512-23121.JLM Chesterfield - Sidock - Structural Drawings.pdf

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THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF

SIDOCK GROUP, INC. AND CANNOT BE REPRODUCED,

COPIED, OR USED IN ANY MANNER WITHOUT THE PRIOR

WRITTEN CONSENT OF SIDOCK GROUP, INC. 2022

FOR SITE OWNED UTILITIES

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GENERAL STRUCTURAL NOTES

1. ALL CONSTRUCTION SHALL COMPLY FULLY WITH THE APPLICABLE PROVISIONS OF MIOSHA, THE MICHIGAN BUILDING CODE, LATEST EDITION, AND THE LOCAL GOVERNING CODE, LATEST EDITIONS, AND ALL REQUIREMENTS SPECIFIED IN THE CODES SHALL BE ADHERED TO AS IF THEY WERE CALLED FOR OR SHOWN ON THE DRAWINGS. THIS SHALL NOT BE CONSTRUED TO MEAN THAT ANY REQUIREMENTS SET FORTH ON THE DRAWING MAY BE MODIFIED BECAUSE THEY ARE MORE STRINGENT THAN THE CODE

REQUIREMENTS OR BECAUSE THEY ARE NOT SPECIFICALLY REQUIRED BY CODE.

PRE-ENGINEERED BUILDING DESIGN LOADS:

LIVE LOADS:

ROOF LIVE LOAD 20 PSF

MEZZANINE LIVE LOAD 125 PSF (LIGHT STORAGE)

ROOF SNOW LOADS

GROUND SNOW Pg 25 PSF EXPOSURE FACTOR Ce 0.9 THERMAL FACTOR Ct 1.0

WIND DESIGN DATA

BASIC WIND SPEED (3-SECOND GUST) 115 MPH

WIND EXPOSURE B

INTERNAL PRESSURE COEFFICIENT +/- 0.18

EARTHQUAKE DESIGN DATA

SEISMIC IMPORTANCE FACTOR 1.0

MAPPED SPECTRAL RESPONSE ACCELERATIONS

SHORT PERIOD (Ss) 0.088g 1-SECOND PERIOD (S1) 0.045g

SITE CLASS D

2. PRIOR TO SUBMITTING PROPOSAL, VERIFY ALL CONDITIONS GOVERNING OR AFFECTING THE STRUCTURAL WORK. OBTAIN AND VERIFY ALL DIMENSIONS TO ENSURE THE PROPER FIT AND LOCATION OF THE STRUCTURAL WORK, TAKE ADDITIONAL DIMENSIONS AS REQUIRED, REPORT TO THE ENGINEER ANY AND ALL CONDITIONS WHICH MAY INTERFERE WITH OR OTHERWISE AFFECT OR PREVENT THE PROPER EXECUTION AND COMPLETION OF THE WORK, FAMILIARIZE YOURSELF WITH THE ACTUAL CONDITIONS OF

THE STRUCTURAL WORK, ACCESS TO THE SITE, AVAILABLE STORAGE SPACE, FACILITIES AND

OBSTRUCTIONS THAT MAY BE ENCOUNTERED DURING THE PROGRESS OF WORK.

3. CONTRACTOR TO FURNISH ALL NECESSARY LABOR, MATERIAL, EQUIPMENT AND FACILITIES TO FURNISH, FABRICATE AND PERFORM THE REQUIRED STRUCTURAL WORK.

4. ALL WORK SHOWN ON THESE DRAWINGS MAY BE CHECKED BY AN INDEPENDENT TESTING AGENCY RETAINED BY OWNER TO ENSURE COMPLIANCE WITH THE REQUIREMENTS SHOWN ON THE DRAWINGS. THE

CONTRACTOR SHALL PROVIDE ACCESS AS REQUIRED FOR TESTING PURPOSES.

5. CONTRACTOR SHALL MAKE ALL NECESSARY FIELD VISITS FOR INSPECTION, MEASUREMENTS AND

VERIFICATION OF EXISTING CONDITION OF BUILDING.

6. THE GENERAL STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS AND SPECIFICATIONS.

SHOULD CONFLICTS EXIST BETWEEN THE DRAWINGS, SPECIFICATION, AND/OR THE GENERAL STRUCTURAL

NOTES, THE STRICTEST PROVISION AS DETERMINED BY THE ENGINEER SHALL GOVERN.

7. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS FULLY COMPLETED. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE, AND TO ENSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF TEMPORARY BRACING, GUYS AND/OR TIE-DOWNS AS NECESSARY. SUCH MATERIAL SHALL REMAIN THE CONTRACTOR'S PROPERTY AFTER COMPLETION OF THE

PROJECT.

8. WORK THE STRUCTURAL DRAWINGS IN CONJUNCTION WITH THE ARCHITECTURAL, MECHANICAL, SITE AND

ELECTRICAL DRAWINGS.

9. USE OF ENGINEERING DRAWINGS AS ERECTION DRAWINGS BY THE CONTRACTOR IS STRICTLY PROHIBITED.

SITE PREPARATION

1. AT THE START OF EARTHWORK OPERATIONS, ALL SURFACE VEGETATION SHALL BE CLEARED AND THE EXISTING TOPSOIL AND ANY OTHER ORGANIC SOILS SHALL BE REMOVED IN THEIR ENTIRETY FROM BELOW THE PROPOSED BUILDING AND PAVEMENT AREAS. EXISTING RANDOM CONCRETE AND OTHER DEBRIS SHALL

BE REMOVED FROM WITHIN THE BUILDING AREA.

2. THE SUB-GRADE SHOULD BE THOROUGHLY PROOF-ROLLED WITH A HEAVY RUBBER-TIRED VEHICLE SUCH AS A LOADED SCRAPER OR LOADED DUMP TRUCK. ANY AREAS THAT EXHIBIT EXCESSIVE PUMPING AND YIELDING DURING PROOF-ROLLING SHOULD BE STABILIZED BY AERATION, DRYING AND COMPACTION IF WEATHER CONDITIONS ARE FAVORABLE, OR REMOVAL AND REPLACEMENT WITH ENGINEERED FILL.

3. ALL EXCAVATIONS ARE SUBJECT TO THE APPROVAL OF THE OWNER'S REPRESENTATIVE, WHO SHALL BE CONSULTED WHEN POOR SOIL, WATER, OBSTRUCTIONS, PIPING, EXISTING FOOTINGS, EXCAVATIONS, ETC., ARE ENCOUNTERED.

BACKFILLING

1. MATERIAL FOR BACKFILL OR ENGINEERED FILL REQUIRED TO ACHIEVE DESIGN GRADES SHOULD CONSIST OF NON-ORGANIC SOILS. THE ON-SITE SOILS THAT ARE FREE OF ORGANIC MATTER AND DEBRIS MAY BE USED FOR

ENGINEERED FILL WITH ENGINEER'S APPROVAL.

2. BACKFILL MATERIAL SHALL BE COMPACTED TO 95% OF ITS' MAXIMUM DENSITY AS DETERMINED BY THE MODIFIED PROCTOR METHODS (ASTM D1557), IN LIFTS NOT EXCEEDING 12-INCHES IN LOOSE THICKNESS.

3. FROZEN MATERIAL SHALL NOT BE USED AS FILL, NOR SHALL FILL BE PLACED ON FROZEN SUB-GRADE.

4. DO NOT PLACE BACKFILL AGAINST FOUNDATION WALLS UNTIL BASEMENT FLOOR LEVEL AND FIRST FLOOR LEVEL SLABS ARE IN PLACE AND HAVE REACHED 75% OF THEIR SPECIFIED DESIGN STRENGTH. SHORE AND BRACE WALLS AS REQUIRED IF BACKFILLING OPERATIONS ARE TO BE CARRIED OUT PRIOR TO PLACEMENT OF

FLOOR SLABS.

