AMMEND 9-1-22 Design Sh 141-144 Sarasota Expansion.pdf

PDF 5 MB Posted Sep 1, 2022

Attached to: Y1AZ--Sarasota National Cemetery Expansion Project 931CM3004
Solicitation number: 36C78622B0025
Issued by: Department of Veterans Affairs National Cemetery Administration

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Written by GovTribe AI · Dec 28, 2023

This package includes construction documents and specifications for a gravesite expansion project at Sarasota National Cemetery. The project involves adding additional burial sites through construction of a committal shelter, columbarium, and related site work.

The committal shelter plans show the foundation, framing, and roof design. Structural steel, reinforced concrete, masonry, and light gauge steel framing will be used. Specifications cover requirements for these materials and their installation. The columbarium foundation plans indicate reinforced concrete footings, pedestals, and piers to support precast niche units. Reinforcing details and construction notes are provided.

The solicitation is an IFB issued by the Department of Veterans Affairs National Cemetery Administration for the gravesite expansion project under solicitation number 36C78622B0025. Responses are due on an unspecified date, and award will occur thereafter. Pricing terms and contract provisions are governed by FAR references. The incumbent contractor was not identified.

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Other files

File	Type	Posted
36C78622B0025 0003.docx	DOCX document	Sep 19, 2022
AMMEND 9-1-22 Design Sh 133-140 Sarasota Expansion.pdf	PDF	Sep 1, 2022
AMMEND 9-1-22 Design Spec Appen A Sarasota Expansion.pdf	PDF	Sep 1, 2022
AMMEND 9-1-22 Design Specifications Sarasota Expansion.pdf	PDF	Sep 1, 2022
C03 Sarasota Ammended 36C78622B0025 0002.pdf	PDF	Sep 1, 2022
AMMEND 9-1-22 Design Spec Appen B Sarasota Expansion.pdf	PDF	Sep 1, 2022
AMMEND 9-1-22 Design Sh 119-132 Sarasota Expansion.pdf	PDF	Sep 1, 2022
AMMEND 9-1-22 Design Sh 113-117 Sarasota Expansion.pdf	PDF	Sep 1, 2022
AMMEND 9-1-22 Design Sh 118 Sarasota Expansion.pdf	PDF	Sep 1, 2022
36C78622B0025 0001.docx	DOCX document	Aug 25, 2022
Sarasota Expansion Design Sh 012-019b.pdf	PDF	Aug 25, 2022
Sarasota Expansion Design Sh 095-112.pdf	PDF	Aug 25, 2022
Sarasota 931004_Specifications.pdf	PDF	Aug 25, 2022
Sarasota Expansion Design Sh 054-069.pdf	PDF	Aug 25, 2022
Sarasota Expansion Design Sh 070-094.pdf	PDF	Aug 25, 2022
Sarasota Expansion Design Sh_020-034.pdf	PDF	Aug 25, 2022
Sarasota Expansion Design Sh 035-053.pdf	PDF	Aug 25, 2022
Sarasota Expansion Design Sh 001-011.pdf	PDF	Aug 25, 2022
Sarasota Expansion Design Sh 113-147.pdf	PDF	Aug 25, 2022
P07 Sarasota Wage Determination Building.txt	TXT text file	Aug 23, 2022
S02_Attachment-_Contractor Price Estimate Worksheet.xlsx	XLSX spreadsheet	Aug 23, 2022
P07 Sarasota Wage Determination Heavy.txt	TXT text file	Aug 23, 2022
S02_Attachment-_852.219-77_Limitations on Subcontracting-Contractor Certification.pdf	PDF	Aug 23, 2022
P09 - SSP Sarasota Ph 2 Expansion Project 19 Apr 22.docx	DOCX document	Aug 23, 2022
P07 Sarasota Wage Determination Highway.txt	TXT text file	Aug 23, 2022
36C78622B0025.docx	DOCX document	Aug 23, 2022

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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

GRAVESITE EXPANSION

SARASOTA NATIONAL CEMETERY

931-003, -004, -006

ACM LMR

October 14, 2021

100% Construction Documents - Issued for Construction

,OCN

RY I. DIFRA

N E

E R

P R

O F

ESSIONAL ENG

LICENSE

FLORIDA

No. 71950

STATE OF

10/14/2021

1011 N. CAUSEWAY BLVD., STE 19

MANDEVILLE, LA 70471

ALAL

Engineering

PRINCIPPRINCIP

STRUCTURAL NOTES

S-001

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DESIGN LOADS

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OCCUPANCY-

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LIVE LOAD

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DEAD LOAD

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ROOF

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20 PSF

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7 PSF

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FLOORS

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100 PSF

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25 PSF

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LOADS LISTED ABOVE DO NOT INCLUDE MASONRY WALLS OR CONCRETE SLABS SELF WEIGHT.

