2609 Drawings.pdf

Checked By:

Drawn By:

Date:

SDL Project Number:

Drawing No.:

SealSeal

Revisions

Date:No.

Drawing Title:

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IN

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IL

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ANDERSON

COUNTY

ANIMAL

SHELTER

Blankenship & Partners, LLC

1112 Weisgarber Rd, Knoxville, TN 37909

Structural

C

Mechanical/Plumbing/Fire Protection

COPYRIGHT Blankenship & Partners, LLC

This drawing is the property of Blankenship & Partners, LLC and shall not be reproduced in whole or in part. It shall not be used for any other project. This drawing is an instrument of service only and shall be returned to the

Architect upon request.

Contact Name:

Contact Name:

Architects and Planners

Office: 865.251.2585

Project Name:

Owner:

100 N Main Street, Suite 208

Contact Name: Mayor Terry Franks

Contact Name: William R. Blankenship

Consultants:

Electrical

Contact Name: Chris Lay, P.E.

T [865] 745-4401

Knoxville, TN 37939

P.O. Box 10645

Vreeland Engineers, Inc.

Contact Name:

Civil

Anderson County

Clinton, Tennessee 37716

T [865] 457-6200

Randy Corlew, P.E.

T (423) 312.8371

Morristown, Tennessee 37814

376 Lochmere Drive

Welroc Enterprises, LLC

T (615) 320-1735

Brentwood, Tennessee 37027

750 Old Hickeory Blvd Building 1 Suite 175

Stanley D. Lindsey & Associates

T (865) 522-0393

Knoxville, Tennessee 37915

900 E Hill Ave. #350

Engineering Services Group

Rusty Whillock, P.E.

Jason D. Perry, P.E.

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Structural AXON Views

05/30/25

DP

GR & JDP

25021.00

FRONT AXON VIEW

(FOR REFERENCE ONLY - N.T.S.)

REAR AXON VIEW

(FOR REFERENCE ONLY - N.T.S.)

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AGRICULTURE

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05.30.25

STRUCTURAL NOTES

A. GENERAL

1. NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE (WHETHER OR NOT SPECIFICALLY INCORPORATED BY REFERENCE IN THE CONTRACT DOCUMENTS) SHALL BE

EFFECTIVE TO CHANGE THE DUTIES AND RESPONSIBILITIES OF OWNER, CONTRACTOR,

ENGINEER, SUPPLIER, OR ANY OF THEIR CONSULTANTS, AGENTS, OR EMPLOYEES FROM THOSE

SET FORTH IN THE CONTRACT DOCUMENTS. NOR SHALL IT BE EFFECTIVE TO ASSIGN TO THE

STRUCTURAL ENGINEER OR ANY OF THE STRUCTURAL ENGINEER'S CONSULTANTS, AGENTS, OR

EMPLOYEES ANY DUTY OR AUTHORITY TO SUPERVISE OR DIRECT THE FURNISHING OR

PERFORMANCE OF THE WORK OR ANY DUTY OR AUTHORITY TO UNDERTAKE RESPONSIBILITIES

CONTRARY TO THE PROVISIONS OF THE CONTRACT DOCUMENTS.

2. CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DOCUMENTS

(DRAWINGS AND SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED BY THE CONTRACTOR.

3. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATION, OR

ASSOCIATION OR TO CODES OF LOCAL OR STATE AUTHORITIES, SHALL MEAN THE LATEST

STANDARD, CODE, SPECIFICATION OR TENTATIVE SPECIFICATION ADOPTED AT THE DATE OF

TAKING BIDS, UNLESS SPECIFICALLY STATED OTHERWISE.

4. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF

PRACTICE OR SPECIFICATIONS OF ACI, PCI, AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT

OCCURS WITHIN THE CONTRACT DOCUMENTS, THE STRICTEST REQUIREMENT SHALL GOVERN.

5. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING CODE.

6. CONTRACTOR SHALL COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL,

MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS. ARCHITECT/STRUCTURAL

ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. FOR DIMENSIONS NOT

SHOWN ON THE STRUCTURAL DRAWINGS SEE THE ARCHITECTURAL DRAWINGS.

7. CONTRACTOR SHALL OBTAIN AND COORDINATE EDGE OF SLAB DIMENSIONS, OPENING

LOCATIONS AND DIMENSIONS, DEPRESSED SLAB LOCATIONS AND EXTENTS, SLAB SLOPES, CURB LOCATIONS, AND CMU WALL LOCATIONS. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED

OF ANY DISCREPANCY OR OMISSION.

8. CONTRACTOR SHALL VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY.

9. CONTRACTOR SHALL VERIFY THAT MISCELLANEOUS FRAMING SHOWN ON THE STRUCTURAL

DRAWINGS FOR MECHANICAL EQUIPMENT, OWNER-FURNISHED ITEMS, PARTITIONS, ETC. IS

CONSISTENT WITH THE REQUIREMENTS OF SUCH ITEMS. CONTRACTOR SHALL VERIFY

EQUIPMENT WEIGHTS, REQUIRED OPENING SIZES AND LOCATIONS IDENTIFIED ON THE

STRUCTURAL DRAWINGS ARE IN AGREEMENT WITH FINAL ARCHITECTURAL AND MECHANICAL

SHOP DRAWINGS AND SUBMITTALS.

10. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, SAFETY, TECHNIQUES,

SEQUENCES, AND PROCEDURES OF CONSTRUCTION. CONTRACTOR HAS SOLE RESPONSIBILITY

TO COMPLY WITH ALL OSHA REGULATIONS.

11. THE STRUCTURE IS STABLE ONLY IN ITS COMPLETED FORM. TEMPORARY SUPPORTS REQUIRED

FOR STABILITY DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION SHALL BE DESIGNED,

FURNISHED, AND INSTALLED BY THE CONTRACTOR. CONTRACTOR IS RESPONSIBLE FOR

CONSTRUCTABILITY ANALYSIS, AND ERECTION PROCEDURES, INCLUDING DESIGN AND ERECTION

OF FALSEWORK, TEMPORARY BRACING, ETC.

12. REPRODUCTION OF STRUCTURAL DRAWINGS FOR SHOP DRAWINGS IS NOT PERMITTED.

13. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND

CONNECTIONS SHOWN IN THE CONTRACT DOCUMENTS. REVIEW OF SHOP DRAWINGS SHALL BE

FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS REGARDING ARRANGEMENT AND SIZES

OF MEMBERS AND THE CONTRACTOR'S INTERPRETATION OF THE DESIGN LOADS AND CONTRACT

DOCUMENT DETAILS. REVIEW OF SUBMITTALS OR SHOP DRAWINGS BY THE ARCHITECT /

STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO

REVIEW AND CHECK ALL SUBMITTALS AND SHOP DRAWINGS BEFORE SUBMITTING TO THE

STRUCTURAL ENGINEER. REVIEW OF SUBMITTALS OR SHOP DRAWINGS BY THE ARCHITECT /

STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF FULL RESPONSIBILITY FOR

COMPLIANCE WITH THE CONTRACT DOCUMENTS. CONTRACTOR REMAINS SOLELY RESPONSIBLE

FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS

THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT

DOCUMENTS.

14. WHERE A SECTION OR DETAIL IS SHOWN OR DETAILED FOR ONE CONDITION, IT SHALL APPLY TO ALL SIMILAR AND LIKE CONDITIONS. DETAILS LABELED "TYPICAL" OR "TYP." ON THE STRUCTURAL

DRAWINGS APPLY TO ALL SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR

SIMILAR. THE CONTRACTOR SHALL CONSIDER ALL OF THE CONTRACT DOCUMENTS IN

DETERMINING SIMILAR AND LIKE CONDITIONS.

15. USE ONLY DIMENSIONS INDICATED ON THE CONTRACT DOCUMENTS. DO NOT SCALE DRAWINGS

OR MEASURE OBJECTS IN ELECTRONIC FILES. NOTIFY STRUCTURAL ENGINEER AND ARCHITECT

OF ANY DISCREPANCIES.

16. THE OWNER SHALL ESTABLISH A PERIODIC MAINTENANCE PROGRAM TO PROTECT THE

STRUCTURE FROM DETERIORATION. THE MAINTENANCE PROGRAM IS THE RESPONSIBILITY OF

THE OWNER AND SHOULD INCLUDE, BUT IS NOT LIMITED TO, THE FOLLOWING:

PAINTING OF EXPOSED STEEL THAT IS NOT GALVANIZED.

INSPECTION AND MAINTENANCE OF PROTECTIVE COATINGS, SEALANTS, CAULKED JOINTS,

EXPANSION JOINTS, AND CONTROL JOINTS.

REPAIR OF SPALLS AND CRACKS IN CONCRETE ELEMENTS.

REPAIR AND RESTORATION OF CORRODED ELEMENTS.

CLEANOUT OF DRAINS INCLUDING ALL ROOF AND TRENCH DRAINS AND SCUPPERS.

CLEANING OF STRUCTURAL ELEMENTS EXPOSED TO HARSH CHEMICALS INCLUDING DE-ICING

CHEMICALS.

17. THE USE OF STRUCTURAL BIM OR CAD FILES IS PROHIBITED WITHOUT WRITTEN CONSENT FROM

THE STRUCTURAL ENGINEER.

B. CODE/DESIGN CRITERIA

1. STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE, 2021

EDITION.

