Attachment 01-D_Drawings.pdf

PDF 26 MB Posted Sep 20, 2022

Attached to: Camp Perry Logistics Complex Federal contract opportunity
Solicitation number: W50S8R-22-B-0001
Issued by: Department of the Army Ohio Army National Guard

About this file

Written by GovTribe AI · Dec 27, 2023

This solicitation notice is for the Camp Perry Logistics Complex new construction project with an estimated value between $5 million and $10 million. The 179th Airlift Wing, Mansfield Ohio ANG Contracting Office is seeking bids for the project under Solicitation Number W50S8R-22-B-0001. The project is set aside for small businesses with a NAICS code of 236220 and size standard of $39.5 million average annual revenue for the previous three years. Interested contractors should attend the site visit and follow base access requirements. The bid opening is scheduled for October 31, 2022 at 1:00pm EST. Questions should be submitted using the provided template and directed to Gordon Strom. Bidders must be registered in the System for Award Management. Plans and specifications are available on SAM.gov.

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Other files for this federal contract opportunity

Other files attached to Camp Perry Logistics Complex, newest first.
File	Type	Posted
Abstract REV01_Complex.pdf	PDF	Nov 28, 2022
Abstract_Complex.pdf	PDF	Nov 9, 2022
Sign in sheet_Complex.pdf	PDF	Nov 9, 2022
W50S8R-22-B-0001 0008.pdf	PDF	Nov 2, 2022
Request for Information (RFI) document_06.pdf	PDF	Nov 2, 2022
Request for Information (RFI) document_05.pdf	PDF	Oct 31, 2022
W50S8R-22-B-0001 0007.pdf	PDF	Oct 31, 2022
W50S8R-22-B-0001 0006.pdf	PDF	Oct 27, 2022
Request for Information (RFI) document_04.pdf	PDF	Oct 27, 2022
Request for Information (RFI) document_03.pdf	PDF	Oct 26, 2022
W50S8R-22-B-0001 0005.pdf	PDF	Oct 26, 2022
W50S8R-22-B-0001 0004.pdf	PDF	Oct 22, 2022
Request for Information (RFI) document_02.pdf	PDF	Oct 22, 2022
W50S8R-22-B-0001 0003.pdf	PDF	Oct 17, 2022
RFI 01_Red Horse Site Plan.pdf	PDF	Oct 17, 2022
RFI 01_Geotechnical Report.pdf	PDF	Oct 17, 2022
RFI 01_Environmental Report.pdf	PDF	Oct 17, 2022
Request for Information (RFI) document_01.pdf	PDF	Oct 17, 2022
W50S8R-22-B-0001 0002.pdf	PDF	Oct 7, 2022
sign in sheet.pdf	PDF	Oct 7, 2022
Pre-Bid Conference minutes_Complex.pdf	PDF	Oct 7, 2022
Pre-Bid Conference-slides.pptx	PPTX presentation	Oct 7, 2022
W50S8R-22-B-0001 0001.pdf	PDF	Sep 26, 2022
Attachment 01-G_Drawings.pdf	PDF	Sep 20, 2022
Exhibit A_Sealed Bid Checklist Reminders.pdf	PDF	Sep 20, 2022
Attachment 01-I_Drawings.pdf	PDF	Sep 20, 2022
Attachment 01-H_Drawings.pdf	PDF	Sep 20, 2022
Attachment 01-B_Drawings.pdf	PDF	Sep 20, 2022
Attachment 03_Specifications Vol 02.pdf	PDF	Sep 20, 2022
Attachment 02_Specifications Vol 01.pdf	PDF	Sep 20, 2022
Attachment 01-F_Drawings.pdf	PDF	Sep 20, 2022
Attachment 01-E_Drawings.pdf	PDF	Sep 20, 2022
Attachment 01-C_Drawings.pdf	PDF	Sep 20, 2022
Attachment 01-A_Drawings.pdf	PDF	Sep 20, 2022
Exhibit B_Checklist for Bid Bonds.pdf	PDF	Sep 20, 2022
W50S8R-22-B-0001.pdf	PDF	Sep 20, 2022

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GOVERNING CODE:

GC-1. GOVERNING CODE AND REFERENCES:

• INTERNATIONAL BUILDING CODE 2015

• ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

• AISC 14TH EDITION STEEL CONSTRUCTION MANUAL

• ACI 318-14- BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

GC-2. DESIGN CRITERIA:

• ASCE 7 BUILDING RISK CATEGORY II

GC-3. SEISMIC LOADS:

• SITE CLASS = D

• Ss = 13.1% g (0.2 SECOND MCE SPECTRAL ACCELERATION)

• S1 = 5.2% G (1.0 SECOND MCE SPECTRAL ACCELERATION)

• SEISMIC DESIGN CATEGORY = B

• Sds = 13.9% g

• Sd1 = 8.3% g

• SEISMIC LOAD RESISTING SYSTEM (SLRS)

• ORDINARY REINFORCED MASONRY SHEAR WALLS

R = 2.0, OVERSTRENGTH = 2.5, DEFL. AMPLIFICATION FACTOR Cd = 2.0

• STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

R = 3.0, OVERSTRENGTH = 3.0, DEFL. AMPLIFICATION FACTOR Cd = 3.0

GC-4. WIND LOADS:

• BASIC WIND SPEED (3 SECOND GUST) = 115 (MPH), STRENGTH WIND SPEED

• WIND EXPOSURE = C

• FOR SERVICEABILITY CALCULATIONS, THE BASIC WIND SPEED = 76 MPH (SERVICE WIND

SPEED BASED ON THE 10 YEAR MEAN REOCCURRENCE INTERVAL).

GC-5. SNOW LOADS:

• GROUND SNOW LOAD = 20 PSF

• SNOW EXPOSURE FACTOR Ce = 1.0

• SNOW LOAD IMPORTANCE FACTOR Is = 1.2

• ROOF THERMAL FACTOR Ct = 1.0

• FLAT ROOF SNOW LOAD Pf = 25 PSF

• COMBINED RAIN ON SNOW ROOF LOAD = 30 PSF

• SEE PLANS FOR DRIFT AND SLIDING SNOW LOADS WHERE APPLICABLE

GC-6. LIVE LOADS:

• ROOF = 20 PSF

• SLAB ON GRADE = 100 PSF

GC-7. DEAD LOADS (INCLUDING FRAMING):

• SELF WEIGHT OF STRUCTURAL SYSTEM

• COLLATERAL LOAD (ROOF) = 10 PSF

• CURTAIN WALL SYSTEMS = 15 PSF

• FUTURE PV ARRAY = 10 PSF

GENERAL NOTES:

G-1. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS, COORDINATES AND

EXISTING CONDITIONS PRIOR TO CONSTRUCTION. NOTIFY THE GOVERNMENT OF ANY

DISCREPANCY IMMEDIATELY.

G-2. COORDINATE STRUCTURAL SHEETS WITH ALL OTHER SHEETS FOR PIPE SIZES AND

LOCATIONS, BEAM POCKETS, GRATING LEDGES, BLOCK OUTS, ELECTRICAL

REQUIREMENTS AND ANCHOR BOLT ATTACHMENTS.

G-3. STRUCTURAL SYSTEM IS DESIGNED TO WORK AS A COMPLETED SYSTEM, ANY

TEMPORARY SHORING OR BRACING NEEDED DURING CONSTRUCTION SHALL BE THE

RESPONSIBILITY OF THE GENERAL CONTRACTOR; CONTRACTOR IS RESPONSIBLE FOR

ADEQUACY OF TEMPORARY SHORING.

G-4. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING PLANS FOR

ADDITIONAL SLEEVES, INSERTS, ETC.

G-5. ALL SUBTERRANEAN STRUCTURES, UTILITIES, PIPING, ETC. IN THE AREA OF ALL

EXCAVATIONS TO BE LOCATED AND MARKED BY CONTRACTOR PRIOR TO EARTH REMOVAL

WORK. FLAGS OR PAINT ARE ACCEPTABLE METHODS. CONTRACTOR TO MAINTAIN

MARKERS UNTIL ALL EXCAVATION ACTIVITIES HAVE CEASED. COORDINATE WITH OWNER.

G-6. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SITE SAFETY AND ALL

ACCIDENTS WHICH RESULT IN DEATH, PERSONAL INJURY OR DAMAGE TO PROPERTY

ARISING OUT OF OR IN CONNECTION WITH THE PERFORMANCE OF THE WORK, WHETHER

ADJACENT TO OR AT THE SITE.

G-7. NO PIPES OR SLEEVES FOR MECHANICAL TRADES SHALL PASS THROUGH

STRUCTURAL MEMBERS WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

G-8. ALL SECTIONS, DETAILS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE

TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS OTHERWISE

SHOWN.

G-9. SHOP DRAWINGS PREPARED BY SUPPLIERS AND SUBCONTRACTORS SHALL BE

REVIEWED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTING TO THE ARCHITECT.

STRUCTURAL ENGINEER'S REVIEW SHALL BE FOR SIZES AND GENERAL CONFORMANCE

WITH INFORMATION GIVEN IN CONSTRUCTION DOCUMENTS ONLY. NO WORK SHALL BE

STARTED WITHOUT SUCH REVIEW. BASED ON SUCH REVIEWS, ACTIONS WILL BE NOTED

FOR EACH SHOP DRAWING SUBMITTAL AS LISTED BELOW:

• NO EXCEPTIONS TAKEN: FABRICATION, MANUFACTURING OR CONSTRUCTION MAY

PROCEED ON THE BASIS THAT THE SUBMITTAL IS IN CONFORMANCE WITH THE DESIGN

CONCEPT AND THE CONTRACT DOCUMENTS.

• FURNISH AS CORRECTED: FABRICATION, MANUFACTURING OR CONSTRUCTION MAY

PROCEED AFTER MAKING THE NOTED CORRECTIONS TO SATISFY COMPLIANCE WITH THE

DESIGN CONCEPT AND/OR THE CONTRACT DOCUMENTS.

• REVISE AND SUBMIT: NO FABRICATION, MANUFACTURING OR CONSTRUCTION MAY

PROCEED. RESUBMIT FOR REVIEW AFTER REQUESTED REVISIONS ARE MADE.