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BAR SIZE

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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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TENSION

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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. ANCHOR RODS- UNLESS INDICATED OTHERWISE IN THE COLUMN SCHEDULE OR ON THE ANCHOR RODS- UNLESS INDICATED OTHERWISE IN THE COLUMN SCHEDULE OR ON THE DRAWINGS, ANCHOR RODS SHALL CONFORM TO ASTM F1544, GRADE 55 AND THE SIZE SHALL BE "~AND SHALL BE EMBEDDED INTO THE CONCRETE FOUNDATION A DISTANCE OF 1'-0" 34"~AND SHALL BE EMBEDDED INTO THE CONCRETE FOUNDATION A DISTANCE OF 1'-0" ~AND SHALL BE EMBEDDED INTO THE CONCRETE FOUNDATION A DISTANCE OF 1'-0" WITH A HEAVY HEX NUT AT THE EMBEDDED END. STRIKE BOLT THREADS AT THE EMBEDDED END TWO PLACES BELOW THE NUT. 4. 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 WEDGE OR OTHER ADJUSTING DEVICES. SET BASE OR BEARING PLATE ON 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 FLORIDA BUILDING CODE, SEVENTH EDITION THE GOVERNING CODE FOR THIS PROJECT IS THE FLORIDA BUILDING CODE, SEVENTH EDITION (2020). THIS CODE PRESCRIBES WHICH EDITION OF EACH REFERENCE STANDARD APPLIES TO THIS PROJECT. 2. DELEGATED DESIGN INCLUDES STRUCTURAL STEEL FRAME, CONNECTIONS, LIGHT GAUGE STEEL DELEGATED DESIGN 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. 10. THE CONTRACTOR IS RESPONSIBLE FOR STABILITY AND TEMPORARY BRACING, INCLUDING, BUT THE CONTRACTOR IS RESPONSIBLE FOR STABILITY AND TEMPORARY BRACING, INCLUDING, BUT NOT LIMITED TO, MASONRY WALLS. WHEREVER THE CONTRACTOR IS UNSURE OF THESE REQUIREMENTS, THE CONTRACTOR SHALL RETAIN A FLORIDA LICENSED ENGINEER TO DESIGN AND INSPECT THE TEMPORARY BRACING AND STABILITY OF THE STRUCTURE.

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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 2500 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 FLORIDA LICENSED ENGINEER WHO SPECIALIZES IN A DELEGATED ENGINEER IS DEFINED AS A FLORIDA 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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1. CONSTRUCT MASONRY IN ACCORDANCE WITH ACI 530/ASCE 5, "BUILDING CODE REQUIREMENTS CONSTRUCT MASONRY IN ACCORDANCE WITH ACI 530/ASCE 5, "BUILDING CODE REQUIREMENTS FOR CONCRETE M530.1 /ASCE 6, "SPECIFICATIONS FOR THE DESIGN AND CONSTRUCTION OF LOAD BEARING CONCRETE MASONRY". 2. USE 50% SOLID, NOMINAL 8X8X16, CONCRETE MASONRY UNITS CONFIRMING TO ASTM C90. USE 50% SOLID, NOMINAL 8X8X16, CONCRETE MASONRY UNITS CONFIRMING TO ASTM C90. LAY UP UNITS IN RUNNING BOND. SAW CUT UNITS WHICH ARE NOT IN MULTIPLES OF 8". UNITS SHALL BE AT LEAST 8" LONG. BAND CORNERS BY LAPPING ENDS 8" IN SUCCESSIVE VERTICAL COURSES. DESIGN OF WALLS IS BASED ON A F'M OF 2000 PSI. 3. USE TYPE S MORTAR IN ACCORDANCE WITH ASTM C270 EXCEPT USE TYPE M MORTAR BELOW USE TYPE S MORTAR IN ACCORDANCE WITH ASTM C270 EXCEPT USE TYPE M MORTAR BELOW GRADE. HEAD AND BED JOINTS SHALL BE " FOR THE THICKNESS OF THE FACE SHELL. 38" FOR THE THICKNESS OF THE FACE SHELL. FOR THE THICKNESS OF THE FACE SHELL. WEBS ARE TO BE FULLY MORTARED IN ALL COURSES OF PIERS, COLUMNS AND PILASTERS, IN THE STARTING COURSE AND WHERE AN ADJACENT CELL IS TO BE GROUTED. REMOVE MORTAR PROTRUSIONS EXTENDING " OR MORE INTO CELLS TO BE GROUTED. 12" OR MORE INTO CELLS TO BE GROUTED. OR MORE INTO CELLS TO BE GROUTED. 4. USE STANDARD (9 GAGE) HORIZONTAL JOINT REINFORCING CONFORMING TO ASTM A-82 IN USE STANDARD (9 GAGE) HORIZONTAL JOINT REINFORCING CONFORMING TO ASTM A-82 IN EVERY OTHER COURSE. OVERLAP DISCONTINUOUS ENDS 6". USE PREFABRICATED CORNERS AND TESTS. USE TRUSS TYPE, EXCEPT USE LADDER TYPE IN WALLS WITH VERTICAL REINFORCING. EXTEND JOINT REINFORCING A MINIMUM OF 4" INTO TIE COLUMNS. 5. USE FINE GROUT CONFORMING TO ASTM C-476, WITH A MINIMUM COMPRESSIVE STRENGTH OF USE FINE GROUT CONFORMING TO ASTM C-476, WITH A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI IN 28 DAYS. AGGREGATE TO CONFORM TO ASTM C404 FOR FINE GROUT, WITH SLUMP OF 8" TO 10". GROUT ALL MASONRY CONTAINING REINFORCING, ALL CELLS OF 4 HOUR RATED WALLS AND WHERE INDICATED ON THE DRAWINGS. ALLOW MORTAR TO CURE 24 HOURS PRIOR TO GROUTING. PROVIDE CLEANOUT OPENINGS AT THE BASE OF CELLS CONTAINING REINFORCING STEEL TO CLEAN THE CELL AND TO TIE THE VERTICAL BAR TO THE DOWEL. IN HIGH-LIFT GROUTING, USE 5'-0" (MAXIMUM) LIFTS, WITH " HOUR TO 1 HOUR 12" HOUR TO 1 HOUR HOUR TO 1 HOUR BETWEEN LIFTS. VIBRATE EACH LIFT AND RECONSOLIDATE THE PREVIOUS LIFT.

