Facility Number South Goldenrod Road Orlando, Florida 07/05/2017

Transcription

1 Facility Number South Goldenrod Road Orlando, Florida 07/05/2017 Specifications based on Unified Design Standards Specifications, FY15 BI-Annual Release #2(UDSv15-2), Issued: March 13, 2015 prepared by: Walgreens Facilities Development, 106 Wilmot Road, Deerfield, IL 60015

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9 SECTION BASIS TITLE DIVISION 01 GENERAL REQUIREMENTS TABLE OF CONTENTS TABLE OF CONTENTS GEOTECHNICAL DATA Additional Division 00 Sections issued under separate cover. DIVISION 01 GENERAL REQUIREMENTS MAR15 SUMMARY OF WORK MAR15 QUALITY CONTROL MAR15 GENERAL COMMISSIONING REQUIREMENTS DIVISION 02 EXISTING CONDITIONS NOT USED DIVISION 03 CONCRETE MAR15 CAST IN PLACE CONCRETE MAR15 CONCRETE POLISHING, PROCESSING, AND FINISHING DIVISION 04 MASONRY NOT USED DIVISION 05 METAL MAR15 STRUCTURAL METAL FRAMING DIVISION 06 WOOD, PLASTICS, AND COMPOSITES MAR15 CARPENTRY DIVISION 07 - THERMAL AND MOISTURE PROTECTION MAR15 THERMAL INSULATION MAR15 EXTERIOR INSULATION FINISH SYSTEMS SELF ADHERING AIR BARRIER FIBER CEMENT CLADDING MAR15 FLASHING, SHEET METAL, SPECIALTIES AND ACCESSORIES MAR15 JOINT PROTECTION DIVISION 08 OPENINGS MAR15 METAL DOORS AND FRAMES MAR15 WOOD DOORS MAR15 SPECIALTY DOORS & FRAMES JUN15 OVERHEAD COILING SECURITY DOORS MAR15 STOREFRONTS & AUTOMATIC ENTRANCES MAR15 HARDWARE MAR15 GLAZING Table of Contents

10 DIVISION 09 FINISHES MAR15 GYPSUM BOARD MAR15 THIN SET TILING MAR15 ACOUSTIC CEILINGS MAY15 RESILIENT FLOORING MAR15 SPECIAL WALL SURFACING JUN15 PAINTING AND WALLCOVERING DIVISION 10 SPECIALTIES MAR15 TOILET PARTITIONS AND ACCESSORIES MAR15 FIRE PROTECTION SPECIALTIES DIVISION 12 FURNISHINGS ROLLER SHADES MAR15 FLOOR MATS AND FRAMES DIVISION 13 SPECIAL CONSTRUCTION METAL BUILDING SYSTEMS DIVISION 14 CONVEYING EQUIPMENT Not Used DIVISION 20 MECHANICAL MAR15 COMMON WORK RESULTS FOR MECHANICAL MAR15 MECHANICAL INSULATION MAR15 MECHANICAL SYSTEMS COMMISSIONING DIVISION 21 FIRE SUPPRESSION MAR15 WATER BASED FIRE SUPPRESSION DIVISION 22 PLUMBING MAR15 PLUMBING DIVISION 23 - HEATING, VENTILATING AND AIR CONDITIONING MAR15 TESTING, ADJUSTING AND BALANCING MAR15 HVAC AIR DISTRIBUTION APR15 DECENTRALIZED HVAC EQUIPMENT DIVISION 26 ELECTRICAL MAR15 COMMON WORK RESULTS FOR ELECTRICAL APR15 ELECTRICAL DISTRIBUTION MAR15 LIGHTING DIVISION 27 - COMMUNICATIONS MAR15 SPECIAL SYSTEMS DIVISION 28 - ELECTRONIC SAFETY AND SECURITY MAR15 FIRE DETECTION AND ALARM Table of Contents

11 DIVISION 31 EARTHWORK JUN15 TERMITE CONTROL END TABLE OF CONTENTS Table of Contents

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13 SECTION GEOTECHNICAL DATA PART 1 - GENERAL 1.01 GENERAL A. Geotechnical Investigation (Subsurface Soils Tests) for the project site has been performed and a report of that investigation has been completed. A copy of the investigation report is attached SUBSURFACE INFORMATION A. Log of borings indicates materials penetrated at specific locations. Owner and/or Architect assume no responsibility for any conclusions or interpretations made by Contractor related to information included in the Report. Should Contractor require additional information concerning sub-surface conditions, he may without cost to Owner, make additional investigations. Should additional investigations produce information different from that in Soil Report, notify Owner in writing REQUIREMENT A. Contractor read and otherwise become completely familiar with contents of Soil Report, including but not limited to its recommendations for preparation of subsoil, bases, sub-bases and fill and construction of building foundations, parking and paving. Provide building foundations in compliance with recommendations in Report. Should discrepancy be found between the requirements of Soil Report and the drawings and/or specifications, notify Owner in writing prior to beginning Work. PART 2 - PRODUCTS Not used PART 3 - EXECUTION Not used END OF SECTION GEOTECHNICAL DATA RSP

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15 REPORT OF GEOTECHNICAL EXPLORATION WALGREENS CURRY FORD AND GOLDENROD ORLANDO, FLORIDA E&A PROJECT NO CLIENT ID: J472 Prepared for: The Ferber Company, Inc. 151 Sawgrass Corners Drive, Suite 202 Ponte Vedra Beach, Florida Prepared by: Ellis & Associates, Inc Davis Creek Road Jacksonville, Florida March 14, 2017

16 March 14, 2017 Mr. Jason W. Crews The Ferber Company, Inc. 151 Sawgrass Corners Drive, Suite 202 Ponte Vedra Beach, Florida Reference: Report of Geotechnical Exploration Walgreens Curry Ford and Goldenrod Orlando, Florida E&A Project No Client ID: J492 Dear Mr. Crews: As requested and authorized by you, Ellis & Associates, Inc. (E&A) has completed a geotechnical exploration for the subject project. This exploration was performed in accordance with our proposal dated February 6, The exploration was performed to evaluate the general subsurface conditions within the proposed building, roadway, and stormwater pond areas, and to provide pavement design, foundation preparation, site preparation, and earthwork recommendations. We appreciate this opportunity to be of service as your geotechnical consultant on this phase of the project, and we look forward to providing the materials testing and observation that will be required during the construction phase. If you have any questions, or if we may be of any further service, please contact us. Very truly yours, ELLIS & ASSOCIATES, INC. Chris M. Egan, P.E. John Kent, P.E. Project Engineer Senior Project Engineer Registered, Florida No Registered, Florida No Distribution: Mr. Jason W. Crews The Ferber Company, Inc. 1 pdf 7064 Davis Creek Road, Jacksonville, FL Phone: (904) & (800) Fax: (904) Offices: Jacksonville, FL Daytona, FL Brunswick, GA

17 TABLE OF CONTENTS Walgreens Curry Ford and Goldenrod Subject Page No. 1.0 PROJECT INFORMATION Site Location Project Description FIELD EXPLORATION SPT and Auger Borings Double Ring Infiltrometer Test LABORATORY TESTING GENERAL SUBSURFACE CONDITIONS General Soil Profile Groundwater Level Normal Seasonal High Groundwater Level DESIGN RECOMMENDATIONS General Foundation Design Recommendations Pavement Considerations Pond Considerations SITE PREPARATION AND EARTHWORK RECOMMENDATIONS Clearing and Stripping Temporary Groundwater Control Compaction Structural Backfill and Fill Soils Foundation Areas Pavement Areas QUALITY CONTROL TESTING REPORT LIMITATIONS... 9 FIGURES Figure 1 Figure 2 APPENDICES Appendix A Appendix B Site Location Plan Field Exploration Plan Generalized Subsurface Soil Profiles Soil Boring Logs Field Exploration Procedures Key to Soil Classification Laboratory Testing Summary DRI Test Results Laboratory Test Procedures i March 14, 2017

18 Walgreens Curry Ford and Goldenrod 1.0 PROJECT INFORMATION 1.1 Site Location The project site is located at the southwest corner of the intersection of Curry Ford Road and South Goldenrod Road in Orlando, Florida. The general site location is shown on Figure 1. At the time of our exploration, the site was developed as a convenience store and gas station. Several underground utilities were observed around the project site at the time of our exploration. The site was relatively level and stormwater appeared to be managed in a stormwater retention area at the west side of the property. 1.2 Project Description You provided project information via an dated February 2, We were provided with a copy of a site plan for the subject site, prepared by Thomas Engineering Group, last dated January 19, This plan indicates the boundary limits for the property, the existing roadways adjacent to the site, and the layout of the proposed construction. We understand the proposed building includes a single-story structure approximately 97 feet by 150 feet in plan dimensions. We were not provided detailed structural loading and grading information. For the purposes of this report, we expect maximum column, wall, and floor loads of 50 kips, 5 kips per linear foot (klf) and 150 pounds per square foot (psf), respectively. We also expect that less than 2 feet of fill (and only nominal cuts) will be required to achieve final grades in structural areas. We understand that there will be paved parking on the north and east sides of the proposed structure. Additional paved drive areas for the drive-thru and dumpster areas will be located on the west and south sides of the building. Stormwater will be managed at three retention ponds and an underground stormwater chamber area. The stormwater retention ponds will be located at the west, north, and east sides of the project site. The ponds will have bottom elevations of approximately EL feet, EL feet, and EL 91.5 feet, respectively. We also understand that the side slopes of the ponds will be graded at a 4:1. If actual building loads or fill/cut heights vary from these conditions, then the recommendations in this report may need to be re-evaluated. We should be contacted if any of the above project information is incorrect so that we may reevaluate our recommendations. 2.0 FIELD EXPLORATION We performed a field exploration on February 15, 2017, February 16, 2017, and February 28, The approximate boring locations are indicated on the attached Field Exploration Plan (Figure 2). Our personnel determined the boring locations using a handheld Global Positioning System (GPS) unit. The boring locations on the referenced Field Exploration Plan should be considered accurate only to the degree implied by the method of measurement used. 2.1 SPT and Auger Borings We located and performed five Standard Penetration Test (SPT) borings, drilled to depths of approximately 20 feet below the existing ground surface, in general accordance with the methodology outlined in ASTM D 1586 to explore the subsurface conditions within the area of the proposed structure. Split-spoon soil samples recovered during performance of the borings were visually classified in the field and representative portions of the samples were transported to our laboratory for further evaluation. We located and performed 12 auger borings, drilled to depths of approximately 6 feet below the existing ground surface in general accordance with the methodology outlined in ASTM D 1452 to March 14, 2017

