Please include this addendum in your Bid proposal for the above referenced project. Questions are in black ink, and the answers are in red ink.

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Beverly Farmer
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1 JAHarchitects, LLC PROJECT NO. 393 RIVERCREST CDD RAMBLE CREEK DRIVE, RIVERVIEW FL ADDENDUM TO BID PROJECT: RIVERCREST CDD MULTI PURPOSE FIELD MAINTENANCE BUILDING & DOG PARK POOL & CABANNA JAH PROJECT NO.: 393-1,2 & 3 ADDENDUM DATE: MAY 5, 2014 BID PACKAGE SCOPE: General Construction ADDENDUM NUMBER: 02 Please include this addendum in your Bid proposal for the above referenced project. Questions are in black ink, and the answers are in red ink. 1. Is there a geo technical report available? Yes, as referenced in S-0.0. See attached. 2. What is the penalty/liquidated damages per day for each day past the substantial completion date? No liquated dated damages have been identified, so it would be for actual damages only. 3. How many original copies of our bid package are we required to submit? Five (5) hard copies. 4. Per the Instruction to Bidders AIA Document A701, Article 1 Definitions reference the Bidding Documents and proposed Contract Documents. Please provide a copy of the proposed Contract Documents. The proposed Contract Documents and the Bidding Requirements have been provided. The proposed Contract Documents include the form of agreement and conditions of the contract (provided in the Bid Form see 4.02), the drawings (provided), specifications (provided) and Addenda (provided). 5. Per your Addendum No. 1, question No. 1states; Can the bid package be ed to you.. Please clarify, can our bid package be ed to you or are we required to submit hard copies in a sealed opaque envelope? 1121 East Twiggs, Suite 200 Tampa FL License No. AA Tel Fax Page 1 of 2

2 Per the Instructions to Bidders AIA Document A701, Article states Oral, telephonic, telegraphic, facsimile or other electronically transmitted bids will not be considered. You are correct, the bid packages must be submitted in hard copies prior to the due date and time. They may be submitted in hard copies prior to that date, but no later than. 6. Where is the lighting fixture schedule? See attached Addendum 02 drawing. 7. Will the Bid date be revised. No. End of Addendum 1121 East Twiggs, Suite 200 Tampa FL License No. AA Tel Fax Page 2 of 2

3 SUBSURFACE SOIL EXPLORATION PROPOSED RIVERCREST DEVELOPMENT RIVERVIEW, FLORIDA Prepared For: Rivercrest Community Development District Ramble Creek Drive Riverview, Fl Prepared By: Hanecki Consulting Engineers, Inc Gunn Highway, #119 Odessa, Florida October 15, 2013 HCE Report No rev1

4 HCE Hanecki Consulting Engineers, Inc. Geotechnical Engineering, Sinkhole Investigations and Foundation Forensics October 15, 2013 HCE Report No rev1 Mr. Dan Laventry Rivercrest Community Development District Ramble Creek Drive Riverview, Florida RE: Subsurface Soil Exploration Proposed Rivercrest Development Riverview, Florida Dear Mr. Laventry: Hanecki Consulting Engineers, Inc. (HCE) has completed a subsurface soil exploration for the proposed project in Riverview, Florida. This engineering evaluation was conducted in general accordance with our Proposal No , dated July 22, The purpose of this exploration was to obtain soil and groundwater data for use in geotechnical engineering design of the proposed buildings, in-ground pool, and footbridge for the Rivercrest Development. This report presents our understanding of the project, the site conditions encountered, provides a general lithology of the subsurface soils, and presents recommendations for site preparation, general earthwork procedures, and foundation design. Hanecki Consulting Engineers, Inc. appreciates the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of additional service, please call us. Sincerely, HANECKI CONSULTING ENGINEERS, INC. David Aponte, P.E. Darrell Hanecki, P.E. Project Engineer Principal Florida Reg. No Florida Reg. No DH/da Gunn Highway #119 Phone (813) Odessa, Florida Fax (813) hanecki@tampabay.rr.com