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6. USE ASTM A-615 GRADE 60 REINFORCING STEEL. REINFORCE WALLS WHERE INDICATED ON USE ASTM A-615 GRADE 60 REINFORCING STEEL. REINFORCE WALLS WHERE INDICATED ON THE DRAWINGS AND AT ALL INTERSECTIONS, EACH SIDE OF OPENINGS AND AT THE ENDS OF WALLS. USE BAR SPACERS AT 10'-0" O.C. WHERE GROUT POUR HEIGHT EXCEEDS 10'-0". 7. AT BOND/TIE BEAM CORNERS AND INTERSECTIONS, PLACE 1 #5 x 5'-0" T&B CORNER BAR, AT BOND/TIE BEAM CORNERS AND INTERSECTIONS, PLACE 1 #5 x 5'-0" T&B CORNER BAR, WITH 30" LEGS EACH WAY, AT THE EXTERIOR FACE. 8. BEAMS NOT SCHEDULED ARE MINIMUM 8" x 12" TIE BEAMS WITH (2) #5 BARS TOP AND BEAMS NOT SCHEDULED ARE MINIMUM 8" x 12" TIE BEAMS WITH (2) #5 BARS TOP AND BOTTOM AND #3 TIES SPACED AT 48" O.C. TYPICAL AND #4 TIES AT 12" O.C. AT ENDS AND INTERSECTIONS, U.O.N. COLUMNS NOT SCHEDULED ARE MINIMUM 8" X 12" TIE COLUMNS WITH (4) #5 VERTICAL BARS AND #2 TIES AT 12" O.C. USE 30" LAP SPLICES. HOOK ALL BARS AT DISCONTINUOUS ENDS. 9. REINFORCED MASONRY WALL CONSTRUCTION SHALL BE INSPECTED BY AN ENGINEER OR REINFORCED MASONRY WALL CONSTRUCTION SHALL BE INSPECTED BY AN ENGINEER OR ARCHITECT IN ACCORDANCE WITH ACI 530. 1/ASCE 6. 10. WHERE ANCHOR BOLTS, WEDGE ANCHORS OR ANCHORS SET IN EPOXY ARE SET IN A WHERE ANCHOR BOLTS, WEDGE ANCHORS OR ANCHORS SET IN EPOXY ARE SET IN A MASONRY WALL, FILL CELLS WITH GROUT FOR BOLTED COURSE, ONE COURSE ABOVE AND TWO COURSES BELOW. 11. PROVIDE LINTELS OR HEADERS WITH MINIMUM 8" BEARING OVER ALL MASONRY OPENINGS. PROVIDE LINTELS OR HEADERS WITH MINIMUM 8" BEARING OVER ALL MASONRY OPENINGS. 12. USE PRESSURE-TREATED WOOD FOR WOOD IN CONTACT WITH MASONRY. USE PRESSURE-TREATED WOOD FOR WOOD IN CONTACT WITH MASONRY. 13. THE STRUCTURE IS SUPPORTED BY BEARING WALLS, U.O.N. ERECT MASONRY PRIOR TO THE STRUCTURE IS SUPPORTED BY BEARING WALLS, U.O.N. ERECT MASONRY PRIOR TO CASTING CONCRETE COLUMNS WITHIN BEARING WALLS OR CASTING BEAMS AND SLABS SUPPORTED BY BEARING WALLS.

