FA441720R0004 Attch 2 - Drawings.pdf

PDF 13 MB Posted Jun 18, 2020

Attached to: CP1033735, SOF Alter STTS Vehicle/Watercraft Maintenance Areas, Bldg. 90540
Solicitation number: FA441720R0004
Issued by: Department of the Air Force Special Operations Command

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Written by GovTribe AI · Dec 28, 2023

This solicitation seeks proposals to alter building 90540 for the Special Tactics & Training Squadron (STTS) Vehicle/Watercraft Maintenance areas on Hurlburt Field, Florida. The scope of work includes furnishing all labor, equipment, and materials necessary to complete alterations in accordance with provided attachments, which include architectural drawings, structural drawings, mechanical drawings, plumbing drawings, and electrical drawings. Proposals are due by the date specified in the solicitation. The Department of the Air Force Special Operations Command will award a firm fixed-price contract for completion of the work.

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Other files

File	Type	Posted
FA441720R0004 - Questions and Answers (Updated).pdf	PDF	Jul 10, 2020
FA441720R0004 - Questions and Answers.pdf	PDF	Jul 10, 2020
Solicitation Amendment - FA441720R00040001 - Changing Due Date for Questions.pdf	PDF	Jun 30, 2020
Pre Proposal Site Visit Sign-in Sheet - 30 June 2020.pdf	PDF	Jun 30, 2020
Pre Proposal Site Visit Memo - 30 June 2020.pdf	PDF	Jun 30, 2020
Solicitation - FA441720R0004 - SOF Alter STTS Vehicle_Watercraft Maintenance Areas - Bldg 90540.pdf	PDF	Jun 18, 2020
FA441720R0004 Attch 1 - Specifications.pdf	PDF	Jun 18, 2020
FA441720R0004 Attch 3 - Wage Determination.pdf	PDF	Jun 18, 2020
FA441720R0004 Attch 6 - 50 Division Construction Cost Estimate Worksheet.xlsx	XLSX spreadsheet	Jun 18, 2020
FA441720R0004 Attch 4 - PPQ.pdf	PDF	Jun 18, 2020
FA441720R0004 Attch 5 - Financial Worksheet.pdf	PDF	Jun 18, 2020

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SOF ALTER STTS VEHICLE WATERCRAFT

MAINTENANCE AREA

BLDG 90540

HURLBURT FIELD, FL.

PROJECT NO. CP1033735

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26 FEB 2020

90540

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CP1033735

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AIRFIELD

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AIRFIELD

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AIRFIELD

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AIRFIELD

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AIRFIELD

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AIRFIELD

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AIRFIELD

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AIRFIELD

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AIRFIELD

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TITLE, INDEX, VICINITY MAP AND LOCATION MAP

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GENERAL NOTES

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CMU WALL FRAMING PLAN

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STRUCTURAL SENTIONS

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MASONRY DETAILS

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DEMOLITION FLOOR PLAN

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NEW WORK PLAN

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EXTERIOR ELEVATIONS

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BUILDING SECTIONS

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WALL SECTIONS

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ENLARGED PLANS

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SCHEDULES AND DETAILS

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DOOR DETAILS

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SIGNAGE

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FIRE ALARM LEGEND & GENERAL NOTES

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FIRE ALARM RISER

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FIRE ALARM PLAN

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PLUMBING PLAN - WASTE & AIR

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PLUMBING PLAN - WATER

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SCHEDULE, LEGEND, AND DETAILS

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RISER DIAGRAM

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FIRE PROTECTION NOTES, LEGEND, AND FLOW TEST RESULTS

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FIRE PROTECTION SITE PLAN - NEW WORK

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FIRE PROTECTION PLAN - NEW WORK

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FIRE PROTECTION DETAILS

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FIRE PROTECTION DETAILS

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FIRE PROTECTION DETALS

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MECHANICAL NOTES, ABBREVIATIONS AND LEGEND

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MECHANICAL NEW WORK PLAN

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MECHANICAL DETAILS

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MECHANICAL DETAILS

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MECHANICAL SCHEDULES & SEQUENCE OF OPERATIONS

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ELECTRICAL LEGEND, GENERAL NOTES

