONTRACTOR SHALL REVIEW AND APPROVE SUBMITTALS AND SHALL SIGN AND DATE EACH DRAWING PRIOR TO SUBMITTING TO THE ARCHITECT. THIS APPROVAL IS TO CONFIRM THAT THE SUBMITTAL IS COMPLETE, COMPLIES WITH THE SUBMITTAL REQUIREMENTS AND IS COORDINATED WITH FIELD DIMENSIONS, OTHER TRADES, ERECTION SEQUENCING AND CONSTRUCTIBLE. 8. THE STRUCTURAL ENGINEER REVIEWS SUBMITTALS TO CONFIRM THAT THE SUBMITTAL IS IN THE STRUCTURAL ENGINEER REVIEWS SUBMITTALS TO CONFIRM THAT THE SUBMITTAL IS IN GENERAL CONFORMANCE WITH THE DESIGN CONCEPT PRESENTED IN THE CONTRACT DOCUMENTS. QUANTITIES AND DIMENSIONS ARE NOT CHECKED. BEING CONSTRUCTIBLE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR/FABRICATOR. 9. THE STRUCTURAL ENGINEER'S REVIEW OF DELEGATED ENGINEER SUBMITTALS IS LIMITED TO THE STRUCTURAL ENGINEER'S REVIEW OF DELEGATED ENGINEER SUBMITTALS IS LIMITED TO VERIFYING THAT THE SPECIFIED STRUCTURAL SUBMITTAL HAS BEEN FURNISHED AND SEALED BY THE DELEGATED ENGINEER AND THAT THE DELEGATED ENGINEER HAS UNDERSTOOD THE DESIGN INTENT AND USED THE SPECIFIED STRUCTURAL CRITERIA. NO DETAILED CHECK OF CALCULATIONS WILL BE MADE. ALL COMMENTS BY THE STRUCTURAL ENGINEER WILL BE MADE ON THE SHOP DRAWINGS. CALCULATIONS ARE FOR ARCHITECT'S AND ENGINEER'S RECORDS AND ARE NOT APPROVED NOR RETURNED.

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EXCAVATION, BACKFILL AND DE-WATERING

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1. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LOGGING, SHORING, AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STRESS AND UTILITIES IN ACCORDANCE WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT AND OSHA REGULATIONS. DO NOT EXCAVATE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF ANY SOIL BEARING FOUNDATION UNLESS THE FOUNDATION IS PROPERLY PROTECTED AGAINST SETTLEMENT. 2. THE CONTRACTOR IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER IN A THE CONTRACTOR IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER IN A MANNER THAT DOES NOT INCONVENIENCE OR DAMAGE THE WORK.

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1. USE AN EPOXY, ACRYLIC OR POLYESTER RESIN ADHESIVE SYSTEM SUCH AS THE POWERS USE AN EPOXY, ACRYLIC OR POLYESTER RESIN ADHESIVE SYSTEM SUCH AS THE POWERS RAWL POWER-FAST SYSTEM, HILTI HIT HY150, ITW RAMSET/RED HEAD EPCON A7 OR C6 INJECTION SYSTEM, ALLIED FASTENER ALLIED GOLD A-1000, OR ACCEPTED EQUIVALENT. FOLLOW MANUFACTURER'S SPECIFICATIONS FOR USE AND INSTALLATION. 2. CONFIRM THE ABSENCE OF REINFORCING STEEL BY DRILLING A "~ PILOT HOLE FOR EACH CONFIRM THE ABSENCE OF REINFORCING STEEL BY DRILLING A "~ PILOT HOLE FOR EACH 14"~ PILOT HOLE FOR EACH ANCHOR. DO NOT CUT REINFORCING STEEL WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER. 3. DRILL " LARGER ~ HOLE THAN ANCHOR BOLT AND " LARGER HOLE THAN REINFORCING DRILL " LARGER ~ HOLE THAN ANCHOR BOLT AND " LARGER HOLE THAN REINFORCING 116" LARGER ~ HOLE THAN ANCHOR BOLT AND " LARGER HOLE THAN REINFORCING LARGER ~ HOLE THAN ANCHOR BOLT AND " LARGER HOLE THAN REINFORCING 18" LARGER HOLE THAN REINFORCING LARGER HOLE THAN REINFORCING BAR. THOROUGHLY CLEAN HOLE INCLUDING REMOVAL OF DUST PRIOR TO FILLING WITH EPOXY. 4. PROVIDE ANCHOR EMBEDMENT, SPACING AND EDGE DISTANCE AS SHOWN ON THE DRAWINGS.PROVIDE ANCHOR EMBEDMENT, SPACING AND EDGE DISTANCE AS SHOWN ON THE DRAWINGS.