• SUBMIT SPECIFIED ITEM: NO FABRICATION, MANUFACTURING OR CONSTRUCTION MAY

PROCEED. SUBMIT SPECIFIED ITEM TO HANSON FOR REVIEW.

• REJECTED-SEE REMARKS: NO FABRICATION, MANUFACTURING OR CONSTRUCTION MAY

OCCUR FOR REASONS STATED IN "REMARKS".

G-10. ALL ASTM DESIGNATIONS SHALL BE THE LATEST UNLESS OTHERWISE NOTED.

G-11. FINISH FIRST FLOOR ELEVATION OF 100'-0" = ELEVATION 576'-0".

FOUNDATION:

F-1. FOUNDATION DESIGN BASED UPON GEOTECHNICAL REPORT: "CAMP PERRY RED

HORSE LOGISTICS COMPLEX GEOTECHNICAL REPORT, DATED JULY 13, 2020, PREPARED

BY MOTT MACDONALD.

• NET ALLOWABLE SOIL BEARING PRESSURE = 1000 PSF.

• ALLOWABLE HP12x74 PILE CAPACITY = 80 KIPS.

F-2. ALL FOOTING EXCAVATIONS SHALL BE CLEAN AND FREE OF DEBRIS, STANDING

WATER AND LOOSE SOIL AND BE INSPECTED AND APPROVED PRIOR TO PLACEMENT OF

CONCRETE.

F-3. ALL FILL MATERIALS SHALL BE APPROVED FOR USE IN ADVANCE OF PLACEMENT. NO

FILL SHALL BE PLACED OVER FROZEN, MUDDY OR OTHER DELETERIOUS MATERIAL. LIFT

THICKNESS SHALL BE MINIMIZED TO ALLOW EFFICIENT COMPACTION. NO FILL MAY BE

PLACED OVER A PREVIOUS LIFT THAT HAS NOT BEEN ADEQUATELY COMPACTED AND

ACCEPTED.

F-4. BACKFILL AGAINST FOUNDATION WALLS SHALL BE PLACED EVENLY ON ALL SIDES IN

ORDER TO ACHIEVE GENERALLY BALANCED LOADINGS. DO NOT BACKFILL AROUND

BASEMENT WALLS UNTIL FIRST FLOOR AND BASEMENT FLOOR SLABS ARE IN PLACE.

F-5. ALL COLUMN FOOTINGS ARE TO BE CENTERED UNDER COLUMN CENTERLINES,

UNLESS NOTED OR DETAILED OTHERWISE.

F-6. THE FOUNDATION CONTRACTOR SHALL FULLY REVIEW UNDERGROUND PLUMBING

DRAWINGS AND SHALL COORDINATE WITH THE PLUMBING CONTRACTOR TO DEPRESS

FOOTINGS AND PROVIDE PIPE SLEEVES THROUGH FOUNDATION WALLS AS NECESSARY

TO ACCOMMODATE PLUMBING LINES OR TRAPS WHICH PENETRATE CONCRETE FOOTINGS

OR FOUNDATIONS.

F-7. COORDINATE WITH ARCHITECTURAL AND CIVIL DRAWINGS FOR MISCELLANEOUS

FOUNDATIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

F-8. REFERENCE THE GEOTECHNICAL REPORT FOR REQUIREMENTS FOR EXCAVATION AND

CONTROL OF GROUND WATER DURING CONSTRUCTION. EXISTING SOILS MAY EXPERIENCE

A LOSS OF STRENGTH IF SURFACE WATER IS ALLOWED TO ACCUMULATE IN THE

EXCAVATIONS; DO NOT ALLOW SURFACE WATER TO ACCUMULATE IN THE BOTTOM OF THE

EXCAVATIONS.

F-9. A LEAN CONCRETE MUD SLAB 3" TO 4" THICK SHALL BE USED IN THE FOOTING

EXCAVATION IF THE BOTTOM OF THE EXCAVATION TENDS TO BECOME MUDDY AND SOFT

DUE TO CONSTRUCTION ACTIVITY. LEAN CONCRETE SHALL HAVE A MINIMUM 28 DAY

COMPRESSIVE STRENGTH OF 2,000 PSI.

CONCRETE:

C-1. MATERIAL PROPERTIES (U.N.O.)

• CONCRETE 28-DAY COMPRESSIVE STRENGTH - f'c = 4,500 psi

• CONCRETE REINFORCEMENT - Fy = 60 ksi (ASTM A615 GR 60)

• WELDED WIRE FABRIC - Fy = 60 ksi (ASTM A185)

C-2. PROTECTIVE COVERING FOR REINFORCEMENT BARS SHALL BE AS FOLLOWS UNLESS

OTHERWISE NOTED ON THE PLANS:

• CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH = 3"

• CONCRETE EXPOSED TO EARTH OR WEATHER = 2"

• CONCRETE NOT EXPOSED TO EARTH OR WEATHER = 1 1/2"

C-3. ALL REINFORCEMENT BARS SHALL BE FABRICATED IN ACCORDANCE WITH THE

LATEST CRSI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE

STRUCTURES AND SHALL BE CLEAN AND FREE OF GREASE AND SCALING RUST.

C-4. CONTINUOUS TOP AND BOTTOM BARS, WHEN SHOWN IN SECTION ONLY, SHALL BE

LAPPED AS FOLLOWS: TOP BARS NEAR MIDSPANS, BOTTOM BARS DIRECTLY OVER

SUPPORTS.

C-5. A 3/4" x 3/4" CHAMFER SHALL BE PROVIDED AT THE EDGE OF ALL FINISHED WALLS, BEAMS AND COLUMNS.

C-6. FOR SLABS ON GRADE, PROVIDE 1/2" THICK PREMOLDED JOINT FILLER AND SEALANT

TO ISOLATE THE SLAB FROM CONTACT WITH THE STRUCTURES ALONG ITS PERIMETER

UNLESS DETAILED OTHERWISE. REFER TO FOUNDATION DETAILS FOR ADDITIONAL

INFORMATION.

C-7. TWO #5 BARS EACH FACE SHALL BE PROVIDED DIAGONALLY AT ALL CORNERS OF

WALL AND SLAB OPENINGS AND AT ALL REENTRANT CORNERS OF SLABS. BARS SHALL BE

EXTENDED 36" MINIMUM BEYOND CORNERS OF THE OPENINGS.

C-8. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLAB-ON-GRADE AT 15 FEET

MAXIMUM SPACES EACH DIRECTION. CONTRACTOR SHALL SUBMIT PLANS OF JOINT

LOCATIONS FOR APPROVAL.

C-9. ALL CONTROL JOINTS SHALL BE TOOLED OR SAWN.

C-10. GRADE WALLS CAN BE CAST UP TO 120 FEET (MAXIMUM) PROVIDED CONSTRUCTION

AND / OR CONTROL JOINT SPACING DOES NOT EXCEED 30 FEET. PROVIDE VERTICAL "V"

GROOVE AT ALL CONSTRUCTION AND CONTROL JOINTS. CONTRACTORS SHALL SUBMIT

PLANS OR JOINT LOCATIONS FOR APPROVAL.

C-11. LAP ALL BARS AS FOLLOWS U.N.O. (CLASS B), FOR EPOXY COATED BARS, PROVIDE

1.3 TIMES THE INDICATED LAP LENGTH. FOR TOP BARS, PROVIDE AN ADDITIONAL 1.3 TIMES

THE INDICATED LAP LENGTH:

#3=1'-7" #4=2'-1" #5=2'-7" #6=3'-1" #7=4'-6" #8=5'-2" #9=5'-10" #10=6'-7" #11=7'-4"

C-12. HOOK REINFORCEMENT BARS AT DISCONTINUOUS ENDS, TYPICAL UNLESS

OTHERWISE NOTED. EXTEND REINFORCEMENT TO FAR FACE OF PEDESTALS AND / OR

COLUMNS UNLESS NOTED OTHERWISE.

C-13. PITCH CONCRETE AS REQUIRED TO FLOOR DRAINS 1/4" PER FOOT UNLESS

OTHERWISE NOTED. SEE ARCHITECTURAL AND PLUMBING DRAWINGS.

C-14. REFER TO DIVISION 03 SPECIFICATION "CAST-IN-PLACE CONCRETE" FOR CONCRETE

PLACEMENT AND FINISH REQUIREMENTS.

C-15. COUPLER AND STRUCTURAL CONNECTORS: WHERE SPECIFIED, PROVIDE COUPLER /

CONNECTOR CAPABLE OF DEVELOPING 125% OF THE YIELD STRENGTH OF THE SPLICED /

CONNECTED BAR. PROVIDE THREADED DOWELS WHERE REQUIRED.

C-16. FORMWORK AND SHORING OF FORMWORK SHALL BE DESIGNED BY THE

CONTRACTOR.

C-17. WELDED WIRE FABRIC:

• WELDED WIRE FABRIC SHALL BE SUPPLIED IN FLAT SHEETS AND SHALL NOT BE ROLLED.

• WELDED WIRE FABRIC SHALL BE SECURELY SUPPORTED ON CHAIRS TO PREVENT

EXCESSIVE DISPLACEMENT DURING CONCRETE PLACEMENT.

• LAP ADJACENT LAYERS OF WELDED WIRE FABRIC 9" MIN. AT SIDES AND ENDS.

MASONRY:

M-1. MATERIAL PROPERTIES (U.N.O.)

• COMPRESSIVE STRENGTH - F'm = 2,000 P.S.I.

• MASONRY REINFORCEMENT - Fy = 60 KSI (A615 GR 60)

• MORTAR - TYPE S

• GROUT AT 28 DAYS - 2,500 P.S.I. (ASTM C476)

M-2. ALL CELLS WITH VERTICAL REINFORCEMENT SHALL BE GROUTED SOLID.

M-3. ALL LINTEL BEARINGS SHALL BE GROUTED TO THE FOUNDATION.

M-4. MASONRY UNITS TO BE PLACED IN ONE-HALF RUNNING BOND, UNLESS OTHERWISE

NOTED.

M-5. MASONRY DESIGN BASED ON INSPECTED WORKMANSHIP.

