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CHICK-FIL-A WEST CARMEL HR GREEN, INC. JOB NUMBER: 210531 LOCATION: CARMEL, IN DATE: 03/16/23 PAY ITEM UNIT QUANTITY UNIT COST COST 1.00 EROSION CONTROL 1.01 STABILIZED CONSTRUCTION ACCESS L.SUM 1 6,500.00$ 6,500.00$ 1.02 PERIMETER EROSION BARRIER (SILT FENCE)FOOT 652 2.50$ 1,630.00$ 1.03 PERIMETER EROSION BARRIER (COIR LOGS)FOOT 385 5.00$ 1,925.00$ 1.04 INLET PROTECTION EACH 8 150.00$ 1,200.00$ 1.05 CONCRETE WASHOUT EACH 1 800.00$ 800.00$ 1.06 DUST CONTROL/PAVEMENT CLEANING/EROSION CONTROL MAINT.& MONITORING L.SUM 1 3,500.00$ 3,500.00$ 1.07 TREE PROTECTION FENCING FOOT 905 3.00$ 2,715.00$ 1.00 18,270.00$ 18,270.00$ Project Assumptions/Notes/Comments: CHICK-FIL-A WEST CARMEL EROSION CONTROL HRG is not a construction cost estimator or construction contractor, nor should HRG’S rendering an opinion of probable construction costs be considered equivalent to the nature and extent of service a construction cost estimator or construction contractor would provide. HRG’S opinion will be based solely upon his or her own experience with construction. This requires HRG to make a number of assumptions as to actual conditions that will be encountered on site; the specific decisions of other design professionals engaged; the means and methods of construction the contractor will employ; the cost and extent of labor, equipment and materials the contractor will employ; contractor's techniques in determining prices and market conditions at the time, and other factors over which HRG has no control. Given the assumptions which must be made, HRG cannot guarantee the accuracy of his or her opinions of cost, and in recognition of that fact, the CLIENT waives any claim against HRG relative to the accuracy of HRG’S opinion of probable construction cost. Sub-Total SUBTOTAL ENGINEER'S OPINION OF PROBABLE CONSTRUCTION COSTS 3/17/2023 210531-EOPC_2023-03-16 Page 1 of 1 REPORT COVER PAGE Red Geotechnical Engineering Report __________________________________________________________________________ Proposed Chick-fil-A - Carmel, IN Carmel, Indiana January 13, 2023 Terracon Project No. CJ225144 Prepared for: Chick-fil-A, Inc. Atlanta, Georgia Prepared by: Terracon Consultants, Inc. Indianapolis, Indiana Draft Terracon Consultants, Inc. 7770 West New York Street Indianapolis, Indiana 46214 P (317) 273 1690 F (317) 273 2250 terracon.com REPORT COVER LETTER TO SIGN January 13, 2023 Chick-fil-A, Inc. 5200 Bufington Road Atlanta, Georgia 30349 Attn: Mr. Jason Hill Re: Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN 9965 N Michigan Road Carmel, Indiana Terracon Project No. CJ225144 Dear Mr. Hill: We have completed the Geotechnical Engineering services for the above referenced project. This study was performed in general accordance with Terracon Master Services Agreement dated March 31, 2005. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork, pavement and the design and construction of foundations and floor slabs for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. Matt JW Mickelson, E.I. Richard D. Olson, P.E. Staff Engineer Principal Engineer National Account Manager: Joshua J Shilling, Department Manager Draft Responsive ■ Resourceful ■ Reliable 1 REPORT TOPICS INTRODUCTION ............................................................................................................. 1 SITE CONDITIONS ......................................................................................................... 1 PROJECT DESCRIPTION .............................................................................................. 2 GEOTECHNICAL CHARACTERIZATION ...................................................................... 3 GEOTECHNICAL OVERVIEW ....................................................................................... 4 EARTHWORK ................................................................................................................ 5 SHALLOW FOUNDATIONS ........................................................................................... 9 SEISMIC CONSIDERATIONS ...................................................................................... 11 FLOOR SLABS ............................................................................................................ 12 PAVEMENTS ................................................................................................................ 13 FROST CONSIDERATIONS ......................................................................................... 16 GENERAL COMMENTS ............................................................................................... 16 FIGURES ...................................................................................................................... 18 ATTACHMENTS EXPLORATION AND TESTING PROCEDURES SITE LOCATION AND EXPLORATION PLANS EXPLORATION RESULTS SUPPORTING INFORMATION Note: Refer to each individual Attachment for a listing of contents. Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable i EXECUTIVE SUMMARY Topic 1 Overview Statement 2 Project Description Approximately 4,995 square-foot structure Finished floor elevation was not provided at the time of this report. We anticipate less than about 2 ft of earth cut/fills will be required to achieve final grade. Excavations to include demolition of old building and new foundation construction Expected traffic for pavement areas: ■ 300 autos/light trucks per day ■ Up to 5 medium-duty delivery/trash trucks and 1 Tractor-trailer per week Geotechnical Characterization Soil strata generally consists of lean clay underlain by silty clay with varying amounts of sand. Groundwater was observed during and after drilling at depths ranging from approximately 9 to 14 feet below the existing ground surface at Borings B-03 through B-05. No groundwater was observed in the remaining borings. Earthwork Options for floor slab subgrade preparation & risk of post-construction movement: ■ Low risk (Terracon recommendation): Possible fill soils may require removal or remediation Any material proposed to be used for engineered fill should be tested & approved Shallow Foundations Shallow foundations will be sufficient; however, we recommend field observations and testing in the footing excavations due to the potential for softer soils and unobserved fill soils. Allowable bearing pressure = 2,000 lbs/sq ft Detect and remove zones of unsuitable soils Pavements With subgrade prepared as noted in Earthwork, we have provided CFA’s standard pavement sections as well as general construction recommendations. Risk Medium considering possible fill soils, possibility for buried building remnants from previous construction to the east, and the presence of soft to medium stiff soils. General Comments This section contains important information about the limitations of this geotechnical engineering report. 1. If the reader is reviewing this report as a pdf, the topics above can be used to access the appropriate section of the report by simply clicking on the topic itself. 2. This summary is for convenience only. It should be used in conjunction with the ent ire report for design purposes. Draft Responsive ■ Resourceful ■ Reliable 1 INTRODUCTION Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN 9965 N Michigan Road Carmel, Indiana Terracon Project No. CJ225144 January 13, 2023 INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Chick-fil-A restaurant to be located at 9965 N Michigan Road in Carmel, Indiana. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: ■ Subsurface soil conditions ■ Foundation design and construction ■ Groundwater conditions ■ Floor slab design and construction ■ Site preparation and earthwork ■ Seismic site classification per IBC ■ Demolition considerations ■ Pavement design and construction ■ Excavation considerations ■ Frost considerations ■ Dewatering considerations The geotechnical engineering Scope of Services for this project included the advancement of nine test borings to depths ranging from approximately 7½ to 17½ feet below existing site grades. Maps showing the site and boring locations are shown in the Site Location and Exploration Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs and as separate graphs in the Exploration Results section. SITE CONDITIONS The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps. Item Description Parcel Information The project site is located in Carmel, Indiana. See Site Location Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 2 Item Description Existing Improvements Single-story structure (previously a restaurant) and associated pavement currently occupy the project site. We do not anticipate that the building has a basement; however, this should be confirmed by others. In addition, two other structures appear to have originally been constructed to the east of the existing building but have since been demolished (prior to the construction of the existing building). The footprint of the northern most of these two buildings appears to have been in the vicinity of the proposed structures footprint. Current Ground Cover Concrete sidewalks, asphalt pavements, and landscape areas Existing Topography Site grades at the project site ranged from about El. 887 to 890 feet. PROJECT DESCRIPTION Our initial understanding of the project was provided in our proposal and was discussed during project planning. A period of collaboration has transpired since the project was initiated, and our final understanding of the project conditions is as follows: Item Description Information Provided A Site Plan for the project was provided by Chick-fil-A, Inc. (CFA) via email. Project Description The project consists of the construction of a new Chick-fil-A restaurant with associated drives and parking areas. Proposed Structures An approximately 4,995-square foot restaurant building. The building will be slab-on-grade (i.e., no basement). Drive-through canopies are also planned on the north and east sides of the proposed building Finished Floor Elevation A finished floor elevation was not provided at the time of this report. Maximum Loads Max. Column loads: 50 kips, Max. Wall loads: 2 kips per lineal foot It is anticipated that the canopies may experience uplift loads Grading/Slopes A site grading plan was not provided. Based on our observations of the site and our understanding of the project correspondence, we anticipate less than about 2 ft of earth cuts/fills will be required to achieve finished grades. Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 3 Item Description Pavements With subgrade prepared as noted in Earthwork, we have provided CFA’s standard pavement sections as well as general construction recommendations. Anticipated traffic is as follows: ■ Autos/light trucks: Up to 300 vehicles per day ■ Medium-duty delivery/trash trucks: Up to 5 vehicles per week ■ Tractor-trailer trucks: Up to 1 vehicle per week Estimated Start of Construction The construction schedule was not available at the time of this report. GEOTECHNICAL CHARACTERIZATION We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of site preparation and foundation options. Conditions encountered at each exploration point are indicated on the individual logs. The individual logs can be found in the Exploration Results section and the GeoModel can be found in the Figures section of this report. As part of our analyses, we identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModel. Model Layer Layer Name General Description 1 Surficial Conditions Asphalt pavement was observed to be approximately 6 in. in thickness and underlain by approximately 6 to 12 in. of granular subbase at Borings B-02, B-03, B-04, P-01, P-02, P-03, and D-01 2 Cohesive Soils1 Lean and silty clays; varying amounts of sand; stiff to hard; brown/gray 3 Sand Dense; gray 1. Soft and medium stiff soils were observed at Borings P-02 and P-03 at depths of approximately 2 and 7 ft below the existing ground surface, respectively. Topographic maps show that two buildings previously occupied portions of the eastern side of the proposed project area. As a result, fill soils along with buried building remnants may be encountered on site. Additionally, possible fill was noted at Borings P-01, P-03 and D-01. Groundwater level observations were made during, at completion of and up to 24 hrs after the sampling process. The observed groundwater levels are noted on the boring logs and the GeoModel. Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 4 Boring Number Approximate Groundwater Depth (ft) 1 During Drilling At Completion B-01 None Observed B-02 B-03 None Observed 10 B-04 14 None Observed B-05 9 9 P-01 through P-03 None Observed D-01 1. Below the existing ground surface A review of the Soil Survey of Hamilton County, Indiana indicates that the soils in the project area are prone to a seasonal high-water level (i.e., perched) within about 2½ ft below the surface. As additional input, a review of publicly available water well information from the Indiana Map GIS system (https://maps.indiana.edu) indicated the groundwater level is typically near 26 ft below the surface at Indiana Department of Natural Resources (IDNR) monitored well site (Well Reference No.: 161087) located within about 300 feet of the project area. It should be recognized that groundwater levels will fluctuate due to changes in precipitation, infiltration, surface run-off, and other hydrogeological factors. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. GEOTECHNICAL OVERVIEW Based on our review of the information obtained from the exploratory locations, the subsurface conditions appear suitable for support of the proposed development provided the subgrade is prepared as discussed herein. The condition of the subgrade will be, in part, a function of the care and workmanship of the contractor in protecting the subgrade from water. Additionally, soft to medium stiff cohesive soils were observed at Boring P-01 and P-03 near 2 and 7 ft, respectively. While these locations are outside of the proposed building footprint, if similar soils are present at to near the foundation elevations, undercutting will be required. Possible fill soils were also noted at Borings P-01, P-03, and D-01. Additional discussion and recommendations regarding design and construction are provided in the following paragraphs. The General Comments section provides an understanding of the report limitations. Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 5 EARTHWORK Earthwork is anticipated to include clearing and grubbing, excavations, and fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria, as necessary, to render the site in the state considered in our geotechnical engineering evaluation for foundations, floor slabs, and pavements. Site Preparation Prior to the start of new construction, all remnants of the existing building including the foundations, pavement components, and underground utilities that are planned for demolition should be removed and hauled off site. In addition, any obvious areas of rubble fill should also be removed. Demolition of the foundations should be observed by the Geotechnical Engineer on a full-time basis to reduce the risk that remnants of the building remain in place. The voids created by these removal activities should be backfilled as described below. As noted above, two buildings were previously constructed to the east of the proposed building but were demolished prior to the construction of the existing structure. We have no records to indicate the degree of control with which the fill was placed or the depth of which the fill extends too. Additionally possible fill soils were also noted at Borings P-01, P-03 and D-01. Support of footings, floor slabs, and pavements, on or above existing fill soils, is discussed in this report. However, even with the recommended construction procedures, there is inherent risk for the owner that compressible fill or unsuitable material, within or buried by the fill will, not be discovered. This risk of unforeseen conditions cannot be eliminated without completely removing the existing fill, but can be reduced by following the recommendations contained in this report. Following these excavation and removal activities, moisture-sensitive cohesive soils are anticipated to be exposed. To reduce the risk of softening of the near-surface soils especially when exposed to excessive moisture, we recommend that proper site drainage be provided at the time of construction (via the use of ditches and/or piping) and only stripping of the surface conditions in those areas which will be immediately developed. Also, because otherwise relatively stiff cohesive subgrades will deteriorate when exposed to excessive moisture and repeated construction traffic, construction traffic over the completed subgrades should be avoided. The subgrade should be proofrolled with an adequately loaded vehicle such as a fully-loaded (minimum 20 ton) tandem-axle dump truck. The proofrolling should be performed under the direction of the Geotechnical Engineer. Areas excessively deflecting under the proofroll should be delineated and subsequently addressed by the Geotechnical Engineer. Special attention should be given in areas where fill soils are anticipated. Additional remediation as a result of existing fill soils may be required. However, this should be evaluated by the geotechnical engineer during construction. Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 6 Where yielding areas are delineated and are not improved with moisture conditioning and compaction, they should be undercut and replaced with structural fill. If removal and replacement is unfeasible due to the depth of the yielding soil and where grades permit, it may be beneficial to stabilize the subgrade with No. 2 crushed aggregate [Indiana Department of Transportation (INDOT) Standard Specifications, 2018, Section 904.03(e)] worked into the subgrade or a combination of crushed aggregate (e.g., INDOT No. 53 coarse aggregate) and a geogrid. Chemical drying of the in-situ soil using cement, kiln dust, or a combination thereof could also be considered. In general, smaller yielding areas could be improved by removal and replacement of the existing soils. For larger areas, chemical modification is typically more economical. Prior to the application of these chemicals, representative samples of soils should be obtained from the final graded subgrade soils to determine the reactivity percentage of chemical needed for modification of the soils. Based on our understanding of the existing site grades, we anticipate lean clay to predominantly be exposed at the finished grades. A specialty contractor experienced with chemical modification should apply and determine the rate at which the chemicals are mixed into the existing soils. Typically, the final decision regarding stabilization is made at the time of construction based on actual conditions and site grades. However, it should be noted that during certain times of the year (i.e., cooler temperatures and high humidity and/or precipitation), stabilization of the existing subgrade is likely to be required. As such, we recommend quantities for excavation and replacement with structural fill be included in the construction documents to address the subgrade as necessary. Fill required to achieve design grade should be classified as structural fill and general fill. Structural fill is material used below, or within 10 feet of structures, pavements or constructed slopes. General fill is material used to achieve grade outside of these areas. Earthen materials used for structural and general fill should meet the following material property requirements: Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 7 Fill Material Types Fill Compaction Requirements Upon satisfactory improvement of the subgrade where needed, the placement of fill may proceed as necessary to establish grades. Structural and general fill should meet the following compaction requirements. Item Structural Fill Minimum Compaction Requirements 1 95 percent of the material’s maximum modified Proctor dry density (ASTM D 1557). Moisture Content 2 Within ±2 percent of optimum moisture content as determined by the Modified Proctor test, at the time of placement and compaction. Minimum Testing Frequency Per CFA specification, at least one field density test per 20,000 square feet or fraction thereof per 1-foot lift. Additional tests should be performed in building area. 1. We recommend that engineered fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. 2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the cohesionless fill material pumping when proofrolled . Utility Trench Backfill Utility trenches are a common source of water infiltration and migration. Utility trenches penetrating beneath the building should be effectively sealed to restrict water intrusion (if perched Soil Type 1 USCS Classification Acceptable Fill Designation Low Plasticity Cohesive CL, CL-ML Structural or General High Plasticity Cohesive 2 CH, MH General Granular SW, SP SW-SM, SP-SM Structural or General On-Site Soils CL, CL-ML Structural or General 1. Structural and general fill should consist of approved materials free of organic matter (i.e. less than 5 percent) and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the Geotechnical Engineer for evaluation prior to use on this site. 2. Soils classified as CH or MH were not observed on-site, but should not be used within 2 ft below the base of footings or finished grade in other structural fill areas. Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 8 groundwater is present) and flow through the trenches, which could migrate below the building. The trench should provide an effective trench plug that extends at least 5 feet from the face of the building exterior. The plug material should consist of cementitious flowable fill or low permeability clay. The trench plug material should be placed to surround the utility line. If used, the clay trench plug material should be placed and compacted to comply with the water content and compaction recommendations for structural fill stated previously in this report. Grading and Drainage Effective drainage by collection or grading away from the structures during and after construction should be maintained throughout the life of the structure. Water retained adjacent to the foundations can result in soil movements greater than those discussed in this report. Greater movements can result in unacceptable differential foundation movements. Where paving or flatwork abuts the columns, a maintenance program should be established to effectively seal and maintain joints and prevent surface water infiltration. Earthwork Construction Considerations Shallow excavations are anticipated to be accomplished with conventional construction equipment. Upon completion of filling and grading, care should be taken to maintain the subgrade water content prior to construction of foundations. Construction traffic over the completed subgrades should be avoided. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water collecting over or adjacent to construction areas should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected material should be removed, or the materials should be scarified, moisture conditioned, and recompacted prior to foundation construction. The groundwater could affect over-excavation efforts, especially where unsuitable bearing conditions require over-excavation and replacement of lower strength soils. A temporary dewatering system may be necessary to achieve the recommended depth of over-excavation if perched groundwater is encountered. As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or state regulations. Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities; such responsibility shall neither be implied nor inferred. Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 9 Construction Observation and Testing The earthwork efforts should be observed and tested by the Geotechnical Engineer. This observation should include documentation of adequate removal of surficial conditions, proofrolling, and mitigation of areas delineated by the proofroll to require stabilization. Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested for density and water content. In areas of foundation excavations, the bearing subgrade should be observed by the Geotechnical Engineer. If unanticipated conditions are encountered, the Geotechnical Engineer should recommend stabilization. In addition to the documentation of the essential parameters necessary for construction, the continuation of the Geotechnical Engineer into the construction phase of the project provides the continuity to maintain the Geotechnical Engineer’s evaluation of subsurface conditions including assessing variations and associated design changes. SHALLOW FOUNDATIONS If the site has been prepared in accordance with the requirements noted in Earthwork, the following design parameters are applicable for shallow foundations. Design Parameters – Compressive Loads Item Description Maximum Net Allowable Bearing pressure for naturally occurring soils 1 2,000 psf when established on required bearing stratum as described below. Required Bearing Stratum 2 Shallow foundations should be established on stiff or greater consistency cohesive soils, or new structural fill placed on suitable soils. Minimum Embedment below Finished Grade 3 36 in. Estimated Total Settlement from Structural Loads 4 Not anticipated to exceed 1 in. Estimated Differential Settlement 4 Not anticipated to exceed ½ in. Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 10 1. The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Maximum net allowable bearing pressure based on a Factor of Safety (FS) = 3. 2. Soft soils should be removed and replaced with compacted granular fill, or the foundations could be low ered to a suitable bearing stratum. 3. Embedment necessary to minimize the effects of frost and/or seasonal water content variations. For sloping ground, maintain depth below the lowest adjacent exterior grade within 5 horizontal ft of the structure. 4. Settlements were estimated assuming relatively moderate structural loads and our e xperience with similar construction. Actual settlements will depend on actual loads and construction methods. It should also be noted that models of settlement theory were developed based on studies of natural soil deposits and are not accurate predictions of settlement in disturbed soils or uncontrolled fill. Design Parameters - Uplift Loads As noted previously, it is likely that the canopy structures will experience uplift loads. Uplift resistance of spread footings can be developed from the effective weight of the footing and the overlying soils. As illustrated on the subsequent figure, the effective weight of the soil prism defined by diagonal planes extending up from the top of the perimeter of the foundation to the ground surface at an angle, , of 20 degrees from the vertical can be included in uplift resistance. The maximum allowable uplift capacity should be taken as a sum of the effective weight of soil plus the dead weight of the foundation, divided by an appropriate factor of safety. A maximum total unit weight of 110 pcf should be used for the backfill. This unit weight should be reduced to 50 pcf for portions of the backfill or natural soils below the groundwater elevation. Foundation Construction Considerations As noted in Earthwork, the footing excavations should be evaluated under the direction of the Geotechnical Engineer. The base of all foundation excavations should be free of water and loose Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 11 soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the footing excavations should be removed/reconditioned before foundation concrete is placed. If unsuitable bearing soils (such as those noted at P-01 and P-03) are encountered at the base of the planned footing excavation, the excavation should be extended deeper to suitable soils, and the footings could bear directly on these soils at the lower level or on lean concrete backfill placed in the excavations. This is illustrated on the sketch below. Over-excavation for structural fill placement below footings should be conducted as shown below. The over-excavation should be backfilled up to the footing base elevation, with granular soils placed, as recommended in the Earthwork section. SEISMIC CONSIDERATIONS The seismic design requirements for buildings and other structures are based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure. Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 12 The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC). Based on the soil properties encountered at the site and as described on the exploration logs and results, it is our professional opinion that the Seismic Site Classification is D. Subsurface explorations at this site were extended to a maximum depth of 17½ feet. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm the conditions below the current boring depth. FLOOR SLABS Depending upon the finished floor elevation, unsuitable, medium stiff soils may be encountered at the floor slab subgrade level. These soils should be replaced with structural fill so the floor slab is supported on at least 2 feet of compacted suitable natural soils or structural fill. Design parameters for floor slabs assume the requirements for Earthwork have been followed. Specific attention should be given to positive drainage away from the structure and positive drainage of the aggregate base beneath the floor slab. Floor Slab Design Parameters Item Description Floor Slab Support 1 Minimum 6 inches of free-draining (less than 6 percent passing the U.S. No. 200 sieve) crushed aggregate compacted to at least 95% of ASTM D 1557 2, 3 Estimated Modulus of Subgrade Reaction 2 100 pounds per square inch per inch (psi/in) for point loads 1. Floor slabs should be structurally independent of building footings or walls to reduce the possibility of floor slab cracking caused by differential movements between the slab and foundation. 2. Free-draining granular material should have less than 5% fines (material passing the No. 200 sieve). Other design considerations such as cold temperatures and condensation development could warrant more extensive design provisions. 3. Note that the modulus of subgrade reaction is based on a 30-in. diameter loaded area. The modulus of subgrade reaction value should be used for a first -order approximation of the shear and moment requirements of the floor slab. The design of the slab is anticipated to be based on an iterative process involving the stiffness of the floor slab and the location and magnitude of the applied loads in relation to the soil’s characteristics. Depending on the actual shear and moment considerations for the slab, it may be necessary to modify this value as a function of the location and magnitude of the applied loads. Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 13 The use of a vapor retarder should be considered beneath concrete slabs on grade covered with wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder. Saw-cut control joints should be placed in the slab to help control the location and extent of cracking. For additional recommendations refer to the ACI Design Manual. Joints or cracks should be sealed with a water-proof, non-extruding compressible compound specifically recommended for heavy duty concrete pavement and wet environments. Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other construction objectives, our experience indicates differential movement between the walls and slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the length of the structural dowels. The Structural Engineer should account for potential differential settlement through use of sufficient control joints, appropriate reinforcing or other means. Floor Slab Construction Considerations Finished subgrade, within and for at least 10 feet beyond the floor slab, should be protected from traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are constructed. If the subgrade should become damaged or desiccated prior to construction of floor slabs, the affected material should be removed and structural fill should be added to replace the resulting excavation. Final conditioning of the finished subgrade should be performed immediately prior to placement of the floor slab support course. The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled trenches are located. PAVEMENTS General Pavement Comments Pavement designs are provided for the traffic conditions and pavement life conditions as noted in Project Description and in the following sections of this report. A critical aspect of pavement performance is site preparation. Pavement designs noted in this section must be applied to the site which has been prepared as recommended in the Earthwork section. Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 14 Pavement Design Parameters Provided the existing subgrade soils are tested, evaluated and prepared in accordance with the recommendations provided in this report, these materials should provide suitable pavement support. The subgrade soils within the proposed pavement areas are generally expected to consist of lean clay having an estimated minimum California Bearing Ratio (CBR) value of 3. Based on our expectation that the car parking area will be subjected to automobile traffic only and that the drive areas will be subjected to a maximum of five delivery trucks/trash collection trucks per week, it is our opinion that Chick-fil-A’s minimum pavement sections noted below are acceptable for this site. Pavement Section Thicknesses The following table provides recommended AC thicknesses: Minimum Pavement Section Thickness (inches) Pavement Area Alternative Asphalt Concrete Surface Course Asphalt Concrete Binder Course Portland Cement Concrete Aggregate Base Course 1 Total Thickness All AC 1.5 2.5 -- 8.0 13.0 1. Well graded, crushed limestone base material, such as INDOT No. 53. For flexible pavement, the recommended granular base course should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D 1557 or evaluated in the field in a test strip subjected to repeated passes of a 10-ton, or heavier, roller. The recommended granular base course should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D 1557 or evaluated in the field in a test strip subjected to repeated passes of a 10-ton, or heavier, roller. Pavement Construction Considerations On most project sites, the site grading is accomplished relatively early in the construction phase. Fills are placed and compacted, and the initial surface is prepared in a relatively uniform manner. However, as construction proceeds, excavations will be made into these areas, rainfall and surface water may saturate some areas, heavy traffic from construction equipment disturbs the subgrade, and surface irregularities are often filled with loose materials. As a result, the pavement subgrades should be carefully evaluated as the time for pavement construction approaches. Within a few days of planned paving, we recommend the pavement areas be proofrolled with a Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 15 loaded tandem axle dump truck (minimum weight 20 tons). Particular attention should be given to high traffic areas that have been rutted and disturbed, and to areas where backfilled trenches are located. Any areas found to be unstable should be repaired by removing and replacing the materials with dense graded crushed stone, or by recompacting the soils to the specified density and moisture limits. Pavement Drainage Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond on or adjacent to the pavements could saturate the subgrade and contribute to premature pavement deterioration. In addition, the pavement subgrade should be graded to provide positive drainage within the granular base section. The subgrade and the pavement surface should have a minimum ¼ inch per foot slope to promote drainage. Appropriate sub-drainage or connection to a suitable daylight outlet should be provided to remove water from the base layer. Pavement Maintenance The pavement section represents minimum recommended thicknesses and, as such, periodic maintenance should be anticipated. Therefore, preventive maintenance should be planned and provided for through an on-going pavement management program. Maintenance activities are intended to slow the rate of pavement deterioration and to preserve the pavement investment. Maintenance consists of both localized maintenance (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface sealing). Preventive maintenance is usually the priority when implementing a pavement maintenance program. Additional engineering observation is recommended to determine the type and extent of a cost-effective program. Even with periodic maintenance, some movements and related cracking may still occur and repairs may be required. Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements: ■ Final grade adjacent to paved areas should slope down from the edges at a minimum 2%. ■ Subgrade and pavement surfaces should have a minimum 2% slope to promote proper surface drainage. ■ Install below pavement drainage systems surrounding areas anticipated for frequent wetting. ■ Install joint sealant and seal cracks immediately. ■ Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to subgrade soils. ■ Place compacted, low permeability backfill against the exterior side of curb and gutter. ■ Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on unbound granular base course materials. Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 16 FROST CONSIDERATIONS The soils on this site are frost susceptible, and small amounts of water can affect the performance of the slabs on-grade, sidewalks, and pavements. Exterior slabs should be anticipated to heave during winter months. If frost action needs to be eliminated in critical areas, we r ecommend the use of non-frost susceptible (NFS) fill or structural slabs (for instance, structural stoops in front of building doors). Placement of NFS material in large areas may not be feasible; however, the following recommendations are provided to help reduce potential frost heave: ■ Provide surface drainage away from the building and slabs, and toward the site storm drainage system. ■ Install drains around the perimeter of the building, stoops, below exterior slabs and pavements, and connect them to the storm drainage system. ■ Grade clayey subgrades, so groundwater potentially perched in overlying more permeable subgrades, such as sand or aggregate base, slope toward a site drainage system. ■ Place NFS fill as backfill beneath slabs and pavements critical to the project. ■ Place a 3 horizontal to 1 vertical (3H:1V) transition zone between NFS fill and other soils. ■ Place NFS materials in critical sidewalk areas. As an alternative to extending NFS fill to the full frost depth, consideration can be made to placing extruded polystyrene or cellular concrete under a buffer of at least 2 feet of NFS material. GENERAL COMMENTS Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable 17 are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended. Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. Draft Responsive ■ Resourceful ■ Reliable FIGURES Contents: GeoModel Draft 870 872 874 876 878 880 882 884 886 888 890 892 ELEVATION (MSL) (feet)Proposed Chick-fil-A - Carmel, IN Carmel, Indiana Terracon Project No. CJ225144 Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project. Numbers adjacent to soil column indicate depth below ground surface. NOTES: B-01 B-02 B-03 B-04 B-05 D-01 P-01 P-02 P-03 GEOMODEL This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions. First Water Observation Second Water Observation The groundwater levels shown are representative of the date and time of our exploration. Significant changes are possible over time. Water levels shown are as measured during and/or after drilling. In some cases, boring advancement methods mask the presence/absence of groundwater. See individual logs for details. LEGEND Silty Clay with Sand Asphalt Fill Lean Clay with Sand Poorly-graded Sand Model Layer General DescriptionLayer Name Lean and silty clays; varying amounts of sand; stiff to hard; brown / gray1 Dense; gray2 Cohesive Soils Sand 17.5 1 17.5 1 17.5 110 13 17.5 1 2 14 17.5 199 7.5 1 7.5 1 7.5 1 7.5 1 Draft Responsive ■ Resourceful ■ Reliable ATTACHMENTS Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 1 of 2 EXPLORATION AND TESTING PROCEDURES Field Exploration Number of Borings Boring Depth (feet) Planned Location 4 17½ Building 3 7½ Pavement Areas 1 7½ Dumpster Pad Boring Layout and Elevations: The boring locations were marked in the field by Terracon personnel using hand held GPS equipment with a horizontal accuracy of about 10 feet based on the coordinates obtained by overlaying the conceptual site plan provided by Chick-fil-A onto Google Earth ProTM. Furthermore, ground surface elevations at the boring locations were estimated using topographic information obtained from the Indiana Map GIS system. A topographic survey of the exploratory locations was outside the scope of this exploration. If precise locations and elevations are desired, we recommend a licensed surveyor be retained to provide ground surface elevations. Subsurface Exploration Procedures: We advanced the borings using truck-mounted equipment and hollow stem augers to advance the boreholes. Samples were obtained at 2½-foot intervals throughout the boring depth. In the thin-walled tube sampling procedure, a thin-walled, seamless steel tube was pushed hydraulically into the soil to obtain a relatively undisturbed sample. In the split-spoon sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon was driven into the ground by a 140-pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value. The SPT resistance values, also referred to as N-values, are indicated on the boring logs at the test depths. Following the completion of our exploratory activities, the boreholes were backfilled with auger cuttings and a bentonite chip plug was placed near the surface along with a concrete pavement patch to restore the pavement surface, as necessary. The sampling depths, penetration distances, and other sampling information was recorded on the field boring logs. The samples were placed in appropriate containers and taken to our soil laboratory for testing and classification. Our exploration team prepared field boring logs as part of the drilling operations. These field logs included visual classifications of the materials encountered during drilling and our interpretation of the subsurface conditions between samples. Laboratory Testing The project engineer reviewed the field data and assigned laboratory tests to understand the engineering properties of the various soil strata, as necessary, for this project. Procedural Draft Geotechnical Engineering Report Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Responsive ■ Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2 standards noted below are for reference to methodology in general. In some cases, variations to methods were applied because of local practice or professional judgment. Standards noted below include reference to other, related standards. Such references are not necessarily applicable to describe the specific test performed. ■ Hand penetrometer readings (i.e., qp, which provide an indication of the shear strength characteristics of cohesive-type soils); ■ Natural moisture content tests (W%); ■ Atterberg limit determinations; ■ Grain size distribution; ■ Unit weight determinations (d); and ■ Unconfined compression tests The laboratory testing program often included observation of soil samples by an engineer. Based on the material’s texture and plasticity, we described and classified the soil samples in