Attch 2 - Drawings 20200302.pdf

PDF 8 MB Posted Jun 3, 2020

Attached to: SOF Enclose SERE Parachute Trainer 91057 Federal contract opportunity
Solicitation number: FA441720R0007
Issued by: Department of the Air Force Special Operations Command

About this file

Written by GovTribe AI · Dec 28, 2023

This federal contract opportunity notice solicits proposals for enclosing and conditioning the remaining open bays of an existing Parachute Training Facility. Key requirements include selective demolition of existing concrete pads and grade beams, construction of new concrete masonry unit walls and metal trim, installation of two new coiling overhead doors and interior concrete slabs with an athletic floor coating, and retrofit thermal insulation for the new enclosure and an existing enclosed storage area. The North American Industry Classification System code is 236220 and the size standard is $39.5M. The acquisition is set aside for women-owned small businesses. The contract will be awarded using negotiated procedures with a 120-day performance period. The estimated value is between $500,000 and $1,000,000. Proposals are due via beta.SAM.gov.

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Other files for this federal contract opportunity

Other files attached to SOF Enclose SERE Parachute Trainer 91057, newest first.
File	Type	Posted
Site Visit BRIEF.pdf	PDF	Jun 22, 2020
Site Visit sign-in sheet.pdf	PDF	Jun 22, 2020
SV Questions Answers.pdf	PDF	Jun 22, 2020
Attch 7 - Site Visit Info.docx	DOCX document	Jun 3, 2020
Attch 1 - Specifications 20200302.pdf	PDF	Jun 3, 2020
Attch 3 - Wage Determination.pdf	PDF	Jun 3, 2020
Attch 6 - 50 Division Construction Cost Estimate Worksheet.xls	XLS spreadsheet	Jun 3, 2020
Attch 5 - Financial Worksheet.docx	DOCX document	Jun 3, 2020
Solicitation - FA441720R0007.pdf	PDF	Jun 3, 2020
Attch 4 - PPQ.docx	DOCX document	Jun 3, 2020

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SOF ENCLOSE SERE PARACHUTE TRAINER

BUILDING 91057

HURLBURT FIELD, FL.

PROJECT NO. CP1033734

JLR

GDP

G001

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SHEET NUMBER:

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REV #

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DESCRIPTION

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DATE

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PROJECT NUMBER:

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BUILDING NUMBER:

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DRAWN BY:

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DATE:

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PETERSON ENGINEERING INC.

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(PROF. ENG. #: 3600)

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75 SOUTH 'F' STREET

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PENSACOLA, FLORIDA 32502

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(850) 434-0513

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PEI JOB #: 18091

AutoCAD SHX Text G-001 S-001 S-100 S-110 S-200 S-300 S-400 A-101 A-201 A-301 A-701 FA-001 FA-002 FA-100 P-100 P-101 P-102 P-601 P-602 P-603 M-001 M-110 M-500 M-600 E-001 E-002 E-003 E-004 E-100 E-200 E-300

AutoCAD SHX Text TITLE, INDEX, VICINITY MAP AND LOCATION GENERAL NOTES CMU & FOUNDATION PLAN NEW HOIST FRAMING PLAN BUILDING SECTION(S) CONCRETE DETAILS MASONRY DETAILS DEMOLITION AND NEW WORK PLANS EXTERIOR ELEVATIONS WALL SECTIONS DOOR SCHEDULE AND DETAILS FA/MNS LEGEND & GENERAL NOTES FIRE ALARM/MNS RISER AND MATRIX NEW WORK FIRE ALARM/MNS PLAN PLUMBING SITE PLAN PLUMBING PLAN - WASTE PLUMBING PLAN - WATER SCHEDULES AND DETAILS LEGEND AND RISER DIAGRAM LARGE THREE COMPARTMENT SINK DETAIL GENERAL MECHANICAL NOTES, ABBREVIATIONS, AND SYMBOLS MECHANICAL WORK PLAN MECHANICAL DETAILS MECHANICAL SCHEDULES & SEQUENCE OF OPERATIONS ELECTRICAL LEGEND, GENERAL NOTES LIGHTING FIXTURE SCHEDULE & DETAILS PANEL SCHEDULE AND SINGLE LINE RISER ELECTRICAL SITE PLAN & DETAIL ELECTRICAL DEMOLITION PLAN NEW WORK POWER PLAN NEW WORK LIGHTING PLAN

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DESCRIPTION

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SHEET

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PROJECT LOCATION

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COMMERCIAL GATE

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PROJECT LOCATION

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HAUL ROUTE

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EAST GATE

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INDEX OF DRAWINGS

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LOCATION MAP

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VICINITY MAP

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STATE OF

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ZONE

(SEE FIGURE)

WALL ZONE 4

WALL ZONE 5

WIND PRESSURE (+) / SUCTION (-) IN POUNDS PER SF

64.0 -68.1 61.8 -65.9 58.9 -63.0 56.7 -60.8

-80.5 -76.1 -70.3 -65.9

EFFECTIVE WIND AREA (FEET SQUARE)

64.0 61.8 58.9 56.7

COMPONENTS AND CLADDING WIND

NOTE: a=5'-0" INTERNAL PRESSURE COEFFICIENT = +/-0.18

NOTES:

1. POSITIVE SIGN INDICATES THAT THE PRESSURE IS ACTING TOWARDS THE SURFACE. NEGATIVE

SIGN INDICATES THAT THE PRESSURE IS ACTING AWAY FROM THE STRUCTURE.

2. THE WIND LOADS SHOWN HAVE BEN CALCULATED INTERNATIONAL BUILDING CODE 2018 EDITION

AND ASCE 7-16. LINEAR INTERPOLATION MAY BE APPLIED FOR LOADING AREAS BETWEEN THE

PROVIDED. LOADS SHOWN ARE ULTIMATE LOADS AND MAY BE FACTORED BY 0.6 WHEN APPLICABLE

TO REDUCE TO ASD LOADING PRESSURES.

WALL WIND PRESSURE DIAGRAM

NOTE: a=5'-0"

5 4 5

"a"

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DRAWN BY:

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S-001

DJM

WEH

2 MARCH 2020

CP1033734

91057

STRUCTURAL - GENERAL NOTES

1. TO THE BEST OF OUR KNOWLEDGE, THE STRUCTURAL PLANS AND SPECIFICATIONS COMPLY

WITH THE APPLICABLE REQUIREMENTS OF THE FOLLOWING GOVERNING DESIGN CODES:

A. INTERNATIONAL BUILDING CODE 2018 EDITION

B. AISC STEEL CONSTRUCTION MANUAL (14TH EDITION)

C. ACI 530: BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, LATEST

EDITION.

D. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-16)

E. UNIFIED FACILITIES CRITERIA, STRUCTURAL ENGINEERING 3-301-01, 1 OCTOBER 2019

F. UNIFIED FACILITIES CRITERIA, GENERAL BUILDING REQUIREMENTS 1-200-01, 8

OCTOBER 2019

2. THE STRUCTURAL DOCUMENTS ARE TO BE USED IN CONJUNCTION WITH THE

ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL. USE THESE NOTES IN

CONJUNCTION WITH THE PROJECT SPECIFICATIONS. IF A CONFLICT EXISTS, THE MORE

STRINGENT GOVERNS.

3. SEE PROJECT SPECIFICATIONS FOR TESTING.

4. THE CONTRACTOR SHALL REVIEW ALL CONTRACT DOCUMENTS; INCLUDING DIMENSIONS,

AND SITE CONDITIONS AND COORDINATE WITH FIELD DIMENSIONS AND PROJECT SHOP

DRAWINGS PRIOR TO CONSTRUCTION. ANY AND ALL DISCREPANCIES SHALL BE SUBMITTED

IN WRITING TO CONTRACTING OFFICER. DO NOT MODIFY OR CHANGE THE SIZE OR

DIMENSIONS OF STRUCTURAL MEMBERS WITHOUT WRITTEN INSTRUCTIONS FROM THE

CONTRACTING OFFICER.

