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G-001
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SOF CONSTRUCT 65 SOS INFRASTRUCTURE
AND SECURITY, BUILDING 90131
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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.
FOR REFERENCE ONLY
ZONE(SEE FIGURE)
ROOF ZONE 1
ROOF ZONE 2
ROOF ZONE 3
WIND PRESSURE (+) / SUCTION (-) IN POUNDS PER SF
10
+ -
50
+ -
100
+ -
-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 AWAYFROM THE STRUCTURE.
2. THE WIND LOADS SHOWN HAVE BEN CALCULATED INTERNATIONAL BUILDINGCODE 2018 EDITION AND ASCE 7-16. LINEAR INTERPOLATION MAY BE APPLIEDFOR LOADING AREAS BETWEEN THE PROVIDED. LOADS SHOWN ARE ULTIMATELOADS AND MAY BE FACTORED BY 0.6 WHEN APPLICABLE TO REDUCE TO ASDLOADING PRESSURES. THIS INCLUDES ALL ROOF SYSTEMS.
-69.0
-105.0
-105.0
3
2
1
ROOF WIND PRESSURE DIAGRAM
NOTE: a=4'-0"
"a"
"a"
"a" "a"
3
2
3
2
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 RESISTINGSYSTEM PRESSURES
ROOFOPEN
WINDVELOCITY
WALL
(PSF)(MPH) (PSF)
-49.4145 N/A
IA
R
EOF
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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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STRUCTURAL - GENERAL NOTES
1. TO THE BEST OF OUR KNOWLEDGE, THE STRUCTURAL PLANS AND SPECIFICATIONS COMPLYWITH THE APPLICABLE REQUIREMENTS OF THE FOLLOWING GOVERNING DESIGN CODES:A. INTERNATIONAL BUILDING CODE 2018 EDITIONB. 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, 2008F. UFC 1-200-01, DoD BUILDING CODE, 8 OCTOBER 2019G. UFC 3-301-01, STRUCTURAL ENGINEERING, 1 OCTOBER 2019H. 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 THEARCHITECTURAL, MECHANICAL, AND ELECTRICAL. USE THESE NOTES IN CONJUNCTION WITHTHE 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 SHOPDRAWINGS PRIOR TO CONSTRUCTION. ANY AND ALL DISCREPANCIES SHALL BE SUBMITTED INWRITING TO CONTRACTING OFFICER. DO NOT MODIFY OR CHANGE THE SIZE OR DIMENSIONSOF STRUCTURAL MEMBERS WITHOUT WRITTEN INSTRUCTIONS FROM THE CONTRACTINGOFFICER.
5. IT SHALL BE THE RESPONSIBILITY OF THE SUBCONTRACTOR TO LOCATE ANY AND ALLEXISTING UTILITIES WHETHER SHOWN HEREON OR NOT, AND TO PROTECT EXISTINGFACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE. EACH CONTRACTOR SHALLPROTECT HIS WORK, ADJACENT PROPERTY AND THE PUBLIC. EACH CONTRACTOR IS SOLELYRESPONSIBLE FOR DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT.
6. WHERE A CONSTRUCTION DETAIL IS NOT SHOWN OR NOTED, THE DETAIL SHALL BE THESAME AS FOR OTHER SIMILAR WORK. DETAILS LABELED "TYPICAL DETAILS" ON THEDRAWINGS APPLY TO ALL SITUATIONS THAT ARE THE SAME OR SIMILAR TO THOSESPECIFICALLY DETAILED. ANY QUESTIONS REGARDING APPLICABILITY OF TYPICAL DETAILSSHALL BE RESOLVED BY THE CONTRACTING OFFICER.
7. DESIGN LOAD CRITERIA:A. BUILDING OCCUPANCY CATEGORY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . IIB. GRAVITY LOADS:
a. SLAB-ON-GRADE (U.N.O.). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150 PSFb. ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 PSFc. ROOF DEAD LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 PSF
8. WIND LOADS:A. ULTIMATE DESIGN WIND SPEED . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .145 MPHB. NOMINAL DESIGN WIND SPEED . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 112 MPHC. WIND EXPOSURE CATEGORY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .DD. INTERNAL PRESSURE COEFFICIENT . . . . . . . . . . . . . . . . . . . . . . . . . . . ±0.00 (OPEN)
9. SEISMIC LOADS:A. SEISMIC IMPORTANCE FACTOR Ie. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0B. SEISMIC RESPONSE, Ss . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . (0.075) 7.5% C. SEISMIC RESPONSE, S1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . (0.053) 5.3% D. SPECTRAL RESPONSE, Sds. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.080gE. SPECTRAL RESPONSE, Sd1. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.085gF. SEISMIC FORCE RESISTING SYSTEM. . .STEEL ORD. CONC. BRACED FRAMESE. DESIGN BASE SHEAR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N/AG. SEISMIC RESPONSE COEFFICIENT, Cs. . . . . . . . . . . . . . . . . . . . . .(0.0246) 2.46%H. RESPONSE MODIFICATION COEFFICIENT, R. . . . . . . . . . . . . . . . . . . . . 3.25I. SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . EQUIVALENT LATERAL FORCEJ. SEISMIC DESIGN CATEGORY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B
10. THE SPECIALTY ENGINEER, DEFINED AS - A PROFESSIONAL ENGINEER, LICENSED IN THESTATE WHERE THE PROJECT IS LOCATED, WHO PERFORMS SPECIALTY STRUCTURALENGINEERING SERVICES FOR SELECTED SPECIALTY-ENGINEERED ELEMENTS IDENTIFIED INTHE CONTRACT DOCUMENTS, AND WHO HAS EXPERIENCE AND TRAINING IN THE SPECIALTY.DOCUMENTS SIGNED AND SEALED BY THE SPECIALTY ENGINEER SHALL BE COMPLETED BYOR UNDER THE DIRECT SUPERVISION OF THE SPECIALTY ENGINEER. AT MINIMUM ALL METALBUILDING COMPONENTS AND MEMBERS, ETC AND THEIR ATTACHMENTS TO THE STRUCTURESHALL BE DESIGNED BY A SPECIALTY ENGINEER TO CONFORM TO ALL LOADINGREQUIREMENTS.