5 TABLE OF CONTENTS INTRODUCTION... 1 SUBSURFACE EXPLORATION... 1 Field Exploration 1 Standard Penetration Test 1 Borings (1) Soil Sample Handling and Classification (2) Laboratory Tests 2 Results 2 Subsurface Conditions (2) Groundwater (2) RECOMMENDATIONS AND CONCLUSIONS... 3 General 3 Site Preparation 3 Site Stripping (3) Proofrolling (3) Groundwater Control 3 Structural Fill 4 Definition (4) Placement (4) Foundation Recommendations 4 Allowable Bearing Pressure (4) Uplift resistance (4) Spread Footing Placement (5) Settlement Recommendations (5) Considerations for In-Ground Pool 5 TESTING AND MONITORING... 5 LIMITATIONS... 6 A P P E N D I X Boring Location Plan - Figure 1 SPT Boring Logs - Figure 2-4

6 Proposed Rivercrest Development HCE Report No rev.1 Page No. 1 INTRODUCTION Based on the information provided to our office, we understand that the River Crest Development will include the construction of a footbridge, a single-story maintenance building, a single-story cabana building and an in-ground pool. The proposed maintenance building will be a single-story building used to house equipment, tools, and small vehicles. The maintenance building is expected to be masonry block construction. The proposed buildings are planned to have shallow spread footing foundations with 2000 psf maximum contact pressures. The maintenance building will have an approximate 900 square foot footprint. The pool cabana will be approximately 60 by 40 feet. The foot bridge will be a prefabricated structure, expected to span a narrow area of the proposed storm water retention pond. The bridge has a preferred foundation of spread footings at each end support. The compressive loads will be on the order of 55 kips with uplift loads not expected to exceed 5 kips. Field Exploration SUBSURFACE EXPLORATION The procedures used by HCE for field sampling and testing are in general accordance with industry standards of care and established geotechnical engineering practice. A total of eight (8) SPT borings were performed at the site, at the locations designated by JAH Architects as B-A through B-H. Two SPT borings (A and B) were performed within the proposed pool cabana to a depth of 15 feet below the ground surface; borings C and D were performed to a depth of 10 feet within the proposed in-ground pool; two borings E and F were performed at the proposed bridge end supports to a depth of 20 feet, one at each end; and the two borings G and H were performed at opposite corners of the proposed maintenance building to a depth of 15 feet. The SPT boring records are presented in the Appendix as Figures 2 through 4. The boring locations are shown on the attached Boring Location Plan, Figure 1 in the Appendix. A member of our staff performed a brief site reconnaissance, noting pertinent site and topographic features. Our staff located the borings by estimating distances from features identified on the site plan. Because of the methods used, the boring locations shown on the Location Plan attached in the Appendix should be considered approximate. Standard Penetration Test Borings The SPT borings were advanced by means of a track mounted drill rig. The SPTs were performed continuously to a depth of 10 feet and at 5-foot intervals thereafter. The soil samples were obtained at the depths where the SPTs were performed. The soil samples were then classified in the field, placed in sealed containers, and returned to our laboratory for further evaluation by our project engineer. The SPT borings were performed in general compliance with standard field penetration test procedures. After drilling to the sampling depth and flushing the borehole, the standard 2-inch O.D. split-barrel sampler (commonly called a split spoon ) was seated by driving it 6 inches into the undisturbed soil. Then the sampler was driven an additional 12 inches by a 140-pound hammer falling 30 inches. The number of blows required to produce the 12 inches of penetration is recorded as the standard penetration test value (N). These values are plotted on the left side of the SPT Boring Logs, which appear as Figures 2 through 4 in the Appendix of this report.

