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ALBIA - IOWA DOT MAINTENANCE SITE EXISTING CONDITIONS

(THIS IS SCHEMATIC ONLY - NOT FOR CONSTRUCTION)

1. ALL METAL DECK SHALL BE DESIGNED, MANUFACTURED, AND INSTALLED IN ACCORDANCE WITH

THE LATEST PROVISIONS OF THE STEEL DECK INSTITUTE - "DESIGN MANUAL FOR COMPOSITE

DECKS, FORM DECKS, ROOF DECKS AND CELLULAR METAL FLOOR DECK WITH ELECTRICAL

DISTRIBUTION" AND UNDERWRITER REQUIREMENTS (I.E. FACTORY MUTUAL).

2. STEEL DECK AND ACCESSORIES SHALL BE FABRICATED FROM STEEL SHEETS CONFORMING TO

THE FOLLOWING STANDARDS:

PAINTED STEEL ROOF DECK ASTM A1008, GR 33

GALVANIZED STEEL ROOF DECK ASTM A653, GR 33

COMPOSITE STEEL FLOOR DECK ASTM A653, GR 50 [40]

3. PROVIDE METAL DECK MANUFACTURED BY A MEMBER OF THE STEEL DECK INSTITUTE OF THE

TYPE AND GAUGE INDICATED ON THE DRAWINGS.

4. GALVANIZED STEEL ROOF, FLOOR AND COMPOSITE DECK SHALL BE SHEET MATERIAL

CONFORMING TO ASTM A924 WITH A MINIMUM G60 COATING.

5. MINIMUM DECK BEARING ON STEEL MEMBERS SHALL BE 1 1/2". INSTALL DECK WITH A MINIMUM

2" END LAPS CENTERED OVER SUPPORT MEMBERS. COMPOSITE FLOOR DECK ENDS SHALL NOT

BE LAPPED.

6. DECK MANUFACTURER SHALL PROVIDE ALL RIDGE AND VALLEY PLATES, FLOOR DECK FILLERS, AND COLUMN CLOSURES NECESSARY TO COMPLETE THE DECK INSTALLATION. ALL DECK AND

ACCESSORIES SHALL BE GALVANIZED, 20 GA. MINIMUM.

7. WHERE NOT INDICATED IN THE DRAWINGS, ATTACH ROOF DECK TO SUPPORTING STEEL

MEMBERS WITH EITHER PUDDLE WELDS OR POWDER ACTUATED FASTENERS:

A. (4) 5/8" DIAMETER PUDDLE WELDS PER 36 INCH WIDE SHEET (36/4 PATTERN). FASTEN

SIDELAPS CONDITIONS WITH #10 SELF DRILLING SCREWS, MINIMUM OF ONE SCREW AT

EACH MID SPAN OR AT 24" ON CENTER MAXIMUM . ATTACH DECK TO EDGES AT MEMBERS

PARALLEL TO CORRUGATIONS WITH 5/8" DIAMETER PUDDLE WELDS AT MINIMUM 6" ON

CENTER.

B. APPROVED EQUIVALENT POWDER ACTUATED FASTENERS THAT MEET THE SAME CAPACITY

VALUES AS WELDED CONNECTIONS.

8. WHERE NOT INDICATED IN THE DRAWINGS, ATTACH FLOOR DECK TO SUPPORTING STEEL

MEMBERS WITH PUDDLE WELDS.

A. (4) 5/8" DIAMETER PUDDLE WELDS PER 36 INCH WIDE SHEET (36/4 PATTERN). ATTACH DECK

TO EDGE ANGLES AND MEMBERS PARALLEL TO CORRUGATIONS WITH 5/8" DIAMETER

PUDDLE WELDS AT MINIMUM 12" ON CENTER. CONNECT DECK SIDE LAP WITH #10 TEK

SCREWS AT 1/2 THE SPAN OR 36" ON CENTER.

B. HEADED WELDED STUD INSTALLATION MAY BE SUBSTITUTED FOR WELDED DECK

FASTENING REQUIREMENTS.

9. DO NOT HANG ANY PIPING, DUCT WORK OR EQUIPMENT GREATER THAN 50LBS FROM STEEL

ROOF DECK.

10. FLOOR DECKING DEPTH AND GAGES SHOWN HAVE BEEN DESIGNED TO SUPPORT THE WEIGHT

OF WET CONCRETE PLUS A CONSTRUCTION LIVE LOAD OF 20 PSF WITHOUT INTERMEDIATE

SHORING BASED ON A MINIMUM THREE SPAN CONDITION. AREAS WHICH REQUIRE ONE OR TWO

SPAN CONDITIONS BASED ON THE SHOP DRAWING LAYOUT, SHALL BE INVESTIGATED BY THE

MANUFACTURER FOR DEFLECTION AND ALLOWABLE STRESSES. IF DEFLECTION EXCEEDS 1/180

THE SPAN OR THE ALLOWABLE STRESSES OF THE DECK THEN SHORING SHALL BE INDICATED

ON THE SHOP DRAWINGS FOR THOSE LOCATIONS.

11. AFTER DECK INSTALLATION, PREPARE AND REPAIR DAMAGED GALVANIZED COATINGS ON BOTH

SURFACES OF THE DECK WITH GALVANIZED REPAIR PAINT ACCORDING TO ASTM A780 AND

MANUFACTURER'S WRITTEN INSTRUCTIONS.

12. AFTER PAINTED DECK INSTALLATION, CLEAN RUST SPOTS, WELDS AND ABRADED SURFACES OF

PAINTED DECK. APPLY REPAIR PAINT OF SAME COLOR AND TYPE AS MANUFACTURER'S SHOP

PRIMED DECK.

13. VERIFY ALL OPENING SIZES AND LOCATIONS WITH THE APPROPRIATE TRADES. REINFORCE DECK OPENINGS FROM SIX (6) INCHES TO TWELVE (12) INCHES IN SIZE WITH L2x2x1/4 STEEL

ANGLES. PLACE FRAMING ANGLES PERPENDICULAR TO FLUTES, EXTEND A MINIMUM TWO (2)

FLUTES BEYOND EACH SIDE OF OPENING AND WELD TO DECK AT EACH FLUTE. REFER TO

TYPICAL DETAIL FOR LARGER OPENINGS.

STEEL DECK

1. CONRACTOR SHALL SUBMIT FOR REVIEW AND APPROVAL THE FOLLOWING SUBMITTALS FOR

EACH MATERIAL INDICATED BELOW.

2. CONCRETE REINFORCING

A. SUBMIT CONCRETE REINFORCEMENT SHOP DRAWINGS IN ACCORDANCE WITH ACI 315 FOR

APPROVAL.

a. DETAIL BARS IN ACCORDANCE WITH "ACI DETAILING MANUAL", PUBLICATION SP-66 AND

THE LATEST EDITION OF ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE".

3. CAST-IN-PLACE CONCRETE

A. SUBMIT CONCRETE MIX DESIGNS FOR EACH APPLICATION LOCATION INDICATED IN THE

DRAWINGS.

B. SUBMIT SHOP DRAWING OF EMBEDDED STEEL ELEMENTS AND CONNECTIONS.

4. PRECAST STRUCTURAL CONCRETE

A. PROVIDE PRECAST STRUCTURAL CONCRETE SHOP DRAWINGS WHICH INCLUDE THE

FOLLOWING:

a. PLANS INDICATING MEMBER SIZES, LOCATIONS, DIMENSIONS, OPENING LOCATIONS

SUPPORT CONDITIONS AND REINFORCEMENT.

b. DETAIL CONNECTIONS AT MEMBER ENDS AND ADJACENT CONSTRUCTION.

c. TYPE, SIZE AND LENGTH OF WELDED CONNECTIONS.

d. LOCATIONS AND DETAILS OF ANCHORAGE DEVICES TO BE EMBEDDED IN OR ATTACHED

TO STRUCTURE OR OTHER CONSTRUCTION.

e. INDICATE LOCATION, DIMENSIONS AND DETAILS OF CORNER UNITS AND SPECIAL

SHAPES AND JOINTS.

f. PROVIDE ENGINEERING DESIGN ANALYSIS AND CALCULATIONS DATA SIGNED AND

SEALED BY THE QUALIFIED PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE

THE PROJECT IS LOCATED.

5. CONCRETE UNIT MASONRY

A. SUBMIT CONCRETE MASONRY UNIT PRODUCT DATA, INDICATING COMPRESSIVE STRENGTH

OF UNITS, MORTAR AND GROUT.

B. SUBMIT SHOP DRAWINGS WITH PLANS AND ELEVATIONS INDICATING CONTROL JOINTS AND

STEEL REINFORCING TO BE INSTALLED IN WALL. INDICATE SIZE, LOCATIONS, BAR LENGTHS

AND SPLICING LENGTHS.

6. STRUCTURAL STEEL

A. STRUCTURAL STEEL SHOP DRAWINGS SHOWING COMPLETE DIMENSIONS, DETAILS, SIZES,

AND GRADES OF STEEL MEMBERS AND CONNECTIONS, SIZE, TYPE, AND NUMBER OF

WELDS SHALL BE PREPARED AND SUBMITTED FOR APPROVAL PRIOR TO FABRICATION OF

STEEL COMPONENTS.

B. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE DETAILED IN COMPLIANCE WITH THE AISC

"DETAILING FOR STEEL CONSTRUCTION". STRUCTURAL STEEL SHALL BE FABRICATED AND

ERECTED IN COMPLIANCE WITH AISC 360 - "SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS."