5. IT SHALL BE THE RESPONSIBILITY OF THE SUBCONTRACTOR TO LOCATE ANY AND ALL

EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT, AND TO PROTECT EXISTING

FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE. EACH CONTRACTOR SHALL

PROTECT HIS WORK, ADJACENT PROPERTY AND THE PUBLIC. EACH CONTRACTOR IS SOLELY

RESPONSIBLE FOR DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT.

6. WHERE A CONSTRUCTION DETAIL IS NOT SHOWN OR NOTED, THE DETAIL SHALL BE THE

SAME AS FOR OTHER SIMILAR WORK. DETAILS LABELED "TYPICAL DETAILS" ON THE

DRAWINGS APPLY TO ALL SITUATIONS THAT ARE THE SAME OR SIMILAR TO THOSE

SPECIFICALLY DETAILED. ANY QUESTIONS REGARDING APPLICABILITY OF TYPICAL DETAILS

SHALL BE RESOLVED BY THE CONTRACTING OFFICER.

7. DESIGN LOAD CRITERIA:

A. BUILDING RISK CATEGORY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II

B. GRAVITY LOADS:

a. CMU . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . WEIGHT OF GROUTED CMU

b. HOIST LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2000 LBS

8. WIND LOADS:

A. ULTIMATE DESIGN WIND SPEED . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .145 MPH B. NOMINAL DESIGN WIND SPEED . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .112 MPH C. WIND EXPOSURE CATEGORY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .C D. INTERNAL PRESSURE COEFFICIENT . . . . . . . . . . . . . . . . . . . . . . . . . . . ±0.18 (ENCLOSED)

9. SEISMIC LOADS:

A. SEISMIC IMPORTANCE FACTOR Ie. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0 B. SEISMIC RESPONSE, Ss . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .(0.075) 7.5% C. SEISMIC RESPONSE, S1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . (0.053) 5.3% D. SPECTRAL RESPONSE, Sds. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .0.08g E. SPECTRAL RESPONSE, Sd1. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.085g F. SEISMIC FORCE RESISTING SYSTEM. . . . . . . . . . . . .ORDINARY REINFORCED MASONRY G. DESIGN BASE SHEAR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N/A H. SEISMIC RESPONSE COEFFICIENT, Cs. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . (0.04) 4.0% I. RESPONSE MODIFICATION COEFFICIENT, R. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.0 J. SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . . . . . . . . . . . EQUIVALENT LATERAL FORCE K. SEISMIC DESIGN CATEGORY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B

10. THE SPECIALTY ENGINEER, DEFINED AS - A PROFESSIONAL ENGINEER, LICENSED IN THE

STATE WHERE THE PROJECT IS LOCATED, WHO PERFORMS SPECIALTY STRUCTURAL

ENGINEERING SERVICES FOR SELECTED SPECIALTY-ENGINEERED ELEMENTS IDENTIFIED IN

THE CONTRACT DOCUMENTS, AND WHO HAS EXPERIENCE AND TRAINING IN THE SPECIALTY.

DOCUMENTS SIGNED AND SEALED BY THE SPECIALTY ENGINEER SHALL BE COMPLETED BY

OR UNDER THE DIRECT SUPERVISION OF THE SPECIALTY ENGINEER. AT MINIMUM HOIST

SYSTEM, DOOR AND WINDOW SYSTEMS, ETC AND THEIR ATTACHMENTS TO THE STRUCTURE

SHALL BE DESIGNED BY A SPECIALTY ENGINEER TO CONFORM TO ALL LOADING

REQUIREMENTS INCLUDING WIND AND IMPACT RESISTANCE.

11. DO NOT SCALE THE DRAWINGS, USE DIMENSIONS SHOWN ON PLAN IN CONJUNCTION WITH

CONTRACTOR FIELD VERIFIED INFORMATION. IF A CONFLICT EXISTS, NOTIFY THE

CONTRACTING OFFICER IN WRITING FOR RESOLUTION OF ANY AND ALL CONFLICTS.

SHOP DRAWING SUBMITTALS

1. THE REVIEW OF SUBMITTALS AND/ OR SHOP DRAWINGS DONE BY THE STRUCTURAL

ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY TO REVIEW AND

CHECK SHOP DRAWINGS BEFORE SUBMITTAL TO THE STRUCTURAL ENGINEER. THE REVIEW

BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE ONLY. IF SHOP DRAWINGS

HAVE NOT BEEN REVIEWED AND APPROVED BEFORE SUBMITTAL TO THE STRUCTURAL

ENGINEER, THEY SHALL BE RETURNED WITHOUT APPROVAL.

2. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ANY AND ALL ERRORS AND OMISSIONS

ASSOCIATED WITH THE PREPARATION OF ALL SHOP DRAWINGS IN RELATIONSHIP TO THE

CONSTRUCTION DOCUMENTS.

3. ALL MODIFICATIONS MADE FOR SUBMITTALS THAT ARE RE-SUBMITTED SHALL CLEARLY NOTE

ALL CHANGES.

4. REPRODUCING THE CONTRACT DOCUMENTS FOR USE AS SHOP DRAWINGS IS NOT ALLOWED,

AND SHOP DRAWINGS WILL BE RETURNED WITHOUT APPROVAL.

5. GENERAL SHOP DRAWING REQUIREMENTS:

A. SUBMIT SHOP DRAWINGS AND ANY OTHER SPECIAL INFORMATION NECESSARY FOR

PROPER FABRICATION, ERECTION, AND PLACEMENT OF STRUCTURAL FABRICATIONS.

INCLUDE PLANS, ELEVATIONS, AND SECTIONS. CLEARLY SHOW ANCHORAGES,

CONNECTIONS, AND ACCESSORY ITEMS. THE DETAILER MUST INTERPRET THE

CONTRACT DOCUMENTS AND CLEARLY CONVEY THIS INTERPRETATION TO THE FIELD

IN THE FORM OF PLACING OR ERECTION DRAWINGS.

B. CMU REINFORCING DETAILER- PROVIDE PLACING DRAWINGS FOR FABRICATION AND

PLACING OF REINFORCING STEEL. THESE DRAWINGS SHALL INCLUDE, BUT ARE NOT

LIMITED TO THE FOLLOWING: BAR LISTS, SCHEDULES, BENDING DETAILS, PLACING

DETAILS, PLACING PLANS, AND PLACING ELEVATIONS.

a. CLEARLY SHOW ELEVATIONS OF ALL BEARING AND SHEAR WALLS. INDICATE

OPENINGS, DETAILS OF ALL REINFORCING WITH LOCATIONS OF SPLICES AND

HOOKS, CONTROL JOINTS, EXPANSION JOINTS, LINTELS, BOND BEAMS, AND

PILASTERS.

CONCRETE MASONRY UNITS (CMU) NOTES

1. ALL MASONRY WORK SHALL CONFORM TO ACI 530 AND 530.1. SPECIFICATION FOR

MASONRY STRUCTURES.

2. CONSTRUCT REINFORCED MASONRY AS NOTED ON THE PLANS AND DETAILS IN

ACCORDANCE WITH THE REQUIREMENTS OF MASONRY SPECIFICATION SECTIONS.

3. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM SPECIFICATIONS ASTM C90. THE

MINIMUM NET COMPRESSIVE STRENGTH OF MASONRY UNITS SHALL BE 2000 PSI (f'm= 1500 PSI FOR MASONRY SYSTEM). PERFORM f'm AND C90 COMPLIANCE BY UNIT TEST

METHOD. USE ONLY MASONRY UNITS THAT ARE A MIN. OF 50% SOLID.

4. MORTAR SHALL CONFORM TO ASTM C270. USE TYPE "S" MORTAR WITH 3/8" FULL-BEDDED

JOINTS FOR ALL MASONRY UNITS. REMOVE EXCESS MORTAR PROTRUDING INTO CELL

CAVITIES THAT ARE TO BE REINFORCED AND GROUTED. ALLOW A MIN. OF 24 HOURS FOR

MORTAR TO CURE BEFORE PLACING GROUT.

