Attachment 2 - Revised Drawings.pdf

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07 DEC 2020

90131

CP1038168

S O

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SCJ

SCJ

SOF CONSTRUCT 65 SOS INFRASTRUCTURE

AND SECURITY, BUILDING 90131

D P

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GENERAL NOTE: MOBILE GROUND CONTROL STATIONS (GCS) AND ASSOCIATED

HVAC UNITS ARE NOT IN CONTRACT SCOPE AND ARE SHOWN FOR

INFORMATIONAL PURPOSES ONLY.

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AREA OF

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WORK

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LAY DOWN

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AREA

AutoCAD SHX Text PROVIDE TEMPORARY FENCE AROUND LAY DOWN AREA AND ADDITIONAL FENCING/PROTECTION AS REQUIRED TO PREVENT DEBRIS FROM ENTERING TAXIWAY.

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NO SCALE

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%%UHURLBURT FIELD BLDG 90131 LOCATION OF WORK

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TITLE, LOCATION MAP AND INDEX OF DRAWINGS

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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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DESIGNED BY:

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DATE:

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PETERSON ENGINEERING INC.

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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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(PROF. ENG. #: 3600)

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PEI 20063

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LOCATION OF WORK

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INDEX OF DRAWINGS

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INDEX #

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DESCRIPTION

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TITLE, LOCATION MAP AND INDEX OF DRAWINGS

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SITE PLAN AND CANOPY ROOF PLAN

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EXTERIOR ELEVATION

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SECTIONS AND DETAILS

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EXISTING CONDITIONS

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SITE LAYOUT PLAN

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FE7 CHAIN LINK SECURITY FENCE DETAILS

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FE7/FE8 CHAIN LINK SECURITY FENCE GATE DETAILS

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DETAILS

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TOPOGRAPHIC SURVEY

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ELECTRICAL LEGEND, GENERAL NOTES

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RISER DIAGRAM, UNISTRUCT DETAIL

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NEW WORK ELECTRICAL SITE PLAN

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ELECTRICAL SITE PLAN DETAILS

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NEW WORK POWER PLAN

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NEW WORK LIGHTING PLAN

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GENERAL NOTES

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FOUNDATION AND CONTRACTION JOINT PLAN

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STRUCTURAL SECTION(S) AND DETAILS(S)

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NO SCALE

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%%UBLDG 90131 LAYDOWN AREA

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HAUL ROUTE

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HAUL ROUTE

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HAUL ROUTE

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HAUL ROUTE

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CONTRACTOR GATE

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SHEET #

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AutoCAD SHX Text SECURITY NOTE: ANY WORK DONE OR WORKERS PRESENT INSIDE THE SECURE AREA OF BUILDING 90131 MUST BE COORDINATED IN ADVANCE WITH THE SITE SECURITY MANAGER. ANY TIME WORKERS ARE PRESENT INSIDE THE SECURE AREA THEY MUST FOLLOW ESTABLISHED SECURITY PROCEDURES TO INCLUDE RESTRICTIONS ON ANY ELECTRONIC ITEMS AND BE UNDER ESCORT AT ALL TIMES.

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LIGHTING CALCULATIONS

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NEW WORK LIGHTNING PROTECTION PLAN

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LIGHTNING PROTECTION DETAILS

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PANEL SCHEDULES

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NEW WORK COMMUNICATIONS PLAN

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DEMOLITION AND EROSION CONTROL PLAN

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ROOF FRAMING PLAN

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CONCRETE DETAILS

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DRAWING UPDATED BASED ON BID QUESTIONS

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Elijah Kimmig Stamp

FOR REFERENCE ONLY

ZONE

(SEE FIGURE)

ROOF ZONE 1

ROOF ZONE 2

ROOF ZONE 3

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

-69.0

-105.0

-207.0

EFFECTIVE WIND AREA (FEET SQUARE)

COMPONENTS AND CLADDING WIND

NOTE: a=4'-0" INTERNAL PRESSURE COEFFICIENT = +/-0.00

32.3

48.6

64.6

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. THIS INCLUDES ALL ROOF SYSTEMS.