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CONCRETE MASONRY

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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. 5. THREADED RODS ARE A-36 GALVANIZED STEEL, U.O.N.THREADED RODS ARE A-36 GALVANIZED STEEL, U.O.N.

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CHEMICAL ADHESIVE FOR ANCHOR BOLTS, REINFORCING BOLTS & THREADED BARS

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CONCRETE MASONRY (CONTINUED)

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1. FABRICATE AND ERECT EXTERIOR STUD CONSTRUCTION IN ACCORDANCE WITH THE GENERAL FABRICATE AND ERECT EXTERIOR STUD CONSTRUCTION IN ACCORDANCE WITH THE GENERAL NOTES AND THE SPECIFICATIONS. 2. LIGHT GAGE STEEL FRAMING DETAILS SHOWN ON CONTRACT DOCUMENTS REPRESENT A LIGHT GAGE STEEL FRAMING DETAILS SHOWN ON CONTRACT DOCUMENTS REPRESENT A MINIMUM DESIGN INTENT TO BE FOLLOWED. CONNECTIONS NOT DETAILED IN CONTRACT DOCUMENTS SHALL BE DESIGNED AND DETAILED BY FABRICATOR ACCORDING TO SPECIFICATIONS AND REQUIREMENTS HEREIN. MINIMUM GAGE OF MEMBERS IS 18 GAGE, BUT NOT LESS THAN THAT SHOWN ON THE PLANS AND DETAILS. 3. SUBMIT COMPLETE SHOP DRAWINGS AND CALCULATIONS SHOWING METHOD OF FABRICATION, SUBMIT COMPLETE SHOP DRAWINGS AND CALCULATIONS SHOWING METHOD OF FABRICATION, ERECTION PROCEDURES, ATTACHMENT OF THE SYSTEM TO THE BUILDING, JOINTS, CONNECTIONS AND FRAMING. CALCULATIONS AND SHOP DRAWINGS SHALL BE PREPARED, SIGNED AND SEALED BY A DELEGATED ENGINEER. SEE NOTES "SHOP DRAWINGS AND OTHER SUBMITTALS". CALCULATIONS ARE SUBMITTED FOR RECORD ONLY. 4. USE GALVANIZED STEEL "C" STUDS, TRACKS, ANGLES AND STRAPS AS SHOWN ON DRAWINGS. USE GALVANIZED STEEL "C" STUDS, TRACKS, ANGLES AND STRAPS AS SHOWN ON DRAWINGS. ALL TRACKS TO BE SAME GAGE AS STUDS WITH MINIMUM OF 1 " LEG. 14" LEG. LEG. 5. MAXIMUM SPACING OF LATERAL BRIDGING FOR LTG FRM STUDS SHALL BE 5'-0" FOR SPANS MAXIMUM SPACING OF LATERAL BRIDGING FOR LTG FRM STUDS SHALL BE 5'-0" FOR SPANS GREATER THAN TEN (10) FEET AND MIDSPAN FOR SHORTER SPANS. LATERAL BRIDGING SHALL ALSO BE PROVIDED AT FREE ENDS OF CANTILEVERED PARAPETS AND NEAR THE SUPPORTS OF CONTINUOUS SPANS.