11. DO NOT SCALE THE DRAWINGS, USE DIMENSIONS SHOWN ON PLAN IN CONJUNCTION WITHCONTRACTOR FIELD VERIFIED INFORMATION. IF A CONFLICT EXISTS, NOTIFY THECONTRACTING 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 ENGINEERDOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY TO REVIEW AND CHECK SHOPDRAWINGS BEFORE SUBMITTAL TO THE STRUCTURAL ENGINEER. THE REVIEW BY THESTRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE ONLY. IF SHOP DRAWINGS HAVENOT 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 OMISSIONSASSOCIATED WITH THE PREPARATION OF ALL SHOP DRAWINGS IN RELATIONSHIP TO THECONSTRUCTION DOCUMENTS.
3. ALL MODIFICATIONS MADE FOR SUBMITTALS THAT ARE RE-SUBMITTED SHALL CLEARLY NOTEALL 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 THECONTRACT DOCUMENTS AND CLEARLY CONVEY THIS INTERPRETATION TO THE FIELD INTHE FORM OF PLACING OR ERECTION DRAWINGS.
B. CONCRETE REINFORCING DETAILER- PROVIDE PLACING DRAWINGS FOR FABRICATIONAND PLACING OF REINFORCING STEEL. THESE DRAWINGS SHALL INCLUDE, BUT ARENOT LIMITED TO THE FOLLOWING: BAR LISTS, SCHEDULES, BENDING DETAILS, PLACINGDETAILS, PLACING PLANS, AND PLACING ELEVATIONS.
• CLEARLY SHOW FOUNDATION REINFORCING. INDICATE BAR LENGTHS, LOCATIONAND SPLICES OF CONTINUOUS BARS, AND BAR SUPPORTS. CLEARLY SHOWLOCATIONS OF ALL DOWELS ON PLAN. INDICATE FOOTING STEP LOCATIONS ANDPROVIDE 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 COMPONENTSTO A FABRICATOR, OR AN INDEPENDENT CONSULTANT RETAINEDBY THE FABRICATOR OR HIS SUPPLIER.
2. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIREFABRICATION AND ERECTION DRAWINGS WITH ROOF SYSTEMS (INCLUDINGPRE-ENGINEERED METAL BUILDING STRUCTURE.
3. THE SPECIALTY ENGINEER OR MANUFACTURER SHALL DESIGN, PROVIDE,AND INSTALL THEIR COMPONENTS AND THE COMPONENT CONNECTIONSTO THE PRIMARY STRUCTURE PER THE CRITERIA STATED IN THESE NOTESOR THE CURRENT GOVERNING BUILDING CODES, WHICHEVER IS MORESTRINGENT.
4. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT ANDAPPLICABLE CODES, LIST THE DESIGN CRITERIA, AND SHOW ALL DETAILSAND PLANS NECESSARY FOR PROPER FABRICATION AND INSTALLATION.CALCULATIONS AND SHOP DRAWINGS SHALL IDENTIFY SPECIFIC PRODUCTUTILIZED. GENERIC PRODUCTS WILL NOT BE ACCEPTED.
5. SHOP DRAWINGS AND CALCULATIONS REQUIRE THE SEAL, DATE ANDSIGNATURE OF THE SPECIALTY ENGINEER. COMPUTER PRINTOUTS ARE ANACCEPTABLE SUBSTITUTE FOR MANUAL COMPUTATIONS PROVIDED THEYARE ACCOMPANIED BY SUFFICIENT DESCRIPTIVE INFORMATION TO PERMITTHEIR PROPER EVALUATION. SUCH DESCRIPTIVE INFORMATION SHALLBEAR THE SEAL AND SIGNATURE OF THE SPECIALTY ENGINEER AS ANINDICATION THAT HE HAS ACCEPTED RESPONSIBILITY FOR THE RESULTS.
6. REVIEW BY THE STRUCTURAL ENGINEER OF RECORD OF SUBMITTALS ISLIMITED TO VERIFYING THE FOLLOWINGA. 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. (NODETAILED CHECK OF CALCULATIONS WILL BE MADE.)
D. THAT THE CONFIGURATION SET FORTH IN THE STRUCTURALSUBMITTALS IS CONSISTENT WITH THE CONTRACT DOCUMENTS.(NO DETAILED CHECK OF DIMENSIONS OR QUANTITIES WILL BEMADE.)
7. SUBMITTALS NOT MEETING THE ABOVE REQUIREMENTS WILL NOT BEREVIEWED AND WILL BE RETURNED TO CONTRACTOR MARKED REVISE ANDRESUBMIT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DELAYSWHICH MAY RESULT.