-69.0

-105.0

-105.0

ROOF WIND PRESSURE DIAGRAM

NOTE: a=4'-0"

"a

"a

"a" "a"

32.3

48.6

64.6

32.3

48.6

64.6

-69.0

-105.0

-207.0

MAIN WIND FORCE RESISTING WIND LOAD

INTERNAL PRESSURE COEFFICIENT = +/-0.18

MAIN WIND FORCE RESISTING

SYSTEM PRESSURES

ROOF

OPEN

WIND

VELOCITY

WALL

(PSF)(MPH) (PSF)

-49.4145 N/A

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PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DESIGNED BY:

DATE:

PEI 20063

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S-001

DJM

WEH

7 DEC 2020

CP1038168

90131

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 (2016 EDITION)

C. BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, (ACI 318-14)

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

E. STRUCTURAL WELDING CODE AWS D1.1, 2008

F. UFC 1-200-01, DoD BUILDING CODE, 8 OCTOBER 2019

G. UFC 3-301-01, STRUCTURAL ENGINEERING, 1 OCTOBER 2019

H. UFC 3-320-06A, CONCRETE FLOOR SLABS ON GRADE SUBJECTED TO HEAVY LOADS, 1

MARCH 2005

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

ARCHITECTURAL, MECHANICAL, 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 OCCUPANCY CATEGORY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II

B. GRAVITY LOADS:

a. SLAB-ON-GRADE (U.N.O.). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150 PSF

b. ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 PSF

c. ROOF DEAD LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 PSF

8. WIND LOADS:

A. ULTIMATE DESIGN WIND SPEED . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .145 MPH B. NOMINAL DESIGN WIND SPEED . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 112 MPH C. WIND EXPOSURE CATEGORY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .D D. INTERNAL PRESSURE COEFFICIENT . . . . . . . . . . . . . . . . . . . . . . . . . . . ±0.00 (OPEN)

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. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.080g E. SPECTRAL RESPONSE, Sd1. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.085g

F. SEISMIC FORCE RESISTING SYSTEM. . .STEEL ORD. CONC. BRACED FRAMES

E. DESIGN BASE SHEAR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N/A G. SEISMIC RESPONSE COEFFICIENT, Cs. . . . . . . . . . . . . . . . . . . . . .(0.0246) 2.46% H. RESPONSE MODIFICATION COEFFICIENT, R. . . . . . . . . . . . . . . . . . . . . 3.25

I. SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . EQUIVALENT LATERAL FORCE

J. 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 ALL METAL

BUILDING COMPONENTS AND MEMBERS, ETC AND THEIR ATTACHMENTS TO THE STRUCTURE

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

REQUIREMENTS.

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. CONCRETE 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.

• CLEARLY SHOW FOUNDATION REINFORCING. INDICATE BAR LENGTHS, LOCATION

AND SPLICES OF CONTINUOUS BARS, AND BAR SUPPORTS. CLEARLY SHOW

LOCATIONS OF ALL DOWELS ON PLAN. INDICATE FOOTING STEP LOCATIONS AND

PROVIDE DETAILS.

SPECIALTY ENGINEER SHOP DRAWING SUBMITTALS

1. SPECIALTY ENGINEER:

A. SHALL BE AN EMPLOYEE OR OFFICER OF A FABRICATOR, AN

EMPLOYEE OR OFFICER OF AN ENTITY SUPPLYING COMPONENTS

TO A FABRICATOR, OR AN INDEPENDENT CONSULTANT RETAINED

BY THE FABRICATOR OR HIS SUPPLIER.

2. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE

FABRICATION AND ERECTION DRAWINGS WITH ROOF SYSTEMS (INCLUDING

PRE-ENGINEERED METAL BUILDING STRUCTURE.

3. THE SPECIALTY ENGINEER OR MANUFACTURER SHALL DESIGN, PROVIDE,

AND INSTALL THEIR COMPONENTS AND THE COMPONENT CONNECTIONS

TO THE PRIMARY STRUCTURE PER THE CRITERIA STATED IN THESE NOTES

OR THE CURRENT GOVERNING BUILDING CODES, WHICHEVER IS MORE

STRINGENT.

4. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND

APPLICABLE CODES, LIST THE DESIGN CRITERIA, AND SHOW ALL DETAILS

AND PLANS NECESSARY FOR PROPER FABRICATION AND INSTALLATION.

CALCULATIONS AND SHOP DRAWINGS SHALL IDENTIFY SPECIFIC PRODUCT

UTILIZED. GENERIC PRODUCTS WILL NOT BE ACCEPTED.

