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PL-12-20-2866, 1181 NE 92nd StRR GEINIERA1, State Cert: C.G.C. 049704 Client: Andrew Beyda 1181 NE 92 St Miami Shores, FI 33138 Phase 1 Contract 1. Build 12X30 swimming pool. 2. Provide and install new pump, filter, and lights. 3. Perform electrical work required. 4. Provide and install 300 sq. ft of 12"X24" Travertine or similar pavers deck. Allowances Paver material $800.00 Items NOT included in this Contract: 1. Permit fees 2. Any items not mentioned in this Contract We hereby propose to furnish permits, materials and labor necessary for the completion of the above referenced project in accordance with the specifications outlined above for the sum of: Twenty Five Thousand, Three Hundred Fourteen ($25,314.00) Dollars. COMMERCIAL- RESIDENTIAL- INDUSTRIAL 4474 Weston Road. PMB 107.Davie, FL 33331.Ph,305.710.7851 Emaii.Info@crrgc.com Payment Schedule: 33% deposit ($8,353.62) due at contract execution. 33% when shell is poured, and plumbing work completed. 20% when deck completed. 14% when work and final inspections are completed. All material is guaranteed to be as specified. All work to be completed in a substantial workmanlike manner according to specifications submitted, per standard practices. Any alteration or deviation from above specification involving extra cost will be executed only upon written orders, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accidents, or delays beyond our control. Owner to carry fire, tornado, and other necessary insurance. Our workers are fully covered by Worker's Compensationjinsurance. Contractor's Signature/Date NOTE: This Contract may be withdrawn by us if no c epted within fifteen (15) days. ACCEPTANCE OF CONTRACT. The above prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. Signature Date of Acceptance: '!�( 7 710 NOTE: This Contract may be withdrawn by us if not accepted within fifteen (15) days. Miami Shores Village DIVED Building Department - 1 12020 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY._ Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 201,1" u BUILDING Master Permit No. WAR&M B-f�/'-a-20,Zf 5 PERMIT APPLICATION Sub Permit No. - 12-20- Lt��(AO '`- -BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [:]RENEWAL�F❑PLUMBING F—] MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1181 NE 92nd Street City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Andrew Beyda Phone#: (786) 897-5803 Address: 1181 NE 92nd Street City: Miami Shores State: Florida Zip: 33138 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: SUM . v } �S , �� Phone#: C)S_ %,, --- Address: C x +� City: "y� ° ° L '� State: Zip: J Qualifier Name: � t� t�C, � � 6 2fJ 2- Phone#: State Certification or Registration #: 0 '� O,;z Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: ,� Zip: Value of Work for this Permit: $ 4 - Square/Linear Footage` of Work: /' C� Type of Work: ❑ Addition ❑ Alteration ZrXew ❑ Repair/Replace ❑ Demolition Description of Work: Specify color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Technology Fee $, Structural Reviews $ Radon Fee $ Training/Education Fee $ CCF $ CO/CC $ DBPR $ Notary Double Fee $ Bond $ TOTAL FEE NOW DUE $ _ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) _ Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. - y Signature i .-- Signature V' r' OWNER or AGENT CONTRACTOR The foregoing instrument was -acknowledged before me this The f/oregoirIgnstrument wasacknowledgedbefore me this � day of t� ��1 20 ' by t0 day of � � `''i t� 2Q�d by who 'sNersorSallyknow to G Z �Gt�24Aa who's Nerscnaliyknyswn-t� me or who has produced as me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: Seal: ELIZABETH RODRIGMEZ Rio ��'�; Notary Public -State of Florida =• += Commission # HH 34889 :.