19 Walgreens Curry Ford and Goldenrod explore the subsurface conditions within the proposed pavement and stormwater retention areas. Representative soil samples also were recovered from the auger borings and returned to our laboratory for further evaluation. A summary of the field procedures is included in Appendix A. 2.2 Double Ring Infiltrometer Test We performed three Double-Ring Infiltrometer (DRI) tests within the proposed pond areas. The tests were performed in general accordance with the procedures outlined in the latest revision of ASTM D 3385, "Infiltration Rate of Soils in Field using Double Ring Infiltrometers." The test locations were initially cleared of all surface vegetation and topsoil, excavated to the desired test depth, and then leveled. The outer ring, approximately 24 inches in diameter, was driven to a depth of 6 inches below the test depth. The inner ring, approximately 12 inches in diameter, was inserted inside the outer ring, centered, and driven to a depth of approximately 2 inches below the test depth. A thin layer of gravel was placed on the exposed soils inside the rings at the test level. The 2 rings were filled simultaneously with 4 inches of water. The water level was maintained throughout the test period, with the required amount of water added to maintain this level in both rings recorded at time intervals of 5 minutes. After reaching a stabilized inflow volume of water, the test was continued for approximately 60 minutes. 3.0 LABORATORY TESTING A geotechnical engineer classified representative soil samples obtained during our field exploration using the Unified Soil Classification System (USCS) in general accordance with ASTM D A Key to the Soil Classification System is included in Appendix A. Selected samples of the soils encountered during the field exploration were subjected to quantitative laboratory testing to better define the composition of the soils encountered and to provide data for correlation to their anticipated strength and compressibility characteristics. The laboratory testing determined the moisture and fines contents and horizontal permeability of selected soil samples. The results of the laboratory testing are shown in the Laboratory Testing Summary included in Appendix B. Also, these results are shown on the Log of Boring records at the respective depths from which the tested samples were recovered. 4.0 GENERAL SUBSURFACE CONDITIONS 4.1 General Soil Profile A graphical presentation of the generalized subsurface soil conditions and detailed boring records are included in Appendix A. It should be understood that the soil conditions will likely vary between the boring locations. The following table summarizes the soil conditions encountered. TYPICAL DEPTH (ft) GENERAL SOIL PROFILE: BUILDING AREA FROM TO SOIL DESCRIPTION USCS (1) Concrete or Asphalt with Limerock Base Loose to Medium Dense Fine Sand and Fine Sand with Silt with Varying Amount of Gravel - FILL SP, SP-SM 4 20 Loose to Dense Fine Sand and Fine Sand with Silt SP, SP-SM (1) Unified Soil Classification System March 14, 2017

20 4.2 Groundwater Level Walgreens Curry Ford and Goldenrod Groundwater was encountered at each boring location and recorded at the time of drilling at depths varying from 4 feet to 8.3 feet below the existing ground surface. Note that Borings P-4, and R-4 though R-7 did not encounter groundwater in the boring locations to the depth explored during our visit. We note that groundwater levels will fluctuate due to seasonal climatic variations, surface water runoff patterns, construction operations, and other interrelated factors. The groundwater depth at each boring location is noted on the Generalized Subsurface Soil Profiles and on the Log of Boring records. 4.3 Normal Seasonal High Groundwater Level The normal seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the seasonal high groundwater level. Based on our interpretation of the site conditions, including the boring logs and the Orange County Soil Survey, we estimate the normal seasonal high groundwater level at the site to be approximately 2 feet above the groundwater levels measured at the time of our field exploration. It is possible that groundwater levels may exceed the estimated normal seasonal high groundwater level as a result of significant or prolonged rains. 5.0 DESIGN RECOMMENDATIONS 5.1 General Our geotechnical engineering evaluation of the site and subsurface conditions at the property, with respect to the planned construction and our recommendations for site preparation and foundation support, are based on (1) our site observations, (2) the field and laboratory test data obtained, (3) our understanding of the project information and structural conditions as presented in this report, and (4) our experience with similar soil and loading conditions. If the stated structural or grading conditions are incorrect, or should the location of the structure, pavement, or stormwater pond areas be changed, please contact us so that we can review our recommendations. Also, the discovery of any site or subsurface conditions during construction that deviate from the data obtained during this geotechnical exploration should also be reported to us for our evaluation. The recommendations in the subsequent sections of this report present design and construction techniques that are appropriate for the planned construction. We recommend that Ellis & Associates, Inc. be provided the opportunity to review the foundation plans and earthwork specifications to verify that our recommendations have been properly interpreted and implemented. 5.2 Foundation Design Recommendations Based on the results of our exploration, we consider the subsurface conditions at the site adaptable for support of the proposed structure on a properly designed conventional shallow foundation system. Provided the site preparation and earthwork construction recommendations outlined in Section 6.0 of this report are performed, the following parameters may be used for foundation design Bearing Pressure The maximum allowable net soil bearing pressure for use in shallow foundation design should not exceed 2,500 psf. Net bearing pressure is defined as the soil bearing pressure at the foundation bearing level in excess of the natural overburden pressure at that level. The foundations should be designed based on the maximum load that could be imposed by all loading conditions March 14, 2017

21 Walgreens Curry Ford and Goldenrod Foundation Size The minimum widths recommended for any isolated column footing and continuous wall footing are 24 inches and 18 inches, respectively. Even though the maximum allowable soil bearing pressure may not be achieved, these width recommendations should control the size of the foundations Bearing Depth The exterior foundations should bear at a depth of at least 12 inches below the exterior final grades, and the interior foundations should bear at a depth of at least 12 inches below the finish floor elevation to provide confinement to the bearing level soils. It is recommended that stormwater be diverted away from the building exterior to reduce the possibility of erosion beneath the exterior footings Bearing Material The foundations may bear in either the compacted suitable natural soils or compacted structural fill. The bearing level soils, after compaction, should exhibit densities equivalent to 95 percent of the modified Proctor maximum dry density (ASTM D 1557) to a depth of at least one foot below foundation bearing levels Floor Slab According to the soil test borings and recommendations included in this report, soils at the floor slab subgrade should consist of fine sand (SP) or fine sand with silt (SP-SM) soils, which should be suitable for floor slab support. The subgrade should be recompacted and prepared in accordance with our recommendations outlined in Section 6.0. The lowest slabs can then be designed as slab on grade with a modulus of subgrade reaction of 150 pci Settlement Estimates Post-construction settlements of the structure will be influenced by several interrelated factors, such as (1) subsurface stratification and strength/compressibility characteristics; (2) footing size, bearing level, applied loads, and resulting bearing pressures beneath the foundations; and (3) site preparation and earthwork construction techniques used by the contractor. Our settlement estimates for the structure are based on the use of site preparation/earthwork construction techniques as recommended in Section 6.0 of this report. Any deviation from these recommendations could result in an increase in the estimated post-construction settlements of the structure. Due to the sandy nature of the near-surface soils, we expect the majority of settlement to occur in an elastic manner and fairly rapidly during construction. Using the recommended maximum bearing pressure, the supplied/assumed maximum structural loads, and the field and laboratory test data that we have correlated to geotechnical strength and compressibility characteristics of the subsurface soils, we estimate that total settlements of the structure could be on the order of one inch or less. Differential settlements result from variations in applied bearing pressures and compressibility characteristics of the subsurface soils. Because of the general uniformity of the subsurface conditions and the recommended site preparation and earthwork construction techniques outlined in Section 6.0, we anticipate that differential settlements of the structure should be within tolerable magnitudes. 5.3 Pavement Considerations We anticipate that both flexible (asphaltic concrete) and rigid (concrete) pavements will be constructed for the project. Based on the results of our exploration, we consider the subsurface conditions at the site favorable for support of both flexible and rigid pavements when constructed on properly prepared subgrade soils as outlined in Section 6.0 of this report. Typical flexible and rigid pavement sections used in central Florida are presented in the tables below. If requested, we can prepare project-specific pavement designs if specific traffic data is provided March 14, 2017

22 Walgreens Curry Ford and Goldenrod Flexible Pavement Section TYPICAL FLEXIBLE PAVEMENT SECTION Pavement Layer Auto Parking & Traffic Lanes Truck Areas Asphaltic Concrete Wearing Surface 1.5" 2.0" Limerock Base 6.0" 8.0" Stabilized Subgrade 12.0" 12.0" The wearing surface should consist of Florida Department of Transportation (FDOT) Type S asphaltic concrete having a minimum Marshall Stability of 1,500 lbs. Specific requirements for Type S asphaltic concrete wearing surface are outlined in the latest edition of the Florida Department of Transportation, Standard Specifications for Road and Bridge Construction. The limerock base course should have a minimum Limerock Bearing Ratio (LBR) of 100 and be compacted to 100 percent of the modified Proctor maximum dry density (ASTM D 1557) value. The subgrade material should have a minimum LBR of 40 and be compacted to 98 percent of the modified Proctor maximum dry density (ASTM D 1557) value Concrete Pavement Section TYPICAL STANDARD DUTY (UNREINFORCED) CONCRETE PAVEMENT SECTION Minimum Pavement Thickness (in.) Maximum Control Joint Spacing Recommended Sawcut Depth (in.) 5 10 x 10 1 ¼ TYPICAL HEAVY DUTY (UNREINFORCED) CONCRETE PAVEMENT SECTION Minimum Pavement Thickness (in.) Maximum Control Joint Spacing Recommended Sawcut Depth (in.) 6 12 x 12 1 ½ Our recommendations for slab thickness for standard and heavy duty concrete pavements are based on (1) the subgrade soils densified to 98 percent of the modified Proctor maximum dry density (ASTM D 1557), (2) a modulus of subgrade reaction (k) equal to 200 pounds per cubic inch (pci), and (3) a 20 year design life. We recommend the concrete have a minimum 28-day compressive strength of 4,000 psi and a minimum 28-day flexural strength (modulus of rupture) of 600 pounds per square inch, based on 3rd point loading of concrete beam test samples. Layout of the sawcut control joints should form square panels, and the sawcut joint depth should be at least ¼ of the concrete slab thickness. The joints should be sawed within six hours of concrete placement or as soon as the concrete has developed sufficient strength to support workers and equipment. We recommend allowing Ellis and Associates, Inc. review and comment on the final concrete pavement design, including section and joint details (type of joints, joint spacing, etc.), prior to the start of construction. For further details on concrete pavement construction, please reference the Guide to Jointing on Non- Reinforced Concrete Pavements published by the Florida Concrete and Products Associates, Inc., and Building Quality Concrete Parking Areas, published by the Portland Cement Association March 14, 2017

23 5.3.3 Underdrains Walgreens Curry Ford and Goldenrod Satisfactory pavement life is dependent on dry/strong pavement support provided by the base and subgrade courses. Accordingly, a minimum clearance of 2 feet must be maintained between the normal seasonal high groundwater table and the bottom of the limerock base layer. Depending on final pavement grades, underdrains may be required to maintain dry base and subgrade materials. 5.4 Pond Considerations Soil Permeability The results of the permeability tests indicated the following horizontal permeabilities: Test Location Test Depth (feet) Measured Permeability (inches/hour) P P P The results of the DRI tests indicated the following vertical infiltration rates: Test Location Vertical Infiltration Rate (ft/day) P2 3.2 P4 6.0 P The measured permeability/vertical infiltration rates should not be construed to represent the actual pond exfiltration rate. For pond drawdown calculations, we recommend a minimum factor of safety of 2 be applied to the above permeability/vertical infiltration rate values Borrow Suitability Based on the boring results and classification of the soil samples, the fine sands and fine sands with silt encountered in the borings are considered suitable for use as fill soil. These soils were encountered in the borings from the existing ground surface to the termination depths of the borings at approximately 6 feet below the existing ground surface. Note that some of these soils contain varying amounts of gravel. The soils containing surficial organic material will require removal and are unsuitable as structural fill. The organic soils could be used in landscape areas. The soils in the proposed pond area that are below the groundwater level will have moisture contents in excess of the modified Proctor optimum moisture content and will require spreading and aeration to bring the moisture content within +2 percentage points of the soil's optimum moisture content corresponding to the required degree of compaction. 6.0 SITE PREPARATION AND EARTHWORK RECOMMENDATIONS Site preparation as outlined in this section should be performed to provide more uniform foundation bearing conditions, to reduce the potential for post-construction settlements of the planned structure(s) and to maintain the integrity of a flexible pavement section. 6.1 Clearing and Stripping Prior to construction, the location of existing underground utilities within the construction area should be established. Provisions should then be made to relocate interfering utilities to appropriate locations March 14, 2017