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6. LTG FRM CONNECTIONS TO STRUCTURAL FRAMING SHALL BE CAPABLE OF WITH STANDING A LTG FRM CONNECTIONS TO STRUCTURAL FRAMING SHALL BE CAPABLE OF WITH STANDING A MINIMUM 250 POUNDS FORCE IN ANY DIRECTION, BUT NOT LESS THAN THAT REQUIRED BY CALCULATIONS. CONNECT LTG FRM TO STRUCTURAL FRAME SO AS TO MINIMIZE INTRODUCTION OF FLEXURAL AND TORSIONAL FORCES IN STRUCTURAL MEMBERS. PROVIDE STRUTS, KNEE BRACING, ETC., TO STABILIZE LTG FRM FRAMING AS REQUIRED. 7. DOOR AND WINDOW SILLS, HEADERS, AND JAMBS SHALL BE DESIGNED TO RESIST WIND DOOR AND WINDOW SILLS, HEADERS, AND JAMBS SHALL BE DESIGNED TO RESIST WIND FORCES ON TRIBUTARY WINDOWS AND DOORS AND TO TRANSMIT THESE FORCES TO THE PRIMARY STRUCTURAL FRAME. AS A MINIMUM, AT OPENINGS PROVIDE DOUBLE SILLS, HEADERS AND JAMBS. 8. SCREWS, WHERE REQUIRED, SHALL MEET THE MINIMUM REQUIREMENTS OF SAE J-429 GRADE SCREWS, WHERE REQUIRED, SHALL MEET THE MINIMUM REQUIREMENTS OF SAE J-429 GRADE 5 AND IFI-105. SCREWS SHALL HAVE A PROTECTIVE COATING EQUIVALENT TO CADMIUM OR ZINC PLATING, ASTM B766. 9. THE FOLLOWING ARE MINIMUM FASTENER REQUIREMENTS: THE FOLLOWING ARE MINIMUM FASTENER REQUIREMENTS: A. LTG FRM TO LTG FRM: LTG FRM TO LTG FRM: USE SELF-TAPPING/DRILLING SCREWS, NO. 10-16 FOR 18 GA AND NO. 12-14 FOR 16 GA LTG FRM. TWO SCREWS PER CONNECTION. ONE SCREW EACH FLANGE FOR STUD TO TRACK CONNECTIONS. B. LTG FRM TO CONCRETE AND STRUCTURAL STEEL: LTG FRM TO CONCRETE AND STRUCTURAL STEEL: 3 " TRACK - 1 PIN AT 24" O.C. STAGGERED 58" TRACK - 1 PIN AT 24" O.C. STAGGERED TRACK - 1 PIN AT 24" O.C. STAGGERED 6" TRACK - 2 PINS AT 24" O.C. AT STUDS 8. SCREWS, WHERE REQUIRED, SHALL MEET THE MINIMUM REQUIREMENTS OF SAE J-429 GRADE SCREWS, WHERE REQUIRED, SHALL MEET THE MINIMUM REQUIREMENTS OF SAE J-429 GRADE 5 AND IFI-105. SCREWS SHALL HAVE A PROTECTIVE COATING EQUIVALENT TO CADMIUM OR ZINC PLATING, ASTM B766. 9. THE FIELD CUTTING OF LTG FRM FRAMING MEMBERS SHALL BE BY SAW OR SHEAR. TORCH THE FIELD CUTTING OF LTG FRM FRAMING MEMBERS SHALL BE BY SAW OR SHEAR. TORCH FIELD CUTTING OF LTG FRM FRAMING MEMBERS SHALL BE BY SAW OR SHEAR. TORCH CUTTING IS NOT PERMITTED. 10. SPLICING OF FRAMING COMPONENTS, OTHER THAN THE CONTINUOUS TRACK AT THE TOP AND SPLICING OF FRAMING COMPONENTS, OTHER THAN THE CONTINUOUS TRACK AT THE TOP AND BOTTOM OF WALLS, IS NOT PERMITTED, U.O.N. SPLICING OF TRACK USED IN THE CONSTRUCTION OF THE JAMB, HEAD OR SILL ASSEMBLIES OF FRAMED WALL OPENINGS IS NOT PERMITTED. WHERE SPLICING OF TRACK IS NECESSARY BETWEEN STUD SPACING, A SECTION OF STUD SHALL BE PLACED IN THE ADJOINING TRACKS ACROSS THE JOINT AND FASTENED TO THE FLANGES AT BOTH SIDES OF THE WALL.

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LIGHT GAGE STEEL FRAMING (LTGFRM)

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LIGHT GAGE STEEL FRAMING (LTGFRM) (CONTINUED)

AutoCAD SHX Text MEMBER DEPTH: EXAMPLE: (6" = 600 X INCHES) 1100 INCHES) ALL MEMBER DEPTHS ARE TAKEN IN 1100INCHES. FOR ALL "T" SECTIONS, MEMBER DEPTH IS INSIDE TO INSIDE DIMENSION.

AutoCAD SHX Text FLANGE WIDTH: EXAMPLE: (15/8" = 1.625 = 162 X 1/100 INCHES) ALL WIDTHS ARE TAKEN IN 1/100 INCHES.

AutoCAD SHX Text STYLE: EXAMPLE: STUD OR JOIST SECTION = S) THE FOUR ALPHA CHARACTERS UTILIZED BY THE DESIGNATOR SYSTEM ARE: S = STUD OR JOIST SECTIONS T = TRACK SECTIONS U = CHANNEL SECTIONS F = FURRING CHANNEL SECTIONS

AutoCAD SHX Text MATERIAL THICKNESS: EXAMPLE: (0.054 IN = 54 MILS. 1 MIL = IN) 11000 IN) MATERIAL THICKNESS IS THE MINIMUM BASE METAL THICKNESS IN MILS. MINIMUM BASE METAL THICKNESS REPRESENTS 95% OF THE DESIGN THICKNESS.

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THICKNESS- STEEL COMPONENTS

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2MINIMUM THICKNESS (MILS)

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DESIGN THICKNESS (MILS)

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INSIDE CORNER RAD11 (IN)

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REFERENCE ONLY GAUGE NO.

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20-DRYWALL

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20-STRUCT.