5. ALL GROUT USED TO FILL REINFORCED MASONRY CAVITIES SHALL CONFORM TO ASTM

C-476 AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS,

TESTED IN ACCORDANCE WITH ASTM C1019. AGGREGATE TO CONFORM TO ASTM C404

FOR COARSE GROUT AND SLUMP OF 8" TO 11". TEST SAMPLES FOR COMPRESSIVE

STRENGTH. TEST EVERY 30 YARDS OR EACH DAY'S GROUTING AND AS INDICATED IN THE

PROJECT SPECIFICATIONS.

6. PROVIDE HORIZONTAL JOINT REINFORCEMENT IN ALL CMU WALLS, U.N.O. HORIZONTAL

JOINT REINFORCING SHALL BE (9 GAUGE SIDE RODS WITH 9 GAUGE CROSS RODS)

LADDER TYPE, HOT DIP GALVANIZED AFTER FABRICATION. VERTICAL SPACING OF

REINFORCING SHALL BE 16" O.C. MAX. IF REQUIRED, TIES SHALL BE LOCATED WITHIN 8"

OF WALL DISCONTINUITIES (MCJ, DOORS, WINDOWS, ETC.) USE PREFABRICATED

CORNERS AND TEES AT WALL INTERSECTIONS. OVERLAP DISCONTINUOUS ENDS A MIN.

OF 12". HORIZONTAL REINFORCING SHALL CONFORM TO ASTM A-82.

7. ALL REINFORCING STEEL UTILIZED FOR REINFORCING MASONRY SHALL BE ASTM A-615

GRADE 60 REINFORCING STEEL.

8. IN HIGH-LIFT GROUTING USE A MAX. LIFT OF 5'-0" WITH MIN. HALF HOUR MAX. ONE HOUR

BETWEEN LIFTS. VIBRATE EACH LIFT AND RECONSOLIDATE PREVIOUS LIFT AFTER

PLACING NEXT LIFT.

9. WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL BLOCK CELLS WITH GROUT

FOR BOLTED COURSE, ONE COURSE ABOVE AND TWO COURSES BELOW ANCHOR

ELEVATION.

10. MASONRY WALLS ARE TO BE LATERALLY BRACED DURING CONSTRUCTION IN

ACCORDANCE WITH "STANDARD PRACTICE FOR BRACING MASONRY WALLS UNDER

CONSTRUCTION" BY THE COUNCIL FOR MASONRY WALL BRACING AND THE MASON

CONTRACTORS ASSOCIATION OF AMERICA. TEMPORARY BRACING SHALL REMAIN IN

PLACE UNTIL PERMANENT SUPPORTING ELEMENTS OF THE STRUCTURE ARE IN PLACE.

11. CELLS TO BE GROUTED SHALL HAVE A MINIMUM CLEAR DIMENSION OF 2 INCHES AND

CLEAR AREA OF 8 SQUARE INCHES FOR 8" CMU. GROUTING SHALL BE DONE IN A

CONTINUOUS OPERATION IN LIFTS ASS DEFINED PREVIOUSLY. THE GROUT SHALL BE

CONSOLIDATED BETWEEN LIFTS BY MECHANICAL VIBRATION. GROUT TO STOP MIN. 1"

BELOW JOINT IN BLOCK TO FORM A KEY IF SUBSEQUENT POURS ARE TO CONTINUE

UPWARDS.

12. PROVIDE HORIZONTAL BOND BEAMS AT 4'-8" O.C., VERTICALLY (MAX), U.N.O. IN 8" CMU

WALLS, REINF. W/ (2) #5 CONT.

13. CMU CONTROL JOINTS ARE NOT TO EXCEED 24'-0" U.N.O. & THE FOLLOWING CRITERIA:

A. AT CHANGES IN WALL HEIGHT OR THICKNESS

B. NEAR WALL INTERSECTIONS

C. AT POINTS OF STRESS CONCENTRATION

D. AT CONTROL JOINTS IN FOUNDATION WALLS

E. WHERE A SLAB JOINT PASSES BENEATH A WALL.

14. THE CONTROL JOINTS SHALL BE LOCATED A MINIMUM OF 2'-0" FROM DOOR OR WINDOW

OPENINGS SO THAT CONTROL JOINT DOES NOT INTERFERE WITH LINTEL

REINFORCEMENT. THE HORIZONTAL JOINT REINFORCING SHALL BE TERMINATED 2"

FROM EACH SIDE OF JOINT. ALL BOND BEAM REINFORCING SHALL CONTINUE THRU THE

CMU JOINT.

CHEMICAL ADHESIVE FOR ANCHORAGE

1. ADHESIVE ANCHORS SHALL BE AS SPECIFIED ON THE CONSTRUCTION DRAWINGS OR

APPROVED EQUIVALENT. ACCEPTABLE SYSTEMS SHALL INCLUDE: SIMPSON, HILTI (EPOXY

OR POLYESTER RESIN ADHESIVE) ANCHORS OR APPROVED EQUIVALENT WITH DIAMETER

AND EMBEDMENT LENGTH AS NOTED ON THE DRAWINGS OR IN ACCORDANCE WITH THE

MANUFACTURERS SPECIFICATIONS. INSTALL ALL ANCHORAGE PER THE MANUFACTURERS

RECOMMENDATIONS.

2. DIAMETER OF HOLE SHALL BE AS RECOMMENDED BY MANUFACTURER FOR THE

PARTICULAR PRODUCT SPECIFIED IN THE DRAWINGS.

3. UNLESS NOTED, ANCHOR SPACING AND ANCHOR EDGE DISTANCE SHALL BE ACCORDING

TO THE MANUFACTURER'S MOST CURRENT PUBLICATION IN ORDER TO DEVELOP MAXIMUM

WORKING LOADS.

4. DO NOT EXCEED MANUFACTURER'S MAX. RECOMMENDED TIGHTENING TORQUE.

5. ALL ANCHORS SHALL BE INSTALLED AS PER MANUFACTURER'S RECOMMENDATIONS AND

UNDER MANUFACTURER'S SUPERVISION IN ORDER TO DEVELOP THE MOST CURRENT

PUBLISHED WORKING LOADS.

6. INSTALLATION OF ALL ANCHORS SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY AN

APPLICABLE CERTIFICATION PROGRAM. CERTIFICATION SHALL INCLUDE WRITTEN AND

PERFORMANCE TESTS IN ACCORDANCE WITH ACI/CRSI ADHESIVE ANCHOR INSTALLER

CERTIFICATION PROGRAM OR EQUIVALENT.

7. ALL ANCHORS INSTALLED SHALL BE CONTINUOUSLY INSPECTED DURING INSTALLATION BY

AN INSPECTOR SPECIALLY APPROVED FOR THAT PURPOSE BY THE BUILDING OFFICIAL. THE

SPECIAL INSPECTOR SHALL FURNISH A REPORT TO THE LICENSED DESIGN PROFESSIONAL

AND BUILDING OFFICIAL THAT THE WORK COVERED BY THE REPORT HAS BEEN

PERFORMED AND THE MATERIALS USED AND THE INSTALLATION PROCEDURES USED

CONFORM WITH THE APPROVED CONTRACT DOCUMENTS AND THE MANUFACTURER'S

PRINTED INSTALLATION INSTRUCTIONS (MPII)

8. TESTING OF EPOXIED ANCHORAGE SHALL BE REQUIRED. THE CONTRACTOR SHALL TEST A

MINIMUM OF 10% OF EACH DAYS PRODUCTION AND NOT LESS THAN TWO ANCHORS. THE

TEST SHALL BE ACCOMPLISHED BY A APPLYING A TENSILE LOAD OF 1000 POUNDS TO THE

EMBED ANCHOR. IF ANY TEST FAILS THE LOAD TEST, ALL APPLICATIONS FOR THAT DAY

SHALL BE TESTED. THE TESTING RESULTS SHALL BE REVIEWED BY THE STRUCTURAL

ENGINEER.

