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Home My WebLink AboutEngineering0962_001133 MA-rF-RIAL TESTIIVCi ENGINEERING 7-3-111 L: -' S - 1-1 C i-- C. f ID C 1- P t-- C. i I 4 " 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801 01 /06/2022 James Shaw 5051 N. Highway A1A Fort Pierce, Florida 34949 Attn. Mr. James Shaw RE Report of Geotechnical exploration for Handicap Ramp. Located: 5051 N Highway A1A, Fort Pierce, Florida 34949. Dear Mr. Shaw: Project No. 22-0001 In accordance with your request, we have completed the subsurface exploration and geotechnical evaluation for Handicap Ramp in Fort Pierce, Florida. Enclosed are two (2) copies of the report that includes our findings and construction considerations. B3 Material Testing Engineering, LLC (B3 MTE) appreciates the opportunity to be of service during this phase of the project. If there are any questions or comments you may have regarding the content of this report, or if you may need of any further service, please contact us at your convenience. If there are any questions regarding the information submitted herein, please do not hesitate to contact us. Sincerely yours, ; 4, B3 Material Tesl;in -tngJ eeri69, LLC. Dario Ierrer-�i;�-P. Florida Reg. G7� DH/AD/bm-JamesShawy�"' Page 1 1 7 - �, i• ` B3 MATERIAL TESTING ENGINEERING o f P e r o n 1676 West 31 PL., Hialeah Fl., 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801 01/06/2022 INTRODUCTION B3 Material Testing Engineering LLC. (B3 MTE) conducted a subsurface investigation at the above referenced project. The investigation was performed on January 5, 2022, authorized by Mr. James Shaw. The purpose of the investigation was to obtain information concerning the sub -surface condition to provide site preparation and foundation design alternatives for support of the proposed construction. To achieve the desired objective two (2) standard penetration test borings were performed. The approximate boring locations are indicated on the attached Boring Location Plan. We have also attached the Boring Logs, which include the types of materials encountered, results of the field tests and measured groundwater depths. SCOPE The scope of services included a reconnaissance of the site, geotechnical investigation, field and engineering analysis and evaluation of the data. PROJECT AND SITE DESCRIPTION The proposed project consists of a Handicap Ramp in Fort Pierce, Florida. SUBSURFACE INVESTIGATION PROCEDURES The soil borings were performed on January 5, 2021, with a truck mounted drilling rig and it was advanced using hollow stem auger drilling methods. A total of two (2) soil borings were performed to a depth of 20 feet. Representative soil samples were obtained employing split spoon sampling procedures in accordance with ASTM Specification D-1586. A two (2) foot long two (2) inches D.D. Split Spoon Sampler was driven into the ground by successive blows with 140 lb. Hammer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a time or at every change in soil characteristics, then extracted for visual examination and classification of the retained soil samples. The number of blows required for a one (1) foot penetration of the sampler is designated as "N" (known as the standard penetration resistance value). The "N" value provides an indication of the relative density of non -cohesive soils and the consistency of cohesive soils. Suitable corrections are applied to this number to include the effects of soil overburden pressure and other factors. A general evaluation of soils is made from the established correlation between "N" and the relative density or consistency of soils. Page217 B3 MATERIAL TESTING ENGINEERING E S s e! n c a o f P C�_' r f a c L i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801 01/06/2022 Project No. 22-0001 This dynamic method of soil testing has been widely accepted by foundation engineers and architects to conservatively evaluate the bearing capacity of soils. A continuous drilling and sampling procedure was used therefore, the samples were taken at intervals of two (2) feet. SOIL PAVEMENT AND GROUND WATER CONDITIONS Specific soil conditions encountered in the borings are indicated on the soil boring logs included with this report. The stratification of the profile components as shown on the boring logs represents the subsurface conditions at the actual boring locations. Variations may occur within a short distance from the borings. Lines of demarcation represent the approximate boundary between the type of material encountered, but the transition may be gradual, or not clearly define. The existing surface consists of 6" of topsoil with vegetation over 6" to 1'-6" dark brown fine to medium sand with shell fragment and lime rock, 1'-6" to 14' brown fine sand with traces of lime rock, 14' to 18' gray fine to medium sand with shell fragment, and 18' to 20' Cemented shell fragment with gray fine to medium sand. Fluctuations in the amount of water accumulated and in the hydrostatic water table can be anticipated depending upon variations in precipitation and surface runoff. The types of foundation material encountered have been visually classified and are described in detail in the boring logs. The results of the field penetration tests are presented in the boring logs in numerical and graphic forms. Groundwater was measure immediately at the completion of each soil boring and was found at an average of approximately thirteen (13) feet eight (8) inches, below the existing surface (see logs). Design engineers must verify existing ground elevations as well as FEMA Flood and County highest and lowest groundwater elevation for their design. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. Specialty groundwater and water proofing contractors shall be consulted for all work below the groundwater level. Fluctuation in the observed ground water level should be expected due to seasonal climatic changes rainfall variation, surface water run-off and other, specific factors related to the site in question. Dewatering for pile caps shall be considered. FOUNDATION RECOMMENDATIONS: Based on the sub -surface conditions encountered B3 Material Testing Engineering LLC., has evaluated a foundation system for providing additional support to the existing structure. Based on our understanding of the proposed structure and our field boring logs; it is evident that deep foundation systems are needed to support the proposed handicap ramp structure without detrimental settlement. Page317 01 /06/2022 B3 MATERIAL TESTING ENGINEERING L- s S (� n c ct o f P e r IF e c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801 Project No. 22-0001 Existing land elevation was not provided to B3 MTE; therefore, the proposed pile length is based on the existing ground elevation at the time of drilling. Pile length will need to be adjusted accordingly based on proposed final designs. Pile special consideration in the analysis was given to the following: 1. The presence of a layer organic material of varied thickness, which makes the site less appropriate for construction using regular spread footings and single column pads at the existing grade. 2. Length to width ratio of the proposed structure with special emphasis on differential settlement. Given the above, the following foundation systems were selected. TYPE S HELIX PIER; HELICAL PILES: Helical piles are a feasible alternative. The capacity of these piles is essentially developed in tip bearing and side friction. When these piles are installed or socketed into place, they will "lock into" the rock and sand strata thereby providing adequate bearing capacity. Helical piles bearing capacity is a proprietary product dependent on a shaft type, size, and steel strength as well as helix size, numbers and spacing as well as depth. Therefore, the helical pile specialty foundation contractors and its engineer shall submit a signed and sealed shop drawings of the proposed helical piles to the building department. Below are the minimum depth and capacities unless authorized by the geotechnical engineer. Predrilling may be required to achieve design depths. The analysis for this foundation consisted of determining a pile capacity for specific size and depth of installation. See Table I below: TABLE Size Allowable Allowable Allowable (Dia.) Proposed Tension Compressive Length Capacity _ Bearin Ca acity 2-7/8" Dia. (HP287) with 8" & 10" (minimum) helix 14 Feet 3 Tons 10 Tons plates. LIMITATIONS OF STUDY The exploration and evaluation of the foundation conditions reported herein are considered sufficient in detail and scope to form a reasonable basis for the foundation design. Page417 01/06/2022 B3 MATERIAL TESTING ENGINEERING F s S o n C e o f P e r f c c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801 Project No. 22-0001 The recommendations submitted for the proposed construction are based on the available subsurface information and the preliminary design details furnished by the client. Any revisions to the plans for the proposed structure from those enumerated in this report should be brought to the attention of the soil engineer, so that he might determine if changes in the foundation recommendations are required. If deviations from the noted subsurface conditions are encountered during construction, they should also be brought to the attention of the soil engineer, so that he can review the changed conditions ad revise these recommendations, if warranted. GENERAL INFORMATION SOIL CLASSIFICATION CORRELATION OF PENETRATION RESISTANCE WITH RELATIVE DENSITY AND CONSISTENCY SAND Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows Relative Density 0-10 0-4 5-9 _ Very Loose Loose 11- 25 46- 75 10-29 T Medium Dense 76-120 30-60 Dense > 120 > 60 Very Dense --- Silt&Clay Dynamic Cone Penetrometer Standard Penetration Penetrometer Resistance Hammer Blows Relative Density 0-6 0-2 Very Soft.....-._ 7 -15 _ 3 5 Soft ..... 