5. PLACE BACKFILL AGAINST BOTH SIDES OF GRADE BEAMS AND FOUNDATIONS AT EQUAL ELEVATIONS OF FILL, EXCEPT AS SHOWN ON THE DRAWINGS.

6. CRUSHED SLAG USED AS BACKFILL SHALL BE AGED, ENVIRONMENTALLY-SAFE PROCESSED BLAST FURNACE

SLAG.

ROUGH CARPENTRY

1. ALL APA RATED WOOD STRUCTURAL PANELS SHALL BE THE THICKNESS AND GRADE SHOWN ON THE

STRUCTURAL DRAWINGS.

2. ALL WOOD STRUCTURAL PANELS SHALL BEAR THE APA TRADEMARK. ALL PLYWOOD PANELS SHALL BE

MANUFACTURED IN CONFORMANCE WITH VOLUNTARY PRODUCT STANDARD PS-1. ALL WOOD-BASED

STRUCTURAL-USE PANELS SHALL BE MANUFACTURED IN CONFORMANCE WITH VOLUNTARY PRODUCT STANDARD

PS-2 OR APA PRP-108.

3. THE NUMBER AND SIZE OF FASTENERS CONNECTING WOOD MEMBERS SHALL NOT BE LESS THAN THAT SET FORTH IN THE MICHIGAN BUILDING CODE (2015) FASTENING SCHEDULE, SECTION 2304.10.1.

4. BEARING WALL STUDS SHALL BE KILN DRIED TO 19% MC, SPF #1 OR #2 OR BETTER.

5. NON-LOAD BEARING STUDS SHALL BE KILN DRIED TO 19% MC, STUD GRADE OR BETTER.

6. JOISTS, RAFTERS & HEADERS SHALL HAVE Fb OF 1250 PSI AND ELASTIC MODULUS OF 1,400,000 PSI OR BETTER.

7. LVL SHALL HAVE Fb OF 2600 PSI AND ELASTIC MODULUS OF 2,000,000 PSI OR BETTER.

8. WALL PLATES AND BLOCKING SHALL BE KILN DRIED TO 19% MC, SPF #1 OR #2 OR BETTER.

9. ALL FRAMING, BLOCKING, PLATES, ETC. THAT COME INTO CONTACT WITH CONCRETE OR MASONRY, AND ARE

EXPOSED TO THE WEATHER, SHALL BE PRESSURE TREATED.

FOOTINGS & FOUNDATIONS

1. CONTRACTOR SHALL VERIFY ALL CONDITIONS, INCLUDING UNDERGROUND UTILITIES, AND FIELD

MEASUREMENTS AT JOB SITE AND REPORT ANY DISCREPANCIES TO THE ENGINEER.

2. PROVIDE ALL NECESSARY SHEETING, SHORING, BRACING, ETC. AS REQUIRED FOR EXCAVATIONS TO

PROTECT SIDES OF EXCAVATIONS AND ADJACENT STRUCTURES.

3. CONTRACTOR SHALL COMPLY FULLY WITH THE REQUIREMENTS OF MIOSHA, OTHER REGULATORY AGENCIES

AND THE OWNER'S SITE-SPECIFIC SAFETY PLAN AND REGULATIONS FOR SAFETY PROVISIONS.

4. BOTTOM OF FOOTING ELEVATIONS NOTED ON PLAN ARE MINIMUM ELEVATIONS. IN ALL CASES, FOOTINGS ARE TO BEAR ON UNDISTURBED NATURAL SOILS OR ENGINEERED FILL HAVING A MINIMUM NET ALLOWABLE

BEARING CAPACITY OF 3000 PSF.

5. FOOTINGS SHALL BE CENTERED UNDER COLUMNS AND WALLS UNLESS SPECIFICALLY DETAILED OTHERWISE

ON THE DRAWINGS.

6. NO FOOTINGS OR SLABS SHALL BE PLACED ON OR AGAINST SUB-GRADE CONTAINING FREE WATER, FROST OR ICE. SHOULD WATER OR FROST, HOWEVER SLIGHT, ENTER A FOOTING EXCAVATION AFTER SUB-GRADE APPROVAL, THE SUB-GRADE SHALL BE RE-INSPECTED BY THE TESTING LABORATORY AFTER REMOVAL OF

WATER OR FROST.

7. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY MEASURES TO PREVENT ANY FROST OR ICE FROM PENETRATING ANY FOOTING OR SLAB SUB-GRADE BEFORE AND AFTER PLACING OF CONCRETE UNTIL THE

CONCRETE HAS REACHED ITS' DESIGN STRENGTH.

8. ALL FOUNDATION BEARING SOILS SHALL BE INSPECTED BY A QUALIFIED GEOTECHNICAL ENGINEER. THE TESTING SHALL INCLUDE, BUT NOT BE LIMITED TO, IDENTIFICATION OF SOILS AT AND BELOW THE

FOUNDATION BEARING LEVEL, AND THE ALLOWABLE BEARING CAPACITY.

9. CONTRACTOR SHALL FURNISH ALL REQUIRED DEWATERING EQUIPMENT TO MAINTAIN A DRY EXCAVATION

UNTIL BACKFILL IS COMPLETE.

10. THE FOUNDATION DESIGN IS BASED ON THE SOILS INVESTIGATION REPORT PREPARED BY NOWAK & FRAUS

ENGINEERS, INC. DATED JUNE 1, 2023

PRE-ENGINEERED METAL BUILDING

1. METAL BUILDING SHALL BE DESIGNED IN ACCORDANCE WITH THE "METAL BUILDING MANUFACTURERS

ASSOCIATION DESIGN PRACTICES MANUAL"

2. METAL BUILDING SUPPLIER SHALL FURNISH COMPLETE SET OF DRAWINGS SHOWING PROPOSED FRAMING SYSTEM INCLUDING LOCATIONS OF ALL PRIMARY AND SECONDARY FRAMING ELEMENTS, INCLUDING

LOCATIONS OF RIGID MOMENT RESISTING FRAMES AND BRACED FRAMES.

3. METAL BUILDING SUPPLIER SHALL FURNISH A DRAWING SHOWING THE COLUMN CENTER LINE DIMENSIONS AND SIZES, LOCATION AND PATTERN OF ANCHOR RODS. THIS DRAWING SHALL INCLUDE CERTIFIED FOUNDATION REACTIONS. FOUNDATION DESIGN AND DRAWINGS SHALL BE REVIEWED TO ENSURE THE DESIGN IS IN ACCORDANCE WITH THE FINAL BUILDING DESIGN, DIMENSIONS AND FOUNDATION REACTIONS.

STRUCTURAL STEEL

HANDLING OF STEEL

1. WHEN THE STRUCTURAL STEEL IS DELIVERED, IT SHALL BE STACKED OFF THE GROUND. CARE SHALL BE TAKEN IN HANDLING AND STACKING THE MEMBERS TO PREVENT BUCKLING, KINKING OR DISTORTION. RAIL AND CARRIER SHIPMENTS SHALL HAVE SUFFICIENT AND SATISFACTORY DUNNAGE TO PREVENT DAMAGE IN TRANSIT.

2. MEMBERS WHICH ARE BENT IN FABRICATION OR IN HANDLING SHALL BE STRAIGHTENED OR REPLACED BEFORE

ERECTION.

3. ALL DIRT, MUD AND DEBRIS SHALL BE CLEANED FROM STEEL BEFORE ERECTION.

LIGHT GAUGE METAL FRAMING

1. ALL LIGHT GAUGE FRAMING MEMBERS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISI SPECIFICATIONS FOR DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS AND IN ACCORDANCE

WITH MANUFACTURER'S WRITTEN INSTRUCTIONS.

2. ALL MATERIAL SHALL CONFORM TO ASTM A653 AND TO THE APPLICABLE REQUIREMENTS OF ASTM A924 UNLESS OTHERWISE PROVIDED HEREIN. MATERIAL SHALL HAVE A MINIMUM YIELD POINT OF 33 KSI FOR 18 GAUGE AND 50 KSI FOR 16 GAUGE AND HEAVIER MATERIAL, AND SHALL HAVE A GALVANIZED COATING CONFORMING TO ASTM

A653 - COATING DESIGNATION G-60.