� oo My Commission Expires { October 19, 2024 ****** identification and who did take an oath. NOTARY PUBLIC: Sign: ✓ ` Print: Seal: st IN Hut m ' *s Notary Public -State of Florida Commission # HH 34889 My Commission Expires October 19, 2024 ******************************************************************* APPROVED BY/ Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Parcel Number 1181 NE 92ND ST, Miami Shores, FL 33138 1132050270340 Contacts ANDREW BEYDA Owner SUNSET POOL AND SPA Contractor 1181 NE 92ND ST, Miami Shores, FL 33138 JORGE ANTONIO GONZALEZ abeyda@gmail.com 5355 SW 133 CT, MIAMI, FL 33175 Business: 3058041068 JAGX15G@AOL.COM Inspection Requests Description: NEW POOL & DECK Valuation: $ 3,000.00 �� E yin E TotalSq Feet: 450.00 Fees Amount Application Fee - Other $50.00 CCF $1.80 DBPR Fee $2.00 DCA Fee $2.00 Education Surcharge $0.60 Plumbing- Pool - Residential $100.00 Scanning Fee $3.00 Technology Fee $3.75 Total: $163.15 Building Department Copy Payments Date Paid Amt Paid Total Fees $163.15 Credit Card 09/09/2021 $163.15 Amount Due: $0.00 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above named contractor to do the work stated. rized S Owner / Applicant / Contractor / Agent Date September 09, 2021 Page 2 of 2 PERMIT #: 20 _ 20(05 I, .X me) Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel; (305) 795.2204 Saxe (305) 756.8972 RECEIPT DATE: U �'?) �z Contractor ❑ Owner ❑ Architect Picked up 2 sets of plans and (other) CCOC6bt�s Address: n � \ 4 JL 012 SA From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Buildingpartment to continue permitting process. Signature. - EU PERMIT CLERK INITIAL: �• {� RESUBMITTED DATE: Z- f PERMIT CLERK INITIAL: 4ORIVp' PERMIT ADDRESS: 1181 NE 92ND ST PARCEL: 1132050270340 Miami Shores, FL 33138 APPLICATION DATE: 12/11/2020 SQUARE FEET: 450.00 DESCRIPTION: NEW POOL & DECK EXPIRATION DATE: 06/09/2021 VALUATION: $14,000.00 CONTACTS NAME COMPANY ADDRESS Applicant ALEXANDER M RODRIGUEZ CRR GENERAL CONTRACTORS INC 18255 SW 68 CT SOUTHWEST RANCHES, FL 33331 ALEXANDER M RODRIGUEZ CRR GENERAL CONTRACTORS INC 18255 SW 68 CT SOUTHWEST RANCHES, FL 33331 Contractor JORGE ANTONIO GONZALEZ SUNSET POOL AND SPA 5355 SW 133 CT MIAMI, FL 33175 JORGE ANTONIO GONZALEZ SUNSET POOL AND SPA 5355 SW 133 CT MIAMI, FL 33175 Owner ANDREW BEYDA 118192 REVIEW ITEM STATUS REVIEWER Building v.1 Requires Re -submit Ismael Naranjo email: bo@msvfl.gov Comments: (1)Planning and zoning approval required. (2) Provide copy of original signed contract between owner and contractor and sub -contractors. In addition provide cost of all fixtures and materials to be provided by the property owner. (3) Glazed openings within 5 feet of waters edge should be cat II safety glass. (4) Based on the information provided on the plans a portion of the pool excavation will be less than 5 feet from the buildings edge. Provide shoring plans and soil backfill recommendations to comply with section 318.4 of 2017 FBC, Building. (5) Pool equipment should be elevated to meet flood elevation. Provide equipment pad elevation in NGVD. (6) Provide geotechnical investigation and recommendations report for the swimming pool. section 1803 of 2017 FBC. Also please provide special inspector form for piling installation. (6) According to the information on the Department of Business and Professional Regulations Mr. Landers is active with probation. According to the information provided by the Florida Board of Engineers, on 12/17/2019 the Board included a permanent restriction limiting the scope of work Mr. Landers is allowed to certified. Please provide copy of the report and or limitation. and provide plans signed and sealed by Florida qualify license design professional for the scope of work unrelated to Mr. Landers license. Building v.2 Requires Re -submit Ismael Naranjo email: bo@msvfl.gov Comments: Pending the following comments. (1) Plumbing and structural approval required. (2) Provide copy of original signed contract between owner and contractor and sub -contractors. In addition provide cost of all fixtures and materials to be provided by the property owner. (3) Glazed openings within 5 feet of waters edge should be cat II safety glass. (4) Based on the information provided on the plans a portion of the pool excavation will be less than 5 feet from the buildings edge. Provide soil backfill recommendations to comply with section 1804.4 of 2017 FBC, Building. (5) Pool equipment should be elevated to meet flood elevation. Provide equipment pad elevation in NGVD. In addition, PLease correct pool equipment locations on all plans. (6) Provide geotechnical investigation and recommendations report for the swimming pool. section 1803 of 2017 FBC. Geo report not provided. Building v.3 Requires Re -submit Ismael Naranjo email: bo@msvfl.gov Correction: General - Ismael Naranjo (6/4/21) - Not Resolved Comments: Pending the following comments. (1) Plumbing approval required. (2) Provide copy of original signed contract between owner and contractor and sub -contractors. In addition provide cost of all fixtures and materials to be provided by the property owner. (5) Pool equipment should be elevated to meet flood elevation. Provide equipment pad elevation in NGVD. In addition, PLease correct pool equipment locations on all plans. 