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BPP-07-19-1602, 1361 NE 104th St (4)sHoOn' Miami Shores Village �� Building Department PJ_�,- , 10050 NE 2nd Ave. Fioninv Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by Florida Foundation Systems to perform special inspector services under the Florida Building Code 5tn Edition (2014) and Miami Dade County Administrative Code at the 1361 N.E. 104th Street project on the below listed structure as of 12/13/19 (date). I am a registered arch itect/professio n al engineer licensed in the State of Florida. Process Number: XSecial Inspector for Reinforced Masonry, Section 2122.4 of the FBC 51h Edition (2014) Miami Dade County Administrative Code, Article II Section 8.22 Special Inspector for _ Trusses > 35 ft. long or 6 ft. high ""' • _ Steel Framing and Connections welded or bolted . —Soil Compaction 000000 . Precast Attachments • • _ .. 00 Roofing Applications, Lt. Weight. Insul. Conc. • •; • •; Other Pile Installation Monitoring 00000, Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to pirfov. . • inspection* " • • 1. Naresh Persaud, FLEW 1100008977 2. • • • • 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education prograin in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in subst`�tiabu000,> knce with the approval plans. oN M ES, ,,,, Engineer/fit. ` ENSE Natne Mark A. Mesiano, P.E. 48202 Signed and i?e ed' Print Date: 12/1�1� ; 48202 Address 250 S.W. 13th Ave., Pompano Beach, FL 33069 * � 01F Cc - 10 N I-\'- `'� Z3 Proposal for Prepared for Designer Pools REVISED 713/19 by Melanie Repollet, Office Administrator OVER 20 YEARS'" • too LICENSED PLANNING a t�6 i iN; INSTALLATION & RE lk=] � I I WYAJ 74,>1 FOUIMMAX71131M iIIIIF QUALITY AND SERVICE YOU CAN BUILD ON FLORID-A,s FOUNDATION i� QUALITY AND SERVICE YOU CAN BUILD ON 2030 NW 22ND COURT • POMPANO BEACH, FL 33069 (954) 977-2000 • (800) 861-3637 • FAX (954) 782-9991 • WWW.FLORIDAFOUNDATIONSY5.COM CUSTOMER INFORMATION Comoanv Contact Designer Pools Job Name Email Zetka Residence- New Pool info.designerpools@gmail.com Address --— City, State, ZIP — - 1361 NE 104th Street Miami Shores, FL Job Number Date Bid Due Phone Phone _ 19324-1 REVISED 713/19 ASAP 305-969-6300 SCOPE OF WORK DEPTH OTY UNIT P'F CE. AlftbiP Install Helical Piles: 3" SCH 80 12" 14" 28, 15 $ 879.0a • $ 33A14 00 Pile Caps: 12" x 12" x 1/2" w/ 2 hooks 15 • • •. Ind • Engineer to monitor install and provide signed and sealed pile logs. 1 • •. • ' • • Incl . OTHER CHARGEABLE ITEMS OTY UNIT P I& AMb.UNT ' $ r,500.00 Mobilization of equipment TOTAL . U625.110 ADDITIONAL DEPTH If a depth greater than 28' feet is required to achieve design loads of 12 ton (C )/ 6 ton (T) it will be billed at $180.00 per 7' section and/or $150.00 per 5' section. OUT OF SCOPE (EXCLUDED) 1. REPLACEMENT. Foundation prep, cutting and replacement of concrete. 2. RELOCATION. Pool/sprinkler pipes, electrical conduits, water, sewer, gas lines, unforeseen obstacles, etc. in the way of pile install shall be moved and/or relocated. 3. PERMITS. Permits, processing and plans. 4. LAYOUT. Survey piling layout 5. FIELD SUBMITTALS. Available as needed. Signed and sealed engineer_submittals will incur additional charges. OTHER TERMS & CONDITIONS 1. ESTIMATE. This is an estimate. The final bill will reflect the actual work performed. 2. PRICE ADJUSTMENT. Florida Foundation Systems reserves the right to adjust the price per pile if quantity changes. 3. EXTRAS. Extras, including but not limited to additional depth, signed/sealed submittals etc. due at completion. 4. ADDITIONAL DEPTH. Depth beyond the value stated above to achieve loads does not require a written change order. 5. ADDITIONAL PILES. Additional piles shall be charged at contract price. Credit for deducted piles will be determined at invoicing depending on final count. 