2025_04_21 _ Sandy Springs City Center Cister.pdf

PROJECT NO:

DATE:

SCALE:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

NO: DATE DRAWING ISSUE DESCRIPTION

This document is an instrument of service prepared solely for Kimley-Horn's client and for a particular purpose. Any other use or reliance is without liability to Kimley-Horn.

SEALS

CISTERN BAFFLE WALL REPAIR

1200 PEACHTREE STREET

SUITE 800

ATLANTA, GA 30309

PHONE: 404.419.8700

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02/11/25

95% CONSTRUCTION DOCUMENTS

GENERAL NOTES

SANDY SPRINGS

GA

1.00 CODE INFORMATION

1.01 THE CONTRACT DOCUMENTS ARE BASED ON THE REQUIREMENTS OF THE 2018 INTERNATIONAL BUILDING CODE (IBC) AND THE

2020, 2022, & 2024 STATE OF GEORGIA AMENDMENTS.

1.02 SUPPLEMENTARY BUILDING CODE REFERENCES INCLUDE THOSE REFERENCES LISTED BELOW (CODE VERSIONS AS

REFERENCED BY THE APPLICABLE BUILDING CODE).

1. GENERAL

i. ASCE 7-16 - MINIMUM DESIGN LOADS AND ASSOCIATED CRITERIA FOR BUILDINGS AND OTHER STRUCTURES

2. CAST-IN-PLACE CONCRETE

i. ACI 318-14 - BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

ii. ACI 380-50 — CODE REQUIREMENTS FOR ENVORMENTAL ENGINEERING CONCRETE STRUCTURES.

3. STRUCTURAL STEEL

i. AISC 360-16 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

ii. AISC 303 - CODE OF STANDARD PRACTICE FOR STRUCTURAL STEEL BUILDINGS AND BRIDGES

iii. AISC 341-16 - SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS

iv. AWS D1.4/D1.4M (2017) - STRUCTURAL WELDING CODE — STEEL

2.00 DOCUMENTS AND LIMITATIONS

2.01 THESE STRUCTURAL DOCUMENTS, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF

SERVICE, ARE INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF, AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND

ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.

2.02 IT IS UNDERSTOOD THAT THE CONSULTANT MAKES NO WARRANTY, EITHER EXPRESSED OR IMPLIED, AS TO FINDINGS, DESIGNS, RECOMMENDATIONS, SPECIFICATIONS, OPINION OR PROFESSIONAL ADVICE, EXCEPT THAT THESE INSTRUMENTS OF SERVICE HAVE BEEN PREPARED IN ACCORDANCE WITH THE GENERALLY ACCEPTED PROFESSIONAL ENGINEER PRACTICES.

2.03 ALL NON-STRUCTURAL ELEMENTS INDICATED ON THE STRUCTURAL DRAWINGS HAVE BEEN SHOWN IN GENERAL TO THE RELATIONSHIP TO THE STRUCTURAL ELEMENTS ONLY. ACCORDINGLY, THEY SHALL NOT BE ASSUMED TO BE ACCURATE AND REFERENCE MUST BE MADE TO THE APPROPRIATE CONSULTANT(S), PLANS AND SPECIFICATIONS.

2.04 NOTES ON THIS AND THE FOLLOWING SHEETS ARE PART OF THE PROJECT REQUIREMENTS BUT ARE NOT INTENDED TO REPLACE THE PROJECT SPECIFICATIONS. IN CASE OF CONFLICTS BETWEEN THE REQUIREMENTS OF THE SPECIFICATIONS AND THESE

NOTES, THE MORE STRINGENT REQUIREMENT SHALL APPLY.

2.05 STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS. THEY ARE AUGMENTED BY TECHNICAL SPECIFICATIONS AND MUST BE COORDINATED WITH ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL AND PLUMBING DOCUMENTS.

2.06 THE SPECIFICATIONS ARE AN INTEGRAL PART OF THE CONTRACT DOCUMENTS AND SHALL BE USED IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL DETERMINE AND COORDINATE REQUIREMENTS FROM OTHER DISCIPLINES AND SHALL PROVIDE APPROPRIATE ALLOWANCES IN BID DOCUMENTS TO PROPERLY IMPLEMENT THE REQUIREMENTS OF THE

CONTRACT DOCUMENTS.

2.07 IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO OBTAIN ALL CONTRACT DOCUMENTS AND LATEST ADDENDA AND TO SUBMIT SUCH DOCUMENTS TO ALL SUB-CONTRACTORS AND MATERIAL SUPPLIERS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS, FABRICATION OF ANY STRUCTURAL MATERIALS OR MEMBERS, AND/OR ANY ERECTION OF MEMBERS IN THE FIELD.

2.08 THE CONTRACTOR SHALL VERIFY ALL OPENING SIZES AND LOCATIONS WITH OTHER DISCIPLINES. THE DRAWINGS DO NOT SHOW ALL OPENINGS REQUIRED. ADDITIONAL OPENINGS, BLOCKOUTS AND/OR SLEEVES MAY BE REQUIRED BY OTHER DISCIPLINES AND SHALL BE CONSTRUCTED USING THE TYPICAL DETAILS AND/OR THE CRITERIA INDICATED ON THE STRUCTURAL DRAWINGS.

OPENINGS THAT ARE REQUIRED BUT HAVE NOT BEEN SHOWN ON THE STRUCTURAL DRAWINGS MUST BE APPROVED BY THE

STRUCTURAL ENGINEER OF RECORD.

2.09 THE GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL, CIVIL, AND STRUCTURAL DRAWINGS AND REPORT ANY DISCREPANCY BETWEEN EACH SET OF DRAWINGS AND/OR WITHIN EACH SET OF DRAWINGS TO THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO THE FABRICATION AND/OR INSTALLATION OF ANY STRUCTURAL MEMBERS.

2.10 THE GENERAL NOTES ARE AN OUTLINE OF MINIMUM MATERIAL REQUIREMENTS AND THEIR APPLICATION. MANUFACTURER SPECIFICATIONS AND LOCAL CODE REQUIREMENTS, WHEN IN EXCESS OF MINIMUM SPECIFICATIONS SHOWN IN THE STRUCTURAL

DRAWINGS AND/OR THE PROJECT SPECIFICIATIONS, SHALL CONTROL.

2.11 DETAILS LABELED AS "TYPICAL" DETAILS ON THESE DRAWINGS SHALL APPLY TO ALL SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY DETAILED. THE APPLICABILITY OF A "TYPICAL" DETAIL TO ITS LOCATION ON THE PLANS IS INDICATED BY THE TITLE OF THE "TYPICAL" DETAIL. "TYPICAL" DETAILS SHALL APPLY WHETHER THEY ARE KEYED AT A PARTICULAR LOCATION OR NOT. IF THERE IS A QUESTION AS TO THE APPLICABILITY OF A PARTICULAR "TYPICAL" DETAIL, ANY DECISION REGARDING APPLICABILITY SHALL BE DETERMINED BY THE STRUCTURAL ENGINEER.

2.12 THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS OF ANY EXISTING BUILDINGS OR OTHER STRUCTURES THAT ARE TO REMAIN AND SHALL REPORT ANY DISCREPANCIES FROM ASSUMED CONDITIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO THE FABRICATION AND/OR INSTALLATION OF ANY STRUCTURAL MEMBERS.

2.13 GENERAL CONTRACTOR SHALL MONITOR THE LOCATION AND CONDITION OF ANY EXISTING BUILDINGS OR OTHER STRUCTURES THAT ARE TO REMAIN. MONITORING SHALL BEGIN PRIOR TO EXCAVATION AND SHALL CONTINUE DURING ALL ON-SITE CONSTRUCTION ACTIVITIES. ANY CHANGES IN LOCATION OR CONDITION OF EXISTING STRUCTURES SHALL BE REPORTED TO THE

ARCHITECT AND STRUCTURAL ENGINEER.

2.14 TEMPORARY AND PERMANENT EXCAVATION RETENTION SYSTEMS SHALL BE PERIODICALLY MONITORED (DAILY OBSERVATION IS

RECOMMENDED) AND REPORTED AS A PART OF THE THIRD PARTY INSPECTIONS.

2.15 COSTS INCURRED BY THE ARCHITECT AND/OR STRUCTURAL ENGINEER FOR STRUCTURAL INVESTIGATION AND/OR DESIGN

CHANGES SHALL BE PAID BY THE CONTRACTOR.

2.16 THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ARRANGING PRECONSTRUCTION MEETINGS FOR THE FOUNDATION AND SUPERSTRUCTURE ELEMENTS OF THE BUILDING FRAME WITH A MINIMUM OF TWO (2) WEEKS OF NOTICE PRIOR TO THE START OF THE RELEVANT WORK. ATTENDEES SHALL INCLUDE THE GENERAL CONTRACTOR, APPROPRIATE SUBCONTRACTORS, FABRICATORS, INSPECTORS, ARCHITECT, STRUCTURAL ENGINEER, AND ANY OTHER APPROPRIATE DESIGN CONSULTANTS. THE MEETING AGENDA SHALL INCLUDE A REVIEW OF WORK SCOPE, PROJECT SCHEDULE OF THE SCOPE IN QUESTION, CONTACT INFORMATION FOR RESPONSIBLE PARTIES, INSPECTION SCOPE AND SCHEDULE, REVIEW OF MATERIALS AND ANY SPECIAL DESIGN ISSUES, CLARIFICATIONS, TESTING AND ACCEPTANCE, AND ANY OTHER TOPIC DEEMED APPROPRIATE BY THEGENERAL

CONTRACTOR OR THE ARCHITECT.