31- 45 5 - 15 Medium Stiff 46 - 90 16 - 30 Very Stiff 91-150 31-50 Hard Rock Hardness Description Particle Size Soft Rock Core Crumbles when handled Boulder > 12 in Medium Can break cores with your hands Cobble 3 -12 in Moderately Hard Thin edges of rocks core can be broken with fingers Gravel 4.76 mm - 3 in Hard Thin edges of rocks core cannot be broken with fingers Sand 0.074 mm - 4.76 mm Very Hard Rock core rings when struck with a hammer Silt 0.005 mm 0.074 mm .flay <0.005mm GENERAL QUALIFICATIONS The analysis and recommendations presented in this report are based upon the data obtained from the soil borings performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations that may occur between borings or across the site. Page 5 17 B3 MATERIAL TESTING ENGINEERING E S S c n c e o f P e r r e c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801 01/06/2022 Project No. 22-0001 Any statements which appear in this report or on the boring logs regarding odors, color, unusual or suspicious items or conditions are strictly for the information of the client. In addition, the soils samples cannot be relied on to accurately reflect the strata variations that usually exist between sampling locations. The nature and extent of such variations may not become evident until construction. If variations appear evident, it will be necessary to reevaluate the recommendations of the report. In addition, it is recommended that B3 Material Testing Engineering, LLC. be retained to perform construction observation and thereby provide a complete professional geotechnical engineering service through the observational method. For environmental due to diligence, a phase I and/or phase II Environmental Site Assessments is recommended. This report has been prepared for the exclusive use of Mr. James Shaw for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. In the event that any changes in the nature, design or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed, and the conclusions of this report modified or verified in writing by the geotechnical engineer. Also, note that B3 Material Testing Engineering, LLC. is not responsible for any claims, damages, or liability associated with any other party's interpretation of this report's subsurface data or reuse of the report's' subsurface data or engineering analyses without the express written authorization of B3 Material Testing Engineering, LLC. B3 Material Testing Engineering, LLC. appreciates the opportunity to be of service to you at this phase of you project. Please feel free to contact us if there are any questions or comments pertaining to this report. Page617 B3 MATERIAL TESTING ENGINEERING E c n c_ o f P a r F E c t i o rn 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801 01 /06/2022 Project No. 22-0001 SOIL BORING LOGS Page 7 17 133 MATERIAL_ TES"TI NG F—LV GI N E E R I NG 1676 WEST 31st Place, Hialeah, Florida 33012/Off: 786-773-5871/ Fax: 786-773-5889 --IF SOIL BORING LOGDate 0oa;< Thursday, January 6, 2022 andicap Ramp MPROJECT 051 N Highway AlA, Fort Pierce, Florida 34949 cation: Refer to the map site mes Shaw CLIENT 5051 N. Highway A1A B-1 Fort Pierce, Florida 34949 LATITUDE LONGITUDE Driller AL Helper FM a w MATERIAL DESCRIPTION aZ > 3 Z OJ ¢ w Z - o "N" N O w v O m 0 U > Z p Z— U 0 20 CU Ne 40 — 60 o -Topoll with ve Batton. z 6" - 1'6" Dark brown fine to medium sand with shell fragment and lime rock. 1 14 3 21 18 18 2 18 18 36 v 3 17 18 15 30 5 • 14 18 4 19 1 8 37 1'6" - 14' Brown fine sand with traces of lime rock. 20 A) tU 5 16 20 41 40 20 33 I 6 17 31 66 00 31 39 7 19 30 60 40 29 29 ~ 8 15 30 59 40 14' - 18' Gray fine to medium sand with shell fragment. 29 29 9 19 36 74 41 36 18'- 20' Cemented shell fragment with gray fine to medium sand. End of boring @ 20' 10 18 84 33 22 55 )0 25 F Respectfully su6TnittOd by OP, vvalerLevel( w): 1J -o i •t. ;,y Sample Type; Split Spoon (SS) -�S<; Boring performed on: 01/05122 ri , P.E. _ -.-lor{da Reg. #b1196 Asa mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization fd �p11�11e(tWr}• rai'ySprkfy rti pr extract from or regarding pending our written approval, �ppp(((;��ppA > L `tour reports is reserved dA l,�p1�1Pf, B 3 M A T E R I A L TESTING E N G I N E E R I N G 1676 WEST 31st Place, Hialeah, Florida 33012/Off: 786-773-5871/ Fax: 786-773-5889 SOIL BORING LOG I pate Thursday, January 6, 2022 DROJECT NO. 22-0001 Handicap Ramp PROJECT 5051 N Highway A1A, Fort Pierce, Florida 34949 Location: Refer to the map site James Shaw CLIENT 6�2 15051 N. Highway A1A Fort Pierce, Florida 34949 LATITUDE LONGITUDE Driller AL Helper FM a MATERIAL DESCRIPTION z° z 3 z ¢ z � 2' "N" N O w 7 m 00 Z O O V Curve 2 O 0 20 40 60 l} -h To SolI wA h ve etation. 2 1 14 3 21 b -1 Fall to 6rown tine to me Iutil san wit S,e ra ment. 18 18 2 18 16 32 • 13 5 3 17 15 15 4 20 1' - 12' Brown fine sand with lime rock with traces fragment. is of shell 4 14 18 36 21 5 18 21 20 20 40 10 33 6 14 20 $$ 31 28 V 7 15 24 54 • 24 1S 12' - 18' Brownish gray fine to medium sand with shell fragment. 8 13 26 31 61 30 28 24 9 19 31 68 30 18' - 20' Cemented shell fragment with gray fine to medium sand, IEnd of boring @ 20' 10 16 30 31 30 61 0 301 0• �+ A 0� r� Respectfully suhmi?ter} Llv Water Level ( w): 13'- 8" Sample Type: Split Spoon (SS) 4 Boring performed on: 01/05/22 WOA. Herrero, 1 0 41.1 I-lOnda j�.la jlli!/y6 Qom¢ As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization I slarPmentt conclusions�r qR{nG{ frntn or regarding our reports is reserved pending our written approval. o � •. ,—' .ice z'P idlr. .131 � .r l� s• - ^ Sr i