M-6. LINTELS ARE REQUIRED AT ALL MASONRY WALL OPENINGS WITHOUT EXCEPTION.

MASONRY WALL OPENINGS AND ALL LINTELS REQUIRED ARE NOT SPECIFICALLY NOTED

ON THE STRUCTURAL PLANS. REFER TO ARCHITECTURAL, M.E.P., AND F.P. DRAWINGS,

ETC. FOR SIZES AND LOCATION OF ALL WALL OPENINGS. REFER TO TYPICAL DETAILS FOR

LINTEL DETAILS.

M-7. REFER TO TYPICAL DETAILS AND STRUCTURAL DETAILS FOR TOP AND BOTTOM OF

CMU WALL CONDITIONS.

M-8. ALL MASONRY WALLS ARE TO HAVE HORIZONTAL, 9 GAGE JOINT REINFORCEMENT

WHICH DOES NOT EXCEED 16 INCHES ON CENTER VERTICALLY.

M-9. ALL REINFORCEMENT LAPS SHALL BE 50 BAR DIAMETERS UNLESS NOTED

OTHERWISE.

M-10. HOLLOW MASONRY UNITS SHALL BE LAID WITH FULL HEAD JOINTS AND FULL BED

JOINTS OF THE FACE SHELLS AND UNDER WEBS WHERE THE ADJACENT CELLS ARE TO BE

FILLED WITH GROUT AND AT THE BOTTOM COURSE.

M-11. UNLESS OTHERWISE NOTED OR DETAILED, PROVIDE HORIZONTAL BOND BEAMS

(DIAPHRAGM CHORDS) WITH 2 - #5 BARS CONTINUOUS AT ROOF MEMBER BEARING

ELEVATIONS AND DECK / EDGE PERIMETER.

M-12. UNLESS OTHERWISE SCHEDULED FOR ADDITIONAL REINFORCEMENT, 8 INCH CMU

WALLS, INCLUDED IN THE PLANS SHALL BE REINFORCED AS FOLLOWS:

• REINFORCE WITH #5 VERTICAL BARS AT 32" CENTERS, #5 HORIZONTAL BARS AT 48" O.C., AND HORIZONTAL JOINT REINFORCEMENT OF 2 - #9 GAGE SIDE RODS AT 16" CENTERS.

(NOT CONTINUOUS THROUGH CONTROL JOINTS EXCEPT AT ROOF DIAPHRAGM CHORDS /

ROOF DECK BEARINGS).

• WHERE WALL SECTION BETWEEN OPENINGS IS 32" OR LESS, REINFORCE EACH VERTICAL

CELL WITH 2 - #5 BARS, FULL HEIGHT OF WALL.

• SEE TYPICAL DETAILS FOR LINTEL DETAILS.

• REINFORCED ENDS OF ALL WALLS / PIERS WITH 2 - #5 BARS VERTICAL, FULL HEIGHT AT

DISCONTINUOUS ENDS, EACH SIDE OF CORNERS, AT T-INTERSECTIONS, AND AT EACH

SIDE OF CONTROL JOINTS (TO PROVIDE BOUNDARY ELEMENTS FOR SHEAR WALLS /

PIERS). ALSO PROVIDE DOWELS TO FOUNDATION TO MATCH SIZE AND SPACING OF WALL

REINFORCEMENT.

M-13. ALL CMU CONSTRUCTION BELOW GRADE SHALL BE GROUTED SOLID.

M-14. ALL INTERIOR NON-LOAD BEARING MASONRY PARTITION WALLS SHALL BE

REINFORCED WITH #4 BARS @ 48" O.C. HORIZONTAL & VERTICAL. ALL CELLS CONTAINING

REINFORCEMENT SHALL BE GROUTED SOLID. LAP BARS 50 BAR DIAMETERS UNLESS

NOTED OTHERWISE. PROVIDE #4 DOWELS WITH STANDARD 90o HOOKS INTO THICKENED

SLAB-ON-GRADE. SEE ARCHITECTURAL DRAWINGS FOR MASONRY SIZES AND LOCATIONS.

M-15. PROVIDE 10 GAGE BENT PLATES 4"x4"x8" LONG @ EACH PEMB ROOF PURLIN WITH

MAX SPACING OF 4'-0" O.C. BENT PLATE TO BE ON EACH SIDE OF THE TOP OF ALL NON-

STRUCTURAL MASONRY WALLS. ATTACH BENT PLATES TO PURLINS WITH 2 (MIN.) SELF

DRILLING, SELF THREADING SCREWS (#12) AS REQUIRED BY THICKNESS OF BASE METAL.

MAINTAIN 1" (MIN.) GAP BETWEEN TOP OF MASONRY WALL AND BOTTOM OF STRUCTURE.

M-16. SEE ARCHITECTURAL DRAWINGS FOR CONTROL JOINT LAYOUT. EXTEND BOND

BEAMS AND BOND BEAM REINFORCEMENT CONTINUOUS THROUGH CONTROL JOINTS.

TERMINATE STANDARD HORIZONTAL JOINT REINFORCEMENT AT EACH END SIDE OF

CONTROL JOINT. CUT FACE SHELL OF CMU 3/8" WIDE EACH SIDE OF WALL AND SEAL WITH

FLEXIBLE SEALANT.

METAL BAR JOIST:

J-1. MATERIAL PROPERTIES (U.N.0)

COMPLY WITH SJI'S "SPECIFICATIONS" FOR OPEN WEB AND STEEL-ANGLE CHORD

MEMBERS.

J-2. BAR JOISTS SHALL BE DESIGNED TO RESIST FORCES, INDICATED ON DRAWINGS AND

IN THE SPECIFICATIONS.

J-3. TYPICAL BAR JOISTS ARE NOT DESIGNED FOR CONCENTRATED LOADS. PLACE LOADS

AT PANEL POINTS, OR WELD ADDITIONAL, DOUBLE ANGLE MEMBERS (ONE EACH SIDE OF

WEB) FROM POINT OF CONCENTRATED LOAD TO THE NEAREST PANEL POINT ON THE

OPPOSITE CHORD; MATCH SIZE OF JOIST WEB ELEMENTS OR L2X2X1/4, WHICHEVER IS

GREATER.

J-4. ALL FIELD MODIFICATIONS OR REPAIRS TO THE JOIST, OR JOIST GIRDERS SHALL BE

APPROVED BY THE JOIST MANUFACTURER IN WRITING. THIS LETTER SHALL BE

FORWARDED TO THE ENGINEER FOR REVIEW.

J-5. CUTTING AND DRILLING OF CHORD OR WEB MEMBERS IN BAR JOISTS, OR JOIST

GIRDERS IS NOT PERMITTED.

J-6. ALL BRIDGING SHALL BE EQUALLY SPACED, UNLESS NOTED OTHERWISE, AND

J-7. CONTRACTOR(S) SHALL PROVIDE MEANS FOR ADEQUATE DISTRIBUTION OF

CONSTRUCTION LOADS SO THAT CARRYING CAPACITY OF ANY BAR JOIST, JOIST GIRDER,

OR OTHER STRUCTURAL MEMBER IS NOT EXCEEDED.

J-8. JOIST SHALL BE CONSIDERED AS UNSTABLE DURING ERECTION. UNDER NO

CIRCUMSTANCES ARE CONSTRUCTION LOADS OF ANY TYPE TO BE PLACED ON

UNBRIDGED JOISTS. THE APPLICATION OF CONSTRUCTION LOADS ON UNBRIDGED JOISTS

IS IN DIRECT VIOLATION OF O.S.H.A. REGULATIONS.

J-9. WHERE X-BRIDGING INTERFERES WITH MECHANICAL PIPING OR DUCT WORK, UTILIZE

HORIZONTAL BRIDGING AS DIRECTED BY JOIST MANUFACTURER.

J-10. ALL BRIDGING, SHALL BE PER SJI AND AS REQUIRED FOR DESIGN LOADS.

J-11. ALL JOIST BEARINGS ARE TO BE DESIGNED FOR A 3 KIP ROLLOVER FORCE

J-12. DESIGN TOP AND BOTTOM CHORDS OF ALL JOISTS FOR A 300 POUND BEND CHECK.

J-13. DESIGN ALL JOISTS FOR A 300 POUND ADD LOAD.

STRUCTURAL STEEL:

S-1. MATERIAL PROPERTIES (U.N.0.)

• W AND WT SHAPES - Fy = 50 KSI - (ASTM A992)

• C-SHAPES - Fy = 36 KSI - (ASTM A36 OR ASTM A572)

• ANGLES - Fy = 36 KSI - (ASTM A36 OR ASTM A572)

• PLATES & BARS - Fy = 36 KSI - (ASTM A36 OR ASTM A572)

• STEEL PIPE - Fy = 35 KSI - (ASTM A53 Gr B)

• HSS SHAPES - Fy = 50 KSI - (ASTM A500 Gr C)

• RODS - Fy = 36 KSI - (ASTM F1554 Gr 36)

• ANCHOR BOLTS - Fy = 36 KSI - (ASTM F1554 Gr 36)

• HEADED STUDS - (ASTM A108)

• HP SHAPES - Fy = 50 KSI - (ASTM A572)

S-2. ALL DETAILING, FABRICATION, AND ERECTION OF STRUCTURAL STEEL MEMBERS

SHALL BE IN ACCORDANCE WITH THE AISC - "STEEL CONSTRUCTION MANUAL",

FOURTEENTH EDITION.

S-3. ALL WELDING SHALL BE DONE IN ACCORDANCE WITH THE LATEST "AWS"

SPECIFICATIONS BY CERTIFIED WELDERS. ALL WELDS SHALL BE MADE WITH E70XX

ELECTRODES UNLESS NOTED OTHERWISE.

S-4. CONNECTIONS NOT DETAILED ON THE PLANS SHALL BE SELECTED IN ACCORDANCE

WITH AISC SPECIFICATIONS, "SIMPLE CONNECTIONS" USING 3/4" DIAMETER ASTM A325 N-

BOLTS (SNUG TIGHT). UNLESS OTHERWISE NOTED, REFER TO TYPICAL DETAILS FOR

CONNECTION TYPES AND MINIMUM NUMBER AND SIZE OF BOLTS.