EPOXY ANCHOR INSTALLATION NOTES

HOLE PREPARATION

1. DRILL – DRILL HOLE TO SPECIFIED DIAMETER AND DEPTH.

2. BLOW – REMOVE DUST FROM HOLE WITH OIL-FREE COMPRESSED AIR FOR A

MINIMUM OF 4 SECONDS. COMPRESSED AIR NOZZLE MUST REACH THE BOTTOM OF

THE HOLE.

3. BRUSH – CLEAN WITH A NYLON BRUSH FOR A MINIMUM OF 4 CYCLES. BRUSH

SHOULD PROVIDE RESISTANCE TO INSERTION. IF NO RESISTANCE IS FELT, THE

BRUSH IS WORN AND MUST BE REPLACED.

4. BLOW – REMOVE DUST FROM HOLE WITH OIL-FREE COMPRESSED AIR FOR A

MINIMUM OF 4 SECONDS. COMPRESSED AIR NOZZLE MUST REACH THE BOTTOM OF

THE HOLE.

CARTRIDGE PREPARATION

1. CARTRIDGE PREPARATION SHALL INCLUDE CHECKING EXPIRATION DATE ON

PRODUCT LABEL. DO NOT USE EXPIRED PRODUCT. PRODUCT IS USABLE UNTIL END

OF PRINTED EXPIRATION MONTH.

2. ATTACH – ATTACH PROPER NOZZLE TO CARTRIDGE. DO NOT MODIFY NOZZLE.

3. INSERT – INSERT CARTRIDGE INTO DISPENSING TOOL.

4. DISPENSE – DISPENSE ADHESIVE TO THE SIDE UNTIL PROPERLY MIXED (UNIFORM

COLOR).

FILLING THE HOLE

1. INSTALL ADHESIVE RETAINING CAP. REFER TO ADHESIVE RETAINING CAPS FOR

PROPER ARC SIZE.

2. FILL – FILL HOLE 1/2 - 2/3 FULL, STARTING FROM BOTTOM OF HOLE TO PREVENT AIR

POCKETS. WITHDRAW NOZZLE AS HOLE FILLS UP.

3. INSERT CLEAN, OIL-FREE ANCHOR, TURNING SLOWLY UNTIL THE ANCHOR

CONTACTS THE BOTTOM OF THE HOLE.

4. DO NOT DISTURB THREADED ROD ANCHOR UNTIL FULLY CURED. (SEE CURE

SCHEDULE FOR SPECIFIC ADHESIVE IN CONTRACT DOCUMENTS AND COORDINATE

WITH THE MANUFACTURERS WRITTEN INSTRUCTIONS.)

SHALLOW FOUNDATION REQ’S

1. GEOTECHNICAL REPORT - FOUNDATION DESIGN CRITERIA HAS BEEN BASED ON AN

ALLOWABLE SOIL BEARING CAPACITY OF 2500 PSF WITH MAXIMUM DIFFERENTIAL

SETTLEMENT OF 1/2". CONTRACTOR TO HIRE GEOTECHNICAL ENGINEER LICENSED IN THE

STATE OF FLORIDA TO CONFIRM BEARING CAPACITY AND COMPACTION REQUIREMENTS

PRIOR TO CONSTRUCTION.

2. IF BEARING SOIL IS DISTURBED DURING FOUNDATION PREPARATION, THE CONTRACTOR

SHALL RECOMPACT TO REQUIRED DENSITY, AS DEFINED BY THE GEOTECHNICAL

ENGINEER.

3. ALL WALLS AND COLUMNS SHALL BE CENTERED ON THE FOOTINGS U.N.O.

4. DO NOT EXCAVATE FOR ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF

ANY SOIL BEARING FOOTING OR FOUNDATION UNLESS FOOTING OR FOUNDATION IS FIRST

PROPERLY PROTECTED AGAINST SETTLEMENT.

5. THE CONTRACTOR IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER

FROM EXCAVATIONS AND DEWATERING OPERATIONS IN SUCH A WAY AS NOT TO CAUSE

INCONVENIENCE TO THE WORK AND DAMAGE TO THE STRUCTURAL ELEMENTS.

SLAB ON GRADE NOTES

1. ENSURE THAT REINFORCEMENT IS LOCATED IN SLAB CORRECTLY BY CHAIRING

REINFORCING ADEQUATELY DURING CONCRETE PLACEMENT.

2. USE 10 MIL. POLYETHYLENE (VAPOR BARRIER) SHEETING BETWEEN COMPACTED SOIL AND

CONCRETE SLAB MIN., U.N.O.

3. PROVIDE POROUS DRAINAGE LAYER UNDER INTERIOR PORTIONS OF SLAB ON GRADE.

DRAINAGE LAYER SHALL CONSIST OF CLEAN, FREE-DRAINAGE PEA GRAVEL, CRUSHED

STONE, OR COARSE SAND. THIS DRAINAGE LAYER SHALL CONSIST OF NATURAL SAND WITH

A MAXIMUM 50% PASSING THE NO. 50 SIEVE AND 5% PASSING A NO. 200 SIEVE AS MINIMUM.

SEE PROJECT GEOTECHNICAL REPORT FOR GUIDELINES. THE CONTRACTOR SHALL

COORDINATE THESE REQUIREMENTS WITH THE GEOTECHNICAL ENGINEER OF RECORD

PRIOR TO FOUNDATION PREPARATION.

4. PLACE CRACK CONTROL JOINTS USING A MAXIMUM 2:1 LENGTH TO WIDTH RATIO WITH

20'-0" MAXIMUM SPACING, UNLESS LOCATED ON PLANS. PLACE MANDATORY

CONSTRUCTION JOINTS AS SHOWN.

STRUCTURAL STEEL NOTES

1. REFERENCE STANDARDS: STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND

ERECTED IN ACCORDANCE WITH THE AISC STEEL CONSTRUCTION MANUAL AND THE AISC

CODE OF STANDARD PRACTICE (REFERENCED EDITION) WITH EXCEPTION NOTED IN THE

PROJECT SPECIFICATIONS.

2. OSHA REQUIREMENTS:

A. THE CONTRACTOR SHALL PROVIDE ADDITIONAL ANCHORS, BOLTS, STABILIZERS,

STIFFENERS, BRIDGING, BRACING, ETC. AS NECESSARY TO COMPLY WITH

CURRENT OSHA REGULATIONS.

B. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY SHORING TO INSURE A STABLE

STRUCTURE DURING THE INSTALLATION OF STRUCTURAL STEEL MEMBERS.

3. MATERIAL REQUIREMENTS OF STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING

DESIGNATIONS U.N.O.

A. WIDE FLANGE SHAPES . . . . . . . . . . . . . . . . ASTM 992, GRADE 50

B. ANGLES, CHANNELS, AND PLATES . . . . ASTM A36 OR ASTM A572, GRADE 50

C. HIGH STRENGTH BOLTS . . . . . . . . . .ASTM A325 OR ASTM A490

D. WELDING ELECTRODES . . . . . . . . . . . . . . . . . . . . . . AWS D1.1 E70

4. USE STRUCTURAL STEEL THAT IS FULLY WELDABLE INCLUDING WHEN WELDING BETWEEN

DIFFERENT GRADES OF STEEL. SHOP WELDING SHALL BE UTILIZED IN LIEU OF FIELD

WELDING WHEN OBTAINABLE.