2. GRAVITY LOADS

2.1. UNIFORM FLOOR LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE):

GENERAL AREAS 100 PSF (INCLUDES PARTITIONS)

MECHANICAL ROOMS 150 PSF (NON-REDUCIBLE)

STAIRS 100 PSF

STORAGE — LIGHT 125 PSF (NON-REDUCIBLE)

2.2. UNIFORM ROOF LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE):

ROOF 20 PSF

GROUND SNOW LOAD, pg 10 PSF RAIN INTENSITY (15-MIN. STORM DURATION), i 6.0 IN/HR

PONDING AND DRIFT EFFECTS HAVE BEEN INCLUDED IN THE DESIGN.

2.3. CONCENTRATED FLOOR LOADS - DISTRIBUTED OVER AN AREA OF 2.5 FT2, UNLESS NOTED

OTHERWISE:

OFFICE 2,000 LB

3. WIND LOADS:

BASIC DESIGN WIND SPEED, V 105 MPH

ALLOWABLE STRESS DESIGN WIND SPEED, Vasd 81 MPH

EXPOSURE B

RISK CATEGORY II

INTERNAL PRESSURE COEFFICIENT, GCpi ± 0.18

4. EARTHQUAKE LOADS:

RISK CATEGORY II

SEISMIC IMPORTANCE FACTOR, Ie 1.0

MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS:

SS 0.510 g S1 0.121 g

SITE CLASS C

DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS:

SDS 0.441 g SD1 0.121 g

SEISMIC DESIGN CATEGORY C

BASIC SEISMIC-FORCE-RESISTING SYSTEM:

ORDINARY REINFORCED MASONRY SHEAR WALLS AND STRUCTURAL STEEL

SYSTEM NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR, R 2

SEISMIC RESPONSE COEFFICIENT, Cs 24 %

DESIGN BASE SHEAR 900 KIPS

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

5. MAXIMUM ESTIMATED DEFLECTIONS LISTED BELOW ARE EXPECTED TO OCCUR AND SHALL BE

CONSIDERED BY THE CONTRACTOR AND CLADDING DESIGNERS IN THE PERFORMANCE OF THE

WORK:

5.1. MAXIMUM ESTIMATED DEFLECTIONS (IN INCHES) ARE AS FOLLOWS:

LIVE LOAD DEAD + LIVE LOAD

FLOOR MEMBERS: L/360 L/240

WHERE, L = SPAN LENGTH (IN INCHES) BETWEEN CENTERLINES OF SUPPORTS. (FOR

CANTILEVERS, L IS TWICE THE LENGTH OF THE CANTILEVER.)

5.2. MAXIMUM LATERAL INTER-STORY DRIFT DUE TO WIND LOADING (10-YEAR MEAN

RECURRENCE INTERVAL) ARE AS FOLLOWS:

H/400 AT THE CENTER OF MASS

MAXIMUM OF 0.6" AT THE EDGE OF THE BUILDING

6. SPECIAL INSPECTIONS ARE REQUIRED PER IBC CHAPTER 17 AND AS SPECIFIED IN THE

STRUCTURAL SPECIAL INSPECTION STATEMENT PROVIDED BY THE STRUCTURAL ENGINEER.

7. NO PROVISIONS HAVE BEEN MADE FOR FUTURE HORIZONTAL OR VERTICAL EXPANSION.

C. DEFERRED STRUCTURAL SUBMITTALS

1. DEFERRED SUBMITTALS, AS DEFINED BY THE BUILDING CODE, SHALL BE SUBMITTED TO THE

BUILDING OFFICIAL BY THE CONTRACTOR. THE DEFERRED SUBMITTALS SHALL BE SIGNED AND

SEALED BY A LICENSED ENGINEER IN THE PROJECT STATE.

2. THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR THE DESIGN OF THE DEFERRED

SUBMITTAL COMPONENTS OR THE CONNECTION TO THE STRUCTURE. THE STRUCTURAL DESIGN

OF THE COMPONENTS AND THE CONNECTION TO THE STRUCTURE IS DELEGATED TO A

SPECIALTY ENGINEER WHO SHALL BE ENGAGED BY THE CONTRACTOR, VENDOR, AND / OR

SUPPLIER OF THE COMPONENTS AS PART OF THE DEFERRED SUBMITTAL PROCESS.

3. THE CONTRACTOR SHALL SUBMIT THE DEFERRED SUBMITTAL TO THE ARCHITECT / STRUCTURAL

ENGINEER FOR REVIEW. AFTER REVIEW BY THE ARCHITECT / STRUCTURAL ENGINEER THE

CONTRACTOR SHALL SUBMIT THE REVIEWED SUBMITTAL TO THE BUILDING OFFICIAL PER SECTION

107.3 OF THE BUILDING CODE.

4. THE ITEMS LISTED BELOW ARE IDENTIFIED AS DEFERRED SUBMITTALS. REFER TO THE

ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND CIVIL DRAWINGS AND

SPECIFICATIONS FOR ADDITIONAL DEFERRED SUBMITTAL COMPONENTS. ALL COSTS ASSOCIATED WITH THE PREPARATION OF THE DEFERRED SUBMITTAL, INCLUDING THE SPECIALTY ENGINEER’S

DESIGN FEES, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

SPECIALTY FOUNDATION ELEMENTS

STRUCTURAL STEEL CONNECTIONS

HANDRAILS AND GUARDRAILS

COLD-FORMED METAL FRAMING

COLD-FORMED METAL TRUSSES

EXTERIOR BUILDING SIGNAGE

SEISMIC ANCHORAGE OF ARCHITECTURAL COMPONENTS

SEISMIC ANCHORAGE OF MECHANICAL, ELECTRICAL, AND PLUMBING COMPONENTS

ANCHORAGE OF EXTERIOR ARCHITECTURAL, MECH., ELEC., AND PLUMBING EQUIPMENT

ATTACHMENT OF ROOFTOP EQUIPMENT, PIPING, & DUCTWORK TO THE UNDERLYING STRUCTURE

GLAZING SYSTEMS (e.g., CURTAIN WALL, WINDOW WALL, AND STOREFRONT SYSTEMS)

PREFABRICATED / PRE-ENGINEERED ARCHITECTURAL ELEMENTS AND STRUCTURES

OTHER ELEMENTS SPECIFICALLY IDENTIFIED IN THE CONTRACT DOCUMENTS

WINDOW WASHING SYSTEMS

FALL PROTECTION SYSTEMS

BUILDING MAINTENANCE SYSTEMS

5. DEFERRED SUBMITTAL COMPONENTS SHALL BE DESIGNED FOR THE LOADS AS DEFINED BY THE APPLICABLE BUILDING CODE WITH DESIGN DATA DEFINED IN THE SECTION B OF THE STRUCTURAL

NOTES.

6. THE DESIGN OF ITEMS LISTED BELOW ARE THE RESPONSIBILITY OF THE CONTRACTOR BUT ARE

NOT CONSIDERED A DEFERRED SUBMITTAL AND ARE NOT TO BE SUBMITTED TO THE DESIGN

TEAM. ALL COSTS ASSOCIATED WITH THE DESIGN OF THESE ELEMENTS, INCLUDING THE

SPECIALTY ENGINEER’S DESIGN FEES, SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

TEMPORARY SUPPORT OF EXCAVATION SYSTEMS

TEMPORARY BRACING / SHORING FOR STABILITY OF STRUCTURE DURING CONSTRUCTION

ALL OTHER ELEMENTS IDENTIFIED IN THE CONTRACT DOCUMENTS

D. FOUNDATION

1. FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT

PREPARED BY _____________________________________, REPORT NUMBER ___________ DATED _______________. STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR SUBSURFACE CONDITIONS

ENCOUNTERED IN THE FIELD DIFFERENT FROM THOSE ASSUMED FOR DESIGN.

2. STRUCTURAL TESTING/INSPECTION AGENCY SHALL CERTIFY THE BEARING MEDIUM.

3. INDIVIDUAL SPREAD FOOTINGS AND CONTINUOUS FOOTINGS SHALL BEAR ON SOIL CAPABLE OF

SUPPORTING 2,000 PSF.

4. FOUNDATION WALLS ARE DESIGNED FOR LATERAL PRESSURES DUE TO THE FOLLOWING

EQUIVALENT FLUID DENSITIES:

WALLS SUPPORTED AT TOP (AT-REST CONDITION): PCF

WALLS FREE TO DISPLACE AT TOP (ACTIVE CONDITION): PCF

5. PROOFROLL BUILDING AREAS WITH TWO COMPLETE COVERAGES OF A LOADED DUMP-TRUCK OR

SCRAPER. REPLACE SOFT AREAS WITH COMPACTED STRUCTURAL FILL AS REQUIRED BY THE

SPECIFICATIONS.

6. UNDERCUT THE ENTIRE BUILDING AREA TO THE EXTENT SHOWN ON THE STRUCTURAL

DOCUMENTS AND REPLACE WITH COMPACTED STRUCTURAL FILL AS REQUIRED BY THE

SPECIFICATIONS.

E. REINFORCEMENT

1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE.

2. WELDED WIRE REINFORCING SHALL CONFORM TO ASTM A1064 AND HAVE MINIMUM SIDE AND END

LAPS OF ONE CROSS WIRE SPACING PLUS 2", BUT NOT LESS THAN 6”.

3. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND

PLACEMENT. WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS,

ELEVATIONS, AND DETAILS IS NOT ACCEPTABLE.

4. PROVIDE DOWELS FROM FOUNDATIONS THE SAME SIZE AND NUMBER AS THE VERTICAL WALL OR

COLUMN REINFORCING, UNLESS NOTED OTHERWISE.

5. PLACE REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE:

5.1. CAST-IN-PLACE CONCRETE REINFORCEMENT COVER

PERMANENTLY EXPOSED TO EARTH:

CAST AGAINST THE EARTH 3” CLEAR

EXPOSED TO EARTH OR WEATHER:

FOR BARS LARGER THAN A NO. 5 BAR 2” CLEAR

NO. 5 BARS OR SMALLER 1-1/2" CLEAR

NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH:

WALLS (EXCEPT SHEAR WALLS) 3/4" CLEAR

SLABS 3/4” CLEAR

5.2. MASONRY CONCRETE REINFORCEMENT COVER

MASONRY REINFORCING STEEL SHALL BE PLACED IN THE CENTER OF CMU CELLS, UNLESS

NOTED OTHERWISE. IF REINFORCING STEEL IS NOTED TO BE PLACED OTHER THAN THE

CENTER OF THE CELL, PLACE BAR TO ACHIEVE 2" CLEAR COVER BETWEEN REINFORCING

AND OUTSIDE FACE OF CMU BLOCK.

6. REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE

STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED

AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE

APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. REINFORCING STEEL SPLICES SHALL BE

AS FOLLOWS, UNLESS NOTED OTHERWISE:

CONCRETE: CLASS B TENSION LAP - SEE REINFORCING LAP LENGTH SCHEDULE

MASONRY: SEE REINFORCING LAP LENGTH SCHEDULE

F. CAST-IN-PLACE CONCRETE

1. CONCRETE WORK SHALL CONFORM TO ACI 318 AND CRSI STANDARDS.

2. NORMAL WEIGHT STRUCTURAL CONCRETE SHALL HAVE THE FOLLOWING PROPERTIES:

EXPOSURE

CLASS

28-DAY MIN.

COMPRESSIVE

STRENGTH, ƒ’c

MAX.

w/cm

RATIO

MAX. NOM.

AGGREGATE

SIZE

FOOTINGS C1, W1 4,000 PSI 0.50 1-1/2”

INTERIOR FOUNDATION WALLS C1 4,500 PSI 0.45 1”

EXTERIOR FOUNDATION WALLS F2, C1 4,500 PSI 0.45 1”

INTERIOR SLABS-ON-GROUND C1 4,000 PSI 0.48 1”

EXTERIOR SLABS-ON-GROUND F2, C1 4,500 PSI 0.45 1”

ALL NORMAL WEIGHT CONCRETE SHALL BE CONSIDERED TO BE IN EXPOSURE CLASS F0, S0, W0, AND C0 ACCORDING TO ACI 318 UNLESS NOTED OTHERWISE ABOVE OR ELSEWHERE ON THE

STRUCTURAL DRAWINGS

3. CONCRETE MIX REQUIREMENTS

3.1. ALL CONCRETE SHALL BE PROPORTIONED TO COMPLY WITH ACI 318 CHAPTER 19 IN

ACCORDANCE WITH THE EXPOSURE CLASS INDICATED. WHERE REQUIREMENTS

INDICATED DIFFER FROM REQUIREMENTS OF CHAPTER 19, THE STRICTER REQUIREMENT

SHALL APPLY. REFER TO THE SPECIFICATIONS FOR OTHER REQUIREMENTS FOR VARIOUS

EXPOSURE CLASSES RELATIVE TO THE CEMENT TYPE, AIR ENTRAINMENT REQUIREMENTS,

CHLORIDE ION LIMITS, POZZOLAN LIMITS, AND SHRINKAGE LIMITS.

3.2. CONCRETE SHALL BE CONSIDERED EXTERIOR CONCRETE IF THE CONCRETE IS

PERMANENTLY EXPOSED TO THE WEATHER OR MOISTURE OR IF IT IS IN AN

UNCONDITIONED SPACE IN ITS COMPLETED CONFIGURATION.

3.3. ALL CONCRETE SHALL SATISFY BOTH THE SPECIFIED MAXIMUM WATER TO CEMENT RATIO

AND THE MINIMUM COMPRESSIVE STRENGTH, ƒ'c, REQUIREMENTS.

4. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATION OF SLEEVES, ACCESSORIES, ETC.

5. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS OR GROUNDS

REQUIRED TO BE ENCASED IN CONCRETE AND FOR LOCATION OF ALL CONCRETE FINISHES AND

SLAB DEPRESSIONS.

6. CONSTRUCTION JOINT LOCATIONS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER. NO

HORIZONTAL JOINTS ARE PERMITTED EXCEPT THOSE SHOWN ON THE STRUCTURAL DRAWINGS.

7. DEFECTIVE AREAS IN CONCRETE INCLUDING BUT NOT LIMITED TO, HONEY-COMBING, SPALLS, AND

CRACKS WITH WIDTHS EXCEEDING 0.012" SHALL BE BROUGHT TO THE ATTENTION OF THE

ARCHITECT / STRUCTURAL ENGINEER. REPAIR DEFECTIVE AREAS AS DIRECTED BY THE

STRUCTURAL ENGINEER.

G. CONCRETE MASONRY

1. CONCRETE MASONRY WORK SHALL CONFORM TO TMS 402/602, BUILDING CODE REQUIREMENTS

AND SPECIFICATIONS FOR MASONRY STRUCTURES.

2. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE MASONRY SHALL BE ƒ’m = 2,000 PSI.

3. MORTAR SHALL BE TYPE S AND SHALL COMPLY WITH THE BUILDING CODE REQUIREMENTS FOR

CONCRETE MASONRY.

4. CONCRETE MASONRY UNITS SHALL BE GROUTED WITH 2,500 PSI COARSE GROUT AS SHOWN IN

THE STRUCTURAL DOCUMENTS. GROUT SHALL CONFORM TO ASTM C476.

5. PROVIDE HORIZONTAL JOINT REINFORCEMENT WITH NO. 9 GAGE LONGITUDINAL WIRES AT 16"

VERTICALLY, UNLESS NOTED OTHERWISE. PROVIDE SPECIAL ACCESSORIES FOR CORNERS,

INTERSECTIONS, ETC.

6. PROVIDE OPEN BOTTOM BEAM BLOCK UNITS WITH 3" DEEP MINIMUM WEB OPENINGS AT

HORIZONTAL REINFORCEMENT LOCATIONS. A MINIMUM CLEAR SPACE OF ONE BAR DIAMETER

SHALL BE PROVIDED BETWEEN THE REINFORCING BARS AND THE FACE OF MASONRY UNITS.

7. PROVIDE CONTRACTION (CONTROL) JOINTS IN ALL CONCRETE MASONRY WALLS AT LOCATIONS APPROVED BY THE ARCHITECT AT A MAXIMUM SPACING OF 1.5 TIMES THE WALL HEIGHT OR 25'-0", WHICHEVER IS LESS. THE DISTANCE TO THE FIRST CONTRACTION JOINT FROM CORNERS OR

INTERSECTING WALLS IS LIMITED TO HALF OF THE ABOVE VALUE.

8. PROVIDE DOVETAIL ANCHORS AT 16" C/C, UNLESS NOTED OTHERWISE, WHERE MASONRY WALLS

ABUT CONCRETE SURFACES OR STRUCTURAL STEEL MEMBERS.

9. SUBMIT WRITTEN CONSTRUCTION PROCEDURES PRIOR TO THE START OF MASONRY

CONSTRUCTION.

10. MINIMUM VERTICAL WALL REINFORCEMENT SHALL BE #4@48", FOR INTERIOR WALLS AND #5@32", FOR EXTERIOR WALLS, UNLESS NOTED OTHERWISE.

H. POST-INSTALLED ANCHORS AND REINFORCING STEEL

1. POST-INSTALLED ANCHORS AND REINFORCING STEEL SHALL ONLY BE USED WHERE SPECIFIED

ON THE CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE

STRUCTURAL ENGINEER PRIOR TO INSTALLING POST-INSTALLED ANCHORS OR REINFORCING

STEEL IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE ANCHORS OR REINFORCING STEEL.

2. CONTRACTOR SHALL ARRANGE ONSITE INSTALLATION TRAINING BY THE MANUFACTURER FOR

EACH PRODUCT TO BE INSTALLED. SUBMIT TO THE STRUCTURAL ENGINEER DOCUMENTATION

CONFIRMING TRAINING OF ALL PERSONNEL WHO WILL BE INSTALLING PRODUCTS. TRAINING AND

DOCUMENTATION SHALL OCCUR PRIOR TO THE COMMENCEMENT OF PRODUCT INSTALLATION.

INSTALLATION OF ADHESIVE ANCHOR PRODUCTS IN HORIZONTAL OR UPWARDLY INCLINED

ORIENTATION RESISTING SUSTAINED TENSION LOADS SHALL BE CONDUCTED BY AN INSTALLER

CERTIFIED IN ACCORDANCE WITH THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION

PROGRAM. PROOF OF CERTIFICATION SHALL BE MAINTAINED AT THE JOB SITE.

3. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC

ANCHOR OR REINFORCING LOCATIONS. CONTRACTOR SHALL LOCATE THE POSITION OF

REINFORCING BARS AND P.T. TENDONS BY FERROSCAN, GPR, X-RAY, CHIPPING, OR OTHER

MEANS PRIOR TO ANCHOR INSTALLATION. THE CONTRACTOR SHALL NOT DAMAGE ANY

REINFORCING.

4. ADHESIVE ANCHOR INSERT SHALL BE ALL THREAD ROD OF THE FOLLOWING MATERIAL U.N.O.:

INTERIOR ENVIRONMENTS: ASTM F1554 Gr. 36 EXTERIOR ENVIRONMENTS: ASTM F1554 Gr. 36 GALV. PER ASTM B695, CLASS 65 TYPE I

CORROSIVE ENVIRONMENTS: ASTM A193 GR. B8M TYPE 316

5. MECHANICAL AND SCREW ANCHORS IN EXTERIOR AND CORROSIVE ENVIRONMENTS SHALL BE

GALVANIZED OR STAINLESS STEEL AND SHALL APPROVED BY THE MANUFACTURER FOR THE

EXPOSURE.

6. PROVIDE THE FOLLOWING INSTALLATION CONDITIONS FOR ADHESIVE ANCHORS; NOTIFY THE

STRUCTURAL ENGINEER IF THESE CONDITIONS DO NOT EXIST:

HOLES DRILLED WITH HAMMER DRILL WITH CARBIDE TIPPED DRILL BIT

DRY HOLE

CONCRETE CURED FOR A MINIMUM OF 21 DAYS

TEMPERATURE CATEGORY B (110° F LONG TERM AND 130° F SHORT TERM)

I. STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ANSI/AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AND THE AISC 303 "CODE OF STANDARD

PRACTICE FOR STEEL BUILDINGS AND BRIDGES".

2. STRUCTURAL STEEL SHALL BE OF THE FOLLOWING GRADE UNLESS NOTED OTHERWISE ON

DRAWINGS:

W, WT, C, AND MC SHAPES ASTM A992

L, M, S, MT, AND ST SHAPES ASTM A572, GRADE 50

HSS SHAPES ASTM A500, GRADE C

STEEL PIPE SHAPES ASTM A53, GRADE B

PLATES AND BARS ASTM A572, GRADE 50

ROUND ROD ASTM A36

3. BOLTS, ANCHOR RODS, AND HEADED STUDS:

3.1. ALL BOLTS SHALL BE GROUP 120 OR GROUP 150 HIGH STRENGTH BOLTS WITH A 3/4"

MINIMUM DIAMETER UNLESS NOTED OTHERWISE. BOLT SHEAR STRENGTH SHALL BE

DETERMINED IN ACCORDANCE WITH TABLE 7-1 IN THE AISC "STEEL CONSTRUCTION

MANUAL".

3.2. ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 55, UNLESS NOTED OTHERWISE.

4. CONNECTIONS:

4.1. STEEL CONNECTIONS SHALL BE DETAILED BASED ON THE DESIGN INFORMATION

PROVIDED IN THE CONTRACT DOCUMENTS. DEVIATION FROM THE CONNECTION DETAILS

DEPICTED IN THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT ADVANCE

WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER.

4.2. THE SERVICES OF A CONNECTION DESIGN SPECIALTY ENGINEER (CDSE) SHALL BE

INCLUDED IN THE CONTRACTOR'S SCOPE OF SERVICES. THE CDSE SHALL BE LICENSED IN

THE PROJECT STATE. THE CDSE IS RESPONSIBLE FOR REVIEWING THE STEEL SHOP

DRAWINGS TO ENSURE THAT ALL CONNECTION DESIGN DETAILS HAVE BEEN CORRECTLY

SHOWN ON THE SHOP DRAWINGS; AND, THE CDSE SHALL SUBMIT A SIGNED AND SEALED

LETTER, WITH EACH SHOP DRAWING SUBMITTAL, CONFIRMING THE ABOVE REVIEW.

4.3. STANDARD SHEAR CONNECTIONS SHALL BE DETAILED AS DOUBLE-ANGLE, SINGLE-PLATE,

SINGLE-ANGLE, OR TEE CONNECTIONS IN ACCORDANCE WITH CONNECTION TABLES IN

PART 10 OF THE "STEEL CONSTRUCTION MANUAL". THE CDSE SHALL SUBMIT SIGNED AND

SEALED CALCULATIONS FOR ALL SHEAR CONNECTIONS THAT CANNOT BE DETAILED

COMPLETELY FROM THE ABOVE MANUAL FOR REVIEW BY THE STRUCTURAL ENGINEER.

4.4. FOR WELDED CONNECTIONS, USE PREQUALIFIED WELDED JOINTS IN ACCORDANCE WITH

AISC AND THE STRUCTURAL WELDING CODE OF THE AMERICAN WELDING SOCIETY. "NON-

PREQUALIFIED JOINTS" SHALL BE QUALIFIED PRIOR TO FABRICATION.

4.5. THE REQUIRED REACTION USING LRFD LOAD COMBINATIONS SHALL BE AS SHOWN ON THE

STRUCTURAL DRAWINGS.

4.6. STEEL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS

SHALL BE DESIGNED BY THE CDSE WITH THE EXCEPTION OF SIMPLE SHEAR CONNECTIONS

AS DESCRIBED IN SECTION 4.3. THE CDSE SHALL SUBMIT SIGNED AND SEALED

CALCULATIONS FOR ALL SUCH CONNECTIONS.

4.7. REVIEW OF THE SHOP DRAWINGS AND/OR CONNECTION CALCULATIONS BY THE

STRUCTURAL ENGINEER DOES NOT RELIEVE THE CONTRACTOR AND CDSE OF THE FULL

RESPONSIBILITY FOR THE DESIGN AND ADEQUACY OF SUCH CONNECTIONS.

5. THE STRUCTURAL STEEL MEMBERS HAVE NOT BEEN DESIGNED TO ACCOMMODATE THE TORSION

RESULTING FROM THE ECCENTRIC LOADING OF THE PRECAST PANELS, CURTAINWALL SYSTEMS,

LIGHT GAUGE METAL FRAMING, ETC. SUPPLEMENTAL SECONDARY BRACING SHALL BE DESIGNED

AND PROVIDED BY THE SUPPLIER TO ELIMINATE TORSION.

6. ALL STEEL EXPOSED TO WEATHER OR MOISTURE SHALL BE GALVANIZED, UNLESS OTHERWISE

DIRECTED BY THE ARCHITECT.

7. THE LATERAL LOAD RESISTING SYSTEM INCLUDES STRUCTURAL STEEL, NON-STRUCTURAL STEEL

ELEMENTS, AND THE DIAPHRAGM AS INDICATED BELOW. ALL ELEMENTS OF THE LATERAL LOAD

RESISTING SYSTEM AND DIAPHRAGM ARE REQUIRED TO BE COMPLETE AS INDICATED AND

DETAILED IN THE STRUCTURAL CONTRACT DOCUMENTS TO PROVIDE THE LATERAL STRENGTH

AND STABILITY OF THE STEEL STRUCTURE. THE STRUCTURE SHALL BE CONSIDERED UNSTABLE

UNTIL THESE SYSTEMS AND ELEMENTS ARE COMPLETE.

7.1. THE LATERAL LOAD RESISTING SYSTEM FOR THE STEEL STRUCTURE INCLUDES THE

FOLLOWING ELEMENTS AS INDICATED AND DETAILED IN THE STRUCTURAL CONTRACT

DOCUMENTS:

MOMENT FRAMES

CONNECTIONS, BASEPLATES, ANCHOR RODS, AND GROUT

MASONRY SHEAR WALLS

7.2. THE LATERAL LOAD RESISTING DIAPHRAGM FOR THE STEEL STRUCTURE INCLUDES THE

FOLLOWING ELEMENTS AS INDICATED AND DETAILED IN THE STRUCTURAL CONTRACT

DOCUMENTS:

STEEL ROOF DECK

COLD-FORMED STEEL TRUSSES WITH PLYWOOD SHEATHING

8. STABILITY BRACING: THE STABILITY OF STRUCTURAL STEEL ELEMENTS, INCLUDING INDIVIDUAL

HOT-ROLLED STEEL SHAPES, IS PROVIDED BY THE FOLLOWING ELEMENTS AS INDICATED AND

DETAILED IN THE STRUCTURAL CONTRACT DOCUMENTS. THESE ELEMENTS SHALL BE COMPLETE

AS SHOWN IN THE STRUCTURAL CONTRACT DOCUMENTS BEFORE ANY TEMPORARY MEANS AND

METHODS REQUIRED FOR ERECTION ARE REMOVED.

STEEL ROOF DECK

COLD-FORMED METAL TRUSSES WITH PLYWOOD SHEETING

J. STEEL DECK

1. STEEL DECK SHALL BE PLACED OVER MULTIPLE SPANS WHEREVER POSSIBLE. WHERE SINGLE

SPAN DECK IS REQUIRED, THE CONTRACTOR SHALL DRAW SPECIFIC ATTENTION TO THOSE

LOCATIONS ON THE SHOP DRAWINGS.