S-5. OPENINGS REQUIRED IN STRUCTURAL STEEL MEMBERS SHALL BE SHOWN ON THE

DRAWINGS. FIELD CUTTING OF HOLES IN STRUCTURAL STEEL MEMBERS SHALL NOT BE

ALLOWED WITHOUT WRITTEN PERMISSION OF THE ENGINEER.

S-6. CONTRACTOR SHALL FIELD VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TO

STRUCTURAL STEEL FABRICATION.

S-7. ALL CONNECTIONS TO PIPE AND TUBE COLUMNS SHALL BE THRU-PLATE TYPE UNLESS

OTHERWISE SHOWN.

S-8. THE CONTRACTOR SHALL FURNISH AND INSTALL MISCELLANEOUS STEEL (CURBS,

HANGERS, BRACING, ETC.) AS CALLED FOR OR AS NECESSARY PER ARCHITECTURAL AND

MECHANICAL / ELECTRICAL DRAWINGS.

S-9. BEAM AND LINTEL BEARING PLATES TO BE FULLY GROUTED WITH 1/2" MINIMUM

THICKNESS NON-SHRINK GROUT.

S-10. ANCHOR BOLTS TO BE PROVIDED AT ALL LINTEL AND BEAM BEARINGS ON MASONRY

OR CONCRETE.

S-11. WHENEVER CONSTRUCTION SCHEDULING REQUIRES THE ERECTION OF

STRUCTURAL MEMBERS WHICH BY THEMSELVES WOULD BE CONSIDERED LATERALLY

UNSTABLE, ADEQUATE TEMPORARY BRACING SHALL BE PROVIDED.

S-12. ALL EXTERIOR MASONRY SHELF ANGLES, LINTEL BEAMS, AND LINTEL PLATES SHALL

BE HOT DIP GALVANIZED ACCORDING TO ASTM A123.

METAL DECK:

MD-1. MATERIAL PROPERTIES (U.N.0)

• ROOF DECK: 20 GAUGE, GALVANIZED, Fy = 33 KSI

MD-2. THE MANUFACTURING, DETAILING AND ERECTION OF METAL DECK SHALL BE IN

ACCORDANCE WITH THE STEEL DECK INSTITUTE SPECIFICATION. STRUCTURAL

DIAPHRAGM ACTION SHALL BE PROVIDED BY THE METAL DECK AND ITS ATTACHMENT.

MD-3. METAL DECK SHALL BE CONTINUOUS OVER AT LEAST 3 SPANS WITH JOINTS OVER

SUPPORTING MEMBERS.

MD-4. BUTTON PUNCHING ROOF DECK IS NOT PERMITTED. REFERENCE DRAWINGS FOR

ROOF DECK ATTACHMENT REQUIREMENTS.

NOTE 1: 4" CONCRETE SLAB ON GRADE WITH 6x6-W2.9xW2.9 WELDED WIRE FABRIC ON 15 MIL VAPOR BARRIER OVER 6" FREE-DRAINING COMPACTED GRANULAR FILL. SEE DETAIL 1/S002 FOR

TYPICAL SLAB CONSTRUCTION JOINT.

NOTE 2: 6" CONCRETE SLAB ON GRADE WITH 4x4-W2.9xW2.9 WELDED WIRE FABRIC ON 15 MIL VAPOR BARRIER OVER 6" FREE-DRAINING COMPACTED GRANULAR FILL. SEE DETAIL 1/S002 FOR

TYPICAL SLAB CONSTRUCTION JOINT.

NOTE 3: 8" CONCRETE SLAB ON GRADE WITH #4 BARS AT 12" O.C. ON 15 MIL VAPOR BARRIER OVER 8" FREE-DRAINING COMPACTED GRANULAR FILL. SEE DETAIL 1/S002 FOR TYPICAL SLAB

CONSTRUCTION JOINT.

NOTE 4: 1/2"x1/2" PREFORMED NOTCH AND SEALANT.

NOTE 5: 1 1/2" WIDE RIB ROOF DECK, 20 GAGE, G90 GALVANIZED. REFER TO TYPICAL DETAILS

FOR DECK ATTACHMENT.

NOTE 6: OPEN WEB STEEL JOIST. SEE PLAN FOR SIZE AND SPACING. WELD TO SUPPORTS

WITH 3/16" FILLET WELD 2" LONG TYPICAL EACH SIDE. PROVIDE CONTINUOUS TOP AND BOTTOM BRACING / BRIDGING AS REQUIRED PER JOIST SUPPLIER AND S.J.I. SEE DETAIL 11/S003 FOR

TYPICAL BRIDGING ATTACHMENT.

NOTE 7: 8" CONCRETE MASONRY UNIT BOND BEAM LINTEL. SEE MASONRY LINTEL SCHEDULE

AND MASONRY BOND BEAM LINTEL SECTIONS (SEE ARCHITECTURAL FOR SIZE AND LOCATIONS

OF MASONRY OPENINGS).

NOTE 8: 8" CONCRETE MASONRY UNIT WITH #5 BARS AT 24" CENTERS VERTICALLY IN SOLID

GROUTED CELLS. SEE MASONRY GENERAL NOTES FOR ADDITIONAL INFORMATION AND

REQUIREMENTS (TYP.).

NOTE 9: 8" CONCRETE MASONRY UNIT BOND BEAM WITH 2-#5 BARS CONTINUOUS. PROVIDE

CONTINUOUS CORNER REINFORCEMENT. MULTIPLE BOND BEAMS MAY BE REQUIRED FOR

MASONRY WALL ANCHORAGE AT ROOF STRUCTURE. COORDINATE WITH ROOF STRUCTURE

ELEVATIONS AND STRUCTURAL DETAILS.

NOTE 10: WIDE FLANGE STEEL SECTION SEE PLAN AND/OR SCHEDULES FOR SIZES. PROVIDE

STANDARD A.I.S.C. CONNECTIONS OR AS REQUIRED FOR DETAILS SHOWN.

NOTE 11: 5 1/2" LIGHT-WEIGHT CONCRETE SLAB (f'c = 4,000 PSI) ON 2" COMPOSITE FORM DECK, 20 GAGE, G-60 GALVANIZED WITH 4x4 W2.9xW2.9 WELDED WIRE FABRIC. SEE PLANS FOR TOP

OF SLAB ELEVATION. REFER TO TYPICAL DETAILS FOR DECK ATTACHMENT. ENDS TO BE

LAPPED.

NOTE 12: 10" CONCRETE MASONRY UNIT BOND BEAM LINTEL. SEE MASONRY LINTEL

SCHEDULE AND MASONRY BOND BEAM LINTEL SECTIONS (SEE ARCHITECTURAL FOR SIZE AND

LOCATIONS OF MASONRY OPENINGS).

NOTE 13: 10" CONCRETE MASONRY UNIT WITH #6 BARS AT 8" CENTERS VERTICALLY IN SOLID

GROUTED CELLS. SEE MASONRY GENERAL NOTES FOR ADDITIONAL INFORMATION AND

REQUIREMENTS (TYP.).

NOTE 14: 10" CONCRETE MASONRY UNIT BOND BEAM WITH 2-#6 BARS CONTINUOUS. PROVIDE

CONTINUOUS CORNER REINFORCEMENT. MULTIPLE BOND BEAMS MAY BE REQUIRED FOR

MASONRY WALL ANCHORAGE AT ROOF STRUCTURE. COORDINATE WITH ROOF STRUCTURE

ELEVATIONS AND STRUCTURAL DETAILS.

NOTE 15: GIRTS, SIDING, AND LINER PANEL BY PEMB MANUFACTURER.

NOTE 16: PEMB FRAMES BY PEMB MANUFACTURER

KEYED NOTES #

KEYNOTE SYMBOL WITH

NOTE NUMBER

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ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

PROJECT MANAGER:

P ro je c t

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STRUCTURAL

GENERAL NOTES

S001

APRIL 13, 2022

13D0027055

AGD

JMC

RMF

B-3 SUBMISSION - BID SET

STRUCTURAL GENERAL NOTES

6" COMPACTED DRAINAGE COURSE

DOWELS TO BE SECURED TO MAINTAIN

POSITION AND ALIGNMENT DURING THE

CONCRETE PLACEMENT

SLAB NOTES:

1. CONSTRUCTION JOINTS SHALL BE PLACED SO SLAB POURS DO NOT EXCEED 2,500 SQ.

FT. CONTRACTOR SHALL SUBMIT SLAB POURING SEQUENCE AND JOINT PATTERN TO THE

ENGINEER FOR APPROVAL.

2. CONSTRUCTION AND CONTRACTION JOINTS PARALLEL WITH THICKENED SLABS

SHOULD OCCUR OUTSIDE THE LIMITS OF THE THICKENED SLAB.

VAPOR RETARDER

'D '/2

COMPACTED SUBGRADE

1" M

9" 9"

1' - 6"

1 1/4" DIAMETER x 1'-6" LONG

SMOOTH DOWELS AT 1'-0"

CENTERS (GREASED)

SAW CUT FILLED WITH

SEMI-RIGID SEALANT.

6" COMPACTED DRAINAGE COURSE

DOWELS TO BE SECURED TO MAINTAIN

POSITION AND ALIGNMENT DURING THE

CONCRETE PLACEMENT

SLAB NOTES:

1. CONSTRUCTION JOINTS OR CONTROL JOINTS SHALL BE PLACED SO SLAB AREAS DO

NOT EXCEED 400 SQ. FT. CONTRACTOR SHALL SUBMIT SLAB POURING SEQUENCE AND

JOINT PATTERN TO THE ENGINEER FOR APPROVAL.

2. CONTROL JOINTS TO BE SAWED. FILL ALL JOINTS WITH SEMI-RIGID JOINT SEALANT.

SAWING TO BE COMPLETED WITHIN THE FIRST 12 HOURS.

3. CONSTRUCTION AND CONTRACTION JOINTS PARALLEL WITH THICKENED SLABS

SHOULD OCCUR OUTSIDE THE LIMITS OF THE THICKENED SLAB.