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CHEMICAL ADHESIVE FOR ANCHOR BOLTS, REINFORCING BOLTS & THREADED BARS

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1. COMPLY WITH ACI 301 AND 318. COMPLY WITH ACI 301 AND 318. 2. PROVIDE STRUCTURAL CONCRETE WITH A MINIMUM ULTIMATE COMPRESSIVE DESIGN STRENGTH PROVIDE STRUCTURAL CONCRETE WITH A MINIMUM ULTIMATE COMPRESSIVE DESIGN STRENGTH IN 28 DAYS OF 4000PSI 3. USE NORMAL WEIGHT CONCRETE FOR ALL STRUCTURAL MEMBERS. U.O.N. USE NORMAL WEIGHT CONCRETE FOR ALL STRUCTURAL MEMBERS. U.O.N. 4. PROVIDE ASTM A-615 GRADE 60 REINFORCING STEEL. REINFORCING SHALL BE ACCURATELY PROVIDE ASTM A-615 GRADE 60 REINFORCING STEEL. REINFORCING SHALL BE ACCURATELY PLACED, RIGIDLY SUPPORTED AND FIRMLY TIED IN PLACE, WITH APPROPRIATE BAR SUPPORTS AND SPACERS. LAP CONTINUOUS REINFORCING 48 BAR ~. LAP BOTTOM STEEL OVER SUPPORTS AND TOP STEEL AT MID-SPAN, U.O.N. HOOK DISCONTINUOUS ENDS OF ALL TOP BARS AND ALL BARS IN WALLS, U.O.N. 5. PROVIDE COVER OVER REINFORCING AS FOLLOWS: PROVIDE COVER OVER REINFORCING AS FOLLOWS: A. CAST AGAINST & EXPOSED TO EARTH/WEATHER 3" CAST AGAINST & EXPOSED TO EARTH/WEATHER 3" 3" B. EXPOSED TO EARTH/WEATHER EXPOSED TO EARTH/WEATHER #6 THROUGH #18 REBAR 2" 2" C. #5 REBAR, W31/D31 WIRE OR SMALLER 1 " #5 REBAR, W31/D31 WIRE OR SMALLER 1 " 1 " 12" D. NOT EXPOSED TO EARTH/WEATHER NOT EXPOSED TO EARTH/WEATHER a. SLABS, WALLS, JOISTS SLABS, WALLS, JOISTS #14 AND #18 REBAR 1 " 1 " 12" #11 REBAR AND SMALLER " 34" b. BEAMS AND COLUMNS BEAMS AND COLUMNS REINF, TIES, STIRRUPS, SPIRALS 1 " 1 " 12" 6. WHERE SPECIFIED, PROVIDE PLAIN, COLD-DRAWN ELECTRICALLY-WELDED WIRE REINFORCEMENT WHERE SPECIFIED, PROVIDE PLAIN, COLD-DRAWN ELECTRICALLY-WELDED WIRE REINFORCEMENT CONFIRMING TO ASTM A-185. SUPPLY IN FLAT SHEETS ONLY. LAP SPLICE ONE CROSS WIRE SPACING PLUS TWO INCHES. 7. UTILITIES SHALL NOT PENETRATE BEAMS OR COLUMNS BUT MAY PASS THROUGH SLABS AND UTILITIES SHALL NOT PENETRATE BEAMS OR COLUMNS BUT MAY PASS THROUGH SLABS AND WALLS INDIVIDUALLY, U.O.N.. FOR OPENINGS 24" LONG OR LESS, CUT REINFORCING AND REPLACE A LONG SIDE OPENING WITH SPLICE BARS OF EQUIVALENT AREA WITH 48 BAR ~ LAP. PREPARE AND SUBMIT SHOP DRAWINGS FOR OPENINGS LONGER THAN 24". FOR RECTANGULAR OPENINGS 12" LONG OR LONGER, ADD (1) #5 X 6' MID DEPTH & DIAGONAL AT ALL 4 CORNERS. 8. WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUIT AND PIPES UP TO 1"~ MAY BE WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUIT AND PIPES UP TO 1"~ MAY BE EMBEDDED IN CONCRETE PER ACI 318, SECTION 6.3. SPACE AT 3~ O.C.PLACE BETWEEN OUTER LAYERS OF REINFORCING IF CONDUITS ARE SIGNIFICANTLY CONGESTED, ADDITIONAL REINFORCING PERPENDICULAR TO PIPING MAY BE REQUIRED. REQUESTS TO EMBED LARGER PIPES SHOULD BE ACCOMPANIED BY A DETAILED DESCRIPTION AND BE SUBMITTED TO THE ARCHITECT FOR EVALUATION. 9. PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI 318, SECTION 6.4. PROVIDE PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI 318, SECTION 6.4. PROVIDE KEYWAYS AND ADEQUATE DOWELS. SUBMIT DRAWINGS SHOWING LOCATION OF CONSTRUCTION JOINTS AND DIRECTION OF POUR FOR REVIEW. 10. PROVIDE REINFORCING STEEL PLACER WITH A SET OF STRUCTURAL DRAWINGS FOR FIELD PROVIDE REINFORCING STEEL PLACER WITH A SET OF STRUCTURAL DRAWINGS FOR FIELD REFERENCE. INSPECT REINFORCING STEEL PLACING FROM STRUCTURAL DRAWINGS.