accordance with the Unified Soil Classification System. Draft Responsive ■ Resourceful ■ Reliable SITE LOCATION AND EXPLORATION PLANS Contents: Site Location Exploration Plan Note: All attachments are one page unless noted above. Draft SITE LOCATION Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Note to Preparer: This is a large table with outside borders. Just click inside the table above this text box, then paste your GIS Toolbox image. When paragraph markers are turned on you may notice a line of hidden text above and outside the table – please leave that alone. Limit editing to inside the table. The line at the bottom about the general location is a separate table line. You can edit it as desired, but try to keep to a single line of text to avoid reformatting the page. MAP 1 LANDSCAPE DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS Draft EXPLORATION PLAN Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Note to Preparer: This is a large table with outside borders. Just click inside the table above this text box, then paste your GIS Toolbox image. When paragraph markers are turned on you may notice a line of hidden text above and outside the table – please leave that alone. Limit editing to inside the table. The line at the bottom about the general location is a separate table line. You can edit it as desired, but try to keep to a single line of text to avoid reformatting the page. MAP 2 LANDSCAPE DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS Draft HISTORIC AERIAL - 2003 Proposed Chick-fil-A - Carmel, IN ■ Carmel, Indiana January 13, 2023 ■ Terracon Project No. CJ225144 Note to Preparer: This is a large table with outside borders. Just click inside the table above this text box, then paste your GIS Toolbox image. When paragraph markers are turned on you may notice a line of hidden text above and outside the table – please leave that alone. Limit editing to inside the table. The line at the bottom about the general location is a separate table line. You can edit it as desired, but try to keep to a single line of text to avoid reformatting the page. DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY GOOGLE EARTH Draft EXPLORATION RESULTS Contents: Boring Logs (B-01 through B-05, P-01 through P-03, and D-01) Atterberg Limits Unconfined Compressive Strength Note: All attachments are one page unless noted above. Draft 7-6-6 N=12 8-9-11 N=20 10-12-13 N=25 7-8-9 N=17 12-15-18 N=33 15-16-19 N=35 13.5 12.9 12.4 7.7 10.1 10.1 8.2 21-14-7 SILTY CLAY WITH SAND (CL-ML), trace gravel, brown, very stiff to hard Boring Terminated at 17.5 Feet 17.5 870.5+/- 6 16 18 18 18 18 12 124 3.25 (HP) 2.0 (HP) 4.5 (HP) 3.25 (HP) 4.0 (HP) 4.25 (HP) 5.53.05UC Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL CJ225144 PROPOSED CHICK-FI.GPJ TERRACON_DATATEMPLATE.GDT 1/13/23DEPTH (Ft.)5 10 15 WATER LEVELOBSERVATIONSSTRENGTH TEST FIELD TESTRESULTSWATERCONTENT (%)ATTERBERG LIMITS LL-PL-PI LOCATION See Exploration Plan Latitude: 39.9333° Longitude: -86.2326°GRAPHIC LOGMODEL LAYERDEPTH Approximate Surface Elev.: 888 (Ft.) +/- ELEVATION (Ft.) Page 1 of 1 Advancement Method: 3¼" HSA Abandonment Method: Backfilled with cement bentonite grout and a bentonite chip plug near the surface. Notes: Project No.: CJ225144 Drill Rig: D 50 Track BORING LOG NO. B-01 Chick-fil-A Inc.CLIENT: Atlanta, Georgia Driller: M.M. Boring Completed: 12-07-2022 PROJECT: Proposed Chick-fil-A - Carmel, IN See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 9965 N Michigan Road, Carmel, Indiana SITE: Boring Started: 12-07-2022 7770 W New York St Indianapolis, INCave-in at 15 ft No water observed at completion of drilling Cave-in at 15 ft WATER LEVEL OBSERVATIONS No water observed while drillingNo water observed while drilling No water observed at completion of drilling RECOVERY (In.)DRY UNITWEIGHT (pcf)LABORATORYHP (tsf)STRAIN (%)COMPRESSIVESTRENGTH(tsf)TEST TYPE1 SAMPLE TYPEDraft 4-4-6 N=10 5-7-6 N=13 8-9-9 N=18 12-15-14 N=29 17-15-19 N=34 15-25-40 N=65 30-37-43 N=80 13.8 14.6 11.5 10.8 9.4 7.7 7.2 ASPHALT GRANULAR SUBBASE SILTY CLAY WITH SAND (CL-ML), trace gravel, brown to gray near 11 ft, stiff to hard Boring Terminated at 17.5 Feet 0.5 1.0 17.5 889.5+/- 889+/- 872.5+/- 8 10 12 10 18 18 11 1.25 (HP) 1.0 (HP) 2.5 (HP) 3.0 (HP) 4.5 (HP) 4.5+ (HP) 4.5+ (HP) Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL CJ225144 PROPOSED CHICK-FI.GPJ TERRACON_DATATEMPLATE.GDT 1/13/23DEPTH (Ft.)5 10 15 WATER LEVELOBSERVATIONSSTRENGTH TEST FIELD TESTRESULTSWATERCONTENT (%)ATTERBERG LIMITS LL-PL-PI LOCATION See Exploration Plan Latitude: 39.9333° Longitude: -86.2321°GRAPHIC LOGMODEL LAYERDEPTH Approximate Surface Elev.: 890 (Ft.) +/- ELEVATION (Ft.) Page 1 of 1 Advancement Method: 3¼" HSA Abandonment Method: Backfilled with cement bentonite grout and a concrete patch to restore the pavement. Notes: Project No.: CJ225144 Drill Rig: D 50 Track BORING LOG NO. B-02 Chick-fil-A Inc.CLIENT: Atlanta, Georgia Driller: M.M. Boring Completed: 12-07-2022 PROJECT: Proposed Chick-fil-A - Carmel, IN See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 9965 N Michigan Road, Carmel, Indiana SITE: Boring Started: 12-07-2022 7770 W New York St Indianapolis, INCave-in at 16 ft No water observed at completion of drilling Cave-in at 16 ft WATER LEVEL OBSERVATIONS No water observed while drillingNo water observed while drilling No water observed at completion of drilling RECOVERY (In.)DRY UNITWEIGHT (pcf)LABORATORYHP (tsf)STRAIN (%)COMPRESSIVESTRENGTH(tsf)TEST TYPE1 SAMPLE TYPEDraft 7-7-7 N=14 5-7-9 N=16 7-9-10 N=19 19-19-21 N=40 9-13-15 N=28 13-18-21 N=39 9-9-9 N=18 14.1 10.5 11.6 11.4 9.5 11.3 12.5 ASPHALT GRANULAR SUBBASE SILTY CLAY WITH SAND (CL-ML), trace gravel, brown to gray near 12 ft, stiff to hard, with gravel near 2 ft Boring Terminated at 17.5 Feet 6 18 18 18 18 18 18 1.25 (HP) 3.5 (HP) 2.5 (HP) 4.5 (HP) 4.5 (HP) 1.75 (HP) 2.0 (HP) 0.5 1.5 17.5 888.5+/- 887.5+/- 871.5+/- Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL CJ225144 PROPOSED CHICK-FI.GPJ TERRACON_DATATEMPLATE.GDT 1/13/23DEPTH (Ft.)5 10 15 WATER LEVELOBSERVATIONSSTRENGTH TEST FIELD TESTRESULTSWATERCONTENT (%)ATTERBERG LIMITS LL-PL-PI LOCATION See Exploration Plan Latitude: 39.9332° Longitude: -86.2325°GRAPHIC LOGMODEL LAYERDRY UNITWEIGHT (pcf)LABORATORYHP (tsf)STRAIN (%)COMPRESSIVESTRENGTH(tsf)TEST TYPEDEPTH Approximate Surface Elev.: 889 (Ft.) +/- ELEVATION (Ft.) Page 1 of 1 Advancement Method: 3¼" HSA Abandonment Method: Backfilled with cement bentonite grout and a concrete patch to restore the pavement. Notes: Project No.: CJ225144 Drill Rig: B-29 BORING LOG NO. B-03 Chick-fil-A Inc.CLIENT: Atlanta, Georgia Driller: M.M. Boring Completed: 12-07-2022 PROJECT: Proposed Chick-fil-A - Carmel, IN See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 9965 N Michigan Road, Carmel, Indiana SITE: Boring Started: 12-07-2022 7770 W New York St Indianapolis, INCave-in at 12 ft 10 ft at completion of drilling Cave-in at 12 ft WATER LEVEL OBSERVATIONS No water observed while drillingNo water observed while drilling 10 ft at completion of drilling RECOVERY (In.)1 SAMPLE TYPEDraft 8-8-9 N=17 5-6-7 N=13 9-9-10 N=19 10-17-28 N=45 13-24-30 N=54 20-19-22 N=41 27.0 22.9 24.0 11.8 8.0 24.0 15.6 49-18-31 ASPHALT GRANULAR SUBBASE LEAN CLAY WITH SAND (CL), trace gravel, gray to brown near 9 ft, stiff, with possible cobbles near 4 ft, with silty clay seam near 13 ft SAND (SP), trace gravel, gray, moist to wet near 14 ft, dense Boring Terminated at 17.5 Feet 0.5 1.0 13.0 17.5 888.5+/- 888+/- 876+/- 871.5+/- 11 5 7 18 18 11 8 100 2.0 (HP) 1.0 (HP) 2.0 (HP) 4.5+ (HP) Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL CJ225144 PROPOSED CHICK-FI.GPJ TERRACON_DATATEMPLATE.GDT 1/13/23DEPTH (Ft.)5 10 15 WATER LEVELOBSERVATIONSSTRENGTH TEST FIELD TESTRESULTSWATERCONTENT (%)ATTERBERG LIMITS LL-PL-PI LOCATION See Exploration Plan Latitude: 39.9332° Longitude: -86.2320°GRAPHIC LOGMODEL LAYERDEPTH Approximate Surface Elev.: 889 (Ft.) +/- ELEVATION (Ft.) Page 1 of 1 Advancement Method: 3¼" HSA Abandonment Method: Backfilled with cement bentonite grout and a concrete patch to restore the pavement. Notes: Project No.: CJ225144 Drill Rig: D 50 Track BORING LOG NO. B-04 Chick-fil-A Inc.CLIENT: Atlanta, Georgia Driller: M.M. Boring Completed: 12-07-2022 PROJECT: Proposed Chick-fil-A - Carmel, IN See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 9965 N Michigan Road, Carmel, Indiana SITE: Boring Started: 12-07-2022 7770 W New York St Indianapolis, INCave-in at 13 ft No water observed at completion of drilling Cave-in at 13 ft WATER LEVEL OBSERVATIONS 14 ft while drilling14 ft while drilling No water observed at completion of drilling RECOVERY (In.)DRY UNITWEIGHT (pcf)LABORATORYHP (tsf)STRAIN (%)COMPRESSIVESTRENGTH(tsf)TEST TYPE1 2 SAMPLE TYPEDraft 6-5-5 N=10 5-7-8 N=15 5-5-8 N=13 6-9-11 N=20 10-12-16 N=28 16-18-24 N=42 22-23-27 N=50 16.7 14.1 17.3 11.6 8.7 7.2 8.0 LEAN CLAY WITH SAND (CL), trace gravel, brown, very stiff SILTY CLAY WITH SAND (CL-ML), trace gravel, gray, hard Boring Terminated at 17.5 Feet 11.0 17.5 877+/- 870.5+/- 18 18 18 18 18 14 12 3.25 (HP) 2.25 (HP) 1.75 (HP) 2.5 (HP) 4.5+ (HP) 4.5+ (HP) 4.5+ (HP) Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL CJ225144 PROPOSED CHICK-FI.GPJ TERRACON_DATATEMPLATE.GDT 1/13/23DEPTH (Ft.)5 10 15 WATER LEVELOBSERVATIONSSTRENGTH TEST FIELD TESTRESULTSWATERCONTENT (%)ATTERBERG LIMITS LL-PL-PI LOCATION See Exploration Plan Latitude: 39.9331° Longitude: -86.2319°GRAPHIC LOGMODEL LAYERDEPTH Approximate Surface Elev.: 888 (Ft.) +/- ELEVATION (Ft.) Page 1 of 1 Advancement Method: 3¼" HSA Abandonment Method: Backfilled with cement bentonite grout and a bentonite chip plug near the surface. Notes: Project No.: CJ225144 Drill Rig: D 50 Track BORING LOG NO. B-05 Chick-fil-A Inc.CLIENT: Atlanta, Georgia Driller: M.M. Boring Completed: 12-07-2022 PROJECT: Proposed Chick-fil-A - Carmel, IN See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 9965 N Michigan Road, Carmel, Indiana SITE: Boring Started: 12-07-2022 7770 W New York St Indianapolis, INCave-in at 3 ft 9 ft at completion of drilling Cave-in at 3 ft WATER LEVEL OBSERVATIONS 9 ft while drilling9 ft while drilling 9 ft at completion of drilling RECOVERY (In.)DRY UNITWEIGHT (pcf)LABORATORYHP (tsf)STRAIN (%)COMPRESSIVESTRENGTH(tsf)TEST TYPE1 SAMPLE TYPEDraft 6-6-6 N=12 3-3-3 N=6 10-7-9 N=16 10.3 19.4 12.6 ASPHALT GRANULAR SUBBASE LEAN CLAY WITH SAND (CL), trace gravel, brown, stiff, (possible fill) Boring Terminated at 7.5 Feet 0.5 1.0 7.5 887.5+/- 887+/- 880.5+/- 12 16 18 1.5 (HP) 2.0 (HP) 2.0 (HP) Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL CJ225144 PROPOSED CHICK-FI.GPJ TERRACON_DATATEMPLATE.GDT 1/13/23DEPTH (Ft.)5 WATER LEVELOBSERVATIONSSTRENGTH TEST FIELD TESTRESULTSWATERCONTENT (%)ATTERBERG LIMITS LL-PL-PI LOCATION See Exploration Plan Latitude: 39.9335° Longitude: -86.2320°GRAPHIC LOGMODEL LAYERDEPTH Approximate Surface Elev.: 888 (Ft.) +/- ELEVATION (Ft.) Page 1 of 1 Advancement Method: 3¼" HSA Abandonment Method: Backfilled with cement bentonite grout and a concrete patch to restore the pavement. Notes: Project No.: CJ225144 Drill Rig: D 50 Track BORING LOG NO. D-01 Chick-fil-A Inc.CLIENT: Atlanta, Georgia Driller: M.M. Boring Completed: 12-07-2022 PROJECT: Proposed Chick-fil-A - Carmel, IN See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 9965 N Michigan Road, Carmel, Indiana SITE: Boring Started: 12-07-2022 7770 W New York St Indianapolis, INCave-in at 5 ft No water observed at completion of drilling Cave-in at 5 ft WATER LEVEL OBSERVATIONS No water observed while drillingNo water observed while drilling No water observed at completion of drilling RECOVERY (In.)DRY UNITWEIGHT (pcf)LABORATORYHP (tsf)STRAIN (%)COMPRESSIVESTRENGTH(tsf)TEST TYPE1 SAMPLE TYPEDraft 4-4-6 N=10 5-7-8 N=15 6-6-6 N=12 23.4 17.3 13.0 48-18-30 ASPHALT GRANULAR SUBBASE LEAN CLAY WITH SAND (CL), trace gravel, brown, stiff to very stiff, (possible fill) Boring Terminated at 7.5 Feet 0.5 1.0 7.5 887.5+/- 887+/- 880.5+/- 6 8 18 1.5 (HP) 2.25 (HP) 2.5 (HP) Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL CJ225144 PROPOSED CHICK-FI.GPJ TERRACON_DATATEMPLATE.GDT 1/13/23DEPTH (Ft.)5 WATER LEVELOBSERVATIONSSTRENGTH TEST FIELD TESTRESULTSWATERCONTENT (%)ATTERBERG LIMITS LL-PL-PI LOCATION See Exploration Plan Latitude: 39.9334° Longitude: -86.2328°GRAPHIC LOGMODEL LAYERDEPTH Approximate Surface Elev.: 888 (Ft.) +/- ELEVATION (Ft.) Page 1 of 1 Advancement Method: 3¼" HSA Abandonment Method: Backfilled with cement bentonite grout and a concrete patch to restore the pavement. Notes: Project No.: CJ225144 Drill Rig: D 50 Track BORING LOG NO. P-01 Chick-fil-A Inc.CLIENT: Atlanta, Georgia Driller: M.M. Boring Completed: 12-07-2022 PROJECT: Proposed Chick-fil-A - Carmel, IN See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 9965 N Michigan Road, Carmel, Indiana SITE: Boring Started: 12-07-2022 7770 W New York St Indianapolis, INCave-in at 3 ft No water observed at completion of drilling Cave-in at 3 ft WATER LEVEL OBSERVATIONS No water observed while drillingNo water observed while drilling No water observed at completion of drilling RECOVERY (In.)DRY UNITWEIGHT (pcf)LABORATORYHP (tsf)STRAIN (%)COMPRESSIVESTRENGTH(tsf)TEST TYPE1 SAMPLE TYPEDraft 6-7-8 N=15 3-4-4 N=8 5-5-7 N=12 22.4 24.3 11.4 ASPHALT GRANULAR SUBBASE LEAN CLAY WITH SAND (CL), trace gravel, brown, medium stiff to stiff Boring Terminated at 7.5 Feet 0.5 1.0 7.5 887.5+/- 887+/- 880.5+/- 6 13 18 0.5 (HP) 1.0 (HP) 1.0 (HP) Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL CJ225144 PROPOSED CHICK-FI.GPJ TERRACON_DATATEMPLATE.GDT 1/13/23DEPTH (Ft.)5 WATER LEVELOBSERVATIONSSTRENGTH TEST FIELD TESTRESULTSWATERCONTENT (%)ATTERBERG LIMITS LL-PL-PI LOCATION See Exploration Plan Latitude: 39.9329° Longitude: -86.2325°GRAPHIC LOGMODEL LAYERDEPTH Approximate Surface Elev.: 888 (Ft.) +/- ELEVATION (Ft.) Page 1 of 1 Advancement Method: 3¼" HSA Abandonment Method: Backfilled with cement bentonite grout and a concrete patch to restore the pavement. Notes: Project No.: CJ225144 Drill Rig: D 50 Track BORING LOG NO. P-02 Chick-fil-A Inc.CLIENT: Atlanta, Georgia Driller: M.M. Boring Completed: 12-07-2022 PROJECT: Proposed Chick-fil-A - Carmel, IN See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 9965 N Michigan Road, Carmel, Indiana SITE: Boring Started: 12-07-2022 7770 W New York St Indianapolis, INCave-in at 2.5 ft No water observed at completion of drilling Cave-in at 2.5 ft WATER LEVEL OBSERVATIONS No water observed while drillingNo water observed while drilling No water observed at completion of drilling RECOVERY (In.)DRY UNITWEIGHT (pcf)LABORATORYHP (tsf)STRAIN (%)COMPRESSIVESTRENGTH(tsf)TEST TYPE1 SAMPLE TYPEDraft 5-5-6 N=11 7-7-7 N=14 4-7-7 N=14 24.2 21.2 21.2 43-17-26 ASPHALT GRANULAR SUBBASE LEAN CLAY WITH SAND (CL), trace gravel, brown, medium stiff to very stiff, (possible fill) Boring Terminated at 7.5 Feet 0.5 1.0 7.5 888.5+/- 888+/- 881.5+/- 15 16 14 1.75 (HP) 2.25 (HP) 0.25 (HP) Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL CJ225144 PROPOSED CHICK-FI.GPJ TERRACON_DATATEMPLATE.GDT 1/13/23DEPTH (Ft.)5 WATER LEVELOBSERVATIONSSTRENGTH TEST FIELD TESTRESULTSWATERCONTENT (%)ATTERBERG LIMITS LL-PL-PI LOCATION See Exploration Plan Latitude: 39.9329° Longitude: -86.2321°GRAPHIC LOGMODEL LAYERDEPTH Approximate Surface Elev.: 889 (Ft.) +/- ELEVATION (Ft.) Page 1 of 1 Advancement Method: 3¼" HSA Abandonment Method: Backfilled with cement bentonite grout and a concrete patch to restore the pavement. Notes: Project No.: CJ225144 Drill Rig: D 50 Track BORING LOG NO. P-03 Chick-fil-A Inc.CLIENT: Atlanta, Georgia Driller: M.M. Boring Completed: 12-07-2022 PROJECT: Proposed Chick-fil-A - Carmel, IN See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any). See Supporting Information for explanation of symbols and abbreviations. 