7 Proposed Rivercrest Development HCE Report No rev.1 Page No. 2 Sampling performed in the upper 10 feet utilized a 24-inch long split spoon. The sampler was driven 24 inches and the blows required to drive the sampler the middle 6-inch increments were recorded as the N- value. Through this technique, the upper 10 feet of the soil was sampled continuously. For the two SPT borings performed at the proposed location of the maintenance building (G and H), the upper 4 feet were excavated with a hand auger to avoid possible unknown buried utilities associated with the nearby existing structures and paved parking area. Soil Sample Handling and Classification The soil samples obtained during the SPT borings were placed in sealed containers to retain moisture and returned to our laboratory. The samples were then reviewed by our project staff to confirm classifications, visually estimate the relative percentages of the soil s constituents (sand, clay, etc.), and identify pertinent structural features. The stratification lines shown on the boring logs represent our interpretation of approximate boundaries between soil types. The transition between strata may be gradual. Our classifications are based on a visual estimation of the soil properties and our engineering experience with the soils found in this geologic area. Laboratory Tests Laboratory testing of soil samples is frequently performed to more definitively establish physical properties of representative soil samples. Laboratory tests may, but not necessarily include; organic content, moisture content, percent material finer than No. 200 sieve, and Atterberg limits. The properties of the soils encountered during this exploration could be estimated using visual and tactile techniques or were too deep to be problematic, so no laboratory tests were necessary. Results Subsurface Conditions The soils encountered in the SPT borings were generally consistent across the site, consisting of fine sand to silty fine sand from the ground surface to the termination depths. The soils within the upper 2 to 4 feet were generally loose, but medium dense to very dense soils were consistently encountered below a depth of 5 feet, with N-values typically increasing toward the termination depths. Detailed descriptions of the soils encountered in the SPT borings are included in Figure 2 of the Appendix. Groundwater Groundwater was encountered in the SPT borings at depths ranging from 5 to 8 feet below the existing ground surface. The variation in depth to groundwater is attributable to changes in site topography at the various boring locations, which ranged from the south to the northeast parts of the development, as well as the time between the boring termination and backfilling. Most boreholes were backfilled upon completion and groundwater levels may not have fully stabilized. We estimate that the seasonal high groundwater table will occur at depths of 4 to 6 feet below the ground surface in the area south of the stormwater retention pond, where the pool and cabana are proposed. However it appears that the seasonal high groundwater table may occur at shallower depths of 2 to 5 feet in the other explored areas of the site. Seasonal high groundwater is estimated based on existing rainfall patterns and depths to groundwater at the time of our field work. Significant fluctuations in groundwater levels should be expected due to seasonal variations in rainfall, runoff, and other site specific factors.

8 Proposed Rivercrest Development HCE Report No rev.1 Page No. 3 General RECOMMENDATIONS AND CONCLUSIONS Based on the results of this exploration, the soils encountered at this site will support the proposed buildings and footbridge on shallow, spread footing foundations, with conventional site preparation work and complete removal of existing utilities, root systems or organic soils (if any). Our exploration did not reveal any debris or unsuitable soils. We anticipate that excavated soils in the vicinity of the proposed in-ground pool should be sufficient for re-use as structural fill. Groundwater control will probably be required for the pool excavation, which will likely extend below the natural groundwater level. Site Preparation Site Stripping Prior to any construction, the site must be properly prepared. To prepare each site for construction, all existing surface vegetation, utilities, and any debris or unsuitable soils, if encountered, must be completely removed to the full depth and lateral extent where they exist below the proposed building footprint, bridge supports, and pool deck. Stripping and over excavation should extend at least 10 feet beyond the limits of the proposed buildings, bridge foundation areasa and pool shell. Site stripping and debris removal must be performed under the direct observation of the geotechnical engineer s representative. Proofrolling After completion of site stripping, unsuitable soil removal, and removal of any buried debris or utilities, the exposed ground surface should be compacted. We recommend that a vibratory roller having a static weight of at least 5 tons be utilized for this purpose. Compaction of the construction site should continue until the roller has made at least eight passes over each construction area and the soils at a depth of 12 inches have achieved at least 95 percent of the modified Proctor maximum dry density (ASTM D-1557). Proofrolling should be closely monitored by our engineering technician to observe for unusual deflection of the compacting equipment. If unusual or excessive deflection is observed, then the areas should be undercut to firm soils and backfilled with structural fill placed in maximum one (1)-foot thick lifts. Backfill soils should be of the same composition and be compacted to the same criteria as structural fill soils. Groundwater Control Groundwater was encountered in the SPT borings at depths ranging from 5 to 8 feet below the existing ground surface. The seasonal high groundwater level is expected to occur at depths ranging 2 to 5 feet below the ground surface during the rainy season in the vicinity of the proposed maintenance building and bridge, For the pool and cabana area, we estimate the seasonal high groundwater level will occur at depths of 4 to 6 feet. Localized dewatering may be required for excavations which extend below the groundwater table, such as the excavation for construction of the in-ground swimming pool. Dewatering will likely require the use of well points. Well points are the recommended method of groundwater control if groundwater levels must be lowered more than 12 inches below existing elevations, at the time of construction. Groundwater fluctuations occur due to seasonal variations in rainfall, runoff, and other site specific factors, and these fluctuations should be considered when planning earthwork activities.