1. TESTING

2. FOUNDATIONS

3. FORMING AND SHORING

4. CAST-IN-PLACE CONCRETE

3.00 DESIGN LOADS

3.01 DEAD LOADS:

1.

2.

3.

4.

SELF WEIGHT OF STRUCTURAL AND NONSTRUCTURAL COMPONENTS.

SEWAGE SELF WEIGHT — 64 PCF

DIGESTED SLUDGE, AEROBIC — 65 PCF

DIGESTED SLUDGE, ANAEROBIC — 70 PCF

3.02 LIVE LOADS:

1. LIVE LOADS PRODUCED BY THE USE OR OCCUPANCY OF THE STRUCTURE HAVE BEEN INCLUDED IN THE DESIGN AS

FOLLOWS:

OCCUPANCY / USE

UNIFORM LOAD

(PSF)

CONCENTRATED LOAD

(LBS)

CONSTRUCTION LIVE LOAD 20 300

2.

3.

4.

5.

6.

7.

HANDRAILS AND GUARDS SHALL BE DESIGNED FOR THE EFFECTS RESULTING FROM BOTH OF THE FOLLOWING LOADING

CONDITIONS. THESE LOADS SHALL NOT BE APPLIED CONCURRENTLY.

A LOAD OF 50 POUNDS PER LINEAR FOOT (PLF) APPLIED IN ANY DIRECTION TO THE HANDRAIL OR GUARD.

A LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AT ANY POINT TO THE HANDRAIL OR GUARD.

INTERMEDIATE RAILS, BALUSTERS, PANEL FILLERS, AND THEIR CONNECTIONS SHALL BE DESIGNED TO WITHSTAND A LOAD OF 50 POUNDS ON AN AREA NOT TO EXCEED 12"x12", INCLUDING OPENINGS AND SPACES BETWEEN RAILS, AND LOCATED SO

AS TO PRODUCE THE MAXIMUM LOAD EFFECTS.

VEHICLE BARRIERS SHALL BE DESIGNED TO WITHSTAND A HORIZONTAL FORCE OF 10,000 POUNDS (ULTIMATE) APPLIED HORIZONTALLY IN ANY DIRECTION TO THE VEHICLE BARRIER ACTING AT A HEIGHT BETWEEN 18 INCHES AND 27 INCHES ABOVE THE PARKING SURFACE. THE FORCE MAY BE DISTRIBUTED OVER A 1-FOOT-SQUARE AREA.

DESIGN LIVE LOADS HAVE BEEN REDUCED IN ACCORDANCE WITH THE GENERAL BUILDING CODE NOTED ABOVE, SECTION

1607.10.1 AND 1607.10.2.

3.03 LATERAL HYDROSTATIC PRESSURES

1. THE BAFFLE WALLS HAVE BEEN DESIGNED FOR THE HYDROSTATIC LATERAL PRESSURE OF THE FOLLOWING:

i. SEWAGE EQUIVALENT FLUID PRESSURE — 64 PCF

ii. DIGESTED SLUDGE, AEROBIC EQUIVALENT FLUID PRESSURE — 65 PCF

iii. DIGESTED SLUDGE, ANAEROBIC EQUIVALENT FLUID PRESSURE — 70 PCF

3.04 WIND LOADS

1. NOT APPLICABLE TO THIS PROJECT.

3.05 SEISMIC LOADS

1. NOT APPLICABLE TO THIS PROJECT.

3.06 SNOW LOADS

1. NOT APPLICABLE TO THIS PROJECT.

3.07 DESIGN LOAD COMBINATIONS

1.

2.

BASIC LOAD COMBINATIONS PER SECTION 1605.2 FOR LOAD AND RESISTANCE FACTOR DESIGN (LRFD) ARE USED.

BASIC LOAD COMBINATIONS PER SECTION 1605.3 FOR ALLOWABLE STRESS DESIGN (ASD) ARE USED

3.08 CONSTRUCTION SEQUENCING

1. THE CONTRACTOR SHALL COORDINATE THE SEQUENCE AND SCHEDULE OF CONSTRUCTION WITH THE ENGINEER.

4.00 GENERAL REQUIREMENTS

4.01 THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING CONSTRUCTION AND SHALL NOTIFY THE

ARCHITECT OF ANY DISCREPANCIES OR INCONSISTENCIES.

4.02 ALL DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER ANY DIMENSIONS/DISTANCES

OBTAINED VIA SCALING OF THE STRUCTURAL PLANS, SECTIONS AND/OR DETAILS.

4.03 NOTES AND DETAILS ON THE STRUCTURAL PLANS, SECTIONS AND/OR DETAILS SHALL TAKE PRECEDENCE OVER GENERAL

NOTES. IF THE CONTRACTOR FEELS THAT THERE IS A DISCREPANCY OR CONFLICTING INFORMATION HAS BEEN PROVIDED, THE

CONTRACTOR SHALL REPORT IT TO THE DESIGN TEAM PRIOR TO PROCEEDING.

4.04 WHERE A SECTION IS CUT ON THE DRAWINGS, IT SHALL APPLY AT ALL LIKE OR SIMILAR CONDITIONS, UNLESS NOTED

OTHERWISE.

4.05 SEE MECHANICAL, PLUMBING, ELECTRICAL AND/OR CIVIL DRAWINGS FOR THE FOLLOWING INFORMATION:

1.

2.

3.

4.

5.

PIPE RUNS, SLEEVES, HANGERS, TRENCHES, WALL, AND SLAB OPENINGS, ETC.

ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALLS AND SLABS

CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL OR PLUMBING FIXTURES

UNDERGROUND CONCRETE DUCTS, TRENCHES, PITS OR MANHOLES

CONCRETE AND ASPHALT PAVEMENT

4.06 THIS SET OF STRUCTURAL DRAWINGS REPRESENTS THE FINISHED BUILDING STRUCTURE, UNLESS OTHERWISE INDICATED.

THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE GENERAL CONTRACTOR SHALL ASSUME SOLE RESPONSIBILITY FOR ALL MEANS AND METHODS OF CONSTRUCTION AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKMEN OR OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT SHALL NOT BE

LIMITED TO THE FOLLOWING:

1.

2.

3.

4.

5.

6.

7.

8.

BRACING

GUYING

SHORING FOR CONSTRUCTION EQUIPMENT

SHORING OF COMPONENTS OF THE BUILDING STRUCTURE

SHORING OF EARTH BANKS

FORMS

SCAFFOLDING AND/OR PLANKING

SAFETY NETS, TEMPORARY HANDRAILS AND OTHER FALL PROTECTION SYSTEMS MODIFICATION OR SUBSTITUTION MUST BE

APPROVED BY THE ENGINEER OF RECORD PRIOR TO CONSTRUCTION.

4.07 SHEETING AND SHORING

i. IN THE EVENT THAT A BRACING ELEMENT IS TO BE CAST INTO PERMANENT A PORTION OF THE CONCRETE FOUNDATION OR STRUCTURE, REVIEW OF KEYS, CUTOFFS, WATERSTOPS AND WATERPROOFING MUST BE CONDUCTED TO ENSURE

THAT THESE COMPONENTS ARE PROVIDED AS NEEDED AT THE BRACE LOCATION.

7.

8.

9.

10.

11.

WHERE USED, ALL INTERNAL BRACING SHALL BE INSTALLED (POSTED AND TIED) IN A MANNER THAT ENABLES IT TO PREVENT

SPREADING OR DISTORTION OF THE BRACED FRAMES.

CARE SHALL BE TAKEN TO PROPERLY SUPPORT HORIZONTAL WALES TO PREVENT UNACCEPTABLE MOVEMENT OR

OVERTURNING DUE TO THRUSTS FROM THE BRACING.

THE CONTRACTOR SHALL ENSURE THAT EFFICIENT MEANS ARE PROVIDED TO PROPERLY TRANSFORM EXTERNAL FORCES

FROM THE SHEETING AND SHORING TO THE INTERNAL BRACING.

FILLERS AND WEDGES SHALL BE PROVIDED, AS REQUIRED, BETWEEN THE SHEETING AND THE WALES AT THE TIME OF INSTALLATION OF EACH LEVEL OF BRACING. ADDITIONALLY, FILLERS AND WEDGES SHALL BE MAINTAINED IN A MANNER THAT

ENABLES THE BRACING SYSTEM TO BE PROPERLY STRESSED AT ALL TIMES.

ALL ABUTTING ENDS OF BRACING SHALL BE IN FULL BEARING ACROSS THE ENTIRE CROSS-SECTION OF THE MEMBER.

12. ALL BRACING SHALL BE MAINTAINED UNTIL STRUCTURAL ELEMENTS ARE RE-BRACED BY OTHER BRACING, OR UNTIL THE PERMANENT FLOOR CONSTRUCTION IS ABLE TO WITHSTAND THE LATERAL EARTH AND GROUNDWATER PRESSURES.