24 Walgreens Curry Ford and Goldenrod Underground pipes that are not properly removed or plugged may serve as conduits for subsurface erosion, which may subsequently lead to excessive settlement of overlying structures. The "footprint" of the proposed building plus a minimum additional margin of 5 feet, and of the hardscape areas (parking/driveway) plus a minimum additional margin of 3 feet, should be stripped of all surface vegetation, debris, topsoil, or other deleterious materials. During grubbing operations, roots with a diameter greater than 0.5-inch, stumps, or small roots in a concentrated state, should be grubbed and completely removed. Based on the results of our field exploration, it should be anticipated that 6 to 12 inches of topsoil and soils containing significant amounts of organic materials may be encountered across the site. The actual depths of unsuitable soils and materials should be determined by a geotechnical engineer, or their authorized representative, using visual observation and judgment during earthwork operations. Any topsoil removed from the building and parking/drive areas can be stockpiled and used subsequently in areas to be grassed. 6.2 Temporary Groundwater Control Because of the need for densification of the soils within the upper 2 feet below the stripped surface, temporary groundwater control measures may be required if the groundwater level is within 2 feet below the stripped and grubbed surface at the time of construction. Should groundwater control measures become necessary, dewatering methods should be determined by the contractor. We recommend the groundwater control measures, if necessary, remain in place until compaction of the existing soils is completed. The dewatering method should be maintained until backfilling has reached a height of 2 feet above the groundwater level at the time of construction. The site should be graded to direct surface water runoff from the construction area. Note that discharge of produced groundwater to surface waters of the state from dewatering operations or other site activities is regulated and requires a permit from the State of Florida Department of Environmental Protection (FDEP). This permit is termed a Generic Permit for the Discharge of Produced Groundwater From Any Non-Contaminated Site Activity. If discharge of produced groundwater is anticipated, we recommend sampling and testing of the groundwater early in the site design phase to prevent project delays during construction. Ellis & Associates, Inc. can provide the sampling, testing, and professional consulting required to evaluate compliance with the regulations. 6.3 Compaction After completing the clearing and stripping operations and installing the temporary groundwater control measures (if required), the exposed surface should be proofrolled with a fully loaded tandemaxle dump truck to explore for any soft, loose, or yielding surfaces. Existing fill material was encountered throughout the site. The composition of the soil samples collected from these fill materials appeared to be suitable for support of structures provided that they meet the requirements of Section 6.3 and 6.4 of this report. However, we recommend that if the materials differ from those described in the boring logs and in our report, that our office be contacted to provide additional recommendations, if necessary. After proofrolling operations, we recommend that the surface materials be compacted with a vibratory drum roller having a minimum static, at-drum weight, on the order of 8 tons. Typically, the material should exhibit moisture contents within ±2 percentage points of the modified Proctor optimum moisture content (ASTM D 1557) during the compaction operations. Compaction should continue until densities of at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557) have been achieved within the upper 2 feet of the compacted natural soils at the site. Should the bearing level soils experience pumping and soil strength loss during the compaction operations, compaction work should be immediately terminated, and (1) the disturbed soils should be March 14, 2017

25 Walgreens Curry Ford and Goldenrod removed and backfilled with compacted structural fill, or (2) the excess moisture content within the disturbed soils should be allowed to dissipate before recompacting. Care should be exercised to avoid damaging any nearby structures while the compaction operation is underway. Prior to commencing compaction, occupants of adjacent structures should be notified, and the existing conditions of the structures should be documented with photographs and survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent structures, and Ellis & Associates, Inc. should be contacted immediately. We recommend the vibratory roller remain a minimum of 50 feet from existing structures. Within this zone, use of a track-mounted bulldozer, or a vibratory roller operating in the static mode, is recommended. 6.4 Structural Backfill and Fill Soils Structural backfill or fill required for site development should be placed in loose lifts not exceeding 12 inches in thickness when compacted by the use of the above described vibratory drum roller. The lift thickness should be reduced to 8 inches if the roller operates in the static mode or if track-mounted compaction equipment is used. If hand-held compaction equipment is used, the lift thickness should be further reduced to 6 inches. Structural fill is defined as a non-plastic, inorganic, granular soil having less than 10 percent material passing the No. 200 mesh sieve and containing less than 4 percent organic material. The fine sand and fine sand with silt, without roots, as encountered in the borings, are suitable as fill materials and, with proper moisture control, should densify using conventional compaction methods. Soils with more than 10 to 12 percent passing the No. 200 sieve will be more difficult to compact, due to their nature to retain soil moisture, and may require drying. Typically, the material should exhibit moisture contents within ±2 percentage points of the modified Proctor optimum moisture content (ASTM D 1557) during the compaction operations. Compaction should continue until densities of at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557) have been achieved within each lift of the compacted structural fill. 6.5 Foundation Areas After satisfactory placement and compaction of the required structural fill, the foundation areas may be excavated to the planned bearing levels. The foundation bearing level soils, after compaction, should exhibit densities equivalent to 95 percent of the modified Proctor maximum dry density (ASTM D 1557) to a depth of one foot below the bearing level. For confined areas, such as the footing excavations, any compactive effort should be provided by a lightweight vibratory sled or roller having a total weight on the order of 500 to 2,000 pounds. 6.6 Pavement Areas After completing the clearing/stripping operations in the pavement areas, any underlying clayey sands and sandy clays that are within 2 feet of the bottom of the pavement base should be over-excavated from within the pavement areas, although we do not anticipate these materials based on the results of our soil test borings. Structural backfill and fill required to achieve the finish pavement grades then can be placed and compacted as described in Section 6.3 above. As an exception, densities of at least 98 percent of the modified Proctor maximum dry density (ASTM D1557) should be obtained within the upper one foot of the materials immediately below the proposed base course. 7.0 QUALITY CONTROL TESTING Ellis & Associates, Inc. should be retained to perform the construction material testing and observations required for this project, to verify that our recommendations have been satisfied. We are the most qualified to address problems that may arise during construction, since we are familiar with the intent of our engineering design March 14, 2017

26 Walgreens Curry Ford and Goldenrod A representative number of field in-place density tests should be made in the upper 2 feet of compacted natural soils, in each lift of compacted backfill and fill, and in the upper 12 inches below the bearing levels in the footing excavations. Density tests are recommended to verify that satisfactory compaction operations have been performed. We recommend density testing be performed (1) at one location for every 5,000 square feet of building area, (2) at 25 percent of any isolated column footing locations, (3) at one location for every 100 linear feet of continuous wall footings, and (4) at one location for every 10,000 square feet of pavement area. 8.0 REPORT LIMITATIONS Our geotechnical exploration has been performed, our findings obtained, and our recommendations prepared, in accordance with generally accepted geotechnical engineering principles and practices. Ellis & Associates, Inc. is not responsible for any independent conclusions, interpretation, opinions, or recommendations made by others based on the data contained in this report. Our scope of services was intended to evaluate the soil conditions within the zone of soil influenced by the foundation system. Our scope of services does not address geologic conditions, such as sinkholes or soil conditions existing below the depth of the soil borings. This report does not reflect any variations that may occur adjacent to or between soil borings. The discovery of any site or subsurface condition during construction that deviates from the data obtained during this geotechnical exploration should be reported to us for our evaluation. Also, in the event of any change to the supplied/assumed structural conditions or the locations of the structures, pavement, or pond areas, please contact us so that we can review our recommendations. We recommend that we be provided the opportunity to review the foundation plans and earthwork specifications to verify that our recommendations have been properly interpreted and implemented March 14, 2017

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30 APPENDIX A GENERALIZED SUBSURFACE PROFILES SOIL BORING LOGS FIELD EXPLORATION PROCEDURES KEY TO SOIL CLASSIFICATION

31 B-1 B-2 B-3 B-4 B SP-SM FILL SP FILL SP SP FILL SP-SM FILL SP-SM 16 SP SP-SM SP-SM 10 SP-SM Depth in Feet SP 17 SP 16 SM 11 SP 15 Depth in Feet SP END OF 20' END OF 20' END OF 20' END OF 20' END OF 20' NOTES: 1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. 2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). 3 HORIZONTAL DISTANCES ARE NOT TO SCALE. GENERALIZED SUBSURFACE SOIL PROFILE Walgreens - Curry Ford and Goldenrod The Ferber Company, Inc South Goldenrod Road, Orange County, FL PROJECT NO.: 35:24967 DATE: 3/13/2017 VERTICAL SCALE: 1"=5'

32 P-1 P-2 P-3 P-4 P-5 R SP-SM SP-SM SP SP FILL SP FILL SP-SM SP 5 SP SP-SM SP SP SP-SM 5 END OF 6' END OF 6' END OF 6' END OF 6' END OF 6' END OF 6' Depth in Feet Depth in Feet NOTES: 1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. 2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). 3 HORIZONTAL DISTANCES ARE NOT TO SCALE. GENERALIZED SUBSURFACE SOIL PROFILE Walgreens - Curry Ford and Goldenrod The Ferber Company, Inc South Goldenrod Road, Orange County, FL PROJECT NO.: 35:24967 DATE: 3/13/2017 VERTICAL SCALE: 1"=5'

33 R-2 R-3 R-4 R-5 R-6 R SP SP-SM SP-SM SP SP-SM FILL SP SP-SM SP FILL AUGER 3' SP-SM FILL 5 END OF 6' END OF 6' END OF 6' END OF 6' END OF 6' Depth in Feet Depth in Feet NOTES: 1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. 2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). 3 HORIZONTAL DISTANCES ARE NOT TO SCALE. GENERALIZED SUBSURFACE SOIL PROFILE Walgreens - Curry Ford and Goldenrod The Ferber Company, Inc South Goldenrod Road, Orange County, FL PROJECT NO.: 35:24967 DATE: 3/13/2017 VERTICAL SCALE: 1"=5'

34 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER B-1 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 S-2 S-3 S-4 S-5 SAMPLE TYPE SS SS SS SS SS SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Topsoil Depth [6.00"] (SP-SM FILL) FINE SAND WITH SILT, Contains Rock Fragments, Brown, Moist, Loose to Medium Dense (SP-SM) FINE SAND WITH SILT, Brown to Light Brown, Moist to Wet, Loose to Medium Dense The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" 22/3" 40/6" 43/6" 22/6" 35/6" 44/3" 45/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % 15 S-6 SS S-7 SS END OF 20' The upper 4' of the boring were advanced with a static hand cone penetrometer and hand auger THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 7.4 WS WD BORING STARTED 02/16/17 CAVE IN DEPTH WL(SHW) 5.4 WL(ACR) BORING COMPLETED 02/16/17 HAMMER TYPE Auto WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD SPT

35 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER B-2 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 S-2 SAMPLE TYPE SS SS SAMPLE DIST. (IN) 2 15 RECOVERY (IN) 2 15 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Concrete Depth [6.00"] (SP FILL) FINE SAND, Contains Rock Fragments, Light Brown, Moist, Loose to Medium Dense The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" 43/1" 47/1" 55/0" 37/6" 54/1" 54/2" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % 5 10 S-3 S-4 S-5 SS SS SS (SP-SM) FINE SAND WITH SILT, Gray Brown, Moist, Medium Dense (SP) FINE SAND, Light Brown to Gray Brown, Moist to Saturated, Loose to Medium Dense S-6 SS S-7 SS END OF 20' The upper 4' of the boring were advanced with a static hand cone penetrometer and hand auger THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 6.8 WS WD BORING STARTED 02/16/17 CAVE IN DEPTH WL(SHW) 4.8 WL(ACR) BORING COMPLETED 02/16/17 HAMMER TYPE Auto WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD SPT

36 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER B-3 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 S-2 SAMPLE TYPE SS SS SAMPLE DIST. (IN) 8 9 RECOVERY (IN) 8 9 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Concrete Depth [6.00"] (SP) FINE SAND, Light Brown to Gray, Moist, Loose to Medium Dense The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" 32/4" 53/1" 49/3" 52/5" 57/1" 54/2" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % 5 10 S-3 S-4 S-5 SS SS SS (SP-SM) FINE SAND WITH SILT, Dark Gray Brown, Moist, Loose (SP) FINE SAND, Brown to Gray Brown, Saturated, Medium Dense 15 S-6 SS S-7 SS END OF 20' The upper 4' of the boring were advanced with a static hand cone penetrometer and hand auger THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 7.8 WS WD BORING STARTED 02/16/17 CAVE IN DEPTH WL(SHW) 5.8 WL(ACR) BORING COMPLETED 02/16/17 HAMMER TYPE Auto WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD SPT