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AutoCAD SHX Text 0.0849

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DESIGN STIFFENING LIP LENGTH

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SECTION

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FLANGE WIDTH (IN)

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DESIGN STIFFENING LIP LENGTH (IN)

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AutoCAD SHX Text 1.5"

AutoCAD SHX Text 0.162

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AutoCAD SHX Text 1.375"

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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/WEATER EXPOSED TO EARTH/WEATER #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

AutoCAD SHX Text WIND DIRECTIONALITY FACTOR (Kd)

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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

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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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UPPER ROOF

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PRESSURES (PSF)

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ZONE

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DOWN

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UPLIFT

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LOWER ROOF

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PRESSURES (PSF)

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DOWN

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UPLIFT

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PRIME CONSULTANT

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CONSULTANTS

A-121

S-102

HSS 12x6x3

HSS 8x6x3

HSS 10x6x3

HSS 8x6x3

HSS 10x6x3

HSS

8x6 x3 8

8x 6x

3 8

8x 6x

3 8

HSS 8x6x 3

HSS

8x6 x3 8

S x6 x3 8

HSS 10x6x3

6x 3 8

8x 6x

3 8

8x 6x

3 8

7'-9" 7'-9" 3'-10"

8'-0"2'-10" 2'-10"

6' -3

-1 0"

3' -1

6' -3

-1 0"

'-6

-1 0"

'-5

31'-2"

3'-10"6'-0"

13'-8"8'-9" 8'-9"

31'-2"

6' -0

-9

11'-6" 6'-0"

S-201

3'-10"3'-10"3'-10"

19'-2"

11'-6" 3'-10"3'-10"

3' -1

0" 3'

-1 0"

3' -1

'-2

'-6

-1 0"

3' -1

0" 3'

-1 0"

3' -1

'-2

'-6

-1 0"

3' -1

3'-10"3'-10"3'-10"

19'-2"

11'-6" 3'-10"3'-10"

6' -0

3'-10"

8x 6x

3 8

HSS 8x6x3 8 HSS 8x6x3

HSS 8x6x3

8x 6x

3 8

8x 6x

3 8

8x 6x

3 8

8x 6x

3 8

HSS

8x6 x3 8

HSS

8x6 x3 8

HSS 8x6x 3

HSS 8x6x3

'-6

9" 23'-6" 9"

8' -0

-1 0"

7'-9" 8'-0"

7'-9"

'-6

9'-6" 9'-6"6'-0"

'-0

"C O

N C.

14'-0"

CONC. PAVING

13'-6"

CONC. PAVING

6' -6

N C.

7'-7"

CONC. PAVING

8' -0

N C.

'-9

S-101

'-0

"C O

N C.

B 6'

-6

EJ EJ

1 4

5' -9

6' -0

-9

6' -0

-9

3 FOUNDATION PLAN

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

2 CUPOLA PLAN

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

1 ROOF FRAMING LAYOUT PLAN

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

HSS 6x6x1/2

TOOLED CONTROL

JOINTS REQ'D, SEE

A-101

SEE CG-111 FOR

SLOPE & ELEVATIONS

8" CMU

8" CMU BIER WALLCONCRETE PAVING,

2/LS-302

LIGHT GAGE STEEL

FRAMING (TYP.)

HSS 6x6x3

HSS 8x6x3

S-101

A-121

S-101

NOTE: FRAME MEMBER SIZES ARE NOMINAL, AND MAY BE

ALTERED BY FABRICATOR'S ENGINEER AS APPROVED BY COR

NOTE: FRAME MEMBER SIZES ARE NOMINAL, AND MAY BE

ALTERED BY FABRICATOR'S ENGINEER AS APPROVED BY COR

8x 6x

3 8

LIGHT GAGE STEEL

FRAMING (TYP.)

0.5% 0.5%

S-101

TOOLED CONTROL

JOINTS REQ'D, SEE

A-101

0.5% 0.5%

1'-6"

1' -6

600S162-54 @ 16" O.C.

ALUM 4"

DOWNSPOUT

COLUMN HSS

6x6x1

1'-6"

1' -6

COLUMN HSS

6x6x1

600S162-54 @ 16" O.C.

TOP OF WALL

GROUT

SHELTER

SLAB

4-#5, CONTINUOUS

EXPANSION

JOINT

WWF CONC.

PAVING

#5 BAR, 16"

O.C., AND IN

CORNERS

3'-0"

#4 @ 12" C-C

6x6

COLUMN

SHELTER

SLAB

EXPANSION

JOINT

WWF CONC.

PAVING

6'-0"

7-#5, E.W.