13.

14.

IF REQUIRED, REMOVE SHEETING AND SHORING AND BRACING IN A MANNER TO AVOID HARMFUL DISTURBANCE TO UNDERLYING SOILS AND DAMAGE TO BUILDINGS, STRUCTURES, PAVEMENTS, FACILITIES AND UTILITIES.

WHERE SHEETING IS ANCHORED TO THE SOILS IT RETAINS, ALL PRESTRESSED TIE-BACK RODS SHALL BE RELIEVED OF STRESS AT THEIR ANCHORAGES ONCE NEW WALLS ARE POURED AND ARE SUPPORTED LATERALLY IN A PERMANENT

MANNER BY THE NEW CONSTRUCTION.

4.08 FIELD VERIFY ALL EXISTING CISTERN AS-BUILT CONDITIONS PRIOR TO FABRICATION AND/OR CONSTRUCTION.

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

4.10 THE STRUCTURAL ENGINEER OF RECORD (KIMLEY-HORN) IS NOT RESPONSIBLE FOR THE DESIGN OF THE FOLLOWING ITEMS:

1.

2.

3.

4.

5.

6.

7.

8.

EXISTING PRECAST CYSTERN SYSTEM, PRECAST COMPONENTS, PREVIOUS RETROFITS AND STRUCTURAL REPAIRS, AND

IMPACT OF FUTURE RETROFITS TO THE EXISTING CYSTERN SYSTEM.

STRUCTURAL PRECAST MEMBERS

STEEL STAIRS

PRECAST STAIRS

HANDRAILS (REGARDLESS OF MATERIAL(S) USED)

STEEL OR ALUMINUM GATES

CABLE BARRIER RAIL

ALL OTHER SYSTEMS NOT SPECIFICALLY SHOWN IN THE STRUCTURAL DOCUMENTS

THE ITEMS IDENTIFIED ABOVE SHALL BE CONSIDERED DELEGATED DESIGN ITEMS, WHICH REQUIRE DESIGN TO BE COMPLETED BY A SPECIALTY ENGINEER. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE THAT THIS DESIGN WILL BE PROVIDED, AND THAT SIGNED/SEALED SHOP DRAWINGS AND/OR CALCULATIONS WILL BE SUBMITTED, AS REQUIRED PER THE

MASTER SUBMITTAL LIST.

5.00 SHALLOW FOUNDATIONS

5.01 NOT APPLICABLE TO THIS PROJECT.

6.00 CAST-IN-PLACE REINFORCED CONCRETE

6.01 THE DESIGN OF ALL REINFORCED CONCRETE SHALL CONFORM TO ACI 318, IN ACCORDANCE WITH THE GENERAL BUILDING CODE

NOTED ABOVE. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318, ACI 318.1, ACI 350, AND ACI 301.

6.02 CONCRETE TEST REPORTS SHALL BE FURNISHED TO THE DESIGN TEAM AS THEY ARE MADE AVAILABLE BY THE THIRD PARTY

TESTING AGENCY TO ENSURE THAT REVIEW OF CONCRETE STRENGTH IS AN ON-GOING PROCESS. CONCRETE TEST REPORTS

SHALL ALSO BE AVAILABLE AT THE JOB SITE.

6.03 CONCRETE MIX DESIGNS SHALL BE ESTABLISHED BY THE SUPPLIER IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 318 AND ACI 301. MIX DESIGNS SHALL BE SUBMITTED WITH BACK-UP DATA, PER ACI 301, TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW PRIOR TO CONCRETE PLACEMENT. THE PROPOSED MATERIALS AND CONCRETE MIX DESIGN SHALL BE FULLY DOCUMENTED AND REVIEWED BY THE OWNER'S TESTING LABORATORY AND/OR THIRD PARTY SPECIAL INSPECTION AGENCY. IT WILL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE THAT THE REQUIRED CONCRETE DESIGN STRENGTH

IS OBTAINED, AS VERIFIED THRU TESTING OF CYLINDERS.

6.04 ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS SPECIFIED IN THE TABLE BELOW UNLESS SPECIFICALLY NOTED

OTHERWISE ON THE STRUCTURAL DRAWINGS.

USAGE

COMPRESSIVE

STRENGTH, f’c (PSI)

MAXIMUM

AGGREGATE SIZE EXPOSURE

CLASSES

MAX W/C

RATIO

BAFFLE WALL & TOPPING SLAB 5,000 1.00” F3, S2, P1, C2 0.4

1.

2.

3.

4.

5.

6.

7.

IF COMPRESSIVE STRENGTH, f'c, NOTED ABOVE IS ≤ 6,500, IT WILL BE REQUIRED FOR THE COMPRESSIVE STRENGTH TO BE

OBTAINED AT 28 DAYS.

IF COMPRESSIVE STRENGTH, f'c, NOTED ABOVE IS ≥ 7,000, IT WILL BE REQUIRED FOR THE COMPRESSIVE STRENGTH TO BE

OBTAINED AT 56 DAYS.

ALL CONCRETE SHALL BE NORMAL-WEIGHT CONCRETE, UNLESS OTHERWISE NOTED. NORMAL-WEIGHT CONCRETE SHALL

BE DEFINED AS CONCRETE THAT HAS A UNIT WEIGHT OF 140 PCF - 150 PCF.

CONCRETE SLUMP SHALL BE 4", ±1", AT LOCATION OF DISCHARGE, UNLESS OTHERWISE NOTED.

ALL CONCRETE MIX DESIGNS SHALL BE PROPORTIONED FOR A MAXIMUM ALLOWABLE UNIT SHRINKAGE OF 0.05% AS DETERMINED BY ASTM C157 (MEASURED AT 28 DAYS AFTER CURING IN LIME WATER WITH AIR STORAGE).

ALL CONCRETE EXPOSED TO THE WEATHER SHALL CONTAIN 4.5% - 6.0% ENTRAINED AIR, AS REQUIRED PER TABLE 19.3.3.1 IN ACI 318. AIR CONTENT SHALL BE MEASURED AT THE POINT OF DISCHARGE WHEN CONCRETE IS PUMPED.

USE OF CHEMICAL ADMIXTURES IN CONCRETE IS ACCEPTABLE, PROVIDED THAT ALL OF THE FOLLOWING CONDITIONS ARE

MET:

i. THE CHEMICAL ADMIXTURES USED MEET REQUIREMENTS SET FORTH IN THE PROJECT SPECIFICATIONS

ii. MIX DESIGNS SUBMITTED FOR REVIEW PROVIDE SPECIFIC INFORMATION ON EACH ADMIXTURE BEING USED AND THE

INTENDED DOSAGE OF EACH ADMIXTURE

iii. BREAK HISTORY FOR EACH SUBMITTED MIX DESIGN (CYLINDER BREAK DATA SHOULD BE REPRESENTATIVE OF MIX

DESIGNS THAT INCLUDE SIMILAR OR IDENTICAL DOSAGES OF THE ADMIXTURES SHOWN IN THE SUBJECT CONCRETE MIX

DESIGN)

8.

9.

10.

11.

USE OF CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS IN CONCRETE IS NOT PERMITTED.

USE OF CAPILLARY (WATER-RESISTING) ADMIXTURES FOR THE INTENDED PURPOSE OF REDUCING THE PERMEABILITY OF CONCRETE IS ACCEPTABLE. HOWEVER, KIMLEY-HORN DOES NOT DICTATE WHICH MIX DESIGNS RECEIVE THIS TYPE OF ADMIXTURE, NOR DOES KIMLEY-HORN DICTATE THE DOSAGE THAT IS REQUIRED. THE GENERAL CONTRACTOR SHALL COORDINATE WITH THE CONCRETE SUBCONTRACTOR AND/OR READY-MIX SUPPLIER TO ENSURE THAT MIX DESIGNS SUBMITTED CONTAIN INFORMATION ON ALL ADMIXTURES INCLUDED IN THE VOLUMETRIC MIX DESIGN SUMMARY.

PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE I.

SUPPLEMENTARY CEMENTITIOUS MATERIALS, AS LISTED BELOW, MAY BE USED TO REPLACE A PORTION OF THE PORTLAND CEMENT IN A CONCRETE MIX DESIGN. THE MAXIMUM PERCENTAGE OF REPLACEMENT IS SHOWN FOR EACH TYPE OF

CEMENTITIOUS MATERIAL IN THE CHART BELOW.

i. FLY ASH MEETING THE REQUIREMENTS OF EITHER TYPE "C" OR TYPE "F" PER ASTM C618.

ii. GROUND GRANULATED BLAST-FURNACE SLAB MEETING THE REQUIREMENTS OF ASTM C989.

iii. SILICA FUME MEETING THE REQUIREMENTS OF ASTM C1240.