C. CONNECTION DESIGN: SUBMIT DESIGN AND DETAILS OF STRUCTURAL CONNECTIONS

REQUIRED BY THE CONTRACT DOCUMENTS TO BE SELECTED AND COMPLETED BY THE

STRUCTURAL STEEL FABRICATOR, INCLUDING COMPREHENSIVE ENGINEERING ANALYSIS

BY A QUALIFIED REGISTERED STRUCTURAL ENGINEER LICENSED IN THE STATE WHERE

THE PROJECT IS LOCATED. CONNECTION SHALL BE DESIGNED AND DETAILED TO

WITHSTAND THE FORCES AND DESIGN CRITERIA INDICATED ON DRAWINGS.

7. STEEL JOISTS

A. SUBMIT BAR JOIST SHOP DRAWING WITH PLANS INDICATING LAYOUT, SIZE DESIGNATIONS, SPAN LENGTHS, SPACINGS, BRIDGING REQUIREMENTS AND CONNECTION CONDITIONS.

B. SUBMIT COMPREHENSIVE ENGINEERING DESIGN ANALYSIS OF SPECIAL JOISTS SIGNED

AND SEALED BY THE QUALIFIED PREOFESSIONAL ENGINEER.

8. STEEL DECKING

A. SUBMIT STEEL DECK SHOP DRAWING INDICATING PLANS, SIZES, LENGTHS, SPACINGS,

BEARING CONDITIONS AND CONNECTION REQUIREMENTS.

9. COLD FORMED STEEL FRAMING

A. PROVIDE COLD FORMED STEEL FRAMING SHOP DRAWINGS WHICH INCLUDE THE

FOLLOWING:

a. PLANS INDICATING MEMBER SIZES, LOCATIONS, DIMENSIONS, OPENING LOCATIONS

SUPPORT CONDITIONS AND WEB REINFORCEMENT.

b. DETAIL CONNECTIONS AT MEMBER ENDS AND ADJACENT CONSTRUCTION.

c. TYPE, SIZE AND LENGTH OF WELDED CONNECTIONS.

d. LOCATIONS AND DETAILS OF ANCHORAGE DEVICES TO BE EMBEDDED IN OR ATTACHED

TO STRUCTURE OR OTHER CONSTRUCTION.

e. PROVIDE ENGINEERING DESIGN ANALYSIS AND CALCULATIONS DATA SIGNED AND

SEALED BY THE QUALIFIED PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE

THE PROJECT IS LOCATED.

SUBMITTALS

1. DESIGN STRUCTURAL PRECAST TO COMPLY WITH ACI 318 AND PCI MNL 120, "PCI DESIGN

HANDBOOK - PRECAST AND PRESTRESSED CONCRETE." PRECAST STRUCTURAL CONCRETE

COMPONENTS SHALL BE DESIGNED BY THE PRECAST MANUFACTURER'S QUALIFIED

STRUCTURAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATIONS.

PROVIDE COMPREHENSIVE ENGINEERING ANALYSIS AND DESIGN USING PERFORMANCE

REQUIREMENTS AND DESIGN CRITERIA INDICATED IN THE DRAWINGS AND SPECIFICATIONS.

2. PRECAST STRUCTURAL CONCRETE MATERIAL STANDARDS:

A. MINIMUM 28 DAY COMPRESSIVE STRENGTH: 5,000 PSI

B. REINFORCING BARS: ASTM A615 60,000 PSI

C. LOW-ALLOY WELDABLE REINFORCING BARS: ASTM A706 60,000 PSI

D. PRESTRESSING STEEL WIRE, MIN ULTIMATE STRENGTH ASTM A416 270,000 PSI

3. PRECAST MANUFACTURER SHALL BE A PCI CERTIFIED PLANT. PRECAST STRUCTURAL

CONCRETE COMPONENTS SHALL BE FABRICATED TO COMPLY WITH PCI MNL 116, "MANUAL

FOR QUALITY CONTROL FOR PLANTS AND PRODUCTION OF STRUCTURAL PRECAST CONCRETE

PRODUCTS."

4. DESIGN PRECAST STRUCTURAL CONCRETE FRAMING SYSTEM AND CONNECTIONS TO

MAINTAIN CLEARANCES AT OPENINGS, TO ALLOW FOR FABRICATION AND CONSTRUCTION

TOLERANCES, TO ACCOMMODATE LIVE LOAD DEFLECTIONS, SHRINKAGE, CREEP AND OTHER

BUILDING MOVEMENTS. MAINTAIN DEFLECTION LIMITS OF ACI 318

5. FABRICATOR SHALL BE A PCI CERTIFIED PLANT UNDER GROUP C and CA.C3(A) - PRESTRESSED

STRAIGHT STRAND STRUCTURAL MEMBERS

6. PRECAST INSTALLER/ERECTOR SHALL BE PCI CERTIFIED (CATEGORY S2 - COMPLEX) TO ERECT

STRUCTURAL SYSTEMS.

7. FURNISH ALL LOOSE CONNECTION HARDWARE AND ANCHORAGE ITEMS TO BE EMBEDDED IN

OR ATTACHED TO OTHER CONSTRUCTION AHEAD OF THOSE CONSTRUCTION SEQUENCES.

PROVIDE LOCATION, SETTING DIAGRAMS, TEMPLATES, AND INSTALLATION INSTRUCTIONS.

8. ALL PRECAST BEARING CONDITIONS SHALL USE A BEARING PAD AS RECOMMENDED BY THE

PRECAST MANUFACTURER FOR THE APPLICATION. STEEL SHIMS ARE NOT ALLOWED.

9. CAST-IN ANCHORS, INSERTS, PLATES ANGLES OR OTHER ANCHORAGE HARDWARE WITH

SUFFICIENT ANCHORAGE AND EMBEDMENT TO COMPLY WITH DESIGN REQUIREMENTS.

10. CAST-IN OPENINGS LARGER THAN 100 SQUARE INCHES (10"x10"). PROVIDE FIELD CUT OPENING

SIZES AND LOCATION ON THE SHOP DRAWING SUBMITTAL FOR PRECAST MANUFACTURERS

REVIEW AND APPROVAL.

11. DO NOT INSTALL PRECAST CONCRETE UNITS UNTIL SUPPORTING STRUCTURE IS COMPLETE

AND STRUCTURALLY READY TO RECEIVE LOADS FROM PRECAST. CAST-IN-PLACE CONCRETE

SHALL HAVE ACHIEVED SPECIFIED DESIGN STRENGTH WITH TESTING CONFIRMATION

PERFORMED.

12. ERECT PRECAST STRUCTURAL CONCRETE LEVEL, PLUMB, AND SQUARE WITHIN ACI

TOLERANCES. PROVIDE TEMPORARY FRAMING, SHORING, AND BRACING AS REQUIRED TO

MAINTAIN POSITION, STABILITY AND ALIGNMENT OF UNITS UNTIL PERMANENT CONNECTIONS

ARE COMPLETED.

13. CLEAN EXPOSED SURFACES OF PRECAST CONCRETE UNITS AFTER ERECTION AND

COMPLETION OF THE JOINT GROUTING. REMOVE WELD SLAG, STAINS, DIRT AND OTHER

DELETERIOUS MATERIAL.

14. REFER TO ARCHITECTURAL DRAWINGS FOR EXPOSED SURFACE FINISHES, TEXTURES,

REVEALS, ETC.

PRECAST STRUCTURAL CONCRETE

1. CONCRETE MASONRY UNIT STANDARDS AND COMPRESSIVE STRENGTHS:

DESIGN ASSEMBLY STRENGTH, F'm , BY UNIT STRENGTH METHOD 2500 PSI

CONCRETE MASONRY UNITS (NORMAL WEIGHT) ASTM C90 3250 PSI

MASONRY GROUT ASTM C476 2500 PSI

MASONRY MORTAR, TYPE S ASTM C270 1800 PSI

REINFORCING FOR MASONRY ASTM A615 Fy = 60 KSI

PLATE AND BENT BAR ANCHORS ASTM A36

WIRE MESH TIES ASTM A185

JOINT REINFORCEMENT, LADDER TYPE, 1.7(9GA) ASTM A1064

ANCHOR RODS FOR MASONRY ASTM A307

2. THE LOAD BEARING CONCRETE MASONRY WALLS FOR THIS PROJECT WERE DESIGNED TO

SPAN VERTICALLY AND BE BRACED BY THE ROOF AND FLOOR FRAMING ELEMENTS OF THE

STRUCTURE. DURING CONSTRUCTION THE MASONRY CONTRACTOR SHALL PROVIDE LATERAL

BRACING UNTIL THE ROOF STRUCTURE IS INSTALLED AS RECOMMENDED BY ACI 530 AND THE

LATEST REVISION OF "STANDARD PRACTICE FOR BRACING MASONRY WALLS UNDER

CONSTRUCTION", PREPARED BY THE COUNCIL FOR MASONRY WALL BRACING. THIS BRACING IS

TO PREVENT UNNECESSARY STRESS OR DAMAGE TO THE MASONRY WALLS FROM LATERAL

LOADS, WHICH CAN OCCUR WHILE THE WALLS ARE NOT PROPERLY BRACED BY THE ROOF AND

FLOOR STRUCTURE.