0.5%

2' -6

6" 6"

CONC. APRON,

SEE DETAIL 2/LS-401

2"x12" SMOOTH DOWEL

ONE END; 24" O.C. @

ADJOINING SLABS

CONTROL JOINT EXPANSION JOINT

2' -6

1'-6"

3-#5 BAR CONTINUOUS,

LAP WITH FOOTING STEEL

1011 N. CAUSEWAY BLVD., STE 19

MANDEVILLE, LA 70471

ALAL

Engineering

PRINCIPPRINCIP

COMMITTAL SHELTER

FOUNDATION & ROOF FRAMING

PLAN

S-101

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

GRAVESITE EXPANSION

SARASOTA NATIONAL CEMETERY

931-003, -004, -006

ACM LMR

October 14, 2021

100% Construction Documents - Issued for Construction

,OCN

RY I. DIFRA

N E

E R

P R

O F

ESSIONAL ENG

LICENSE

FLORIDA

No. 71950

STATE OF

10/14/2021

5 ENLARGED COLUMN SECTION

SCALE: 3/4" = 1'-0"'

6 ENLARGED COLUMN SECTION

SCALE: 3/4" = 1'-0"'

7 STORAGE ROOM WALL SECTION

SCALE: 1" = 1'-0"'

8 COLUMN FOOTING

SCALE: 1" = 1'-0"'4 GRADE BEAM SECTION

SCALE: 3/4" = 1'-0"'

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PRIME CONSULTANT

OPEN OPEN

BOTTOM OF BEAM

ELEV. 8'-9"

BOTTOM OF BEAM

ELEV. 11'-6"

BOTTOM OF BEAM

ELEV. 15'-5"

HSS 12x6x3/8

BEYOND

HSS 12x6x3/8

BEYOND

HSS 8x6x3/8

BEYOND

CONC. PAVING,

2/LS-302 1'-3"

OPEN

BIER WALL BEYOND

HSS 6x6x1/2

HSS 12x6x3/8

HSS 8x6x1

FRAME

BASE 12"x12"x3 4" w/ (4)

3/4"Ø x 18" ANCHOR BOLTS

HSS 8x6x1

FIELD WELD TO

FRAME

STANDING

SEAM

METAL

ROOF

HSS 8x6x1

FRAME

HSS 6x6x1/2

4" CONCRETE SLAB

W/ 6x6 W2.1xW2.1 W.W.F.

STANDING SEAM

METAL ROOF

HSS 6x6x1

600S162-54 @ 16" O.C.

8" SHEATHING UNDER

STUCCO SYSTEM

HSS 12x6x3

HSS 8x6x1

FRAME

BASE 12"x12"x3 4" w/ (4) 3/4"Ø x 12"

ANCHOR BOLTS

600S162-54 @ 16" O.C.

8" SHEATHING UNDER

STUCCO SYSTEM

HSS 4x4x3 8 w/STEEL PLATE FIELD

WELD TO FRAME FOR FAN

CONNECTION

L6x4x3

8 LLV

EA. SIDE

1.5 B20 METAL DECKING

2" RIGID

INSULATION

HSS 6x6x1/2

4" PLATE PAD EYE

0.5% 0.5%

6" CLEAN SAND FILL COMPACTED

TO 95% STANDARD PROCTOR

6'-0" 6'-0"

#3 @ 16" O.C.

1'-6"

1' -0

CAP: SEE

ARCHITECTURAL

VENEER: SEE

ARCHITECTURAL

2' -8

O U

3 #4, CONTINUOUS

2'-10"

HSS 10x6x3/8

BEYOND

HSS 12x8x3/8

BEYOND

HSS 12x8x3

16" DEEP LINTEL CONT.

@ TOP OF WALL w/ (2) #5

COLUMN

HSS 6x6x1

(OUT OF

SECTION)

HSS 10x6x1

2 FIELD

WELD TO FRAME

L6x4x3

8 LLV

EA. SIDE

STORAGE ROOM WALL

STORAGE

ROOM WALL

HSS 12x8x3

WALL CAP

TOP SOILADJACENT PAVEMENT

A-215

COMPACTED

NATIVE MATERIAL

(98% MAX DENSITY,

ASTM D1557)

1' -4

2'-9"

#4 BARS, CONTINUOUS,

AT 8" O.C.

#5 BARS @ 12" O.C.

4 EA #5 BARS,

CONTINUOUS

#5 BARS @ 12" O.C.3"

2' -4

1011 N. CAUSEWAY BLVD., STE 19

MANDEVILLE, LA 70471

ALAL

Engineering

PRINCIPPRINCIP

COMMITTAL SHELTER

SECTIONS & DETAILS

S-201

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

GRAVESITE EXPANSION

SARASOTA NATIONAL CEMETERY

931-003, -004, -006

ACM LMR

October 14, 2021

100% Construction Documents - Issued for Construction

,OCN

RY I. DIFRA

N E

E R

P R

O F

ESSIONAL ENG

LICENSE

FLORIDA

No. 71950

STATE OF

10/14/2021

1 BUILDING SECTION

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

3 BIER WALL

SCALE: 1" = 1'-0"'

2 SECTION

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

SEE PLAN FOR

FOUNDATION SIZE

COMPACTED NATIVE SOIL

(98% MAX DRY DENSITY,

ASTM D1557)