8. IN ADDITION TO SUBMITTALS REQUIRED BY THE PROJECT SPECIFICATIONSAND CONSTRUCTION DOCUMENTS, THE FOLLOWING "STRUCTURALSUBMITTALS" ARE REQUIRED FOR REVIEW BY THE STRUCTURAL ENGINEEROF 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 SPECIALTYENGINEER.
10. DRAWINGS PREPARED SOLELY AS A GUIDE FOR ERECTION ANDINSTALLATION AND CATALOG INFORMATION WILL NOT REQUIRE ANENGINEERS SEAL; HOWEVER, THEY SHALL BEAR THE ENGINEERSSIGNATURE AND AN INDICATION THAT THE WORK WAS CHECKED.
SHALLOW FOUNDATION REQ’S
1. GEOTECHNICAL REPORT - FOUNDATION DESIGN CRITERIA WAS TAKENFROM RECOMMENDATIONS SET FORTH IN GEOTECHNICAL REPORT BY NOVAENGINEERING, INC., PROJECT NO. 10116-2020137, DATED AUGUST 18, 2020.FOUNDATION DESIGN SHALL BE BASED ON A MAXIMUM ALLOWABLE SOILBEARING CAPACITY OF 2000 PSF FOR FOOTINGS. RECOMMENDATIONS INTHIS REPORT SHALL BE FOLLOWED. CONSULT SOILS REPORT BY NOVAENGINEERING FOR FOUNDATION PREPARATION AND EXCAVATIONINFORMATION.
2. IF BEARING SOIL IS DISTURBED DURING FOUNDATION PREPARATION, THECONTRACTOR SHALL RECOMPACT TO REQUIRED DENSITY, AS DEFINED BYTHE GEOTECHNICAL ENGINEER.
3. DO NOT EXCAVATE FOR ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OFREPOSE OF ANY SOIL BEARING FOOTING OR FOUNDATION UNLESS FOOTINGOR FOUNDATION IS FIRST PROPERLY PROTECTED AGAINST SETTLEMENT.
4. THE CONTRACTOR IS RESPONSIBLE FOR THE DISPOSAL OF ALLACCUMULATED WATER FROM EXCAVATIONS AND DEWATERINGOPERATIONS IN SUCH A WAY AS NOT TO CAUSE INCONVENIENCE TO THEWORK AND DAMAGE TO THE STRUCTURAL ELEMENTS.
STRUCTURAL CONCRETE
1. ALL CAST-IN-PLACE CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI318-14 AND ACI 301, EXCEPT AS MODIFIED BY THE PROJECT CONSTRUCTIONDOCUMENTS. ALL CONCRETE WORK SHALL BE PERFORMED INACCORDANCE WITH SPECIFICATION SECTION 03 30 00.
2. ALL CONCRETE SHALL MEET THE PROJECT SPECIFICATIONS AND SHALLDEVELOP 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 YIELDSTRENGTH 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 BEACCURATELY PLACED, RIGIDLY SUPPORTED, AND FIRMLY TIED IN PLACEWITH BAR SUPPORTS AND SPACERS IN ACCORDANCE WITH THE ABOVEREQUIREMENTS. 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 OUTSIDEDIAMETER GREATER THAN 1/3 THE THICKNESS OF THE SLAB. NO CONDUITSHALL BE EMBED IN A SLAB THAT IS LESS THAN 4" THICK. MINIMUM CLEARDISTANCE SHALL BE IN ACCORDANCE WITH ACI 318.
5. ALL REINFORCING BARS, ANCHOR BOLTS, DOWELS AND OTHER CONCRETEINSERTS SHALL BE SECURED ADEQUATELY IN POSITION PRIOR TOPLACEMENT OF CONCRETE. CONTRACTOR SHALL USE TEMPLATES TOINSURE ACCURATE PLACEMENT OF ANCHOR BOLTS, DOWELS, ETC.
6. ALL CONCRETE SHALL BE CONSOLIDATED BY USE OF A MECHANICALVIBRATOR OR OTHER MEANS APPROVED BY THE ENGINEER.
7. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ASTMSTANDARD C94 FOR MEASURING, MIXING, TRANSPORTING, ETC. CONCRETETICKETS SHALL BE TIME STAMPED WHEN CONCRETE IS BATCHED.CONCRETE SHALL BE PLACED IN ITS FINAL POSITION WITHIN 90 MINUTESAFTER ADDITION OF BATCH WATER. CONCRETE SHALL BE DISCARDED IFTHE FOREGOING ELAPSED TIME IS EXCEEDED.
SLAB ON GRADE NOTES
1. ENSURE THAT REINFORCEMENT IS LOCATED IN SLAB CORRECTLY BYCHAIRING REINFORCING ADEQUATELY DURING CONCRETE PLACEMENT.
2. PROVIDE POROUS DRAINAGE LAYER UNDER INTERIOR PORTIONS OF SLABON GRADE. DRAINAGE LAYER SHALL CONSIST OF CLEAN, FREE-DRAINAGEPEA GRAVEL, CRUSHED STONE, OR COARSE SAND. THIS DRAINAGE LAYERSHALL CONSIST OF NATURAL SAND WITH A MAXIMUM 50% PASSING THE NO.50 SIEVE AND 5% PASSING A NO. 200 SIEVE AS MINIMUM. SEE PROJECTGEOTECHNICAL REPORT FOR GUIDELINES. THE CONTRACTOR SHALLCOORDINATE THESE REQUIREMENTS WITH THE GEOTECHNICAL ENGINEEROF RECORD PRIOR TO FOUNDATION PREPARATION.