6. SOIL/ENGINEERING TESTS. Proposal subject to change per results of soil tests/final engineering plans. JOB SCHEDULE DRAW SCHEDULE Job Start Date TBD 30% At contract acceptance $4,388 Estimated job duration 2 days 70% At completion $10,237 Authorized Signature Date Print Name and Title LICENSED & INSURED LICENSE NO. CG-COS3441 Page 2 If FLORIDA Fouriomn0N J0 Sy" TM . o#1 5 Florida Foundation will not be responsible for, but not limited to any damage to landscaping, sod, sprinklers, septic tank, drain fields, pipes, underground utilities, etc. Florida Foundation will, however exercise reasonable care in the installation of Pilings in a workmanlike manner. Client shall disclose any knowledge of debris, junk fill, pressure grouting and obstruction of any kind in the proposed work area. If obstructions are encountered that restrict the installation of the Pilings Florida Foundation reserves the right to relocate the piles with your engineer's advanced approval, if necessary, up to three (3) helical diameters or more to achieve proper penetration. It may be necessary to install two (2) piles instead of one to achieve the desired structural integrity of the project due to obstructions or other problems. A price adjustment will be made in these cases. Any alteration or deviation from above specifications will become an extra charge over and above the estimate. All agreements contingent upon strikes, accidents, weather or other delays beyond our control. No owner may incur any expenses to be charged to the contractor or credited against this contract without previous written approval by the contractor. Property owner to carry liability insurance. Florida Foundation will provide public liabirity insurance and Workmen's compensation or waiver. We also reserve the right to use our insured certified installer. PAYMENTS: The contractor reserves the right to stop work until time progress payments accordgg'to- he contract are paid and such work stoppage, if any, shall not constitute grounds for breach of anyeo"tr"tual :...;• obligations. Owner's failure to make full and timely payments to the contractor shall void contra ctof L'Abligation under the warranty. Final payment is due and payable at completion. 0900, • • TERMS: A finance charge of 1'/z% per month will be applied to any remaining balance past due"Oer.30 days. Ti* Florida Foundation incurs any expense in collecting payments or enforcing the terms of this acfieewoent the `•• ; owner agrees to pay all such costs and expenses including reasonable attorney's fees and corR000at on the trial' and appellate level, which contractor incurs. • Suit for enforcing this agreement shall be filed in Broward County. If for any reason the speciffttiorls of this • • contract cannot be met, either party may terminate the work by written notice. All work and costs up to th 1%inio will be due and payable to contractor. ANY CLAIMS FOR CONSTRUCTION DEFECTS ARE SUBJECT TO THE NOTICE AND CURE PROVISIONS OF CHAPTER 558, FLORIDA STATUTES. FLORIDA HOMEOWNERS' CONSTRUCTION RECOVERY FUND Payment may be available from the Florida Homeowners' Construction Recovery Fund if you lose money on a project performed under contract, where the loss results from specified violations of Florida law by a licensed contractor. For information about the recovery fund and filing a claim, contact the Florida Construction Industry Licensing Board. Respectfully submitted: Florida Foundation Systems, Inc. IThis proposal may be withdrawn by Florida Foundation Systems, Inc. if not accepted within 30 Authorized signature h,,n .:, lfr. =v `'� Office; Administrall 'days. Acceptance of proposal —__� The above Authorized signature Print Name & Title Date r•a•• Page 3 Subsoil Investigation Report prepared by: • • • • d e a ra • • • • • • i:••••: 9in*4"ertnq****q:• 00 • • • esAng;••1n�•. • • • • • • • • • • • • • • • • • • • • • • •00000 • • • • • • • Client: Eric Zetka Contact: Eric Zetka Address: 1361 NE 104th Street Miami Shores, FL 33138 Project: Proposed Swimming Pool Address: 1361 NE 104th Street Miami Shores, FL 33138 Date: Wednesday, March 13, 2019 n=cat ; Materials -resting g Inspections I Environmental 'M i� Phone: 954-784-2941 r *� E-Fax: 954-784-7875 admcr�gineering www.fef -eng.com r, www fed eng coin e ■ �®p # g p Inc.� Table of Contents Client Information---------------------------------------------------------------------------pg. 1 Project Information-------------------------------------------------------------------------pg. 1 General Soil Descriptions-----------------------------------------------------------------pg. 1 Foundation Recommendations------------------------------------------------------------pg. 2 Excavations----------------- ------------------------------------------------------------ -----pg. 3 Grading--------- —------------------------------------------------------------------------------ pg. 3 Appendices------------------------------------------------------------------------------------- t)g•+-�.. ...... Soil Boring Log(s) Laboratory Test(s) • .. .. Project Location • • .. ...... • Soil Boring Location(s) ' Soil Classifications :... ; Sampling