3. SPLICE REINFORCING USING CONTACT LAPS TO THE LENGTHS INDICATED BELOW:

NP = NOT PERMITTED

NOTES TO SPECIFIER:

BASED ON 100% ALLOWABLE TENSILE STRESS IN REINFORCING (24,000 PSI)

LAP SPLICE CAN BE REDUCED (DIV BY 1.5) IF STRESS IS LESS THAN 80%

BARS GREATER THAN #9 ARE REQUIRED TO BE MECHANICALLY SPLICED

4. MASONRY MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF

“SPECIFICATION FOR MASONRY STRUCTURES AND RELATED COMMENTARIES (ACI 530/ASCE

6/TM 602) PUBLISHED BY AMERICAN CONCRETE INSTITUTE, EXCEPT WHERE REQUIREMENTS

ARE EXCEEDED BY THESE CONTRACT DOCUMENTS.

5. THOROUGHLY MIX MORTAR AND GROUT INGREDIENTS IN ACCORDANCE WITH THE

REFERENCED ASTM ABOVE IN QUANTITIES NEEDED FOR IMMEDIATE USE. DO NOT USE ANTI-

FREEZE COMPOUNDS TO LOWER THE FREEZE POINT.

6. ALL LOAD BEARING MASONRY WALLS SHALL BE HAVE FULL MORTAR BED, HEAD AND COLLAR

JOINTS. LAY HOLLOW MASONRY UNITS WITH FACE SHELL BEDDING ON HEAD AND BED JOINTS.

7. HORIZONTAL JOINT REINFORCEMENT: ALL LOAD BEARING MASONRY WALLS SHALL BE

CONSTRUCTED WITH LADDER TYPE JOINT REINFORCEMENT AS FOLLOWS:

A. SPACED AT A MAXIMUM OF 16" ON CENTER IN WALL CONSTRUCTION.

B. LAP JOINT REINFORCEMENT ENDS MINIMUM 6 INCHES.

C. PLACE HORIZONTAL JOINT REINFORCEMENT ONE ROW ABOVE AND ONE ROW BELOW ALL

WALL OPENINGS.

D. PLACE CONTINUOUS JOINT REINFORCEMENT IN FIRST JOINT BELOW THE TOP OF THE WALL.

E. DO NOT CONTINUE HORIZONTAL JOINT REINFORCEMENT ACROSS CONTROL OR EXPANSION

JOINTS.

8. ALL LOAD BEARING REINFORCED UNIT MASONRY WALLS SHALL HAVE (1) #5 BAR VERTICALLY IN

GROUTED CELL AT ALL CORNERS, ENDS OF WALLS, WALL INTERSECTIONS, AND IMMEDIATELY

ADJACENT TO EACH SIDE OF CONTROL JOINTS AND WALL OPENINGS.

9. CONCRETE MASONRY UNIT CORES SHALL BE PLACED WITH CELLS IN VERTICAL ALIGNMENT. ALL

CORES CONTAINING REINFORCEMENT AND ANCHORS SHALL BE FILLED SOLID WITH GROUT.

GROUT ALL CELLS TO RECEIVE ANCHORS.

10. PROVIDE A MINIMUM OF 1/2" OF GROUT BETWEEN THE MAIN REINFORCING AND THE MASONRY

UNITS. ALL VERTICAL REINFORCEMENT SHALL BE CENTERED IN THE WALL UNLESS NOTED

OTHERWISE.

11. ALL MASONRY WALLS SHALL HAVE VERTICAL CONTROL JOINTS AT A MAXIMUM SPACING OF 25

FEET AS FOLLOWS:

A. COORDINATE CONTROL JOINTS WITH LOCATIONS INDICATED ON ARCHITECTURAL

DRAWINGS.

B. CONTROL JOINTS SHALL NOT INTERFERE WITH BEAMS, JOISTS, OR LINTEL BEARING.

C. PROVIDE PREFORMED EXTRUDED RUBBER CONTROL JOINT DESIGNED FOR MASONRY

WALLS CONFORMING TO ASTM D2000 2AA-805.

D. SEAL JOINT WITH SINGLE COMPONENT ELASTERMERIC POLYURETHANE SEALANT. COLOR

TO MATCH MORTAR JOINTS.

12. DOWELS IN FOOTINGS SHALL BE PLACED TO ALIGN WITH CORES CONTAINING REINFORCING

STEEL. COORDINATE PLACEMENT BEFORE CONSTRUCTION OF FOOTING BEGINS.

13. GROUT SOLID ALL CMU CORES BELOW ADJACENT GRADE OR BELOW SLAB ON GRADE

CONSTRUCTION.

14. DURING CONSTRUCTION OF WALLS, COVER TOPS OF WALLS, PARTIALLY COMPLETED MASONRY

AND ANY OPEN WALL CAVITIES AT SILLS OR HEADERS WITH WATERPROOF SHEETING AT THE

END OF EACH DAY'S WORK.

15. MASONRY WALL CONSTRUCTION TOLERANCES

A. MAXIMUM VARIATION FROM UNIT TO UNIT: 1/16"

B. MAXIMUM VARIATION FROM PLANE OF WALL: 1/4"

C. MAXIMUM VARIATION FROM PLUMB: 1/4"

D. MAXIMUM VARIATION FROM LEVEL COURSING: 1/8"

E. MAXIMUM VARIATION OF JOINT THICKNESS: 1/8"

F. MAXIMUM VARIATION FROM CROSS SECTIONAL THICKNESS OF WALL: 1/4"

16. REINFORCE ALL NON-LOAD BEARING MASONRY WALLS (SHOWN ON ARCHITECTURAL

DRAWINGS) WITH #5 BARS AT XX" OC UNLESS NOTED OTHERWISE.

17. BEAM BEARING CONDITIONS: FILL BLOCK CELLS SOLID WITH GROUT A DISTANCE OF 24"

BENEATH AND 12" EACH SIDE OF BEAM REACTIONS OR OTHER CONCENTRATED LOADS IF NOT

OTHERWISE REINFORCED. ALL BEAM AND JOIST POCKETS SHALL BE GROUTED SOLID OR

FILLED WITH CONCRETE MASONRY UNITS AFTER STEEL ERECTION IS COMPLETE.

REINFORCED UNIT MASONRY

BAR SIZE

#3

#4

#5

#6

#7

#8

#9

6" CMU

27"

36"

45"

54"

NP

NP

NP

8" CMU

27"

36"

45"

54"

63"

113"

NP

10" CMU

27"

36"

45"

54"

63"

72"

82"

12" CMU

27"

36"

45"

54"

63"

72"

82"

MINIMUM LAP SPLICE LENGTH

1. PROVIDE LINTELS ABOVE ALL WALL OPENINGS AND RECESSES GREATER THAN 12" WIDE AS

INDICATED IN THE PLANS AND LINTEL SCHEDULE.

2. OPENINGS NOT IDENTIFIED ON THE DOCUMENTS SHALL BE CONSTRUCTED IN A SIMILAR

MANNER TO THE SCHEDULED LOCATIONS THAT MATCH SPAN AND LOAD CONDITIONS. CONTACT

STRUCTURAL ENGINEER FOR CONFIRMATION.

3. LINTELS FOR 8" WIDE CMU NON-LOAD BEARING MASONRY PARTITION WALLS SHALL HAVE

LINTELS IN ACCORDANCE WITH THE FOLLOWING SCHEDULE:

ALL CMU BOND BEAM LINTELS SHALL HAVE A MINIMUM (2) #5 BARS PLACED 3" FROM THE

BOTTOM OF THE BLOCK AND GROUTED SOLID.

ALL STEEL ANGLE LINTELS ARE LONG LEG BACK TO BACK AND STITCH WELDED TOGETHER

TOP AND BOTTOM 3" LONG AT 12" ON CENTER MINIMUM.

4. ALL BOND BEAM LINTELS SHALL BE CONSTRUCTED USING BOND BEAM UNITS.

5. WALL OPENING JAMBS SHALL BE GROUTED SOLID FULL HEIGHT BELOW THE WIDTH OF THE

LINTEL BEARING, UNLESS NOTED OTHERWISE.

6. ALL LINTELS SHALL HAVE A MINIMUM OF 8" END BEARING, UNLESS NOTED OTHERWISE.

7. ALL STEEL LINTEL ASSEMBLIES IN EXTERIOR WALL CONSTRUCTION SHALL BE HOT-DIP

GALVANIZED PER ASTM A123, UNLESS NOTED OTHERWISE.

8. BEARING PLATES NOT REQUIRED FOR STEEL LINTELS, UNLESS NOTED OTHERWISE.

REINFORCED UNIT MASONRY - LINTELS

OPENING WIDTH MASONRY OPTION STEEL OPTION

1'-0 TO 2'-0"

>2'-0" TO 4'-0"

>4'-0" TO 6'-0"

>6'-0" TO 8'-0"

8" DEEP BOND BEAM 5/16"x7"PLATE

(2)L3 1/2x3 1/2x1/4

(2)L4x3 1/2x5/16(LLV)

(2)L5x3 1/2x5/16(LLV)

8" DEEP BOND BEAM

8" DEEP BOND BEAM

16" DEEP BOND BEAM

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7. The contractor is responsible for testing services that are required for material submittals and that not part of the special inspections program (e.g. aggregate tests, concrete mix designs, testing of controlled fill, materials, etc.).

6. The special inspection and quality assurance program does not relieve the contractor of his or her responsibility to perform quality control.

5. When deficiencies are identified, the contractor must take corrective actions to comply with the contract documents or remedy the deficiencies as directed by the registered design professional.

4. The contractor must cooperate with the inspections and testing agencies. Safe access must be provided to all inspection and test to be performed. This may require the contractor to provide scaffolding, ladders or lifts.

3. The contractor is responsible for scheduling inspections and tests. Sufficient notice and lead time must be allowed for the inspection and testing to be performed without impending construction operations.