COMPACTED NATIVE SOIL

(98% MAX DRY DENSITY,

ASTM D1557)

4 PLANTER WALL SECTION

SCALE: 1" = 1'-0"'

AutoCAD SHX Text 12"x12"x " w/ (4)

AutoCAD SHX Text 12"x12"x "

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PRIME CONSULTANT

3 COLUMBARIUM LATERAL PARTIAL SECTION

N.T.S 4 COLUMBARIUM PIER SECTION

N.T.S 5 COLUMBARIUM NICHE SECTION

N.T.S

4'-412"

3'-7"

CAP

3/8" X 4" STAINLESS STEEL DOWELS; FIELD DRILL;

GROUT SOLID; NON-SHRINK GROUT

VENEER. COORDINATE WITH

ARCHITECTURAL DRAWINGS

PRECAST CONCRETE COLUMBARIUM UNIT

4'-412"

5' -8

1'-912"

1/2" GAP

MAX.

3/ 8"

7' -8

6 EA #5 BAR,

CONTINUOUS IN

FOOTING

#5 BAR @ 12" O.C.

5'-6"

6 EA #5 BAR,

CONTINUOUS IN

FOOTING

2' -0

-0

#4 BAR @ 12" O.C.

BAR A

5 EA. #5 BAR

CONCRETE FOOTING

CONCRETE PEDESTAL

6 EA #5 BAR, CONTINUOUS IN

PEDESTAL

BAR B

#5 BAR @ 12" 0.C.

BAR C

#5 BAR @ 12" O.C.

VENEER. COORDINATE WITH

ARCHITECTURAL DRAWINGS

PIER

(BACKER WALL)

2' -0

-0

BAR A

5 EA. #5 BAR

#4 BAR @ 12" O.C.

S-301

3'-7"

COMPACTED

NATIVE MATERIAL

(98% MAX DENSITY,

ASTM D1557)

COMPACTED

NATIVE MATERIAL

(98% MAX DENSITY,

ASTM D1557)

COMPACTED

NATIVE MATERIAL

(98% MAX DENSITY,

ASTM D1557)

5' -1

03 4"

FACE OF PIER (BEYOND)

STAINLESS STEEL DOWEL,

COORDINATE WITH

ARCHITECTURAL

CAP

3" CL

R3" CL

STAINLESS STEEL ANCHOR BOLTS

AND WASHERS. COORDINATE WITH

ARCHITECTURAL

#5 BAR @ 12" O.C.

S-301

1 10 4020 30 50

1 ELEVATION

SCALE: 1" = 30'

2 PLAN

SCALE: 1" = 30'

6' -71 8"

6" 5'

-1 01 2"

5' -6

53'-812"

55'-812"

1' -0

-0

CONCRETE

FOOTING

CONCRETE

PEDESTAL

CONCRETE PIER LINED

WITH VENEER

(BACKER WALL)

#4 BAR 12" O.C.

#4 BAR @ 12" O.C.

(TYP.)

6 EA. #5 BAR

CONTINUOUS IN PEDESTAL

(TYP.)

BAR B & BAR C

#5 BAR @ 12" O.C.

(TYP.)

6 EA #5 BAR

CONTINUOUS IN FOOTING

BAR A

5 EA. #5 BAR

(TYP.)

PIER

FOOTING

FOOTING PEDESTAL

38 " EXPANSION JOINT, ALIGN WITH

PRECAST NICHE JOINT, MAXIMUM

SPACING OF 30'-0" (TYP.)

BAR A

1'-1"

2' -8

8' -1

1' -1

1'-2"

3'-3"

BAR B BAR C

COLUMBARIUM FOUNDATION

S-301

1011 N. CAUSEWAY BLVD., STE 19

MANDEVILLE, LA 70471

ALAL

Engineering

PRINCIPPRINCIP

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

GRAVESITE EXPANSION

SARASOTA NATIONAL CEMETERY

931-003, -004, -006

ACM LMR

October 14, 2021

100% Construction Documents - Issued for Construction

,OCN

RY I. DIFRA

N E

E R

P R

O F

ESSIONAL ENG

LICENSE

FLORIDA

No. 71950

STATE OF

10/14/2021

1. COORDINATE WITH ARCHITECTURAL COLUMBARIUM DRAWINGS.

2. FOUNDATION SHALL BEAR ON COMPACTED NATIVE MATERIAL.

REPORT SOFT OR UNSUITABLE SOIL TO COR. UNDERCUT AND

STRUCTURAL FILL MAY BE ORDERED.

NOTES

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PRIME CONSULTANT

Sheets and Views

S-001

Sheets and Views

S-101

Sheets and Views

S-201

Sheets and Views

COLUMBARIUM FOUNDATION

OLE1

File details come from the government source that posted it. Updated Sep 1, 2022.