RECOMMENDED LIMITATIONS ON CEMENTITIOUS MATERIAL

REPLACEMENT FOR CONCRETE MIX DESIGN

CEMENTITIOUS MATERIAL

MAXIMUM PERCENT

REPLACEMENT, BY MASS

FLY ASH CONFORMING TO ASTM C618 25%

SLAG CEMENT CONFORMING TO ASTM C989 50%

SILICA FUME CONFORMING TO ASTM C1240 10%

TOTAL COMBINED AMOUNT OF FLY ASH (ASTM C618) AND SILICA FUME

(ASTM C1240) 35%

TOTAL COMBINED AMOUNT OF FLY ASH (ASTM C618), SLAG CEMENT

(ASTM C989) AND SILICA FUME (ASTM C1240) 50%

12. WHERE SUPPLEMENTARY CEMENTITIOUS MATERIALS (FLY ASH, SLAG CEMENT AND/OR SILICA FUME) ARE TO BE USED IN CONCRETE MIX DESIGNS INTENDED FOR POST-TENSIONED CONCRETE CONSTRUCTION, IT WILL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO ENSURE THAT MIX DESIGN INFORMATION THAT IS SUBMITTED FOR REVIEW AND APPROVAL CONTAINS HISTORICAL BREAK DATA FOR EARLY AGE CYLINDER BREAKS. EARLY AGE SHALL BE DEFINED AS 1-DAY, 2-DAY OR 3-DAY BREAKS. WHILE NOT A CODE REQUIREMENT, THE EARLY BREAK HISTORY IS NEEDED TO EVALUATE THE ABILITY OF THE MIX TO ACHIEVE ADEQUATE STRENGTH GAIN TO ENSURE THAT POST-TENSIONING TENDONS CAN BE STRESSED WITHIN

72 HOURS OF CONCRETE BEING CAST.

6.05 MASS CONCRETE

1. THE GENERAL CONTRACTOR SHALL PREPARE AND SUBMIT QUALITY CONTROL MEASURES TO ENSURE TEMPERATURE

WITHIN MASS CONCRETE POURS COMPLIES WITH THE REQUIREMENTS IN THE PROJECT SPECIFICATIONS. THE TERM "MASS' CONCRETE" SHALL APPLY TO ANY SUBSTRUCTURE (FOUNDATION) CONCRETE ELEMENT WHICH HAS A LEAST DIMENSION

THAT IS GREATER THAN 60".

6.06 EMBEDDED ITEMS THAT WILL SUPPORT STRUCTURAL STEEL CONSTRUCTION SHALL BE PLACED WITHIN THE TOLERANCES PRESCRIBED IN THE REFERENCED VERSION OF THE AISC "CODE OF STANDARD PRACTICE." THE GENERAL CONTRACTOR SHALL FIELD VERIFY LOCATION OF EMBEDDED ITEMS PRIOR TO FABRICATION AND DELIVERY OF STRUCTURAL STEEL TO THE PROJECT

SITE.

6.07 HORIZONTAL CONSTRUCTION JOINTS

1.

2.

THERE SHALL BE NO HORIZONTAL CONSTRUCTION JOINTS IN THE PLACEMENT OF ELEVATED CONCRETE SLABS OR

CONCRETE SLABS ON GRADE.

THERE SHALL BE NO HORIZONTAL CONSTRUCTION JOINTS IN THE PLACEMENT OF CONCRETE JOISTS, BEAMS OR GIRDERS, UNLESS SPECIFICALLY SHOWN ON THIS SET OF STRUCTURAL DRAWINGS. ANY DEVIATIONS SHALL BE SUBMITTED TO, AND APPROVED IN WRITING BY, THE STRUCTURAL ENGINEER OF RECORD. THE CONTRACTOR SHALL NOT PROCEED UNTIL

WRITTEN APPROVAL BY THE ENGINEER OF RECORD HAS BEEN PROVIDED.

i. IT IS LIKELY THAT THE ADDITION OF A HORIZONTAL CONSTRUCTION JOINT WITHIN THE DEPTH OF A CONCRETE JOIST, BEAM OR GIRDER WILL RESULT IN CHANGES TO THE MEMBER DESIGN THAT WILL REQUIRE ADDITIONAL REINFORCING.

3.

4.

5.

HORIZONTAL CONSTRUCTION JOINTS THRU COLUMNS SHALL OCCUR AT THE SOFFIT OF SLABS, DROP PANELS, OR BEAMS, UNLESS SPECIFICALLY SHOWN OTHERWISE IN THIS SET OF STRUCTURAL DRAWINGS. IF ADDITIONAL HORIZONTAL CONSTRUCTION JOINTS ARE REQUIRED AS A RESULT OF CONSTRUCTION SEQUENCING, IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE THE ENGINEER OF RECORD AWARE OF THE LOCATIONS WHERE THIS CONDITION EXISTS.

SHOP DRAWINGS SHALL BE PREPARED SUCH THAT THESE CONDITIONS ARE NOTED AND ADDITIONAL REINFORCING IS

PROVIDED, AS REQUIRED.

HORIZONTAL CONSTRUCTION JOINTS THRU SHEAR WALLS SHALL OCCUR AT THE SOFFIT OF SLABS, DROP PANELS, OR BEAMS, UNLESS SPECIFICALLY SHOWN OTHERWISE IN THIS SET OF STRUCTURAL DRAWINGS. IF ADDITIONAL HORIZONTAL CONSTRUCTION JOINTS ARE REQUIRED AS A RESULT OF CONSTRUCTION SEQUENCING, IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE THE ENGINEER OF RECORD AWARE OF THE LOCATIONS WHERE THIS CONDITION EXISTS.

SHOP DRAWINGS SHALL BE PREPARED SUCH THAT THESE CONDITIONS ARE NOTED AND ADDITIONAL REINFORCING IS

PROVIDED, AS REQUIRED.

HORIZONTAL CONSTRUCTION JOINTS THRU CONCRETE CANTILEVER RETAINING WALLS AND/OR CONCRETE BASEMENT WALLS ARE ACCEPTABLE, PROVIDED THAT WALL REINFORCING IS DETAILED AND PROVIDED PER THE DETAILS SHOWN IN

THIS SET OF STRUCTURAL DRAWINGS.

6.08 VERTICAL CONSTRUCTION JOINTS

1.

2.

3.

VERTICAL CONSTRUCTION JOINTS IN ELEVATED CONCRETE SLABS, JOISTS, BEAMS AND/OR GIRDERS SHALL BE COORDINATED BY THE GENERAL CONTRACTOR WITH THE REQUIREMENTS SET FORTH IN THIS SET OF STRUCTURAL DRAWINGS. WHERE MEMBERS ARE POST-TENSIONED, CONSTRUCTION JOINT LOCATIONS MUST ALSO BE COORDINATED WITH THE LAYOUT OF POST-TENSIONING TENDONS, AS WELL AS THE POST-TENSIONING STRESSING SEQUENCE.

VERTICAL CONSTRUCTION JOINTS THRU COLUMNS SHALL NOT OCCUR.

VERTICAL CONSTRUCTION JOINTS THRU SHEAR WALLS SHALL NOT OCCUR WITHOUT HAVING BEEN REVIEWED BY THE STRUCTURAL ENGINEER OF RECORD, AND APPROVAL PROVIDED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD.

i. IT IS LIKELY THAT THE ADDITION OF A VERTICAL CONSTRUCTION JOINT THRU A CONCRETE SHEAR WALL WILL RESULT IN

CHANGES TO THE WALL DESIGN THAT TRANSLATE INTO CHANGES TO THE REINFORCING.

4. VERTICAL CONSTRUCTION JOINT LOCATIONS IN CONCRETE CANTILEVER RETAINING WALLS AND CONCRETE BASEMENT

WALLS SHALL BE DETERMINED BY THE GENERAL CONTRACTOR AND SHALL BE IN ACCORDANCE WITH THE DETAILS PROVIDED IN THE SET OF STRUCTURAL DRAWINGS. SPACING OF VERTICAL CONSTRUCTION JOINTS SHALL NOT EXCEED 60'-0". VERTICAL CONSTRUCTION JOINTS SHALL BE THOROUGHLY ROUGHENED BY MECHANICAL MEANS AND CLEANED.

6.09 VERTICAL CONSTRUCTION JOINTS ARE NOT PERMITTED THRU ISOLATED OR INTEGRAL SPREAD FOOTINGS. VERTICAL CONSTRUCTION JOINTS ARE NOT PERMITTED TO BE LOCATED THROUGH WALL FOOTINGS PARALLEL TO THE DIRECTION OF THE SUPPORTED WALL. VERTICAL CONSTRUCTION JOINTS MAY BE PROVIDED IN WALL FOOTINGS IF ORIENTED PERPENDICULAR TO THE PLANE OF THE SUPPORTED WALL; REINFORCING SHALL BE EXTENDED CONTINUOUSLY THROUGH THE JOINT AND FACE OF

JOINT SHALL BE THOROUGHLY ROUGHENED BY MECHANICAL MEANS AND CLEANED.

6.10 REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS, UNLESS NOTED OTHERWISE ON THESE

DRAWINGS OR IN THE NOTES BELOW.

i. BAR SIZES #3 THRU #10 (INCLUSIVE) - ASTM A615, GRADE 60

ii. BAR SIZES #11, #14, #18 - ASTM A615, GRADE 80 2.

3.

4.

5.

6.

7.

8.

9.

PROVIDE REINFORCING STEEL CONFORMING TO ASTM A706 FOR ALL REINFORCING STEEL REQUIRED TO BE WELDED AND

ALSO WHERE NOTED ON THESE DRAWINGS.