2. Pre-construction meeting is to be conducted by the contractor with meeting minutes to be taken and distributed to all members attending. Meeting minutes to include a sign-in sheet for all parties.

1. The Contractor is responsible for scheduling a pre-construction meeting (scheduled at least 5 business days before start of construction). Meeting should include all responsible parties (A/E, SI's, Field Inspector). Meeting is for entire project, not phase of work.

CONTRACTOR'S RESPONSIBILITY REGARDING INSPECTIONS

6. Each Contractor responsible for the construction or fabrication of a system or component described above must submit a Statement of Responsibility.

I. Foundation design: Cast in place reinforced concrete on aggregate piers.

H. Critical support systems and connections and debris impact protection of the components and connections:

All critical systems are within shelter enclosure.

G. Corrosion resistance or protection of exposed metal connectors providing load path continuity: NA

F. Wall cladding and wall cladding connections: NA

E. Main windforce-resisting system connections to the foundation: Field welded steel embeds between precast concrete walls and concrete foundations.

D. Main windforce-resisting systems: Precast concrete shear walls.

C. Roof diaphragm systems, including connectors, drag struts and boundary elements: Reinforced concrete topping slab composite with double tee for roof diaphragm with diaphragm chord reinforcing.

B. Wall connections to roof diaphragm and framing: Steel framing to precast wall panel.

A. Roof cladding, soffits, and roof framing connection: Roof vapor retarder, insulation system, cover board and membrane. Field weld deck attachment to steel beams. See item "B" for beam connection to walls.

5. Description of Wind Force-Resisting components subject to Special Inspection of Wind Resistance:

SEE SPECIAL INSPECTION

CHARTS THIS SHEET

4. Description of main Wind Force-Resisting System subject to Special Inspection for Wind Resistance:

PRECAST SHEAR WALLS

3. Statement for Special Inspection for Wind Resistance Required (Y/N): Y

2. Wind Exposure Category: C

1. Nominal Design Wind Speed, Vasd = 115

Quality Assurance Plan for Wind Requirements:

2. Statement of Special Inspections for Seismic Resistance required (Y/N): N

1. Seismic Design Category: B

Quality Assurance for Seismic Resistance:

QUALITY ASSURANCE PLAN

EDI-EIFS EIFS Third Party Inspector

Exterior Design Institute (EDI) Certification

NICET-GET Geotechnical Engineering Technician - Level I, II, III & IV

NICET-ST Soils Technician - Levels I, II, III & IV

NICET-CT Concrete Technician - Levels I, II, III, & IV

National Institute of Certification in Engineering Technologies (NICET)

ICC-PCSI Prestressed Concrete Special Inspector

ICC-SWSI Structural Steel and Welding Special Inspector

ICC-RCSI Reinforced Concrete Special Inspector

ICC-SFSI Spray-Applied Fireproofing Special Inspector

ICC-SMSI Structural Masonry Special Inspector

International Code Council (ICC) Certification

ASNT Non-Destructive Testing Technician - Level II or III

American Society of Non-Destructive Testing (ASNT) Inspection

AWS/AISC-SSI Certified Structural Steel Inspector

AWS-CWI Certified Welding Inspector

American Welding Society (AWS) Certification

ACI-STT Strength Testing Technician

ACI-LTT Laboratory Testing Technician - Grade 1 & 2

ACI-CCI Concrete Construction Inspector

ACI-CFTT Concrete Field Testing Technician - Grade 1

American Concrete Institute (ACI) Certification

EIT Engineer-In-Training - A graduate engineer who has passed the Fundaments of Engineering examination

PE/GE Geotechnical Engineer - A licensed PE specializing in soil mechanics and foundations

PE/SE Structural Engineer - A licensed SE or PE specializing in the design of building structure

When the Registered Design Professional in Responsible Charge deems it appropriate that the individual performing a stipulated test or inspection have a specific certification or license as indicated below, such designations shall appear below the Agent on the Schedule.

Key for Minimum Qualifications of Inspection Agents:

The qualifications of all personnel performing Special Inspection and testing activities are subject to the approval of the Building Official. The credentials of all Inspectors and testing technicians shall be provided if requested.

QUALIFICATIONS OF INSPECTORS AND TESTING TECHNICIANS

Interim reports shall be submitted to the Building Official and the Registered Design Professional in Responsible Charge. A Final Report of Special Inspections documenting completion of all required Special Inspections, testing and corrections of any discrepancies noted in the inspections shall be submitted prior to issuance of a Certificate of Use and Occupancy. Job site safety and means and methods of construction are solely the responsibility of the Contractor.

The Special Inspection Coordinator shall keep records of all inspections and shall furnish inspection reports to the Building Official and the Registered Design Professional in Responsible Charge. Discovered discrepancies shall be brought to the immediate attention of the Contractor for correction. If such discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and the Registered Design Professional in Responsible Charge. The Special Inspection program does not relieve the Contractor of his or her responsibilities.

[ ] Architectural [ ] Other

[X] Structural [ ] Mechanical / Electrical / Plumbing

This Statement of Special Inspections is submitted as a condition for permit issuance in accordance with the Special Inspection and Structural Testing requirements of the Building Code. It includes a schedule of Special Inspection services applicable to the structural components of this project. If applicable, it includes Requirements for Seismic Resistance and/or Requirements for Wind Resistance. This Statement of Special Inspections Encompasses the following disciplines:

STATEMENT OF SPECIAL INSPECTIONS

11. PERFORM FLOOR FLATNESS AND/OR LEVELNESS

TESTING (ASTM E1155) FOR ALL SLAB-ON-GRADE

AND ELEVATED SLAB PER SPECIFICATION.

FIELD INSPECTION

PERIODIC AT ALL

BOLTED

CONNECTIONS

ACI-CCI,

ICC-RCSI

10. CERTIFY 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 SLAB.

FIELD TESTING AND REVIEW

OF LABORATORY REPORTS

PERIODIC

9. INSPECTION OF FORMWORK FOR SHAPE, LINES,

LOCATION, AND DIMENSIONS FIELD INSPECTION PERIODIC

ACI-CCI,

ICC-RCSI

8. INSPECTION OF MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND TECHNIQUES FIELD INSPECTION PERIODIC

ACI-CCI,

ICC-RCSI

7. INSPECT PLACEMENT OF CONCRETE AND

SHOTCRETE. VERIFY THAT CONCRETE

CONVEYANCE AND DEPOSITING AVOIDS

SEGREGATION OR CONTAMINATION. VERIFY

THAT CONCRETE IS PROPERLY CONSOLIDADTED.

FIELD INSPECTION CONTINUOUS

ACI-CCI,

ICC-RCSI

6. TEST CONCRETE COMPRESSION STRENGTH

(ASTM C31 & C39), SLUMP (ASTM C143),

AIR-CONTENT (ASTM C231 OR C173) AND

TEMPERATURE (ASTM C1064)

FIELD INSPECTION CONTINUOUS

ACI-CFTT,

ACI-STT

5. REVIEW CONCRETE BATCH TICKETS AND VERIFY

COMPLIANCE WITH APPROVED MIX DESIGN.

VERIFY THAT WATER ADDED AT THE SITE DOES

NOT EXCEED THAT ALLOWED BY THE MIX DESIGN

FIELD INSPECTION PERIODIC

ACI-CCI,

ICC-RCSI

4. INSPECTION OF ANCHORS AND REINFORCING

STEEL POST-INSTALLED IN HARDENED

CONCRETE: PER RESEARCH REPORTS

INCLUDING VERIFICATION OF ANCHOR TYPE,

ANCHOR DIMENSIONS, HOLE DIMENSIONS, HOLE

CLEANING PROCEDURES, ANCHOR SPACING,

EDGE DISTANCES, CONCRETE MINIMUM

THICKNESS, ANCHOR EMBEDMENT, AND

TIGHTENING TORQUE.

FIELD INSPECTION

CONTINUOUS FOR

HORIZONTAL OR

UPWARDLY INCLINED

ORIENTATIONS TO

RESIST SUSTAINED

TENSION LOADS.

PERIODIC FOR ALL

OTHER ACHORS

ACI-CCI,

ICC-RCSI

3. INSPECT SIZE, POSITIONING, AND EMBEDMENT

OF ANCHOR RODS. INSPECT CONCRETE

PLACEMENTS AND CONSOLIDATION AROUND

ANCHORS

FIELD INSPECTION PERIODIC

C. ALL OTHER WELDS CONTINUOUS

B. INSPECT SINGLE PASS FILLET WELDS < 5/16" PERIODIC

A. VERIFICATION OF WELDABILITY OF STEEL

OTHER THAN ASTM A706

PERIODIC

2. REINFORCING STEEL WELDING FIELD INSPECTION

1. INSPECT SIZE, SPACING, COVER, POSITIONING

AND GRADE OF REINFORCING STEEL AND

PRESTRESSING STEEL. VERIFY THAT

REINFORCING BARS ARE FREE OF FORM OIL OR

OTHER DELETERIOUS MATERIALS. INSPECT BAR

LAPS AND MECHANICAL SPLICES. VERIFY THAT

BARS ARE ADEQUATELY TIED AND SUPPORTED

OF CHAIRS OR BOLSTERS.