9965 N Michigan Road, Carmel, Indiana SITE: Boring Started: 12-07-2022 7770 W New York St Indianapolis, INCave-in at 4.5 ft No water observed at completion of drilling Cave-in at 4.5 ft WATER LEVEL OBSERVATIONS No water observed while drillingNo water observed while drilling No water observed at completion of drilling RECOVERY (In.)DRY UNITWEIGHT (pcf)LABORATORYHP (tsf)STRAIN (%)COMPRESSIVESTRENGTH(tsf)TEST TYPE1 SAMPLE TYPEDraft 0 10 20 30 40 50 60 0 20 40 60 80 100CH or OHCL or OLML or OL MH or OH"U" Line"A" Line ATTERBERG LIMITS RESULTS ASTM D4318 P L A S T I C I T Y I N D E X LIQUID LIMIT PROJECT NUMBER: CJ225144 SITE: 9965 N Michigan Road, Carmel, Indiana PROJECT: Proposed Chick-fil-A - Carmel, IN CLIENT: Chick-fil-A Inc. Atlanta, Georgia 7770 W New York St Indianapolis, IN LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS CJ225144 PROPOSED CHICK-FI.GPJ TERRACON_DATATEMPLATE.GDT 1/6/23 21 49 48 43 14 18 18 17 7 31 30 26 PIPLLL B-01 B-04 P-01 P-03 Fines 3 - 5 6 - 8 1 - 2.5 3.5 - 5 CL-ML CL CL CL SILTY CLAY LEAN CLAY LEAN CLAY LEAN CLAY DescriptionUSCSBoring ID Depth (Ft) CL-ML Draft 0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 0 2 4 6 8 AXIAL STRAIN - % UNCONFINED COMPRESSION TEST ASTM D2166 COMPRESSIVE STRESS - tsfPROJECT NUMBER: CJ225144 SITE: 9965 N Michigan Road, Carmel, Indiana PROJECT: Proposed Chick-fil-A - Carmel, IN CLIENT: Chick-fil-A Inc. Atlanta, Georgia 7770 W New York St Indianapolis, IN LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. UNCONFINED WITH PHOTOS CJ225144 PROPOSED CHICK-FI.GPJ TERRACON_DATATEMPLATE.GDT 1/6/23SAMPLE LOCATION: B-01 @ 3 - 5 feetSAMPLE TYPE: Shelby Tube 0.37 93.54 124 Strain Rate: in/min Failure Strain: % Calculated Saturation: % Height:in. Diameter:in. SPECIMEN FAILURE PHOTOGRAPH Remarks: Percent < #200 SievePIPLLL 1.52 DESCRIPTION: SILTY CLAY 0.0573 Dry Density: pcf Moisture Content: % 5.50 2.01 2.72 Height / Diameter Ratio: Calculated Void Ratio: Undrained Shear Strength: (tsf) Unconfined Compressive Strength (tsf) 71421 Assumed Specific Gravity: 3.05 5.73 2.85 SPECIMEN TEST DATA 12.9 Draft SUPPORTING INFORMATION Contents: General Notes Unified Soil Classification System Note: All attachments are one page unless noted above. Draft Unconfined Compressive Strength Qu, (tsf) 0.25 to 0.50 1.00 to 2.00 2.00 to 4.00 0.50 to 1.00 less than 0.25 > 4.00 Shelby Tube Split Spoon Non-plastic Low Medium High DESCRIPTION OF SYMBOLS AND ABBREVIATIONS GENERAL NOTES Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm) Particle Size < 5 5 - 12 > 12 Percent of Dry Weight Descriptive Term(s) of other constituents RELATIVE PROPORTIONS OF FINES 0 1 - 10 11 - 30 > 30 Plasticity Index Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. LOCATION AND ELEVATION NOTES Percent of Dry Weight Major Component of Sample Trace With Modifier RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Trace With Modifier DESCRIPTIVE SOIL CLASSIFICATION Boulders Cobbles Gravel Sand Silt or Clay Descriptive Term(s) of other constituents < 15 15 - 29 > 30 Term PLASTICITY DESCRIPTION Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. Water Level After a Specified Period of Time Water Level After a Specified Period of Time Water Initially Encountered Standard Penetration Test Resistance (Blows/Ft.) Hand Penetrometer Torvane Dynamic Cone Penetrometer Photo-Ionization Detector Organic Vapor Analyzer Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. N (HP) (T) (DCP) (PID) (OVA)FIELD TESTSWATER LEVELSAMPLINGSTRENGTH TERMSStandard Penetration or N-Value Blows/Ft. Descriptive Term (Consistency) Descriptive Term (Density) CONSISTENCY OF FINE-GRAINED SOILS (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance Standard Penetration or N-Value Blows/Ft. (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance RELATIVE DENSITY OF COARSE-GRAINED SOILS Hard > 30 > 50 15 - 30Very Stiff Stiff Medium Stiff Very Soft 0 - 1 Medium Dense SoftLoose Very Dense 8 - 1530 - 50Dense 4 - 810 - 29 2 - 44 - 9 Very Loose 0 - 3 Draft UNIFIED SOIL CLASSIFICATION SYSTEM UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B Coarse-Grained Soils: More than 50% retained on No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5% fines C Cu 4 and 1 Cc 3 E GW Well-graded gravel F Cu 4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F Gravels with Fines: More than 12% fines C Fines classify as ML or MH GM Silty gravel F, G, H Fines classify as CL or CH GC Clayey gravel F, G, H Sands: 50% or more of coarse fraction passes No. 4 sieve Clean Sands: Less than 5% fines D Cu 6 and 1 Cc 3 E SW Well-graded sand I Cu 6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I Sands with Fines: More than 12% fines D Fines classify as ML or MH SM Silty sand G, H, I Fines classify as CL or CH SC Clayey sand G, H, I Fine-Grained Soils: 50% or more passes the No. 200 sieve Silts and Clays: Liquid limit less than 50 Inorganic: PI 7 and plots on or above “A” line J CL Lean clay K, L, M PI 4 or plots below “A” line J ML Silt K, L, M Organic: Liquid limit - oven dried 0.75 OL Organic clay K, L, M, N Liquid limit - not dried Organic silt K, L, M, O Silts and Clays: Liquid limit 50 or more Inorganic: PI plots on or above “A” line CH Fat clay K, L, M PI plots below “A” line MH Elastic Silt K, L, M Organic: Liquid limit - oven dried 0.75 OH Organic clay K, L, M, P Liquid limit - not dried Organic silt K, L, M, Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve. B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay. E Cu = D60/D10 Cc = 6010 2 30 DxD )(D F If soil contains 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add “with organic fines” to group name. I If soil contains 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains 30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI 4 and plots on or above “A” line. O PI 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. 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),/(&)$&$50(/,16,*1$*(&'5 $// 5,*+76 5(6(59('& /(77(5,1* ,6 023$48( :+,7( 9,1</ ),/0 6+2:1 ,1 *5(< )25 ,//8675$7,21 &5(',7 &$5' /2*26 $5( ,1',9,'8$/ 35,17(' '(&$/6 21 &/($5 ),/0 $// *5$3+,&6 $5( $33/,(' 72 (;7(5,25 685)$&( 2) */$66 6725( +2856 0$< %( ',))(5(17 3(5 6725( 681'$< +$6 5(' 9,1</ ),/0 675,.( 7+528*+ 21 ,7 3529,'( (;75$ 3(5 ($&+ 6(7 (/(9$7,21 6&$/(µ (/(9$7,21 (/(9$7,21 6&$/(µ 6&$/(µ (4 (4 (4 (4 6725( +2856 6725( +2856 ·µ·µ(4 (4 (4 (4 µ7$// $''5(66 180%(56 $5(023$48( :+,7( 9,1</ ),/0 $33/,(' 72 (;7(5,25 685)$&( 2) */$66 6+2:1 ,1 *5(< )25 ,//8675$7,21 $3(5&8 %2/' )217 9(5,)< $''5(66 %()25( 0$.,1* 180%(56 (/(9$7,21 127 72 6&$/(µ 1391 Corporate Drive | Suite 203 McHenry, IL 60050 Main 815.385.1778 + Fax 713.965.0044 HRGREEN.COM January 3, 2023 City of Carmel Planning & Zoning Division One Civic Square Carmel, IN 46032 RE: Chick-fil-A – West Carmel, IN PSU 04978 PZ-2022-00169 DP ADLS Response to Review Comments HR Green Project No.: 210531 Dear Planning and Zoning: Please see below our responses to the comments provided in your Review Comments Report dated October 3, 2022. Responses to each comment are shown in bold following the comment. 1. Tree Preservation Fencing Please fence off all the trees together instead of individually per my red lines. Any other trees should be fenced off as shown, that are not within the red lined fenced off areas. RESPONSE: Comment addressed on L-100. 2. Tree Planting Detail The City requires that wire baskets be removed from the rootball. Please edit your detail or use the City standard detail uploaded to the correspondence folder. RESPONSE: Comment addressed. Wire removed in existing detail on L-102. 3. Tree Substitution Please use 'ivory silk' tree lilac as the red cherries have had many disease issues and then to grow to the ground and would be a clearance issue in these areas. RESPONSE: Comment addressed with Japanese Tree Lilac ‘Ivory Silk’ replacement. 4. Tree Substitution 2 Please use redbud or another ornamental tree as the tulepo do not do well in our area. RESPONSE: Comment addressed. Tulepo replaced with Redbud. 5. UDO Wrong You are not using the latest UDO requirements. Please request the latest version of our UDO. RESPONSE: Comment addressed. Bufferyard metric updated. 6. Foundation Plantings Please provide additional foundation plantings along this western perimeter. I outlined an area in red that may work. Foundation plantings are required around 75% of the building and with the drive through and patio area I would say you are only providing about 20%. RESPONSE: Comment addressed. Foundation planting added in area outlined in red. City of Carmel Chick-fil-A – Response to Review Comments HR Green Project No.: 210531 January 3, 2023 Page 2 of 10 7. Existing Western and Southern Perimeter I have attached the original landscape plan for this site to the correspondence folder. As the western perimeter and the southern perimeter are not being changed, they should stay the same as the original plan. Please provide the same specifications from the original plan to this new landscape plan. RESPONSE: Comment addressed. Existing planting surveyed on site and labelling added with reference to original plan. 8. Overhead Power Lines Please replace this shade tree with an ornamental sized tree, like a Japanese lilac tree 'ivory silk', redbud or other. RESPONSE: Comment addressed. Tree replaced with a Japanese Tree Lilac ‘Ivory Silk’. 9. Sod vs Mulch vs Rock I recommend that all of these groundcover areas be hardwood mulch. Shrubs planted in a rock bed is not ideal. The trees will have to have a mulch ring around them in the sod area so there is a lot of chance for tree damage. RESPONSE: Noted/partially addressed. Groundcover scheme maintained to be consistent with other Chick-fil-A plans designed and installed by the team. ‘CD’/dark knight bluebeard in rock mulch noted as viable plants in rock gardens and has been left in rock/cobble rather than cedar mulch. 10. Tree Preservation Fence Please provide tree preservation fencing located as shown on the landscape plan on this plan as well. Erosion fence should be shown on the internal side of the tree preservation fence, in general, as the tree preservation fencing should be fencing off the limits of construction areas. RESPONSE: Comment addressed. Both fences have been realigned. 11. Sent Joe comments via email on 8/29 requesting some minor changes. RESPONSE: So noted. Comments addressed. 12. Ground Sign Please submit Sign plan for Monument Sign. Please see preliminary signage review emailed to Ben Holliday on April 18th. RESPONSE: Please refer to Signage Package document that shows details for proposed monument sign and all other site signage. 13. PR Sign Please upload specs and schematics for each of these sign types (I assume they are directional signs). Please be specific as to what each is for. Incidental signs must have an area of 3sf or less and a maximum height from ground of 3ft. RESPONSE: Please refer to Signage Package document that shows details for all proposed site signage. 14. Clearance Bars Please upload specs and schematics for clearance bars. RESPONSE: Please refer to Signage Package document for clearance bar details. City of Carmel Chick-fil-A – Response to Review Comments HR Green Project No.: 210531 January 3, 2023 Page 3 of 10 15. Menu Boards Please upload Menu board rendering and specs. Please see preliminary review notes emailed to Ben Holiday from 4/18 for reference. Menu board square footage max. is 30sf per sign, but a maximum of 80sf total for two drive-thru lanes. Maximum 3 (sometimes a pre order menu board is used). RESPONSE: Please refer to Signage Package document for menu board details. 16. Flag Pole Please submit Specs for Flag Pole. 5.39.C.6.c "shall not exceed 40feet in height). RESPONSE: Please refer to Signage Package document for flag pole details. Flag pole is proposed to have a height of 40’. 17. Light Pole Diameter Please specify diameter. For poles between 12' and 24' high, diameter must be 8". RESPONSE: Per coordination with Aliza Shalit at the City, CFA’s typical light pole (4” square pole) will be acceptable. Cut sheet for light pole has been uploaded for reference. 18. Changemark note #01 Please label elevations to include direction (N, S, E, W) RESPONSE: Elevations have been updated to reflect direction. 19. Sign not Facing Street Frontage (East) Walnut Street is a private street therefore not counted as a street frontage. Please remove sign. RESPONSE: Sign has been removed from east elevation. 20. South Facing Wall Sign This wall sign will require a variance as the ground sign already uses the south frontage for its allotted sign and a proposed sign is present on West street frontage. RESPONSE: So noted. Variance requested and approved for south facing wall sign. 21. Sign Spandrel Panel Please provide height and width of outlined areas on all proposed wall sign locations. RESPONSE: Please see Signage Package document for all wall sign dimensions. 22. All Signage (Wall, Ground, Directional, Menu Boards, etc.) require Sign Permit Applications and reviews. Please submit permit applications when ready. RESPONSE: So noted. 23. CenterPoint Energy Please have the owner or developer call the new service center at 1-880-990-1930 to have the gas service retired and meter removed before demo asap. Then a new service request will need to be made for the new building. CenterPoint Energy will need load information to size the new gas meter. We also will need a AutoCAD file. RESPONSE: So noted. Currently coordinating with CenterPoint Energy for demo and new service. 