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LIGHTING FIXTURE SCHEDULE & DETAILS

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SINGLE LINE POWER RISERS

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PANEL SCHEDULES

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ELECTRICAL SITE PLAN & DETAIL

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DEMOLITION ELECTRICAL PLAN

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NEW WORK POWER PLAN

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NEW WORK LIGHTING PLAN

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TELECOM LEGEND & ABBREVIATIONS

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GENERAL NOTES

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TELECOM NEW WORK PLAN

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COMMUNICATIONS DETAILS

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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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PROJECT STAGING AREA

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INDEX OF DRAWINGS

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LOCATION MAP

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VICINITY MAP

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SHEET NUMBER:

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SHEET REFERENCE:

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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 #: 18070

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STATE OF

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REFLECTED CEILING PLAN

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=6'-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 FLORIDA BUILDING CODE 2017 EDITION AND

ASCE 7-10. 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=6'-0"

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S-001

DJM

WEH

26 FEB 2020

CP1033735

90540

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

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 DOOR AND

WINDOW SYSTEMS, ETC AND THEIR ATTACHMENTS TO THE STRUCTURE SHALL BE

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.)

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

• CONCRETE POURED IN FORMS BUT NOT EXPOSED TO WEATHER OR

EARTH.

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

B. USE PLAIN, COLD-DRAWN ELECTRICALLY-WELDED STEEL WIRE FABRIC

CONFORMING TO ASTM A-185. SUPPLY IN FLAT SHEETS ONLY (NOT ROLLED). LAP

SPLICES SHALL BE TWICE THE SPACING OF THE CROSS WIRES PLUS TWO (2)

INCHES.

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 OF MORE THAN 1 HOUR. AT MINIMUM (5)

CONCRETE CYLINDERS SHALL BE CAST FOR TESTING CONCRETE.

8. TESTING OF CONCRETE BREAK RESULTS SHALL BE SUBMITTED TO THE GOVERNMENT FOR

REVIEW. THIS INCLUDES (2) 7 DAY BREAKS, (2) 28 DAY BREAKS, AND (1) RESERVE CYLINDER.

1 2 3 4 5 6 7 8 9

EXISTING

STORAGE BAY

23' - 6" 25' - 0" 25' - 0" 23' - 6" 25' - 0" 23' - 6"

EX. METAL BUILDING COLUMN, V.I.F.

EDGE OF SLAB, TYP.

S-100

EXISTING SLAB

S-200

TYPE "B" CMU PILASTER

TYPE "A" CMU PILASTER

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

M.C.J.

M .C

S-200

NEW OPENING IN EX.

CMU WALL, SEE ARCH.

FOR LOCATION

NEW BOLLARDS, TYP. (6) LOCATIONS, SEE MECHANICAL

DRAWINGS AND ARCHITECTURAL

5' - 6" 5' - 6"

5' - 0" 5' - 0"

M .C

3' - 0"

F3 = 3'-0"X3'-0"X1'-0" THICK W/ (4) #

5 E.W. BOTTOM, CENTER

FOUNDATION ON LIFT LEGS, V.I.F.

S-100

M.C.J.

13' - 8" 9' - 10" EXISTING CMU

2' - 0"

11 5/8"

NEW CMU WALL

NEW CMU WALLS

4" 1' - 0" 1' - 4"

2' - 8"

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

W/ ADDITIONAL AS REQUIRED BY CMU

NOTES, THIS INCLUDES ADDITIONAL

IN CORNERS AND INTERSECTIONS.

EDGE OF SLAB,

TYP.

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

W/ ADDITIONAL AS REQUIRED BY CMU

NOTES, THIS INCLUDES ADDITIONAL

IN CORNERS AND INTERSECTIONS.

EDGE OF SLAB,

TYP.

8" 1' - 4" 1' - 4"

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.

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

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

5. CONTRACTOR SHALL TRIP SOFFIT VERTICALLY AND REINSTALL TO MATCH EXISTING AT EXISTING OHCD OPENINGS.

6. NEW CMU -

7. PROVIDE MASONRY CONTROL JOINTS WHENEVER CMU WALL TRAVERSES AND SLAB CONTRACTION JOINT.

PLAN 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.