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REINFORCED CONCRETE

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AutoCAD SHX Text TOPOGRAPHIC FACTOR (Kzt)

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GUST EFFECT (G)

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WIND SPEED

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GOVERNING CODE

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ASCE 7-16

AutoCAD SHX Text VELOCITY PRESSURE EXPOSURE COEFFICIEN (Kz)

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RISK CATEGORY

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WIND LOAD DESIGN CRITERIA - COMMITTAL SHELTER

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ENCLOSURE CATEGORY

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OPEN

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PRIME CONSULTANT

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CONSULTANTS

DCA B

EDGE OF SLAB

HSS 6"x6"x3 8"

COLUMN

EDGE OF SLAB

S-201

2' -9

1'-9" 2'-9"

2' -9

LS-301

ADJACENT

SIDEWALK

EXPANSION JOINT

(TYP.)

CONTROL JOINT

(TYP.)

REINFORCED PCC

SLAB ON GROUND,

12" THICK

18'-0"

'-0

3' -0

3'-0"

21'-6"

'-6

3' -0

DCA B

1 2"

2"x6"x3

8" HSS

6"x6"x3

8" HSS

6"x6"x3

8" HSS

COLUMN

1' -9

-9

S-201

NOTES:

1. STEEL FRAME AND CONNECTION DESIGN IS DELEGATED TO CONTRACTOR'S ENGINEER. SEE

SPECIFICATIONS.

2. CONNECTIONS SHALL BE SHOP WELDED TO THE MAXIMUM DEGREE POSSIBLE WHILE ALLOWING

LEGAL, NON-OVERSIZE TRANSPORT. FIELD CONNECTIONS SHALL BE WELDED, TO DEVELOP

FULL-STRENGTH REQUIRED.

2"x6"x3

8" HSS FAN

SUPPORT

N C A

ATIONAL

EMETERY

DMINISTRATION

Revisions Date

Drawing Title

Approved:

Project Title

Building Number Checked Drawn

Location

Date

Project No.

DRAWING NO.

Dwg. Of

1 2 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A B

C D

E F

A B

C D

E F

Walker Federal Services, LLC 7820B-162 Wormans Mill Road Frederick, Maryland 21701

WFS

LODGE REHABILITATION, NEW

RESTROOMS, COMMITTAL SHELTER,

MISCELLANEOUS REPAIR ITEMS

MARIETTA NATIONAL CEMETERY

859CM3021

ACM LMR

November 18, 2022

Bid Documents - Issued for Construction

1011 N. CAUSEWAY BLVD., STE 19

MANDEVILLE, LA 70471

ALAL

Engineering

PRINCIPPRINCIP

STRUCTURAL PLAN

S-101

FRAMING PLAN

1/4" = 1'-0"2

FOUNDATION PLAN

1/4" = 1'-0"

CJCJ

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PRIME CONSULTANT

CA B

7' -3

9' -5

1 2" 10 '-7

3' -3

8' -5

1 4"

6"x6"x3

8" HSS

COLUMN

2"x6"x3 8"

HSS

2"x6"x3 8"

HSS

METAL SHIM PLATES TO

SUPPORT TONGUE AND

GROOVE ROOF DECK

2"x6"x3 8 "

HSS

1' -0

COMPACTED NATIVE SOIL

(98% MAX DRY DENSITY)6" CLEAN SAND FILL COMPACTED

TO 95% STANDARD PROCTOR

CONTROL JOINT

#5 BAR @ 6", EACH WAY,

EACH FACE

S-201

12" PCC SLAB

ADJACENT

SIDEWALK

5"x5"x1

4" HSS ARCH

(BENT TO SHAPE)

6"x6"x3 8"

HSS HIP

2-12"x2-12"x1 4"

STEEL CHANNEL

8'-0" DIAM. FAN

(SEE AE-311 FOR DETAILS)

2' -0

2 "x7" S.S. ANCHOR

6"x6"x3

8" HSS W/ 38"

MOUNTING PLATE

3" M

3 8"

GROUT

BOLT ACCESS PORT AND

REMOVABLE COVER

LS-301

ROUNDOVER

EXPOSED EDGE

(TYP.)