5. ALL SHOP AND FIELD WELDING SHALL CONFORM TO THE STRUCTURAL WELDING CODE

AWS D1.1, LATEST EDITION, PUBLISHED BY THE AMERICAN WELDING SOCIETY (AWS). USE

ELECTRODES CONFORMING TO AWS D1.1, E70 SERIES, U.N.O. SHOW ALL SHOP WELDS ON

THE FABRICATION DRAWINGS AND ALL FIELD WELDS ON THE ERECTION DRAWINGS. WELD

SIZES AND LENGTHS ARE SHOWN ON THE DRAWINGS. WELD SIZES ARE THE NET

EFFECTIVE SIZE REQUIRED. INCREASE THE WIDTH OF THE WELD IF A GAP EXISTS AT

FAYING SURFACES. MINIMUM FILLET WELD SIZE IS 3/16".

6. ALL SHOP AND FIELD WELDERS, WELDING OPERATORS, AND TACKERS SHALL BE

CERTIFIED ACCORDING TO AWS PROCEDURES AND HAVE EVIDENCE OF PASSING THE AWS

STANDARD QUALIFICATION TESTS. CERTIFICATION MUST BE CURRENT.

7. ALL JOINT WELDING PROCEDURES TO BE USED SHALL BE PREPARED BY THE FABRICATOR

OR CONTRACTOR AS WRITTEN PROCEDURE SPECIFICATIONS AND SUBMITTED TO THE

ARCHITECT/ENGINEER FOR THEIR RECORD. ALL JOINT WELDING PROCEDURES SHALL BE

QUALIFIED PRIOR TO USE ACCORDING TO AWS PROCEDURES.

8. A325 BOLTS:

A. A325 BOLTS SHALL CONFORM TO ASTM A 325 TYPE 1, HIGH STRENGTH BOLTS FOR

STRUCTURAL STEEL JOINTS. DO NOT USE TYPE 2 BOLTS.

B. PROVIDE HARDENED WASHERS CONFORMING TO ASTM F 436. PLACE HARDENED

WASHERS UNDER PART BEING TURNED.

C. LOAD INDICATOR WASHERS OR TENSION CONTROLLED BOLTS SHALL BE USED ON

ALL A325 BOLTS.

D. ALL BOLTS SHALL BE NEW AND DOMESTICALLY MANUFACTURED. DO NOT REUSE

BOLTS. 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.

9. FIELD MODIFICATION OF STRUCTURAL STEEL SHALL NOT BE CUT IN FIELD OR MODIFIED

WITHOUT PRIOR APPROVAL OF THE ENGINEER. SPLICING STEEL MEMBERS IS NOT

PERMITTED EXCEPT WHERE EXPLICITLY SHOWN ON THE STRUCTURAL DRAWINGS OR

WHERE APPROVED BY THE ENGINEER OF RECORD. SPLICES SHALL NOT OCCUR AT

LOCATIONS OF MAXIMUM STRESS AND SHALL DEVELOP THE FULL CAPACITY OF THE

MEMBER. SPLICE DETAILS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO BEGINNING

WORK.

10. WHEN HOLES ARE REQUIRED IN METAL SURFACE, THEY SHALL BE CUT, DRILLED, OR

PUNCHED HOLES PERPENDICULAR TO METAL SURFACE. IN NO INSTANCE IS IT ADEQUATE

TO USE A FLAME TO CUT OR ENLARGE HOLES IN STRUCTURAL STEEL MEMBERS.

11. THE STEEL SUPPLIER SHALL PROVIDE ALL MISCELLANEOUS STRUCTURAL STEEL ITEMS

NECESSARY TO FULFILL THE INTENT OF THE STRUCTURAL DRAWINGS WHETHER OR NOT

THE ITEMS ARE SHOWN ON THE STRUCTURAL DRAWINGS. SUCH ITEMS MAY INCLUDE BUT

ARE NOT LIMITED TO EDGE ANGLES, CLOSURE PLATES, AND DECK SUPPORT FRAMING.

12. ALL EXTERIOR EXPOSED STEEL SHALL BE HOT DIP GALVANIZED.

13. ALL STRUCTURAL STEEL SHALL BE PRIME PAINTED WITH A MINIMUM DRY FILM THICKNESS

OF 2.0 MILS.

14. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL MISCELLANEOUS STEEL THAT WILL BE

REQUIRED.

STRUCTURAL CONCRETE

1. ALL CAST-IN-PLACE CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 318-14 AND ACI 301, EXCEPT AS MODIFIED BY THE PROJECT CONSTRUCTION DOCUMENTS. ALL CONCRETE WORK

SHALL BE PERFORMED IN ACCORDANCE WITH SPECIFICATION SECTION 03300.

2. ALL CONCRETE SHALL MEET THE PROJECT SPECIFICATIONS AND SHALL DEVELOP

COMPRESSIVE STRENGTHS AS FOLLOWS (28 DAY STRENGTH):

A. NORMAL WEIGHT CONCRETE (145 PCF)

B. FOUNDATION & SLABS ON GRADE . . . . . . . . . . . . . . . . . 3500 PSI

C. ALL OTHER CONCRETE . . . . . . . . . . . . . . . . . . . . . . . . . . . .4000 PSI

PROVIDE CURRENT (MAX. 1 YEAR OLD) STATISTICAL DATA FOR EACH CONCRETE MIX

SUBMITTED IN ACCORDANCE WITH ACI 318-14.

3. SPACING BARS FOR CONCRETE SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI AND

MEET THE REQUIREMENTS OF ASTM A-615. FOR PLACEMENT OF REINFORCING CONFORM TO

ACI-301, ACI-315, ACI-318, AND CRSI "MANUAL OF STANDARD PRACTICE". ALL REINFORCING

SHALL BE ACCURATELY PLACED, RIGIDLY SUPPORTED, AND FIRMLY TIED IN PLACE WITH BAR

SUPPORTS AND SPACERS IN ACCORDANCE WITH THE ABOVE REQUIREMENTS. PROVIDE CLASS

"B" LAP SPLICE FOR CONTINUOUS BARS. USE THE FOLLOWING COVER:

A. CONCRETE COVER REQUIREMENTS FOR REINFORCEMENT, U.N.O.:

a. CONCRETE CAST AGAINST EARTH. . . . . . . . . . . . . . . . 3"

b. CONCRETE POURED IN FORMS BUT EXPOSED TO WEATHER OR EARTH:

• #5 REINFORCEMENT AND SMALLER . . . . . 1 1/2"

• REINFORCEMENT LARGER THAN #5 . . . . . . . 2"

• WELDED WIRE FABRIC . . 1" FROM TOP OF SLAB

c. CONCRETE POURED IN FORMS BUT NOT EXPOSED TO WEATHER OR EARTH.

• #11 REINFORCEMENT AND SMALLER. . . . . . . . . . . . . . 3/4"

4. NO CONDUIT PLACED IN CONCRETE SLAB SHALL HAVE AN OUTSIDE DIAMETER GREATER THAN 1/3 THE THICKNESS OF THE SLAB. NO CONDUIT SHALL BE EMBED IN A SLAB THAT IS LESS THAN

4" THICK. MINIMUM CLEAR DISTANCE SHALL BE IN ACCORDANCE WITH ACI 318.

5. ALL REINFORCING BARS, ANCHOR BOLTS, DOWELS AND OTHER CONCRETE INSERTS SHALL BE

SECURED ADEQUATELY IN POSITION PRIOR TO PLACEMENT OF CONCRETE. CONTRACTOR

SHALL USE TEMPLATES TO INSURE ACCURATE PLACEMENT OF ANCHOR BOLTS, DOWELS, ETC.

6. ALL CONCRETE SHALL BE CONSOLIDATED BY USE OF A MECHANICAL VIBRATOR OR OTHER

MEANS APPROVED BY THE ENGINEER.

7. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ASTM STANDARD C94 FOR

MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME STAMPED

WHEN CONCRETE IS BATCHED. CONCRETE SHALL BE PLACED IN ITS FINAL POSITION WITHIN 90

MINUTES AFTER ADDITION OF BATCH WATER. CONCRETE SHALL BE DISCARDED IF THE

FOREGOING ELAPSED TIME IS EXCEEDED.

S-200

M.C.J.