8"∅ STEEL PIPE FILLED

W/CONCRETE

1' - 6"

Level 1 0' - 0"

NEW LIFT

3' - 0"

#4 @12" O.C., EMBED 4" AND

EXTEND INTO NEW

FOUNDATION 1'-0", SET WITH

HILTI HY 200 EPOXY

4" EMBED 1' - 0"

(4) #5 E.W. BOTTOM

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DJM

WEH

26 FEB 2020

CP1033735

90540

1/8" = 1'-0"

CMU WALL FRAMING

3/4" = 1'-0"

CMU WALL FRAMING - TYPE A

3/4" = 1'-0"

CMU WALL FRAMING - TYPE B

3/4" = 1'-0"

BOLLARD DETAIL

3/4" = 1'-0"

NEW LIFT FOUNDATION DETAIL

Level 1 0' - 0"

T.O. MASONRY

12' - 0"

COLUMN BEYOND

8" BOND BEAM TOP OF

WALL, (2) #5 CONT. TYPICAL

#5 @24" O.C., VERT. W/

ADDITIONAL AS REQUIRED

BY MASONRY NOTES

DRILL AND EPOXY INTO EXISTING

SLAB W/ HILTI HIT-HY200 EPOXY

MIN. 8" EMBEDMENT FOR VERT.

REINF., TYP. PERIMETER OF SLAB,

EMBED 4" FOR INTERIOR CMU

WALLS TO BE ADDED.

4' - 8"

9' - 4"

BOND BM

R E

A P

Y P

NEW 8" CMU

EX. GRADE BEAM, V.I.F.

EX. SLAB, V.I.F.

EX. SOFFIT PANEL, V.I.F.

Level 1 0' - 0"

EXISTING 8" CMU WALL, V.I.F.

L4X4X5/16 ANGLE EA. SIDE, PAINT

W/ TNEMEC PAIN AFTER

INSTALLATION, COORD. W/ USER

AND ARCH. FOR COLOR REQ'S

EXTEND 8" PAST OPENING

3"x5/16" CONT. PLATE

NEW OPENING

NEW OPENING NOTES:

1. CONTRACTOR TO SAW CUT 3/8" GAP FROM ONE FACE 1/2"

THRU EXISTING CMU BLOCK. THEN INSTALL L4X4 ANGLE.

2. CONTRACTOR TO GO TO OPPOSITE SIDE AND SAW CUT 3/8"

GAP FROM FACE TO THE JOINING PREVIOUSLY CUT GAP.

THEN INSTALL L4X4 ANGLE FROM OPPOSITE SIDE.

3. CONTRACTOR SHALL THEN INSTALL NEW 3" CONT. BENT

PLATE AS SHOWN.

4. ANGLE SHALL EXTEND 8" PAST OPENING ON EITHER SIDE

OF NEW OPENING. THE ANGLES SHALL BEAR ON A FIRM

BEARING SURFACE.

1/4 2�6

3" SOLID

AT ENDS

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DJM

WEH

26 FEB 2020

CP1033735

90540

3/4" = 1'-0"

CMU WALL SECTION

3/4" = 1'-0"

NEW CMU OPENING SECTION

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.

8. CMU WALLS SHALL BE REINFORCED WITH #5 @24" O.C., WITH VERTICAL AS REQUIRED AT CORNERS, INTERSECTIONS, AND

CONTRACTION JOINTS.

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 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 CMU (2) #5 (2) #5 ---6'-0" TO 10'-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 (AL)

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 "AL"

INTERSECTION

TYPICAL 8"

BOND BEAM

TYPICAL 16"

BOND BEAM

BEND REINF. 90 DEG.

ELEVATION

PLAN

NOTE:

TERMINATE MC BELOW ALL TWO COURSE

OR LARGER BOND BEAMS WITH #5 OR

LARGER HORIZONTAL REINFORCING. RUN

MC THROUGH BOND BEAM WITH SINGLE

HORIZONTAL REINFORCING BEAM ADJUST

MC 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.