24. Provide a remote FDC along Walnut Creek Drive and adjacent to the exiting fire hydrant. RESPONSE: Remote FDC has been added as requested. See sheet PS-100 for location & callout. 25. Please provide the project name or title on the cover sheet. RESPONSE: Cover sheet has been added to civil plan set with project title. City of Carmel Chick-fil-A – Response to Review Comments HR Green Project No.: 210531 January 3, 2023 Page 4 of 10 26. Please provide a site location map on the cover sheet. RESPONSE: Site location map has been added to cover sheet. 27. Please include an index on the cover sheet. RESPONSE: Sheet index has been added to cover sheet. 28. Please provide all of the following on the cover sheet: Engineering firm's name, address, phone, and email address. RESPONSE: Info has been added as requested. 29. Please provide all of the following on the cover sheet: developer's name, address, phone and email address . RESPONSE: Info has been added as requested. 30. Please provide a legal description of site on the cover sheet. RESPONSE: Legal description has been added. 31. Please provide the site’s zone district on the cover sheet. RESPONSE: Property zoning and adjacent zoning has been added. 32. Please provide the setback distances on the cover sheet. RESPONSE: Required setbacks added to cover sheet. 33. Please provide the sites total disturbance on the cover sheet. RESPONSE: Project disturbance area added to cover sheet. 34. Please submit a storm water management permit application. RESPONSE: Stormwater permit application has been submitted. 35. Please provide all technical information required by Section 102.02(xi)(m) of the Storm Water Technical Standards. RESPONSE: So noted. All technical information has been provided in this submittal. 36. Please include the following note on the plans: "No earth disturbing activity may commence without an approved storm water management permit." RESPONSE: Note added to cover sheet (C-000). 37. Please include the following note on the plans: "Utility relocations required by the project shall be the responsibility of the developer. Utility line relocations required for road projects that result in a conflict with proposed development shall be the developer to resolve with the utility. Existing pole lines requir ed to be relocated to within one foot of proposed right-of-way line." RESPONSE: Note added to the cover sheet (C-000) and utility plan (PS-100). 38. Please include the following note on the plans: "Damage to the existing right-of-way shall be restored/repaired to the satisfaction of the City at the completion of the project. The contractor is encouraged to inspect the right-of-way with the city prior to the start of construction to document the existing condition of the right-of- way." RESPONSE: Note added to the cover sheet (C-000), site plan (C-200), and grading plan (C-300). City of Carmel Chick-fil-A – Response to Review Comments HR Green Project No.: 210531 January 3, 2023 Page 5 of 10 39. Please include the following note on the plans: "All paving within the existing and proposed city right -of-way shall conform to the requirements of the Department of Engineering. The contractor shall contact the department of Engineering to schedule a pre-construction meeting to review the department's construction requirements, staff notification requirements, required inspections for certain stages of the work and to review the authority of the department as it relates to work within the existing and proposed right -of-way." RESPONSE: Note added to the cover sheet (C-000), site plan (C-200), and grading plan (C-300). 40. Please provide the anticipated start construction date in a comment letter or project summary . RESPONSE: Anticipated construction start date is April 2023. Date has also been added to the plan cover sheet (C-000). 41. Please verify with CFD that all turning radii are appropriate and adequate for fire trucks . RESPONSE: So noted. 42. Please verify that there are no direct discharge areas. RESPONSE: It has been confirmed that there will be no direct discharge areas. 43. Please verify that all elevations are North American Vertical Datum of 1988 (NAVD). RESPONSE: It has been confirmed that all elevations are North American Vertical Datum of 1988 (NAVD). 44. Please verify that the horizontal datum of topographic map is Indiana State Plane Coordinates, NAD83. RESPONSE: It has been confirmed that the horizontal datum is NAD83. 45. Please verify that the locations of existing utilities with top of curb and invert elevations, pipe sizes, and direction are shown. RESPONSE: All existing utilities in associated info are shown on the existing conditions plans (C -002 & C-003). 46. Please verify that all existing culverts, pipes, and bridges on existing drives or under the roadway are shown indicating size, type, and invert elevations. RESPONSE: All existing culverts/pipes on or under adjacent roadways are shown on the existing conditions plans (C-002 & C-003). 47. Please verify that the locations of all existing electrical power vaults, transformers, power lines, gas lines, television cable, and telephone lines are shown. RESPONSE: All existing dry utilities are shown on the existing conditions plans (C -002 & C-003) as well as all plans in the set. 48. Please provide all on-site and off-site flood routing through the site. RESPONSE: Flood routing info can be seen on the grading plan (C -300). Flood routing path is delineated as bold arrows. 49. Please show the 100-year elevations of all inlets in the clogged conditions. RESPONSE: See inlet capacity calculations and emergency flood routing exhibit in stormwater management report. 50. Please provide the minimum flood protection grade (MFPG) and minimum lowest adjacent grade (MLAG) elevations and definitions of each. RESPONSE: See stormwater management report. City of Carmel Chick-fil-A – Response to Review Comments HR Green Project No.: 210531 January 3, 2023 Page 6 of 10 51. 102.02.v.a Existing Project Site Layout shall include a topographic map of the land to be developed and such adjoining land whose topography may affect the layout or drainage of the development. When a road borders the land being developed, the survey shall include the road to the limits of the right -of-way on the opposite side of the road and across entire frontage. Contour intervals at one (1) foot if the general slope of the development is less than or equal to three percent (<3%) and at two (2) feet when the general slope is greater than three percent (>3%). RESPONSE: See existing conditions plan (C-002) for the existing topography of the project site and the limits of the adjacent roadways. 52. 102.02.v.c Existing Project Site Layout shall include the location of all existing structures on the project site. RESPONSE: All existing structures on the project site can be seen on the existing conditions plans (C-002 & C-003) and on all plans in the set. 53. 102.02.v.f. Existing Project Site Layout shall include the location of storm, sanitary, combined sewer, and septic tank systems and outfalls with all top of casting elevation, invert elevations, pipe sizes, and pipe material indicated. Existing structure and pipe information shall be as-built information and not design information. RESPONSE: Refer to the grading plan (C-300), utility plan (PS-100), and the utility tag sheet (PS-101) for all storm and sanitary sewer information. All existing structure & pipe information listed on the plans is as-built info per the ALTA survey. 54. 102.02.vi The construction plans shall include a Utility Plan Sheet that shows the location of all existing and proposed utility lines for the project, including all available information related to the utilities, such as pipe size and material, and invert elevations, and shall be in addition to any other plan or profile sheets required by the utility having jurisdiction over the utility installation. RESPONSE: Refer to the grading plan (C-300), utility plan (PS-100), and the utility tag sheet (PS-101) for all utility information. 55. 102.02.vii Please include plan sheet(s) and information required per 102.02.vii of the STSM for all proposed storm 12" or greater. Please also verify that existing facilities are adequately sized. RESPONSE: Storm sewer profiles have been added to sheet C-304. Storm sewer rim & invert information can be seen on sheet PS-101. Pipe capacity calculations have been provided in the stormwater management report. All existing pipes have adequate capacity to convey the 10-year storm event without the HGL exceeding the structure rim elevations. 56. 102.02.xi Please include all information required per 102.02.xi of the STSM. RESPONSE: All required information can be found on the plans (C-300, C-301, C-302, & PS-101) and in the stormwater management report. City of Carmel Chick-fil-A – Response to Review Comments HR Green Project No.: 210531 January 3, 2023 Page 7 of 10 57. 102.02.xiv The construction plans shall include a Structure Data Table, and, at a minimum, shall include the following information: structure number reference, upstream structure number, downstream structure number, top casting elevation, upstream pipe elevation, downstream pipe elevation, pipe length, pipe material, pipe size, type of structure and detail reference to type of structure and any notes related to the structure. RESPONSE: Storm sewer structure data table added to sheet PS-101. 58. 102.03.i.a The stormwater drainage technical report needs to include the pre-development calculations. Please include information required per 102.03.i.a RESPONSE: So noted. See stormwater management report. 59. 102.03.i.b The stormwater drainage technical report needs to include the Post-development calculations. Please include information required per 102.03.i.b. RESPONSE: So noted. See stormwater management report. 60. 102.03.i.d The stormwater drainage technical report needs to include in the pipe sizing calculations. Please include information required per 102.03.i.d. RESPONSE: So noted. See stormwater management report. 61. Master Plan Please indicate and highlight where information regarding conformance to the master plan can be found in the appendices. RESPONSE: So noted. 62. 102.03.iig The stormwater drainage technical report needs to include in the summary report the soil properties, characteristics, limitations, and hazards associated with the project site and the measures that will be integrated into the project to overcome or minimize adverse soil conditions. RESPONSE: So noted. See stormwater management report. Geotechnical report has been included in the appendix for reference. 63. 102.03.ii.i The stormwater drainage technical report needs to include in the summary report Identification of any other State or Federal water quality permits that are required for construction activities associated with the owner’s project site. RESPONSE: So noted. See stormwater management report. 64. 102.03.ii.j The stormwater drainage technical report needs to include in the summary report proof of Errors and Omissions Insurance for the registered professional engineer or licensed surveyor showing a minimum amount of $1,000,000 in coverage. RESPONSE: So noted. See stormwater management report. 65. 102.03.ii.l The stormwater drainage technical report needs to include in the summary report a statement as to whether or not the FEMA Base Flood elevation will flood portions of the property via the outfall or storm piping system. RESPONSE: So noted. See stormwater management report. City of Carmel Chick-fil-A – Response to Review Comments HR Green Project No.: 210531 January 3, 2023 Page 8 of 10 66. 102.03.iii The stormwater drainage technical report needs to include a Hydrologic/Hydraulic Analysis, consistent with the methodologies and calculation included in Chapters 200 and 300 of this Manual. Please include all information required per 102.03.iii RESPONSE: So noted. See stormwater management report. 67. 104.02 Please include MFPG and MLAG. RESPONSE: See stormwater management report. 68. 303.07 Ponding and overflow path throughout the development resulting from a 100-year storm event or from a flood route of an internal detention pond or off-site development or watershed, calculated based on all contributing drainage areas, on-site and off-site, in their proposed or reasonably anticipated land use and with the storm pipe system assumed completely plugged, shall be determined, clearly shown as hatched area on the plans, and a minimum width of 30 feet along the centerline of the overflow path contained in permanent drainage easements and shall remain within the limits of the development (shall not encroach onto adjacent properties). RESPONSE: See emergency flood routing exhibit in stormwater management report. 69. 500 Please provide information required by Section 500 of the STSM. RESPONSE: So noted. See stormwater management report. 70. 700 Please indicate where water quality flow calculations can be found in the previous drainage report and show that they still meet Carmel's current WQ standards per section 700 of the STSM and treatment flo w rates will be evaluated based on the latest Indianapolis Stormwater Quality Unit Selection Guide. Inspection and Maintenance logs of the existing WQ units will need to be provided prior to approval. RESPONSE: See stormwater management report for water quality flow calculations. Inspection and maintenance logs for the existing units to be provided in a future submittal. 71. Please clearly show the construction limits on all sheets with plan view (not required on profile sheets) RESPONSE: So noted. All plans (with the exception of the blow-up grading details; sheet C-301) show the full construction limits. 72. A storm water quality BMP will need to be provided for the site. RESPONSE: The two existing Contech VortSentry water quality unit BMPs will be reused. 73. Please show all initial stormwater controls or note on this sheet that the controls shown on the SWPPP plan must be installed prior to demolition. RESPONSE: Note added to demolition plan (C-100) that requires the contractor to install all erosion control measures as shown on sheet C-302 prior to any demolition work. 74. Perimeter protection that works on pavement will need to be installed to contain this area of the site from running off to the south. RESPONSE: Coir logs have been added to contain sediment running to the parking lot to the south. City of Carmel Chick-fil-A – Response to Review Comments HR Green Project No.: 210531 January 3, 2023 Page 9 of 10 75. Please show the location of the concrete washout . RESPONSE: Concrete washout has been relocated to the northeast corner of the site, adjacent to the construction entrance. See sheet C-302. 