M .C

F2W

F W

DRILL & EPOXY INTO EX. FOUNDATION (3) #5 CONT.

EMBED 4" AND SET W/ HILTI HY 200 EPOXY OR EQUIV.

EXTEND 36" INTO NEW FOUNDATION, TYP.

S-300

8" CMU W/ #5 @24" O.C.,

VERT. W/ ADDITIONAL AS

REQUIRED BY CMU NOTES

M .C

6" SLAB ON GRADE REINF. W/ #4

@12" O.C., CENTERED IN SLAB

-1' - 6"

0' - 6" CONTRACTION

JOINT

6" SLAB ON GRADE W/ #4 @12" O.C.,

E.W., W/ 12" DEEP x8" WIDE

TURNDOWN, REINF. W/ (2) #5 CONT.

EX. GRADE BEAM TO REMAIN

NEW GRAVEL PIT

S-300

CONTRACTION JOINT, C.J.

C .J

S-300

15' - 0"

V .I

PROVIDE 1" EXPANSION JOINT BETWEEN

EXISTING BUILDING AND NEW SLAB

3' - 8 5/8" 19' - 8" 21' - 8" 18' - 8"

F2W

C .J

T.O.F.

V .I .F

V.I.F.

2' - 9 1/4"

V .I .F

V.I.F.

2' - 9 1/4"

V .I .F

V.I.F.

3' - 9 1/4"

V .I .F

V.I.F.

4' - 2 1/4"

NEW FOUNDATION DRILLED AND

EPOXIED TO EXISTING GRADE

BEAM

NEW FOUNDATION DRILLED

AND EPOXIED TO EXISTING

GRADE BEAM

S-400

F.F.E.

V .I

S-110

S-110 2

C M

U I N

L D

E T

FOUNDATION SCHEDULE

DESIGNATION

F2W 2'-0"x1'-3" THICK

SIZE

(3) #5 CONT. BOTTOM

#4 @12" O.C. TRANSVERSE

REINFORCING STEEL

L O

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SHEETNUMBER:

SHEET REFERENCE:

R E

D E

S C

N D

A T

PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DATE:

S O

F E

N C

E S

E R

E P

A R

A C

H U

R A

R B

C M

F O

U N

D A

N P

L A

S-100

DJM

WEH

2 MARCH 2020

CP1033734

91057

1/4" = 1'-0"

CMU & FOUNDATION PLAN

1. VERIFY LOCATIONS AND DIMENSIONS OF CMU WALLS WITH ARCHITECTURAL DRAWINGS.

2. FOR DIMENSIONS NOT SHOWN, REFER TO ARCHITECTURAL DRAWINGS. VERIFY OPENING

DIMENSIONS W/ ARCH. COORDINATE ALL NEW WALL LOCATIONS WITH THE

ARCHITECTURAL DRAWINGS.

3. FOR TYPICAL CMU DETAILS, RE: S-400

4. M.C.J. = MASONRY CONTROL JOINT

5. CONTRACTOR TO PROVIDE 3/4" PLYWOOD FOR THE USER TO MOUNT TO THE WALL. THE

PLYWOOD SHALL BE ENOUGH TO ADEQUATELY COVER AN 8' WIDE AREA FROM FLOOR TO

TOP OF CMU WALLS. PLYWOOD MATERIAL SHALL BE MINIMUM B-C GRADE.

PLAN NOTES:

EXISTING

ENCLOSED

BUILDING

CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND GRADE ELEVATIONS PRIOR TO

CONSTRUCTION, IF THERE ARE DIFFERING CONDITIONS, SUBMIT IN WRITING TO THE

CONTRACTING OFFICER FOR REVIEW

S-200

EXISTING ROOF STRUCTURE, V.I.F.

E X

R A

M E

E X

R A

M E

E X

R A

M E

E X

R A

M E

W12X30

NEW CMU WALL BELOW,

SEE FOUNDATION PLAN

EX. ENCLOSED BUILDING

CENTER HOIST BEAM IN MIDDLE OF BUILDING

EPOXY BOLT END TO CMU WALL

W/ (2) L4X4X5/16 ANGLES 9" LONG

W/ 3/4" BOLTS TO BEAM AND (4)

3/4" EPOXY BOLTS EMBEDDED 4"

INTO EXISTING CMU WITH SCREEN

TUBE, UTILIZE HILTI HY 200 EPOXY

OR EQ.

S-200

NOTES:

1. CONTRACTOR TO PROVIDE CJP WELD OF TWO

BEAMS WHEN SPLICING TOGETHER.

E X

R A

M E

NOTE: IF CMU DOES NOT

EXTEND UP GABLE WALL,

ATTACH TO STEEL FRAME

INTERIOR OF BUILDING

EX. CMU

WALL

EX. SLAB

8" SPLITFACE CMU, REINF

W/ #5 @24" O.C. E.W.

EMBED REINF. 4" INTO EX. WALL WITH HILTI

HY 200 EPOXY, ENSURE WALLS ARE

GROUTED 8" ABOVE AND ADJACENT TO

OPENING

LINTEL INSTALLATION PROCEDURE

A A

1. SAW CUT HORIZONTAL JOINT AT EL. SEE ARCH. ABOVE FINISHED

FLOOR EL. TO AT LEAST 7/16" WIDE BY 1/2 DEPTH OF CMU

DEEP ON ONE FACE ONLY

2. INSTALL ONE LINTEL ANGLE IN THE SAWCUT JOINT. (8" BEARING

EACH END)

3. REPEAT SAW CUT ON OPPOSITE FACE AN INSTALL SECOND LINTEL

ANGLE (SAME AS PREVIOUS)

4. SAW CUT VERTICAL JOINT IN BOTH FACES AT JAMBS. REMOVE

BLOCK BELOW LINTEL ANGLES TO REQUIRED ELEVATION.

5. IF CMU EXTENDS BENEATH GRADE, CUT CMU 4" BELOW GRADE

AND FILL CELLS WITH GROUT.

6. REPAIR SLAB AS REQUIRED.

7. INSTALL 1/4" x3" WIDE PLATE ATTACHING TO BOTTOM SIDE OF

ANGLES.

SECTION B-B

1/8

OPENING

SEE ARCH

2-6

6" SOLID

ENDS

L4x4x3/8

EA. SIDE

GROUT CELL AND INSTALL (1) #5

IN TWO FIELD CELLS VERT. EPOXY

INTO EXISTING SLAB AND BOND

BEAM W/ #5 EMBEDDED 3"

8" 8"

PROVIDE 8" CONCRETE BEAM

W/ (2) #4 @BASE OF OPENING,

SLOPE AS REQ'D

OPENING

EXISTING FLOOR

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P E

SHEETNUMBER:

SHEET REFERENCE:

R E

D E

S C

N D

A T

PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DATE:

S O

F E

N C

E S

E R

E P

A R

A C

H U

R A

R B

N E

W H

T F

R A

G P

L A

S-110

DJM

WEH

2 MARCH 2020

CP1033734

91057

3/16" = 1'-0"

NEW HOIST FRAMING PLAN

3/4" = 1'-0"

CMU INFILL DETAIL

3/4" = 1'-0"

NEW OPENING IN EX. CMU WALL

3/4" = 1'-0"

SLAB REPAIR AT CMU OPENING

GRADE

0' - 0"

T.O.M.

12' - 6"

V .I

W12X30

L3X3X3/8 1/4

1/4

3/8 PLATE, TYP.

60°

S-200

BOND BEAM W/ (2) #5

CONT. AT +4'-8" O.C., ELEV.

BOND BEAM W/ (2) #5

CONT. AT +4'-8" O.C., ELEV.

EX. FRAME, V.I.F.

DRILL AND EPOXY INTO EX. FOUNDATION, SEE

STRUCTURAL SECTIONS FOR EMBEDMENT

DEPTH AND EPOXY REQ'S

V .I

6" SLAB ON GRADE

1/2" EXPANSION JOINT MATERIAL TYP. ADJACENT

TO CMU WALL, PERIMETER

(2) #5 CONT.