3. PLACE CRACK CONTROL JOINTS USING A MAXIMUM 2:1 LENGTH TO WIDTHRATIO WITH 20'-0" MAXIMUM SPACING, UNLESS LOCATED ON PLANS. PLACEMANDATORY CONSTRUCTION JOINTS AS SHOWN.
PRE-ENGINEERED METAL BUILDING
1. THE METAL BUILDING SHALL BE DESIGNED AND INSTALLED ACCORDING TOTHE LATEST METAL BUILDING STRUCTURAL CODE(S) AND SPECIFICATIONREQUIREMENTS.
2. THE M.B.M. SHALL PROVIDE CALCULATIONS WHICH ARE SIGNED AND SEALEDBY A PROFESSIONAL ENGINEER IN THE STATE OF ALABAMA OR ASAPPROVED BY CONTRACTING. THIS REGISTERED ENGINEER SHALL BERESPONSIBLE FOR ALL COMPONENTS RELATED THE SUPERSTRUCTURE.
3. CALCULATIONS PROVIDED TO THE EOR FOR REVIEW SHALL INCLUDEDEFLECTION AND CAMBER REQUIREMENTS, DEAD LOADS, LIVE LOADS, ANDALL SUPERIMPOSED LOADS. TOTAL BUILDING DRIFT SHALL NOT EXCEEDH/100. TOTAL DEFLECTION OF WIND BEAMS AND SOFFIT PANELS SHALL NOTEXCEED L/180 FOR METAL PANELS. ANY MEMBER SUPPORTING MASONRY ORBRICK SHALL NOT EXCEED L/600.
4. PROVIDE SUPPORT FOR ALL WALLS BY CONTRACTOR AT EAVES AND DESIGNFRAMES FOR WIND LOAD INDUCED BY WALLS ACCORDING THE WIND LOADSPROVIDED. THIS SHALL BE PROVIDED BY THE MBM SPECIALTY ENGINEER.
CHEMICAL ADHESIVE FOR ANCHORAGE (IF REQUIRED)
1. ADHESIVE ANCHORS SHALL BE AS SPECIFIED ON THE CONSTRUCTIONDRAWINGS OR APPROVED EQUIVALENT. ACCEPTABLE SYSTEMS SHALLINCLUDE: SIMPSON, HILTI (EPOXY OR POLYESTER RESIN ADHESIVE)ANCHORS OR APPROVED EQUIVALENT WITH DIAMETER AND EMBEDMENTLENGTH AS NOTED ON THE DRAWINGS OR IN ACCORDANCE WITH THEMANUFACTURERS SPECIFICATIONS. INSTALL ALL ANCHORAGE PER THEMANUFACTURERS RECOMMENDATIONS.
2. DIAMETER OF HOLE SHALL BE AS RECOMMENDED BY MANUFACTURER FORTHE PARTICULAR PRODUCT SPECIFIED IN THE DRAWINGS.
3. UNLESS NOTED, ANCHOR SPACING AND ANCHOR EDGE DISTANCE SHALL BEACCORDING TO THE MANUFACTURER'S MOST CURRENT PUBLICATION INORDER TO DEVELOP MAXIMUM WORKING LOADS.
4. DO NOT EXCEED MANUFACTURER'S MAX. RECOMMENDED TIGHTENINGTORQUE.
5. ALL ANCHORS SHALL BE INSTALLED AS PER MANUFACTURER'SRECOMMENDATIONS AND UNDER MANUFACTURER'S SUPERVISION IN ORDERTO DEVELOP THE MOST CURRENT PUBLISHED WORKING LOADS.
6. INSTALLATION OF ALL ANCHORS SHALL BE PERFORMED BY PERSONNELCERTIFIED BY AN APPLICABLE CERTIFICATION PROGRAM. CERTIFICATIONSHALL INCLUDE WRITTEN AND PERFORMANCE TESTS IN ACCORDANCE WITHACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM OREQUIVALENT.
7. ALL ANCHORS INSTALLED SHALL BE CONTINUOUSLY INSPECTED DURINGINSTALLATION BY AN INSPECTOR SPECIALLY APPROVED FOR THAT PURPOSEBY THE BUILDING OFFICIAL. THE SPECIAL INSPECTOR SHALL FURNISH AREPORT TO THE LICENSED DESIGN PROFESSIONAL AND BUILDING OFFICIALTHAT THE WORK COVERED BY THE REPORT HAS BEEN PERFORMED AND THEMATERIALS USED AND THE INSTALLATION PROCEDURES USED CONFORMWITH THE APPROVED CONTRACT DOCUMENTS AND THE MANUFACTURER'SPRINTED INSTALLATION INSTRUCTIONS (MPII)
8. TESTING OF EPOXIED ANCHORAGE SHALL BE REQUIRED. THE CONTRACTORSHALL TEST A MINIMUM OF 10% OF EACH DAYS PRODUCTION AND NOT LESSTHAN TWO ANCHORS. THE TEST SHALL BE ACCOMPLISHED BY A APPLYING ATENSILE LOAD OF 1000 POUNDS TO THE EMBED ANCHOR. IF ANY TEST FAILSTHE LOAD TEST, ALL APPLICATIONS FOR THAT DAY SHALL BE TESTED. THETESTING 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 COMPRESSEDAIR FOR A MINIMUM OF 4 SECONDS. COMPRESSED AIR NOZZLE MUSTREACH THE BOTTOM OF THE HOLE.