2. SUBMIT SHOP DRAWINGS SHOWING THE STEEL DECK PROFILE, GAGE, PHYSICAL PROPERTIES, AND LAYOUT. THE SUBMITTAL SHALL INCLUDE ALL ACCESSORIES AND INSTALLATION DETAILS. IF DECK OTHER THAN THE BASIS OF DESIGN IS PROVIDED, THE SUBMITTAL SHALL INCLUDE LOAD

TABLES DEMONSTRATING THE DECK MEETS OR EXCEEDS THE BASIS OF DESIGN. THE LOAD

TABLES SHALL BE IN ACCORDANCE WITH THE STEEL DECK INSTITUTE (SDI) REQUIREMENTS

3. ROOF DECK:

3.1. THE 1 1/2" TYPE B ROOF DECK BASIS OF DESIGN IS 1.5B ROOF DECK PRODUCED BY

VULCRAFT (IAPMO UES ER-0652). OTHER DECK MANUFACTURERS ARE PERMITTED

PROVIDED THE FOLLOWING MINIMUM DECK PROPERTIES ARE MET OR EXCEEDED:

GAGE 22

YIELD STRESS 50 KSI

MOMENT OF INERTIA (POSITIVE BENDING), I(+) 0.155 IN4/FT

MOMENT OF INERTIA (NEGATIVE BENDING), I(-) 0.178 IN4/FT

SECTION MODULUS (POSITIVE MOMENT), S(+) 0.169 IN3/FT

SECTION MODULUS (NEGATIVE MOMENT), S(-) 0.179 IN3/FT

3.2. DECK FINISH SHALL BE GALVANIZED G60.

K. COLD-FORMED METAL FRAMING

1. COLD-FORMED METAL FRAMING DESIGN, FABRICATION, AND ERECTION SHALL BE IN

ACCORDANCE WITH AISI S100 AND AISI S202.

2. DESIGN OF COLD-FORMED METAL FRAMING MEMBERS AND THEIR CONNECTIONS IS A DEFERRED

SUBMITTAL AND SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. SUBMIT SHOP

DRAWINGS SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. SHOP DRAWINGS SHALL

INCLUDE PLACING DRAWINGS FOR FRAMING MEMBERS SHOWING SIZE AND GAGE DESIGNATIONS,

NUMBER, TYPE, LOCATION, AND SPACING. INDICATE SUPPLEMENTAL STRAPPING, BRACING,

SPLICES, BRIDGING, ACCESSORIES, AND DETAILS REQUIRED FOR PROPER INSTALLATION. REVIEW

OF SHOP DRAWINGS SHALL BE FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS

REGARDING ARRANGEMENT AND SIZES OF MEMBERS AND THE CONTRACTOR'S INTERPRETATION

OF THE DESIGN LOADS AND CONTRACT DOCUMENT DETAILS. SUCH REVIEW SHALL NOT RELIEVE

THE CONTRACTOR OF FULL RESPONSIBILITY FOR THE DESIGN OF THE COLD-FORMED STEEL

STRUCTURAL MEMBERS AND THEIR CONNECTIONS.

L. COLD-FORMED METAL TRUSSES

1. COLD-FORMED METAL TRUSS DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE

WITH AISI S100, AISI 202, AND AISI 240.

2. DESIGN OF COLD-FORMED METAL TRUSSES AND BRACING IS A DEFERRED SUBMITTAL AND SHALL

BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. SUBMIT SHOP DRAWINGS TO THE

ARCHITECT/STRUCTURAL ENGINEER AND THE BUILDING OFFICIAL PRIOR TO TRUSS INSTALLATION.

3. COLD-FORMED METAL TRUSS PROFILES SHALL BE AS SHOWN IN THE STRUCTURAL DOCUMENTS.

4. COLD-FORMED METAL TRUSSES SHALL BE DESIGNED TO SUPPORT A TOTAL SUPERIMPOSED

LOAD OF 40 PSF, CONSISTING OF 20 PSF DEAD LOAD (10 PSF TOP CHORD AND 10 PSF BOTTOM

CHORD) AND 20 PSF ROOF LIVE LOAD, UNLESS NOTED OTHERWISE.

5. COLD-FORMED METAL TRUSSES SHALL BE DESIGNED TO SUPPORT SNOW AND DRIFT LOADS AS

REQUIRED BY THE BUILDING CODE.

6. COLD-FORMED METAL TRUSSES AND THEIR ANCHORAGE SHALL BE DESIGNED TO RESIST WIND

UPLIFT.

7. DEFLECTIONS SHALL BE LIMITED TO A MAXIMUM OF L/240 FOR TOTAL LOAD AND L/360 FOR LIVE

LOAD.

8. COLD-FORMED METAL TRUSSES SHALL BE DESIGNED TO BEAR ONLY ON BEAMS AND WALLS

SPECIFICALLY NOTED AS LOAD BEARING IN THE CONTRACT DOCUMENTS.

9. ANY ALTERATION OF TRUSS MEMBERS AND COMPONENTS (CUTTING, NOTCHING, DRILLING,

SPLICING, ETC.) REQUIRES APPROVAL OF THE COLD-FORMED METAL TRUSS SPECIALTY

ENGINEER.

M. WOOD

1. THE REQUIREMENTS OUTLINED IN THIS SECTION ARE THE MINIMUM MATERIAL REQUIREMENTS AND THEIR APPLICATION. CODE REQUIREMENTS, WHEN IN EXCESS OF MINIMUM REQUIREMENTS, SHALL CONTROL. IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW AND SUBMIT ALL SHOP

DRAWINGS AND REPORT ALL DOCUMENT DISCREPANCIES TO THE STRUCTURAL ENGINEER PRIOR

TO FABRICATION OR ERECTION.

2. STRUCTURAL GLUE-LAMINATED TIMBER

2.1. STRUCTURAL GLUE-LAMINATED TIMBER SHALL BE PRODUCED IN ACCORDANCE WITH THE

AMERICAN NATIONAL STANDARD ANSI/AITC A190.1.

2.2. STRUCTURAL GLUE-LAMINATED TIMBER SHALL MEET STRESS CLASS 16F-V2

REQUIREMENTS FROM THE AF&PA NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD

CONSTRUCTION.

2.3. REFER TO ARCHITECTURAL DRAWINGS FOR APPEARANCE GRADE AND FINISH

REQUIREMENTS.

3. WOOD SHEATHING

3.1. ROOF SHEATHING SHALL BE 23/32" THICK STRUCTURAL PANELS, T&G EDGE TREATMENT,

EXPOSURE 1, PANEL INDEX 48/24, CONFORMING TO DOC PS-1 FOR PLYWOOD PANELS OR

TO DOC PS-2 FOR OSB PANELS AND STAMPED WITH APA GRADEMARK. LONG DIMENSION

SHALL BE PERPENDICULAR TO FRAMING, AND END JOINTS SHALL BE STAGGERED. PANELS

SHALL BE SCREWED TO SUPPORTS WITH SELF-TAPPING SCREWS. FASTENER SPACING

SHALL BE 6" AT PANEL EDGES AND 12" AT INTERMEDIATE SUPPORTS UNLESS NOTED

OTHERWISE. SPACE SCREWS AT 4" OVER GABLE ENDWALLS AND GABLE ENDWALL

TRUSSES.

4. ALL WOOD ELEMENTS EXPOSED TO WEATHER, IN CONTACT WITH CONCRETE OR MASONRY, OR

WITHIN 12" OF ADJACENT GRADE SHALL BE PRESERVATIVE-TREATED IN ACCORDANCE WITH

AMERICAN WOOD PROTECTION ASSOCIATION (AWPA) STANDARD U1 AND M4 FOR THE SPECIES,

PRODUCT, PRESERVATIVE AND END USE.

5. PROVIDE FIRE-TREATED WOOD AS INDICATED BY THE ARCHITECT.

Checked By:

Drawn By:

Date:

SDL Project Number:

Drawing No.:

SealSeal

Revisions

Date:No.

Drawing Title:

D R

A W

IN

G

F

IL

E

P

LO

TT

E D

O N

ANDERSON

COUNTY

ANIMAL

SHELTER

Blankenship & Partners, LLC

1112 Weisgarber Rd, Knoxville, TN 37909

Structural

C

Mechanical/Plumbing/Fire Protection

COPYRIGHT Blankenship & Partners, LLC

This drawing is the property of Blankenship & Partners, LLC and shall not be reproduced in whole or in part. It shall not be used for any other project. This drawing is an instrument of service only and shall be returned to the

Architect upon request.

Contact Name:

Contact Name:

Architects and Planners

Office: 865.251.2585

Project Name:

Owner:

100 N Main Street, Suite 208

Contact Name: Mayor Terry Franks

Contact Name: William R. Blankenship

Consultants:

Electrical

Contact Name: Chris Lay, P.E.

T [865] 745-4401

Knoxville, TN 37939

P.O. Box 10645

Vreeland Engineers, Inc.

Contact Name:

Civil

Anderson County

Clinton, Tennessee 37716

T [865] 457-6200

Randy Corlew, P.E.

T (423) 312.8371

Morristown, Tennessee 37814

376 Lochmere Drive

Welroc Enterprises, LLC

T (615) 320-1735

Brentwood, Tennessee 37027

750 Old Hickeory Blvd Building 1 Suite 175

Stanley D. Lindsey & Associates

T (865) 522-0393

Knoxville, Tennessee 37915

900 E Hill Ave. #350

Engineering Services Group

Rusty Whillock, P.E.

Jason D. Perry, P.E.