37 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER B-4 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 S-2 S-3 S-4 S-5 SAMPLE TYPE SS SS SS SS SS SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Asphalt Depth [1.00"] ABC Stone Depth [10.00"] (SP) FINE SAND, Light Brown to Gray Brown, Moist, Medium Dense (SP-SM) FINE SAND WITH SILT, Gray Brown, Moist, Loose to Dense The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" 46/2" 60/1" 61/1" 56/0" 55/1" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % (SM) SILTY FINE SAND, Gray Brown, Moist, Medium Dense 15 S-6 SS (SP) FINE SAND, Brown, Saturated, Medium Dense 20 S-7 SS END OF 20' The upper 4' of the boring were advanced with a static hand cone penetrometer and hand auger THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 7.6 WS WD BORING STARTED 02/16/17 CAVE IN DEPTH WL(SHW) 5.6 WL(ACR) BORING COMPLETED 02/16/17 HAMMER TYPE Auto WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD SPT

38 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER B-5 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S-1 S-2 S-3 S-4 S-5 SAMPLE TYPE SS SS SS SS SS SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Asphalt Depth [1.50"] ABC Stone Depth [8.50"] (SP FILL) FINE SAND, Contains Rock Fragments, Light Brown, Moist, Medium Dense (SP-SM FILL) FINE SAND WITH SILT, Brown, Moist, Medium Dense (SP-SM FILL) FINE SAND WITH SILT, Contains Rock Fragments, Brown, Moist, Loose (SP) FINE SAND, Gray Brown, Moist to Saturated, Loose to Medium Dense The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" 48/1" 53/1" 51/1" 50/0" 56/0" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % 15 S-6 SS S-7 SS END OF 20' The upper 4' of the boring were advanced with a static hand cone penetrometer and hand auger THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 8.3 WS WD BORING STARTED 02/16/17 CAVE IN DEPTH WL(SHW) 6.3 WL(ACR) BORING COMPLETED 02/16/17 HAMMER TYPE Auto WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD SPT

39 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER P-1 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 S-2 SAMPLE TYPE SS AC SAMPLE DIST. (IN) 6 6 RECOVERY (IN) 6 6 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Topsoil Depth [6.00"] (SP-SM) FINE SAND WITH SILT, Gray Brown, Moist, Very Loose (SP-SM) FINE SAND WITH SILT, Gray Brown, Moist, Very Loose, Some Organic Fines The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % 5 S-3 AC 6 6 (SP) FINE SAND, Brown, Wet, Very Loose END OF 6' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 4.6 WS WD BORING STARTED 02/15/17 CAVE IN DEPTH WL(SHW) 2.6 WL(ACR) BORING COMPLETED 02/15/17 HAMMER TYPE WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD Flight Auger

40 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER P-2 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 SAMPLE TYPE AC SAMPLE DIST. (IN) 6 RECOVERY (IN) 6 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Topsoil Depth [6.00"] (SP-SM) FINE SAND WITH SILT, Light Brown, Moist, Very Loose The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % S-2 AC S-3 AC 6 6 (SP-SM) FINE SAND WITH SILT AND GRAVEL, Brown, Moist, Very Loose END OF 6' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.7 WS WD BORING STARTED 02/15/17 CAVE IN DEPTH WL(SHW) 3.7 WL(ACR) BORING COMPLETED 02/15/17 HAMMER TYPE WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD Flight Auger

41 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER P-3 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 SAMPLE TYPE AC SAMPLE DIST. (IN) 6 RECOVERY (IN) 6 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Topsoil Depth [6.00"] (SP) FINE SAND, Brown, Moist, Very Loose The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % S-2 AC S-3 AC 6 6 (SP-SM) FINE SAND WITH SILT, Brown, Saturated, Very Loose END OF 6' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 4.7 WS WD BORING STARTED 02/15/17 CAVE IN DEPTH WL(SHW) 2.7 WL(ACR) BORING COMPLETED 02/15/17 HAMMER TYPE WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD Flight Auger

42 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER P-4 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 SAMPLE TYPE AC SAMPLE DIST. (IN) 6 RECOVERY (IN) 6 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION The Ferber Company, Inc. (SP FILL) FINE SAND, Gray, Moist, Very Loose ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % S-2 AC 6 6 (SP) FINE SAND, Gray, Moist, Very Loose 5 S-3 AC 6 6 END OF 6' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL NE WS WD BORING STARTED 02/15/17 CAVE IN DEPTH WL(SHW) 4 WL(ACR) BORING COMPLETED 02/15/17 HAMMER TYPE WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD Flight Auger

43 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER P-5 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 SAMPLE TYPE AC SAMPLE DIST. (IN) 6 RECOVERY (IN) 6 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION (SP FILL) FINE SAND, Contains Rock Fragments, Tan, Moist, Very Loose The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % S-2 AC 6 6 (SP) FINE SAND, Gray, Moist to Wet, Very Loose 5 S-3 AC 6 6 END OF 6' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.3 WS WD BORING STARTED 02/15/17 CAVE IN DEPTH WL(SHW) 3.3 WL(ACR) BORING COMPLETED 02/15/17 HAMMER TYPE WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD Flight Auger

44 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER R-1 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 S-2 SAMPLE TYPE AC AC SAMPLE DIST. (IN) 6 6 RECOVERY (IN) 6 6 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Topsoil Depth [6.00"] (SP-SM) FINE SAND WITH SILT, Gray Brown, Moist, Very Loose, Few Organic Fines (SP) FINE SAND, Light Brown, Moist, Very Loose The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" 11.3 CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % 5 S-3 AC 6 6 (SP-SM) FINE SAND WITH SILT, Brown, Wet, Very Loose END OF 6' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 4.8 WS WD BORING STARTED 02/15/17 CAVE IN DEPTH WL(SHW) 2.8 WL(ACR) BORING COMPLETED 02/15/17 HAMMER TYPE WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD Flight Auger

45 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER R-2 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 SAMPLE TYPE AC SAMPLE DIST. (IN) 6 RECOVERY (IN) 6 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Topsoil Depth [6.00"] (SP) FINE SAND, Light Brown, Moist, Very Loose The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % S-2 AC S-3 AC 6 6 (SP-SM) FINE SAND WITH SILT, Brown, Wet, Very Loose END OF 6' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 4 WS WD BORING STARTED 02/15/17 CAVE IN DEPTH WL(SHW) 2 WL(ACR) BORING COMPLETED 02/15/17 HAMMER TYPE WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD Flight Auger

46 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER R-3 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 SAMPLE TYPE AC SAMPLE DIST. (IN) 6 RECOVERY (IN) 6 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION The Ferber Company, Inc. (SP-SM) FINE SAND WITH SILT, Brown, Moist, Very Loose ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % (SP) FINE SAND, Brown, Moist, Very Loose S-2 AC S-3 AC 6 6 END OF 6' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL 5.3 WS WD BORING STARTED 02/15/17 CAVE IN DEPTH WL(SHW) 3.3 WL(ACR) BORING COMPLETED 02/15/17 HAMMER TYPE WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD Flight Auger

47 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER R-4 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 S-2 SAMPLE TYPE AC AC SAMPLE DIST. (IN) 6 6 RECOVERY (IN) 6 6 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Asphalt Depth [1.00"] ABC Stone Depth [11.00"] (SP-SM FILL) SAND WITH SILT, Contains Rock Fragments, Gray Brown, Moist, Very Loose The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % 5 S-3 AC 6 6 (SP) FINE SAND, Light Brown, Moist, Very Loose END OF 6' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL NE WS WD BORING STARTED 02/15/17 CAVE IN DEPTH WL(SHW) 4 WL(ACR) BORING COMPLETED 02/15/17 HAMMER TYPE WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD Flight Auger

48 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER R-5 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 SAMPLE TYPE AC SAMPLE DIST. (IN) 6 RECOVERY (IN) 6 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Topsoil Depth [6.00"] (SP-SM) FINE SAND WITH SILT, Brown Gray to Brown, Moist, Very Loose The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % S-2 AC S-3 AC 6 6 END OF 6' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL NE WS WD BORING STARTED 02/15/17 CAVE IN DEPTH WL(SHW) 4 WL(ACR) BORING COMPLETED 02/15/17 HAMMER TYPE WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD Flight Auger

49 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER R-6 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 S-2 SAMPLE TYPE AC AC SAMPLE DIST. (IN) 6 6 RECOVERY (IN) 6 6 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION The Ferber Company, Inc. Asphalt Depth [1.00"] ABC Stone Depth [8.00"] (SP FILL) FINE SAND, Contains Rock Fragments, Light Brown and Dark Brown, Moist, Very Loose ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % 5 S-3 AC 6 6 END OF 6' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL NE WS WD BORING STARTED 02/15/17 CAVE IN DEPTH WL(SHW) 4 WL(ACR) BORING COMPLETED 02/15/17 HAMMER TYPE WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD Flight Auger

50 CLIENT JOB # BORING # SHEET The Ferber Company, Inc. PROJECT NAME 35:24967 ARCHITECT-ENGINEER R-7 1 OF 1 Walgreens - Curry Ford and Goldenrod SITE LOCATION 2300 South Goldenrod Road, Orange County, FL NORTHING EASTING STATION DEPTH (FT) 0 SAMPLE NO. S-1 S-2 SAMPLE TYPE AC AC SAMPLE DIST. (IN) 6 6 RECOVERY (IN) 6 6 DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION Topsoil Depth [6.00"] (SP-SM FILL) FINE SAND WITH SILT, Contains Rock Fragments, Gray Brown, Moist, Very Loose AUGER 3' The Ferber Company, Inc. ENGLISH UNITS LOSS OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/6" CALIBRATED PENETROMETER TONS/FT ROCK QUALITY DESIGNATION & RECOVERY RQD% 20% 40% 60% 80% 100% PLASTIC LIMIT % REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID LIMIT % THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL NE WS WD BORING STARTED 02/15/17 CAVE IN DEPTH WL(SHW) 4 WL(ACR) BORING COMPLETED 02/15/17 HAMMER TYPE WL RIG Geoprobe FOREMAN S. Burns DRILLING METHOD Flight Auger

51 FIELD EXPLORATION PROCEDURES Standard Penetration Test (SPT) Borings The Standard Penetration Test (SPT) borings were made in general accordance with the latest revision of ASTM D 1586, Penetration Test and Split-Barrel Sampling of Soils. The borings were advanced by rotary (or wash-n-chop ) drilling techniques. At 2 ½ to 5 foot intervals, a split-barrel sampler inserted to the borehole bottom and driven 18 inches into the soil using a 140 pound hammer falling on the average 30 inches per hammer blow. The number of hammer blows for the final 12 inches of penetration is termed the penetration resistance, blow count, or N-value. This value is an index to several in-place geotechnical properties of the material tested, such as relative density and Young s Modulus. After driving the sampler 18 inches (or less if in hard rock-like material), the sampler was retrieved from the borehole and representative samples of the material within the split-barrel were containerized and sealed. After completing the drilling operations, the samples for each boring were transported to our laboratory where they were examined by our engineer in order to verify the driller s field classification. The retrieved samples will be kept in our facility for a period of six (6) months unless directed otherwise. Flight Auger Boring The auger borings were performed mechanically by the use of a continuous-flight auger attached to the drill rig and in general accordance with the latest revision of ASTM D 1452, Soil Investigation and Sampling by Auger Borings. Representative samples of the soils brought to the ground surface by the augering process were placed in glass jars, sealed, and transported to our laboratory where they were examined by our engineer to verify the driller s field classification.