1612.4.2 Modification ofASCE 24 9.6 Pools. Modify Section 9.6 in ASCE 24 by adding an exception as follows: 9.6 Pools Exception: Equipment for pools, spas and water features shall be permitted below the elevation required in Table 7-1, provided it is elevated to the extent practical, is anchored to prevent flotation and resist flood forces, and is supplied by branch circuits that have groundfault circuit -interrupter protection. June 07, 2021 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 3 Correction: General - Orlando Blanco (3116/21) - Not Resolved Comments: REFER TO THE ATTACHED COMMENTS Correction: General - Orlando Blanco (3/23/21) - Not Resolved Comments: REFER TO THE ATTACHED COMMENTS Corrective Action: 2ND REVIEW AS OF 3/23/2021 ITEM NO. 1, AS LISTED BELOW, IS STILL PENDING 1. SITE SPECIFIC GEOTECHNICAL REPORT, SIGNED AND SEALED BY FLORIDA ENGINEER, IS REQUIRED FOR THE DESIGN SPECIFICATI ALL PILE FOUNDATIONS IN COMPLIANCE WITH SECTION 1810, PROVISIONS OF THE FBC 6th EDITION (2017) CODE. ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE Structural v.3 Approved Orlando Blanco email: bz3@msvfl.gov Correction: General - Orlando Blanco (5/25/21) - Resolved Correction: General - Orlando Blanco (5/25/21) - Resolved June 07, 2021 10050 NE 2 Ave Miami Shores FL 33138 Page 3 of 3 COMMENT RESPONSE LETTER May 19, 2021 Miami Shores Village Building and Zoning Department 10050 NE 2"d Avenue Miami Shores, Florida Attn: Building Inspector Re: Structural Comments Project: Beyda Residence 1181 NE 92"d Street Miami Shores, Florida 33138 Dear Sir; i Permit # The following is a response to comments on the above referenced project. We would like you to review our response and plans to determine if this will satisfy your concerns as outlined in your comments: Architectural Comments: 1. Attached find Special Inspector Form. 2. See Revision #5 for Pool Filter Size located at the pool equipment location. 3. See Revision #6 note for glazed openings. Please call me if we can provide any additional information at 305-299-7543. Edwar . L ers tial'�l1 Idrrl II * I I21 I.I, IIII I �;40'r ' NII Vk1I I �ExF'� I I 3311h, 111N I;OF iti',- 93N* I AV (305 �µ} } 1 Ex EwSdAEA�CWTECTIIRHE _ONSUI_NG ENGINEERS �(305) 8323-033323-39J3 Fax 303 lTRU0NRA1. ELEC1PIGt ��sn.wx-u w wn.�aa�v+c wx Ix� awan'' SPECIFICATONS F:VISHES POOL DATA PERMIT - -IT SET �ORNG DETAIIFA J Q I'Z ? Shoring Back011 Reccommedations: W W M t Trench twckhl material shell be placed in layers not Q 0'' exceeding eight inches (9') in depth before compaction at I— ar near optimum moisture content. Trench backill shall be O W compacted b a relative compaction of not bss Than nineDy /� percent (90%). as determined by ASTM Designation: D e l NO 1557. The lop six krdres (0' bebw tlx subypeds shah be v' pt = compacted to a relative compaction of ninety-five percent 1 ' I f W En PARTIAL SIT PLAN SCALE: 1/S3CALE: e� -D-O Ike Miami Shores Village £ Building Department 10050 NE 2Id Ave. R Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 2/2/2021 Permit No.: BPP20-2865 Project Address: 1181 NE 92ND ST. Page 1 of I 2ND REVIEW AS OF 3/23/2021 ITEM NO. \ AS LISTED BELOW, IS STILL PENDING 1. SITE SPECIFI GEOTECHNICAL REPORT, SIGNED AND SEALED BY FLORIDA ENGIN R, IS REQUIRED FOR THE DESIGN SPECIFICATIONS FOR ALL PILE FOUNDA ONS IN COMPLIANCE WITH SECTION 1810, PROVISIONS OF THE FBC 61h EDITION (2017) CODE. ... a. V AI IM W&I., .MW .. WINKM Iva INI've.. . . ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE oRFsy Miami Shores Village Building Department 10050 NE 2"d Ave. F�ORR Miami Shores, FL 33138 305-795-22041 Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 2/2/2021 Permit No.: BPP20-2865 Project Address: 1181 NE 92ND ST. Page I 2ND REVIEW\SOF/23/2021 ITEM NO. 1, D BELOW, IS STILL PENDING 1. SITE SPECIFIC GEOTEOkINICAL REPORT, SIGNED AND SEALED BY FLORIDA ENGINEER, IS UIRED FOR THE DESIGN SPECIFICATIONS FOR ALL PILE FOUNDATIONS IN OMPLIANCE WITH SECTION 1810, PROVISIONS OF THE FBC 61" EDITION (2017 CODE. ... .. .. , ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE GEOTECHNICAL I ENVIRONMENTAL ( MATERIALS TESTING I ASBESTOS I ROOF TESTING I INSPECTION SERVICES I DRILLING SERVICES Ec DYNATECH ENGINEERING CORP, Miami, April 12, 2021 Mr. Andrew Beyda c/o BRUCE & BRUCE, INC. 370 NE 101" Street Miami Shores, FL 33138 Re: Beyda Residence C 1181 NE 92nd Street Miami Shores, FL 33138 Dear Mr. Bruce: W W W.DYNATECHENGINEERING.COM IM Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Subsoil Investigation on October 9, 2017 at the above referenced project. The purpose of our investigation was to help determine subsoil conditions relative to foundation design of the proposed structure and pool. A total of (1) standard penetration boring test was performed according to ASTM-D 1586 down to an average depth of 25' below existing ground surface at the locations shown on the attached sketch. 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): Averaue Denth From To Description 0'-0" 1'-0" Topsoil 1'-0" 2'-0" Light tan medium sand w/rock fragments 2%0" 3'-0" Tan silty sand 3'-0" 4'-0" Brown silt 4'-0" 5'-6" Black silty sand w/organics 5'-6" 11 %0" Brown sand 11'-0" 25'-0" Tan sandy limerock Groundwater was measured immediately at the completion of each boring and was found at an average depth of approximately 2'-6" below existing ground surface at the time of drilling. 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. 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL 1NFOODYNATECHENGINEERING.COM EG Re: 1181 NE 92nd Street, Miami Shores, FL Based on our understanding of the proposed structure and our field boring logs; the following foundation systems are alternative to support the proposed structures, pool and slabs without detrimental settlement. I- Alternative I: Deep Foundation S stems: Alternatives Minimum Pile Pile Capacity Pile Capacity Allowable Pile Foundation length or refusal Size in Tons in Tons Lateral Capacity B.E.S.L. Compression Tension in Tons Pin Piles / push piers * 22' BESL 3" a sch.80 5 Tons 1 Ton N/A Helical Piles * 2T BESL 3" a sch.80 12 Tons 6 Tons N/A Auger Cast Piles 22' BESL 12" 0 25 Tons 12 Tons 1 Ton Auger Cast Piles 22' BESL 1 14" 0 35 Tons 15 Tons 2 Tons B.E.S.L.: Below Existing Street Level. * Minimum depth or until torque is achieved. Pile lengths will vary (increase or decrease) depending on actual subsurface conditions. Existing land elevation was not provided to us at this time; the estimated pile length will depend on proposed surface elevations and grades. Pile length will need to be adjusted accordingly once final designs are complete. Predrilling, pre punch may be required due to hard rock. It is common to encounter soft, sand /silt pockets in rock formations. Any encountered soft sand pockets during pile installation must be drilled deeper to achieve capacity as directed on site by our geotechnical engineer. For computer structural modeling of the building foundation system initial vertical spring constants of 500 Kpi for compression and 250 Kpi for tension may be used. The vertical spring constant values is the work pile load divided by estimated pile settlement and is based on our experience and review of available pile load tests data and settlement estimates in similar subsurface conditions and shall be refined as the structural model is developed. Point of fixity for moment design shall be taken atl2 feet below existing ground surface. Helical piles bearing capacity is a proprietary product dependent on manufacturer shaft type, size, and steel strength as well as helix size, numbers, spacing, depth, soil profile and installation torque. Therefore, the helical pile specialty foundation contractors and his engineer shall submit signed and sealed shop drawings of the proposed helical piles to the building department. The above depths are minimum depth required or until torque design is achieved unless authorized by the geotechnical engineer. As the limestone surface is non -homogenous in composition and strength with varying sand pockets; variations in