FIELD INSPECTION PERIODIC

ACI-CCI,

ICC-RCSI

CONCRETE CONSTRUCTION SERVICE EXTENT AGENT

11. OPEN WEB STEEL JOIST: INSPECT

INSTALLATION, FIELD WELDING, FIELD BOLTING,

AND BRIDGING OF JOIST IS IN CONFORMANCE

WITH APPROVED SUBMITTAL

FIELD INSPECTION PERIODIC

9. CONNECTION OF COLD-FORMED STEEL DECK TO

SUPPORTING STRUCTURE: INSPECT WELDING

AND SIDE-LAP FASTENING OF METAL ROOF AND

FLOOR DECK IS IN CONFORMANCE WITH

APPROVED SUBMITTAL.

FIELD INSPECTION PERIODIC

8. MATERIAL VERIFICATION OF COLD-FORMED

STEEL DECK: IDENTIFICATION MARKINGS

FIELD INSPECTION PERIODIC

7. INSPECTION OF STEEL ELEMENTS OF

COMPOSITE CONSTRUCTION PRIOR TO

CONCRETE PLACEMENT: INSPECT SIZE,

NUMBER, POSITIONING, AND WELDING OF SHEAR

CONNECTORS. INSPECT STUDS FOR FULL 360

DEGREE FLASH. PING TEST ALL SHEAR

CONNECTORS WITH A 3 LB HAMMER. BEND TEST

ALL QUESTIONABLE STUDS TO 15 DEGREES

FIELD INSPECTION AND

TESTING

PERIODIC

C. INSPECTION TASKS AFTER BOLTING

(PERFORM TASKS FOR EACH BOLTED

CONNECTION IN ACCORDANCE WITH QA

TASKS LISTED IN AISC 360, TABLE N5.6-3

FIELD INSPECTION

PERIODIC AT ALL

BOLTED

CONNECTIONS

2) SNUG-TIGHT JOINTS PERIODIC

e. CALIBRATED WRENCH CONTINUOUS

d. TURN-OF-NUT WITHOUT MATCHING

MARKINGS CONTINUOUS

c. TWIST-OFF TYPE TENSION CONTROL

BOLT CONTINUOUS

b. DIRECT TENSION INDICATOR CONTINUOUS

a. TURN-OF-NUT WITH MATCHING

MARKINGS CONTINUOUS

1) PRE-TENSIONED AND SLIP-CRITICAL

JOINTS

B. INSPECTION TASKS DURING BOLTING

(OBSERVE THE QA TASKS LISTED IN AISC 360,

TABLE N5.6-2)

FIELD INSPECTION

PERIODIC AT ALL

BOLTED

CONNECTIONS

A. INSPECTION TASKS PRIOR TO BOLTING

(OBSERVE OR PERFORM TASKS FOR EACH

BOLTED CONNECTION, IN ACCORDANCE WITH

QA TASKS LISTED IN AISC 360, TABLE N5.6-1)

FIELD INSPECTION

PERIODIC AT ALL

BOLTED

CONNECTIONS

6. STRUCTURAL STEEL BOLTING:

3) FABRICATOR'S NDT REPORTS WHEN

FABRICATOR PERFORMS NDT VERIFY REPORTS EACH SUBMITTAL

2) WELDED JOINTS SUBJECT TO FATIGUE

WHEN REQUIRED BY AISC 360, APPENDIX

3, TABLE A-3.2

FIELD RADIOGRAPHIC OR

ULTRASONIC TESTING

PERIODIC

1) COMPLETE PENETRATION WELDS WHEN

REQUIRED BY ASIC 360, N5.5b

FIELD ULTRASONIC TESTING -

100%

PERIODIC

D. NON-DESTRUCTIVE TESTING (NDT) OF

WELDED JOINTS:

C. INSPECTION TASKS AFTER WELDING

(OBSERVE OR PERFORM FOR EACH WELDED

JOINT OR MEMBER, THE QA TASKS LISTED IN

AISC 360, TABLE N5.4-3)

FIELD INSPECTION

PERIODIC AT ALL

WELDED JOINTS

B. INSPECTION TASKS DURING WELDING

(OBSERVE OR PERFORM FOR EACH WELDED

JOINT OR MEMBER, THE QA TASKS LISTED IN

AISC 360, TABLE N5.4-2)

FIELD INSPECTION

PERIODIC AT ALL

WELDED JOINTS

A. INSPECTION TASKS PRIOR TO WELDING

(OBSERVE OR PERFORM FOR EACH WELDED

JOINT OR MEMBER, THE QA TASKS LISTED IN

AISC 360, TABLE N5.4-1)

FIELD INSPECTION

PERIODIC AT ALL

WELDED JOINTS

5. STRUCTURAL STEEL WELDING:

4. VERIFY MEMBER LOCATIONS, BRACES,

SITFFENERS, AND APPLICATION OF JOINT

DETAILS AT EACH CONNECTION COMPLY WITH

CONSTRUCTION DOCUMENTS

FIELD INSPECTION PERIODIC

3. EMBEDMENTS: VERIFY DIAMETER, GRADE, TYPE,

LENGTH, AND EMBEDMENT. SEE CONCRETE

CONSTRUCTION FOR ANCHORS

FIELD INSPECTION PERIODIC

2. MATERIAL VERIFICATION. REVIEW CERTIFIED

MILL TEST REPORTS AND IDENTIFICATION

MARKINGS ON WIDE-FLANGE SHAPES, HIGH

STRENGTH BOLTS, NUTS, AND WELDING

ELECTRODES

FIELD INSPECTION PERIODIC

1. FABRICATOR CERTIFICATION AISC CERTIFIED FABRICATOR

REQUIRED BY SPECIFICATION

STEEL CONSTRUCTION SERVICE EXTENT AGENT

14. Verify application and measurement of prestressing force Field Inspection Continuous ICC-SMSI

Field Inspection Periodic ICC-SMSI

13. Verify preparation, construction, and protection of masonry during cold weather (temperature below 40°F) or hot weather (temperature above 90°F)

12. Verify welding of reinforcement Field Inspection Continuous ICC-SMSI

ICC-SMSI

11. Verify type, size, and location of anchors, including details of anchorage of masonry to structural members, frames, or other construction.

Field Inspection Periodic

10. Verify size and location of structural masonry elements Field Inspection Periodic ICC-SMSI

9. Verify placement of grout and prestressing grout for bonded tendons

Field Inspection Continuous ICC-SMSI

8. Verify grout space prior to grouting Field Inspection Periodic ICC-SMSI

7. Verify placement of reinforcement, connectors, and prestressing tendons and anchorages

Field Inspection Periodic ICC-SMSI

6. Verify construction of mortar joints Field Inspection Periodic ICC-SMSI

ICC-SMSI

5. Verify grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and anchorages

Field Inspection Periodic

4. Verify proportions of site-mixed mortar, grout and prestressing grout for bonded tendons

Field Inspection Periodic ICC-SMSI

Field Testing Continuous ICC-SMSI

3. Verification of Slump Flow and Visual Stability Index (VSI) of self-consolidating grout as delivered to the project

2. Verification of f'm prior to construction Unit Strength Method Periodic

1. Verify compliance with approved submittals Field Inspection Periodic

LEVEL B QUALITY ASSURANCE

MASONRY CONSTRUCTION

SERVICE EXTENT AGENT

3. VERIFICATION OF 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.

REVIEW FIELD TESTING AND

LABORATORY REPORTS

PERIODIC

B. PERFORM INSPECTION OF WELDING AND

BOLTING IN ACCORANCE WITH STEEL

CONSTRUCTION

FIELD INSPECTION PERIODIC

A. INSPECT IN ACCORDANCE WITH

CONSTRUCTION DOCUMENTS

FIELD INSPECTION PERIODIC

2. ERECTION OF PRECAST CONCRETE MEMBERS

1. REVIEW PLANT OPERATIONS AND QUALITY

CONTROL PROCEDURES

PCI CERTIFIED PLANT

REQUIRED BY SPECIFICATION

PERIODIC

PRECAST CONCRETE CONSTRUCTION SERVICE EXTENT AGENT

2. EXTERIOR WALL COVERING AND WALL

CONNECTIONS TO ROOF AND FLOOR

DIAPHRAGMS

FIELD INSPECTION PERIODIC

1. ROOF COVERING, ROOF DECK, AND ROOF

FRAMING CONNECTIONS FIELD INSPECTION PERIODIC

WIND-RESISTING COMPONENTS SERVICE EXTENT AGENT

2. INSPECTION FOR SCREW ATTACHMENT,

BOLTING, ANCHORING, AND OTHER FASTENING

OF COMPONENTS WITHIN THE MAIN WIND

FORCE-RESISTING SYSTEM

FIELD INSPECTION PERIODIC

1. INSPECTION DURING WELDING OPERATIONS OF

ELEMENTS OF THE MAIN WIND FORCE-RESISTING FIELD INSPECTION PERIODIC

COLD-FORMED STEEL SPECIAL INSPECTIONS FOR

WIND RESISTANCE

SERVICE EXTENT AGENT

ALBIA - IOWA DOT MAINTENANCE GARAGE STRUCTURAL SCHEMATIC REFERENCE

(THIS IS SCHEMATIC ONLY - NOT FOR CONSTRUCTION)

TYPICAL COMPONENTS AND CLADDING WIND PRESSURES (PSF)

ZONE

10 SF OR SMALLER

NOTES:

1. REFER TO DESIGN CRITERIA FOR INFORMATION REGARDING GOVERNING BUILDING CODE.

2. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE SURFACES, RESPECTIVELY.