52 KEY TO SOIL CLASSIFICATION Description of Compactness or Consistency in Relation To Standard Penetration Resistance Relative Density Granular Materials Safety Hammer SPT N-Value (Blow/Foot) Automatic Hammer SPT N-Value (Blow/Foot) Very Loose Less than 4 Less than 3 Loose Medium Dense Dense Very Dense Greater than 50 Greater than 40 Silts and Clays Safety Hammer Automatic Consistency SPT N-Value Hammer SPT N- (Blow/Foot) Value (Blow/Foot) Very Soft Less than 2 Less than 1 Soft Firm Stiff Very Stiff Hard Greater than 30 Greater than 24 DESCRIPTION OF SOIL COMPOSITION** (Unified Soil Classification System) MAJOR DIVISION Group Symbol LABORATORY CLASSIFICATION CRITERIA FINER THAN SUPPLEMENTARY 200 SIEVE % REQUIREMENTS SOIL DESCRIPTION Coarse grained (over 50% by weight coarser than No. 200 sieve) Fine grained (over 50% by weight finer than No. 200 sieve) Gravelly soils (over half of coarse fraction larger than No. 4) Sandy soils (over half of coarse fraction finer than No. 4) Low compressibility (liquid limit less than 50) High compressibility (liquid limit more than 50) GW <5* GP <5* D 60 /D 10 greater than 4, D 30 2 / (D 60 x D 10 ) between 1 & 3 Not meeting above gradation for GW Well graded gravels, sandy gravels Gap graded or uniform gravels, sandy gravels GM >12* PI less than 4 or below A-line Silty gravels, silty sandy gravels GC >12* PI over 7 above A-line Clayey gravels, clayey sandy gravels SW <5* SP <5* D 60 /D 10 greater than 6, D 30 2 / (D 60 x D 10 ) between 1 & 3 Not meeting above gradation requirements Well graded sands, gravelly sands Gap graded or uniform sands, gravelly sands SM >12* PI less than 4 or below A-line Silty sands, silty gravelly sands SC >12* PI over 7 and above A-line Clayey sands, clayey gravelly sands ML Plasticity chart Silts, very fine sands, silty or clayey fine sands, micaceous silts CL Plasticity chart Low plasticity clays, sandy or silty clays OL Plasticity chart, organic odor or color Organic silts and clays of low plasticity MH Plasticity chart Micaceous silts, diatomaceous silts, volcanic ash CH Plasticity chart Highly plastic clays and sandy clays OH Plasticity chart, organic odor or color Organic silts and clays of high plasticity Soils with fibrous organic matter PT Fibrous organic matter; will char, burn or glow Peat, sandy peats, and clayey peat * For soils having 5 to 12 percent passing the No. 200 sieve, use a dual symbol such as SP-SM. ** Standard Classification of Soils for Engineering Purposes (ASTM D 2487) SAND/GRAVEL DESCRIPTION MODIFIERS Modifier Sand/Gravel Content Trace <15% With 15% to 29% Sandy/Gravelly >29% ORGANIC MATERIAL MODIFIERS Modifier Organic Content Trace 1% to 2% Few 2% to 4% Some 4% to 8% Many >8% SILT/CLAY DESCRIPTION MODIFIERS Modifier Silt/Clay Content Trace <5% With 5% to12% Silty/Clayey 13% to 35% Very >35%

53 APPENDIX B LABORATORY TESTING SUMMARY DRI TEST RESULTS LABORATORY TEST PROCEDURES

54 Sample Source Sample Number Depth (feet) MC1 (%) Laboratory Testing Summary Soil Type2 Atterberg Limits3 LL PL PI Percent Passing No. 200 Sieve4 Moisture - Density (Corr.)5 Maximum Density (pcf) Optimum Moisture (%) CBR Value6 Page 1 of 1 Other B-1 S SP-SM 7.9 B-4 S SM 14 R-1 S SP-SM 6.1 Notes: 1. ASTM D 2216, 2. ASTM D 2487, 3. ASTM D 4318, 4. ASTM D 1140, 5. See test reports for test method, 6. See test reports for test method Definitions: MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 2974) Project No. 35:24967 Project Name: PM: PE: Walgreens - Curry Ford and Goldenrod Chris M. Egan, P.E. John Kent, P.E. Printed On: Monday, March 13, 2017

55 DOUBLE RING INFILTROMETER TEST RESULTS Project: Walgreens - Curry Ford and Goldenrod E&A Project No.: Test No.: DRI-1 Date Performed: 2/28/2017 Performed by: D. Francis DOUBLE RING INFILTROMETER TEST RESULTS: Groundwater Depth: Test Depth: Test Location: 5.7 ft. 1 ft. Adjacent to Boring P2 Average Stabilized Infiltration Rate, In/Hr ft/day Infiltration Rate, in/hr Inner Ring Time in Minutes Annular Space

56 DOUBLE RING INFILTROMETER TEST RESULTS Project: Walgreens - Curry Ford and Goldenrod E&A Project No.: Test No.: DRI-2 Date Performed: 2/28/2017 Performed by: D. Francis DOUBLE RING INFILTROMETER TEST RESULTS: Groundwater Depth: Test Depth: Test Location: 4.8 ft. 1 ft. Adjacent to Boring P4 Average Stabilized Infiltration Rate, In/Hr ft/day Infiltration Rate, in/hr Inner Ring Time in Minutes Annular Space

57 DOUBLE RING INFILTROMETER TEST RESULTS Project: Walgreens - Curry Ford and Goldenrod E&A Project No.: Test No.: DRI-3 Date Performed: 2/28/2017 Performed by: D. Francis DOUBLE RING INFILTROMETER TEST RESULTS: Groundwater Depth: Test Depth: Test Location: 6+ ft ft. Adjacent to Boring P5 Average Stabilized Infiltration Rate, In/Hr ft/day Infiltration Rate, in/hr Inner Ring Time in Minutes Annular Space

58 LABORATORY TEST PROCEDURES Percent Fines Content The percent fines or material passing the No. 200 mesh sieve of the sample tested was determined in general accordance with the latest revision of ASTM D The percent fines are the soil particles in the silt and clay size range. Natural Moisture Content The water content of the sample tests was determined in general accordance with the latest revision of ASTM D The water content is defined as the ratio of pore or free water in a given mass of material to the mass of solid material particles.

59 SECTION SUMMARY OF WORK PART I - GENERAL 1.01 GENERAL REQUIREMENTS A. The General Conditions of the Contract for Construction AIA #A201, Latest Edition, Supplementary Conditions and General Requirements apply to the work and all specification sections and all are complimentary. B. Walgreens drawings and specifications are intended to show construction CRITERIA ONLY and to describe Walgreens requirements. All other architectural, civil, structural, mechanical and electrical engineering for complete construction documents, including specifications shall be provided by the Landlords Architects and Engineers, at Landlords expense. C. Complete properly operating construction ready for occupancy shall be provided by the Landlords Contractor at the Landlords expense. All work shall conform to requirements of Walgreens Criteria Documents, the lease, and lease exhibits. D. Building Requirements: 1. Materials containing asbestos are prohibited. Demolition activities required to prepare a site to receive a new Walgreens shall remove all existing construction and improvements. Existing buildings shall be completely removed including foundations, footings and basements. Dirt floors are prohibited in crawl spaces. Abandoned spaces within existing structures, which are being converted to Walgreens stores, shall be free of all debris of any origin, and access shall be provided to permit inspection. Construction, demolition or existing debris of any form, regardless of its origin, shall be completely removed from the site and shall be legally disposed of off site. 2. Vertical Dimensions: Provide a 13-0 clear height sales floor. See drawings for minimum clearance above ceiling to bottom of structural system for mechanical, electrical and sprinkler systems. Provide 14 feet minimum clear between general stock finish floor and bottom of structural system. 3. Exterior: the height to the top of building at entry shall be 25-0 minimum. The front facade shall be 23-0 high to top of masonry but not less in height than any other store in the shopping center. Exterior design and materials shall be as approved by Walgreens. 4. Multiple Floor Stores: For stores containing mezzanines, second floors or basements, the floor of any second level or floor area above the basement shall consist of a steel bar joist and metal deck structure with concrete floor construction. Precast concrete planks may be considered at the discretion of Walgreens Project Architect. Provide a minimum of 10-ft. clear to bottom of structure, ductwork, lighting, sprinkler piping and electrical systems. 5. Stairs between floor levels shall be prefabricated steel units with concrete filled treads and landings. Elevators or personnel lifts shall be provided if required by ADA or local authorities. Walgreens merchandise conveyor shall be installed. 6. Basements: For stores containing basements, provide positive side waterproofing of all walls, under-floor drainage systems with vapor barrier (if high UNIFIED DESIGN STANDARDS MARCH 13, 2015

60 water table or hydro-static pressure is present), foundation drainage systems, two sump pits and sump pumps. Sump pumps shall be equipped with battery back-up systems providing a minimum of eight hours of service in the event of a power failure. Provide a minimum of 10-ft. clear to bottom of structure, ductwork, lighting, sprinkler piping and electrical systems. Ejector pumps shall be provided when toilet facilities are present. Provide floor drains with check valves to prevent back-up during rainstorms. Provide sealed concrete floors. Concrete walls shall have a smooth rubbed, painted finish except when local energy codes require additional insulation, then provide furring, insulation and painted gypsum board finishes. Provide two means of egress. Basements shall be fully sprinkled and shall receive lighting and HVAC in compliance with the similar rooms and uses shown in Walgreens Criteria documents. 7. Vestibules: Provide a vestibule at the main entry of stores in locations that receive annual snowfall of 47 inches or greater, based on data published by the National Oceanic and Atmospheric Administration. The vestibule floor shall be recessed to receive a PVC entrance grid, and contain a floor drain. Walgreens shall provide the size of the recessed area and entrance grid. 8. Site: All required utilities shall run underground and connect to building in locations approved by Walgreens. The Landlords Contractor shall arrange for all utilities to be brought to the building. Walgreens shall approve the location of all utility meters, transformer, main control valves and access. Overhead lines above Walgreens store, parking and sidewalks are prohibited. Walgreens utilities, meters, services entrance, etc. shall not be shared by other tenants. No other tenant s utilities shall be sub-metered from Walgreens meters. Under no circumstances shall access to utility meters, panels, service entrance, etc. for utilities serving other tenants or common areas, be required through Walgreens premises. Walgreens utilities may be sub-metered from the main meter of an existing building, but other tenants shall not be metered from the Walgreens sub-meter. Utility rooms containing house panels, control panels, service entrances, burglar/fire alarm panels, sprinkler risers, lighting controls, meters, etc. serving common areas or other tenants, shall not be located within or accessed from the Walgreens leased premises. Utilities serving basements, cellars, or other levels immediately below, above or adjacent to Walgreens premises, but not used by Walgreens shall not be tapped from Walgreens utilities, meters, panels, etc. nor charged to Walgreens. Protective pipe bollards shall be placed at any location where a vehicle could strike the building, columns, utility meters, equipment or other site improvements. Protective highway guardrails conforming to local Department of Transportation Standards shall be provided at all locations where the grade behind a curb line or pavement drops off at 3:1 or greater or where pavement is within five feet of a retaining wall, the top of which is more than two feet above the grade at the bottom of the retaining wall. The site shall be configured to allow a 65-foot long semi-tractor trailer to enter the site and circulate around the building and exit without obstruction. Grades shall not exceed 5% (1:20) nor be less than 1.5%. There shall be no site stairs or ramps (except those serving the handicapped) unless specifically approved in writing by Walgreens. All site work shall be subject to Walgreens approval. Site Entrances: Convenient access is critical to Walgreens. Passing motorists should be discouraged from blocking Walgreens site entrances by the posting of UNIFIED DESIGN STANDARDS MARCH 13, 2015