installed depths of helical and pin piles should be expected. Therefore, significantly longer piles may be needed to achieve torque capacity due to piles penetrating solution holes in the limestone formation. Predrilling or specialty cutting heads may be required to achieve design depths. All helical piles manufacturers and installers must be in compliance with acceptance criteria AC 358 to establish system capacities. Lateral Load for a pile Top Deflection of I/4 inch. Lateral load capacities may be increased using battered piles. Batter angles can be used for the pile installation of up to 2 inches per foot (Horizontal, Vertical). However, care should be taken not to overlap adjacent piles. Lateral capacities of battered piles are based on batter angle used and vector sum analysis. In case of existing structures in the vicinity of the pile driving operation, care shall be taken not to create excessive vibration. Vibration levels shall be monitored to verify compliance with county regulations. Steps must be taken by the contractor to prevent excessive vibrations in the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented (ie: predrilling, jetting, hydraulic push, etc...). 2 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL INFOODYNATECHENGINEERING.COMEC Re: 1181 NE 92"d Street, Miami Shores, FL The minimum center to center of piles or adjacent piles shall be not less than two and a half the average diameter for round piles, but in no case less than 36 inches to avoid load capacity reduction caused by group effect. Piles shall be driven with a variation of not more than '/4" per foot from vertical, and within 3 inches of the specified plan location. The installation of adjacent auger cast piles (located within 6 pile diameters o.c. of each other) on the same working day is not recommended. We recommend that adjacent auger cast piles not be installed until the initial grouted pile has set overnight, but no less than 12 hours. The grout used in the pile installation shall develop a minimum compressive strength of 5000 PSI at 28 days. Large grout volumes, possibly twice (or more) of the theoretical pile volume, are expected for proper auger cast pile installation due to subsoil conditions. More so where former structures have been demolished and former piles removed causing additional underground cavities. All pile reinforcing must be designed by the structural engineer to resist all axial, bending, & shear stresses, & shall be placed under the supervision of our Geotechnical Engineer to verify compliance with our recommendations. If the pile is not reinforced over the entire length, we recommend a minimum of a single #7 bar be placed the full length of the pile to verify pile continuity. All work shall be performed in accordance with the applicable building code. The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 115 pcf. 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. Any underground structures such as grease traps; septic systems, etc... must be supported on pile foundations, unless the deleterious material (ie: silt, muck, peat, etc...) is excavated in its entirety and replaced with compacted washed gravel such as pea rock or # 57 stone. Fasten utility lines to underside of structural slabs to limit settlements. Excavations shall not extend within 1 foot of the angle of repose next to existing footings or structures, unless underpinned. All excavation shoring must be designed and inspected by a Florida licensed professional engineer. Excavation contractor must make provisions for hard excavation conditions. All trenching work shall be in compliance with Florida Building Code, OSHA, & Trench Safety Act. Provisions shall be made by the architect, engineer of record and contractor to address vibration / dynamic loading; differential settlements when tying in new to existing structures. Mixing of different foundations 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. 