VAPOR RETARDER

'D '/2

COMPACTED SUBGRADE

'D '/4

1' - 6"

1 1/4" DIAMETER x 1'-6" LONG

SMOOTH DOWELS AT 1'-0"

CENTERS (GREASED)

SAW CUT FILLED WITH

SEMI-RIGID SEALANT.

9" 9"

HORIZONTAL

REINFORCEMENT WITH STD.

90 DEG. HOOK

VERTICAL

REINFORCEMENT

SEE PLAN

S E

E P

CORNER BARS TO MATCH SIZE AND

SPACING OF HORIZONTAL

REINFORCEMENT

HORIZONTAL REINFORCEMENT

WITH STD. 90 DEG. HOOK

VERTICAL

REINFORCEMENT

S E

E P

DOWELS WITH STD. 90 DEG. HOOKS

TO MATCH SIZE AND SPACING OF

HORIZONTAL REINFORCEMENT

SEE PLAN

HORIZONTAL REINFORCEMENT

WITH STD. 90 DEG. HOOK

VERTICAL

REINFORCEMENT

SEE PLAN

S E

E P

CORNER BARS TO MATCH SIZE AND

SPACING OF HORIZONTAL

REINFORCEMENT

DOWELS WITH STD. 90 DEG. HOOKS

TO MATCH SIZE AND SPACING OF

HORIZONTAL REINFORCEMENT

HORIZONTAL

REINFORCEMENT

VERTICAL

REINFORCEMENT

DOWELS WITH STD. 90 DEG.

HOOKS TO MATCH SIZE AND

SPACING OF HORIZONTAL

REINFORCEMENT

SEE PLAN

S E

E P

1-#5 BAR CENTERED IN

SLAB (TYPICAL)

2'- 0"

OR LA

RGER

OPENIN

G 4"

YP.)3"

C L.

YP.)

CENTERLINE SPAN

NOTE: CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED

AND ALL LAITANCE REMOVED. IMMEDIATELY BEFORE NEW

CONCRETE IS PLACED THE JOINT SHALL BE WETTED AND COATED

WITH NEAT CEMENT GROUT.

1st POUR 2nd POUR

6" 1'

2' - 0"2' - 0"

1 1/2"

E A

C H

F A

C E

A D

A L

HOOK TYPICAL WALL REINFORCEMENT

90° AT ALL DISCONTINUOUS ENDS

1-#5 BAR

EACH FACE

(TYPICAL)

OPENINGS (TYP.)

6" OR LARGER

2'-7" (TYP.)

HOOK TYPICAL WALL REINFORCEMENT

90° AT ALL DISCONTINUOUS ENDS

2-#6 BARS

EACH FACE

(TYPICAL)

2-#6 BARS

EACH FACE

(TYPICAL)

2-#5 BAR x 4'-0" LONG

EACH FACE (TYPICAL)

OPENINGS

6" OR LARGER

3'-0" (TYP.)

FINISH FLOOR

SEE PLAN

NON-LOAD BEARING

MASONRY WALL. SEE

ARCH. FOR SIZE AND

LOCATIONS

#5 BARS (CONT.)

WITH MAXIMUM

SPACING @ 12"

O.C.

#4@24" VERT. (TYPICAL)

DOWELS TO MATCH SIZE AND SPACING

OF MASONRY WALL REINF. DRILL AND

EPOXY GROUT 6" MIN. INTO THICKENED

SLAB

LAP SPLICE 48 BAR

DIAMETERS (MIN.)

PROVIDE CONTROL / CONSTRUCTION

JOINTS OUTSIDE THE LIMITS OF

THICKENED SLAB

V A

8" V

A R

8" SEE PLAN 8"

VARIES

V A

#4@48" HORIZ. (TYPICAL)

3/8"

3 SEE PLAN

NOTE: SEE FOUNDATION PLAN FOR WIDTH OF THICKENED SLAB UNDER MASONRY WALLS

FINISH FLOOR

SEE PLAN

4 33

4-#4 BARS (CONT.)

6" 6"

TRENCH DRAIN SEE

PLUMBING DRAWINGS

V A

VAPOR RETARDER

COMPACTED DRAINAGE

COURSE

COMPACTED SUBGRADE

#4@18"

V A

3'-0"

1'-4"

1'-9"

NOTE: ALL STRUCTURAL

STEEL ASSEMBLY SHALL

BE HOT-DIP GALVANIZED.

TOP OF CONCRETE

SEE PLAN

5"2" 2" 1/2" DIAMETER x 4" LONG HEADED STUD

ANCHORS AT 2'-0" CENTERS. (MIN. 2 PER

ANGLE ) WITH 6" MAX. AT EACH END.

BOTTOM OF TRENCH

EL. VARIES

6" M

A X

ANGLE 2x1 1/4x1/4 x CONT.

1" x 1/4", 15-W-4 HEAVY DUTY

STEEL GRATING

2" 1

1'-0"

#3 @ 12" Z-BAR WITH

STD. LAP LENGTH

1" 4"

1" 4" 1"

FENCE POST

BY OTHERS

(4) 1/2" DIA. CONCRETE

SCREW ANCHORS IN

STD. HOLES WITH 3"

EMBEDMENT

PLATE 3/8"x6"x6"

NOTE: FENCE POST TO ATTACH TO 6" OR 8"

S.O.G. REFER TO ARCHITECT FOR LOCATION.

1/4

TYP.

NOTE:

1. COORDINATE OPENING SIZE WITH MECH.

AND ARCH.

2. PROVIDE FRAMING FOR OPENINGS SHOWN

ON PLANS AND AT ROOF DRAIN LOCATIONS.

SEE PLAN - 5'-0" MAX.

ANGLE 2 1/2 x 2 1/2 x 1/4 (TYP.)

ANGLE 2 1/2 x 2 1/2 x 1/4 x 4" LONG (TYP.)

1/ 4" 3/16

3/16

TYP.

3/16

TYP

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SHEET NUMBER:

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SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

PROJECT MANAGER:

P ro je c t

N o

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P o rt C li n to n

C am p P er ry th R

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STRUCTURAL

TYPICAL DETAILS

S002

APRIL 13, 2022

13D0027055

AGD

JMC

RMF

B-3 SUBMISSION - BID SET

1" = 1'-0"1

SLAB CONSTRUCTION JOINT ON GRADE

1" = 1'-0"2

SLAB CONTROL JOINT ON GRADE

3/4" = 1'-0"3

TYPICAL 1 LAYER REINF. CORNER WITH DOWELS

3/4" = 1'-0"4

TYPICAL 1 LAYER REINF. INTERSECTION WITH

DOWELS

3/4" = 1'-0"5

TYPICAL 2 LAYER REINF. CORNER WITH DOWELS

3/4" = 1'-0"6

TYPICAL 2 LAYER REINF. INTERSECTION WITH

DOWELS

1" = 1'-0"7

TYPICAL FLOOR SLAB OPENING REINF. CIRCULAR

3/4" = 1'-0"8

TYPICAL GRADE BEAM CONSTRUCTION JOINT

1" = 1'-0"9

TYPICAL WALL OPENING REINF. CIRCULAR

1" = 1'-0"10

TYPICAL WALL OPENING REINF. RECTANGULAR

3/4" = 1'-0"11

TYPICAL THICKENED SLAB AT MASONRY

3/4" = 1'-0"12

TRENCH DRAIN SECTION

1 1/2" = 1'-0"13

TRENCH DRAIN DETAIL

1 1/2" = 1'-0"14

TYPICAL 2" DEPRESSED SLAB

3" = 1'-0"15

TYPICAL CHAINLINK FENCE POST ATTACHMENT

1" = 1'-0"16

TYPICAL ROOF DECK SUPPORT 5'-0" OR LESS

PROVIDE CORNER BARS WITH MIN. LAP

SPLICE AT ALL OUTSIDE HORIZONTAL

BOND BEAM REINFORCEMENT

PROVIDE STANDARD 90 HOOKS

ON ALL INSIDE HORIZONTAL

BOND BEAM REINFORCEMENT.

CONCRETE MASONRY UNIT BOND

BEAM. SEE PLANS AND SECTIONS

FOR SIZE AND LOCATIONS

VERTICAL MASONRY

WALL REINF.

VERTICAL

REINFORCEMENT

GROUT SOLID (TYP.)

N O

A L)

AT VERTICAL REINFORCEMENT

REMOVE BOTTOM AND EXTEND

REINFORCEMENT (TYP.)

1" C

NOMINAL C.M.U.

6", 8", 10", OR 12"

SEE SCHEDULE

NOTE:

PROVIDE BOND BEAM AT TOP OF WALLS, AT CONNECTIONS TO BEAMS

AND AS SHOWN ON THE DETAILS.

8" (NOMINAL) BOND BEAM

VERTICAL

REINFORCEMENT

GROUT SOLID (TYP.)

(N O

A L)

AT VERTICAL REINFORCEMENT

REMOVE BOTTOM AND EXTEND

REINFORCEMENT (TYP.)

1" C

NOMINAL C.M.U.

6", 8", 10", OR 12"

SEE SCHEDULE

NOTE:

PROVIDE BOND BEAM AT TOP OF WALLS, AT CONNECTIONS TO BEAMS

AND AS SHOWN ON THE DETAILS.

16" (NOMINAL) BOND BEAM

VERTICAL REINFORCING BAR

CONT. LAP SPLICE ALL BARS

50 BAR DIAMETERS (MIN.)

VERTICAL

REINFORCEMENT

CUT WEBS (TYP.)

G R

O U

T S

1/2" CL.

(T Y

HORIZONTAL BOND BEAM

REINFORCING BAR CONT. LAP

SPLICE ALL BARS 50 BAR

DIAMETERS (MIN.)

CONTROL JOINT - RAKE OUT AND

CAULK

3/16" x 1 1/4" x 1'-4" STRAP ANCHORS

WITH 3" RIGHT ANGLE BENDS AT

EACH END, AT 4'-0" CENTERS (MAX.)

VERTICAL

EMBED BENT PLATE IN

CORES FILLED WITH

GROUT

CONTROL JOINT - RAKE OUT AND

CAULK

JOINT REINFORCEMENT AT

1'-4" CENTERS (MAX.)