5. SHOP DRAWINGS AND CALCULATIONS REQUIRE THE SEAL, DATE AND

SIGNATURE OF THE SPECIALTY ENGINEER. COMPUTER PRINTOUTS ARE AN

ACCEPTABLE SUBSTITUTE FOR MANUAL COMPUTATIONS PROVIDED THEY

ARE ACCOMPANIED BY SUFFICIENT DESCRIPTIVE INFORMATION TO PERMIT

THEIR PROPER EVALUATION. SUCH DESCRIPTIVE INFORMATION SHALL

BEAR THE SEAL AND SIGNATURE OF THE SPECIALTY ENGINEER AS AN

INDICATION THAT HE HAS ACCEPTED RESPONSIBILITY FOR THE RESULTS.

6. REVIEW BY THE STRUCTURAL ENGINEER OF RECORD OF SUBMITTALS IS

LIMITED TO VERIFYING THE FOLLOWING

A. THAT THE SPECIFIED STRUCTURAL SUBMITTALS HAVE BEEN

FURNISHED.

B. THAT THE STRUCTURAL SUBMITTALS HAVE BEEN SIGNED AND

SEALED BY THE SPECIALTY ENGINEER.

C. THAT THE SPECIALTY ENGINEER HAS UNDERSTOOD THE DESIGN

INTENT AND HAS USED THE SPECIFIED STRUCTURAL CRITERIA. (NO

DETAILED CHECK OF CALCULATIONS WILL BE MADE.)

D. THAT THE CONFIGURATION SET FORTH IN THE STRUCTURAL

SUBMITTALS IS CONSISTENT WITH THE CONTRACT DOCUMENTS.

(NO DETAILED CHECK OF DIMENSIONS OR QUANTITIES WILL BE

MADE.)

7. SUBMITTALS NOT MEETING THE ABOVE REQUIREMENTS WILL NOT BE

REVIEWED AND WILL BE RETURNED TO CONTRACTOR MARKED REVISE AND

RESUBMIT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DELAYS

WHICH MAY RESULT.

8. IN ADDITION TO SUBMITTALS REQUIRED BY THE PROJECT SPECIFICATIONS

AND CONSTRUCTION DOCUMENTS, THE FOLLOWING "STRUCTURAL

SUBMITTALS" ARE REQUIRED FOR REVIEW BY THE STRUCTURAL ENGINEER

OF RECORD.

A. METAL BUILDING DRAWINGS: DESIGN CALCULATIONS AND

FABRICATION AND ERECTION DRAWINGS.

B. CONCRETE WORK: CONCRETE MIX DESIGNS AND REBAR SHOP

DRAWINGS.

9. ALL STRUCTURAL SUBMITTALS SHALL BE PREPARED BY THE SPECIALTY

ENGINEER.

10. DRAWINGS PREPARED SOLELY AS A GUIDE FOR ERECTION AND

INSTALLATION AND CATALOG INFORMATION WILL NOT REQUIRE AN

ENGINEERS SEAL; HOWEVER, THEY SHALL BEAR THE ENGINEERS

SIGNATURE AND AN INDICATION THAT THE WORK WAS CHECKED.

SHALLOW FOUNDATION REQ’S

1. GEOTECHNICAL REPORT - FOUNDATION DESIGN CRITERIA WAS TAKEN

FROM RECOMMENDATIONS SET FORTH IN GEOTECHNICAL REPORT BY NOVA

ENGINEERING, INC., PROJECT NO. 10116-2020137, DATED AUGUST 18, 2020.

FOUNDATION DESIGN SHALL BE BASED ON A MAXIMUM ALLOWABLE SOIL

BEARING CAPACITY OF 2000 PSF FOR FOOTINGS. RECOMMENDATIONS IN

THIS REPORT SHALL BE FOLLOWED. CONSULT SOILS REPORT BY NOVA

ENGINEERING FOR FOUNDATION PREPARATION AND EXCAVATION

INFORMATION.

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

CONTRACTOR SHALL RECOMPACT TO REQUIRED DENSITY, AS DEFINED BY

THE GEOTECHNICAL ENGINEER.

3. 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.

4. 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.

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 03 30 00.

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

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

CONCRETE MIX SUBMITTED IN ACCORDANCE WITH ACI 318-14.

3. ALL REINFORCING 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"

• CONCRETE POURED IN FORMS BUT NOT EXPOSED TO

WEATHER OR EARTH.

c. #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.