61 Do Not Block Driveway signs. Posting of signs allowing U-turns should be pursued for sites with only right-in/right-out access or medians along the main thoroughfare. The Landlord shall seek approval for the placement of the referenced signs from the local authority having jurisdiction. Seismic Zones: Stores, including shelving must be designed to comply with all applicable requirements and ordinances of the locale in which they are built. If a municipality requires structural calculations for shelving systems, the Landlord is responsible for contacting Peter S. Higgins & Associates, Pacific Coast Highway, Box 117, Malibu, CA 90265, phone fax Mr. Higgins will sub-contract with the Landlord s structural engineer to provide the necessary documentation. 9. Retaining Walls: The Walgreens preferred retaining wall is properly engineered, reinforced, poured-in-place concrete. Segmented retaining walls may be considered by Walgreens provided ALL of the following criteria are met. a. Walgreens must approve the use of segmented retaining walls prior to submitting the first check set. b. A licensed Professional Engineer possessing experience in the design of segmented retaining walls shall properly engineer segmented retaining walls. The retaining wall design must address the soil conditions and recommendations presented in the Geotechnical report prepared for the site. The Professional Engineer must coordinate the retaining wall design with the Civil Engineer to properly accommodate utilities, storm drainage, grades, and other site work. The Architect of Record shall be responsible for assuring that the geotechnical, retaining wall and civil engineering deciplines have been coordinated. Walgreens, at its discretion, reserves the right to hire an independent retaining wall design expert to observe the efforts of the Landlords design consultants to verify that Walgreens requirements are being achieved. Such independent observation shall also include examination of design documents and field observations. c. Segmented retaining walls shall be designed in accordance with the National Concrete Masonry Association Design Manual for Segmental Retaining Walls latest edition. d. The total height of the wall shall not exceed 6-0. e. Buildings, paving or parking shall be located no closer horizontally to the top edge of the retaining wall than a 1:1 (horizontal to vertical) ratio with the bottom of the wall. f. Parking lot guardrail posts or light standards shall be located no closer horizontally to the top edge of the retaining wall than a 1:1 (horizontal to vertical) ratio with the bottom of the wall. g. Trees shall be located no closer horizontally to the top edge of the retaining wall than a 1:1 (horizontal to vertical) ratio with the bottom of the wall. h. Utilities shall not be located within the fill behind a retaining wall anywhere in the zone defined by a 1:1 (horizontal to vertical) ratio of the top and bottom of the wall. i. The backslope at the top of the wall shall not exceed 4:1 (horizontal to vertical) and shall be graded to prevent surface ponding behind the wall. j. The wall shall be constructed with a uniform batter toward the retained soils. k. Segmented retaining walls shall be built on competent foundations for which excessive settlement, squeezing or liquefaction are not potential sources of instability. UNIFIED DESIGN STANDARDS MARCH 13, 2015

62 l. The wall shall be constructed by a Contractor, acceptable to Walgreens, who is able to demonstrate five years minimum experience in the successful completion of walls of the specified manufacturer, constructed to the same height or greater than that which is being proposed for the project. m. Acceptable Segmented Retaining Wall manufacturers: Anchor Wall Systems, Keystone Retaining Wall Systems, Redi Rock Retaining Wall Systems, Allan Block Corporation Retaining Wall Systems, or Versa-Lok Retaining Wall Systems. Substitutions are prohibited. n. Retaining walls of any type shall be constructed with features that prevent people from climbing vertical surfaces, loitering at the top of the wall and which provides safeguards to prevent people or vehicles from falling over the wall. E. Construction Documents: All construction drawings and project manuals shall be submitted to Walgreens for REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. A complete set of reproducible bond paper copies of the approved drawings shall be submitted to Walgreens within 20 days of Walgreens approval. The approved drawings shall contain all items required by the criteria documents unless specifically noted otherwise. Construction commenced prior to Walgreens approval is done at the Landlords risk. F. Permits and Certificates: All required permits, variances and certificates shall be obtained and paid for by the Landlord/Contractor. G. The word Contractor as it appears in Walgreens Criteria documents refers to the Contractors employed by the Landlord unless noted otherwise. H. Contractor shall arrange for, maintain and pay for all temporary utilities until final acceptance by Walgreens. Responsibility for payment of permanent utilities shall not be put into Walgreens name until possession of store is taken by Walgreens. I. The word Landlord as it appears in Walgreens Criteria documents refers to the entity that own and leases the leased premises to Walgreen Co. J. The word Tenant as it appears in Walgreens Criteria document refers to Walgreen Co. K. The word Field Project Manager as it appears in Walgreens Criteria document refers to Walgreen Co. s Field Project Manager INSURANCE A. Indemnification Insurance: (Contractor s Expense). 1. The Landlord s Contractor shall indemnify and hold harmless Walgreen Co. and their agents and employees from and against all claims, damages, losses and expenses including attorney s fees arising out of or resulting from the performance of the work. 2. In any and all claims against Walgreen Co. or any of their agents or employees, by any employees of the Contractor, anyone directly or indirectly employed by any of them, or anyone for whose acts any of them may be liable, the indemnification obligation under this Specification shall not be limited in any way by any limitation on the amount or type of damages, compensation or benefits payable by or for the Contractor under workmen s compensation acts, disability benefit acts or other employee benefit acts. UNIFIED DESIGN STANDARDS MARCH 13, 2015

63 B. Contractor s Liability Insurance: (Contractor s Expense) 1. Landlord s Contractor shall not commence Walgreen s work without obtaining all insurance hereunder. The insurance shall include Walgreens as an additional insured. Approval by Walgreen Co. shall not relieve or decrease the liability of the Contractor. 2. The Contractor shall submit to Walgreen Co., before commencing work, evidence of the above-required insurance, which shall contain certification by the insurance companies that such insurance shall not be canceled or materially changed without 30 days prior notification to Walgreen Co. C. Property Insurance: (Landlord s Expense) 1. Unless otherwise provided, the Owner shall purchase and maintain property insurance upon the entire work at the site to the full insurable value thereof. This insurance shall include the interests of Walgreen Co. and shall insure against the perils of Fire, Extended Coverage, Vandalism, and Malicious Mischief. 2. Any insured loss is to be adjusted with and made payable to Walgreen Co. as trustee for the insured, as their interests may appear subject to the requirements of any applicable mortgage clause. 3. Walgreen Co. and Contractor waive all rights against each other for damages caused by fire or other perils to the extent covered by insurance provided under this Specification SUPPLEMENTARY CONDITIONS A. Existing Conditions - Landlord s Contractor shall examine the project site, all drawings and specifications. If discrepancies or differences exist between drawings, specifications, site conditions, or Walgreens requirements, promptly notify Walgreens for resolution. No later claims to Walgreen Co. shall be made for extra labor, equipment, or materials, which could have been foreseen by examination of site and project documents. B. Code Compliance - All work must comply with all applicable codes, shall be structurally sound and fit for Walgreens intended use. Deviation from Walgreens plans and specifications necessary for compliance shall be reported to Walgreens. All changes are subject to Walgreens approval. C. Workmanship and Installation - All work shall be performed by skilled experienced workman to properly complete the installation for a neat and finished appearance. Walgreens shall decide if the finished work is satisfactory. The Contractor shall replace or reinstall any materials or equipment not properly installed or finished in a manner satisfactory to Walgreens, without cost to Walgreens. D. Guarantee/Warranty - The Contractor warrants that work performed conforms to the Contract documents and Walgreens Criteria documents and is free of any defect in equipment, materials or design furnished or workmanship performed by the Contractor or Subcontractor of any tier. This warranty shall last as long as permitted by the Statue of Limitations or Repose of the State in which the project is constructed, but in no case shall the warranty period be less than one year. Guarantees and Warranties shall commence on the date of possession by Walgreens PROJECT COORDINATION UNIFIED DESIGN STANDARDS MARCH 13, 2015

64 A. Drawing Coordination - All Contractors shall review drawings and specifications of all trades and coordinate their work with others. Corrections of conflicts in documents, or field errors shall be made at no extra cost to Walgreen Co. B. Large Equipment - When possible, equipment which is to be installed in the building that may be too large to pass through stairways, doorways, or shafts, shall be brought on the job and placed in the proper space before the enclosing structure is completed, otherwise arrange with other Contractors to permit access at a later date, at no additional cost to Walgreens SUBMITTALS A. Lease Attachments - A copy of the site plan is required for attachment to the lease. At a minimum, this site plan MUST include the following information. 1. Overall site plan with dimensions. Show all paved and landscaped areas. 2. All curb cuts, access points, and street medians. 3. Walgreen building location, complete with dimensions, canopies, columns and WALGREENS notation. 4. Service access including graphic representation of truck turning radii at critical locations. 5. All pedestrian paths (sidewalks, etc.). 6. Finish floor elevations of all buildings. 7. Grade elevation including any proposed stairs or ramps, drainage (detention areas), retaining walls and fences. If the slope of any pedestrian, parking or vehicular area exceeds five percent (5%) grade, identify such area with an arrow covering the full distance noting the percentage of slope and direction of fall. (Walgreens approval required). 8. Pylon sign location indicating whether Walgreens or shared. 9. Handicapped curb access ramp directly in front of our entrance. 10. Parking stall and aisle configuration and dimensions. 11. Legal Description(s) of the site and a Plat of Survey. (A.L.T.A. format) including any cross easements. B. Environmental/Structural Report 1. Provide a Phase I Environmental Assessment of the site per ASTM E-1527 latest edition, which includes an asbestos, lead and PCB survey of any existing building. Suspect sites may require a Phase II investigation. All reports shall be certified to Walgreen Co. a. Identify all locations of above ground and below ground remediation equipment. 2. A structural examination of an existing building is required for structures to be renovated. UNIFIED DESIGN STANDARDS MARCH 13, 2015

65 3. Soils report of actual unconfined strength of each stratum and all other soil related factors, which could affect the structural stability of any/all improvements. C. Specific submittal requirements for individual units of work are specified in the applicable specification sections. Comply with the requirements specified herein for each type of submittal. Walgreens review of submittals in no way limits the obligation of the Landlord, his consultants or Contractors from complying with Walgreens criteria documents, which shall govern. D. Submit to Walgreen Co. with the first review set the following documents: a. Calculations showing compliance of the interior and exterior lighting with the latest Energy Codes adopted by the municipality where store is located (COMcheck or equal). b. HVAC Load Calculations. c. Economic justifications of the non-criteria heating source: resistance heat vs. heat pumps in all electric stores, heat pumps over natural gas heat or propane, etc. d. Computerized Site Lighting Photometric Calculations on drawing E-101. e. Local ordinances and code restrictions where Walgreens site lighting standards can t be met. f Electric Load Calculations for service larger than 800 amps. E. Submit to Walgreen Co. shop drawings, product data and/or samples for items listed below, indicating method of construction, detail layouts, dimensions, diagram, schedules, brochures, color selection charts or chips, and other data as required to fully explain the intended material, and installation to allow selection of color or finishes. The required submittals are as follows: a. Fire Retardant Treatment for Wood. b. Roll-up entry grille. c. Automatic Entrances. d. Landscape Irrigation. e. Roofing submittal form from Section and related documents. f. Fire Suppression System. g. Non-criteria Plumbing Fixtures & Trim. h. Non-criteria HVAC Equipment. i. Non-criteria Refrigeration Equipment. j. Non-criteria Energy Management Systems. k. Non-criteria Lighting Fixtures. l. Non-criteria Power Distribution Equipment (Panelboards). F. Submittal Preparation: 1. Shop Drawings: Provide one correctable reproducible print. 2. Product Data: Provide two copies of manufacturer s standard printed recommendations for application and use, installation coordination, testing, operation and dimensions. 3. Samples: Provide two samples of appropriate size for visual review of color pattern, texture and final check of coordination of these characteristics with related work. Samples may be used for quality control comparison of the completed installation. UNIFIED DESIGN STANDARDS MARCH 13, 2015