750 WEST 84TH STREET. H1A MAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL INFOODYNATECHENGINEERING.COM ;�lEC t'4 _ / Re: 1181 NE 92"d Street, Miami Shores, FL II- Alternative II: Shallow Foundation Systems Alternative for Pool: Topsoil and black sand with organics were encountered at a depth of 3'-0" and extending to 8' below land surface, this material must be removed and replaced with compacted gravel prior to pool and deck construction. The above recommendation being achieved and verified; it is our opinion that the proposed pool be designed for a shallow system with a permissible soil bearing pressure not to exceed 2,000 PSF. Clean fill can be stored for reuse pursuant to our field approval. In areas not accessible for compaction, Flowable fill shall be used. The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 115 pcf. Submerged: 5 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. All trenching work shall be in compliance with Florida Building Code, OSHA, & Trench Safety Act. Provisions shall be made by the architect, engineer of record and contractor to address vibration J dynamic loading; differential settlements when tying in new to existing structures. Mixing of different foundations 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 1/2 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. 4 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-SS98 EMAILINFOODYNATECHENGINEERING.COM r/ Re: 1181 NE 92"d Street, Miami Shores, FL 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 ''/z inch differential and less than I 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. 5 750 WEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l C Re: 1181 NE 92"d Street, Miami Shores, FL This report was prepared in compliance with the 2020 Florida Building Code, 71h 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 \\lyillllll(1/,f SAAD4%,,, yours, �,.�`, Wo. 39584 Wksam Naamani, P. E. DYNATECH ENGINEERING CORP. STATE OF : �<L- '�"°�'•., k.; Florida Reg. No. 39584 Special Inspector No. 757"�%•5�`.� ORtO,,.'� '��., SfONq,1.� Certificate of Authorization No.: CA 5491 Jf0N1111I11WO 6 ' 7S0 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFO®DYNATECHENGINEERING.COM III M-,111.111-1 DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : MR. ANDREW BEYDA c/o BRUCE AND BRUCE. DATE: October 19, 2017 PROJECT : Beyda Residence @ HOLE NO.: B-1 ADDRESS : 1181 NE 92nd Street, Miami, FL. DRILLER: A. S. LOCATION : See attached sketch HAMMER DESCRIPTION OF MATERIALS Depth BLOWS ON "N" SAMPLER 2 Hand H 4 2 1 2 0'-0" to 0%6" TOPSOIL AND GRASS 1 1 6 1 1 2 2 3 0'-6" to P-0" DARK BROWN MEDIUM SAND W/ORGANIC STAIN 8 4 3 7 1'-0" to 2'-0" LIGHT TAN MEDIUM SAND W/ROCK FRAGMENTS 4 5 10 5 4 10 2'-0" to 3'-0" TAN SILTY SAND 6 6 12 8 8 17 3'-0" to 4'-0" BROWN SILT 9 11 14 10 8 17 4'-0" to 5'-6" BLACK SILTY SAND W/ORGANIC STAIN 9 7 16 11 9 17 5'-6" to 10'-0" BROWNISH MEDIUM SAND 8 9 18 A A 10'-0" to I P-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 20 A A I P-0" to 25'-0" TAN SANDY LIMEROCK 22 A A 24 18 18 34 16 17 26 22 30 28 30 32 34 36 38 Water Level: 21-6" 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 regarding our reports is reserved pending on our written approval. H.A.: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL. 7 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM I s/ SITE PLAN 8 : Boring Test Location DYNATECH ENGINEERING CORP. Client: Andrew Beyda c/o Bruce & Bruce, Inc. 101 Scale: N.T.S. Project: 1181 Northeast 92°d Street, Miami Shores, FL 33138 1 Date: April 12, 2021 GENERAL NOTES 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 would need to 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 of statements, conclusions, extracts from or regarding our reports is reserved pending our written approval. KEY CLASSIFICATION & SYMBOLS CORRELATION OF PENETRATION RESISTANCE WITH RELATIVE DENSITY AND CONSISTENCY j CONE PENETRATION j TESTS (Kg./Cm3) STANDARD PENETRATION (BLOWS/Ft.) RELATIVE DENSITY SANDS 0-16 0-4 VERY LOOSE 17-40 S-10 LOOSE 41-80 11-20 FIRM 81-120 21-30 VERY FIRM OVER 120 31-50 DENSE SILTS & 1 0-3 1 0-2 1 VERY LOOSE CLAY 4-9 3-4 SOFT 10-17 5-8 FIRM ` 18-31 9.15 STIFF 32-60 16-30 VERY STIFF OVER 60 31-50 HARD P_ ARTICLE SIZE BOULDERS _ >12 in. COBBLE 3 in. to 1 in. GRAVEL 4.76 mm to 3 in. SAND 0.07 mm to 4.67 mm j SILT 0.005 mm to 0.074 mm CLAY <0.005 mm i I ROCK HARDNESS DESCRIPTION Soft Rock core. Crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core. Can be broken with fingers. Hard Thin edges or rock core. Can be broken with fin ers. Very Hard Rock core. Rings when struck with hammer (cherts).