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RC-12-21-3146 Engineering Ltr 10560 NE 2 CtGEOTECHNICAL I ENVIRONMENTAL I MATERIALS TESTING I ASBESTOS I ROOF TESTING I INSPECTION SERVICES I DRILLING SERVICES I= DYNATECH ENGINEERING CORP DEC `, _•;, WWW.DYNATECHENGINEERING.COM Miami, September 14, 2022 Mr, Juan Vazquez PINECREST GROUP, INC. 18672 SW 93`d Court Cutler Bay, FL 33157 Re: Proposed Addition @ 10560 NE 2nd Court Miami Shores, FL 33138 Dear Mr. Vazquez: 60, -- 12 -2 l - -_:�14 �, Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Subsoil Investigation on September 14, 2022 at the above referenced project. The purpose of our investigation was to help determine the subsoil conditions relative to foundation design of the proposed structures. A total of (2) standard penetration boring tests were performed according to ASTM-D 1586 down to an average depth of 15' below existing ground surface at the locations shown on the attached sketch only. The following graph was developed as a general condition below existing ground surface at the time of drilling for the subject site (Subsoil conditions are non -homogenous, refer to field boring logs for exact locations and soil description. Average depths are approximate and will vary in the field): Average Depth From To Description 0'-0- 0'-6" Topsoil 0'-6" 2'-0" Gray medium sand w/rock fragments 2'-0" 8'-0" Tan medium sand 8'-0" 15'-0" Tan sandy limerock Groundwater was measured immediately at the completion of each boring and was found at an average depth of approximately 7' below existing ground surface at the time of drilling. This immediate depth to groundwater level should not be relied upon alone for project design considerations. Existing ground surface elevation was not provided to us at the time of drilling. Design engineers must verify existing ground elevations as well as FEMA Flood and County highest and lowest groundwater elevation for their design. Fluctuation in water level is anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area, king tides, flash flooding, storm surge and global warming. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed during construction. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall monitor and make sure that groundwater levels on adjacent properties are not adversely impacted due to the contractors dewatering activities. Specialty groundwater and water proofing contractors shall be consulted for all work below the.groundwater level. All dewatering volume & effluent discharge must meet local, State & Federal requirements. or- 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EG Re: 10560 NE 2" d Court, Miami Shores; FL Based on our understanding of the proposed structure and our field boring logs; the following are our recommendations for foundations design. A- Strip the entire building construction areas of all topsoil, grass, tree stumps and construction debris down to clean granular material wherever encountered (see field boring logs). Any underground structures, former pools, septic tanks, utilities, root systems and drainages trenches, etc ... must be removed in their entirety from beneath the proposed construction area. All roots greater than one inch in diameter, or a high concentration of smaller diameter roots, must be removed prior to back filling. Clean fill can be stored for reuse pursuant to our approval. The actual depth of stripping MUST be determined in the field during the clearing and excavations. B- Compact all construction areas with a heavy self-propelled roller to a rninirnum of 95% of ASTM D-1557 but not less than 10 passes in each direction. Localized areas of loose materials, if present, will become evident during site clearing, grubbing and proof rolling, and must be removed prior to filling operations. Backfill construction areas to required elevation using clean granular homogenous material placed in lifts not to exceed 12 inches in thickness and compact as indicated above. In areas not accessible for compaction, flowable fill shall be used. C- Excavate footing areas only to proper depth and recompact as indicated above. Footings must be cast as soon as possible after excavation to minimize potential damage to bearing soils from exposure to the element, construction activities and soil creep. D- Care should be taken not use vibration in case of existing structures in the vicinity of the construction area. [f vibration cannot be used for corpaction, static compaction may be applied. However, in this case, the compacted layer should not exceed 6 inches in thickness. [:;- All construction fill material above the water table shall consist of clean granular homogenous soil, free of organics or other deleterious material, and shall contain no more than 12 percent fines passing a U.S, standard No. 200 sieve and have a Unified Soil Classification System (USCS) designation of GP, GW, GP -GM, GW-GM, SP, or SW. No particle size greater than 3 inches shall be in the top 12 inches ofthe building pad. Fill material below the water table shall consist of washed free draining gravel to about 12 inches above the water table. (ie: Ballast rock FDOT No. 57 stone or equivalent) unless dewatering is employed. When dewatering is employed, fill material shall consist of clean, granular homogenous soil, free