3. BRUSH – CLEAN WITH A NYLON BRUSH FOR A MINIMUM OF 4CYCLES. BRUSH SHOULD PROVIDE RESISTANCE TO INSERTION. IF NORESISTANCE IS FELT, THE BRUSH IS WORN AND MUST BE REPLACED.
4. BLOW – REMOVE DUST FROM HOLE WITH OIL-FREE COMPRESSEDAIR FOR A MINIMUM OF 4 SECONDS. COMPRESSED AIR NOZZLE MUSTREACH THE BOTTOM OF THE HOLE.
CARTRIDGE PREPARATION
1. CARTRIDGE PREPARATION SHALL INCLUDE CHECKING EXPIRATIONDATE 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 RETAININGCAPS FOR PROPER ARC SIZE.
2. FILL – FILL HOLE 1/2 - 2/3 FULL, STARTING FROM BOTTOM OF HOLE TOPREVENT AIR POCKETS. WITHDRAW NOZZLE AS HOLE FILLS UP.
INSERT CLEAN, OIL-FREE ANCHOR, TURNING SLOWLY UNTIL THE ANCHOR CONTACTS THE BOTTOM OF THE HOLE.
1
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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
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E C
IVIL
4' -
6"
MIN
.
PO
RT
AL
FR
AM
E
15
' -
2"
15
' -
8"
19
' -
3"
15
' -
8"
PO
RT
AL
FR
AM
E
17
' -
1"
SE
E C
IVIL
4' -
6"
MIN
.
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.
1
S-200
(2) #4 x4'-0" LONG CENTEREDIN SLAB, TYP. ALL PILASTERS
3"
CONTRACTION JOINT (C.J.)
CONTRACTION JOINT (C.J.)
CONTRACTION JOINT (C.J.)
CONTRACTION JOINT (C.J.)
CO
NT
RA
CT
ION
JO
INT
(C
.J.)
2
S-200
2
S-200
EDGE OF NEW SLAB
IA
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EOF
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SHEETNUMBER:
SHEET REFERENCE:
RE
V #
DE
SC
RIP
TIO
ND
AT
E
PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
PEI 20063
SO
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ON
STR
UC
T 65
SO
S IN
FRA
STR
UC
TUR
EA
ND
SE
CU
RIT
Y, B
UIL
DIN
G 9
0131
FO
UN
DA
TIO
N &
CO
NT
RA
CT
ION
JO
INT
PLA
N
S-100
DJM
WEH
7 DEC 2020
CP1038168
90131
10 of 27
3/16" = 1'-0"1FOUNDATION PLAN
PLAN NOTES
1. FINISH FLOOR ELEVATION - MATCH EXISTING PAVEMENT SLOPES.
2. COORDINATE ALL FLOOR DRAINS, ELECTRICAL PENETRATIONS AND SLOPES WITHARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS.
3. LOCATIONS OF ALL COLUMNS TO BE COORDINATED WITH THE FINAL APPROVEDSPECIALTY ENGINEER BUILDING DRAWINGS WHICH SHALL BE SIGNED AND SEALEDBY A PROFESSIONAL ENGINEER. SEE SPECIALTY ENGINEERING REQUIREMENTS.
4. CONTRACTOR TO VERIFY THE LOCATION OF ALL ANCHOR BOLTS PRIOR TOCASTING FOUNDATIONS. CONTRACTOR TO COORDINATE WITH CIVIL ANDARCHITECTURAL SITE PLANS FOR LOCATION AND ORIENTATION OF THE METALBUILDING 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 CONCRETESLAB 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 FOLLOWINGALLOWABLE STRESS DESIGN LOADS.
A. UPLIFT (ASD) - 12 KIPS
B. DOWNFORCE (ASD) - 12 KIPSC. SHEAR (ASD) - 13 KIPS
3. CONTRACTOR TO MATCH SLOPE OF EXISTING GRADE FOR PLACEMENT OF NEWSLAB. PILASTER TO EXTEND MAX. 12" ABOVE NEW SLAB, V.I.F.
3/16" = 1'-0"2CONTRACTION JOINT PLAN
TRUE NORTH
PROJECT NORTH
TRUE NORTH
PROJECT NORTH
1
S-200
FRAME BY MBM
1' -
10
"1
5' -
2"
15
' -
8"
19
' -
3"
15
' -
8"
17
' -
1"
1' -
10
"
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
IA
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EOF
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SHEET REFERENCE:
RE
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DE
SC
RIP
TIO
ND
AT
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PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
PEI 20063
SO
F C
ON
ST
RU
CT
65
SO
S IN
FR
AS
TR
UC
TU
RE
AN
D S
EC
UR
ITY
, BU
ILD
ING
901
31
RO
OF
FR
AM
ING
PL
AN
S-110
DJM
WEH
7 DEC 2020
CP1038168
90131
11 of 27
3/16" = 1'-0"1
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
1
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
TH
ICK
NE
SS
1/4
SL
AB
COMPACTED BASE, SEE GEOTECHNICAL REPORT
PLA
N
SE
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
1' -
6"
6"
2' -
0"
IA
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EOF
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SHEET REFERENCE:
RE
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DE
SC
RIP
TIO
ND
AT
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PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
PEI 20063
SO
F C
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STR
UC
T 65
SO
S IN
FRA
STR
UC
TUR
EA
ND
SE
CU
RIT
Y, B
UIL
DIN
G 9
0131
ST
RU
CT
UR
AL S
EC
TIO
N(S
) &
DE
TA
IL(S
)
S-200
DJM
WEH
7 DEC 2020
CP1038168
90131
12 of 27
1/2" = 1'-0"1BUILDING SECTION
1" = 1'-0"2CONTRACTION JOINT (C.J.)