9 Proposed Rivercrest Development HCE Report No rev.1 Page No. 4 Structural Fill Definition Soil used for structural fill can be defined as clean fine sand containing less than 10 percent material by weight that is finer than a No. 200 sieve (FINES). Sands containing more than 10 percent fines should be evaluated by the geotechnical engineer prior to use as structural fill. Soils containing more than 20 percent fines by weight should be discarded or mixed with clean fine sands to reduce the fines content to less than 10 percent. When placing fill within 2 feet of the groundwater table, the fines content should be less than 5 percent, if possible. All structural fill must be free of debris, organic matter, clay inclusions, or other deleterious materials. Based on the soils encountered in our borings, excavated on-site soils from the proposed location of the inground pool will likely be suitable for re-use as structural fill. However, any on-site soils with fines content above 20% should not be re-used as structural fill without the prior approval of the geotechnical engineer. Placement Fill should be placed in lifts not to exceed 1 foot thick. The fill material should be compacted to at least 95 percent of its modified Proctor maximum dry density (ASTM D-1557). Structural fill containing less than 10 percent fines should be placed when its moisture content is within 3 percent of its optimum moisture content. Structural fill containing between 10 and 20 percent fines should be placed within 2 percent of its optimum moisture content. Confined areas, such as utility trenches, should be compacted with manually operated vibratory compaction equipment. The footings for the cabana and maintenance buildings should be compacted with a manuallyguided double drum vibratory roller or other manually-guided vibratory compaction equipment. The soils in these areas should be compacted to the guidelines presented in the previous paragraph. However, lift thicknesses should not exceed 8 inches. Foundation Recommendations Allowable Bearing Pressure Based on the information revealed by our exploration, the subsurface soils will support the proposed buildings on a shallow, spread footing foundation system following completion of recommended site preparation activities. Shallow footings for the buildings and bridge may be designed based on an allowable bearing pressure of 2,500 psf. All footings must be embedded at least 12 inches below the finish ground surface to develop the above allowable soil bearing pressures. Spread footings for the footbridge end supports should be designed for a maximum net soil bearing pressure of 2,500 psf, embedded at least 24 inches below the finished ground surface. Uplift resistance - Based on the provided design uplift load not to exceed 5 kips, and using a minimum factor of safety of 1.5 to account for uncertainties and variations in subsurface soil conditions, the depth of embedment and footing size for the footbridge foundation should be sufficient to resist these forces. Uplift resistance can be achieved through the mass of the concrete foundation footings. The density of the concrete should be calculated to be 140 lbs/cu. ft. Footings should be sized to develop the necessary volume to produce the needed weight to resist net uplift forces. While soil mass above the concrete footings will also provide