VERTICAL

NON-LOAD BEARING CMU

WALL SEE ARCH. FOR SIZE

AND LOCATION

VERTICAL REINFORCING BAR

CONT. LAP SPLICE ALL BARS

50 BAR DIAMETERS (MIN.)

EL. SEE ARCH.

TYPICAL VERTICAL WALL

REINFORCEMENT WITH STD. 90

HOOK INTO BOTTOM OF BOND

BEAM LINTEL.

30" MIN.

2-#5 BARS FULL HEIGHT OF WALL. EXTEND 2'-0"

MIN. INTO FOUNDATION. BELOW. TYPICAL AT

ALL LINTELS. LAP AS REQUIRED WITH 2'-7" MIN.

LAP SPLICE.

BOND BEAM

LINTEL REINF.

30" MIN.

2-#5 BARS IN BOND BEAM AT

SILL (TYPICAL ALL OPENINGS)

T E

L D

E P

T H

GROUT BEARING SOLID TO

FOUNDATION (TYPICAL)

MASONRY

OPENING

GROUT

DEPTH

8"0'-8" TO 3'-5"

MASONRY LINTEL SCHEDULE

NOTES:

1. SCHEDULE APPLIES TO LINTEL REINFORCING NOT SPECIFIED ELSEWHERE.

2. EXTEND HORIZONTAL REINFORCING A MINIMUM OF 30" BEYOND OPENING, WHERE ANCHORAGE DISTANCE IS

RESTRICTED, TERMINATE WITH STANDARD 90 DEGREE HOOK.

3. ALL MASONRY CONTROL JOINTS (MCJ) SHALL OCCUR A MIN. OF 30" BEYOND OPENING.

16"3'-6" TO 6'-4"

16"6'-5" TO 9'-0"

WALL

TYPE

8" CMU

HORIZONTAL

REINFORCEMENT

2-#5 BARS BOTTOM

2-#6 BARS BOTTOM

VERTICAL

REINFORCEMENT

REFERENCE

DETAIL

2/S003

3/S003

8"0'-8" TO 3'-5"

16"3'-6" TO 6'-4"

16"6'-5" TO 9'-0"

10" CMU

2-#5 BARS BOTTOM

2-#6 BARS BOTTOM

--- 2/S003

3/S003

GROUT

SOLID

#9 GAGE GALVANIZED

REBAR POSITIONER AT

4'-0" MAX. SPACING

REINFORCING BAR FULL

HEIGHT. LAP SPLICE ALL

BARS 50 BAR DIAMETERS

(MIN.)

*DIMENSIONS ARE NOMINAL

C M

*1 0"

C M

*1 2"

C M

NOTE: BRACE NOT REQUIRED IF WALL

HEIGHT IS LESS THAN 12 FEET.

ROOF PURLIN

10 GAUGE BENT PLATE, REFER

TO MASONRY NOTE M-15

INTERIOR MASONRY WALL

SEE ARCH. FOR SIZE AND

LOCATIONS

CONTINUOUS MASONRY BOND

BEAM

VERTICAL MASONRY WALL

REINFORCEMENT

MISC. STEEL LINTEL SCHEDULE FOR

NON-STRUCTURAL WALLS

WALL

THICKNESS

OPENING WIDTH

SHAPE

4" 1 ANGLE 3 1/2x3 1/2x5/16

0'-0" TO 6'-0"

1 ANGLE 6x3 1/2x5/16

6'-1" TO 8'-0"

6" 2 ANGLE 3 1/2x2 1/2x5/16 1 ANGLE 5x3x5/16

1 ANGLE 3 1/2x3 1/2x5/16

8" 2 ANGLES 3 1/2x3 1/2x5/16 2 ANGLES 6x3 1/2x5/16

10" 2 ANGLES 4x4x5/16 2 ANGLES 6x4x5/16

12" 3 ANGLES 3 1/2x3 1/2x5/16 3 ANGLES 6x3 1/2x5/16

INTERMEDIATE SIDE LAP ATTACH

WITH HILTI S-SLC 01 M HWH SIDE

LAP CONNECTOR OR APPROVED

EQUIVALENT, PROVIDE 3 PER SPAN

AT EDGE OF DECK AT SUPPORT PROVIDE HILTI X-HSN-24

OR APPROVED EQUIVALENT AT 12" CENTERS

1 1/2" WIDE RIB METAL DECK 20

GAGE (G90 GALVANIZED)

3' - 0" COVER

36 / 4 FASTENER LAYOUT WITH HILTI X-

HSN-24 OR APPROVED EQUIVALENT AT

EACH SUPPORTING MEMBER

NOTE: EQUIPMENT BASE AND HOUSEKEEPING PADS TO BE

FURNISHED AND INSTALLED BY RESPECTIVE CONTRACTORS

INSTALLING EQUIPMENT. SEE MECHANICAL & ELECTRICAL

DRAWINGS FOR EQUIPMENT BASE / HOUSEKEEPING PAD SIZES,

THICKNESSES AND LOCATIONS.

#3 DOWELS ON 18" GRID.

EPOXY ANCHOR WITH 3"

EMBEDMENT

SLAB-ON-GRADE

ANCHORAGE BY EQUIPMENT MFR.

EMBED INTO SUPPORTING SLAB

AS REQUIRED PER MIN. EMBEDMENT

SPECIFIED BY SUPPLIER

LAP LENGTH

1'-8" MIN.

3/4" CHAMFER (TYP.)

T Y

FINISH FLOOR

SEE PLAN

#4@12" (CENTERED)

HORIZONTAL

BRIDGING (TYP.)

FIELD WELD BRIDGING TO

STEEL ANGLES (TYP.)

FIELD WELD BRIDGING TO

STEEL ANGLES (TYP.)

1-1/2" DIAMETER

SLEEVE ANCHOR

GROUT SOLID (TYP.)

SEE PLAN

VARIES

1/4 4

INFILL WITH

MASONRY AFTER

BEAM PLACEMENT

BEARING PLATE 3/4"x6"x1'-4" U.N.O. WITH

2-1/2" DIAMETER ANCHOR BOLTS IN SHORT

SLOTTED HOLES (8" MIN. EMBEDMENT)

MOTOR BED (TYP.)

2-#5 BARS

OUTSIDE FACE

SEE ARCH.

SEE PLAN

5/8" PUDDLE WELDS

AT 12" CENTERS

SEE PLAN

#4@12"

3'-0''

SEE PLAN

3' -0

INTERMEDIATE SIDE LAP

ATTACH WITH 5/8"

PUDDLE WELDS OR

3/8"X1 1/4" ARC SEAM

WELDS

AT EDGE OF DECK AT SUPPORT. PROVIDE

5/8" DIAMETER PUDDLE WELDS AT 12"

CENTERS

2" COMPOSITE METAL

FORM DECK

36/4 FASTENER LAYOUT WITH

HILTI X-ENP-19-L15 FASTENERS

AT EACH SUPPORTING MEMBER

3' - 0" COVER

SEE PLAN

5/8" PUDDLE

WELDS AT 12"

CENTERS 11

7 5/8"SEE PLAN SEE PLAN

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SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

PROJECT MANAGER:

P ro je c t

N o

U B

P o rt C li n to n

C am p P er ry th R

E D

H O

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E S qu ad ro n

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STRUCTURAL

TYPICAL DETAILS

S003

APRIL 13, 2022

13D0027055

AGD

JMC

RMF

B-3 SUBMISSION - BID SET

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

MASONRY BOND BEAM CORNER

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

MASONRY BOND BEAM SECTION 8" DEEP

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

MASONRY BOND BEAM SECTION 16" DEEP

1 1/2" = 1'-0"4

MASONRY HORIZONTAL BAR PLACEMENT

1 1/2" = 1'-0"5

MASONRY INTERSECTION - LOAD BEARING

1 1/2" = 1'-0"6

MASONRY INTERSECTION - NON-LOAD BEARING

1" = 1'-0"7

MASONRY LINTEL BEARING

1 1/2" = 1'-0"8

MASONRY VERTICAL BAR PLACEMENT

1 1/2" = 1'-0"10

MASONRY WALL SUPPORT

1" = 1'-0"15

TYPICAL 1 1/2" ROOF DECK ATTACHMENT

1 1/2" = 1'-0"9

TYPICAL HOUSEKEEPING PAD

1 1/2" = 1'-0"11

TYPICAL JOIST BRIDGING ATTACHMENT MASONRY

1 1/2" = 1'-0"12

MASONRY BEAM BEARING

1 1/2" = 1'-0"13

MASONRY WALL DECK BEARING

1" = 1'-0"16

TYPICAL 2" FLOOR DECK ATTACHMENT

1 1/2" = 1'-0"14

MASONRY WALL DECK BEARING ROOF

1 2 3 4

S510

S501

S301

SIM.

S301

SIM.

S501

1 ________ S501

S501

S301

HP2

HP1

HP1 (T)

HP1

HP1 (T)

HP1

22'-8" 26'-0" 22'-8"

71'-4"

'-8

110'-8"

'-4

S301

SIM.

S301

SIM.

A T

C H

S E

E P

L A

N V

'-0

'-8

'-0

'-4

-0

LOADING DOCK RAMP,

SEE CIVIL

S502

S501

S301

S501

HSS6x 6x

8'-6"

3'-0"

S002

SIM.

S502

9' -4

'-8

12'-8"

HP3

J.3

3' -7

S401

4.84.7

S501

BASE BID STARTS AT COLUMN

B. ALL OF THE ITEMS SHOWN

BETWEEN GRID A AND B SHALL

MOVE SOUTH

S E

E S

H E

E T

O P

N N

O .1

(I N

D E

S T

H E

W H

B U

T H

S E

E S

H E

E T

O P

N N

O . 1

(I N

D E

S T

H E

W H

B U

T H

BASE BID STARTS AT COLUMN

E. ALL OF THE ITEMS SHOWN

BETWEEN GRID E AND F SHALL

MOVE NORTH

8" FOUNDATION WALLS AND DEPRESSED

SLAB FOR DOCK LEVELER, SEE ARCH.

S502

S ou th S ix th

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w w w .h an so n-in c.