66 G. All submittals must receive the Contractor s and Architect s review and actions markings, plus Mechanical and Electrical Engineers action markings, as appropriate, prior to submission to Walgreens SUBSTITUTIONS Walgreens shall, at its discretion, require copies of all Quality Control test reports. Work that does not conform to the design criteria shall be replaced at no cost to Walgreens. A. Material or equipment indicated by manufacturers name indicates Walgreens preference and expected quality and installation. Substitutions are not encouraged except for extreme cases. B. To be considered, the Contractor shall submit a written request for any or all substitutions to Walgreen Co. The request must include a point by point comparison between the proposed substitute and the specified manufacturer and model. Such a request shall be accompanied with complete descriptive and technical data for all items (manufacturer, brand name, catalog number, descriptive literature, and capacity tables). The request shall state in each case what addition to or deduction from the main bid is to be made if such alternates are accepted. The comparison must confirm that the proposed substitute is equal to or exceeds the quality of the specified products. Incomplete submittals will not be considered. C. Where such substitutions alter the design or space requirements indicated on the plans, the Contractor shall include all items of cost for the revised design and construction including cost of all allied trades involved. D. Requests resulting from failure to allow sufficient time to order and receive material will not be considered. E. The Contractor shall pay all Architects and Consultant fees resulting from the review of substitutions. F. Acceptance or rejection of the proposed substitutions shall be subject to approval of Walgreen Co., and if specific approval in writing is not received, it is understood that the requirements as outlined in the Walgreen Co. plans are to be met PROJECT CLOSE-OUT A. Project closeout refers to certain requirements indicating project completion and that are to be fulfilled prior to final acceptance by Walgreens. B. Final inspection: Upon request from the Contractor, Walgreens personnel will either proceed with inspection or advise the Contractor of unfilled prerequisites. Results of the final inspection will be the punch-list for final acceptance. See section for requirements related to roofing. C. Cleaning - Remove all rubbish regularly. Remove marks, stains, soil, and fingerprints from all completed work including plumbing, electrical, mechanical equipment and all finish surfaces and glass. D. Submit final meter readings for utilities and coordinate transfer for future billings with Walgreens Construction Department. E. Warranties: Submit required warranties in three ring two inch vinyl binders organized into the appropriate divisions. Upon delivery of possession of the leased premises to the UNIFIED DESIGN STANDARDS MARCH 13, 2015

67 Tenant, Landlord shall cause all Contractor s, subcontractor s and manufacturer s warranties and guaranties relating to the leased premises to be assigned to Tenant, or the extent not assignable, then to be issued in Tenant s name. F. Other Close-Out Documentation: Submit electronic copies of operating manuals, cut sheets, manufacturer s maintenance instructions and other necessary information on CD s organized into the appropriate divisions. Information shall include but not be limited to the following and must also include any non-standard or non-criteria equipment or improvements: Division 01: List all required annual municipal/state required inspections and renewable licenses (related to building systems). Division 03: Polished Concrete - gloss and static coefficient of friction test results certified by the Concrete Polishing, Processing and Finishing Contractor. Division 06: Fire retardant treatments. Division 07: Foam insulation systems. Division 08: Automatic entrance doors, revolving doors, insulated glass types, hurricane/impact resistant glazing systems, Division 09: Anti-graffiti coatings. Division 14: Elevators/escalators. Division 21: Fire Pumps, LP gas, automatic sprinklers, accessories (alarm bells, flow switches, etc.). Division 22: Water heaters, water coolers, recirculating pumps, trap primers, backflow preventers, water meters, etc.) Division 23: Exhaust fans, rooftop heating, ventilation, and air conditioning units, entrance heaters, air curtains, non-criteria HVAC equipment, non-criteria refrigeration equipment. Division 26: Non-criteria site lighting fixtures and/or poles, non-criteria interior lighting fixtures, generators, UPS. Division 33: Lift stations, underground storm water retention/detention/filtration systems, oil/water separators, septic systems, sump pumps, ejector pumps, landscape irrigation pumps/wells and associated equipment, monitoring wells and remediation equipment and permeable paving systems. G. Attic Stock: Turn over the following attic stock to Walgreens Construction Superintendent for storage at the store. See specification section for quantity: Acoustic Ceiling Tiles Resilient Flooring E.I.F.S. Finish Coat END OF SECTION UNIFIED DESIGN STANDARDS MARCH 13, 2015

68 SECTION QUALITY CONTROL PART 1 GENERAL 1.01 DESCRIPTION A. This specification section defines the minimum Quality Control Services to be performed by an Approved Quality Control Testing Firm, hereafter referred to as QC Firm. 1. Quality Control Services (QC Services) include laboratory and field-performed testing of materials prior to, during and after installation to verify compliance, visual observations, inspections and reporting. 2. Specific quality control requirements for individual units of work are specified in the Unified Design Standards (UDS) Specifications section for that individual element of the work. These requirements cover production of standard products, fabrication of customized work, minimum material requirements and quality control of installation procedures. 3. Provisions of this section do not limit requirements for the Developer to provide QC Services as required by the Architect/Engineer-Of-Record (AOR/EOR), specific product vendors, governing authorities or other authorized entities. 4. Local building codes, requirements and testing standards of local governing authorities, when present, shall be followed. 5. The complete agenda of required QC Services shall be prescribed by the QC Firm, based upon their review of the specific site, the geotechnical report, design drawings and the UDS Drawings and Specifications. 6. Required inspection and testing services do not relieve the Developer of responsibility for compliance with these requirements or for compliance with requirements of the contract documents and UDS Drawings and Specifications. B. The QC Firm shall be directly contracted by the Developer. 1. Under no circumstances shall the QC Firm be contracted by the General Contractor or any Subcontractors. C. The primary Walgreens contact for QC Services and related work scope shall be the Field Project Manager (FPM); the Architectural Manger (AM) may serve as a secondary contact. D. At any time before taking possession, Walgreens reserves the right to reject materials or installations not complying with the requirements of the design drawings, UDS Drawings and Specifications or the contract documents APPROVED QUALITY CONTROL TESTING FIRMS A. Walgreens has entered into a national account agreement with the following companies as the only agents approved to perform QC Services. Based upon the location of the project, Developers shall contract with the QC Firms shown on Figure 1 and listed alphabetically below: CTI Consultants, Inc. Approved Territory: DE, MD, VA Contact : Cliff Thomas cthomas@cti-consultants.com B Willard Road Suite 100 Chantilly, VA UNIFIED DESIGN STANDARDS MARCH 13, 2015

69 French & Parrello Associates Approved Territory: NJ, Eastern PA and New York City, NY Contact: David Calnan Route 34 Suite 101 Wall, NJ IMTL Independent Materials Testing Laboratories, Inc. Approved Territory: CT and MA Contact: Dave Aiudi North Washington Street P.O. Box 74 Planville, CT Kleinfelder Approved Territory: AZ, CA, CO, ID, MT, ND, NE, NM, NV, OK, OR, SD, UT, WA, WY Contact: Mark Klaver Fite Circle Sacramento, CA Krazan and Associates, Inc. Approved Territory: CA, OR, WA Contact: Jay Martin Valley Ave. NW Suite 110 Puyallup, WA Miller Engineering & Testing, Inc. Approved Territory: CT, MA, ME, NH, RI, VT Contact: Howard Goddard Sheffield Road Manchester, NH PSI Inc. Approved Territory : AR, IN, KY, LA, MI, MN, MS, OH, WI, Western PA, WV Contact: William Hogg bill.hogg@psiusa.com 95 Chastain Road Suite 301 Kennesaw, GA Quality Inspection Services Inc. Approved Territory: NY (excluding New York City) Contact: Ian Muir imuir@qisi.com 1679 Lyell Ave Rochester, NY Salem Engineering Group, Inc. Approved Territory: CA, ID, MT, NV, OR, UT, WA Contact: Sammy Salem Sammy@SalemEngGroup.com 4055 West Shaw Ave. Suite 110 Fresno, CA S&ME, Inc. Approved Territory: AL, GA, SC, TN Contact: Adam Marr amarr@smeinc.com Johns Creek Parkway Duluth, GA Tectonic Engineering Approved Territory: NY and New York City, NY Contact: James Duesel jduesel@tectonicengineering.com 280 Little Britian Road Building 2 Newburgh, NY Terracon Consulting Engineers & Scientists Approved Territory: AZ, CO, IA, IL, KS, MO, NC, NM, TX Contact: Matt Beheshti x432 mbeheshti@terracon.com College Blvd. Lenexa, KS UNIFIED DESIGN STANDARDS MARCH 13, 2015

70 Universal Engineering Sciences Approved Territory: FL Contact: Jim Sargeant Maggie Blvd. Orlando, FL B. If the Developer does not receive a prompt response to an inquiry or request for proposal from the QC Firm, contact the Walgreens FPM for resolution. C. Union labor or unique situations: 1. In locations where union labor must be used or other unique situations may prevent the approved QC Firm from being contracted, contact the FPM to discuss the possibilities of using an alternate firm. Alternate firms will only be allowed when absolutely necessary, as determined by Walgreens discretion. a. The FPM shall be allowed a 4 week period to review and select an alternate firm. b. Alternate firms may only be used when approved in writing by the FPM. c. Any additional costs that may be incurred by using an alternate firm shall be the responsibility of the Developer RESPONSIBILITIES A. Except where specifically mandated by the local governing authority, all QC Services shall be performed by the QC Firm. B. Pre-Work Meetings 1. The General Contractor shall be responsible for arranging pre-work meetings to ensure coordination among the different parties, identify potential challenges to completing the work and to define the QC Services that will be required. a. Pre-work meetings shall occur between 1 and 2 weeks before the proposed activity is scheduled to begin. b. Invites to the meeting shall be sent out no less than 1 week before the meeting date. c. Meetings shall be conducted onsite. d. Onsite attendance shall be mandatory for the General Contractor, Contractors or Subcontractors who will be responsible for performing the Work, QC Firm and the AOR/EOR (architect, engineer or other design professional who completed the design documents). e. A call-in number shall be provided for those who may not be able to attend the onsite meeting. f. The General Contractor shall assemble Meeting Notes for each Pre-work Meeting. At a minimum the Meeting Notes shall define: (i) The Scope of Work (ii) Company name, primary contact name, and phone number of the General Contractor, QC Firm, AOR/EOR, Contractors or Subcontractors and Walgreens FPM. (iii) Detailed schedule of work to be performed. UNIFIED DESIGN STANDARDS MARCH 13, 2015

71 (iv) Listing of the anticipated QC Services, as defined by the QC Firm. (v) Identification of any hazards or challenges to safety or successful completion of the Work. If none, so state. g. The General Contractor shall Meeting Notes to all participants within 24-hours for comments. h. At a minimum, the following Pre-Work meetings shall be held. Meeting discussion should not be limited to the items listed below, but should be tailored to each specific site. (i) Pre-Construction Kick-Off Review of the project s overall scope of work and any unique or challenging construction activities. Review all permitting requirements. Review of the General Contractor s proposed schedule and identification of any critical tasks. Review of the required QC Services, as defined by the QC Firm. (ii) Pre-Grading/Earthwork/Utilities Review of the geotechnical report, soil types, ground water table, materials to be hauled offsite and fill materials to be hauled onsite. Review of any environmental concerns. Review of all utilities to be installed including: electrical power, natural gas, sanitary sewage, storm sewer and stormwater detention/infiltration. Review of the General Contractor s proposed schedule and identification of any critical tasks. Review of the required QC Services, as defined by the QC Firm. Verify that all required erosion and sediment control devices have been properly installed. (iii) Pre-Retaining Wall Meeting - All jobs with a retaining wall greater than 3-feet in height shall conduct a Pre-Retaining Wall Meeting. Review of the geotechnical report, retaining wall design drawings, materials and installation techniques. Verify, with the design engineer onsite, any design assumptions that may have been used to design the retaining wall; record the conformation in the Meeting Notes. Verify coordination between the retaining wall design and site/civil design. Review of the General Contractor s proposed schedule and identification of any critical tasks. Review of the required QC Services, as defined by the QC Firm. (iv) Pre-Foundation Meeting Review of proposed foundation type (spread footings and columns, piles, etc.). Review of materials, such as concrete mix design or reinforcing steel shop drawings. As applicable, review of vapor barrier, concrete admixture usage, plan for curing concrete, utility stub-ups, etc. Review of the General Contractor s proposed schedule and identification of any critical tasks. Review of the required QC Services, as defined by the QC Firm. UNIFIED DESIGN STANDARDS MARCH 13, 2015