3. LINEAR INTERPOLATION IS PERMITTED FOR TRIBUTARY AREAS NOT SHOWN.

4. SEE FIGURE BELOW FOR ZONE DEFINITIONS.

5. NOTATION:

a: 10% OF LEAST HORIZONTAL DIMENSION OR 0.4h, WHICHEVER IS SMALLER, BUT NOT LESS THAN EITHER 4% OF

LEAST HORIZONTAL DIMENSION OR 3 FEET.

h: MEAN ROOF HEIGHT, IN FEET, EXCEPT THAT EAVE HEIGHT SHALL BE USED FOR ROOF ANGLES < 10°

Θ: ANGLE OF PLANE OF ROOF FROM HORIZONTAL, IN DEGREES.

TRIBUTARY AREA

50 SF 100 SF 200 SF 500 SF OR GREATER

a h a a a

FLAT ROOF

INTERIOR ZONES

FLOORS - ZONE1

WALLS - ZONE 4

END ZONES

FLOORS - ZONE 2

WALLS - ZONE 5

CORNER ZONES

FLOORS - ZONE 3

WALLS - ZONE 3

1'

0.6h

0.6h

0.2h 0.6h

1'

0.6h

+29.0 / -31.4 +26.0 / -28.4 +24.7 / -27.1 +23.4 / -25.8 +21.7 / -24.1

+29.0 / -38.6 +26.0 / -32.7 +24.7 / -30.1 +23.4 / -27.5 +21.7 / -24.1

+16.0 / -34.3 +16.0 / -34.3 +16.0 / -34.3 +16.0 / -34.3 +16.0 / -34.3

+16.0 / -47.7 +16.0 / -45.9 +16.0 / -45.1 +16.0 / -45.1 +16.0 / -45.1

+16.0 / -74.6 +16.0 / -55.8 +16.0 / -47.7 +16.0 / -47.7 +16.0 / -47.7

+16.0 / -34.3 +16.0 / -34.3 +16.0 / -34.3 +16.0 / -34.3 +16.0 / -34.3

1 2 3 5 6 7 8 94

A

B

16'-6" 14'-9"

P

S F

P

S F

OFFICE ROOF

GARAGE ROOF

1 2 3 5 6 7 8 94

A

B

.3 k

18.5k

18.5k

.4 k

.8 k

.8 k

F F F F F F F F F F F F F

A A

C C

44.5G16N8.4F23.1A

JOIST GIRDER NOTATION

AVERAGE GIRDER

DEPTH IN INCHES

NUMBER OF TOP CHORD

PANEL POINT SPACES FOR

JOIST SUPPORT. SEE PLAN

FOR EXACT JOIST LAYOUT.

FACTORED LOAD (ASD) AT EACH

JOIST SUPPORT LOCATION IN KIPS

FACTORED (ASD) AXIAL LOAD

THROUGH TOP CHORD IN KIPS

ALL AXIAL LOAD IS WIND LOAD

CRANE LOAD. SEE PLAN FOR

CRANE HANGER LOCATIONS AND

MAX HANGER LOADS. PANEL

POINTS MUST BE AT CRANE

RUNWAY LOCATIONS.

PER PLAN

/2

/2

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N e b ra s

A W

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D A

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.s h iv e -h a tt e ry

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Autodesk Revit 2020

J E

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T A

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S002

L O

A D

IN

G

D

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G R

A M

S

L

IN

T E

L S

D O

C U

M E

N T

S

C R

M

J P

L

-0

-2

01/16" = 1'-0"E6

SNOW DRIFT PLAN

24'01/16" = 1'-0"A6

SHEAR WALL LOAD DIAGRAM

24'

01/8" = 1'-0"A4

TYPICAL TRUSS LOADING

12'

ALBIA - IOWA DOT MAINTENANCE GARAGE STRUCTURAL SCHEMATIC REFERENCE

(THIS IS SCHEMATIC ONLY AND THE BUILDING MAY INCLUDE MORE STORAGE BAYS AND UPDATED PER GEOTECHNICAL REPORT -

NOT FOR CONSTRUCTION)

1 2 3 5 6 7 8 94

A

B

23'-0" 26'-3 1/2" 21'-3 1/8" 22'-7" 20'-0" 20'-0" 23'-5 5/8" 31'-9"

188'-4 1/4"

TF3.0

T F

.0

W F

.5

W F

.0

W F

.0

T F

.0

TF3.0

WF2.0

W F

.0

W F

.0

WF2.0

W F

.0

B2

S501

TYP

A2

S501

TYP

D4

S500

TYP

TF2.0

S02S02

S03S03

S03S03

S02S02

S02S02

S03S03

S J

S J

S J

SJ SJ

SJ SJ

SJ SJ

SJ

SJ

SJ

SJ

SJ

SJ

S J

SJ SJ SJ SJ SJ

SJ SJ SJ SJ SJ

SJ

S J

S J

S J

SJ

SJ

SJ

SJ

SJ

SJ

SJ

S J

A2

S500

F2

S501

F2

S501

15'-0 1/4"

19'-0 1/4"

20'-0"

/8

/8

5'-0"20'-4 7/8" 10 5/8"

/8

MCJ

MCJ

MCJ

MCJ

F2

S501

S06

A2 S200

A3 S200

A

S

A

S

C4

S500

TYP

A4

S501

1'-0"

2'-5" w/ MECH

6'-0" VERIFY

/2

V E

R

IF

Y w

M

E C

H

SHEET NOTES:

1. SEE SHEET S000 FOR GENERAL NOTES AND SHEET S001 FOR REQUIRED SPECIAL INSPECTIONS.

2. SEE ARCHITECTURAL PLANS FOR DIMENSIONS AND INFORMATION NOT SHOWN ON THESE PLANS.

3. NORTH ARROW SHOWN IS FOR STRUCTURAL REFERENCE ONLY. SEE CIVIL DRAWINGS FOR ACTUAL BUILDING ORIENTATION.

4. "SJ" INDICATES SAWCUT JOINT, "CJ" INDICATES CONSTRUCTION JOINT. FOR SAWCUT AND CONSTRUCTION JOINTS SEE DETAILS

ON S500.

5. PROVIDE CORNER BARS AT FOUNDATION CORNERS AND T-INTERSECTIONS PER CORNER REINFORCING DETAIL ON S500.

6. "WFX" INDICATES CONTINUOUS WALL FOOTINGS. SEE S100 FOR WALL FOOTINGS SCHEDULE. TOP OF FOOTING SHALL BE -1'-0"

UNLESS NOTED OTHERWISE.

7. ALL CMU WALLS NOT SHOWN ON PLAN TO BE SUPPORTED BY THICKENED SLAB. FOR ADDITIONAL INFORMATION SEE THICKENED

SLAB DETAIL ON S500.

8. SEE PLUMBING DRAWINGS FOR SUBSURFACE DRAINAGE LAYOUT.

9. SEE MEP DRAWINGS FOR ADDITIONAL LOCATION OF IN-SLAB CLEANOUTS AND MANHOLES FOR SANITARY, STORM, AND PROCESS

PIPING.

10. CONTRACTOR SHALL COORDINATE ALL FOUNDATION WALL AND SLAB BLOCK-OUT REQUIREMENTS WITH MEP CONTRACTORS.

FOR ADDITIONAL INFORMATION SEE PIPE SLEEVE FOOTING STEP DETAIL ON S500.

BA D E

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Autodesk Revit 2020

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S100

F O

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L A

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D O

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S

C R

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-0

-2

NORTH

1/8" = 1'-0"A6

FOUNDATION PLAN

12'

WALL FOOTING SCHEDULE

MARK

SIZE LONGITUDINAL REINFORCING TRANSVERSE

REINFORCING REMARKSWIDTH DEPTH BOTTOM TOP

TF2.0 2' - 0" 2' - 6" (3) #5 (3) #5 #5 AT 12" OC

TF3.0 3' - 0" 2' - 6" (5) #5 (5) #5 #5 AT 12"OC

WF2.0 2' - 0" 1' - 0" (3) #5 #5 AT 12" OC

WF3.0 3' - 0" 1' - 0" (3) #5 #5 AT 12" OC

WF4.5 4' - 6" 1' - 0" (5) #5 #5 AT 12" OC

KEYNOTE LEGEND

KEY NOTE

S02 6" SLAB-ON-GRADE REINFORCED w/ #4 AT 18" OC, EW, CENTERED IN SLAB AND 3.5 LBS/CY SYNTHETIC

MACRO-FIBER. PLACE SLAB ON VAPOR BARRIER ON A

MINIMUM 24" LOW VOLUME CHANGE MATERIAL,

MINIMUM 12" OF MATERIAL CONFORMING TO IOWA DOT

SECTION4121 AGGREGATE GRADATION NO. 12A (MAY BE

CONSIDERED PART OF 24" OF LVC MATERIAL).

S03 5" SLAB-ON-GRADE REINFORCED W/ #4 AT 18" OC, EW,

CENTERED IN SLAB AND 3.5 LBS/CY SYNTHETIC

MACRO-FIBER. PLACE SLAB ON VAPOR BARRIER A

MINIMUM 24" LOW VOLUME CHANGE MATERIAL,

MINIMUM 12' OF MATERIAL CONFORMING TO IOWA DOT

SECTION4121 AGGREGATE GRADATION NO. 12A (MAY BE

CONSIDERED PART OF 24" OF LVC MATERIAL).