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DJM

WEH

26 FEB 2020

CP1033735

90540

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

7 8 95 6

EXISTING

STORAGE BAY

1 2

3 4

FEC

SCALE:

DEMOLITION FLOOR PLAN

1/8" = 1'-0"

GENERAL NOTES:

1. FIELD VERIFY EXISTING CONDITIONS PRIOR TO START OF WORK.

2. REFER TO STRUCTURAL, PLUMBING, MECHANICAL AND

ELECTRICAL DRAWINGS FOR BALANCE OF DEMOLITION WORK.

3. PATCH/REPAIR ALL THRU-WALL (EXTERIOR & INTERIOR)

PENETRATIONS, AS REQUIRED. PREP SURFACE TO RECEIVE NEW

FINISH (TYPICAL).

4. CONTRACTOR TO REPLACE OR REPAIR ALL DAMAGED FINISHES

TO MATCH EXISTING.

EXISTING WALL CONSTRUCTION

TO REMAIN

ROOM IDENTIFICATION

LEGEND:

KEYNOTES

SAWCUT & REMOVE EXISTING SPLIT-FACE CMU AS

REQUIRED TO INSTALL HOLLOW METAL FRAME AND

DOOR. SEE STRUCTURAL FOR OPENING SUPPORT.

REMOVE EXISTING FASCIA AND LOWER FASCIA

FRAMING AT THIS BAY TO ALIGN WITH EXISTING "HIGH

BAY" FASCIA. SEE SHEET A-201

SAWCUT EXISTING CONCRETE SLAB TO PROVIDE

FOOTINGS IN COORDINATION WITH OWNER

FURNISHED, OWNER INSTALLED VEHICLE LIFT

MANUFACTURER'S DATA SHEETS. SEE STRUCTURAL

FOR LOCATION AND FOOTING DESIGN.

EXCEPT WHERE NOTED "NO FLOOR WORK THIS

AREA", REMOVE EXISTING FLOOR EXPANSION JOINT

MATERIAL IN ITS ENTIRETY. PREPARE JOINTS TO

RECEIVE NEW EXPANSION JOINT MATERIAL.

EXISTING WASH TANK TO BE RELOCATED - SEE

PLUMBING

EXIST DIVE

SHOP

EXIST MECH

1'- 4"

6'- 4"

M .O

EXISTING DOOR AND FRAME TO

REMAIN

XXXX

A-101

NO FLOOR WORK THIS AREA

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

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

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CP1033735

JDM

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AR0014409

02/24/2020

STORAGE BAY

1 2

2'-8" 7'-4" 8'-10"± 72'-4"

'-2

" F

23'-6" 72'-4"

25'-0" 22'-6"±

6'-4"6'-0"

OFFICE

TLT/

SHWR

SCUBA

DIVE SHOP

EXIST DIVE

SHOP

EXIST MECH

'-8

38'-4" 22'-8"

7'-2"

'-7

'-1

MAINT.

15'-6"

10'-0" 3'-4"

1'-4"

3'-4"3'-4" 1'-4"

3'-4" 2'-6"21'-0" 5'-4"3'-8"16'-2"2'-8" 3'-4" 3'-4"

3'- 4"

LIT

3'- 4"

LIT

MECH

3'-6"

11'-0"

5'- 6"

4'- 0"

3'- 2"

4'- 0"

4'- 8"

4'- 0"

9'- 8"

4'-

'-3

'-7

6'-4"

3'-2"

3'-4"8'-0" 5'-0"

3'-4" 1'-4"

'-6

" S

H-

3'- 4"

'-1

1'-

'-4

3'- 4"

1'-4"

2'-0"

1'-4" 2'-0"

1'- 4"

'-1

NORTH

W1 W1

104B

101B

W4 FEC

SCALE:

NEW WORK FLOOR PLAN

1/8" = 1'-0"

GENERAL NOTES:

1. FIELD VERIFY EXISTING CONDITIONS PRIOR TO START OF

WORK.

2. REFER TO STRUCTURAL, PLUMBING, MECHANICAL AND

ELECTRICAL DRAWINGS FOR EXTENT OF DEMOLITION WORK.

3. PATCH/REPAIR ALL THRU-WALL (EXTERIOR & INTERIOR)

PENETRATIONS, AS REQUIRED. PREP SURFACE TO RECEIVE

NEW FINISH (TYPICAL).