3. ALL WELDING SHALL CONFORM TO AWS D1.3 SPECIFICATIONS FOR WELDING SHEET STEEL STRUCTURES, AND

AWS D19.0 WELDING ZINC COATED STEEL.

4. UNLESS SPECIFICALLY NOTED, ALL MATERIAL SHALL BE OF A MINIMUM 18 GAUGE THICKNESS, AND SHALL MEET THE DEFLECTION REQUIREMENTS OF THE FINISH MATERIAL TO BE ATTACHED TO THE LIGHT GAUGE FRAMING WORK. DEFLECTION OF LIGHT GAUGE STUDS, UNDER WIND LOAD SERVING AS BACK-UP FOR THE BRICK VENEER SHALL NOT EXCEED SPAN/720. WHEN NOT SPECIFICALLY DESIGNED. THE CONTRACTOR SHALL SUBMIT CALCULATIONS PREPARED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OF MICHIGAN FOR REVIEW

AND APPROVAL BY THE ARCHITECT/ENGINEER.

5. ALL STUDS AND JOISTS SHALL BE INSTALLED AT SPACING INDICATED ON THE DRAWINGS, UNLESS NOTED, EACH

SIDE OF THE OPENINGS SHALL BE FRAMED WITH DOUBLE STUDS.

6. ALL STUDS AND JOISTS SHALL HAVE A BRIDGING LINE INSTALLED AT A MAXIMUM DISTANCE OF 4'-0" AND 5'-0", RESPECTIVELY.

7. ALL JOISTS SHALL HAVE WEB STIFFENERS AT REACTION POINTS AND CONCENTRATED LOADS.

8. THE NOMENCLATURE USED FOR THE DESIGN OF THE LIGHT GAGE METAL FRAMING IS FROM THE DALE/INCOR CATALOG. DESIGN IS BASED ON A STEEL MINIMUM YIELD STRENGTH OF 33,000 PSI UNLESS A GREATER STRENGTH IS INDICATED. SECTIONS SUPPLIED BY OTHER MANUFACTURER'S SHALL MEET OR EXCEED THE STRENGTH OF THE

DESIGN MEMBERS.

9. STRUCTURAL CONNECTIONS OF LIGHT GAGE METAL FRAMING MEMBERS SHALL BE MADE PER MANUFACTURER'S RECOMMENDATIONS, ADEQUATE TO CARRY THE IMPOSED LOADS, AND CONFORMING TO THE ANSI AND AWS SPECIFICATIONS. CONNECTION DESIGN TO BE BASED ON REACTIONS GIVEN ON THE DRAWINGS OR AS LISTED IN

THE MANUFACTURER'S UNIFORM LOADING CAPACITY TABLES, WHICHEVER IS GREATER.

MASONRY

1. CONCRETE MASONRY UNITS (CMU) SHALL BE LAID WITH TYPE S OR M MORTAR AND ALL MORTAR SHALL CONFORM TO ASTM C270. MORTAR MAY BE EITHER TYPE N OR S U.N.O. - USE PORTLAND CEMENT/LIME FOR MORTAR.

2. CONCRETE MASONRY UNIT (CMU) PANELS SHALL HAVE HORIZONTAL JOINT REINFORCEMENT SPACED NOT MORE THAN 16 INCHES ON CENTER, LOCATED IN THE MORTAR BED JOINT, AND EXTENDING THE ENTIRE LENGTH OF THE PANEL, BUT NOT ACROSS EXPANSION JOINTS. LONGITUDINAL WIRES SHALL BE LAPPED A MINIMUM OF 6 IN. AT SPLICES. JOINT REINFORCEMENT SHALL BE PLACED IN THE PANEL. THE REINFORCEMENT SHALL BE PLACED IN THE BED JOINT IMMEDIATELY BELOW AND ABOVE OPENINGS IN THE PANEL. THE REINFORCEMENT SHALL HAVE NOT LESS THAN TWO PARALLEL LONGITUDINAL WIRES OF SIZE W1.7, AND HAVE WELDED CROSS WIRES OF SIZE W1.7.

3. CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE TMS 402/ACI 530/ASCE 5 BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES AND TMS 602/ACI 530/ASCE 6 SPECIFICATION FOR MASONRY

STRUCTURES.

4. ALL CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C-90 GRADE N-1. CONCRETE MASONRY TO HAVE 28-DAY COMPRESSIVE STRENGTH FOR AN AVERAGE OF 3 UNITS OF AT LEAST f 'm=1900 psi.

5. SPECIAL INSPECTION OF MASONRY CONSTRUCTION IS REQUIRED. REFER TO ACI 530, PART 1 AND MICHIGAN BUILDING

CODE 2015, TABLE 1705.3 FOR MINIMUM QUALITY ASSURANCE REQUIREMENTS.

6. CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO THE FOLLOWING STANDARDS:

HOLLOW LOAD-BEARING UNITS: ASTM C90

TYPE I, GRADE N

SOLID LOAD-BEARING UNITS: ASTM C145

MEDIUM WEIGHT UNITS: 110 TO 125 PCF

REGULAR WEIGHT UNITS: 135 PCF

7. POURABLE CONSISTENCY GROUT SHALL BE USED TO FILL CAVITIES AT BEAM, JOIST AND METAL DECK BEARING, AT VERTICAL FILL OF HOLLOW CORES, AND IN BOND BEAMS AND REINFORCED MASONRY BEAMS, PIERS OR COLUMNS.

GROUT SHALL CONFORM TO ASTM C476 WITH MINIMUM 28 DAY COMPRESSION STRENGTH OF 3000 PSI.

8. STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60. HORIZONTAL JOINT REINFORCEMENT SHALL BE

LADDER OR TRUSS TYPE.

9. VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY, FREE OF MORTAR

DROPPINGS.

10. VERTICAL REINFORCING SHALL BE FULLY GROUTED IN THE CORES OF THE CONCRETE MASONRY UNITS AND SHALL BE LAPPED A MINIMUM OF 40 BAR DIAMETERS BUT NOT LESS THAN 24 INCHES. THE VERTICAL REINFORCEMENT SHALL BE LAPPED WITH DOWELS OF SAME SIZE AND SPACING WHICH HAVE BEEN PREVIOUSLY INSTALLED IN THE FOUNDATIONS.

EMBEDMENT OF DOWELS SHALL CONFORM TO THE REQUIREMENTS OF ACI 318.

11. VERTICAL REINFORCING SHALL BE PLACED IN THE CENTER OF THE CELL, UNLESS SPECIFICALLY SHOWN OTHERWISE.

ALLOWABLE SPACING TOLERANCE IS ± ½”. THE USE OF REINFORCEMENT BAR POSITIONERS IS REQUIRED.

12. GROUTING OF MASONRY WALLS SHALL CONFORM TO THE RECOMMENDED PROCEDURE FOR "LOW LIFT GROUTING" OR "HIGH LIFT GROUTING" AS OUTLINED IN THE NCMA - TEK NOTE #3-2A - GROUTING CONCRETE MASONRY WALLS.

13. LIFTS OF GROUT SHALL BE KEYED 4 INCHES INTO THE PREVIOUS COURSE OF MASONRY BELOW.

14. SAMPLING AND TESTING OF MORTAR AND GROUT SHALL BE IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN THE

NCMA - TEK NOTE #107 LABORATORY AND FIELD TESTING OF MORTAR AND GROUT.

15. TESTING OF MASONRY PRISMS SHALL BE IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN THE NCMA-TEK NOTE #18-01B - EVALUATING THE COMPRESSIVE STRENGTH OF CONCRETE MASONRY - 2012 IBC/2011 MSJC.