72 (v) Pre-Slab Meeting - When the slab pour is part of the foundation installation and is not delayed until the building shell is completed, the Pre-Slab Meeting may be combined with the Pre-Foundation Meeting. Review of materials, such as concrete mix design or reinforcing steel shop drawings. Review of concrete slab joint plan. Review of any utility stub-ups, drains, etc. Discuss the required base compaction, necessary compaction equipment and length of time between compaction and the concrete pour. Review of the proposed store flooring and associated concrete requirements. Review of the General Contractor s proposed schedule and identification of any critical tasks. Review of the required QC Services, as defined by the QC Firm. (vi) Pre-Masonry Meeting Review of exterior wall cross-section construction and materials. Verify the foundation condition and readiness for masonry. Review of the General Contractor s proposed schedule and identification of any critical tasks. Review of the required QC Services, as defined by the QC Firm. (vii) Pre-Paving Meeting Review requirements of the geotechnical report, pavement design, pavement mix design and required weather conditions for paving. Discuss the condition and quality of the subgrade, condition and quality of any base materials already in-place, required base compaction, necessary compaction equipment and length of time between compaction and paving. Discuss the use of any geotextiles, geogrids, soil separators or soil strengthening materials if specified by the EOR. Review of the General Contractor s proposed schedule and identification of any critical tasks. Review of the required QC Services, as defined by the QC Firm. C. Design Drawing Distribution 1. The Developer shall be responsible for ensuring that both the QC Firm and Walgreen s FPM have the current drawing set. a. Provide a complete preliminary drawing set to the QC Firm as a part of the Request For Proposal, so that the Scope of Work may be accurately assessed and bid. b. Provide drawings sets issued for construction as they are completed, but no less than 2 weeks before the scheduled work date. c. Provide construction drawing revisions as they are completed, but no less than 1 week before the scheduled work date. 2. A complete and up-to-date copy of all design drawings shall be kept on site, and made accessible, by the General Contractor at all times. UNIFIED DESIGN STANDARDS MARCH 13, 2015

73 D. Notification and Coordination of QC Services 1. The Developer, General Contractor and all of their Subcontractors shall cooperate with the QC Firm performing the required inspections, tests and similar services. 2. The construction schedule shall reasonably adhere to that set forth during the Pre-Work Meeting. 3. The General Contractor shall be responsible for notifying the QC Firm of when work will be completed and scheduling the QC services. 4. The General Contractor shall be responsible for: a. Providing the QC Firm with no less than 48 hours advanced notification of when testing will be required. b. Providing access to the Work. c. Reasonable assistance with taking samples. d. Security and protection of samples and test equipment at the project site NONCOMPLIANT WORK The following process shall be followed when a test, observation, inspection or other QC activity identifies Work that is not in compliance with the contract documents. A. The QC Firm shall submit an Incident Report Form to the Walgreens FPM and AM within 24 hours of discovery of the noncompliant work. 1. The QC Firm shall not provide design guidance or input to repair or correct a noncompliant work area. The Developer, General Contractor, Installation Contractor and EOR/AOR shall provide all corrective means and measures. B. The Developer shall correct all deficiencies identified by the noncompliant test, observation or QC activity. All noncomplying materials shall be replaced or reworked to comply with the contract documents. 1. Any corrective measures to repair noncompliant work which vary from the design drawings, specifications or contract documents must be approved in writing by both the AOR/EOR and Walgreens FPM prior to being implemented. C. Once corrected, the noncompliant installation area shall be retested, observed or inspected as required to confirm compliance. 1. All costs associated with retesting shall be the Developer s responsibility. 2. All retesting (tests, observations, inspections or other QC Services) shall be performed by the approved QC Firm. Reports from other firms shall not be used to show compliance of the Work and will be rejected. D. Once the Work has been deemed compliant, the Developer shall submit a Corrective Actions Report to Walgreens FPM and AM. UNIFIED DESIGN STANDARDS MARCH 13, 2015

74 1.05 SCHEDULE OF QC SERVICES A. The following schedule of inspections, tests and similar services represents the minimum scope of QC Services to be performed. The AOR/EOR, local governing authorities or QC Firm shall specify additional QC Services as required for each specific project. Division 03 Sections Concrete compressive strength testing. Concrete slump testing. Floor flatness/levelness testing. Concrete moisture vapor emission rate testing. Concrete moisture content testing. Polished Concrete static coefficient of friction (SCOF) testing Division 04 Sections Reinforced masonry grouting. Division 05 Sections Weld testing. Moment connection weld testing (when applicable). Bolt torque testing. Division 07 Sections Thermal scans (for foamed-in-place insulation). Density, thermal conductivity and open cell content of foamed-in-place insulation. Division 09 Sections Moisture vapor emission rate testing. Concrete alkalinity testing. Division 21 Sections (See 1.03, B) Sprinkler system leak test. Division 22 Sections (See 1.03, B) Domestic water system leak tests. Domestic water cleaning and disinfection Sewer system hydrostatic tests. Division 31 Sections Verify suitable soil bearing capacity and subgrade modulus. Field density testing, compaction testing. Optimum moisture/maximum density testing. Division 32 Sections Pavement proof rolling. Pavement surface smoothness testing. Division 33 Sections (See 1.03, B) Fire service water pressure tests Domestic water pressure tests Domestic water cleaning and disinfection Sewer system hydrostatic tests. B. QC Services for Divisions 21, 22 and 33: 1. QC Services as listed for Divisions 21, 22 and 33 are often performed by the local governing authority as part of their permitting process. When all of the required QC Services are performed by the local governing authority, Walgreens will accept those tests in place of tests performed by the QC Firm. However, the minimum acceptance criterion per the Walgreens specification must be met (if more stringent than that of the local governing authority s requirements). 2. The Developer shall be responsible for providing test reports for QC Services performed by the local governing authority to the Walgreens FPM. UNIFIED DESIGN STANDARDS MARCH 13, 2015

75 3. Walgreens will only accept test results for QC Services performed by the local governing authority for the QC Services associated with Divisions 21, 22 and 33. All other QC Services must be performed by the approved QC Firm. 4. Regardless of whether QC Services are performed by the local governing authority or the QC Firm, all costs shall be the responsibility of the Developer QUALIFICATIONS FOR QC FIRMS A. QC Firms shall comply with Guidelines for Effective Practice for Materials Engineering Laboratories by the American Council of Independent Laboratories, and which specialize in the types of inspections and tests to be performed. B. The QC Firm shall assign a responsible Testing Engineer to review the design drawings and specifications, determine if any additional QC Services are required beyond those listed in this specification, attend the Pre-Work Meetings, manage the Field Inspectors, coordinate QC Services, review all test results and daily reports, provide commentary on noncompliant installations and be available to discuss and help resolve potential problems. 1. The Responsible Testing Engineer shall be licensed as a Professional Engineer in the State in which the project is located in. 2. The QC Firm shall provide staff with other professional and technical certifications as required to support the Work. C. The QC Firm s Field Inspectors shall have adequate formal academic training and no less than 3 years field experience in the QC services they are performing. Field Inspectors shall be knowledgeable of the local permit requirements and regulations, certified on all testing equipment and trained in site safety. D. QC Firms shall self-perform all QC services. Specific tasks may only be subcontracted with the FPM s written approval. E. QC Firms shall abstain from providing engineering judgment or design/installation recommendations; all design issues shall be directed to the Developer and AOR/EOR SUBMITTALS A. All submittals shall be in PFD format. B. Report Data: Written reports of each inspection, test, observation or similar service shall include, but not be limited to the following: Name of QC Firm or testing laboratory. Dates and locations of samples, test, observations or inspections. Notation of ambient conditions (weather, temperature, time, etc.) at the time of sample taking and testing. Names of individuals performing the test, observations or inspections. Photographs as applicable. Complete inspection report or test data. Test results. Interpretations of test results. Comments or professional opinion as to whether inspected or tested work complies with requirements of the contract documents. Recommendations on retesting, if applicable. UNIFIED DESIGN STANDARDS MARCH 13, 2015

76 C. Incident Report Form 1. Within 24 hours (regardless of the day of the week) of a noncompliant QC service an Incident Report Form shall be completed by the QC Firm and ed to the Walgreens FPM and AM, the AOR/EOR and the Developer. a. The template included at the end of this specification section shall be used for the Incident Report Form. D. Corrective Action Reports 1. For any portions of the work which test as noncompliant, the Developer shall submit a Corrective Action Report to describe the efforts made to bring the Work into compliance. 2. The Corrective Action Report Shall include: a. A description of the noncompliant area. b. Identification of the root cause of the noncompliance. c. Reference to the QC Firm s Incident Report form, Attach form within PDF. d. The solution used to correct the deficiency e. Additional design drawings, specifications or engineer recommendations as applicable. f. A copy of the retest report verifying compliance. E. Biweekly QC Services Report 1. With the exception of Incident Report Forms, daily field reports, test results and other QC activities do not need to be distributed to the Walgreens FPM and AM daily. The QC Firm shall collect, compile and organize all reports, test results and other QC actives as part of an ongoing report. The continuously updated report shall be ed out to the Walgreens FPM and AM and the Developer every two weeks. a. The template included at the end of this specification section shall be used for the QC Services Report. 2. The Developer may request daily updates. The Developer shall be responsible for distributing the QC Services Report to their AOR/EOR for review and approval. F. Final QC Services Report 1. After the project has been completed, the continuously updated report shall be finalized and issued to Walgreens FPM and AM and the Developer. a. The template included at the end of this specification section shall be used for the QC Services Report. 2. The Final QC Services Report shall be certified (signed and sealed) by the QC Firm s Responsible Testing Engineer. 3. The Final QC Services Report shall be issued no later than 2 weeks before store possession to allow adequate review and inspection time by Walgreens. UNIFIED DESIGN STANDARDS MARCH 13, 2015

77 G. Approval of the Final QC Services Report 1. The Developer shall submit all Biweekly QC Services Report and the Final QC Services Report to the AOR/EOR and all other design professionals. 2. Each AOR/EOR and design professional shall issue a signed and sealed letter certifying that all QC Services have been completed and the QC testing reports show construction, erection and installation of the work in accordance with the Walgreens UDS drawings and specifications as well as their design documents and any local standards. 3. The Developer shall submit all signed letters to the Walgreens FPM and AM no less than one week before store possession. PART II PRODUCTS (Not Applicable) PART III EXECUTION 3.01 REPAIR AND PROTECTION General: Upon completion of inspection, testing, sample-taking and similar QC Services repair damaged work and restore substrates and finishes to eliminate all deficiencies. Repair and protection is the Developer s responsibility, regardless of the assignment of responsibility for inspection, testing or similar QC Services. END OF SECTION UNIFIED DESIGN STANDARDS MARCH 13, 2015

78 Figure 1 UNIFIED DESIGN STANDARDS MARCH 13, 2015