SLAB ON GRADE NOTES

1. ENSURE THAT REINFORCEMENT IS LOCATED IN SLAB CORRECTLY BY

CHAIRING REINFORCING ADEQUATELY DURING CONCRETE PLACEMENT.

2. 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.

3. 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.

PRE-ENGINEERED METAL BUILDING

1. THE METAL BUILDING SHALL BE DESIGNED AND INSTALLED ACCORDING TO

THE LATEST METAL BUILDING STRUCTURAL CODE(S) AND SPECIFICATION

REQUIREMENTS.

2. THE M.B.M. SHALL PROVIDE CALCULATIONS WHICH ARE SIGNED AND SEALED

BY A PROFESSIONAL ENGINEER IN THE STATE OF ALABAMA OR AS

APPROVED BY CONTRACTING. THIS REGISTERED ENGINEER SHALL BE

RESPONSIBLE FOR ALL COMPONENTS RELATED THE SUPERSTRUCTURE.

3. CALCULATIONS PROVIDED TO THE EOR FOR REVIEW SHALL INCLUDE

DEFLECTION AND CAMBER REQUIREMENTS, DEAD LOADS, LIVE LOADS, AND

ALL SUPERIMPOSED LOADS. TOTAL BUILDING DRIFT SHALL NOT EXCEED

H/100. TOTAL DEFLECTION OF WIND BEAMS AND SOFFIT PANELS SHALL NOT

EXCEED L/180 FOR METAL PANELS. ANY MEMBER SUPPORTING MASONRY OR

BRICK SHALL NOT EXCEED L/600.

4. PROVIDE SUPPORT FOR ALL WALLS BY CONTRACTOR AT EAVES AND DESIGN

FRAMES FOR WIND LOAD INDUCED BY WALLS ACCORDING THE WIND LOADS

PROVIDED. THIS SHALL BE PROVIDED BY THE MBM SPECIALTY ENGINEER.

CHEMICAL ADHESIVE FOR ANCHORAGE (IF REQUIRED)

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 (IF REQUIRED)

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.

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

CONTACTS THE BOTTOM OF THE HOLE.

S-200

SEE CIVIL

4' - 6" MIN. 30' - 0"

CIVIL

SEE

MOBILE GCS UNIT

MOBILE GCS UNIT

MOBILE GCS UNIT

MOBILE GCS UNIT

MOBILE GCS UNIT

EX. CONCRETE SLAB, V.I.F., DOWEL INTO

EXISTING SLAB WITH #4 EMBEDDED 4"

INTO EXISTING CONCRETE @3'-0" O.C. NO

DOWEL REQUIRED AT ASPHALT

LOCATIONS

1 2

A

B

C

D

E

F

S E

E C

IV

IL

M

IN

P O

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A L

F R

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P O

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IV

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F6 F6

F6 F6

F6 F6

F6 F6

F6 F6

F6 F6

-2' - 0"

(A)

(A)

(A)

(A)

(A)

(A)

(A)

(A)

(B) (B)

(B) (B)

COL. BY MBM, TYP.

T.O.F.

S-200

(2) #4 x4'-0" LONG CENTERED

IN SLAB, TYP. ALL PILASTERS

3"

CONTRACTION JOINT (C.J.)

CONTRACTION JOINT (C.J.)

CONTRACTION JOINT (C.J.)

CONTRACTION JOINT (C.J.)

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S-200

EDGE OF NEW SLAB

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SHEETNUMBER:

SHEET REFERENCE:

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PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DESIGNED BY:

DATE:

PEI 20063

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S-100

DJM

WEH

7 DEC 2020

CP1038168

90131

3/16" = 1'-0"1

FOUNDATION PLAN

PLAN NOTES

1. FINISH FLOOR ELEVATION - MATCH EXISTING PAVEMENT SLOPES.

2. COORDINATE ALL FLOOR DRAINS, ELECTRICAL PENETRATIONS AND SLOPES WITH

ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS.

3. LOCATIONS OF ALL COLUMNS TO BE COORDINATED WITH THE FINAL APPROVED

SPECIALTY ENGINEER BUILDING DRAWINGS WHICH SHALL BE SIGNED AND SEALED

BY A PROFESSIONAL ENGINEER. SEE SPECIALTY ENGINEERING REQUIREMENTS.

4. CONTRACTOR TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS PRIOR TO

CASTING FOUNDATIONS. CONTRACTOR TO COORDINATE WITH CIVIL AND

ARCHITECTURAL SITE PLANS FOR LOCATION AND ORIENTATION OF THE METAL

BUILDING STRUCTURE.