PROVIDE GALVANIZED REINFORCING STEEL IN ACCORDANCE WITH ASTM A767 CLASS II (2.0 OZ ZINC PER SQUARE FOOT), WHERE NOTED ON THESE DRAWINGS.

PROVIDE EPOXY-COATED REINFORCING STEEL CONFORMING TO ASTM A775 WHERE NOTED ON THESE DRAWINGS.

PROVIDE DEFORMED BAR ANCHORS CONFORMING TO ASTM A496 (75,000 PSI YIELD STRENGTH) WHERE NOTED ON THESE DRAWINGS. REINFORCING BARS SHALL NOT BE SUBSTITUTED FOR DEFORMED BAR ANCHORS. ALL REINFORCING BAR

BENDS TO BE MADE COLD.

PROVIDE WELDED SMOOTH WIRE REINFORCEMENT CONFORMING TO ASTM A1064 (65,000 PSI YIELD STRENGTH) AND SHALL

BE PROVIDED IN FLAT SHEETS WHERE NOTED ON THESE DRAWINGS.

PROVIDE WELDED DEFORMED WIRE REINFORCEMENT CONFORMING TO ASTM A497 (70,000 PSI YIELD STRENGTH) WHERE

NOTED ON THESE DRAWINGS.

FLAT BAR STOCK USED TO FABRICATE STUD RAILS SHALL BE ASTM A572 GRADE 50 (F ee=50 ksi, Fu=65 ksi).

HEADED STUDS USED TO FABRICATE STUD RAILS SHALL BE ASTM A108 (F y=51 ksi, Fu=65 ksi).

6.11 WHERE WELDED WIRE REINFORCEMENT IS SPECIFIED, IT SHALL BE CONTINUOUS ACROSS THE ENTIRE CONCRETE SURFACE WITHOUT INTERRUPTION BY BEAMS, GIRDERS, OR COLUMNS. SPLICES SHALL BE LAPPED ONE CROSS WIRE SPACING PLUS 2

INCHES.

6.12 PROVIDE WELDED SMOOTH WIRE REINFORCEMENT IN ALL TOPPING SLABS AND HOUSEKEEPING SLABS, UNLESS SPECIFIED

OTHERWISE ON THESE DRAWINGS.

6.13 CONCRETE PROTECTION FOR REINFORCEMENT OF CAST-IN-PLACE MEMBERS SHALL BE IN ACCORDANCE WITH ACI 318. UNLESS NOTED OTHERWISE. MINIMUM CLEAR COVER OF CONCRETE OVER OUTER REINFORCING BARS SHALL BE AS FOLLOWS.

1. CONCRETE CAST DIRECTLY AGAINST EARTH AND PERMANENTLY 3.00"

EXPOSED TO EARTH

2. CONCRETE EXPOSED TO EARTH AND/OR WEATHER

i. #6 BARS AND LARGER 2.00"

ii. #5 BARS AND SMALLER 1.50"

WHERE NOTED " † ", CLEAR COVER TO PRIMARY REINFORCING IS BASED ON THE ASSUMPTION OF #4 BEAM STIRRUPS. IF #3 STIRRUPS ARE USED, THE CLEAR COVER WILL BE 1.875", WHICH MEETS CODE REQUIREMENTS.

6.14 THE FOLLOWING NOTATION IS USED ON THESE DRAWINGS TO DENOTE REINFORCING STEEL DEVELOPMENT LENGTHS AND

SPLICE TYPES:

1. CD COMPRESSION DEVELOPMENT LENGTH

2. TD TENSION DEVELOPMENT LENGTH

3. CS COMPRESSION LAP SPLICE

4. EB END-BEARING COMPRESSION SPLICE

5. M MECHANICAL SPLICE (MINIMUM 125% YIELD STRENGTH)

6. A CLASS "A" TENSION LAP SPLICE

7. B CLASS "B" TENSION LAP SPLICE

REFER TO TABLES ON THESE DRAWINGS FOR MINIMUM DEVELOPMENT AND SPLICE LENGTHS.

6.15 UNSCHEDULED BEAMS AND SLABS, INCLUDING GRADE BEAMS, SHALL HAVE CONTINUOUS TOP BARS LAPPED AT MIDSPAN BETWEEN SUPPORTS WITH A CLASS "A" TENSION SPLICE. BOTTOM BARS SHALL BE LAPPED AT THE SUPPORTS WITH A CLASS "A"

TENSION SPLICE.

6.16 BARS SHALL BE IN CONTACT WHEN FORMING A LAP SPLICE, UNLESS NOTED OTHERWISE.

6.17 PROVIDE CORNER BARS AT ALL TURN-DOWN SLAB CORNERS AND CAST-IN-PLACE CONCRETE WALL CORNERS. PROVIDE CLASS

"B" LAP SPLICE BETWEEN CORNER BARS AND MAIN REINFORCING.

6.18 VERTICAL BARS PLACED ON THE DIRT-FACING SIDE OF BASEMENT WALLS SHALL BE SPLICED AT MIDSPAN BETWEEN SUPPORTS

WITH A CLASS "A" TENSION SPLICE. VERTICAL BARS LACED OPPOSITE THE DIRT-FACING SIDE SHALL BE LAPPED AT THE SUPPORTS WITH A CLASS "A" TENSION SPLICE. HORIZONTAL BARS SHALL HAVE A LAP SPLICE AS SHOWN IN THE LAP SPLICE

TABLES.

6.19 REINFORCING STEEL MARKED "CONTINUOUS" SHALL BE LAPPED WITH A CLASS "B" LAP SPLICE, UNLESS SPECIFICALLY DETAILED OTHERWISE. PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE; SPLICE ONLY AS SHOWN OR APPROVED;

STAGGER SPLICES WHERE POSSIBLE.

6.20 DOWELS SHALL MATCH THE SIZE AND SPACING OF THE SPECIFIED WALL OR COLUMN REINFORCEMENT AND SHALL BE LAPPED

WITH TENSION SPLICES (CLASS "B"), UNLESS NOTED OTHERWISE.

6.21 HORIZONTAL REINFORCEMENT IN FOOTINGS, TURNDOWN SLABS AND WALLS SHALL BE CONTINUOUS AROUND CORNERS.

HORIZONTAL REINFORCEMENT SHALL CONTINUE AT ENDS AND CORNERS WITH BEND TO FAR FACE OF INTERSECTING ELEMENT IN EACH DIRECTION. ADDITIONAL HORIZONTAL CORNER BARS OF SAME SIZE AND SPACING MAY BE PROVIDED. PROVIDE CORNER BARS AT ALL TURN-DOWN SLAB CORNERS AND CAST-IN-PLACE CONCRETE ALL CORNERS. PROVIDE CLASS "B" LAP

BETWEEN CORNER BARS AND MAIN REINFORCING.

6.22 DETAILING, FABRICATION AND PLACING REINFORCING STEEL AND ACCESSORIES SHALL BE IN ACCORDANCE WITH ACI 315, "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" DETAILING MANUAL. SUBMIT SHOP DRAWINGS FOR APPROVAL, SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR PLACING REINFORCING STEEL AND ACCESSORIES. DO NOT

BEGIN FABRICATION UNTIL SHOP DRAWINGS ARE COMPLETED AND REVIEWED.

6.23 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. THE GENERAL CONTRACTOR SHALL NOT PLACE ANY REINFORCING UNTIL APPROVED SHOP DRAWINGS ARE RECEIVED AT THE JOB SITE.

6.24 ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE SECURED IN POSITION PRIOR TO PLACING CONCRETE. TIE ALL REINFORCING STEEL AND EMBEDMENTS SECURELY IN PLACE PRIOR TO PLACING CONCRETE. PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THE POSITION OF REINFORCEMENT WITHIN SPECIFIED TOLERANCES DURING ALL

CONSTRUCTION ACTIVITIES.

6.25 DO NOT WELD OR TACK WELD REINFORCING STEEL UNLESS DIRECTED TO DO SO IN WRITING BY THE STRUCTURAL ENGINEER

OF RECORD.

6.26 ALL CONCRETE CONSTRUCTION SHALL BE INSPECTED BY OR BE UNDER SUPERVISION OF A LICENSED DESIGN PROFESSIONAL

OR BY A QUALIFIED SPECIAL INSPECTOR.

6.27 WHERE INDICATED ON THE PLANS, REINFORCING BAR STANDARD HOOKS MAY BE REPLACED WITH LENTON TERMINATORS PER

ICC ER 3967.

6.28 WHERE INDICATED ON THE PLANS, CLASS "B" TENSION LAP SPLICES MAY BE REPLACED WITH TYPE 2 MECHANICAL SPLICES PER ICC ER 5064 OR ICC ER 5461. MECHANICAL BAR SPLICE CONNECTIONS MUST BE ABLE TO DEVELOP A TENSION/COMPRESSION FORCE EQUAL TO OR EXCEEDING 125% OF THE SPECIFIED YIELD STRENGTH OF THE LARGER REINFORCING BAR BEING SPLICED.

6.29 PLACEMENT OF THE PREFABRICATED BUILDING ON THE FOUNDAITON IS SLAB IS TO BE PERFORMED UNTIL THE FOUNDATION SLAB REACHES 75% OF THE DESIGN COMPRESSIVE DESIGN STRENGTH (f ’c).