16. HOLLOW MASONRY UNIT SHALL HAVE FACE SHELL BEDDING EXCEPT FOR PIERS, COLUMNS, PILASTERS, THE COURSE IMMEDIATELY ABOVE FDNS, AND WHERE CONTAINMENT OF GROUT OR LOOSE FILL INSULATION REQUIRES THAT WEBS AND FACE SHELLS BE MORTARED. IN FULLY GROUTED OR UNGROUTED MASONRY ONLY THE FACE SHELLS NEED TO BE

MORTARED UNLESS OTHERWISE NOTED.

17. PROVIDE CONTROL JOINTS IN ABOVE GRADE EXPOSED MASONRY WALLS FOR THE FOLLOWING CONDITIONS:

A. AT THE PERPENDICULAR WALLS; ONE-HALF CONTROL JOINT SPACING FROM THE CORNERS.

B. AT CHANGE IN WALL HEIGHT.

C. AT CHANGE IN WALL THICKNESS.

D. AT 25'-0" O.C. IN LONG CONTINUOUS WALLS.

CAST-IN-PLACE CONCRETE

1. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301- LATEST REVISION, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING", EXCEPT AS MODIFIED BY STRUCTURAL

REQUIREMENTS NOTED ON THE DRAWINGS.

2. ALL CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH (f 'c) OF 4000 psi.

3. ALL EXTERIOR CONCRETE INCLUDING WALLS SHALL BE AIR-ENTRAINED 5% +/- 1%.

4. ALL EXTERIOR CONCRETE EXPOSED TO WEATHER SHALL HAVE A MAXIMUM WATER TO CEMENT RATIO OF (W/C) 0.45.

5. UNLESS NOTED OTHERWISE, MINIMUM CONCRETE COVER SHALL BE:

CONCRETE CAST AGAINST EARTH 3-INCHES

CONCRETE EXPOSED TO EARTH OR WEATHER 2-INCHES

CONCRETE NOT EXPOSED TO EARTH OR WEATHER 3/4-INCHES

6. ALL REINFORCING SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 GRADE 60 (fy = 60,000 psi)

7. WELDED WIRE FABRIC SHALL BE FURNISHED IN FLAT SHEETS AND SHALL CONFORM TO ASTM A185 (FY = 75 KSI)

AND HAVE A MINIMUM SIDE AND END LAP OF 8 INCHES.

8. THE CONTRACTOR SHALL SUBMIT THE CONCRETE MIX DESIGN(S) TO THE ENGINEER FOR REVIEW. PROPORTION MIX DESIGNS AS DEFINED IN ACI 301 SECTION 4. THE SUBMITTAL SHALL INCLUDE AS A MINIMUM CEMENT TYPE AND SOURCE, CEMENT CUBE STRENGTH, AGGREGATE GRADATIONS, WATER TESTS, AD-MIXTURE CATALOG INFORMATION AND CYLINDER STRENGTH TEST RESULTS FOR THE CONCRETE. THE MIX DESIGN HISTORICAL

RESULTS SHALL ALSO BE SUBMITTED IF APPROPRIATE.

9. ALL REINFORCEMENT TO BE DETAILED, FABRICATED AND ERECTED ACCORDING TO THE ACI STANDARDS:

"DETAILS AND DETAILING OF CONCRETE REINFORCEMENT", ACI 315 - LATEST REVISION AND "MANUAL OF ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES", ACI 315R - LATEST

EDITION.

10. THE CONTRACTOR SHALL PREPARE AND SUBMIT REINFORCEMENT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. THE SHOP DRAWINGS SHALL CLEARLY SHOW ALL REINFORCEMENT LENGTHS AND BENDS, LOCATIONS OF ALL BARS, VIBRATION AND CONSTRUCTION JOINTS. THE DRAWINGS SHALL ALSO INDICATE ALL OPENINGS, SLEEVES, CURBS AND CONCRETE DIMENSIONS IN ACCORDANCE WITH ACI 315.

11. LAPS, ANCHORAGES AND SPLICES SHALL COMPLY WITH THE REQUIREMENTS OF ACI 318-LATEST EDITION, CHAPTER 25. LOCATIONS AND SPLICES SHALL BE IN ACCORDANCE WITH THE CONSTRUCTION JOINT LOCATIONS, DETAILS AND AS SHOWN ON THE REINFORCING STEEL SHOP DRAWINGS.

12. PROVIDE DOWELS OF SAME SIZE AND SPACING AS VERTICAL REINFORCEMENT AT ALL COLUMNS AND WALLS.

13. UNLESS OTHERWISE SHOWN OR NOTED, AS A MINIMUM, PROVIDE TWO #5 BARS (ONE EACH FACE) AROUND UNFRAMED OPENINGS IN SLABS AND WALLS. PLACE BARS PARALLEL TO SIDES OF OPENINGS AND EXTEND

THEM 24 INCHES BEYOND CORNERS.

14. HORIZONTAL WALL REINFORCEMENT SHALL BE CONTINUOUS WITH LAPS COMPLYING WITH THE REQUIREMENTS OF ACI 318-LATEST EDITION CHAPTER 25. UNLESS DETAILED OTHERWISE. CORNER BARS SHALL BE PROVIDED AT ALL CHANGE IN WALL DIRECTIONS AND SHALL BE OF THE SAME SIZE AND SPACING AS THE HORIZONTAL STEEL. EACH CORNER BAR LEG TO PROVIDE A LAP COMPLYING WITH THE REQUIREMENTS OF ACI 318-LATEST EDITION CHAPTER 25. SPLICE UNLESS DETAILED OTHERWISE. EXTEND ALL HORIZONTAL WALLS REINFORCING

THROUGH PIERS.

15. ALL CONSTRUCTION JOINTS SHALL BE FURNISHED WITH KEYWAY CENTERED ON MEMBERS. WHERE THE SIZE OF KEY IS NOT SHOWN ON THE DRAWINGS, THE KEY DEPTH SHALL BE 10% OF THE CROSS SECTION DIMENSION OF

THE MEMBER - MINIMUM 3/4".

16. ANCHOR BOLTS (FURNISHED BY STRUCTURAL STEEL CONTRACTOR) SHALL BE SET USING A TEMPLATE TO WITHIN 1/8" TOLERANCE IN ANY PLAN DIRECTION IN PIERS, FOOTINGS AND FOUNDATION WALLS, WITH THE

MINIMUM PROJECTION AND EMBEDMENT LENGTHS AS INDICATED ON THE DRAWINGS.

17. PROVIDE 3/4" CHAMFER STRIP AT ALL EXPOSED CORNERS OF CONCRETE WALLS AND PIERS.

18. LOCATE ALL SLEEVES, OPENINGS, EMBEDDED ITEMS, ETC., AS INDICATED ON THE DRAWINGS. THE CONCRETE CONTRACTOR SHALL CHECK WITH ALL OTHER TRADES TO MAKE SURE THE SLEEVES, OPENINGS AND EMBEDDED ITEMS THAT ARE TO BE PROVIDED AND SET BY THEM ARE IN PLACE PRIOR TO PLACING OF

CONCRETE IN THE AREA INVOLVED.

19. ALL INTERIOR SLABS ON GRADE SHALL BE PLACED ON A VAPOR BARRIER WITH A MINIMUM OF 4-INCHES CLEAN SAND. MINIMUM REINFORCEMENT SHALL BE IN ACCORDANCE WITH ENGINEERING DATA REPORT CRSI NUMBER 37, "REINFORCING STEEL IN SLAB ON GRADE" OR AS DETAILED. ALL EXTERIOR SLABS ON GRADE SHALL BE PLACED ON A MINIMUM OF 4-INCHES CLEAN SAND. MINIMUM REINFORCEMENT SHALL BE IN ACCORDANCE WITH

ACI 318 SECTION 24.4 - SHRINKAGE AND TEMPERATURE REINFORCEMENT, OR AS DETAILED.