S06 8" CMU WALL REINFORCED W/ #5 @ 24" OC AND TOP

BOND BEAM REINFORCED w/ (2) #5. T/BOND BEAM = 11'-0"

ALBIA - IOWA DOT MAINTENANCE GARAGE STRUCTURAL SCHEMATIC REFERENCE

(THIS IS SCHEMATIC ONLY AND THE BUILDING MAY INCLUDE MORE STORAGE BAYS AND UPDATED PER GEOTECHNICAL REPORT -

B

W8X31 [18]

W8X31 [18]

W8X31 [18]

W8X31 [18]

W8X31 [18]

W8X31 [18]

W8X31 [18]

W8X31 [18]

LRFD = 9k

22KCS2

22KCS2

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k LRFD = 6k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

ASD = 6k ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

S10

LRFD = 26k

ASD = 17k

S06

W8X31 [18]

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 9k

ASD = 6k

LRFD = 6k

ASD = 4k

LRFD = 26k

ASD = 17k

LRFD = 26k

ASD = 17k

LRFD = 26k

ASD = 17k

LRFD = 26k

ASD = 17k

LRFD = 26k

ASD = 17k

LRFD = 26k

ASD = 17k

LRFD = 24k

ASD = 16k

LRFD = 24k

ASD = 16k

22KCS2

22KCS2

22KCS2

22KCS2

22KCS2

22KCS2

22KCS2

22KCS2

22KCS2

22KCS2

22KCS2

22KCS2

22KCS2

22KCS2

22KCS2

22KCS2

22KCS2

A2

S510

TYP

B2

S510

TYP

D2

S510

TYP

LRFD = 24k

ASD = 16k W8X31 [18]

D4

S510

TYP

23'-0" 26'-3 1/2" 21'-3 1/8" 22'-7" 20'-0" 20'-0" 23'-5 5/8" 31'-9"

15'-0 1/4"

20'-0"

19'-0 1/4"

D6

S510

F4

S510

TYP

A2 S200

A3 S200

A

S

A

S

S12

L

L

/4

L

L

F4

S510

TYP

SHEET NOTES:

1. SEE SHEET S000 FOR GENERAL NOTES AND SHEET S001 FOR REQUIRED SPECIAL INSPECTIONS.

2. SEE ARCHITECTURAL PLANS FOR DIMENSIONS AND INFORMATION NOT SHOWN ON THESE PLANS.

3. NORTH ARROW SHOWN IS FOR STRUCTURAL REFERENCE ONLY. SEE CIVIL DRAWINGS FOR ACTUAL BUILDING ORIENTATION.

4. DECK BEARING ELEVATION (DBE) IS SHOWN ON PLAN. INTERPOLATE BETWEEN PROVIDED DBE TO DETERMINE INTERMEDIATE

POINTS IF NECESSARY. TYPICAL JOIST SEAT IS 2 1/2" DEEP.

5. ALL BEAMS FRAMING INTO COLUMNS SHALL BE CONNECTED WITH DOUBLE CLIP ANGLE CONNECTIONS. SECONDARY BEAMS

SHALL BE CONNECTED WITH SINGLE PLATE CONNECTIONS. SEE TYPICAL DETAILS ON SHEET S510.

6. JOIST BRIDGING TO BE DESIGNED AND DETAILED BY JOIST MANUFACTURER IN ACCORDANCE WITH SJI SPECIFICATIONS AND

UPLIFT PRESSURES INDICATED IN GENERAL NOTES. PROVIDE ADDITIONAL BRIDGING WHERE INDICATED ON DRAWINGS.

7. "LX" INDICATES MASONRY OR STEEL LINTEL. SEE ARCHITECTURAL FOR EXACT SIZE AND LOCATION OF OPENING. FOR LINTEL

SCHEDULE SEE SHEET S002.

8. CONTRACTOR TO COORDINATE WITH TRUSS MANUFACTURER FOR EXACT LOCATION AND QUANTITY OF TRUSSES.

9. SPRAY APPLIED FIREPROOFING OF COLUMNS, BEAMS, JOISTS, AND METAL DECK IS REQUIRED. SEE CODE PLAN FOR RATING

REQUIRED.

10. ALL FLOOR BEAMS TO HAVE UNIFORMLY SPACED 3/4"x4" SHEAR CONNECTORS. REFER TO BEAM LEGEND.

22K 22KW21x50 [16]

(135'-2")

BEAM SHAPE

ASD BEAM END

REACTION

TOP OF STEEL

ELEVATION

L=22K

LRFD BEAM

END REACTION

L=22K

# OF SHEAR CONNECTORS

REQUIRED ON BEAM. SEE

NOTE ABOVE FOR SIZE

BA D E

FC G

P R

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A R

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N O

T F

N

S T

R U

C T

IO

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N e b ra s

A W

N

A P

P R

O V

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IS

S

U E

D F

O R

D A

T E

F

IE

L D

B O

O K

P R

O J E

C T

N O

H

P ri n te d

E n te r O ff ic e N u m b e r in G lo b a l P a ra m e te rs P h o n e w w w

.s h iv e -h a tt e ry

.c o m

BA D E FC G H

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S110

M E

Z Z

A N

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G P

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-0

-2

NORTH

1/8" = 1'-0"A6

MEZZANINE/LOW ROOF FRAMING

12'

01/8" = 1'-0"

BEAM LEGEND

KEYNOTE LEGEND

KEY NOTE

S06 8" CMU WALL REINFORCED W/ #5 @ 24" OC AND TOP

BOND BEAM REINFORCED w/ (2) #5. T/BOND BEAM = 11'-0"

S10 3" CONCRETE ON 2" VLI 20 GAUGE GALVANIZED METAL

DECK (5" TOTAL THICKNESS). REINFORCE W/ #3 AT 18"

OC, EW, CENTERED IN TOPPING & 3.5 LBS/CY

MACROFIBERS. T/SLAB = 12'-1"

S12 8" NON-LOAD BEARING CMU WALL REINFORCED W/ #5

AT 48" OC AND TOP BOND BEAM REINFORCED W/ (2) #5.

TOP BOND BEAM = 10'-10".

ALBIA - IOWA DOT MAINTENANCE GARAGE STRUCTURAL SCHEMATIC REFERENCE

(THIS IS SCHEMATIC ONLY AND THE BUILDING MAY INCLUDE MORE STORAGE BAYS AND UPDATED PER GEOTECHNICAL REPORT -

B

20K3

20K3

20K3

20K3

20K3

20K3

20K3

20K3

20K3

20K3

20K3

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

14K1

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

14K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

12K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

14K1

12K1

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

16K3

14K1

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

16K2

14K1

W x

23'-0" 26'-3 1/2" 21'-3 1/8" 22'-7" 20'-0" 20'-0" 23'-5 5/8"

156'-7 1/4"

16K2

20K3

20K3

20K3

16K314K114K116K216K220K316K2

.5

G N

X X

F

.5

G N

X X

F

.5

G N

X X

F

.5

G N

X X

F

T

C R

A N

E M

A X

H A

N G

E R

L O

A D

.4 k

M

IN

H A

N G

E R

L O

A D

.6 k

T

C R

A N

E M

A X

H A

N G

E R

L O

A D

.4 k

M

IN

H A

N G

E R

L O

A D

.6 k

F2

S510

A6

S510

TYP

D2

S510

TYPA3

S511

TYP

B4

S510

TYP

A4

S510

TYP

A2 S200

A3 S200

A

S

A2

S510

TYP

A2

S510

TYP CRANE RUNWAY CRANE RUNWAY CRANE RUNWAY CRANE RUNWAY CRANE RUNWAY CRANE RUNWAY

CRANE RUNWAYCRANE RUNWAYCRANE RUNWAYCRANE RUNWAYCRANE RUNWAYCRANE RUNWAY

A2

S510

TYP

A2

S510

TYP

SHEET NOTES:

1. SEE SHEET S000 FOR GENERAL NOTES AND SHEET S001 FOR REQUIRED SPECIAL INSPECTIONS.

2. SEE ARCHITECTURAL PLANS FOR DIMENSIONS AND INFORMATION NOT SHOWN ON THESE PLANS.

3. NORTH ARROW SHOWN IS FOR STRUCTURAL REFERENCE ONLY. SEE CIVIL DRAWINGS FOR ACTUAL

BUILDING ORIENTATION.

4. DECK BEARING ELEVATION (DBE) IS SHOWN ON PLAN. INTERPOLATE BETWEEN PROVIDED DBE TO

DETERMINE INTERMEDIATE POINTS IF NECESSARY. TYPICAL JOIST SEAT IS 2 1/2" DEEP.

5. ALL BEAMS FRAMING INTO COLUMNS SHALL BE CONNECTED WITH DOUBLE CLIP ANGLE CONNECTIONS.

SECONDARY BEAMS SHALL BE CONNECTED WITH SINGLE PLATE CONNECTIONS. SEE TYPICAL DETAILS ON

SHEET S510.

6. JOIST BRIDGING TO BE DESIGNED AND DETAILED BY JOIST MANUFACTURER IN ACCORDANCE WITH SJI

SPECIFICATIONS AND UPLIFT PRESSURES INDICATED IN GENERAL NOTES. PROVIDE ADDITIONAL BRIDGING

WHERE INDICATED ON DRAWINGS.

7. "LX" INDICATES MASONRY OR STEEL LINTEL. SEE ARCHITECTURAL FOR EXACT SIZE AND LOCATION OF

OPENING. FOR LINTEL SCHEDULE SEE SHEET S002.

8. CONTRACTOR TO COORDINATE WITH TRUSS MANUFACTURER FOR EXACT LOCATION AND QUANTITY OF

TRUSSES.

9. SPRAY APPLIED FIREPROOFING OF COLUMNS, BEAMS, JOISTS, AND METAL DECK IS REQUIRED. SEE CODE

PLAN FOR RATING REQUIRED.