7.00 POST-INSTALLED FASTENERS (EXPANSION ANCHORS,

ADHESIVE ANCHORS AND POWDER ACTUATED FASTENERS)

7.01 CONTRACTOR SHALL CONTACT MANUFACTURER'S REPRESENTATIVE FOR PRODUCT INSTALLATION TRAINING AND A LETTER

SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD INDICATING TRAINING HAS TAKEN PLACE.

7.02 SPECIAL INSPECTIONS SHALL BE IN ACCORDANCE WITH THE REFERENCED BUILDING CODE AND PRODUCT EVALUATION

REPORTS.

7.03 THE BELOW PRODUCTS ARE THE DESIGN BASIS FOR THIS PROJECT.

1. FOR ANCHORING INTO CONCRETE:

i. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.2 AND ICC-ES

AC193. PRE-APPROVED ANCHORS INCLUDE:

a.

b.

SIMPSON STRONG-TIE "TITEN-HD" (ICC-ES ESR-2713)

HILTI "KWIK HUS EZ" (ICC-ES ESR-3027)

ai. ADHESIVE ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.4 AND ICC-ES AC308. DESIGN FOR BOND STRENGTH HAS BEEN BASED ON CRACKED CONCRETE, ACI 355.4 TEMPERATURE CATEGORY B, AND INSTALLATIONS INTO DRY HOLES DRILLED INTO CONCRETE THAT HAS CURED FOR AT LEAST 21 DAYS USING A DRILL BIT QUALIFIED BY THE MANUFACTURER. ADHESIVE ANCHORS SHALL BE INSTALLED BY A CERTIFIED ADHESIVE ANCHOR INSTALLER WHEN REQUIRED PER ACI 318 (§17.8.2.2 AND §26.7.1(i)). INSTALLATIONS REQUIRING CERTIFIED INSTALLERS SHALL BE INSPECTED PER ACI 318 (§17.8.2.4 AND §26.7.1(h) AND §26.13.2(c)) PRE-APPROVED ANCHORS INCLUDE:

a.

b.

SIMPSON STRONG-TIE "SET-3G" (ICC-ES ESR-4057)

HILTI "RE500-V3" (ICC-ES ESR-3814)

bi. ADHESIVES USED FOR REINFORCING BARS FOLLOWING THE CONCEPTS OF DEVELOPMENT AND LAP SPLICE THEORY SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.4 AND ICC-ES AC308. PRE-APPROVED

ANCHORS INCLUDE:

a.

b.

SIMPSON STRONG-TIE "SET-3G" (ICC-ES ESR-4057)

HILTI "RE500-V3" (ICC-ES ESR-3814)

2. FOR ANCHORING INTO SOLID-GROUTED CONCRETE MASONRY:

i. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC01 OR ICC-

ES AC106. PRE-APPROVED ANCHORS INCLUDE:

a.

b.

SIMPSON STRONG-TIE "TITEN-HD" (ICC-ES ESR-1056)

HILTI "KWIK HUS EZ" (ICC-ES ESR-3056)

ai. ADHESIVE ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58. PRE-

APPROVED ANCHORS INCLUDE:

a.

b.

SIMPSON STRONG-TIE "SET-XP" (IAPMO UES ER-265)

HILTI "HY-270" (ICC-ES ESR-4143)

3. FOR ANCHORING INTO HOLLOW CONCRETE MASONRY:

i. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC106. PRE-

APPROVED ANCHORS INCLUDE:

a. SIMPSON STRONG-TIE "TITEN-HD" (ICC-ES ESR-1056)

ai. ADHESIVE ANCHORS WITH SCREEN TUBES SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH

ICC-ES AC58. THE APPROPRIATE PRE-APPROVED ANCHORS INCLUDE:

a.

b.

SIMPSON STRONG-TIE "SET-XP" (IAMPO UES ER-265)

HILTI "HY-270" (ICC-ES ESR-4143)

7.04 WHERE REQUIRED FOR ANCHORAGE TO STEEL, CONCRETE AND/OR CONCRETE MASONRY, POWER-ACTUATED FASTENERS

SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ICC-ES AC70.

1. PRE-APPROVED FASTENERS INCLUDE:

i. SIMPSON STRONG-TIE "GAS ACTUATED PINS" (ICC-ES ESR-2811)

ii. SIMPSON STRONG-TIE "POWDER ACTUATED PINS" (ICC-ES ESR-2138)

7.05 SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED HEREIN MAY BE SUBMITTED BY THE CONTRACTOR TO

THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW AND APPROVAL.

1.

2.

SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS HAVING A CODE REPORT RECOGNIZING THE PRODUCT FOR THE

APPROPRIATE APPLICATION.

SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS OR TABLE(S) OF PUBLISHED, TABULATED VALUES OBTAINED THROUGH EMPIRICAL INDUSTRY STANDARD TEST PROCEDURES THAT DEMONSTRATE THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE EQUIVALENT PERFORMANCE VALUES OF THE DESIGN BASIS PRODUCT.

8.00 STRUCTURAL STEEL

8.01 NOT APPLICABLE TO THIS PROJECT.

9.00 PREFABRICATED WOOD TRUSSES

9.01 NOT APPLICABLE TO THIS PROJECT.

10.00 WOOD ROOF LATERAL SYSTEM

10.01 NOT APPLICABLE TO THIS PROJECT.

11.00 STAIRS, HANDRAILS AND GUARDRAILS

11.01 COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF STEEL STAIRS, STEEL AND/OR ALUMINUM HANDRAILS AND GUARDRAILS

SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS CONSTRUCTED AND SHALL BE AVAILABLE AT THE JOB SITE DURING THE TIMES OF INSPECTION.

11.02 SHOP DRAWINGS SHALL INCLUDE DESIGN LOAD CRITERIA, DESIGN LOADS, LOCATIONS OF ANCHORAGE SUPPORT POINTS, FRAMING DETAILS, STRINGERS, STAIR TREADS, POSTS, PICKETS, TOP RAILS, INTERMEDIATE RAILS, HANGERS, POSTS AND

CONNECTION DETAILS TO THE SUPPORTING STRUCTURE.

11.03 COMPLETE STRUCTURAL CALCULATIONS SHALL BE SUBMITTED WITH SHOP DRAWINGS. CALCULATIONS SHALL INCLUDE, BUT NOT BE LIMITED TO CONNECTION DESIGN TO THE SUPPORTING STRUCTURE. CALCULATIONS SHALL BE SEALED AND SIGNED BY

A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS CONSTRUCTED.

11.04 DESIGN LOAD CRITERIA SHALL MEET OR EXCEED THE MINIMUM REQUIREMENTS OF THE REFERENCED BUILDING CODE, AS WELL AS ANY SPECIFIC REQUIREMENTS IDENTIFIED ON THE ARCHITECTURAL PLANS. IN PARTICULAR, §1607 REQUIRES THAT STAIRS AND EXITS BE DESIGNED FOR A 100 PSF UNIFORM LIVE LOAD WITH STAIR TREADS ALSO BEING CHECKED FOR A MINIMUM

CONCENTRATED LOAD OF 300 LBS OVER AN AREA OF 4 SQ. IN.

11.05 SECTION 1607.7.1 REQUIRES THAT HANDRAILS AND GUARDRAILS BE DESIGNED TO RESIST 50 PLF APPLIED IN ANY DIRECTION AT THE TOP AND TO TRANSFER THIS LOAD THROUGH THE SUPPORTS TO THE STRUCTURE. HANDRAILS AND GUARDRAILS SHALL ALSO BE ABLE TO RESIST A SINGLE CONCENTRATED LOAD OF 200 LBS APPLIED IN ANY DIRECTION AT ANY POINT ALONG THE TOP AND HAVE ATTACHMENT DEVICES AND SUPPORTING STRUCTURE TO TRANSFER THIS LOAD TO THE APPROPRIATE STRUCTURAL ELEMENTS OF THE BUILDING. INTERMEDIATE RAILS, BALUSTERS, PICKETS, AND PANEL FILLERS SHALL BE DESIGNED TO WITHSTAND A NORMAL LOAD OF 50 LBS ON AN AREA NOT TO EXCEED 1 SQ. FT. INCLUDING OPENINGS AND SPACE BETWEEN THE

RAILS.

11.06 COMPLY WITH NAAMM, NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS, "METAL STAIR MANUAL".

11.07 MINIMUM SIZES SHALL BE AS FOLLOWS:

1.

2.

METAL PANS - 14 GAGE (UNLESS NOTED OTHERWISE)

STRINGERS - MC12x10.6 (UNLESS NOTED OTHERWISE)

11.08 SEE ARCHITECTURAL DRAWINGS FOR EXACT LAYOUT AND DIMENSIONS.

12.00 CABLE GUARDRAILS

12.01 NOT APPLICABLE TO THIS PROJECT.

13.00 COLD-FORMED METAL FRAMING

13.01 NOT APPLICABLE TO THIS PROJECT.

14.00 PLYWOOD SHEATHING AT PARAPETS WITH METAL STUD

BRACING

14.01 NOT APPLICABLE TO THIS PROJECT.

15.00 EXISTING PRECAST CONCRETE CISTERN

15.01 KIMLEY-HORN IS RESPONSIBLE FOR THE STRUCTURAL DESIGN AND DETAILING OF THE ADDITION OF THE NEW BAFFLE WALLS

AND SLAB THAT ARE GOING TO BE POST-INSTALLED TO THE EXISTING PRECAST CONCRETE CISTERN.