20. CONTRACTORS SHALL OBTAIN APPROVAL FROM THE ENGINEER, PRIOR TO PLACING OPENINGS OR SLEEVES, NOT SHOWN ON THE DRAWINGS, THROUGH ANY STRUCTURAL MEMBERS, ROOF, WALLS OR FOUNDATIONS.

REVIEW ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR BASES, OPENINGS, SLEEVES, ANCHORS, INSERTS, CONDUITS, RECESSES AND OTHER DEVICES IN CONCRETE WORK BEFORE CASTING

CONCRETE.

21. PROVIDE POCKETS OR RECESSES IN CONCRETE WORK FOR STEEL COLUMNS AND BEAMS AS REQUIRED AND / OR AS CALLED FOR IN THE SPECIFICATIONS EVEN IF NOT SHOWN ON THE DRAWINGS. PROVIDE CONCRETE FILL

AFTER STEEL ERECTION TO SEAL OPENINGS.

22. REFER TO ARCHITECTURAL DRAWINGS FOR SLAB RECESSES AND/OR FLOOR FINISH MATERIALS.

23. WELDING OF REINFORCING STEEL IS PROHIBITED UNLESS SPECIFICALLY DETAILED. WELDING SHALL CONFORM

TO AWS D1.4 SPECIFICATION, LATEST EDITION.

24. CONCRETE CONTRACTOR SHALL INCLUDE IN HIS ESTIMATE ADDITIONAL CONCRETE QUANTITY AS REQUIRED TO COMPENSATE FOR DEFLECTIONS OF METAL DECK AND TO PROVIDE A LEVEL CONCRETE SURFACE. REFER TO

STRUCTURAL STEEL AND METAL DECK NOTES FOR ADDITIONAL CONSIDERATIONS.

25. THE CONCRETE SHALL BE THOROUGHLY COMPACTED BY VIBRATION SUPPLEMENTED BY SPADING, PUDDLING OR AGITATION, TO PREVENT HONEYCOMBING AND TO ENSURE THE ELIMINATION OF VOIDS. VIBRATION MUST BE DIRECT ACTION IN THE CONCRETE AND NOT AGAINST FORMS OR REINFORCEMENT. HONEYCOMBING, VOIDS

AND LARGE AIR POCKETS WILL NOT BE ACCEPTABLE.

26. LOCATIONS OF CONTRACTION JOINTS ARE SHOWN ON THE PLAN DRAWING. THE JOINTS SHOWN MAY SERVE AS CONSTRUCTION JOINTS IF CONVENIENT FOR THE CONSTRUCTION SEQUENCE. THE LOCATION OF ANY ADDITIONAL CONSTRUCTION JOINTS PROPOSED BY THE CONTRACTOR SHALL BE SUBJECT TO APPROVAL BY THE ENGINEER. ALL CONCRETE SLABS AND WALLS WITH CONSTRUCTION JOINTS SHALL BE PLACED PER ACI 302.1R.

27. THE USE OF WATER-SOLUBLE CHLORIDE ION SHALL NOT BE USED UNLESS APPROVED BY THE ENGINEER. AS AN ALTERNATIVE TO THE ABOVE, THE CONTRACTOR MAY SUBMIT A CONCRETE MIX DESIGN FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE ALTERNATE MIX DESIGN SHALL BE REVIEWED FOR

CONFORMANCE TO '02 UBC.

SPECIAL INSPECTIONS & TESTS

SPECIAL INSPECTION SHALL MEET THE REQUIREMENTS OF IBC SECTION 1704. SPECIAL INSPECTOR(S) SHALL BE HIRED BY THE OWNER TO PERFORM THE REQUIRED SPECIAL INSPECTIONS. THE NAMES OF PERSONS OR FIRMS WHO ARE TO PERFORM THE SPECIAL INSPECTIONS SHALL BE FORWARDED TO THE BUILDING OFFICIAL FOR APPROVAL. THE SPECIAL INSPECTOR(S) SHALL COMPLETE AND SUBMIT ALL FORMS REQUIRED BUILDING OFFICIAL.

1. THE SPECIAL INSPECTOR(S) SHALL:

A. OBSERVE THE WORK ASSIGNED FOR CONFORMANCE TO THE APPROVED DRAWING AND SPECIFICATIONS.

B. FURNISH INSPECTION REPORTS TO THE ENGINEER OF RECORD AND BUILDING DEPARTMENT. DISCREPANCIES

SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF NOT

CORRECTED, TO THE ENGINEER AND THE BUILDING DEPARTMENT.

C. SUBMIT TO THE ENGINEER OF RECORD AND THE BUILDING DEPARTMENT A SIGNED FINAL REPORT STATING THAT THE WORK WAS IN CONFORMANCE WITH THE APPROVED DRAWINGS AND SPECIFICATIONS AND THE

APPLICABLE WORKMANSHIP PROVISIONS OF THE IBC.

2. SPECIAL INSPECTION NOTES:

A. CONTINUOUS SPECIAL INSPECTION IS ALWAYS REQUIRED DURING THE PERFORMANCE OF THE WORK UNLESS

SPECIFICALLY NOTED BELOW.

B. WHERE FABRICATION OF THE STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES IS BEING PERFORMED

ON THE PREMISES OF A FABRICATOR'S SHOP, CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING THE PERFORMANCE OF THE WORK EXCEPT AS ALLOWED IN IBC SECTION 1704.2.5 AND UNLESS SPECIFICALLY

NOTED BELOW.

C. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE SPECIAL INSPECTOR(S) WITH ADVANCE NOTICE, NO LESS THAN ONE WORKING DAY, OF THE INITIATION OF ANY WORK REQUIRED TO HAVE SPECIAL INSPECTIONS. ALL WORK PERFORMED WITHOUT REQUIRED SPECIAL INSPECTION WILL BE SUBJECT TO

REMOVAL.

3. TYPES OF WORK REQUIRING SPECIAL INSPECTIONS ARE:

A. CONCRETE CONSTRUCTION AS REQUIRED BY IBC SECTION 1705.3 AND TABLE 1705.3, AS FOLLOWS:

a. WELDING OF REINFORCING BARS AS REQUIRED BY IBC SECTION 1705.3.1 AND IN COMPLIANCE WITH AWS D1.4 FOR SPECIAL INSPECTION AND AWS D1.4 FOR SPECIAL INSPECTOR QUALIFICATION.

b. MATERIAL TESTS AS REQUIRED BY IBC SECTION 1705.3.2 AND ACI 318, CHAPTERS 19 AND 20.

INSPECTION TYPE

1. INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND VERIFY

PLACEMENT.

2. REINFORCING BAR WELDING:

a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706

b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 516"; AND

c. INSPECT ALL OTHER WELDS

3. INSPECT ANCHORS CAST IN CONCRETE.

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS.

a. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS.

b. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4.a.

5. VERIFY USE OF REQUIRED DESIGN MIX.

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE

OF THE CONCRETE.

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES.

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

9. INSPECT PRESTRESSED CONCRETE FOR:

a. APPLICATION OF PRESTRESSING FORCES; AND

b. GROUTING OF BONDED PRESTRESSING TENDONS.

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.

11. VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN

POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS

FROM BEAMS AND STRUCTURAL SLABS.

12. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE

MEMBER BEING FORMED.