COMPACTED BASE WITH VAPOR BARRIER UNDER SLAB

(2) #5 CONT. TOP OF WALL, HOOK ALL VERT. REINF. INTO BOND BEAM

GROUT ALL CMU BELOW GRADE, TYP.

EX. FOUNDATION

NEW 8" CMU W/ #5 @24 O.C. VERT. W/

ADDITIONAL AS REQ'D BY NOTES, TYP.

W12X30

L3X3X3/8

1/4

3/8 PLATE, TYP.

60°

11 3/4"

2" 2"

9 1/8"

120°

2" 2"

6 3/4"

ALL BOLTS 3/4" DIA.

A325

L3X3X3/8

COORD. ELEVATION

WITH USER

L4X4X5/16 EA. SIDE3/4" DIA. A325 BOLTS

(2) 3/4" EPOXY ANCHORS EMBED

4" WITH SCREEN TUBE, EA. SIDE

GROUT CELLS SOLID AT THIS

LOCATION 16" BOND BEAM 4'-0"

WIDE, MIN.

HOIST BEAM, SEE

FRAMING PLAN

EX. CMU WALL

L O

M M

P E

L O

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M A

N D

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E S

P E

SHEETNUMBER:

SHEET REFERENCE:

R E

D E

S C

N D

A T

PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DATE:

S O

F E

N C

E S

E R

E P

A R

A C

H U

R A

R B

B U

S E

C T

S-200

DJM

WEH

2 MARCH 2020

CP1033734

91057

1/2" = 1'-0"

STRUCTURAL SECTION

3/4" = 1'-0"

STRUCTURAL SECTION - CALLOUT 1

EX. ROOF SYSTEM, V.I.F.

3/4" = 1'-0"

SECTION @EX. WALL

PLAN NOTES:

1. PAINT LOAD ON SIDE OF HOIST BEAM. PAINTED LETTERS SHALL BE BRIGHT YELLOW

AND AS FOLLOWS:

A. MAX. LOAD CAPACITY 2000 LBS. (2 / S-200)

CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND GRADE

ELEVATIONS PRIOR TO CONSTRUCTION, IF THERE ARE DIFFERING

CONDITIONS, SUBMIT IN WRITING TO THE CONTRACTING OFFICER FOR

REVIEW

GRADE

0' - 0"

DRILL & EPOXY INTO EX. FOUNDATION (3) #5 CONT.

EMBED 4" AND SET W/ HILTI HY 200 EPOXY OR EQUIV.

EXTEND 36" INTO NEW FOUNDATION, TYP.

NEW 6" SLAB ON GRADE

V .I

COMPACTED BASE, CONTRACTOR TO

ENGAGE GEOTECHNICAL ENGINEER

LICENSED IN THE STATE OF FLORIDA TO

VERIFY ADEQUATE COMPACTION AND

BEARING CAPACITY FOR 2500 PSF

ALLOWABLE BEARING WITH MAX. 1/2"

DIFFERENTIAL SETTLEMENT

EX. FOUNDATION, V.I.F.

V .I

F2W

CONT. REINF.

(5) #5 CONT. AS SHOWN

LAP, TYP.

2' - 0"

#4 @12" O.C.

1' - 0"

ROUND EDGE

VAPOR BARRIER,

SEE NOTES

PEA GRAVEL CONTRACTOR’S OPTION

TO REMOVE, CLEAN, STORE, AND

RETURN EXISTING GRAVEL; OR

REMOVE AND DISPOSE EXISTING

GRAVEL AND PROVIDE NEW PEA

GRAVEL TO MATCH EXISTING

6" SLAB ON GRADE W/

#4 @12" O.C., E.W.

GRADE

0' - 0"

EX. GRADE BEAM, V.I.F.

8" CMU REINF. W/ #5 @24"

O.C., VERT. DRILL AND EPOXY

INTO EX. GRADE BEAM, 4-1/2"

AND SET W/ HILTI HY 200

EPOXY, PROVIDE 36" LAP FOR

REINF.

L A

3/4" BENTONITE WATERSTOP

#4 @12" O.C., EMBED

INTO EX. STRUCTURE 4"

2' - 0"

(3) #5 CONT.

#5 @18" O.C., DRILL AND

EPOXY INTO EX. GRADE

BEAM 4" AND SET WITH

HILTI HY 200 EPOXY

CONTRACTOR TO VERIFY COVER OVER NEW FOUNDATION, ENSURE MINIMUM

6" COVER ABOVE NEW FOUNDATION

SAW CUT SLAB, DO NOT CUT

REINF. STEEL, FILL W/ FORMED

JOINT FILLER

T H

N E

S S

S L

A B

VAPOR BARRIER, RE:

STRUCTURAL GENERAL NOTES

COMPACTED BASE, SEE

GENERAL NOTES & DETAILS

P L A

S E

SEE PLAN FOR REINF. TYPE, SIZE,

AND ARRANGEMENT

VAPOR BARRIER, RE:

GENERAL NOTES

(2) #5 CONT.

P L A

S E

COMPACTED BASE, SEE

GENERAL NOTES

ROUND CONC. TOP

CONCRETE FOUNDATION

FINISHED GRADE OR

PAVEMENT

BITUMINOUS

JOINT FILLER

(CONC. PAVEMENT

ONLY)

STEEL PIPE SHALL BE GALVANIZED (2.0 OZ. ZINC/SQ. FT.)

& HAVE A MINIMUM WALL THICKNESS OF 0.322

INCHES. SEE ARCHITECTURAL DRAWINGS FOR LOCATION

8"∅ STEEL PIPE FILLED

W/CONCRETE

1' - 6"

L O

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M A

N D

F O

R C

E S

P E

SHEETNUMBER:

SHEET REFERENCE:

R E

D E

S C

N D

A T

PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DATE:

S O

F E

N C

E S

E R

E P

A R

A C

H U

R A

R B

C O

N C

R E

T E

D E

T A

S-300

DJM

WEH

2 MARCH 2020

CP1033734

91057

3/4" = 1'-0"

FOUNDATION TIE DETAIL

3/4" = 1'-0"

SECTION 1

3/4" = 1'-0"

SECTION 2

3/4" = 1'-0"

CONTRACTION JOINT (C.J.)

3/4" = 1'-0"

SLAB TURNDOWN

CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND GRADE

ELEVATIONS PRIOR TO CONSTRUCTION, IF THERE ARE DIFFERING

CONDITIONS, SUBMIT IN WRITING TO THE CONTRACTING OFFICER FOR

REVIEW

3/4" = 1'-0"

BOLLARD DETAIL

ADDITIONAL CMU NOTES

1. ALL VERTICAL REINFORCING SHALL EXTEND INTO THE UPPERMOST BOND BEAM AND WHERE TERMINATES PROVIDE A 90°

HOOK WITH MINIMUM 8" LEG.

2. ADDITIONAL REINFORCEMENT IN CONJUNCTION WITH TYPICAL VERTICAL WALL REINFORCEMENT SHALL BE PROVIDED AS FOLLOWS: PROVIDE (4) FILLED CELLS OF TYPICAL WALL REINFORCEMENT AT ALL WALL INTERSECTIONS. PROVIDE (3) FILLED CELLS OF TYPICAL WALL REINFORCEMENT AT CORNERS, PROVIDE (2) FILLED CELLS OF TYPICAL WALL REINFORCEMENT EACH SIDE OF OPENING (U.N.O.), PROVIDE (1) FILLED CELL OF WALL REINFORCEMENT ON EITHER SIDE OF MASONRY CONTROL JOINTS. PROVIDE (5) FILLED CELLS OF TYPICAL WALL REINFORCEMENT AT END OF WALLS.