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SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

PROJECT MANAGER:

P ro je c t

N o

U B

P o rt C li n to n

C am p P er ry th R

E D

H O

R S

E S qu ad ro n

54321

R E

D H

O R

S E

L o g is ti c s C o m p le x

N E

E X

E S

:2 :3

C U s e rs

\c a w le

\D o c u m e n ts

\R S

P R

H -L o g is ti c s C o m p le x V c a w le

.r v t

FOUNDATION PLAN -

AREA 1

S101

APRIL 13, 2022

13D0027055

AGD

JMC

RMF

B-3 SUBMISSION - BID SET

1/8" = 1'-0"1

FOUNDATION PLAN - AREA 1

5 6 7 8

S501

S301

HP1

HP1HP1

HP1

HP1HP1

S501

26'-0" 25'-4" 26'-0"

77'-4"

'-4

'-8

'-0

'-8

'-0

S301

SIM.

A T

C H

S E

E P

L A

N V

S301

S501

S301 ________ 6

S301

SIM. SIM.

S301

SIM. SIM.

S301

SIM. SIM.

S301

1'-0" TYP.

S002

5'-0"

S002

SIM.

HP1

'-9

23'-4" 3/16"

5'-0"

5' -0

-0

2' -4

S501

PROVIDE #5 DOWLES

INTO THICKENED SLAB

WITH 90 DEG HOOK

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SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

PROJECT MANAGER:

P ro je c t

N o

U B

P o rt C li n to n

C am p P er ry th R

E D

H O

R S

E S qu ad ro n

54321

R E

D H

O R

S E

L o g is ti c s C o m p le x

N E

E X

E S

:2 :3

C U s e rs

\c a w le

\D o c u m e n ts

\R S

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H -L o g is ti c s C o m p le x V c a w le

.r v t

FOUNDATION PLAN -

AREA 2

S102

APRIL 13, 2022

13D0027055

AGD

JMC

RMF

B-3 SUBMISSION - BID SET

FOUNDATION PLAN - AREA 2 N

1 2 3 4

S510

S301

22'-8" 26'-0" 22'-8"

71'-4"

110'-8"

'-4

S301

________ SIM.

S301

SIM.

S301

SIM.

S301

SIM.

A T

C H

S E

E P

L A

N V

S503

7'-0" 33'-0"

'-0

-6

/6 4"

'-0

'-8

'-0

'-4

-0

S502

HOUSE KEEPING PAD, REFER

TO MECHANICAL FOR SIZE

AND LOCATION

FRAME TIE BARS, TYP.

2" DEPRESSED SLAB FOR SHOWERS.

SEE DETAIL 14 ON SHEET S002.

REFER TO ARCHITECTURAL FOR SIZE

AND LOCATION

'-0

21'-0" +/-

'-8

8' -8

'-0

S003

SIM.

S003

________ SIM.

TOP OF 8" CMU WALLS 10'-0"

FROM FINISHED FLOOR

12'-8"

LOADING DOCK RAMP,

SEE CIVIL

TOP OF SLAB

EL. 576'-0"

TOP OF SLAB

EL. 576'-0"

S501

C.J.

S401

J.3

4.84.7

AHU-1 FOUNDATION

CONCRETE ARMS VAULT FOUNDATION

BASE BID STARTS AT COLUMN

B. ALL OF THE ITEMS SHOWN

BETWEEN GRID A AND B SHALL

MOVE SOUTH

S E

E S

H E

E T

O P

N N

O .1

(I N

D E

S T

H E

W H

B U

T H

S E

E S

H E

E T

O P

N N

O .1

(I N

D E

S T

H E

W H

B U

T H

BASE BID STARTS AT COLUMN

E. ALL OF THE ITEMS SHOWN

BETWEEN GRID E AND F SHALL

MOVE NORTH

8" FOUNDATION WALLS AND DEPRESSED

SLAB FOR DOCK LEVELER, SEE ARCH.

S502

S ou th S ix th

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SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

PROJECT MANAGER:

P ro je c t

N o

U B

P o rt C li n to n

C am p P er ry th R

E D

H O

R S

E S qu ad ro n

54321

R E

D H

O R

S E

L o g is ti c s C o m p le x

N E

E X

E S

:2 :3

C U s e rs

\c a w le

\D o c u m e n ts

\R S

P R

H -L o g is ti c s C o m p le x V c a w le

.r v t

FIRST FLOOR PLAN -

AREA 1

S103

APRIL 13, 2022

13D0027055

AGD

JMC

RMF

B-3 SUBMISSION - BID SET

FIRST FLOOR PLAN - AREA 1 N

5 6 7 8

S301

26'-0" 25'-4" 26'-0"

77'-4"

'-4

'-8

'-0

'-8

'-0

'-4

S301

SIM.

A T

C H

S E

E P

L A

N V

S301

SIM. SIM.

SLAB TIE BARS, TYP.

TRENCH DRAIN, TYP.

S301

S003

TOP OF 10" CMU WALLS

TO UNDERSIDE OF ROOF

DECK. ATTACHMENT PER

10/S003.

TOP OF 8" CMU

WALLS 10'-8 AFF

TOP OF 8" CMU

WALL 10'-8" AFF

COORDINATE EMBEDDED RAIL AND LIMITS

OF EXTERIOR CONCRETE SLAB WITH

ARCHITECTURAL AND CIVIL DRAWINGS

'-0

S502

TOP OF SLAB

EL. 576'-0"

J.3

S401

C.J.

S ou th S ix th

S tr ee t

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SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

PROJECT MANAGER:

P ro je c t

N o

U B

P o rt C li n to n

C am p P er ry th R

E D

H O

R S

E S qu ad ro n

54321

R E

D H

O R

S E

L o g is ti c s C o m p le x

N E

E X

E S

:2 :3

C U s e rs

\c a w le

\D o c u m e n ts

\R S

P R

H -L o g is ti c s C o m p le x V c a w le

.r v t

FIRST FLOOR PLAN -

AREA 2

S104

APRIL 13, 2022

13D0027055

AGD

JMC

RMF

B-3 SUBMISSION - BID SET

FIRST FLOOR PLAN - AREA 2 N

1 2 3 4

S510

S301

L H

S301

L H

2'-10" 21 SPACES @ 5'-0" = 105'-0" 2'-10"

22'-8" 26'-0" 22'-8"

71'-4"

-0

'-0

'-8

'-0

'-4

'-8

110'-8"

'-4

A T

C H

S E

E P

L A

N V

GV-1 ROOF OPENING, REFER TO MECH.

FOR SIZE AND LOCATION. ADDITIONAL

SUPPORT FRAMING PER 16/S002

J.3

EDGE OF CANOPY

ROOF DECK

S401

4.84.7

DECK / JOIST

RIDGE

S ou th S ix th

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SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

PROJECT MANAGER:

P ro je c t

N o

U B

P o rt C li n to n

C am p P er ry th R

E D

H O

R S

E S qu ad ro n

54321

R E

D H

O R

S E

L o g is ti c s C o m p le x

N E

E X

E S

:2 :3

C U s e rs

\c a w le

\D o c u m e n ts

\R S

P R

H -L o g is ti c s C o m p le x V c a w le

.r v t

ADMIN ROOF PLAN -

AREA 1

S105

APRIL 13, 2022

13D0027055

AGD

JMC

RMF

B-3 SUBMISSION - BID SET

ADMIN ROOF PLAN N

S301

W24X117 & MC18x42.7

BRIDGE CRANE SUPPORT

BEAM

W24X117 & MC18x42.7

BRIDGE CRANE SUPPORT

BEAM

WIND COLUMN ONLY, NO AXIAL LOADS

APPLIED FROM PEMB FRAMES

WIND COLUMN ONLY, NO AXIAL

LOADS APPLIED FROM PEMB FRAMES

26'-0" 25'-4" 26'-0"

77'-4"

'-3

'-4

'-8

'-0

'-8

'-0

'-4

A T

C H

S E

E P

L A

N V

S301

CRANE HOOK SERVICE AREA

S301

J.3

S106

'-0

A X

MAX.

3'-0"

PROVIDE ENDSTOP ON

CRANE RUNWAY BEAM, TYP.

W24x117 CENTERED IN

WORK BAY WITH FALL

PROTECTION TRACK SYSTEM

FALL PROTECTION TRACK

SYSTEM WITH (4) TROLLEYS

W24X117 BETWEEN PEMB FRAMES

SHEAR CONNECTION

TO PEMB WEB

SET BOTTOM OF SUPPORT BEAM

FOR TRACK TO CLEAR BOTTOM OF

PEMB FRAME

CONNECTION TO SUPPORT BEAM

BY FALL PROTECTION SYSTEM

PEMB FRAME

S106

FALL PROTECTION TRACK

SYSTEM WITH (4) TROLLEYS

PEMB FRAME

W24X117 BETWEEN

PEMB FRAMES

1/2"xREQ'D PLATE

1/4 12 MIN

1/4

SET BOTTOM OF SUPPORT BEAM

FOR TRACK TO CLEAR BOTTOM OF

PEMB FRAME

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SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

PROJECT MANAGER:

P ro je c t

N o

U B

P o rt C li n to n

C am p P er ry th R

E D

H O

R S

E S qu ad ro n

54321

R E

D H

O R

S E

L o g is ti c s C o m p le x

N E

E X

E S

:2 :3

C U s e rs

\c a w le

\D o c u m e n ts

\R S

P R

H -L o g is ti c s C o m p le x V c a w le

.r v t

CRANE PLAN - AREA

S106

APRIL 13, 2022

13D0027055

AGD

JMC

RMF

B-3 SUBMISSION - BID SET

1/8" = 1'-0"1

CRANE PLAN N

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

FALL PROTECTION DETAIL

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

FALL PROTECTION ELEVATION

S301

WIND COLUMN ONLY, NO AXIAL

LOADS APPLIED FROM PEMB FRAMES

WIND COLUMN ONLY, NO AXIAL

LOADS APPLIED FROM PEMB FRAMES

INSULATED METAL

ROOF PANELS BY

PEMB MANUFACTURER

PEMB FRAME w/ PINNED BASES

ROOF PURLINS BY PEMB

MANUFACTURER

PEMB FRAME w/ PINNED BASES

INSULATED METAL

ROOF PANELS BY

PEMB MANUFACTURER

PEMB FRAME w/ PINNED BASES

22'-8" 26'-0" 22'-8"