5. SEE CIVIL / ARCHITECTURAL FOR FENCE AND BOLLARD LOCATIONS.

6. REINFORCE 6" SLAB-ON-GRADE W/ #4 @12" O.C., E.W., CENTERED IN SLAB.

7. PORTAL FRAMES TO BE PLACED AT 1A, 2A, 1B, 2B, 1E, 2E, 1F, 2F ONLY.

8. SEE CIVIL FOR LIMITS OF DEMO AND NEW CONCRETE PLACEMENT. LOCATIONS

SHOWN ON THIS PLAN ARE FOR STRUCTURAL ONLY, ADDITIONAL CONCRETE

SLAB DIMENSIONS ARE IDENTIFIED ON THE CIVIL DRAWINGS.

THE CONTRACTOR SHALL VERIFY ALL CONCRETE DIMENSIONS WITH THE FINAL METAL

BUILDING DRAWINGS BEFORE PLACEMENT OF CONCRETE THIS INCLUDES BUT IS NOT

LIMITED TO THE FOLLOWING ITEMS:

1. METAL BUILDING COLUMN LOCATIONS, INCLUDING ANCHOR BOLT LOCATIONS.

2. SUBMIT FINAL REACTION DRAWINGS TO THE E.O.R. FOR REVIEW AND COMPLIANCE

WITH THE FOUNDATION AS SHOWN PRIOR TO CASTING FOUNDATIONS. ANCHOR

BOLTS AND FOUNDATIONS HAVE BEEN DESIGNED FOR THE FOLLOWING

ALLOWABLE STRESS DESIGN LOADS.

A. UPLIFT (ASD) - 12 KIPS

B. DOWNFORCE (ASD) - 12 KIPS

C. SHEAR (ASD) - 13 KIPS

3. CONTRACTOR TO MATCH SLOPE OF EXISTING GRADE FOR PLACEMENT OF NEW

SLAB. PILASTER TO EXTEND MAX. 12" ABOVE NEW SLAB, V.I.F.

3/16" = 1'-0"2

CONTRACTION JOINT PLAN

TRUE

NORTH

PROJECT

NORTH

TRUE

NORTH

PROJECT

NORTH

S-200

FRAME BY MBM

PURLINS BY MBM

1 1/2" / 12"

1 2

A

B

C

D

E

F

1' - 6" 30' - 0" 1' - 6"

SSM ROOF BY SPECIALTY ENGINEER

FRAME BY MBM

FRAME BY MBM

FRAME BY MBM

FRAME BY MBM

FRAME BY MBM

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PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DESIGNED BY:

DATE:

PEI 20063

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7 DEC 2020

CP1038168

90131

3/16" = 1'-0"

ROOF FRAMING PLAN

TRUE

NORTH

PROJECT

NORTH

EAVE HT.

12' - 6"

1' - 6"

1' - 6"

1-1/2" 20GA. TYPE B METAL ROOF DECK

PURLINS AND ATTACHMENTS BY MBM

FRAME BY MBM

1 1/2"

12"

S-300

6" SLAB ON GRADE, SEE PLAN FOR

REINFORCEMENT SIZE AND ARRANGEMENT

1 2

A

S-300

PORTAL FRAME BY MBM

CIVIL

SEE

SAW CUT SLAB, DO NOT CUT

REINF. STEEL

T H

IC

K

N E

S S

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S L

A B

COMPACTED BASE, SEE

GEOTECHNICAL REPORT

P L A

N

S E

E

NOTE:

SEAL JOINT, SEE SPECIFICATIONS.

SEE MBM FOR DIA. ASTM

F1554 GALV. FY 50KSI

ANCHOR BOLT WITH HEAVY

HEX NUT WELDED AT

BOTTOM

3" SQ. 1/4" THICK PLATE WASHER,

TYP. SECURE IN PLACE

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BUILDING NUMBER:

DRAWN BY:

DESIGNED BY:

DATE:

PEI 20063

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7 DEC 2020

CP1038168

90131

1/2" = 1'-0"1

BUILDING SECTION

1" = 1'-0"2

CONTRACTION JOINT (C.J.)