1' -0

2"#4 BAR, 6" O.C.,

EACH WAY

1/ 2"

EXISTING

BASEMENT

EXISTING

STAIRWELL

EXISTING MASONRY

FOUNDATION WALL

EXISTING WOOD

FLOOR AND

STRUCTURE

1151'-1 3/4"

NEW CONCRETE SILL

NEW TURNED DOWN

CONCRETE SLAB

NEW SIDEWALK

NEW 1/4" ADA

SADDLE THRESHOLD

NEW 6X6 WOOD

POST

NEW GALV. METAL

POST BASE WITH 1"

STAND OFF

1151'-1 1/4"

1/4" EXPANSION JOINT

1/2" EXPANSION JOINTEXISTING

CONCRETE

SLAB

#4 BAR, 16" LONG,

AT 6" CENTERS

EXISTING

CONCRETE

WALL

0.5% 0.5%

COMPACTED NATIVE SOIL

(98% MAX DRY DENSITY)

6" CLEAN SAND FILL COMPACTED

TO 95% STANDARD PROCTOR

#5 BAR @ 6",

EACH WAY

12" PCC SLAB

7' -3

9' -5

1 2" 10 '-7

8' -5

1 4"

3'-0"12'-0"3'-0"

6"x6"x3 8"

HSS COLUMN

6"x6"x3 8"

HSS HIP

2"x6"x3 8"

HSS

6"x6"x3 8"

HSS

5"x5"x1

4" HSS ARCH

(BENT TO SHAPE)

2"x6"x3 8 "

HSS

2"x4"x3 8"

HSS

1' -0

3' -3

0301 02 04 2"x6"x3

8" HSS

8'-0" DIAM. FAN

(SEE AE-311 FOR DETAILS)

4" 5"

4 " FULL THREAD

HEX BOLT

COVER PLATE

2"x7" ANCHOR

(5" EMBED)

ACCESS PORT

ACCESS PORT OPEN COVER PLATE INSTALLED

STAINLESS STEEL

SHIM PLATE AS

REQ'D

CAST IN OR

POST-INSTALL

WITH HIGH

STRENGTH EPOXY

1/2" GALV. STUD, NUT AND

WASHER WITH 12" SPACING

BETWEEN CONNECTIONS

1/2" GAP USING WASHERS

(EXTERIOR WALL ONLY)

2X LEDGER BOARD

(MIN)

DRILL AND EPOXY STUD

INTO EXISTING

CONCRETE WALL

N C A

ATIONAL

EMETERY

DMINISTRATION

Revisions Date

Drawing Title

Approved:

Project Title

Building Number Checked Drawn

Location

Date

Project No.

DRAWING NO.

Dwg. Of

1 2 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A B

C D

E F

A B

C D

E F

Walker Federal Services, LLC 7820B-162 Wormans Mill Road Frederick, Maryland 21701

WFS

LODGE REHABILITATION, NEW

RESTROOMS, COMMITTAL SHELTER,

MISCELLANEOUS REPAIR ITEMS

MARIETTA NATIONAL CEMETERY

859CM3021

ACM LMR

November 18, 2022

Bid Documents - Issued for Construction

1011 N. CAUSEWAY BLVD., STE 19

MANDEVILLE, LA 70471

ALAL

Engineering

PRINCIPPRINCIP

STRUCTURAL SECTIONS AND

DETAILS

S-201

SECTION

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

SECTION

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

CSS BASEPLATE DETAIL

SCALE: 1-1/2" = 1'-0"5

LODGE EAST ENTRANCE SECTION

SCALE: 1" = 1'-0" 4

BOLT ACCESS PORT DETAIL

SCALE: 3" = 1'-0"

NOTES:

1. SLAB FINISH IS TO MATCH THAT OF SURROUNDING SIDEWALKS.

2. REFER TO ARCHITECTURAL FOR ELECTRICAL CUTOUTS AND ENDPLATES.

3. STAINLESS SHIM PLATES, MATCHING BASE PLATE SHAPE, IS TO BE

INSTALLED AS NECESSARY TO LEVEL STRUCTURE.

LEDGER CONNECTION DETAIL

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

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PRIME CONSULTANT

Sheets and Views

S-001

Sheets and Views

S-101

Sheets and Views

S-201

File details come from the government source that posted it. Updated Jun 13, 2023.