76. Please include a cover sheet, detail sheets, a SWPPP narrative, and an operation and maintenance manual with the next submittal. RESPONSE: Cover sheet, details, and SWPPP narrative have been added to the plan set. A separate SWPPP document and operation & maintenance manual have also been included in this submittal. 77. Bike parking location Section 5.29 of the City's UDO requires that bicycle parking be located within fifty ft of the main entrance of the building they serve, that they be easily accessible from adjacent path facilities so that access to the racks are direct and clearly designated, and that the bicycle parking shall be placed in a location that is visible from the building entrance. To comply with these requirements relocate the proposed bike rack location to be closer to the crosswalk from the Michigan Rd path and the main entr ance of the building. RESPONSE: Bike rack has been relocated. 78. Straighten the Crosswalk Providing Access to/from the Mich Rd Path Straighten the crosswalk to/from the Michigan Rd path to the site so that it provides a straight and direct crossing across the parking lot drive and so that it doesn't require pedestrians to cross behind vehicles backing out of parking spaces. RESPONSE: Crosswalk across the access drive has been straightened. 79. Wheel Stop at Perpendicular Parking Spaces Section 5.28 of the City's UDO requires wheel stops for parking spaces that are perpendicular to pedestrian sidewalks to prevent the bumper of a vehicle from projecting over the surface of the pedestrian facility. Revise the plans to include wheel stops at these parking spaces. RESPONSE: Comment has been worked out with the City. Bollards are proposed to be installed at the head of the ADA parking stalls to eliminate bumper overhang. 80. Accessible Routes from ADA Parking Spaces Please ensure that all of the ADA parking spaces with have an ADA compliant accessible route from the parking aisles directly to the main entrance of the building and that the route will not be obstructed by patio furniture. RESPONSE: ADA parking stalls have been relocated per coordination with the City. Patio has also been relocated to the island southwest of the building. All ADA paths to the building will not be obstructed by patio furniture. 81. Access to Bike Parking From 99th St. Section 5.29 of the City's UDO requires that bicycle parking be accessible from all path facilities. Revise the plans to include a direct path connection from the path along 99th St directly to the bicycle parking. RESPONSE: So noted. 82. Submit a copy of the Adjoining Property Owners List from Hamilton County. RESPONSE: Uploaded & submitted to the City. 83. Provide the filled out and notarized affidavit of notice of public hearing page of the application. RESPONSE: Uploaded & submitted to the City. City of Carmel Chick-fil-A – Response to Review Comments HR Green Project No.: 210531 January 3, 2023 Page 10 of 10 84. Provide the filled-out Notice of Public Hearing page of the application. RESPONSE: Uploaded & submitted to the City. 85. Submit Proof of Publication from the newspaper. RESPONSE: Uploaded & submitted to the City. 86. Submit Certificate of Mailing for proof of mailing. RESPONSE: Uploaded & submitted to the City. 87. Submit a copy of the Sign Affidavit. RESPONSE: Uploaded & submitted to the City. If you have any questions, please contact us. Sincerely, HR GREEN, INC. Erik Hertel, PE Project Engineer – Land Development J:\2021\210531\Corr\ltr-010323-Comment Response Review #1.docx Steel Poles SSS SQUARE STRAIGHT STEEL TD513013EN April 14, 2021 5:42 PM FEATURES • ASTM Grade steel base plate with ASTM A366 base cover • Hand hole assembly 3" x 5" on 5" and 6" pole; and 2" x 4" on 4" pole • 10'-39' mounting heights • Drilled or tenon (specify) Base View Hand Hole12-5/16" B AB BaseSize(S) BP BC H D See technical information. Catalog # Type Date Project Comments Prepared by ORDERING INFORMATION SAMPLE NUMBER: SSA5A20SFM1XG Product Family Shaft Size (Inches) 1 Wall Thickness (Inches) Mounting Height (Feet) Base Type Finish Mounting Type Number and Location of Arms Arm Lengths (Feet) Options (Add as Suffix) SSS= Square Straight Steel 4= 4" 5= 5" 6= 6" A= 0.120" M= 0.188" X= 0.250" 10= 10' 15= 15' 20= 20' 25= 25' 30= 30' 35= 35' 39= 39' S= Square Steel Base F= Dark Bronze G= Galvanized Steel J= Summit White K= Carbon Bronze L= Dark Platinum R= Hartford Green S= Silver T= Graphite Metallic V= Grey W= White X= Custom Color Y= Black 2= 2-3/8" O.D. Tenon (4" Long) 3= 3-1/2" O.D. Tenon (5" Long) 4 = 4" O.D. Tenon (6" Long) 9 = 3" O.D. Tenon (4" Long) 6 = 2-3/8" O.D. Tenon (6" Long) 7= 4" O.D. Tenon (10" Long) A= Type A Drilling C= Type C Drilling E= Type E Drilling F= Type F Drilling G= Type G Drilling J= Type J Drilling K= Type K Drilling M= Type M Drilling N= Type N Drilling R= Type R Drilling S= Standard Upsweep Arm 6 Z= Type Z Drilling 1= Single 2= 2 at 180° 3= Triple 2 4= 4 at 90° 5= 2 at 90° X= None X= None 2= 2' 3= 2.5' 4= 4' 6= 6' 8=8' A= 1/2" Tapped Hub 3 B= 3/4" Tapped Hub 3 C= Convenience Outlet 4 E= GFCI Convenience Outlet 4 G= Ground Lug H= Additional Hand Hole 5 V= Vibration Dampener NOTES: 1. All shaft sizes nominal. 2. Square poles are 3 at 90°, round poles are 3 at 120°. 3. Tapped Hub is located 5’ below the pole top and on the same side of pole as hand hole, unless specified otherwise. 4. Outlet is located 4' above base and on same side of pole as hand hole, unless specified otherwise. Receptacle not included, provision only. 5. Additional hand hole is located 12" below pole top and 90° from standard hand hole location, unless otherwise specified. 6. Arm must be ordered separately. ANCHORAGE DATA Pole Template Number Bolt Number Bolt Circle (inches) Number of Bolts Bolt Size (inches) SSS4 TMP1 AB1 8.5 - 11.0 4 3/4 x 25 x 3 SSS5 TMP1 AB1 11.0 4 3/4 x 25 x 3 SSS6 TMP2 AB3 12.5 4 1 x 36 x 4 The information contained herein is for general guidance only and is not a replacement for professional judgment. Design considerations for wind-induced vibrations and non-ground mounted instal- lations (e.g., installations on bridges or buildings) are not included in this document. Consult with a professional, and local and federal standards, before ordering to ensure product is appropriate for the intended purpose and installation location. Refer to the Cooper Lighting Solutions Light Pole White Paper for risk factors and design considerations. Learn more. NOTE: The Limited Warranty for this product specifically excludes fatigue failure or similar damage resulting from vibration, harmonic oscillation or resonance. Specifications and dimensions subject to change without notice. Consult your lighting representative at Cooper Lighting Solutinos or visit www.cooperlighting.com for available options, accessories and ordering information. DESIGN CONSIDERATIONS - VIBRATIONS AND NON-GROUND MOUNTED INSTALLATIONS SSS SQUARE STRAIGHT STEEL TD513013EN April 14, 2021 5:42 PM EFFECTIVE PROJECTED AREA (At Pole Top) Mounting Height (Feet) Catalog Number 1, 2 Wall Thickness (Inches) Base Square 3 (Inches) Bolt Circle Diameter (Inches) Anchor Bolt Projection 3 (Inches) Shaft Size 3 (Inches) Anchor Bolt Diameter x Length x Hook (Inches) Net Weight (Pounds) Maximum Effective Projected Area (Square Feet) 4 Max. Fixture Load - Includes Bracket (Pounds) MH S BC BP B D x AB x H 80 mph 90 mph 100 mph 110 mph 10 SSS4A10S 0.120 10-1/2 11 4-1/2 4 3/4 x 25 x 3 85 30.0 22.0 17.0 13.0 100 15 SSS4A15S 0.120 10-1/2 11 4-1/2 4 3/4 x 25 x 3 118 15.0 11.5 8.7 6.5 100 20 SSS4A20S 0.120 10-1/2 11 4-1/2 4 3/4 x 25 x 3 150 8.7 5.9 3.9 2.5 150 20 SSS5A20S 0.120 10-1/2 11 4-1/2 5 3/4 x 25 x 3 183 15.4 11.1 7.9 5.5 150 25 SSS4A25S 0.120 10-1/2 11 4-1/2 4 3/4 x 25 x 3 181 3.7 1.7 0.3 -- 200 25 SSS5A25S 0.120 10-1/2 11 5 5 3/4 x 25 x 3 222 9.3 6.0 3.5 1.6 200 25 SSS6A25S 0.120 12-1/2 12-1/2 5 6 1 x 36 x 4 284 9.9 6.1 3.5 1.2 200 30 SSS5A30S 0.120 10-1/2 11 4-1/2 5 3/4 x 25 x 3 260 4.7 2.1 ----200 30 SSS5M30S 0.188 10-1/2 11 4-1/2 5 3/4 x 25 x 3 392 10.4 6.4 3.5 1.5 200 30 SSS6A30S 0.120 12-1/2 12-1/2 5 6 1 x 36 x 4 330 4.3 1.4 ----200 30 SSS6M30S 0.188 12-1/2 12-1/2 5 6 1 x 36 x 4 489 19.0 13.0 8.7 5.6 200 35 SSS5M35S 0.188 10-1/2 11 4-1/2 5 3/4 x 25 x 3 453 5.8 2.8 ----200 35 SSS6M35S 0.188 12-1/2 12-1/2 5 6 1 x 36 x 4 564 12.8 7.2 3.7 1.0 200 35 SSS6X35S 0.250 12-1/2 12-1/2 5 6 1 x 36 x 4 738 16.5 11.0 6.8 3.5 200 39 SSS6M39S 0.188 12-1/2 12-1/2 5 6 1 x 36 x 4 618 7.3 3.0 ---- 300 39 SSS6X39S 0.250 12-1/2 12-1/2 5 6 1 x 36 x 4 816 13.0 7.0 3.7 0.8 300 EFFECTIVE PROJECTED AREA (Two Feet Above Pole Top) Mounting Height (Feet) Catalog Number 1, 2 Wall Thickness (Inches) Base Square 3 (Inches) Bolt Circle Diameter (Inches) Anchor Bolt Projection 3 (Inches) Shaft Size 3 (Inches) Anchor Bolt Diameter x Length x Hook (Inches) Net Weight (Pounds) Maximum Effective Projected Area (Square Feet) 4 Max. Fixture Load - Includes Bracket (Pounds) MH S BC BP B D x AB x H 80 mph 90 mph 100 mph 110 mph 10 SSS4A10S 0.120 10-1/2 11 4-1/2 4 3/4 x 25 x 3 85 23.0 17.5 14.0 11.0 100 15 SSS4A15S 0.120 10-1/2 11 4-1/2 4 3/4 x 25 x 3 118 13.4 10.0 7.5 5.7 100 20 SSS4A20S 0.120 10-1/2 11 4-1/2 4 3/4 x 25 x 3 150 7.6 5.2 3.4 2.1 150 20 SSS5A20S 0.120 10-1/2 11 4-1/2 5 3/4 x 25 x 3 183 13.8 9.9 7.1 4.9 150 25 SSS4A25S 0.120 10-1/2 11 4-1/2 4 3/4 x 25 x 3 181 3.4 1.6 0.3 -- 200 25 SSS5A25S 0.120 10-1/2 11 5 5 3/4 x 25 x 3 222 8.5 5.5 3.2 1.5 200 25 SSS6A25S 0.120 12-1/2 12-1/2 5 6 1 x 36 x 4 284 9.1 5.6 3.0 1.2 200 30 SSS5A30S 0.120 10-1/2 11 4-1/2 5 3/4 x 25 x 3 260 1.8 ------200 30 SSS5M30S 0.188 10-1/2 11 4-1/2 5 3/4 x 25 x 3 392 9.6 5.9 1.9 0.2 200 30 SSS6A30S 0.120 12-1/2 12-1/2 5 6 1 x 36 x 4 330 4.1 1.3 ----200 30 SSS6M30S 0.188 12-1/2 12-1/2 5 6 1 x 36 x 4 489 18.5 12.5 8.4 5.3 200 35 SSS5M35S 0.188 10-1/2 11 4-1/2 5 3/4 x 25 x 3 453 5.5 2.4 ----200 35 SSS6M35S 0.188 12-1/2 12-1/2 5 6 1 x 36 x 4 564 11.8 7.0 3.5 1.0 200 35 SSS6X35S 0.250 12-1/2 12-1/2 5 6 1 x 36 x 4 738 16.0 10.5 6.4 3.4 200 39 SSS6M39S 0.188 12-1/2 12-1/2 5 6 1 x 36 x 4 618 7.0 2.4 ---- 300 39 SSS6X39S 0.250 12-1/2 12-1/2 5 6 1 x 36 x 4 816 12.0 6.7 3.0 0.5 300 NOTES: 1. Catalog number includes pole with hardware kit. Anchor bolts not included. Before installing, make sure proper anchor bolts and templates are obtained. 2. Tenon size or machining for rectangular arms must be specified. Hand hole position relative to drill location. 3. Shaft size, base square, anchor bolts and projections may vary slightly. All dimensions nominal. 4. EPAs based on shaft properties with wind normal to flat. EPAs calculated using base wind velocity as indicated plus 30% gust factor. page 2 WARNING: Customer is responsible for engineering analysis to confirm pole and fixture compatibility for all applications. Refer to pole white paper WP513001EN for additional support information. Before installing, make sure proper anchor bolts and templates are obtained. The use of unauthorized accessories such as banners, signs, cameras or pennants for which the pole was not designed voids the pole warranty and may result in pole failure causing serious injury or property damage. Information regarding total loading capacity can be supplied upon request. The pole warranty is void unless poles are used and installed as a complete pole and luminaire combination. This warranty specifically excludes failure as the result of a third party act or omission, misuse, unanticipated uses, fatigue failure or similar phenomena resulting from induced vibration, harmonic oscillation or resonance associated with movement of air currents around the product. Specifications and dimensions subject to change without notice. Consult your lighting representative at Cooper Lighting Solutions or visit www.cooperlighting.com for available options, accessories and ordering information. Vibrations may cause damage to structures, including poles. Vibrations are unpredictable, and there are many factors and variables that can cause damaging vibrations. Many wind conditions exist that can create damaging vibrations to poles and luminaires, such as constant winds between 10-30 mph. Although all pole types can experience vibration, straight square poles seem to be most prone. Vibration dampers and/or a round tapered design may be used to mitigate damage from vibrations, but there is no guarantee damaging vibrations will be prevented. Vibration dampers are not included with this pole but can be ordered separately. Consult with a professional, and local and federal standards, to ensure this pole is appropriate for the intended purpose and installation location. Refer to Cooper Lighting Solutions' Light Pole White Paper for risk factors and design considerations. Perform inspections periodically. A prudent inspection schedule would be: one week after installation, one month after installation, yearly after installation, and following any major wind event. Dur- ing the inspection, check the poles for cracks. If cracks are detected, remedial action is required. Recheck anchor bolt torques and re-tighten according to the recommended torque values. Check for missing covers and pole caps and replace as necessary. Check the pole for corrosion and deterioration of the finish. Should there be corrosion or deterioration, take remedial action to correct. VIBRATION MAINTENANCE SSS SQUARE STRAIGHT STEEL TD513013EN April 14, 2021 5:42 PM page 3 Specifications and dimensions subject to change without notice. Cooper Lighting Solutions 1121 Highway 74 South Peachtree City, GA 30269 P: 770-486-4800 www.cooperlighting.com 1391 Corporate Drive | Suite 203 McHenry, IL 60050 Main 815.385.1778 + Fax 713.965.0044 HRGREEN.COM February 14, 2023 City of Carmel Engineering Department One Civic Square Carmel, IN 46032 RE: Chick-fil-A – West Carmel, IN PZ-2022-00169 DP ADLS Storm Sewer Waiver Request Letter HR Green Project No.: 210531 Chick-fil-A, Inc. would like to request the following storm sewer related waiver requests due to existing site/utility constraints: 1. Allow storm sewer pipe to have a cover depth of less than 2.5’ (Section 501.01 of the Stormwater Technical Standards Manual). The CFA site has been designed to utilize existing storm sewer to the maximum extent practicable. The subject site currently has two storm sewer systems; on the west side of the site and on the east side of the site. There is no need to modify the western storm sewer system as it has sufficient capacity to accommodate the CFA development so it’s proposed to be left in place as-is. The following existing pipes on the western run currently do not meet the 2.5’ cover requirement as labeled on the Gra ding Plan (C-300): ST-7; ST-9; ST-11. Since there is no need to modify this storm sewer run, having to modify this storm sewer system to meet the cover requirement is seen as an unnecessary hardship. New storm sewer is proposed to be installed on the eastern side of the site and will tie into the existing system located at the NW corner of the W. 99th Street and Walnut Creek Drive intersection. This existing sewer system is shallow as it only meets the required 2.5’ pipe cover requirement at the inters ection. Once the existing storm sewer enters the subject site, the pipe cover requirement is not met in today’s condition. Existing inlet structure ST-18, as labeled on the Grading Plan (C-300), is proposed to be reused and the new storm sewer will tie in at this location. The new sewer has been designed with minimum slopes and pipe sizes to accommodate the runoff generated by the CFA development. Even with utilizing minimum slopes and pipe sizes, the cover requirement cannot be met due to a shallow existing starting invert elevation. In order to meet this cover requirement, existing storm sewer would need to be removed & replaced to the intersection and possibly even further downstream within the adjacent roadways which is seen as an unnecessary hardship. 