1 1/2" = 1'-0"3

ANCHOR BOLT DETAIL

NOTES:

1. ALL STRUCTURAL FRAMING SHALL HAVE A CLEAR DIMENSION FROM TOP OF NEW SLAB TO

BOTTOM OF STRUCTURE OF +10'-0". THIS INCLUDES PORTAL FRAMING BY METAL BUILDING

MANUFACTURER

Level 1 0' - 0"

FRAME BY MBM

S L A

B

SLAB ON GRADE, SEE PLAN FOR

REINF. SIZE AND ARRANGEMENT

VAPOR BARRIER ON

COMPACTED BASE, SEE

GENERAL NOTES

1" EXPANSION JOINT

AROUND ALL PILASTERS

A

S-300

#6 @9" O.C., BOTTOM E.W. W/ 90 DEGREE HOOK AS SHOWN

#5 @9" O.C., E.W. TOP

SQUARE

6' - 0"

PROVIDE 3/4" CHAMFER ALL PILASTERS

EX. PAVEMENT, V.I.F.

#5 SMOOTH DOWEL 2'-0" LONG CENTERED

IN SLAB, EMBED 6" INTO PILASTER & NEW

SLAB, PROVIDE (2) ON EA. SIDE OF

PILASTER

8"

TYP. TURNDOWN AT EDGE OF

SLAB, ALL LOCATIONS, REINF. WITH

(2) #5 CONT. BOTTOM

2' - 0"

(14) #7 VERT. W/ #4 TIES @6" O.C. AS SHOWN

SQUARE

2' - 0"

(12) #7 VERT. W/ #4 TIES @6" O.C., VERT. AS SHOWN

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BUILDING NUMBER:

DRAWN BY:

DESIGNED BY:

DATE:

PEI 20063

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DJM

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7 DEC 2020

CP1038168

90131

1" = 1'-0"1

PEMB COLUMN FOUNDATION DETAIL @PORTAL FRAME

1" = 1'-0"A

24"X36" PILASTER SECTION (A)

1" = 1'-0"B

24"X24" PILASTER SECTION (B)

SITE PLAN

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

TRUE

NORTH

A-101

NO PARKING

EX

IS

TI

NG

C

ON

CR

ET

E

DI

TC

H

EXISTING CONCRETE

DITCH

EXISTING

CONCRETE

GENERATOR

PAD

EXISTING

CONCRETE

A/C PAD

EXISTING

CONCRETE

PAD

PAINTED PARKING

SPACE LINE (TYP.)

EXISTING

CONCRETE

EXISTING

CONCRETE

EXISTING

CONCRETE

EXISTING

CONCRETE

EXISTING

CONCRETE

8'-8"

'-2

6'-

6"

'-0

5'- 8"

'-2

6'-

7"

'-2

6'- 4"

'-2

24'-0"

MOBILE GCS UNIT

MOBILE GCS UNIT

MOBILE GCS UNIT

MOBILE GCS UNIT

MOBILE GCS UNIT

EXISTING

CONCRETE

A/C PAD

EXISTING

CONCRETE

A/C PAD

9'-

4"

A-301

A-201

A-201

A-201

A-201

CANOPY ROOF PLAN

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

TRUE

NORTH

A-101

PREFINISHED

METAL

GUTTER BY

PEMB MANUF

SLOPE 1-1/2 : 12

'-8

33'-0"

A-301

A-301

8'- 4"

A-301

33'-8"

8'-0" HIGH PERIMETER CHAINLINK

FENCE W/ PRIVACY FABRIC W/ SINGLE

OUTRIGGERS W/ BARB WIRE TYP, SEE

CIVIL DRAWINGS FOR ADDITIONAL INFO

GOVERNMENT FURNISHED

JERSEY BARRIERS

DOUBLE MANUAL

VEHICLE GATES

REMOVABLE PIPE BOLLARD

TYP. OF 5 - SEE CIVIL

DRAWINGS

GOVERNMENT FURNISHED

JERSEY BARRIERS

PREFINISHED STRUCTURAL STANDING-SEAM

ROOF PANELS ON VINYL-FACED PEMB BATT

INSULATION ON PEMB PURLINS.