10 Proposed Rivercrest Development HCE Report No rev.1 Page No. 5 resistance, the amount of uplift resistance is generally considered to be negligible relative to the mass of concrete in the foundation. It was unclear from the provided information whether the uplift loading is total uplift or per foundation element. It is assumed that uplift forces are NET forces, meaning that the uplift forces are excess forces after subtracting the bridge weight. Consequently, ALL uplift resistance should be developed through foundation member weight and weight of foundation overburden materials. Spread Footing Placement Following site preparation activities, footing construction may commence. Continuous footings should have a minimum width of 18 inches. The footings for the bridge end supports should have a minimum dimension of 24 inches. The minimum width should be used even though the maximum bearing pressures may not be developed. Footing excavations should be compacted with a manually operated vibratory compactor to the criteria established in the Site Preparation section of this report. Settlement Recommendations Subsoil settlement at the site will occur as a result of additional stresses applied to the foundation soils from the footings. The amount of settlement is a function of the footing dimensions and the imposed pressure intensity, as well as the relative density of the fill upon which the footing bears. For the estimation of settlement, we have assumed that no more than 1 to 2 feet of additional fill will be placed upon the site and site preparation activities outlined previously in this report have been executed. We have also assumed that the structure loads do not exceed those discussed earlier in this report. Based on those assumptions, we expect that total post-construction settlement should not exceed 1/2 inch and differential settlements will not exceed 1/4 inch. If fill heights or foundation loads exceed those discussed in preceding sections of this report, we should be contacted so we may re-evaluate settlement estimates for the proposed loading. Considerations for In-Ground Pool The soils encountered within the proposed location of the in-ground pool are suitable for re-use as structural fill below the proposed buildings. Excavation of soils below the natural groundwater level will require groundwater control to prevent slope failure during excavation. We recommend that the groundwater be lowered using well points, during the excavation process and the groundwater levels be maintained below the bottom of the proposed excavation depths, until excavation work is complete. Soils removed during pool excavation may be reused as structural fill. TESTING AND MONITORING Construction monitoring and testing are essential to proper foundation and pavement construction and performance. Observation of site preparation work is an integral part of the engineering recommendations contained herein. Density testing should be performed for each lift of structural fill placed below either building, for each 50 lineal feet of continuous footing, and at every one of the bridge end support footings to confirm compaction criteria have been complied with. Density tests should also be performed for each lift of fill for every 50

11 Proposed Rivercrest Development HCE Report No rev.1 Page No. 6 lineal feet of backfill placed in utility excavations, other excavations that are within the limits of either building footprint, and at least one test should be performed beneath the floor of the pool shell. LIMITATIONS This report has been prepared for the exclusive use of the Rivercrest Community Development District and JAH Architects, LLC, and their designated representatives for the specific application to the project previously discussed. Our conclusions and recommendations have been rendered using generally accepted standards of geotechnical engineering geology practice in the State of Florida. No other warranty is expressed or implied. Our conclusions and recommendations are based on the design information furnished to us, the data obtained from the previously described subsurface exploration, and our past experience. They do not reflect variations in the subsurface conditions which are likely to exist in the region of our borings and in unexplored areas of the site. These variations are due to the inherent variability of the subsurface conditions in this geologic region. Should variations become apparent during construction, it will be necessary to re-evaluate our conclusions and recommendations based upon our on-site observations of the conditions. If changes are made in the overall design or the location of the proposed construction, or if the finish grades differ from those discussed herein, the recommendations presented in this report must not be considered valid unless the changes are reviewed by our firm and recommendations modified or verified in writing. We should be given the opportunity to review the foundation plan, grading plan and the applicable portions of the project specifications when the design is finalized. This review will allow us to check whether these documents are consistent with the intent of our recommendations.

12 A P P E N D I X

REPORT OF GEOTECHNICAL EXPLORATION WEST MARJORY AVENUE TAMPA, FLORIDA

REPORT OF GEOTECHNICAL EXPLORATION WEST MARJORY AVENUE TAMPA, FLORIDA AREHNA PROJECT NO. B-15-008 March 11, 2015 Prepared For: City of Tampa Stormwater Division 306 W. Jackson Street, 6N Tampa, Florida