CONTINUOUS PERIODIC

INSPECTION INSPECTION

X

X X

X

X

X

X

X

X

X

X

X X

X

X

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IBC TABLE 1705.3 - REQ'D. SPECIAL INSPECTION OF CONC. CONSTRUCTION

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ADAM P. LACH,RA, DIRECTOR

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SHEET TITLE:

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UTILITIES

AutoCAD SHX Text 989-344-6184

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72 HOURS

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(3 WORKING DAYS)

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CALL MR. HALCOMB

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FACILITIES MANAGEMENT

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CAMP GRAYLING ENGINEERING

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THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF

SIDOCK GROUP, INC. AND CANNOT BE REPRODUCED,

COPIED, OR USED IN ANY MANNER WITHOUT THE PRIOR

WRITTEN CONSENT OF SIDOCK GROUP, INC. 2022

FOR SITE OWNED UTILITIES

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C. WOOD CONSTRUCTION : SITE-BUILT ASSEMBLIES AS REQUIRED BY IBC SECTION 1705.5, WITH THE EXCEPTION OF PRE-FABRICATED STRUCTURAL WOOD CONSTRUCTION. PRE-FABRICATED STRUCTURAL

WOOD ELEMENTS AND ASSEMBLIES AS REQUIRED BY IBC SECTION 1704.2.5.

a. HIGH-LOAD DIAPHRAGMS AS REQUIRED BY IBC SECTION 1705.5.1. HIGH-LOAD DIAPHRAGMS

DESIGNED IN ACCORDANCE WITH IBC SECTION 2306.2 SHALL REQUIRE SPECIAL INSPECTIONS

REQUIRED BY IBC SECTION 1704.2.

a.a. WOOD STRUCTURAL PANEL SHEATHING TO ASCERTAIN WHETHER IT IS OF THE GRADE AND

THICKNESS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS.

a.b. VERIFY NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES; FASTENER

DIAMETER AND LENGTH; NUMBER OF FASTENER UNITS; AND SPACING BETWEEN FASTENERS IN

EACH LINE AND AT EDGE MARGINS, AGREES WITH THE APPROVED CONSTRUCTION

DOCUMENTS.

b. METAL-PLATE-CONNECTED WOOD TRUSSES SPANNING 60 FEET OR GREATER AS REQUIRED BY IBC 1705.5.2.

b.a. VERIFY THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING AND THE PERMANENT

INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING ARE INSTALLED IN ACCORDANCE WITH THE

APPROVED TRUSS SUBMITTAL PACKAGE.

D. SOILS AS REQUIRED BY IBC 1705.6 AND TABLE 1705.6 AS FOLLOWS:

1. PERIODIC SPECIAL INSPECTION REQUIRED TO:

a. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN

BEARING CAPACITY.

b. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL.

c. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

d. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN

PREPARED.

2. CONTINUOUS SPECIAL INSPECTION REQUIRED TO:

a. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND

COMPACTION OF COMPACTED FILL.

b. COMPACTED SOIL BACKFILL IN COMPLIANCE WITH SECTION 1803 SHALL REQUIRE

SPECIAL INSPECTIONS IN ACCORDANCE WITH ASTM D1557.

E. FABRICATED ITEMS AS REQUIRED BY IBC SECTION 1705.10 AND SECTION 1704.2.5.

F. SPECIAL INSPECTIONS FOR WIND RESISTANCE AS REQUIRED BY IBC SECTION 1705.11 AND AS FOLLOWS:

a. STRUCTURAL WOOD CONTINUOUS SPECIAL INSPECTION AS REQUIRED BY IBC SECTION 1705.11.1.

b. COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION PERIODIC SPECIAL INSPECTION AS REQUIRED

BY IBC SECTION 1705.11.2.

c. WIND-RESISTING COMPONENTS PERIODIC SPECIAL INSPECTION AS REQUIRED BY IBC SECTION

1705.11.3.

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SPECIAL INSPECTIONS & TESTS (CONT.)

B. MASONRY CONSTRUCTION AS REQUIRED BY IBC SECTION 1705.4 AND LEVEL B

SPECIAL INSPECTIONS OF TMS 402/ACI 530/ASCE 5 AS FOLLOWS:

INSPECTION TASK

1. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS

2. AS MASONRY CONSTRUCTION BEGINS, VERIFY THAT THE FOLLOWING ARE IN

COMPLIANCE:

a. PROPORTIONS OF SITE-PREPARED MORTAR

b. CONSTRUCTION OF MORTAR JOINTS

c. GRADE AND SIZE OF PRESTRESSING TENDONS AND ANCHORAGES

d. LOCATION OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING

TENDONS AND ANCHORAGES

e. PRESTRESSING TECHNIQUE

f. PROPERTIES OF THIN-BED MORTAR FOR AAC MASONRY

3. PRIOR TO GROUTING, VERIFY THAT THE FOLLOWING ARE IN COMPLIANCE:

a. GROUT SPACE

b. GRADE, TYPE, AND SIZE OF REINFORCEMENT AND ANCHOR BOLTS, AND

PRESTRESSING TENDONS AND ANCHORAGES

c. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND PRESTRESSING

TENDONS AND ANCHORAGES

d. PROPORTIONS OF SITE-PREPARED GROUT AND PRESTRESSING GROUT

FOR BONDED TENDONS

e. CONSTRUCTION OF MORTAR JOINTS

4. VERIFY DURING CONSTRUCTION:

a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS

b. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF

ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES, OR

OTHER CONSTRUCTION

c. WELDING OF REINFORCEMENT

d. PREPARATION, CONSTRUCTION, AND PROTECTION OF MASONRY DURING

COLD WEATHER (TEMPERATURE BELOW 40°F (4.4°C)) OR HOT WEATHER

(TEMPERATURE ABOVE 90°F (32°))

e. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE

f. PLACEMENT OF GROUT AND PRESTRESSING GROUT FOR BONDED

TENDONS IS IN COMPLIANCE

g. PLACEMENT OF AAC MASONRY UNITS AND CONSTRUCTION OF THIN-BED

MORTAR JOINTS

5. OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS, AND/OR

PRISMS

MINIMUM SPECIAL

INSPECTION FREQUENCY

X

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X X X

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TMS TABLE 3.1.2 - LEVEL B QUALITY ASSURANCE

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ADAM P. LACH,RA, DIRECTOR

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UTILITIES

AutoCAD SHX Text 989-344-6184

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72 HOURS

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(3 WORKING DAYS)

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FACILITIES MANAGEMENT

A B C D E F

D.1C.1

0.5

5" THICK SLAB ON 6 MIL. VAPOR BARRIER ON

6" COMPACTED GRANULAR BASE W/ 6x6 W2.9xW2.9 W.W.F. SAWCUT @ 12'-0" O.C. MAX

BOTH WAYS TYP. U.N.O.

WF1 WF1 WF1 WF1

WF1 WF1 WF1 WF1

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102'-6"

21'-3" 20'-0" 17'-11" 20'-0"

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SLAB. 3/S-801 (TYP.)

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WF2 THICKENED SLAB

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1'-2"

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8"

1'-8" 2'-8"

3'- 0"

3'- 0"

8"

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8"

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2'- 2"

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SIDOCK GROUP, INC. AND CANNOT BE REPRODUCED,

COPIED, OR USED IN ANY MANNER WITHOUT THE PRIOR

WRITTEN CONSENT OF SIDOCK GROUP, INC. 2022

FOR SITE OWNED UTILITIES

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F2 3'-0" x 3'-0" x 1'-0" (3) #5 BARS BOT. BW F3 4'-0" x 4'-0" x 1'-0"

WF1

(4) #5 BARS T/B BW

F1 6'-0" x 6'-0" x 1'-0" (6) #5 BARS T/B BW

1'-0" W x 2'-6" D WALL FOOTING ON 1'-8" W x 1'-0" D STRIP

#5 @ 12" O.C. VERT. WALL BARS

#4 @ 12" O.C. HORIZ. WALL BARS

(2) #4 CONTINUOUS FOOTING BARS

#5 @ 16" O.C. TRANS. FOOTING BARS

PIER SCHEDULE:

MARK SIZE REBAR

P1 2'-0" x 1'-4" x 2'-6" (6) #5 BARS W/ #3 TIES @ 12" O.C.

1'-10" x 1'-4" x 2'-6" 2'-0" x 1'-8" x 2'-6"

P2 P3 P4 1'-4" x 1'-4" x 3'-0"

(6) #5 BARS W/ #3 TIES @ 12" O.C.

(6) #5 BARS W/ #3 TIES @ 12" O.C.