HVAC

EXISTING ROLLUP DOOR

EXISTING MAN DOOREXISTING BUILDING

90131 OUTLINE

TURN STYLE GATE WITH

ELECTRONIC SECURITY

SYSTEM

EXISTING ROLLUP DOOR

TURN STYLE GATE WITH

ELECTRONIC SECURITY

SYSTEM

EXISTING

ASPHALT

STEEL COLUMN TYPICAL, SEE

STRUCTURAL AND PEMB

MANUF FOR MORE INFO

86'-8" FT X 33 FT PEMB FRAME CANOPY

ABOVE WITH METAL ROOF PURLINS AT 5'-0"

O.C. SEE 2/A-101 FOR ROOF PLAN AND

STRUCTURAL DRAWINGS

EXISTING

GRASS

EXISTING

CONCRETE

HVAC

HVAC

HVAC

HVAC

HVAC

HVAC

HVAC

NOTE: DIMENSIONS AT MOBILE GCS UNITS PROVIDED

FOR REFERENCE ONLY. SEE STRUCTURAL AND CIVIL

DRAWINGS FOR BUILDING DIMENSIONS

HV

AC

HV

AC

CONCRETE SIDEWALK -

SEE CIVIL DRAWINGS

REMOVABLE BOLLARDS -

SEE CIVIL

KEYPLAN

NOT TO SCALE

BLDG 90131

TRUE

NORTH

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

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

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90131

CP1038168

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312 S. ALCANIZ STREET PENSACOLA, FL.32501 850 433 2799 FL. LIC. 0001942

HEFFERNAN HOLLAND MORGAN

A R C H I T E C T U R E

/09 /21

RE

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SITE PLAN AND CANOPY ROOF PLAN

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AR0014409

AutoCAD SHX Text 12/07/2020

1'-6"

1'-6"

CANOPY ELEVATION

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

A-201

CANOPY ELEVATION

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

A-201

1'-6" 1'-6"

1'-6" 1'-6"

1-1/2"

CANOPY ELEVATION

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

A-201

KEYNOTES:

PREFINISHED METAL EAVE TRIM BY PEMB MFR

METAL OUTRIGGER BY PEMB

MFR ROOF OUTLINE BEYOND

PEMB FRAME TYPICAL, SEE STRUCTURAL AND PEMB

MFR DOCUMENTS

PREFINISHED METAL RAKE TRIM BY PEMB MFR

MOBILE GCS UNIT OUTLINE BEYOND

PREFINISHED METAL EAVE TRIM AT OUTRIGGER

FACE TYPICAL BY PEMB MFR

EXISTING CONC SLAB ON GRADE

PREFINISHED STRUCTURAL STANDING SEAM METAL

ROOF PANELS ON STRUCTURAL STANDING-SEAM

ROOF PANELS ON VINYL-FACED PEMB BATT

INSULATION ON PEMB PURLINS

PREFINISHED METAL GUTTER BY PEMB MFR

PREFINISHED METAL DOWNSPOUT BY PEMB MFR -

TYPICAL

CONC SLAB ON GRADE. SEE STRUCTURAL

DRAWINGS

PREFINISHED METAL BUILDING PANELS BY PEMB

MFR

1-1/2"

CANOPY ELEVATION

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

A-201

6 6 6 6 6

0'-0"

REL. EL.

+1'-0"

TOP OF PIER

0'-0"

REL. EL.

+1'-0"

TOP OF PIER

0'-0"

REL. EL.

+1'-0"

TOP OF PIER

0'-0"

REL. EL.

+1'-0"

TOP OF PIER

312 S. ALCANIZ STREET PENSACOLA, FL.32501 850 433 2799 FL. LIC. 0001942

HEFFERNAN HOLLAND MORGAN

A R C H I T E C T U R E

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

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

SP

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EXTERIOR ELEVATIONS

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AR0014409

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DESIGNED BY:

DATE:

CANOPY SECTION

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

A-301

12'-6"

EAVE HEIGHT

LOW END

0'-0"