4. CONTRACTOR TO REPLACE OR REPAIR ALL DAMAGED FINISHES

TO MATCH EXISTING.

DOOR IDENTIFICATION,

SEE DOOR SCHEDULE SHEET A-701

NEW METAL STUD PARTITION,

SEE WALL TYPES SHEET A-101

ROOM IDENTIFICATION

W1 WALL TYPE, SEE DETAILS THIS SHEET

LEGEND:

NEW MASONRY WALL

A-201

105B

SEE ENLARGED

PLAN 1/A-601

A B

A WINDOW IDENTIFICATION,

SEE SCHEDULE SHEET A-701

LOUVER IDENTIFICATION,

SEE SCHEDULE SHEET A-701

KEYNOTES

STEEL PIPE BOLLARD - PAINT OSHA SAFETY YELLOW -

SEE STRUCTURAL

OWNER FURNISHED, OWNER INSTALLED TWO POST

VEHICLE LIFT . COORD FINAL LOCATION WITH OWNER

AND LIFT MANUFACTURER'S DATA SHEETS.

4" WIDE PAINTED STRIPES - OSHA SAFETY YELLOW

1 1

'-0

14'-0" 23'-8"

A-101

C A-300

A-301

B A-300

A-201

A A-300

XXXX

5'- 0"

8'-10"

3'-0"1'- 6"

RELOCATED WASH TANK

- SEE PLUMBING

SCALE:

WALL TYPE W1

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

6" x 16 GA GALV. STEEL

STUDS @ 16" O.C TO

UNDERSIDE OF ROOF

DECK

5/8" TYPE 'X' GYPSUM

WALL BOARD EXTEND

TO UNDERSIDE OF ROOF

DECK

EXIST ROOF DECK

SILL TRACK IN (2)

CONTINUOUS BEADS

ACOUSTICAL SEALANT

FILL ALL VOIDS W/

MINERAL SAFING

5/8" TYPE 'X' GYPSUM

WALL BOARD EXTEND

TO UNDERSIDE OF

ROOF DECK

RESILIENT BASE: SEE

FINISH SCHEDULE

CEILING AS SCHEDULED

PROVIDE 5/8" TYPE 'X' MR GYPSUM

WALL AT INTERIOR FACES OF

103 TOILET/SHOWER

SCALE:

WALL TYPE W2

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

3-5/8" x 16 GA GALV. STEEL

STUDS @ 16" O.C TO

UNDERSIDE OF ROOF

DECK

5/8" TYPE 'X' WALL BOARD

EXIST ROOF DECK

SILL TRACK IN (2)

CONTINUOUS BEADS

ACOUSTICAL SEALANT

FILL ALL VOIDS W/

MINERAL SAFING

5/8" TYPE 'X' GYPSUM

WALL BOARD

RESILIENT BASE: SEE

FINISH SCHEDULE

CEILING AS

SCHEDULED

4" CL

R 4" CL

CEILING AS SCHEDULED

SCALE:

WALL TYPE W3

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

6" x 16 GA GALV. STEEL

STUDS @ 16" O.C TO

UNDERSIDE OF ROOF

DECK

5/8" TYPE 'X' MR GYPSUM

WALL BOARD

SILL TRACK IN (2)

CONTINUOUS BEADS

ACOUSTICAL SEALANT

FACE OF CMU

4" CL

CEILING AS SCHEDULED

HEAD TRACK

CEILING AS SCHEDULED

SCALE:

WALL TYPE W4

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

3-5/8" x 16 GA GALV. STEEL

STUDS @ 16" O.C TO

UNDERSIDE OF ROOF DECK

5/8" TYPE 'X' MR GYPSUM

WALL BOARD

EXIST ROOF DECK

SILL TRACK IN (2)

CONTINUOUS BEADS

ACOUSTICAL SEALANT

FILL ALL VOIDS W/

MINERAL SAFING

5/8" TYPE 'X' GYPSUM

WALL BOARD

RESILIENT BASE: SEE

FINISH SCHEDULE

CEILING AS

SCHEDULED

4" CL

CEILING AS SCHEDULED

TOILET/

SHOWER

OFFICE

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

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

L O

O N

, F

C O

M M

L of 45

26 FEB 2020

90540

CP1033735

JDM

PDM

, B

A-101

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

4" 8"0 1'-4"