71'-4"

-0

'-0

'-8

'-0

'-4

110'-8"

PROPOSED BRACING BAY LOCATIONS

X -B

R A

C E

D B

A Y

X -B

R A

C E

D B

A Y

X -B

R A

C E

D B

A Y

A T

C H

S E

E P

L A

N V

J.3

4.84.7

BASE BID STARTS AT COLUMN B. ALL

OF THE ITEMS SHOWN BETWEEN GRID

A AND B SHALL MOVE SOUTH

S E

E S

H E

E T

O P

N N

O .1

(I N

D E

S T

H E

W H

B U

T H

S E

E S

H E

E T

O P

N N

O .1

(I N

D E

S T

H E

W H

B U

T H

BASE BID STARTS AT COLUMN

E. ALL OF THE ITEMS SHOWN

BETWEEN GRID E AND F SHALL

MOVE NORTH

CANOPY BY PEMB

MANUFACTURER

S ou th S ix th

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SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

PROJECT MANAGER:

P ro je c t

N o

U B

P o rt C li n to n

C am p P er ry th R

E D

H O

R S

E S qu ad ro n

54321

R E

D H

O R

S E

L o g is ti c s C o m p le x

N E

E X

E S

:2 :4

C U s e rs

\c a w le

\D o c u m e n ts

\R S

P R

H -L o g is ti c s C o m p le x V c a w le

.r v t

HIGH ROOF PLAN -

AREA 1

S107

APRIL 13, 2022

13D0027055

AGD

JMC

RMF

B-3 SUBMISSION - BID SET

HIGH PEMB ROOF - AREA 1 N

S301

WIND COLUMN ONLY, NO AXIAL LOADS

APPLIED FROM PEMB FRAMES

WIND COLUMN ONLY, NO AXIAL LOADS

APPLIED FROM PEMB FRAMES

PEMB FRAME w/ PINNED BASES

INSULATED METAL

ROOF PANELS BY

PEMB MANUFACTURER

INSULATED METAL

ROOF PANELS BY

PEMB MANUFACTURER

ROOF PURLINS BY PEMB

MANUFACTURER

PEMB FRAME w/ PINNED BASES

26'-0" 25'-4" 26'-0"

77'-4"

'-4

'-8

'-0

'-8

'-0

PROPOSED BRACING BAY LOCATIONS

X -B

R A

C E

D B

A Y

X -B

R A

C E

D B

A Y

A T

C H

S E

E P

L A

N V

S301

J.3

S003

PROVIDE PURLINS ON EACH

SIDE OF MASONRY WALL FOR

LATERAL WALL SUPPORT

S510

S ou th S ix th

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SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

PROJECT MANAGER:

P ro je c t

N o

U B

P o rt C li n to n

C am p P er ry th R

E D

H O

R S

E S qu ad ro n

54321

R E

D H

O R

S E

L o g is ti c s C o m p le x

N E

E X

E S

:2 :4

C U s e rs

\c a w le

\D o c u m e n ts

\R S

P R

H -L o g is ti c s C o m p le x V c a w le

.r v t

HIGH ROOF PLAN -

AREA 2

S108

APRIL 13, 2022

13D0027055

AGD

JMC

RMF

B-3 SUBMISSION - BID SET

HIGH PEMB ROOF - AREA 2 N

FIRST FLOOR PLAN

EL 100'-0"

ADMIN ROOF PLAN

EL 112'-8"

S501

S510

FIRST FLOOR PLAN

EL 100'-0"

ADMIN ROOF PLAN

EL 112'-8"

LOW PEMB ROOF

EL 120'-6"

TOP OF RAIL

EL 118'-0"

S501

FIRST FLOOR PLAN

EL 100'-0"

ADMIN ROOF PLAN

EL 112'-8"

LOW PEMB ROOF

EL 120'-6"

TOP OF RAIL

EL 118'-0"

S501

FIRST FLOOR PLAN

EL 100'-0"

ADMIN ROOF PLAN

EL 112'-8"

LOW PEMB ROOF

EL 120'-6"

TOP OF RAIL

EL 118'-0"

S510

S501

FIRST FLOOR PLAN

EL 100'-0"

ADMIN ROOF PLAN

EL 112'-8"

LOW PEMB ROOF

EL 120'-6"

TOP OF RAIL

EL 118'-0"

S501

FIRST FLOOR PLAN

EL 100'-0"

ADMIN ROOF PLAN

EL 112'-8"

LOW PEMB ROOF

EL 120'-6"

HIGH PEMB ROOF

EL 125'-8"

TOP OF RAIL

EL 118'-0"

S501

S002

FIRST FLOOR PLAN

EL 100'-0"

ADMIN ROOF PLAN

EL 112'-8"

LOW PEMB ROOF

EL 120'-6"

HIGH PEMB ROOF

EL 125'-8"

TOP OF RAIL

EL 118'-0"

S501

FIRST FLOOR PLAN

EL 100'-0"

ADMIN ROOF PLAN

EL 112'-8"

LOW PEMB ROOF

EL 120'-6"

HIGH PEMB ROOF

EL 125'-8"

TOP OF RAIL

EL 118'-0"

S501

FIRST FLOOR PLAN

EL 100'-0"

ADMIN ROOF PLAN

EL 112'-8"

LOW PEMB ROOF

EL 120'-6"

HIGH PEMB ROOF

EL 125'-8"

TOP OF RAIL

EL 118'-0"

S501

FIRST FLOOR PLAN

EL 100'-0"

ADMIN ROOF PLAN

EL 112'-8"

LOW PEMB ROOF

EL 120'-6"

HIGH PEMB ROOF

EL 125'-8"

TOP OF RAIL

EL 118'-0"

S003

S501

S ou th S ix th

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SHEET NUMBER:

ISSUE DATE:

SHEET TITLE:

PROJECT NUMBER:

PROJECT INFORMATION:

REVISION HISTORY:

DATEDESCRIPTION

REVIEWED BY:

DRAWN BY:

PROJECT MANAGER:

P ro je c t

N o

U B

P o rt C li n to n

C am p P er ry th R

E D

H O

R S

E S qu ad ro n

54321

R E

D H

O R

S E

L o g is ti c s C o m p le x

N E

E X

E S

:2 :4

C U s e rs

\c a w le

\D o c u m e n ts

\R S

P R

H -L o g is ti c s C o m p le x V c a w le

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WALL SECTIONS

S301

APRIL 13, 2022

13D0027055

AGD

JMC

RMF

B-3 SUBMISSION - BID SET

1/4" = 1'-0"5

WALL SECTION 01

1/4" = 1'-0"1

WAREHOUSE WALL SECTION 01

1/4" = 1'-0"2

WAREHOUSE WALL SECTION 02

1/4" = 1'-0"3

WAREHOUSE WALL SECTION 03

1/4" = 1'-0"4

WAREHOUSE WALL SECTION 04

1/4" = 1'-0"7

SHOP WALL SECTION 02

1/4" = 1'-0"6

SHOP WALL SECTION 01

1/4" = 1'-0"8

SHOP WALL SECTION 03

1/4" = 1'-0"9

SHOP WALL SECTION 04

1/4" = 1'-0"10

SHOP WALL SECTION 05

J.3

4.84.7

8'-6"

4'-3" 4'-3"

3' -7

S401 ________ 4

S401

H S S 6X

6X 3/

H S S 6X

6X 3/

HP3

S401

J.3

4.84.7

S401

H S

S X

H S

S X

L3X3X1/4

HSS4X4X1/4

H S

S X

H S

S X

8'-6"

3' -7

5 5

S002

SIM.

(3) #8 BARS TOP AND (2) #8

BOTTOM BARS WITH STD. 90

DEG. HOOK INTO FAR FACE OF

GRADE BEAM BEYOND

3 - #4 SIDE BARS EACH FACE

WITH STD. 90 DEG. HOOK INTO

FAR FACE OF GRADE BEAM

BEYOND

#4 TIES @ 12" O.C.

TOP OF CONCRETE

STOOP SLAB

FINISHED FLOOR

EL. COORDINATE WITH CIVIL

BOT. GRADE BEAM

EL. 95'-6"

CENTERLINE HSS POST

1'-0" 1'-0"

2'-0"

S510

________ CONCRETE ENCASEMENT

AROUND POST

3' -6

1' -2

(3) #6 BARS TOP AND (2) #6

BOTTOM BARS WITH STD. 90

DEG. HOOK INTO FAR FACE OF

GRADE BEAM BEYOND

3 - #4 SIDE BARS EACH FACE

WITH STD. 90 DEG. HOOK INTO

FAR FACE OF GRADE BEAM

BEYOND

#4 TIES @ 12" O.C.

TOP OF CONCRETE

REFER TO CIVIL

FINISHED FLOOR

EL. 100'-0"

BOT. GRADE BEAM

EL. 95'-6"

CENTERLINE GRADE BEAM

1'-0" 1'-0"

2'-0"

(4) 3/4" DIA. x 6"

LONG SHEAR STUDS

HP PILE, REFER

TO SCHEDULE

6" CONCRETE STOOP WITH

4x4 - W2.9xW2.9

#4 DOWEL, 2'-6"x2'-6" SPACED AT 12"

O.C. AROUND PERIMETER OF STOOP

INTO GRADE BEAM

3' -6

1' -6

ADMIN ROOF PLAN

EL 112'-8"

S401

4.84.7

8'-6"

4'-3"4'-3"6 7/8" 6 7/8"

HSS4x4x1/4, COORDINATE

BOTTOM OF TUBE WITH

SOFFIT FRAMING

HSS3x3x3/16 POST WITH BASE PL1/2"x4"x4"

HSS4x4x1/4, BEYOND HSS4x4x1/4, BEYOND

TYPICAL SPLIT TUBE

CONNECTIONS

HSS3x3x3/16

RIDGE BEAMS

1/4

HSS POST, REFER TO PLANHSS POST, REFER TO PLAN

BENT PL 3/8"x4"xREQD., MITER