TOP TO EXISTING

PAVEMENT

EXISTING CONC SLAB ON

GRADE

THICKENED CONC SLAB

EDGE, SEE STRUCTURAL

DRAWINGS FOR SIZE AND

REINF

8'-0" HIGH PERIMETER

CHAINLINK FENCE W/ PRIVACY

FABRIC W/ CANTED TOP W/

BARB WIRE TYP, SEE CIVIL

DRAWINGS FOR MORE INFO

A-301

A-301

PREFINISHED METAL EAVE

TRIM BY PEMB MFR

METAL OUTRIGGER BEYOND

BY PEMB MFR

PREFINISHED METAL

GUTTER BY PEMB MFR

PREFINISHED METAL

DOWNSPOUT BY PEMB

MFR BEYOND

PREFINISHED STRUCTURAL STANDING

SEAM METAL ROOF PANELS ROOF

PURLINS BY PEMB MFR

ROOF PURLINS SPACED

APPROPRIATELY TO SUPPORT

THE METAL LINER PANELS BY

PEMB MFR

PEMB FRAME BEYOND, SEE

STRUCTURAL AND PEMB MFR

DOCUMENTS

MOBILE GCS UNIT OUTLINE

BEYOND

CONC SLAB ON GRADE, SEE

STRUCTURAL DRAWINGS FOR

SIZE AND REINF

PREFINISHED METAL EAVE

TRIM BY PEMB MFR

METAL OUTRIGGER BY PEMB

MFR BEYOND. PREFINISHED

METAL TRIM AT ALL

OUTRIGGER ENDS

1-1/2"

2" CLR

8'- 9"

2'- 0"

C

LE

AR

M

IN BASIS OF DESIGN: BIRD-NET BY NIXALITE,

OR APPROVED EQUAL

· 49 LB. KNOTTED BREAKING STRENGTH

· 6-PLY HIGH DENSITY POLYETHYLENE

· 3/4” SQUARE MESH

· ABRASION/UV/FLAME/ROT RESISTANT

· 50 FT. WIDTH

· 100 FT. LENGTH

· ISO 9001-2000 QUALITY STANDARD

+1'-0"

TOP OF PIER

+1'-0"

TOP OF PIER

1 1

CANOPY RAKE SECTION DETAIL

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

A-301

1'-6"

CANOPY GUTTER SECTION DETAIL

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

A-301

RAIN GUTTER

STRAP PER PEMB

MFR

CANOPY PEAK SECTION DETAIL

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

A-301

1'-6"

"Z" CLOSURE BY PEMB MFR

SEALANT AT VERTICAL

LEG & UNDER "Z"

CLOSURE

PREFINISHED STRUCTURAL STANDING

SEAM METAL ROOF PANELS ON ROOF

PURLINS BY PEMB MFR

FIELD-FORM PANEL LEG TO I.D. OF "J"

CLOSURE BY PEMB MFR

"J" CLOSURE BY PEMB MFR

METAL SUPPORT PLATE BY PEMB MFR

PREFINISHED METAL RAKE TRIM BY PEMB

MFR

PEMB FRAME, SEE STRUCTURAL AND

PEMB MFR DOCUMENTS

PREFINISHED METAL

GUTTER BY PEMB MFR

METAL EAVE STRUT BY

PEMB MFR

PREFINISHED METAL EAVE

TRIM BY PEMB MFR

METAL OUTRIGGER BEYOND

BY PEMB MFR

EAVE HEIGHT

LOW END

12'-6"

ROOF PURLINS SPACED

APPROPRIATELY TO

SUPPORT THE METAL

LINER PANELS BY PEMB

MFR

PEMB FRAME BEYOND, SEE

STRUCTURAL AND PEMB

MFR DOCUMENTS

PREFINISHED STRUCTURAL

STANDING SEAM METAL ROOF

PANELS ROOF PURLINS BY

PEMB MFR

PRE-FINISHED METAL

FASCIA/COPING BY PEMB MFR

PREFINISHED METAL EAVE

TRIM BY PEMB MFR

METAL EAVE STRUT BY

PEMB MFR

METAL OUTRIGGER BEYOND

BY PEMB MFR

ROOF PURLINS SPACED

APPROPRIATELY TO

SUPPORT THE METAL

LINER PANELS BY PEMB

MFR

1-1/2"

1-1/2"

NOTE: VINYL-FACED

INSULATION AND BIRD

NETTING NOT SHOWN FOR

CLARITY

VINYL FACED INSULATION

BY PEMB MFR

BIRD NETTING: SEE

CANOPY SECTION A/301

BIRD NETTING: SEE

CANOPY SECTION A/301VINYL-FACED INSULATION

BY PEMB MFR

BIRD NETTING: SEE

CANOPY SECTION A/301

VINYL FACED INSULATION

BY PEMB MFR

1 1

1 1

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90131

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312 S. ALCANIZ STREET PENSACOLA, FL.32501 850 433 2799 FL. LIC. 0001942

HEFFERNAN HOLLAND MORGAN

A R C H I T E C T U R E

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

1'-0" 2'-0"0 4'-0"

/09 /21

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