22K 22KW21x50 [16]

(135'-2")

BEAM SHAPE

ASD BEAM END

REACTION

TOP OF STEEL

ELEVATION

L=22K

LRFD BEAM

END REACTION

L=22K

# OF SHEAR CONNECTORS

REQUIRED ON BEAM. SEE

NOTE ABOVE FOR SIZE

BA D E

FC G

P R

E L

IM

IN

A R

Y

N O

T F

N

S T

R U

C T

IO

N

Io w a

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N e b ra s

A W

N

A P

P R

O V

E D

IS

S

U E

D F

O R

D A

T E

F

IE

L D

B O

O K

P R

O J E

C T

N O

H

P ri n te d

E n te r O ff ic e N u m b e r in G lo b a l P a ra m e te rs P h o n e w w w

.s h iv e -h a tt e ry

.c o m

BA D E FC G H

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-0

-2

NORTH

1/8" = 1'-0"A6

HIGH ROOF FRAMING PLAN (DBE=124'-0")

12'

01/8" = 1'-0"

BEAM LEGEND

ALBIA - IOWA DOT MAINTENANCE GARAGE STRUCTURAL SCHEMATIC REFERENCE

(THIS IS SCHEMATIC ONLY AND THE BUILDING MAY INCLUDE MORE STORAGE BAYS AND UPDATED PER GEOTECHNICAL REPORT -

100' - 0"

FIRST FLOOR

124' - 0"

GARAGE ROOF

114' - 0"

OFFICE ROOF

12356789 4

112' - 1"

S110_1_MEZZANINE

T/FLOOR

120' - 5 7/8"

T/CRANE RUNWAY

100' - 0"

FIRST FLOOR

124' - 0"

GARAGE ROOF

114' - 0"

OFFICE ROOF

1 2 3 5 6 7 8 94

112' - 1"

S110_1_MEZZANINE

T/FLOOR

120' - 5 7/8"

T/CRANE RUNWAY

100' - 0"

FIRST FLOOR

124' - 0"

GARAGE ROOF

114' - 0"

OFFICE ROOF

A B

112' - 1"

S110_1_MEZZANINE

T/FLOOR

120' - 5 7/8"

T/CRANE RUNWAY

100' - 0"

FIRST FLOORLEVEL 1

100' - 0"

124' - 0"

GARAGE ROOF

114' - 0"

OFFICE ROOF

AB

112' - 1"

S110_1_MEZZANINE

T/FLOOR

120' - 5 7/8"

T/CRANE RUNWAY

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E n te r O ff ic e N u m b e r in G lo b a l P a ra m e te rs P h o n e w w w

.s h iv e -h a tt e ry

.c o m

BA D E FC G H

Autodesk Revit 2020

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-0

-2

01/8" = 1'-0"A2

NORTH BUILDING ELEVATION

12'

01/8" = 1'-0"A3

SOUTH BUILDING ELEVATION

12'

01/8" = 1'-0"A5

WEST BUILDING ELEVATION

12'

01/8" = 1'-0"A6

EAST BUILDING ELEVATION

12'

ALBIA - IOWA DOT MAINTENANCE GARAGE STRUCTURAL SCHEMATIC REFERENCE

(THIS IS SCHEMATIC ONLY AND THE BUILDING MAY INCLUDE MORE STORAGE BAYS AND UPDATED PER GEOTECHNICAL REPORT -

HOOK DOWELS TO

MATCH CMU REINF.

1/2" ISOLATION JOINT

MATERIAL AND SEALANT

GROUT SOLID ALL VOIDS BELOW FFE

8" CMU WALL PER PLAN

FOOTING AND REINF.

PER PLAN & SCHEDULE

SLAB ON GRADE PER PLANE

FFE

PER PLAN

T/FTG

PER PLAN

NEEDS REVIEW

SLAB-ON-GRADE PER PLAN

8" CMU w/#5 VERT. @ 48" O.C IN

SOLID GROUTED CORES AND AT

CORNERS AND JAMBS - TYPICAL

INTERIOR WALLS

DOWEL TO MATCH CMU WALL

VERTICAL REINFORCING. PROVIDE

STD. HOOK OR DRILL AND EPOXY

USING HIT-HY 200 EPOXY SYSTEM

BY HILTI (8" EMBED)

PREPARE

SUBGRADE PER

PLAN

VAPOR BARRIER

1'-2" (2) #4 CONT.

SEE ARCHITECTURAL

DWGS FOR INTERIOR

CMU WALL LOCATIONS.

L A

P

NEEDS REVIEW

10 MIL VAPOR RETARDER -

SEE SPECIFICATIONS

NOTES:

1. ENGINEERED FILL SHALL COMPLY WITH THE FOLLOWING:

A. BE NATURALLY OR ARTIFICIALLY GRADED MIXTURE OF

NATURAL OR CRUSHED GRAVEL, CRUSHED STONE,

NATURAL OR CRUSHED SAND.

B. COMPLY WITH ASTM 2940.

C. BE UNIFORMLY GRADED WITH ALL AGGREGATE

PASSING THE 1" SIEVE SIZE.

ENGINEERED FILL COMPACTED TO 98%

STANDARD PROTOR DENSITY OR 65% RELATIVE

DENSITY. MINIMUM 24" LOW VOLUME CHANGE

MATERIAL, MINIMUM 12" OF MATERIAL

CONFORMING TO IOWA DOT SECTION4121

AGGREGATE GRADATION NO. 12A (MAY BE

CONSIDERED PART OF 24" OF LVC MATERIAL)

PREPARE SUBGRADE - SEE

SPECIFICATION APPROVED

BY SPECIAL INSPECTOR

CHAIR REINFORCING TO

PROPER POSITION

S E

E P

L A

N S

L A

B T

H

IC

K N

E S

S t) t/

T/SLAB

PER PLAN

CONCRETE SLAB ON GRADE -

SEE PLAN FOR THICKNESS

AND REINFORCING

CORNER BAR SAME

SIZE AND SPACE AS

HORIZONTAL STEEL

(LAP 36 DIA)

TWO MAT REINFORCING

SINGLE MAT REINFORCING

STANDARD

90° HOOK

COMPACTED

GRANULAR FILL

PER PLAN

REINF PER PLAN

DISCONT. THRU CJ

TROWEL FINISH UNO

VAPOR BARRIER

RESAW THIS

JOINT, CLEAN &

FILL w/JOINT

FILLER

ACI 302.1R-04 TABLE 3.2

SLAB DEPTH,

IN.

DIAMOND LOAD

PLATE DIM., IN.

DIAMOND LOAD PLATE SPACING

CENTER-TO-CENTER, IN.

5 TO 6 1/4x4 1/2x4 1/2 18

7 TO 8 3/8x4 1/2x4 1/2 18

9 TO 11 3/4x4 1/2x4 1/2 20

DIAMOND PLATE

DOWEL PER TABLE

NOTE: FOR SLAB DOWEL BETWEEN DIFFERENT THICKNESSES, USE

SMALLER SLAB DEPTH FOR DOWEL SIZE

BOND BREAKER

BETWEEN SURFACES

CONCRETE SLAB ON

GRADE PER PLAN

P E

R P

L A

N

COMPACTED

GRANULAR FILL PER

PLAN

VAPOR BARRIER

SAW JOINT PER

SPECIFICATION, CLEAN &

FILL w/JOINT SEALANT

TROWEL FINISH UNO REINF. PER PLAN

CONCRETE SLAB ON

GRADE PER PLAN

P E

R P

L A

N

D E

P T

H

/4

S L

A B

(EXTRA REINFORCING AT RE-ENTRANT CORNERS)

NOTES:

1. THESE REINFORCING BARS SHALL NOT

CROSS CONTROL, CONSTRUCTION, OR

ISOLATION JOINTS.

(2) #4x4'-0" @ TOP REINF MAT (TYP)

1/2" ISOLATION JOINT

MATERIAL AND SEALANT

8" CONCRETE WALL

REINF. w/ #4 AT 12" O.C. E.W.

MATCH

FTG ELEV.

8" SIDEWALLS WITH CORNER REINF. BARS EXTEND

HORIZ. BARS INTO FOUNDATION WALL AND FOOTING

1'-0" OR DRILL AND EPOXY AT CONTRACTORS

OPTION USING HIL-HY 200 BY HILTI (6" EMBED)

SEE TYPICAL EXTERIOR

TRENCH FOOTING

T/SLAB

PER PLAN

RIGID INSULATION PER ARCH,

LOCATE BELOW DOOR

THRESHOLD ON GRADE

SLAB ON GRADE PER PLAN

SLOPE SLAB PER CIVIL

1'-0"

4" SLAB REINF. W/ #4 AT 12"

E.W. CENTERED IN SLAB

4" VOIDFORM

#4 DOWELS AT 2'-0" O.C.

RIGID INSULATION

PER ARCH

FACE OF WALL

PER PLAN

SIDEWALK PER

CIVIL DRAWINGS

PVC PIPE SLEEVE,

ELEVATION PER PLAN

LOWER BOTTOM OF FOOTING

TO ENCASE PIPE SLEEVE IN

CONCRETE1

FOUNDATION WALL

DISCONTINUE TYP.

LONG.

REINFORCING WHERE

REQUIRED AND

PROVIDE MATCHING

BENT BARS 4'-0" MIN.

M

IN

NOTES:

1. GROUT LIFT HEIGHT TO CONFORM TO MSJC

REQUIREMENTS.

2. FOR FOOTING INFO AND ADD'L REINFORCING,

REFER TO PLANS & DETAILS

S T

R U

C T

N

O T

E S

T

Y P

S E

E P

L…