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AR0014409

STORAGE BAY

1 2

3 4

FEC

A-111

SCALE:

REFLECTED CEILING PLAN

1/8" = 1'-0"

GENERAL NOTES:

1. FIELD VERIFY EXISTING CONDITIONS PRIOR TO START OF WORK.

2. REFER TO STRUCTURAL, PLUMBING, MECHANICAL AND ELECTRICAL

DRAWINGS FOR EXTENT OF DEMOLITION WORK.

3. PATCH/REPAIR ALL THRU-WALL (EXTERIOR & INTERIOR)

PENETRATIONS, AS REQUIRED. PREP SURFACE TO RECEIVE NEW

FINISH (TYPICAL).

4. CONTRACTOR TO REPLACE OR REPAIR ALL DAMAGED FINISHES TO

MATCH EXISTING.

LEGEND:

SUSPENDED ACOUSTICAL CEILING

MECHANICAL DIFFUSERS - SEE MECHANICAL

LIGHT FIXTURES - SEE ELECTRICAL

EXHAUST FAN - SEE MECHANICAL

OFFICE

TLT/

SHWR 106

SCUBA

DIVE SHOP

EXIST DIVE

SHOP

EXIST MECH

MAINT.

MECH

OCCUPANCY SENSOR - SEE ELECTRICAL

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

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

L O

O N

, F

C O

M M

L of 45

26 FEB 2020

90540

CP1033735

JDM

PDM

, B

A-111

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4" 8"0 1'-4"

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REFLECTED CEILING PLAN

12'-0" EXIST.

BOTT. OF PANEL

16'-0"± EXIST.

FINISH EAVES

A B C D

12'-0" EXIST.

BOTT. OF PANEL

16'-0"± EXIST.

FINISH EAVES

5 6 7 8 9

56789

KEYNOTES:

EXISTING STANDING SEAM METAL ROOF

EXISTING DOOR TO REMAIN

8" SPLIT-FACED CMU WALL INFILL ON EXIST

CONCRETE SLAB. SEE STRUCTURAL DRAWINGS.

EXISTING CONCRETE SLAB.

INSULATED COILING OVERHEAD DOOR

GALVANIZED HOLLOW METAL DOOR(S) AND FRAME.

SEE DOOR SCHEDULE

LOUVER - SEE MECHANICAL

EXISTING R-TYPE METAL PANEL

EXISTING METAL PANEL FASCIA AND LOWER FASCIA

FRAMING TO BE REMOVED TO EXTENT INDICATED.

STEEL PIPE BOLLARD - PAINT OSHA SAFETY YELLOW -

SEE STRUCTURAL

12'-0" EXIST.

BOTT. OF PANEL

16'-0"± EXIST.

FINISH EAVES

SCALE:

EAST ELEVATION

1/8" = 1'-0"

SCALE:

SOUTH ELEVATION

1/8" = 1'-0"

SCALE:

NORTH ELEVATION

1/8" = 1'-0"

3 2 1

A-201

'-0

C A-300

B A-300

A A-300

L O

O N

, F

C O

M M

L of 45

26 FEB 2020

90540

CP1033735

JDM

PDM

, B

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

4'-0" 8'-0"0 16'-0" A-201

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EXTERIOR ELEVATIONS

A B C D

12'-0" EXIST.

BOTT. OF PANEL

16'-0"± EXIST.

FINISH EAVES

SCALE:

BUILDING SECTION

1/4" = 1'-0"

7 7 7

A A-300

KEYNOTES:

EXISTING STANDING SEAM METAL ROOF

EXISTING PURLIN - TYPICAL

8" SPLIT-FACED CMU WALL INFILL ON EXIST

CONCRETE SLAB. SEE STRUCTURAL DRAWINGS.

EXISTING CONCRETE SLAB.