3. PROVIDE 8" DEEP BOND BEAMS ALL WALL AT @4'-8" O.C., VERTICALLY (MAX) W/ (2) #5 CONT., TYP.

4. PLACE CONCRETE MASONRY UNITS IN RUNNING BOND PATTERN.

5. SEE FOUNDATION PLAN FOR WALL REINFORCING SIZE AND ARRANGEMENT. HORIZONTAL JOINT REINFORCING FOR CMU WALL SHALL BE HEAVY DUTY 3/16" SIDE RODS WITH 9GA. CROSS MEMBERS. WALL REINFORCEMENT SHALL BE CONSTRUCTED

IN LADDER TYPE REINFORCEMENT AND SPACED AT 16" O.C.

6. PROVIDE MINIMUM 8" DEEP BOND BEAM UNDER ANY WINDOW OPENINGS, BOND BEAM SHALL BE REINFORCED W/ (2) #5 AND

EXTEND REINFORCING 2'-0" PAST EA. SIDE OF OPENING, TYPICAL.

7. SPLICE ALL REINFORCEMENT WITH MIN. 48 BAR DIAMETER SPLICES.

TOP REINF.

BOTTOM REINF.

D E

P T

T E

WIDTH

NOTES:

1. PROVIDE MINIMUM 8" BEARING FOR ALL LINTELS THAT ARE 16" DEEP OR LESS THAN 16".

2. PROVIDE MINIMUM 16" BEARING FOR ALL LINTELS THAT ARE GREATER THAN 16" DEEP.

3. HOT DIP GALVANIZE ALL EXPOSED STRUCTURAL STEEL, INCLUDING; ANGLES,

THREADED RODS, BOLTS, NUTS WASHERS, ETC., IF REQUIRED.

(2) GROUTED

CELLS W/ (1) #6

EA. CELL

CMU & CONCRETE LINTEL SCHEDULE

LINTEL SIZE (WIDTH &

DEPTH)SPAN

REINFORCING SIZE & ARRANGEMENT

TOP

0'-0" TO 4'-0" 8x16 CMU ---

BOTTOM

(2) #5

SHEAR

8x16 CMU (2) #5 (2) #5 ---4'-1" TO 6'-0"

8x24 CONCRETE (2) #5 (4) #6 #3 TIES @8" O.C.> 12'-1"

A P

CORNER WALL REINF., SEE

ADDITIONAL CMU NOTES

HOOK VERT. REINF. INTO

BOND BEAM

SEE ARCH.

OPENING

3'-0" MIN.

OVERLAP JOINT REINF. 9"

TYPICAL WALL REINF., SEE

PLANS

CONCRETE MASONRY WALL

(CMU)

USE FACTORY

FABRICATED (T) JOINT

REINFORCING AT

INTERSECTIONS, EVERY

OTHER COURSE, U.N.O.

HORIZONTAL JOINT REINFORCING SEE

REINFORCING NOTES, TYP.

EXTEND HORIZ. JOINT REINF.

TO CORNER OF WALL

USE FACTORY FABRICATED (L)

JOINT REINFORCING AT CORNER

INTERSECTIONS, EVERY COURSE,

U.N.O.

GROUTED CELLS

TYPICAL WALL REINF., SEE

PLANS

HORIZONTAL JOINT REINFORCING SEE

REINFORCING NOTES, TYP.

NOTES:

1. SEE PLANS FOR VERT. WALL

REINF. SIZE AND

ARRANGEMENT.

MASONRY WALL "T"

INTERSECTION

REINF. AT CMU

OPENING

MASONRY WALL "L"

INTERSECTION

TYPICAL 8"

BOND BEAM

TYPICAL 16"

BOND BEAM

BEND REINF. 90 DEG.

ELEVATION

PLAN

NOTE:

TERMINATE MCJ BELOW ALL TWO COURSE

OR LARGER BOND BEAMS WITH #5 OR

LARGER HORIZONTAL REINFORCING. RUN

MCJ THROUGH BOND BEAM WITH SINGLE

HORIZONTAL REINFORCING BEAM ADJUST

MCJ LOCATIONS TO CLEAR BY 2'-8" ALL

OPENINGS.

MIN. TYP.

3' - 0"

MAX. TYP.

4' - 0"

OPENING

GROUT AFTER

INSTALLATION

PROVIDE (2) #5 BARS

ABOVE AND BELOW

OPENING

PROVIDE (3) FILLED

CELLS W/ #5 VERT. FULL

HEIGHT OF WALL

MIN.

NEW 8" CMU, TYP.

EX. CONCRETE PILASTER, V.I.F.

ALIGN CMU W/ FACE OF EX. PILASTER

EX. METAL BUILDING COLUMN

L O

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SHEETNUMBER:

SHEET REFERENCE:

R E

D E

S C

N D

A T

PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DATE:

S O

F E

N C

E S

E R

E P

A R

A C

H U

R A

R B

M A

S O

N R

Y D

E T

S-400

DJM

WEH

2 MARCH 2020

CP1033734

91057

3/4" = 1'-0"

LINTEL DETAILS

3/4" = 1'-0"

LINTEL SCHEDULE

3/4" = 1'-0"

BOND BEAM CORNER REINFORCING

3/4" = 1'-0"

CMU WALL INTERSECTION DETAILS

3/4" = 1'-0"

TYPICAL MCJ DETAIL

1/2" = 1'-0"

REINFORCING OPENINGS IN MASONRY WALLS

3/4" = 1'-0"

TYP. CMU PILASTER PLAN

1 3 43A

AHU

60'-0"±

EXISTING BUILDING TO REMAIN

'-8

'-0

15'-0"

91'-0"±

23'-3" FIELD VERIFY

7'-4" 12'-0" M.O. 8'-8" 12'-0" M.O. 23'-3"± FIELD VERIFY27'-9"

EXISTING BUILDING

TO REMAIN

6'-8"

4'- 6"

1'-4" 3'-4" M.O.

EXIST EQPM

STORAGE

TRAINING

FITNESS

57'-9"3'-4" M.O.

6'-8"

A A-301

A-201

B A-301

CONCRETE SLAB

MATERIALS LEGEND

24"D 3/8" PEA GRAVEL

ASPHALT PAVING SEE A/A-101

1 3 43A2

PRIME COAT

TACK COAT BETWEEN

EACH ASPHALT LAYER

4" FDOT SP12.5

(2 LIFTS OF 2")

1" FDOT SP9.5

8" FDOT 204 (GROUP 1) GRADED

TO AGGREGATE BASE,

COMPACT TO 100% ASTM D1557

SAWCUT EXIST PAVING TO

A CLEAN, EVEN EDGE

SCALE: 1/8" = 1'-0"

4'-0" 8'-0"0 16'-0"

L O

O N

, F

C O

M M

L of 31

02 MAR 2019

90157

CP1033734

JDM

PDM

A-101

SCALE:

NEW WORK FLOOR PLAN

1/8" = 1'-0"

A-101

SCALE:

DEMOLITION FLOOR PLAN

1/8" = 1'-0"

DEMOLITION KEYNOTES:

REMOVE EXISTING PEA GRAVEL IN ITS ENTIRETY. PREPARE

AREA TO RECEIVE NEW GRAVEL.

EXISTING CONCRETE JUMP OFF PLATFORMS (4) TO BE

REMOVED. TWO PLATFORMS TO BE RELOCATED, DISPOSE OF

REMAINING PLATFORMS. COORDINATE NEW LOCATION WITH

NEW WORK.

EXISTING CONCRETE STOOP TO BE REMOVED

REMOVE EXISTING OVERHEAD COILING DOOR IN ITS ENTIRETY.

EXISTING CONTAINMENT CURB - REMOVE AS NECESSARY FOR

INSTALLATION OF NEW FOUNDATION AND SLAB, TYP.

EXISTING CONTAINMENT CURB TO REMAIN

EXISTING SIDEWALK TO BE REMOVED TO EXTENT INDICATED.

EXISTING DOWNSPOUT TO REMAIN

EXISTING DOWNSPOUT TO BE…

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