15.02 THE STRUCTURAL DESIGN, DETAILING, INSTALLATION, PERFORMANCE, AND SPECIFICATIONS OF THE EXISTING PRECAST

CONCRETE CISTERN IS OUT OF KIMLEY-HORN SCOPE. KIMLEY-HORN IS RELYING ON EXISTING AS-BUILT INFORMATION PROVIDED BY THE CLIENT. KIMLEY-HORN HAS NOT VERIFIED THE CURRENT AS-BUILT CONDITION OF THE CISTERN TO CONFIRM THE DOCUMENTS PROVIDED TO KIMLEY-HORN. KIMLEY-HORN ASSUMES THAT THE EXISTING PRECAST CISTERN IS STRUCTURALLY SOUND AND PROPERLY WATERPROOFED. KIMLEY-HORN UTILIZED THE FOLLOWING REFERNECE DOCUMENTS TO UNDERSTAND

THE CURRENT AS-BUILT CONDITION OF THE EXISTING PRECAST CISTERN:

1.

2.

“LDP21-00093 APPROVED STAMPED PLANS — CISTERN” BY LONG ENGINEERING, DATED 11/15/2021.

“SANDY SPRINGS CITY CENTER CISTERN REPORT — FULL SET” BY NOVA ENGINEERING AND ENVIROMENTAL, LLC (NOVA)

DATED 10/13/2016. THIS DOCUMENT INCLUDED THE FOLLOWING SUPPLEMENTAL DOCUMENTS:

i. SHEET C4.14 BY LONG ENGINEERING, DATED 08/05/2016

ii. SHOP DRAWINGS BY STORMTRAP PRECAST CONCRETE MODULAR STORMWATER MANAGEMENT SYSTEM, DATED

06/28/2016.

3.

4.

5.

“HOLDER AECOM RESPONSE GEOTECH_STRUCTURAL ” BY HOLDER CONSTRUCTION GROUP, LLC, DATED 06/27/2019.

“CA-072 JOINT REMEDIATION” BY HOLDER CONSTRUCTION GROUP, LLC, DATED 12/14/2017.

“REPAIR PROCEDURE 3-15-19” BY ENGINEERED RESTORATIONS INC, DATED 03/15/2019.

15.03 KIMLEY-HORN IS NOT RESPONSIBLE FOR THE STRUCTURAL DESIGN OR REPAIR OF THE EXISTING PRECAST CISTERN TO

ALLIVIATE ANY EXISTING STRUCTURAL DEFFICIENCIES.

15.04 KIMLEY-HORN ASSUMES NO LIABILITY FOR ANY COSTS AND/OR DAMAGES DUE TO DESIGN DEFICIENCIES IN THE EXISTING PRECAST SUPERSTRUCTURE THAT WERE PERFORMED PRIOR TO THE ADDITION OF THE BAFFLE, NOR IS IT LIABLE FOR ANY IMPACT THE ADDITION OF THE BAFFLE WALLS MIGHT HAVE ON THE PERFORMANCE OF THE EXISTING PRECAST CISTERN.

16.00 MISCELLANEOUS

16.01 CONTRACTOR SUBSTITUTIONS:

1. ANY MATERIALS OR PRODUCTS SUBMITTED FOR APPROVAL THAT ARE DIFFERENT FROM THE MATERIAL OR PRODUCTS SPECIFIED IN THE STRUCTURAL CONTRACT DOCUMENTS WILL BE APPROVED ONLY IF THE FOLLOWING CRITERIA ARE

SATISFIED:

i. A COST SAVINGS TO THE OWNER IS DOCUMENTED AND SUBMITTED WITH THE REQUEST.

ii. THE MATERIAL OR PRODUCT HAS BEEN APPROVED BY THE INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS (ICBO)

AND THE ICBO REPORT IS SUBMITTED WITH THE REQUEST. SUBMITTALS NOT SATISFYING THE ABOVE CRITERIA WILL NOT

BE CONSIDERED.

16.02 SITE OBSERVATION BY THE STRUCTURAL ENGINEER:

1. STRUCTURAL ENGINEER WILL NOT PERFORM ANY SITE OBSERVATIONS FOR THIS PROJECT.

16.03 MAINTENANCE STATEMENT:

1.

2.

ALL STRUCTURES REQUIRE PERIODIC MAINTENANCE TO EXTEND LIFE SPAN AND TO ENSURE STRUCTURAL INTEGRITY FROM

EXPOSURE TO THE ENVIRONMENT.

A PLANNED PROGRAM OF MAINTENANCE SHALL BE ESTABLISHED BY THE BUILDING OWNER. THIS PROGRAM SHALL INCLUDE SUCH ITEMS SUCH AS BUT NOT LIMITED TO PAINTING OF STRUCTURAL STEEL, PROTECTIVE COATING FOR CONCRETE, SEALANTS, CAULKED JOINTS, EXPANSION JOINTS, CONTROL JOINTS, SPALLS AND CRACKS IN CONCRETE, AND PRESSURE WASHING OF EXPOSED STRUCTURAL ELEMENTS EXPOSED TO A SALT ENVIRONMENT OR OTHER HARSH CHEMICALS.

17.00 ABBREVIATIONS

ADD'L, ADD ADDITIONAL LLV LONG LEG VERTICAL

AB, ABOLT ANCHOR BOLT LOC, LOCN LOCATION

ARCH ARCHITECT, ARCHITECTURE M, MOM MOMENT

@ AT MFG, MFGR MANUFACTURER

BM BEAM MECH MECHANICAL

BRG BEARING MPH MILES PER HOUR

BLK BLOCK MATL MATERIAL

B, BOT BOTTOM, BOTTOM BAR(S) MAX MAXIMUM

BLDG BUILDING MFR MANUFACTURER

CL CENTER LINE MTL METAL

CLR CLEAR MIN MINIMUM

COL COLUMN MISC MISCELLANEOUS

CONC CONCRETE NIC NOT IN CONTRACT

CONN, CONNX CONNECTION NO NUMBER

CMU CONCRETE MASONRY UNIT NTS NOT TO SCALE

CONST CONSTRUCTION OC, O.C. ON CENTER

CONT CONTINUOUS OPNG OPENING

CONTR CONTRACTOR OH, O.H. OPPOSITE HAND

D DEEP, DEPTH P PAN

DSN, DSGN DESIGN PAF POWDER ACTUATED

FASTENER

DET, DTL DETAIL PC, P/C PRECAST

DIA, Ø DIAMETER PL PLATE

DIAG DIAGRAM PT POST-TENSIONED, OR PRESERVATIVE-

TREATED

DIM DIMENSION PTS POINTS

DWG DRAWING PHSE PENTHOUSE

DWL DOWEL PSF POUNDS PER FT2

EE EACH END PSI POUNDS PER IN2

EF EACH FACE REF REFERENCE

EL, ELEV ELEVATION REV REVISION

ETF ELEVATION TOP OF FOOTING REIN, REINF REINFORCING

EW EACH WAY REQ'D REQUIRED

ETC ET CETERA REBAR REINFORCING BAR

EQ EQUAL SCHD, SCHED SCHEDULE, SCHEDULED

EXIST, EXST EXISTING SEC, SECT SECTION

EXP EXPANSION SLH SHORT LEG HORIZONTAL

EXP JT, EJ EXPANSION JOINT SLV SHORT LEG VERTICAL

EXT EXTERIOR SLO SHORT LEG OUT

F/O FACE OF SIM SIMILAR

FFE FINISHED FLOOR ELEVATION SOG SLAB ON GRADE

FIN FL FINISHED FLOOR SPEC, SPECS SPECIFICATION(S)

FL, FLR FLOOR SQ SQUARE

FRT FIRE-RETARDANT TREATED STD STANDARD

FTG FOOTING STIR, STIRR STIRRUPS

FT FOOT, FEET STL STEEL

FLG FLANGE STRUCT STRUCTURAL

GA, ga GAGE T TOP, TOP BAR

GALV GALVANIZED THK THICK, THICKNESS

H HEAD THRD THREADED

HK HOOK, HOOKED THRU THROUGH

HR HOUR T/S, T/STL TOP OF STEEL

HORIZ HORIZONTAL T/B, T/BM TOP OF BEAM

INFO INFORMATION T/CONC TOP OF CONCRETE

INT INTERIOR T/SLAB TOP OF SLAB

JST JOIST T/FTG TOP OF FOOTING

JT JOINT TYP TYPICAL

K-FT KIP-FOOT, KIP-FEET UNO UNLESS NOTED OTHERWISE

K/FT KIPS PER FOOT VERT VERTICAL

K KIPS W WIDE, WIDTH

L ANGLE W/ WITH

2L DOUBLE ANGLE WP WORK POINT

LG LONG WT WEIGHT

LLH LONG LEG HORIZONTAL WWR WELDED WIRE REINFORCING

LLO LONG LEG OUT

18.00 SPECIAL INSPECTIONS

18.01 REFER TO CHAPTER 17 OF THE REFERENCED BUILDING CODE AND SHEET S0.10 FOR SPECIAL INSPECTION REQUIREMENTS.

18.02 REPORTS OF INSPECTIONS, VERIFICATIONS AND/OR TESTING SHALL BE SUBMITTED EVERY TWO WEEKS OR LESS AS REQUIRED

TO ALLOW FOR TIMELY REVIEW AND FIELD MODIFICATIONS IF ANY ARE REQUIRED.