1 1/2" = 1'-0"3ANCHOR BOLT DETAIL
NOTES:
1. ALL STRUCTURAL FRAMING SHALL HAVE A CLEAR DIMENSION FROM TOP OF NEW SLAB TOBOTTOM OF STRUCTURE OF +10'-0". THIS INCLUDES PORTAL FRAMING BY METAL BUILDINGMANUFACTURER
Level 10' - 0"
FRAME BY MBM
SLA
B
6"
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
2' -
0"
2' -
0"
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
1' -
0"
8"
TYP. TURNDOWN AT EDGE OF SLAB, ALL LOCATIONS, REINF. WITH (2) #5 CONT. BOTTOM
2' - 0"
3' -
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
IA
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SHEET REFERENCE:
RE
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DE
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TIO
ND
AT
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PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
PEI 20063
SO
F C
ON
STR
UC
T 65
SO
S IN
FRA
STR
UC
TUR
EA
ND
SE
CU
RIT
Y, B
UIL
DIN
G 9
0131
CO
NC
RE
TE
DE
TA
ILS
S-300
DJM
WEH
7 DEC 2020
CP1038168
90131
13 of 27
1" = 1'-0"1PEMB COLUMN FOUNDATION DETAIL @PORTAL FRAME
1" = 1'-0"A24"X36" PILASTER SECTION (A)
1" = 1'-0"B24"X24" PILASTER SECTION (B)
SITE PLANSCALE: 1/8" = 1'-0"
TRUENORTH
1A-101
NO PARKING
EXIS
TING
CON
CRET
E DI
TCH
EXISTING CONCRETEDITCH
EXISTINGCONCRETE
GENERATORPAD
EXISTINGCONCRETEA/C PAD
EXISTINGCONCRETEPAD
PAINTED PARKINGSPACE LINE (TYP.)
EXISTINGCONCRETE
EXISTINGCONCRETE
EXISTINGCONCRETE
EXISTINGCONCRETE
EXISTINGCONCRETE
8'-8"
10'-2
"6'-
6"10
'-0"
5'-8"
10'-2
"6'-
7"10
'-2"
6'-4"
10'-2
"
24'-0"
MOBILE GCS UNIT
MOBILE GCS UNIT
MOBILE GCS UNIT
MOBILE GCS UNIT
MOBILE GCS UNIT
EXISTINGCONCRETEA/C PAD
EXISTINGCONCRETEA/C PAD
9'-11
"
4"
A-301
1A-201
2A-201
4A-201
3A-201
CANOPY ROOF PLANSCALE: 1/8" = 1'-0"
TRUENORTH
2A-101
PREFINISHEDMETALGUTTER BYPEMB MANUF
SLOPE 1-1/2 : 12
86'-8
"
33'-0"
2A-301
1A-301
8'-4"
2A-301
1
33'-8"
8'-0" HIGH PERIMETER CHAINLINKFENCE W/ PRIVACY FABRIC W/ SINGLEOUTRIGGERS W/ BARB WIRE TYP, SEECIVIL DRAWINGS FOR ADDITIONAL INFO
GOVERNMENT FURNISHEDJERSEY BARRIERS
DOUBLE MANUALVEHICLE GATES
REMOVABLE PIPE BOLLARDTYP. OF 5 - SEE CIVILDRAWINGS
GOVERNMENT FURNISHEDJERSEY BARRIERS
PREFINISHED STRUCTURAL STANDING-SEAMROOF PANELS ON VINYL-FACED PEMB BATTINSULATION ON PEMB PURLINS.