C

S D

L\ R

E V

IT

LO

C A

L_

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-A n d e rs o n C n ty

A n im a l_

S h e lt e r- S D

L2 ja so n p e rr y .r v t

/4

/2

:2 :4

A

M

S0.2

Structural Notes

05/30/25

DP

GR & JDP

25021.00

DRAWING INDEX

Sheet Number Sheet Name

S0.1 Structural AXON Views

S0.2 Structural Notes

S0.3 Structural Notes (Continued)

S0.4 Structural Statement of Special Inspections

S2.1 Foundation Plan

S2.2 Roof Framing Plan

S3.1 Typical Foundation Sections and Details

S3.2 Typical Foundation Sections and Details

S3.3 Typical CMU Wall Framing Sections and Details

S4.1 Framing Sections and Details

S4.2 Framing Sections and Details

S5.1 Roof Truss Profiles and Loading

S5.2 Roof Truss Profiles and Loading

C

OM MERC

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EE

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GNE DERETSI

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AGRICULTURE

E

ESSENNET FO E

T A

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REP .D NO

S

A J

502111 .o

NOTES:

1. LAP LENGTHS ARE CALCULATED PER ARTICLE 6 OF TMS 402 FOR GR. 60 REINFORCING AND ƒ'm = 2,000 PSI

WITH A MINIMUM LENGTH OF 40 BAR DIAMETERS.

2. EDGE BARS SHALL HAVE A MINIMUM 1/2" GROUT BETWEEN MASONRY AND REINFORCING BAR.

3. CENTERED BAR LAP LENGTHS SHALL ONLY BE USED WHEN THE MINIMUM REINFORCMENT SPACING IS 8"

(ONE PER CELL) AND THE LAP IS CENTERED WITHIN THE CELL.

4. LAP LENGTHS GIVEN IN THE ABOVE TABLE SHALL BE INCREASED BY 50% FOR EPOXY COATED REBAR.

5. CONTACT STRUCTURAL ENGINEER FOR REINFORCING AND CMU SIZES NOT SHOWN.

LAP LENGTH

8" CMU 12" & LARGER CMU

CENTER

BAR

SIZE

EDGE CENTER EDGE

#3

#4

#5

#6

#7

#8

#9

15"

20"

25"

38"

52"

79"

103"

15"

25"

39"

73"

100"

150"

191"

15"

20"

25"

30"

35"

50"

64"

15"

25"

39"

73"

100"

150"

191"

E Q

E Q

EQEQ

CENTER BAR

EDGE BAR 1

/2

M

IN

CONCRETE MASONRY UNIT LAP LENGTH SCHEDULE

LAP NOTES:

1. LAP SPLICE LENGTHS ARE BASED ON ACI 318 SECTION 25.4.2.

2. CATEGORY DEFINITIONS: (SEE ADJACENT FIGURES FOR ADDITIONAL INFORMATION)

CATEGORY 1 - OTHER CASES - DOES NOT MEET CATEGORY 2 OR 3.

CATEGORY 2 - CLEAR SPACING OF BARS BEING DEVELOPED OR

SPLICED NOT LESS THAN 2db AND CLEAR COVER NOT LESS THAN db.

CATEGORY 3 - CLEAR COVER NOT LESS THAN 2db AND THE CLEAR SPACING NOT LESS THAN 4db.

3. MINIMUM LAP SPLICE SHALL NOT BE LESS THAN 12 INCHES.

4. MULTIPLY ABOVE LAP LENGTHS BY 1.53 FOR GRADE 80 REINFORCING STEEL.

5. MULTIPLY ABOVE LAP LENGTHS BY 1.3 FOR LIGHTWEIGHT CONCRETE.

6. TOP BARS ARE DEFINED AS HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12 INCHES OF FRESH

CONCRETE IS CAST IN THE MEMBER BELOW THE DEVELOPMENT LENGTH OR SPLICE.

7. COMPRESSION LAPS FOR GR. 60 UNCOATED BARS IN NORMAL WEIGHT CONCRETE WITH A MINIMUM STRENGTH OF

3,000 PSI SHALL BE 30db. USE 48db FOR GR. 80 COMPRESSION LAP.

8. IF BARS OF DIFFERENT SIZE ARE LAP SPLICED IN TENSION, SPLICE LENGTH SHALL BE THE GREATER OF A CLASS A

LAP OF THE LARGER BAR AND A CLASS B LAP OF THE SMALLER BAR.

CATEGORY 2 CLEAR SPACING AT

STAGGERED SPLICES

CATEGORY 3 CLEAR SPACING AT

OFFSET COLUMN BARS

FACE OF

CONCRETE

OFFSET BARS

FROM COLUMN

BELOW

BARS IN COLUMN

ABOVE

> = 2db d b

SPACING

CLEAR

≥ = 4db d b

FACE OF

CONCRETE

CLEAR SPACING

REINFORCING LAP LENGTH SCHEDULE

TENSION LAP SPLICE LENGTHS, (INCHES) FOR GRADE 60 (4)

UNCOATED BARS, f'c = 3,000psi; NORMAL-WEIGHT CONCRETE (5)

LAP LENGTH PER SPACING AND COVER CASE (3)

BAR

SIZE

LAP

CLASS

TOP BARS (6)

CATEGORY (2)

OTHER BARS

CATEGORY (2)

A B

#3 32

2 3 1 2 3

#4

#5

#6

#7

#8

#9

#10

#11

A B

A B

A B

A B

A B

A B

A B

A B

TENSION LAP SPLICE LENGTHS, (INCHES) FOR GRADE 60 (4)

UNCOATED BARS, f'c = 4,000psi; NORMAL-WEIGHT CONCRETE (5)

LAP LENGTH PER SPACING AND COVER CASE (3)

BAR

SIZE

LAP

CLASS

TOP BARS (6)

CATEGORY (2)

OTHER BARS

CATEGORY (2)

A B

#3 28

2 3 1 2 3

#4

#5

#6

#7

#8

#9

#10

#11

A B

A B

A B

A B

A B

A B

A B

A B

TENSION LAP SPLICE LENGTHS, (INCHES) FOR GRADE 60 (4)

UNCOATED BARS, f'c = 5,000psi; NORMAL-WEIGHT CONCRETE (5)

LAP LENGTH PER SPACING AND COVER CASE (3)

BAR

SIZE

LAP

CLASS

TOP BARS (6)

CATEGORY (2)

OTHER BARS

CATEGORY (2)

A B

#3 25

2 3 1 2 3

#4

#5

#6

#7

#8

#9

#10

#11

A B

A B

A B

A B

A B

A B

A B

A B

D E

P T

H h

E M

B E

D M

E N

T

D E

P T

H

B E

D M

E N

T

D E

P T

H

B E

D M

E N

T

C O

O R w

M

A N

U F

H O

L E

D E

P T

H

C O

O R w

M

A N

U F

H O

L E

D E

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H

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H O

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D E

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H

NOTES:

1. POST INSTALLED ANCHORS SHALL BE ONE OF THE PRODUCTS LISTED IN THE TABLE BELOW, UNLESS A SUBSTITUTION

IS APPROVED BY THE STRUCTURAL ENGINEER.

2. THE EMBEDMENT DEPTH SPECIFIED IS THE MINIMUM LENGTH OF THE ANCHOR INTO THE HOLE (NOMINAL EMBEDMENT

DEPTH, hnom).

3. COORDINATE THE ACTUAL ANCHOR LENGTH w/ THE SPECIFIED MINIMUM EMBEDMENT DEPTH, ATTACHMENT

THICKNESS, WASHERS, ETC.

4. ANCHORS AND REINFORCING STEEL SHALL BE INSTALLED PER THE MANUFACTURER’S PRINTED INSTALLATION

INSTRUCTIONS (MPII).

5. COORDINATE THE REQUIRED DRILL BIT TYPE, NOMINAL DIAMETER, AND HOLE DEPTH w/ THE ANCHOR

MANUFACTURER AND THE CODE EVALUATION REPORT. CLEAN THE HOLE AS REQUIRED BY THE MANUFACTURER AND

CODE EVALUATION REPORT REQUIREMENTS FOR THE SELECTED INSTALLATION METHOD.

6. DO NOT DAMAGE ANY EXISTING REINFORCING, INCLUDING PT TENDONS, DURING THE INSTALLATION PROCESS OF

POST-INSTALLED ANCHORS.

7. ANCHORS SHALL BE INSTALLED WITHIN 6° OF PERPENDICULAR TO THE CONCRETE OR MASONRY SURFACE, UNLESS

NOTED OTHERWISE.

8. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS. IF NO SPACING OR EDGE DISTANCES ARE SPECIFIED ON THE STRUCTURAL DRAWINGS, REFER TO APPLICABLE EVALUATION

REPORT FOR CRITICAL SPACING AND EDGE DISTANCES.

9. REFERENCE THE STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS.

10. MINIMUM EMBEDMENT DEPTHS SHALL BE THE FOLLOWING, UNLESS NOTED OTHERWISE:

8 × ANCHOR DIAMETER FOR EXPANSION AND SCREW ANCHORS

12 × ANCHOR DIAMETER OR REINFORCING DIAMETER FOR ADHESIVE ANCHORS.