(4) #5 BARS W/ #3 TIES @ 12" O.C.

WF2 1'-0" W x 1-0" D THICKENED SLAB (2) #4 CONTINUOUS BARS

#5 TRANS. BAR @ 16" O.C.

S-200

S-200

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2 DETAIL

3/8" = 1'-0"

SCALE:S-200

3 DETAIL

3/8" = 1'-0"

SCALE:S-200

4 DETAIL

3/8" = 1'-0"

SCALE:S-200

5 DETAIL

3/8" = 1'-0"

A

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102'-6"

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6" COMPACTED GRANULAR BASE W/ 6x6 W2.9xW2.9 W.W.F. SAWCUT @ 12'-0" O.C. MAX

BOTH WAYS TYP. U.N.O.

2' Ø X 3'-6" D SONO TUBE

(4) #5 BARS W/ #3 TIES @ 12" O.C.

FOR ALT BID #4

2' Ø X 3'-6" D SONO TUBE

(4) #5 BARS W/ #3 TIES @ 12" O.C.

FOR ALT BID #4

1'-2"

2'- 2"

2"

1'- 0"

8"

8" 2'-4"

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THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF

SIDOCK GROUP, INC. AND CANNOT BE REPRODUCED,

COPIED, OR USED IN ANY MANNER WITHOUT THE PRIOR

WRITTEN CONSENT OF SIDOCK GROUP, INC. 2022

FOR SITE OWNED UTILITIES

SCALE:

N

S-201

1 ALT BID FOUNDATION PLAN

1/8" = 1'-0"

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S-201

SCALE:S-201

2 DETAIL

3/8" = 1'-0"

SCALE:S-201

3 DETAIL

3/8" = 1'-0"

C

F2

P3

F2

P2

A

FOOTING SCHEDULE:

MARK SIZE REBAR

F2 3'-0" x 3'-0" x 1'-0" (3) #5 BARS BOT. BW F3 4'-0" x 4'-0" x 1'-0"

WF1

(4) #5 BARS T/B BW

F1 6'-0" x 6'-0" x 1'-0" (6) #5 BARS T/B BW

1'-0" W x 2'-6" D WALL FOOTING ON 1'-8" W x 1'-0" D STRIP

#5 @ 12" O.C. VERT. WALL BARS

#4 @ 12" O.C. HORIZ. WALL BARS

(2) #4 CONTINUOUS FOOTING BARS

#5 @ 16" O.C. TRANS. FOOTING BARS

PIER SCHEDULE:

MARK SIZE REBAR

P1 2'-0" x 1'-4" x 2'-6" (6) #5 BARS W/ #3 TIES @ 12" O.C.

1'-10" x 1'-4" x 2'-6" 2'-0" x 1'-8" x 2'-6"

P2 P3 P4 1'-4" x 1'-4" x 3'-0"

(6) #5 BARS W/ #3 TIES @ 12" O.C.

(6) #5 BARS W/ #3 TIES @ 12" O.C.

(4) #5 BARS W/ #3 TIES @ 12" O.C.

WF2 1'-0" W x 1-0" D THICKENED SLAB (2) #4 CONTINUOUS BARS

#5 TRANS. BAR @ 16" O.C.

4" 1'-

0" 4"

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FILE NO./INDEX CODE:

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DESIGNED

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DRAWN

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APPROVED

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DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

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FACILITIES AND BUSINESS SERVICES ADMINISTRATION

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ADAM P. LACH,RA, DIRECTOR

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SHEET TITLE:

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UTILITIES

AutoCAD SHX Text 989-344-6184

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72 HOURS

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(3 WORKING DAYS)

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CALL MR. HALCOMB

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BEFORE YOU DIG

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FACILITIES MANAGEMENT

8" CMU WALL W/ #5 @ 32"

O.C. W/ 12" EMBEDMENT IN

FOOTING. GROUT SOLID (2)

#4 CONTINUOUS REBAR IN

BOND BEAM (TYP.)

2" EXPANSION

JOINT

COLUMN

POCKET

3" 2"

2"

5" THICK FLOOR SLAB

ON 6" COMPACTED

GRANULAR BASE

WALL FOOTING

BEYOND

2" CLR (TYP.)

3" CLR (TYP.)

2" CLR (TYP.)

#5 BARS T/B

(6) #5 BARS

#3 STIRRUPS

@ 12" O.C.

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

6'-0"

A

1'- 0"

2'- 6"

8"

T.O. PIER

EL. = 586.84'

T.O. SLAB

EL. = 587.5'

B.O. FOOTING

EL. = 583.34'

T.O. FOOTING

EL. = 584.34'

#5 BARS T/B

2"

8" CMU WALL W/ #5 @ 32"

O.C. W/ 12" EMBEDMENT IN

FOOTING. GROUT SOLID

(2) #4 CONTINUOUS REBAR

IN BOND BEAM (TYP.)

2" EXPANSION

JOINT

(2) #4 CONTINUOUS

BARS

A

#5 @ 12" O.C.

#4 @ 12" O.C.

1'-8"

3" CLR (TYP.)

2" CLR (TYP.)

1'- 0"

8" 2'-

6"

#5 @ 16" O.C.

T.O. PIER

EL. = 586.84'

T.O. SLAB

EL. = 587.5'

B.O. FOOTING

EL. = 583.34'

T.O. FOOTING

EL. = 584.34'

5" THICK FLOOR SLAB

ON 6" COMPACTED

GRANULAR BASE

1'-0"4" 4"

4'-0"

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

(4) #5 BARS

#3 TIES @ 12" O.C.

#5 @ 12" O.C. T/B

3" 2"

T.O. PAVEMENT

EL. = 587'

2" CLR (TYP.)

3" CLR (TYP.)

2" CLR (TYP.)

1'- 0"

6" 2'-

6"

LEAN-TO COLUMN

T.O. PIER

EL. = 587.5'

#5 @ 12" O.C. T/B

4" OR 11

4" F1554 GR36 HEX

HEAD ANCHORS W/ 12" MIN.

EMBEDMENT (TYP.) TO BE

FINALIZED W/ PEMB

REACTIONS

PEMB COLUMN

4" GROUT PAD

BASE PLATE

4" LEVELING PLATE

B.O. BASE PLATE

EL. = 587'

FINISH FLOOR

EL. = 587.5'

8"

XX

8" THICK SAW JOINT AT CONTROL

JOINTS. 14" SLAB THICKNESS CUT

WITHIN 8 HOURS. CUT ALTERNATE

BARS CROSSING JOINT AT CONTROL

JOINT LOCATIONS.

4" CONCRETE SLAB W/

#4 @ 8" O.C. EACH WAY

FOOTING -

SEE PLAN

2" EXP. MATERIAL

4" @ 12" O.C.

T.O. FLOOR

EL. = 587.5'

NOTE:

AT CONTRACTOR'S OPTION A MASS

CONCRETE POUR MAY BE SUBSTITUTED FOR

ENTRY SLABS.

SLOPE

(2) #4 CONTINUOUS

BARS

4" @ 12" O.C.

ALL AROUND

10" MIN.

TRENCH FTG.

W/ (2) #4 T&B

2'-0"

2'-0"

2'-0"

2'-0"

VOID

#5 @ 12" O.C.

#4 @ 12" O.C.

#4 CONTINUOUS BARS 1'-0"

5" 7"

6" STUDS @ 16"

O.C.

7" TYP.

#5 @ 16" O.C.

0.157" Ø SIMPSON

PDPAWL-125

FASTENER @ 48" O.C.