18.03 SPECIAL INSPECTION REPORTS AND FINAL REPORT, IN ACCORDANCE WITH §1704.2.4 OF THE REFERENCED BUILDING CODE, SHALL BE SUBMITTED TO THE BUILDING OFFICIAL PRIOR TO THE TIME THAT PHASE OF WORK IS APPROVED FOR OCCUPANCY.

1. ALL EXISTING UTILITY (SEWER, WATER, GAS, ELECTRIC, DATA, ETC) SERVICE LINES (PIPES, CONDUIT, ETC.) AND STRUCTURES SHALL BE LOCATED BY THE CONTRACTOR PRIOR TO ANY NEW CONSTRUCTION COMMENCING AND SHALL BE CLEARLY

MARKED AND PROTECTED AT ALL TIMES.

2. SHEETING AND SHORING RETAINED EARTH FOR WHICH THE SUPPORT AND/OR STABILITY OF EXISTING STRUCTURES IS DEPENDENT MUST REMAIN IN PLACE AT THE COMPLETION OF WORK AND SHALL BE STEEL OR CONCRETE.

3. IF ANY PORTION OF THE SHEETING, SHORING OR ASSOCIATED BRACING, IS COMPOSED OF WOOD AND IS NEAR EXISTING STRUCTURES, IT SHALL EITHER BE REMOVED PRIOR TO THE PLACEMENT OF BACKFILL, OR IT SHALL BE TREATED WOOD TO

PREVENT ROT.

4. CONDITIONS OF NEARBY STRUCTURES THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITIES SHALL BE DOCUMENTED BY SURVEYING PRIOR TO SHEETING/SHORING AND SHALL ALSO BE MONITORED DURING CONSTRUCTION.

5. EXCAVATION BRACING MUST CLEAR COLUMNS, ELEMENTS OF ELEVATED FLOOR AND/OR ROOF FRAMING, AND OTHER PERMANENT WORK, AND CARE SHALL BE TAKEN TO SET WALES AND BRACES ACCURATELY SO AS TO AVOID UNNECESSARY SHIFTING OF BRACES. SHOULD IT BECOME NECESSARY TO MOVE A BRACE, A NEW BRACE (OR BRACES) SHALL BE

INSTALLED PROPERLY PRIOR TO REMOVAL OF THE BRACE REQUIRING REMOVAL.

6. BRACING SHALL NOT BE CAST INTO OR INCLUDED IN PERMANENT CONCRETE CONSTRUCTION, EXCEPT AS SPECIFICALLY

APPROVED BY THE STRUCTURAL ENGINEER OF RECORD.

SCALE:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

NO: DATE DRAWING ISSUE DESCRIPTION

This document is an instrument of service prepared solely for Kimley-Horn's client and for a particular purpose. Any other use or reliance is without liability to Kimley-Horn.

SEALS

CISTERN BAFFLE WALL REPAIR

1200 PEACHTREE STREET

SUITE 800

ATLANTA, GA 30309

PHONE: 404.419.8700

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REPAIR

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019681036

02/11/25

95% CONSTRUCTION DOCUMENTS

SUBMITTAL LIST &

SCHEDULE OF

SPECIAL

INSPECTIONS

SANDY SPRINGS

GA

Stair shop drawings X X X Miscellaneous

Penetration/sleeving plan (horizontal sleeves thru beams, girders, joists, walls, columns, etc.) X

Penetration/sleeving plan (vertical sleeves thru slabs, beams, etc.)

To avoid delays and potential problems with procurement of stud rail materials, this submittal must be provided no less than four (4) weeks prior to the associated concrete pour. X

Shoring and reshoring X X X Formwork X X X

Horizontal construction joint locations X

Concrete products (form oil, sealants, repair materials, etc.) X

Floor flatness (FF) and levelness (FL) measurements X

Embedded items X

Rebar (mild reinforcing) mill certificates X

Rebar (mild reinforcing) X

Concrete Mix Design(s)

Must include the following items for each mix design being submitted:

- Identify what structural element(s) will be poured with mix

- Mix quantities/proportions by weight and volume

- 30-day break history (or alternative data as allowed by ACI 301)

- Cement mill certificate

- Material certificate for each type of fly ash to be utilized

- Material certificate for each type of slag to be utilized

- Material certificate for each type of silica fume to be utilized

- Gradation analysis for all types of fine and coarse aggregates

- Cut sheet for each admixture to be utilized.

- Slump

- Air content

- Water/cement (w/c) ratio

- Source data for aggregate silica reactivity (ASR)

X

Concrete Walls & Slabs

Submittal Type Description

Fo r R ev ie w

Fo r R ec or d O nl y

Sh op

D ra w in gs si gn ed

/s ea le d by a

Pr of es si on al

En gi ne er

Si gn ed /S ea le d C al cu la tio n Pa ck ag e R eq ui re d?

Each approved agency performing special inspections for the project shall keep records of special inspections and/or tests performed by the agency. Each approved agency shall submit reports of all special inspections and tests performed by the agency to the building official and to the registered design professional in responsible charge (RDPIRD).

- The reports shall indicate that the work inspected or tested by the agency was or was not completed in conformance to approved construction documents.

- Discrepancies shall be brought to the immediate attention of the contractor for correction. If discrepancies are not corrected, discrepancies shall be brought to the attention of the building official and the registered design professional in responsible charge (RDPIRC) prior to the completion of the phase of the work.

- A final report documenting required special inspections and tests, and correction of any discrepancies noted in the inspections or tests, shall be submitted at a point in time agreed upon prior to the start of work by the owner or the owner's authorized agent to the building official.

This statement of Special Inspections is submitted as a condition for permit issuance, in accordance with the 2018 International Building Code, §1704.3. It includes a Schedule of Special Inspection Services applicable to this project (see...

Geotechnical Engineer of Record: N/A

Plumbing Engineer of Record: N/A

Electrical Engineer of Record: N/A

Mechanical Engineer of Record: N/A

Civil Engineer of Record: Charles Zakem, P.E. - Kimley-Horn Associates

Structural Engineer of Record: Luis Ernesto Hasbun, P.E. S.E. - Kimley-Horn Associates

Architect of Record: N/A

Owner's Address: Sandy Springs City Center

Owner: City of Sandy Springs

Sandy Springs, GA

Project Address: Sandy Springs City Center

Project: Sandy Springs City Center Cistern Baffle Wall Repair

STATEMENT OF SPECIAL INSPECTIONS SERVICES

DATE:

Are Special Inspections for Wind Resistance include... Yes No Are Special Inspections for Seismic Resistance... Yes No

- UL = Inspector certified thru Underwriters Laboratories for inspection of firestops and related systems

- IFC = Inspector certified thru the International Firestop Council

- AWCI = EIFS Inspector certified through the American Wall and Ceiling Industry

- ICC SAF = Spray-Applied Fireproofing inspector certified through the International Code Council

- AWS = Certified Welding Inspector (CWI) or Senior Certified Welding Inspector (SCWI) cerfiied through the American Welding Society

- PTI = Level 1 or Level 2 Unbonded PT Inspector certified through the Post-Tensioning Institute or Grade 2 certified through the American Concrete Institute.

- ACI = Concrete Construction Special Inspector certifeid through the American Concrete Institute, or Concrete Field Testing Technician, Grade 1 of the inspected item(s).

- PE = Professional Engineer registered in the state where the project is being constructed. Professional engineer's area of expertise shall relate to the scope

- EIT = Engineer-in-Training registered with NCEES

7. Special inspection agent(s) shall be qualified as follows:

Perform: Perform shall mean to execute these tasks prior to final acceptance for each item or element.

with the applicable documents.

items need not be delayed pending these inspections. Frequency of observations shall be adequate to confirm that the work has been performed in accordance

6. Observe: Observe shall mean to perform inspection of these items on an intermittent basis. Operations that do not interfere with the ability to perform inspection of these

5. NDT of welds completed in an approved fabricator's shop may be performed by that fabricator when approved by the AHJ. Refer to AISC 360, N6.

Perform: These tasks shall be performed for each welded joint, bolted connection, or steel element.

4. Observe: Observe on a random basis, operations need not be delayed pending these inspections.

and listed in activity 1709.2.

3. Shop Inspections of fabricated items are not required where the fabricator is approved in accordance with IBC Section 1704.2.5.1

2. The list of Special Inspectors may be submitted as a separate document, if noted so above.

and/or testing agencies may be subject to the approval of the Building Official and/or the Design Professional.

inspected or tested. Any conflict of interest must be disclosed to the Building Official prior to commencing work. The qualifications of the Special Inspector(s)

1. The inspection and testing agent(s) shall be engaged by the Owner or the Owner's Agent, and not by the Contractor or Subcontractor whose work is to be Notes:

4.

3.

2.

1.

FIRM ADDRESS TELEPHONE NO.

* INSPECTION AGENTS

12. Pre-fabricated wood floor or roof trusses Shop inspection N As noted…