ADHESIVE

ANCHOR w/

REINFORCING

EXPANSION

ANCHOR

SCREW

ANCHOR

POST-INSTALLED ANCHOR INFORMATION

TABLE NOTES:

1. ANCHOR PRODUCT MUST HAVE AN EVALUATION REPORT LISTED TO BE USED IN THE APPLICABLE BASE MATERIAL. IF A "-" IS LISTED IN THE TABLE ABOVE, THEN THE ANCHOR PRODUCT IS NOT PERMITTED IN THAT BASE MATERIAL.

2. ANCHORS IN EXTERIOR AND CORROSIVE ENVIRONMENTS SHALL BE APPROVED BY THE MANUFACTURER FOR THE

EXPOSURE.

3. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE SPECIFIED IN THIS TABLE SHALL BE SUBMITTED BY THE CONTRACTOR TO THE STRUCTURAL ENGINEER ALONG WITH CALCULATIONS THAT ARE SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING EQUIVALENT PERFORMANCE (MINIMUM) OF THE SPECIFIED PRODUCTS. THE SUBSTITUTION REQUEST SHALL INCLUDE CODE EVALUATION REPORTS STATING THAT THE PRODUCTS ARE APPROVED FOR THE INTENDED USE AND COMPLIANT WITH THE APPLICABLE BUILDING CODE. THE CALCULATIONS SHALL USE THE APPROPRIATE

DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING CODE.

D E

P T

H

B E

D M

E N

T

C O

O R w

M

A N

U F

H O

L E

D E

P T

H

ADHESIVE

ANCHOR w/

THREADED ROD

h n o m h n o m h n o m h n o m

PERMISSIBLE POST-INSTALLED ANCHOR PRODUCTS

ANCHOR

TYPE

MANUFACTURER PRODUCT NAME

BASE MATERIAL

CONCRETE

SOLID GROUTED

CMU

HOLLOW CMU

EXPANSION

ANCHOR

SIMPSON STRONG-TIE STRONG-BOLT 2 ICC ESR-3037 IAPMO-UES ER-240 -

HILTI KWIK BOLT-TZ2 ICC ESR-4266 ICC ESR-4561 -

DEWALT

POWER-STUD+ SD2 ICC ESR-2502 - -

POWER-STUD+ SD1 - ICC ESR-2966 -

SCREW

ANCHOR

SIMPSON STRONG-TIE TITEN-HD ICC ESR-2713 ICC ESR-1056 ICC ESR-1056

HILTI

KWIK HUS-EZ ICC ESR-3027 ICC ESR-3056 -

KWIK-CON II - - NO REPORT

DEWALT

SCREW-BOLT+ ICC ESR-3889 ICC ESR-4042 -

TAPPER + - - ICC ESR-3196

SHALLOW

ANCHOR

HILTI HDI-P-TZ ICC ESR-4236 - -

DEWALT MINI-UNDERCUT+ ICC ESR-3912 - -

ADHESIVE

ANCHORS

SIMPSON STRONG-TIE

SET-3G ICC ESR-4057 ICC ESR-4844 ICC ESR-4844

AT-3G FAST-CURE ICC ESR-5026 - -

HILTI

HIT-RE 500 V3 SLOW CURE ICC ESR-3814 - -

HIT-HY 200 V3 FAST CURE ICC ESR-4868 - -

HIT-HY 200 V3 - ICC ESR-4878 -

HIT-HY 270 - ICC ESR-4143 ICC ESR-4143

DEWALT

PURE110+ ICC ESR-3298 - -

AC100+ GOLD - ICC ESR-3200 ICC ESR-3200

Checked By:

Drawn By:

Date:

SDL Project Number:

Drawing No.:

SealSeal

Revisions

Date:No.

Drawing Title:

D R

A W

IN

G

F

IL

E

P

LO

TT

E D

O N

ANDERSON

COUNTY

ANIMAL

SHELTER

Blankenship & Partners, LLC

1112 Weisgarber Rd, Knoxville, TN 37909

Structural

C

Mechanical/Plumbing/Fire Protection

COPYRIGHT Blankenship & Partners, LLC

This drawing is the property of Blankenship & Partners, LLC and shall not be reproduced in whole or in part. It shall not be used for any other project. This drawing is an instrument of service only and shall be returned to the

Architect upon request.

Contact Name:

Contact Name:

Architects and Planners

Office: 865.251.2585

Project Name:

Owner:

100 N Main Street, Suite 208

Contact Name: Mayor Terry Franks

Contact Name: William R. Blankenship

Consultants:

Electrical

Contact Name: Chris Lay, P.E.

T [865] 745-4401

Knoxville, TN 37939

P.O. Box 10645

Vreeland Engineers, Inc.

Contact Name:

Civil

Anderson County

Clinton, Tennessee 37716

T [865] 457-6200

Randy Corlew, P.E.

T (423) 312.8371

Morristown, Tennessee 37814

376 Lochmere Drive

Welroc Enterprises, LLC

T (615) 320-1735

Brentwood, Tennessee 37027

750 Old Hickeory Blvd Building 1 Suite 175

Stanley D. Lindsey & Associates

T (865) 522-0393

Knoxville, Tennessee 37915

900 E Hill Ave. #350

Engineering Services Group

Rusty Whillock, P.E.

Jason D. Perry, P.E.

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05/30/25

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1704.2.5 INSPECTION OF FABRICATORS

PRE-CAST CONCRETE CONSTRUCTION

STRUCTURAL STEEL CONSTRUCTION

WOOD CONSTRUCTION

COLD FORMED METAL CONSTRUCTION

VERIFICATION OF WELDING CONSUMABLES, FILLER METALS, PROCEDURE SPECIFICATIONS,

PROCEDURE QUALIFICATION RECORDS, AND PERSONNEL PERFORMANCE QUALIFICATION

RECORDS

NONDESTRUCTIVE TESTING OF WELDING

INSPECTION OF WELDING

MATERIAL VERIFICATION OF WELD FILLER MATERIALS

VERIFICATION OF FABRICATOR AND ERECTOR DOCUMENTS AS LISTED IN AISC 360, CHAPTER N, PARAGRAPH 3.2

PRE-STRESSING STEEL INSTALLATION

ERECTION OF PRE-CAST CONCRETE MEMBERS

CONCRETE FIELD SAMPLING AND TESTING

REVIEW CERTIFIED MILL REPORTS

CONCRETE STRENGTH TESTING

REINFORCING PLACEMENT, CAST-IN-PLACE BOLTS, POST INSTALLED ANCHORS CONCRETE

AND SHOTCRETE PLACEMENT AND CURING OPERATIONS. INSPECTION OF FORMWORK FOR

SHAPE, LOCATION AND DIMENSIONS

VERIFICATION OF f'm AND f'ACC

MORTAR JOINT CONSTRUCTION, GROUT PROTECTION AND PLACEMENT, MATERIALS

PROPORTION, TYPE/SIZE/LOCATION OF REINFORCEMENT, STRUCTURAL ELEMENTS,

ANCHORAGE, AND CONNECTORS

SAMPLING/TESTING OF GROUT/MORTAR SPECIMENS

INSPECTION OF WELDING OF REINFORCING STEEL

OBSERVE PREPARATION OF MASONRY PRISMS FOR TESTING OF COMPRESSIVE STRENGTH

OF MASONRY, f'm AND f'ACC

TESTING OF WELDING OF REINFORCING STEEL

OBSERVE INSTALLATION

OBSERVE LOAD TESTS

OBSERVE STRUCTURAL PANEL SHEATHING, SIZE OF FRAMING MEMBERS, NAIL OR STAPLE

DIAMETER AND LENGTH, NUMBER OF FASTENER LINES, AND SPACING OF FASTENER LINES

AND FASTENERS FOR COMPLIANCE WITH CONSTRUCTION DOCUMENTS FOR THE PROJECT

WORK OF UNUSUAL OR SPECIAL NATURE

VERIFY USE OF REQUIRED DESIGN MIX

POST-TENSIONED CONCRETE FORCE APPLICATION

REINFORCING STEEL WELDABILITY, REINFORCING WELDING, WELD FILLER MATERIAL

TESTING OF WELDING OF REINFORCING STEEL

PRE-STRESSED (PRE-TENSIONED) CONCRETE FORCE APPLICATION

OBSERVE SITE PREPARATION, FILL PLACEMENT TESTING OF COMPACTION FOR COMPLIANCE

WITH THE CONSTRUCTION DOCUMENTS FOR THE PROJECT

OBSERVE TEST BEARING MATERIALS BELOW SHALLOW FOUNDATIONS FOR ABILITY TO ACHIEVE

DESIGN BEARING CAPACITY

REVIEW COMPACTION TESTING FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS FOR

THE PROJECT

KEY:

A. LICENSED PROFESSIONAL ENGINEER COMPETENT IN THE SPECIFIC TASK AREA.

B. REGISTERED ARCHITECT COMPETENT IN THE SPECIFIC TASK AREA.

C. ICC SPECIAL INSPECTOR CERTIFICATION SPECIFIC TO THE MATERIAL AND TESTING METHODOLOGY AS APPLICABLE.

D. PTI CERTIFICATION, LEVEL 2, BONDED OR UNBONDED AS APPLICABLE

E. PCI CERTIFIED INSPECTOR

F. AWS-CWI CERTIFIED WELDING INSPECTOR

G. ASNT NON-DESTRUCTIVE TESTING TECHNICIAN - LEVEL II OR III.

H. ACI CONCRETE CONSTRUCTION SPECIAL INSPECTOR

I. NICET TECHNICIAN - LEVELS II OR HIGHER SPECIFIC TO THE MATERIAL AND TESTING METHODOLOGY AS APPLICABLE.

J. ACI CONCRETE FIELD TESTING TECHNICIAN w/GRADE 1 CERTIFICATION.

K. NCMA CONCRETE MASONRY TESTING PROCEDURES CERTIFICATION

L. NICET CERTIFIED ENGINEERING TECHNOLOGISTS (CT).

M. ACI STRENGTH TESTING TECHNICIAN

N. OTHER QUALIFIED SPECIAL INSPECTOR AS APPROVED BY THE BUILDING OFFICIAL AND STRUCTURAL ENGINEER

ORGANIZATION ABBREVIATIONS:

ACI - AMERICAN CONCRETE INSTITUTE

AWS - AMERICAN WELDING SOCIETY

ASNT - AMERICAN SOCIETY OF NON-DESTRUCTIVE TESTING

ICC - INTERNATIONAL CODE COUNCIL

NCMA - NATIONAL CONCRETE MASONRY ASSOCIATION

NICET - NATIONAL INSTITUTE FOR CERTIFICATION IN ENGINEERING TECHNOLOGIES

PTI - POST-TENSIONING INSTITUTE

PCI - PRECAST/PRESTRESSED CONCRETE INSTITUTE

NOTES:

1. THE SPECIAL INSPECTOR SHALL MEET ONE OF THE MINIMUM QUALIFICATIONS LISTED FOR THE APPLICABLE CATEGORY OF TESTING AND

INSPECTION SUBJECT TO APPROVAL OF THE BUILDING OFFICIAL.

2. MATERIALS TESTING SHALL BE DONE BY AN APPROVED TESTING AGENCY MEETING THE REQUIREMENTS OF IBC SECTION 1703 AND ASTM

E 329.

STRUCTURAL SPECIAL INSPECTION SCHEDULE:

FABRICATORS

STEEL CONSTRUCTION

CONCRETE CONSTRUCTION (REBAR FABRICATION)

WOOD CONSTRUCTION

COLD FORM METAL CONSTRUCTION

OTHER CONSTRUCTION

STRUCTURAL SPECIAL INSPECTION STATEMENT

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 THIS PROJECT AS WELL AS THE NAME OF THE SPECIAL INSPECTION COORDINATOR AND THE IDENTITY OF OTHER APPROVED AGENCIES TO BE RETAINED FOR CONDUCTING THESE INSPECTIONS AND TESTS. THIS STATEMENT OF SPECIAL INSPECTIONS ENCOMPASSES THE STRUCTURAL DISCIPLINE.

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.

INTERIM REPORTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. INTERIM REPORTS SHALL BE SUBMITTED TO THE REGISTERED DESIGN PROFESSIONAL IN CHARGE

WEEKLY.

A FINAL REPORT OF SPECIAL INSPECTIONS DOCUMENTING COMPLETION OF ALL REQUIRED SPECIAL INSPECTIONS, TESTING AND CORRECTION 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.

THIS STATEMENT OF SPECIAL INSPECTIONS IS NOT INTENDED TO INCORPORATE ALL ASPECTS OF THE SPECIAL INSPECTION PROGRAM AS DEFINED IN THE SPECIAL INSPECTION AND STRUCTURAL TESTING REQUIREMENTS OF THE BUILDING CODE. REFER TO OTHER DISCIPLINES FOR REMAINING SPECIAL INSPECTIONS THAT MAY BE REQUIRED.

THE STRUCTURAL ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ENSURING THE SPECIAL INSPECTION PROGRAM IS

CONDUCTED IN ACCORDANCE WITH THIS PLAN.

THIS STATEMENT OF SPECIAL INSPECTIONS INCLUDES THE FOLLOWING INSPECTION CATEGORIES:

FABRICATORS

SOILS

DRIVEN DEEP FOUNDATIONS

CAST-IN-PLACE DEEP FOUNDATIONS

HELICAL PILE FOUNDATIONS

H-PILES

CONCRETE CONSTRUCTION

MASONRY CONSTRUCTION - LEVEL 1

MASONRY CONSTRUCTION - LEVEL 2

MASONRY CONSTRUCTION - LEVEL 3

STRUCTURAL STEEL CONSTRUCTION

STRUCTURAL STEEL SEISMIC FORCE-

RESISTING SYSTEM

OPEN-WEB STEEL JOISTS AND

JOIST GIRDERS

COLD-FORMED STEEL DECK

COLD-FORMED STEEL TRUSSES

COLD-FORMED STEEL LIGHT FRAME

CONSTRUCTION

WOOD CONSTRUCTION

CONFIGURATION AND FINISH OF ACCESS HOLES

FIT-UP OF FILLET WELDS

• DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

CONTROL AND HANDLING OF WELDING CONSUMABLES

• PACKAGING

• EXPOSURE CONTROL

NO WELDING OVER CRACKED TACK WELDS

ENVIRONMENTAL CONDITIONS

• WIND SPEED WITHIN LIMITS

• PRECIPITATION AND TEMPERATURE

WPS FOLLOWED

• SETTING OF WELDING EQUIPMENT

• TRAVEL SPEED

• SELECTED WELDING MATERIALS

• SHIELDING GAS TYPE / FLOW RATE

• PREHEAT APPLIED

• INTERPASS TEMPERATURE MAINTAINED (MIN. / MAX.)

• PROPER POSITION (F, V, H, OH)

WELDING TECHNIQUES

• INTERPASS AND FINAL CLEANING

• EACH PASS WITHIN PROFILE LIMITATIONS

• EACH PASS MEETS QUALITY REQUIREMENTS

AISC 360,

N5.4-2

AISC 360,

N5.4-3

WELDS MEET VISUAL ACCEPTANCE CRITERIA

• CRACK PROHIBITION

• WELD / BASE-METAL FUSION

• CRATER CROSS SECTION

• WELD PROFILES

• WELD SIZE

• UNDERCUT

• POROSITY

AISC 360,

N5.6

AISC 360,

N5.6

AISC 360,

N5.6

INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES.

VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE

AND TECHNIQUES.

INSPECT PRESTRESSED CONCRETE FOR:

a. APPLICATION OF PRESTRESSING FORCES; AND

b. GROUTING OF BONDED PRESTRESSING TENDONS.

INSPECT ERECTION OF PRECAST CONCRETE MEMBERS.

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.

INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.

1908.6, 1908.7, 1908.8

ACI 318: 26.5

ACI 318:

26.5.3-26.5.5

1908.9

ACI 318: 26.10 -

ACI 318:

26.11.1.2(b)

AISC 360,

N5.5

FIT-UP OF CJP GROOVE WELDS OF HSS T-, Y- AND K-JOINTS WITHOUT

BACKING (INCLUDING JOINT GEOMETRY)

• JOINT PREPARATIONS

• DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS

VISUALLY INSPECT THE WELD ACCESS HOLE FOR CRACKS AFTER WELDING

ROLLED HEAVY SHAPES AND BUILT-UP HEAVY SHAPES

SPECIAL INSPECTION AGENCIES

SPECIAL INSPECTOR

TO BE DETERMINED -

ADDRESS AND TELEPHONE NUMBERFIRMRESPONSIBILITY

NOTES:

1.THE INSPECTORS AND TESTING AGENCIES SHALL BE ENGAGED BY THE OWNER OR THE OWNER'S AGENT, AND NOT BY THE

CONTRACTOR.

2.ANY CONFLICT OF INTEREST MUST BE DISCLOSED TO THE BUILDING OFFICIAL AND THE DESIGN PROFESSIONAL PRIOR TO

COMMENCING WORK.

3.THE MINIMUM QUALIFICATIONS OF THE SPECIAL INSPECTOR(S) AND/OR TESTING AGENCIES SHALL BE THOSE LISTED IN THE MINIMUM SPECIAL INSPECTOR QUALIFICATIONS TABLE. THE QUALIFICATIONS OF THE SPECIAL INSPECTOR(S) AND/OR

TESTING AGENCIES MAY BE SUBJECT TO THE APPROVAL OF THE BUILDING OFFICIAL.

4. INSPECTION OF FABRICATORS IS NOT REQUIRED WHERE THE FABRICATOR IS APPROVED IN ACCORDANCE WITH SECTION

1704.2.5.1 OF THE BUILDING CODE.

VERIFY FABRICATION AND IMPLEMENTATION PROCEDURES

- 1705.2

1705.3

1705.5

1705.2

1705.1.1

APPLICABLE

TO THIS

PROJECT?

VERIFICATION AND INSPECTION TASK

FREQUENCY

CONTINUOUS PERIODIC

REFERENCED

STANDARD

CODE

REFERENCE

APPLICABLE

TO THIS

PROJECT?

VERIFICATION AND INSPECTION TASK

FREQUENCY

CONTINUOUS PERIODIC

REFERENCED

STANDARD

CODE

REFERENCE

STRUCTURAL SPECIAL INSPECTION SCHEDULE:

SOILS

VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE

ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.

VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH

AND HAVE REACHED PROPER MATERIAL.

PERFORM CLASSIFICATION AND TESTING OF COMPACTED

FILL MATERIALS.

VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT

THICKNESSES DURING PLACEMENT AND COMPACTION OF

COMPACTED FILL.

PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE

SUBGRADE AND VERIFY THAT SITE…