W/ 1" EMBEDMENT

T.O. SLAB

EL. = 587.5'

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THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF

SIDOCK GROUP, INC. AND CANNOT BE REPRODUCED,

COPIED, OR USED IN ANY MANNER WITHOUT THE PRIOR

WRITTEN CONSENT OF SIDOCK GROUP, INC. 2022

FOR SITE OWNED UTILITIES

SCALE:S-801

1 SECTION

3/4" = 1'-0"

SCALE:S-801

2 TYPICAL WALL FOOTING

3/4" = 1'-0"

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5 SECTION

3/4" = 1'-0"

SCALE:S-801

6 TYPICAL PEMB COLUMN BASE PLATE

NTS

SCALE:S-801

7 TYPICAL 5" SLAB CONTROL/CONSTRUCTION JOINT

3/4" = 1'-0"

SCALE:S-801

3 TYPICAL ENTRY SUPPORTED SLAB DETAIL

3/4" = 1'-0"

SCALE:S-801

4 TYPICAL THICKENED SLAB

3/4" = 1'-0"

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DESIGNED

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DRAWN

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DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

AutoCAD SHX Text

FACILITIES AND BUSINESS SERVICES ADMINISTRATION

AutoCAD SHX Text

ADAM P. LACH,RA, DIRECTOR

AutoCAD SHX Text

SHEET TITLE:

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AutoCAD SHX Text

UTILITIES

AutoCAD SHX Text 989-344-6184

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72 HOURS

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(3 WORKING DAYS)

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CALL MR. HALCOMB

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BEFORE YOU DIG

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FACILITIES MANAGEMENT

2" 2"

2'-0" 2'-0"

FOOTING BOT.

REBAR. CURTAIL

IN STANDARD

HOOK. 2'-0" LONG

TYP.

FOOTING TOP REBAR REBAR TO MATCH FOOTING REBAR

1' -2

M

AX

2" COMPRESSIBLE

MATERIAL

4'-0" MAX.

T.O. FOOTING

B.O. FOOTING

2" 2"

FOOTING

BOT. REBAR

FOOTING TOP REBAR REBAR TO MATCH FOOTING

REBAR

1' -0

M

AX

4'-0" MAX.

2'-0" TYP.

2" COMPRESSIBLE

MATERIAL

T.O. FOOTING

B.O. FOOTING

TYP. DETAIL OF PIPES AT CONC. FOOTING

3'- 0"

B.O. FOOTING

BLDG. FOUNDATION

PIPE SLEEVE W/1" CLR.

AROUND UTILITY LINE

NOTE 3 & 4

6" CONC. ALL SIDES OF

PIPE

NOTES:

1. THIS DETAIL SHOWS PERMISSIBLE LOCATION OF PIPES OR EXCAVATION.

2. FOR PIPES GREATER THAN 3'-0" BELOW FTG., BACKFILL TRENCH WITH CLASSIFIED

BACKFILL.

3. SLEEVE DIAMETER SHALL BE LESS THAN ONE-THIRD THE DEPTH OF FOOTING.

4. SPACING OF SLEEVES SHALL BE GREATER THAN THREE TIMES THE SLEEVE DIAMETER.

MASTIC SEALANT

MASTIC

SEALANT

T.O. FOOTING

TYP. DETAIL OF PIPE AT CONC. FOOTING

PIPE SLEEVE. NOTE 2

M

AX

SAW CUT CONTROL JOINT OR

CONSTRUCTION COLD JOINT -

SEE DETAILS THIS SHEET

FOOTING BELOW

ISOLATION DIAMOND,

OR SONO TUBE

STL. COL.

SEE PLAN

NOTE:

DETAIL SIMILAR FOR

EXTERIOR COLUMNS

4"

MIN.

STEEL GUARDRAIL

AT MEZZANINE EDGE

1x6 WOOD TRIM 2x12 FIRE-RETARDANT

WOOD RIM JOIST

2x6 FIRE-RETARDANT

WOOD TOP PLATE

FIBERGLASS

INSULATION

4" FIRE-RETARDANT T&G

PLYWOOD DECK ON 12" LT.

GAUGE STEEL JOISTS AT

16" O.C.

ACOUSTICAL LAY-IN

CEILING TILE AND GRID

8" GYPSUM BOARD (EA.

SIDE) ON 6" METAL STUDS

@ 16" O.C. W/ SOUND

ATTENUATING INSULATION

FULL HEIGHT

4" VINYL WALL BASE

FRP PANEL TO 48"

HEIGHT A.F.F.

2x6 WOOD WALL

BASE

REFER TO STRUCTURAL

PLANS FOR FLOOR SLAB

AND FOOTING INFO

8'- 8"

1'- 4"

1'- 0"

T.O. SLAB

EL. = 587.5'

1200S200-68* COLD-FORMED STEEL JOIST

0.157" Ø SIMPSON

PDPAWL-125

FASTENER @ 48" O.C.

W/ 1" EMBEDMENT

600S162-43 MILS* LIGHT

GAUGE STUD WALL

REFER TO STRUCTURAL

PLANS FOR FLOOR SLAB

AND FOOTING INFO

ACOUSTICAL LAY-IN

CEILING TILE AND GRID

8" GYPSUM BOARD (EA.

SIDE) ON 6" METAL STUDS

@ 16" O.C. W/ SOUND

ATTENUATING INSULATION

FULL HEIGHT

4" VINYL WALL BASE

JOIST LAP AT LOAD

BEARING WALL

4" FIRE-RETARDANT T&G

PLYWOOD DECK ON 12" LT.

GAUGE STEEL JOISTS AT

16" O.C.

FIBERGLASS

INSULATION

8'- 8"

1'- 4"

1'- 0"

1200S200-68* COLD-FORMED STEEL JOIST

0.157" Ø SIMPSON

PDPAWL-125

FASTENER @ 48" O.C.

W/ 1" EMBEDMENT

600S162-43 MILS* LIGHT

GAUGE STUD WALL

T.O. SLAB

EL. = 587.5'

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THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF

SIDOCK GROUP, INC. AND CANNOT BE REPRODUCED,

COPIED, OR USED IN ANY MANNER WITHOUT THE PRIOR

WRITTEN CONSENT OF SIDOCK GROUP, INC. 2022

FOR SITE OWNED UTILITIES

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SCALE:S-802

1 TYPICAL DETAIL OF PIPES AT CONCRETE FOOTING

3/4" = 1'-0"

SCALE:S-802

2 TYPICAL DETAIL OF PIPES AT CONCRETE FOOTING

3/4" = 1'-0" SCALE:S-802

3 TYPICAL DETAIL OF PIPES AT CONCRETE FOOTING

3/4" = 1'-0"

SCALE:S-802

4 TYPICAL ISOLATION JOINT AT COLUMN

3/4" = 1'-0"

SCALE:S-802

5 WALL SECTION AT MEZZANINE

3/4" = 1'-0" SCALE:S-802

6 WALL SECTION AT MEZZANINE

3/4" = 1'-0"

JOIST NOTES:

* JOISTS MUST BE BRACED AGAINST ROTATION @ ALL SUPPORTS BY

TRACK OR BLOCKING

* JOIST BRIDGING: 2 ROWS @ 13 POINTS

* REQUIRES WEB STIFFENERS AT END SUPPORTS

WALL NOTES:

* SECTIONS ARE PUNCHED W/ A STANDARD PUNCHOUT 1.5" WIDE,

LOCATED ON THE CENTERLINE OF THE WEB 24" O.C.

* WEAK AXIS AND TORSIONAL BRACING SHOULD HAVE SUFFICIENT

STIFFNESS AND STRENGTH TO RESIST AXIAL LOAD

* BRIDGING THROUGH WEB REQUIRED AT PUNCHOUT HOLES

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DESIGNED

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DRAWN

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APPROVED

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DEPARTMENT OF TECHNOLOGY, MANAGEMENT AND BUDGET

AutoCAD SHX Text

FACILITIES AND BUSINESS SERVICES ADMINISTRATION

AutoCAD SHX Text

ADAM P. LACH,RA, DIRECTOR

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SHEET TITLE:

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UTILITIES

AutoCAD SHX Text 989-344-6184

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72 HOURS

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(3 WORKING DAYS)

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CALL MR. HALCOMB

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BEFORE YOU DIG

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FACILITIES MANAGEMENT