HVAC
EXISTING ROLLUP DOOR
EXISTING MAN DOOREXISTING BUILDING90131 OUTLINE
TURN STYLE GATE WITHELECTRONIC SECURITYSYSTEM
EXISTING ROLLUP DOOR
TURN STYLE GATE WITHELECTRONIC SECURITYSYSTEM
EXISTINGASPHALT
STEEL COLUMN TYPICAL, SEESTRUCTURAL AND PEMBMANUF FOR MORE INFO
86'-8" FT X 33 FT PEMB FRAME CANOPYABOVE WITH METAL ROOF PURLINS AT 5'-0"O.C. SEE 2/A-101 FOR ROOF PLAN ANDSTRUCTURAL DRAWINGS
EXISTINGGRASS
EXISTINGCONCRETE
HVAC
HVAC
HVAC
HVAC
HVAC
HVAC
HVAC
NOTE: DIMENSIONS AT MOBILE GCS UNITS PROVIDEDFOR REFERENCE ONLY. SEE STRUCTURAL AND CIVILDRAWINGS FOR BUILDING DIMENSIONS
HVAC
HVAC
CONCRETE SIDEWALK -SEE CIVIL DRAWINGS
REMOVABLE BOLLARDS -SEE CIVIL
1
1
KEYPLANNOT TO SCALE
BLDG 90131
TRUENORTH
SCALE: 1/8" = 1'-0"
4'-0" 8'-0"0 16'-0"
1 SP
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DIN
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JCS
PDM
312 S. ALCANIZ STREET PENSACOLA, FL.32501 850 433 2799 FL. LIC. 0001942
HEFFERNAN HOLLAND MORGANA R C H I T E C T U R E
102
/09/21
REVI
SED
NOTE
S
1'-6"
1'-6"
12
CANOPY ELEVATIONSCALE: 1/4" = 1'-0"
1A-201
CANOPY ELEVATIONSCALE: 1/4" = 1'-0"
4A-201
1'-6"1'-6"
1'-6" 1'-6"
1-1/2"
CANOPY ELEVATIONSCALE: 1/4" = 1'-0"
2A-201
KEYNOTES:1
2
3
4
5
6
PREFINISHED METAL EAVE TRIM BY PEMB MFR
METAL OUTRIGGER BY PEMB
MFR ROOF OUTLINE BEYOND
PEMB FRAME TYPICAL, SEE STRUCTURAL AND PEMBMFR DOCUMENTS
PREFINISHED METAL RAKE TRIM BY PEMB MFR
MOBILE GCS UNIT OUTLINE BEYOND
PREFINISHED METAL EAVE TRIM AT OUTRIGGERFACE TYPICAL BY PEMB MFR
EXISTING CONC SLAB ON GRADE
PREFINISHED STRUCTURAL STANDING SEAM METALROOF PANELS ON STRUCTURAL STANDING-SEAMROOF PANELS ON VINYL-FACED PEMB BATTINSULATION ON PEMB PURLINS
PREFINISHED METAL GUTTER BY PEMB MFR
PREFINISHED METAL DOWNSPOUT BY PEMB MFR -TYPICAL
CONC SLAB ON GRADE. SEE STRUCTURALDRAWINGS
PREFINISHED METAL BUILDING PANELS BY PEMBMFR
1
5
2
4
6
12
4
7
8
9
9
10
10
1
7
11
11
5
4
7
9
10
11
8
6
1-1/2"12
1
13
913
7
10
116
4
1
CANOPY ELEVATIONSCALE: 1/4" = 1'-0"
3A-201
12
8128
8
12
12
3
3
13
4
6666
6 6 6 6 6
0'-0"REL. EL.
+1'-0"TOP OF PIER
0'-0"REL. EL.
+1'-0"TOP OF PIER
8
0'-0"REL. EL.
+1'-0"TOP OF PIER
8
0'-0"REL. EL.
+1'-0"TOP OF PIER
1
1
1
1
1
14 312 S. ALCANIZ STREET PENSACOLA, FL.32501 850 433 2799 FL. LIC. 0001942
HEFFERNAN HOLLAND MORGANA R C H I T E C T U R E
SCALE: 1/4" = 1'-0"
2'-0" 4'-0"0 8'-0"
1 SP
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PDM
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/09/21
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AND
ADDE
D NO
TES
CANOPY SECTIONSCALE: 1/2" = 1'-0"
1A-301
12'-6"
EAVE HEIGHTLOW END
0'-0"
TOP TO EXISTINGPAVEMENT
EXISTING CONC SLAB ONGRADE
THICKENED CONC SLABEDGE, SEE STRUCTURALDRAWINGS FOR SIZE ANDREINF
8'-0" HIGH PERIMETERCHAINLINK FENCE W/ PRIVACYFABRIC W/ CANTED TOP W/BARB WIRE TYP, SEE CIVILDRAWINGS FOR MORE INFO
3A-301
4A-301
PREFINISHED METAL EAVETRIM BY PEMB MFR
METAL OUTRIGGER BEYONDBY PEMB MFR
PREFINISHED METALGUTTER BY PEMB MFR
PREFINISHED METALDOWNSPOUT BY PEMBMFR BEYOND
PREFINISHED STRUCTURAL STANDINGSEAM METAL ROOF PANELS ROOFPURLINS BY PEMB MFR
ROOF PURLINS SPACEDAPPROPRIATELY TO SUPPORTTHE METAL LINER PANELS BYPEMB MFR
PEMB FRAME BEYOND, SEESTRUCTURAL AND PEMB MFRDOCUMENTS
MOBILE GCS UNIT OUTLINEBEYOND
CONC SLAB ON GRADE, SEESTRUCTURAL DRAWINGS FORSIZE AND REINF
PREFINISHED METAL EAVETRIM BY PEMB MFR
METAL OUTRIGGER BY PEMBMFR BEYOND. PREFINISHEDMETAL TRIM AT ALLOUTRIGGER ENDS
121-1/2"
2" CLR
8'-9"
2'-0"
CLE