EXISTING R-TYPE METAL PANEL

GALVANIZED HOLLOW METAL DOOR(S) AND

FRAME. SEE DOOR SCHEDULE

WINDOW - SEE SCHEDULE

EXISTING COLUMN & RIGID FRAME SYSTEM.

STEEL CHANNEL - SEE STRUCTURAL

NEW METAL BUILDING FLASHING

BREAK METAL CLOSURE PANEL. SEE TIGHT TO

ROOF PANELS

12'-0" EXIST.

BOTT. OF PANEL

16'-0"± EXIST.

FINISH EAVES

SCALE:

BUILDING SECTION

1/4" = 1'-0"

A-301

SCUBA

DIVE SHOP

B A-201

A B C D

B C D

12'-0" EXIST.

BOTT. OF PANEL

16'-0"± EXIST.

FINISH EAVES

SCALE:

BUILDING SECTION

1/4" = 1'-0"

C A-300

10 5

L O

O N

, F

C O

M M

L of 45

26 FEB 2020

90540

CP1033735

JDM

PDM

, B

A-300

10SCALE: 1/4" = 1'-0"

2'-0" 4'-0"0 8'-0"

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BUILDING SECTIONS

A-301 SCALE:

WALL SECTION

1" = 1'-0"

A-301 SCALE:

WALL SECTION

1" = 1'-0"

A-301 SCALE:

WALL SECTION

1" = 1'-0"

0'-0" EXIST.

TOP OF SLAB

EXISTING CONCRETE SLAB

GENERAL NOTE:

FIELD VERIFY EXISTING

CONDITIONS PRIOR TO

START OF WORK.

8" REINFORCED SPLIT-FACE CMU:

FOAM FILLED AT ALL UNREINFORCED

CELLS; PAINTED FINISH ON BOTH

SIDES, TYPICAL (SEE STRUCTURAL).

12'-0"±

BOND BEAM

12'-0"± EXIST.

BOTT. OF PANEL

EXISTING ROOF PANEL

EXISTING STANDING

SEAM METAL ROOF.

EXISTING PURLINS.

R-30 INSULATION:

SIMPLE SAVER TYPE OR

APPROVED EQUAL

EXISTING COLUMN &

RIGID FRAME SYSTEM.

EXISTING R-TYPE

METAL PANEL.

R-19 WALL INSULATION:

SIMPLE SAVER TYPE OR

APPROVED EQUAL

EXISTING CHANNEL

TO REMAIN

EXISTING PAVING

8" REINFORCED SPLIT-FACE CMU:

PAINTED FINISH ON BOTH SIDES,

TYPICAL (SEE STRUCTURAL).

12'-0"±

BOND BEAM

EXISTING STANDING

SEAM METAL ROOF.

EXISTING COLUMN &

RIGID FRAME SYSTEM.

12'-0"± EXIST.

BOTT. OF PANEL

EXISTING R-TYPE

METAL PANEL.

EXISTING CHANNEL

TO REMAIN

0'-0" EXIST.

TOP OF SLAB

EXISTING CONCRETE SLAB

R-30 INSULATION:

SIMPLE SAVER TYPE OR

APPROVED EQUAL

EXISTING COLUMN &

RIGID FRAME SYSTEM.

8" REINFORCED SMOOTH-FACE CMU:

FOAM FILLED AT ALL UNREINFORCED

CELLS; PAINTED FINISH ON BOTH

SIDES, TYPICAL (SEE STRUCTURAL).

0'-0" EXIST.

TOP OF SLAB

EXISTING CONCRETE SLAB

R-TYPE METAL PANEL TO

MATCH EXISTING OVER

7/8" FURRING CHANNELS.

R-19 WALL INSULATION:

SIMPLE SAVER TYPE OR

APPROVED EQUAL

EXISTING CHANNEL BEYOND

STEEL CHANNEL - SEE

STRUCTURAL FOR SIZE

AND ATTACHEMENT.

METAL BUILDING

FLASHING - CONT.

L O

O N

, F

C O

M M

L of 45

26 FEB 2020

90540

CP1033735

JDM

PDM

, B

A-301

11SCALE: 1" = 1'-0"

6" 1'-0"0 2'-0"

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File details come from the government source that posted it. Updated Jun 18, 2020.