2. Allow no vertical drop through storm sewer manholes/inlets when 0.1’ is required (Section 501.03 of the Stormwater Technical Standards Manual). As noted in the section above, the subject site currently has two storm sewer systems; on the west side of the site and on the east side of the site. The western storm sewer system has sufficient capacity to accommodate the CFA development so having to modify the existing system to ensure a 0.1’ drop through manholes/inlets is seen as an unnecessary hardship. City of Carmel Chick-fil-A – Storm Sewer Waiver Letter HR Green Project No.: 210531 February 14, 2023 Page 2 of 2 The eastern storm sewer system will be made of up both existing and proposed storm sewer. As noted in the previous section, minimum pipe cover could not be met over the proposed sewer due to the shallow depth of the existing storm sewer that is being tied into. In order to provide as much cover as possible over the new storm sewer, CFA is requesting a waiver from the 0.1’ drop through manhole/inlet requirement. Sincerely, HR GREEN, INC. Erik Hertel, PE Project Engineer – Land Development J:\2021\210531\Corr\ltr-021423-Storm Sewer Waiver Letter.docx 1391 Corporate Drive | Suite 203 McHenry, IL 60050 Main 815.385.1778 + Fax 713.965.0044 HRGREEN.COM 03/16/2023 City of Carmel Engineering Department Attn: Alex Jordan, CPESC One Civic Square Carmel, IN 46032 Re: Stormwater Quality Unit Inspection (9965 N. Michigan Road) Dear Mr. Jordan, Below is a summary of the inspection that was performed on the (2) existing stormwater quality units on March 16th, 2023. The units were inspected to ensure they can be reused to service the new Chick -fil-A restaurant redevelopment project. • Inspection Date: 03/16/2023 • Inspection Location: 9965 N. Michigan Road, Carmel, IN 46032 • Inspection Attendees: o Cameron Bezold (Contech Engineered Solutions LLC / 513-310-2833) o Kurt Anderson (City of Carmel / 317-571-2308) o Tony Snyder (Thorndale Construction Services, Inc. / 630-705-1550) • Water Quality Units Inspected: (2) Existing Contech VortSentry Units • Inspection Results: Per correspondence from Cameron Bezold from Contech Engineered Solutions on 3/16/23 to HR Green, the internals of the units are still in workable condition and he did not see any issues with reusing these units for the new site. The units should be maintained via a Vac Truck prior to reuse. He sent Tony Snyder from Thorndale Construction Services the VortSentry operation and maintenance guide that gives more info on maintenance frequency and how to measure when the unit needs to be maintained. • Action Items: Thorndale Construction Services to have units vac’d prior to construction start and after construction has completed. Sincerely, HR GREEN, INC. Erik Hertel, P.E. Project Engineer J:\2021\210531\Corr\mem -031623-WQU Inspection.docx FLL LED FLOODLIGHT ORDERING INFORMATION - STOCK VERSION PRODUCT IMAGE(S)SPECIFICATIONS CERTIFICATIONS/LISTINGS Intended Use: Large LED flood with beam distribution for lighting applications such as safety/security, facade, area, or signs Construction: • Corrosion resistant, rugged die-cast aluminum housing with powder coat paint finish • Tempered glass lens protects LEDs and allows for cleaning/debris removal • Vented housing isolates LED module from driver, maximizing product life and performance • Visor, louver and vandal accessories available LED: • 28 high power LED’s (Stock/MTO) • 42 high power LED’s (MTO) • 140 mid power LED’s (Stock) • Ambient operating temperature -35°C to 40°C • Stock Versions: 4000K and 5000K CCT • MTO Versions: 3000K nominal with 80 CRI, 4000K and 5000K CCT nominal with 70 CRI Optical/Electrical: • Variety of NEMA distributions - N (3x3), M (4x4), RM (5x4) and W (6x6) - for wide range of lighting applications; Stock version Wide (6x6) only • IP65 fixture, Driver IP66 and RoHS compliant • 10KV surge protector comes standard Optical/Electrical (Cont.) • 0-10V dimming driver standard, continuous dimming option to have leads pulled out for easy connection (knuckle only) Installation: • Knuckle mount 15˚ aiming angle increments for precise aiming and control, fits 2-3/8” tenons or pipes • Heavy duty steel yoke with adjustable stainless steel hardware, mounting holes for one center - 3/4” bolt or two side - 3/8” bolts • 3’ SEOOW cord with yoke mount Listings: • IP65, Listed to UL1598 for use in wet locations • Select Models DLC Standard and DLC Premium Qualified. Consult DLC website for more details: https://www.designlights.org/QPL • EPA = 1.0ft2 • This product qualifies as both (i) a “domestic construction material” per FAR §52.225-9 Buy American-Construction Materials and a “(COTS) item” per FAR §2.101 and (ii) a “designated country construction material” per FAR 52.225-11 Buy American-Construction Materials under Trade Agreements effective 06/03/2020. See Buy American Solutions Warranty: For more information visit: http://www.hubbelllighting.com/resources/warranty/ Hubbell Outdoor Lighting • 701 Millennium Boulevard • Greenville, SC 29607 • Phone: 864-678-1000 Due to our continued efforts to improve our products, product specifications are subject to change without notice. © 2020 HUBBELL OUTDOOR LIGHTING, All Rights Reserved • For more information visit our website: www.hubbelloutdoor.com • Printed in USA FLL-SPEC AuguSt 25, 2020 3:15 PM SHIPPING INFORMATION Cat.# Approvals Job Type Catalog Number g.W(kg)/CtN Carton Dimensions Length Inch (cm)Width Inch (cm)Height Inch (cm) FLL (Single Carton)25 (12.3) lbs 17.72" (45)13.0" (33)10.00" (25.5)IP65 Carton dimensions for shipping purposes only Yoke Knuckle Catalog Number Mount Max Candle Power Beam Pattern Wattage LED Count Voltage Color Temperature/CRI Lumens LPW Weight lbs. (kg)Finish FLL-95-Y Yoke 7789 Wide 95w 28 120-277V 5000K/70 10576 109 20 (9.0) Bronze FLL-95-4K-Y Yoke 7265 Wide 95w 28 120-277V 4000K/70 10330 105 20 (9.0) FLL-150-4K-U-Y Yoke 5627 Wide 150w 140 120-277V 4000K/80 14665 98 20 (9.0) FLL-150-5K-U-Y Yoke 5731 Wide 150w 140 120-277V 5000K/80 14764 98.4 20 (9.0) FLL-150-4K-U-K Knuckle 5627 Wide 150w 140 120-277V 4000K/80 14665 98 20 (9.0) FLL-150-5K-U-K Knuckle 5731 Wide 150w 140 120-277V 5000K/80 14764 98.4 20 (9.0) ORDERING INFORMATION - MADE TO ORDER FAMILY FLL FACTOR Flood Large DISTRIBUTION N 3x3 M 4x4 RM 5x4 W 6x6 CONTROL OPTION PC Photocontrol (voltage specified and determined by voltage field) CD3 Continuous dimming VOLTAGE U 120V- 277V 1 120V 2 208V 3 240V 4 277V 51 480V F1 347V MOUNTING K Knuckle Y Yoke # LEDS 28L 28 LED 42L 42 LED WATTS 95 95W OPTIONS F Fusing 120 or 277V only (determined by voltage field) CCT 3K 3000K 4K 4000K 5K 5000K FLL A B C D E F g H I J K 14.9” 5.5” 6.0” 7.0 14.57” 17/32” 7/8” 3-1/8” 3.0” 2.9” 7.57” 378mm 140mm 152mm 177mm 370mm 14mm 22mm 79mm 77mm 75mm 192mm DIMENSIONS B A C D Yoke Mount Knuckle MountDetail K J I E KnuckleYoke 1 42L only 2 Only available on 3K configurations 3 Knuckle configurations only CRI 7 70 CRI 82 80 CRI FINISH BLT Black Matte Textured BLS Black Gloss Smooth DBT Dark Bronze Matte Textured DBS Dark Bronze Gloss Smooth GTT Graphite Matte Textured LGS Light Grey Gloss Smooth PSS Platinum Silver Smooth WHT White Matte Textured WHS White Gloss Smooth VGT Verde Green Textured COLOR OPTION CC Custom Color See Certification Specifications BUY AMERICANSOLUTIONS See Certification Specifications BUY AMERICANSOLUTIONS 5K (5000K nominal, 70 CRI) 4K (4000K nominal, 70 CRI) 3K (3000K nominal, 80 CRI) # OF LEDS DRIVE CURRENT SYSTEM WATTS DIST. TYPE NEMA FIELD ANGLE H˚ X V˚LUMENS LPW1 MAX BEAM CANDLEPOWER LUMENS LPW1 MAX BEAM CANDLEPOWER LUMENS LPW1 MAX BEAM CANDLEPOWER 28 1050mA 96W N 3 x 3 32˚ x 32˚9774 102 82593 9725 101 80544 6842 71 57764 M 4 x 4 53˚ x 53˚9552 100 39244 9504 99 30867 6686 70 22889 RM 5 x 5 84˚ x 86˚8971 93 15907 8926 93 14794 6279 65 10677 W 6 x 6 107˚ x 107˚10576 104 7316 10330 104 7106 7000 73 4981 42 700mA 97W N 3 x 3 32˚ x 32˚10860 114 91770 10263 108 85000 7473 80 63093 M 4 x 4 53˚ x 53˚11400 119 46836 10335 108 33566 7654 81 26201 RM 5 x 5 84˚ x 86˚9806 102 17388 8889 93 14733 6702 71 11395 W 6 x 6 107˚ x 107˚10967 113 8024 10173 105 7265 7694 79 5475 Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of the configurations shown. Actual performance may differ as a result of end-user environment and application. PERFORMANCE DATA - MTO LUMINAIRE AMBIENT TEMPERATURE FACTOR (LATF) AMBIENT TEMPERATURE LUMEN MULTIPLIER 0°C 32°F 1.02 10°C 50°F 1.01 20°C 68°F 1.00 25°C 77°F 1.00 30°C 86°F 1.00 40°C 104°F 0.99 Use these factors to determine relative lumen output for average ambient temperatures from 0-40°C (32-104°F). OPERATING HOURS – FLL-28L AMBIENT TEMP.0 25,000 50,000 1TM-21-11 60,000 100,000 Calculated L70 (HOURS) 25°C / 77°C 1.00 0.94 0.91 0.88 0.79 >149,000 40°C / 104°F 1.00 0.92 0.90 0.87 0.76 >132,000 Nichia 219B, 1080mA, 85˚C OPERATING HOURS – FLL-150 AMBIENT TEMP.0 25,000 50,000 1TM-21-11 60,000 100,000 Calculated L70 (HOURS) 25°C / 77°C 1.00 0.96 0.94 0.93 0.89 >331,000 40°C / 104°F 1.00 0.95 0.92 0.90 0.85 >237,000 Nichia NFSL757DT-V1, 150mA, 85˚C ELECTRICAL DATA # OF LEDS NUMBER OF DRIVERS DRIVE CURRENT (mA) INPUT VOLTAGE (V) CURRENT (Amps) SYSTEM POWER (W) 28 1 1050mA 120 0.82 95 277 0.36 95 42 1 700mA 120 .80 96 277 .35 96 140 1 158mA 120 1.25 150 277 0.54 150 ACCESSORIES & REPLACEMENT PARTS - Order Separately Catalog Number Description FLL-VISOR-DB Bronze top visor (Tap holes in lens frame for field installation) 93053186 FLL28, 95w, 120-277V Dimming driver, 1050mA (1 Qty) 93053187 FLL42 , 95w, 120-277V Dimming driver, 700mA (1 Qty) FLL-LOUVER-BL Black adjustable louver ARF-SPC Polycarbonate vandal shield 4024C Steel slipfitter for 2" pipe, 2 3/8" OD yoke mount, bronze finish 4040 Heavy-duty steel wall/pole bracket; bronze Lektrocote® FLL-LOUVER-BL FLL-VISOR-XX ARF-SPC OPERATING HOURS – FLL-42L AMBIENT TEMP.0 25,000 50,000 1TM-21-11 60,000 100,000 Calculated L70 (HOURS) 25°C / 77°F 1.00 0.98 0.96 0.96 0.94 >625,000 40°C / 104°F 1.00 0.96 0.94 0.93 0.90 >435,000 PROJECTED LUMEN MAINTENANCE Hubbell Outdoor Lighting • 701 Millennium Boulevard • Greenville, SC 29607 • Phone: 864-678-1000 Due to our continued efforts to improve our products, product specifications are subject to change without notice. © 2020 HUBBELL OUTDOOR LIGHTING, All Rights Reserved • For more information visit our website: www.hubbelloutdoor.com • Printed in USA FLL-SPEC AuguSt 25, 2020 3:15 PM PHOTOMETRICS For additional photometric information and IES downloads, visit our web site at www.hubbelloutdoor.com 50‘50‘25‘25‘25‘25’50‘75‘100‘75‘75‘5fc2fc1fc.5fc 40‘40‘20‘20‘20‘20’40‘60‘80‘60‘60‘5fc2fc1fc.5fc50‘50‘25‘25‘25‘25’50‘75‘100‘75‘75‘5fc2fc1fc.5fc FLL42L FLL42L FLL42L FLL42L 3x3 Narrow 4x4 Medium 5x5 Rectangular Medium 6x6 Wide FLL140L, 6x6 Wide FLL28L, 6x6 WideFLL140L, 6x6 Wide0 Hubbell Outdoor Lighting • 701 Millennium Boulevard • Greenville, SC 29607 • Phone: 864-678-1000 Due to our continued efforts to improve our products, product specifications are subject to change without notice. © 2020 HUBBELL OUTDOOR LIGHTING, All Rights Reserved • For more information visit our website: www.hubbelloutdoor.com • Printed in USA FLL-SPEC AuguSt 25, 2020 3:15 PM Chick-fil-A 5200 Buffington Road Atlanta, Georgia 30349- 2998 o 0 wo W QJp'* O�0 0 d96dW �+CIF)U) �z Z"o4ov Y M z" It J J X � MQ�lai FSR# 04978 REVISION SCHEDULE No. DATE DESCRIPTION ARCHITECT'S PROJECT# # PRINTED FOR CITY REVIEW DATE 12/02/2022 DRAWN BY JR/GD Information contained on this drawing and in all digital files produced for above named project may not be reproduced in any manner without express written or verbal consent from authorized project representatives. SHEET PHOTOMETRIC PLAN SHEET NUMBER E=1 02 SF. 1.00 JACK JN:H:A22009L6\PHOTOMETRIC\FREg/QS€(D497-EETD--Z@1ZEPFTOMMETRIC PLAN DRIVETHRU DRIVETHRU DRIVETHRU DRIVETHRU Information contained on this drawing and in all digital files produced for above named project may not be reproduced in any manner without express written or verbal consent from authorized project representatives. ENGINEER'S PROJECT # PRINTED FOR DATE SHEET SHEET NUMBER DRAWN BY: Chick-fil-A 5200 Buffington Road Atlanta, Georgia 30349-2998 REVISION SCHEDULE FSR#CHICK-FIL-A210531 PRELIMINARY 07/21/2022WEST CARMEL (IN) FSUPRELIMINARY04978 NO.DATE DESCRIPTION CHECKED BY: MRJ JFV 9965 N. MICHIGAN ROADCARMEL, IN 46032C-200P R E L I M I N A R Y NOT FOR CONSTRUCTION SITE PLAN Pedestrian Crosswalk LETTER OF TRANSMITTAL 1—f Date: October 6, 2022 Job No. 210531 HRGreen Re: Chick-fil-A (Carmel, IN) 1391 Corporate Drive, Suite 203 McHenry, IL 60050 815.385.1778 We are sending you the following items: ❑ U.S. Mail To: City of Carmel ❑ UPS Standard Planning & Zoning Division ® UPS Overnight Attn: Joe Shestak ❑ Delivery One Civic Square ❑ Via Carmel, IN 46032 ❑ Shop Drawings ® Prints/Plans [' Proposal ❑ Pay Estimate ❑ Specifications ❑ Reports ❑ Change Order ® Check Copies Date Description 7 Plan Commission Packets 1 Filing Fee Check ($2,671.41) 1 Flash Drive (Containing Electronic Version of Packet) ❑ For Approval ❑ For Your Use ® As Requested ❑ For Signature LI For Review and Comment ❑ Returning to You ❑ Other(See remarks) Remarks: Please find the enclosed packets and filing fee in regards to the Plan Commission Meeting for the proposed Chick-fil-A project to be located at 9965 N. Michigan Road. Please let me know if you need any additional information. Thank You! Copies to: Signed: ,70..e7,_ .. Joseph F. Vavrina, P.E. LEED AP Page 1 of 1