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 DETAILSCALE: 1 1/2" = 1'-0"
2A-301
1'-6"
CANOPY GUTTER SECTION DETAILSCALE: 1 1/2" = 1'-0"
3A-301
RAIN GUTTERSTRAP PER PEMBMFR
CANOPY PEAK SECTION DETAILSCALE: 1 1/2" = 1'-0"
4A-301
1'-6"
"Z" CLOSURE BY PEMB MFR
SEALANT AT VERTICALLEG & UNDER "Z"CLOSURE
PREFINISHED STRUCTURAL STANDINGSEAM METAL ROOF PANELS ON ROOFPURLINS 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 PEMBMFR
PEMB FRAME, SEE STRUCTURAL ANDPEMB MFR DOCUMENTS
PREFINISHED METALGUTTER BY PEMB MFR
METAL EAVE STRUT BYPEMB MFR
PREFINISHED METAL EAVETRIM BY PEMB MFR
METAL OUTRIGGER BEYONDBY PEMB MFR
EAVE HEIGHTLOW END12'-6"
ROOF PURLINS SPACEDAPPROPRIATELY TOSUPPORT THE METALLINER PANELS BY PEMBMFR
PEMB FRAME BEYOND, SEESTRUCTURAL AND PEMBMFR DOCUMENTS
PREFINISHED STRUCTURALSTANDING SEAM METAL ROOFPANELS ROOF PURLINS BYPEMB MFR
PRE-FINISHED METALFASCIA/COPING BY PEMB MFRPREFINISHED METAL EAVETRIM BY PEMB MFRMETAL EAVE STRUT BYPEMB MFR
METAL OUTRIGGER BEYONDBY PEMB MFR
ROOF PURLINS SPACEDAPPROPRIATELY TOSUPPORT THE METALLINER PANELS BY PEMBMFR
121-1/2"
1-1/2"12
NOTE: VINYL-FACEDINSULATION AND BIRDNETTING NOT SHOWN FORCLARITY
VINYL FACED INSULATIONBY PEMB MFR
BIRD NETTING: SEECANOPY SECTION A/301
BIRD NETTING: SEECANOPY SECTION A/301VINYL-FACED INSULATION
BY PEMB MFR
BIRD NETTING: SEECANOPY SECTION A/301
VINYL FACED INSULATIONBY PEMB MFR
1 1
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RIT
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UIL
DIN
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0131
JCS
PDM
312 S. ALCANIZ STREET PENSACOLA, FL.32501 850 433 2799 FL. LIC. 0001942
HEFFERNAN HOLLAND MORGANA R C H I T E C T U R E
SCALE: 1/2" = 1'-0"
1'-0" 2'-0"0 4'-0"
102
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90131
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UIL
DIN
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DMB
DCC
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IA
GR
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, U
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TR
UT
D
ET
AIL
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90131
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G 9
01
31
DMB
DCC
E-003
NE
W W
OR
K E
LE
CT
RIC
AL
S
IT
E P
LA
N
19
OF 27
90131
SO
F C
ON
ST
RU
CT
6
5 S
OS
IN
FR
AS
TR
UC
TU
RE
AN
D S
EC
UR
IT
Y, B
UIL
DIN
G 9
01
31
DMB
DCC
E-004
EL
EC
TR
IC
AL
S
IT
E P
LA
N D
ET
AIL
S
20
OF 27
90131
SO
F C
ON
ST
RU
CT
6
5 S
OS
IN
FR
AS
TR
UC
TU
RE
AN
D S
EC
UR
IT
Y, B
UIL
DIN
G 9
01
31
DMB
DCC
E-100
NE
W W
OR
K P
OW
ER
P
LA
N
21
OF 27
90131
SO
F C
ON
ST
RU
CT
6
5 S
OS
IN
FR
AS
TR
UC
TU
RE
AN
D S
EC
UR
IT
Y, B
UIL
DIN
G 9
01
31
DMB
DCC
E-101
NE
W W
OR
K C
OM
MU
NIC
AT
IO
NS
P
LA
N
22
OF 27
90131
SO
F C
ON
ST
RU
CT
6
5 S
OS
IN
FR
AS
TR
UC
TU
RE
AN
D S
EC
UR
IT
Y, B
UIL
DIN
G 9
01
31
DMB
DCC
E-200
NE
W W
OR
K L
IG
HT
IN
G P
LA
N
23
OF 27
90131
SO
F C
ON
ST
RU
CT
6
5 S
OS
IN
FR
AS
TR
UC
TU
RE
AN
D S
EC
UR
IT
Y, B
UIL
DIN
G 9
01
31
DMB
DCC
E-201
LIG
HT
IN
G C
AL
CU
LA
TIO
NS
24
OF 27
90131
SO
F C
ON
ST
RU
CT
6
5 S
OS
IN
FR
AS
TR
UC
TU
RE
AN
D S
EC
UR
IT
Y, B
UIL
DIN
G 9
01
31
DMB
DCC
E-300
NE
W W
OR
K L
IG
HT
NIN
G P
RO
TE
CT
IO
N P
LA
N
25
OF 27
90131
SO
F C
ON
ST
RU
CT
6
5 S
OS
IN
FR
AS
TR
UC
TU
RE
AN
D S
EC
UR
IT
Y, B
UIL
DIN
G 9
01
31
DMB
DCC
E-301
LIG
HT
NIN
G P
RO
TE
CT
IO
N D
ET
AIL
S
26
OF 27
90131
SO
F C
ON
ST
RU
CT
6
5 S
OS
IN
FR
AS
TR
UC
TU
RE
AN
D S
EC
UR
IT
Y, B
UIL
DIN
G 9
01
31
DMB
DCC
E-400
PA
NE
L S
CH
ED
UL
ES
27
PANEL MP