of organics or other deleterious material, and shall contain no more than 5 percent fines passing a US standard No. 200 sieve. F- Verify all compaction efforts by taking an adequate number of field density tests in each layer of compacted material and in each footing pad but no less than 1 test every 2500 square feet. G- Representative samples of the on -site and proposed fill material shall be collected and tested to detennine the classification and compaction characteristics prior to use. 1-1- All Geotechnical work must be performed under the supervision of our geotechnical engineer or his representative to verify compliance with our specifications and the Florida Building Code. I- In case of existing structures, existing footings new foundations and proposed drainage lines, provisions shall be made by the structural engineer, the civil engineer; and site contractor to protect all footings from future erosion, undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his recommendations. The above foundation recommendations being achieved and verified; it is our opinion that the proposed structures be designed for a shallow foundation system with a net static permissible soil bearing pressure not to exceed 2500 P.S.F. All footings bottom shall be based at a depth of not less than 12" below the lowest adjacent grade. Design computations for thickness shall utilize a modulus of subgrade reaction value of 250 pct. 750 WEST B4TH STREET, HIALEAH, FL 33014 PHONE (305) 828 -749 9 FAX (305) 828-959B EMAIL: INFOODYNATECHENGINEERING.COM Re: 10560 NE 211d Court, Miami Shores, FL Slabs may be designed as slabs on grade and must be provided with proper expansion and control joints as designed by the structural engineer. The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 115 pef. Submerged: 53 pcf. - Angle of internal friction: 30' - Earth pressure coefficient Ka: 0.33; Kp: 3.0 - Angle of wall friction: 30' for steel piles, 20' for concrete or brick walls; 15' uncoated steel. Excavations shall not extend within 1 foot of the angle of repose, next to existing footings or structures, unless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act. Shorings shall be designed and inspected by Florida licensed professional engineer. Excavation contractor must make provisions for hard excavation conditions. Particular attention should be paid to any deep excavations and their potential impacts on adjacent structures. Provisions shall be made by the architect, engineer of record and contractor to address differential vibration / dynamic loading; settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to address differential settlements and vibration transfer. Also note that as a common engineering practice for existing and new construction; outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However, we have compared the field test data obtained in this exploration with our experience with structures similar to those proposed for this report. The estimated magnitude of these settlements is less than inch differential and less than 1-inch total settlements. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. If dynamic loading is proposed (ie: parking garage, etc...) this condition MUST be brought to our attention to re-evaluate the applicability of our recommendations. The site may have been developed in the past. The exact extent of this development is unknown; therefore, any changes in the subsurface conditions must be brought to our attention for evaluation and recommendation. Any voids created by the removal of former structures must be properly backfilled as described in our foundation recommendations. 750 WEST 84TH STREET HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM WE IC Re. 10560 NE 2"d Court, Miami Shores, FL This report was prepared in compliance with the 2020 Florida Building Code, 7111 edition. Site elevations were not provided to us for the test locations. Depths reported on the field boring logs represent the depth below existing ground surface as they existed on the date of drilling. In the event of subsequent filling, excavations or site work, the reported depths must be adjusted to represent proper depths. The boring log (s) attached present (s) a detailed description of the soils encountered at test location (s). The soil stratification shown on the boring log (s) is based on the examination of the recovered soil samples and interpretation of the driller's field log (s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using this report the client understands and accepts that all data from the borings are strictly for foundation analysis only and are not to be used for excavation or back .filling estimates and pricing. Owner and site contractor must familiarize themselves with site conditions prior to bidding. Client recognizes that actual conditions in areas not tested by DEC may differ from those anticipated in DEC's report. Client understands and accepts that this can significantly increase the cost of construction for its future projects. Client agrees that DEC shall not be responsible or liable for any variations in the actual conditions of areas not tested by DEC. This report is not a Phase I and/or Phase II Environmental Site Assessments. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. The scope of services performed in the execution of this investigation may not be appropriate to satisfy the needs of other users, and use or re -use of this document or the findings, conclusions, or recommendations is at the risk of said user. Said user must contact DEC in writing to verify applicability of this report for their use. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. In the event, changes, challenges and other value engineering opportunities occur without our knowledge, our recommendations may become compromised and geotechnical related issues may be misconstrued. Therefore, all geotechnical work shall be performed under our supervision to verify compliance with the intent of our recommendations. It has been a pleasure working with you and look forward to do so in the near future. Sincerely y yours, �-ani, E11���No.3958�4TI-1 DYNATECI-I ENGINEERING CORP. - ' - Florida Reg. No. 39584 = .a'; STATE OF •r Special Inspector No. 757 ;�0,�;••.t RSpA..�4` Certificate of Authorization No.: CA 5491 �`'�'SS/�NALE�G`'���. ►I THIS ITEM HAS I3EEN DIGITALLY SIGNED AND SEALED BY WISSANI SAND NAAIIAN'I, P.E. ON TI IE DATE ADIACFNTTO TIIE SEAL. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIP' rD ON .ANY ELECTRONIC COPIES. 750 WEST 84TH STREET. HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) B28-9598 EMAIL:INFOODYNATECHENGINEER ING.COM t` li,foEST BORING FIELD I.�ZG-, DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : PINECREST GROUP, INC. PROJECT Proposed Addition @ ADDRESS 10560 NE 2nd Court, Miami Shores, FL LOCATION See attached sketch DATE: September 14, 2022 HOLE NO.: B-1 DRILLER: JA / NV Depth From - To DESCRIPTION OF MATERIALS Depth From - To HAMMER BLOWS ON SAMPLER "N" 0'-0" to V-6" 1'-6" to 4'-O" 4'-0" to T-0" T-0" to 8'-0" 8'-0" to 8'-6" 8'-6" to 15'-V GRAY SAND WITH ROCK FRAGMENTS WHITE MEDIUM SAND LIGHT TAN SAND TAN SAND TAN SLIGHTLY SILTY SAND TAN SANDY LIMEROCK 2 Hand H 4 4 5 4 6 9 6 6 4 4 7 8 8 8 6 5 5 11 10 A A 12 A A 14 A A 16 A A 18 20 22 24 26 28 30 32 34 36 38 Water Level: 7' Below Existing Land Surface at time of drilling As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statement conclusions or extracts from or reearding our reports is reserved pending on our written approval. I I.A. I land Auger; A: Hollow Stem Auger; R: Refusal., DRILLING: S: Soft, M: Medium, H: Hand, R: Refusal, V.H.: Very I lard. 5 750 WEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING COM $i' DYNATECH ENGINEERING CORP TEST BORING FIELD LOG CLIENT PINECREST GROUP, INC. DATE: September 14, 2022 PROJECT Proposed Addition @ HOLE NO.: B-2 ADDRESS 10560 NE 2nd COUrt, Miami Shores, FL DRILLER: JA / NV LOCATION See attached sketch Depth Depth HAMMER From - To DESCRIPTION OF MATERIALS From - BLOWS ON "N" TO SAMPLER 2 Hand H 4 4 4 7 0'-0" to 0'-6" TOPSOIL AND GRASS 3 5 6 5 4 8 0'-6" to 2'-0" GRAY SAND WITH ROCK FRAGMENTS 4 7 8 6 8 14 2'-0" to 3'-6" WHITE MEDIUM SAND 6 8 10 A A 3'-6" to 5'-6" LIGHT TAN SAND 12 A A 5'-6" to 8'-0'' 'FAN SAND 14 A A 8%0" to 8'-6" TAN SLIGHTLY SILTY SAND 16 A A 8'-6" to 15'-0" TAN SANDY LIMEROCK 18 20 22 24 26 28 30 32 34 36 38 Below Existing Land Surface at time of drilling As a mutual protection to clients, the public and ourselves, all reports are submitted as the Water Level: 7' confidential property of clients, and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. I1.A,: Hand Au.-er; A: Hollow Stem Auger; R: Refusal., DRILLING: S: Soft, M: Medium. H: [land, R: Ref, sal, V.I-1.. Ven• Hard. 6 750 WEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM C 1�- SITE PLAN GENERAL (VOTES Soil borings on unmarked vacant property should be considered preliminary with further boring (s) to be drilled after building pad (s) are staked out. Soil borings on existing structures that are to be demolished should be considered preliminary and additional borings should be performed after the structure (s) has been demolished and proposed new building staked out. As mutual protection to clients, the public and ourselves, all reports are submitted as confidential property of clients. Authorization for publication statement, conclusions, extracts from or regarding our reports is reserved pending our written approval, KEY CLASSIFICATIONS & 5YMBOL5 CORRELATION OF PENETRATION RESISTANCE WITH RELATIVE DENSITY AND CONSISTENCY CONE - --- - —. PENETRATION STANDARD RELATIVE TESTS PENETRATION DENSITY SANDS SILTS & CLAY 0-16 17-40 41-80 81-120 Over 120 0-3 4-9 10-17 18-31 32-60 Over 60 (Blows/Ft.) 0-4 5-10 11-20 21-30 31-50 0-2 3-4 5-8 9-15 16-30 31-50 Very Loose Loose Firm Very Firm-� Dense Very Loose Soft Firm Stiff Very Stiff Hard _ .... _ PARTICLE SIZE - BOULDERS -- 12 in. -- - COBBLE y 3 in, to 1 in. y GRAVEL 4.76 mm to 3 in. SAND_ 0.07 mm to 4.67 mm w SILT _ J i 0.005 mm to 0.074 nim CLAY < 0.005 mm ^� MODIFIERS - 5%-10",,In Slightly Silty or Clayey 10%-30% Siltyor Clayey _ --( �- — 30%_50 j Very Silty or Very Ciaycy Slight Trace 6%10% Trace 11%-20^� Little -� _ ' ' •• _... 21%-35:7� I Some - -- — — - >35% { Some More. ROCK HARDNESS DESCRIPTION _ Soft core. Crumbles when _handled. -� — Medium EtRock an break with your hands Moderate { Thin edges or rock core. Can be broken with fingers. Hard Hard �Rock dges or rock core. Can be broken with fingers. Very Hard ore. Rings when struck with hammer (cherts).