Procedures ' Limitations of Liability For Your Information Our findings in this report are based on soil conditions encountered in the test bore locations only, proposed structure to be built, (if available at this stage), Florida Building Code requirements and standard engineering practices. If your report is preliminary (i.e. vacant land or building to be demolished) additional borings are required within the foot print of the proposed structure once the location & layout of the proposed structure is known. Please read this report in its entirety and follow all recommendations. Failure to do so may result in the permitting agency (Building Department, etc.) withholding the Certificate of Occupancy. This will cause delays and additional costs. The Permitting Agency will require a final certification or signing off of the project prior to issuing the Certificate .of Occupancy. All of our recommendations need to be followed to receive a final certification from F.E.T., including densities on each lift, demucking verification, piling inspection, etc., whichever recommendation applies to your project. Please schedule us at least 24 hours in advance for all tests and inspections. If you choose to use another Engineering Firm, you must verify they will provide you with the proper certification in writing, as outlined in our report. Our firm will only provide a certification letter if it has verified all work as recommended in our report. _. aci MiAMiDADE � t 1 R N E.i'e Q ederal Q ngineering 8� � eating, Inc. Wednesday, March 13, 2019 Eric Zetka 1361 NE 104th Street Miami Shores, FL 33138 Attn.: ' Eric Zetka RE: . Subsoil investigation Proposed Swimming Pool 1361 NE 104th Street Miami Shores, FL 33138 Dear Sirs: Phone: 954-784-2941 E-Fax: 954-784-7875 admin@fed-eng.com www.fed-eng.com •t�s�w 01 Job Order Number 19SB147 • •••• •••••• • .... • . • Pursuant to your request, Federal Engineering & Testing, Inc. has completed a subsoil investigation oW 03/12/20 9 et the ...... above referenced site. The purpose of our investigation was to verify subsoil conditions: IMAlve to fodndation • • preparation and design. • • ' • • • • • .. . . •• • • A total of one (1) SPT boring was performed according to ASTM D-1586 drilled down to a depth of thirty fee {Za) and one (1) DCP boring was performed according to ASTM D-6951 drilled down to a depth of fifteen feet (15) below the existing ground surface. (See attached field sketch for locations). The following is a general description of soil stratas for the subject site: Depth Dept[o I)esc:riptitm of SmIs 0" 6" Topsoil & Vegetation 6" 2' Brown Sand with Rock 2' 5' Pale Brown Sand with Rock 5' 10' Light Brown Sand with Muck 10' 13' Muck (31.4% Organics) 13' 18' Brown Sand 18' 23' Pale Brown Sand with Rock 23' 30' ILimerock Groundwater table elevation was measured immediately at the completion of each boring and was found at an average depth of five (5) feet below existing ground surface. Fluctuation in water level should be anticipated due to seasonal variations and run off as well as varying ground elevation, construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected by the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. The boring log(s) attached present a detailed description of the soils encountered at each location. 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. It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Wednesday, March 13, 2019 1361 NE 104th Street Miami Shores, FL 33138 Page 2 eral ngineering & esting, Inc. Based on our understanding of the proposed structure and the information obtained from our field boring logs; it is evident that deep foundation systems are needed to support the proposed new structure without detrimental settlement to the structure. Per the Florida Building Code FBC 2017, Chapter 18; deep foundation systems shall consist of one of the following alternatives: Allowable Allowable Tension Alternatives Approximate Depth Size Compression file • , . 1 ile Capacity • AlloR 1 *Lateral• Driven 'I'ons apay�tn Tons Capacity in Tons.... • • Pin Piles/ Push Piers 25' - 30' or Refusal 4 Inch 5 Tons 1 Ton • • • • • N/A Helical Piles 25' - 30' or Refusal 3 Inch 12 Tons 6 Tons . • • • * ; •.NtA • Auger Cast Piles 25'- 30, BELS 12 Inch 25 Tons 12 Tons..... • • J T on Auger Cast Piles 25' - 30` BELS 14 Inch 35 Tons 17 Tnnti• • • • 2 , . .. . *BELS - Below Existing Land Surface* • • • : • i ' • • Estimated Lateral Load for a Pile Top Deflection of '/ inch. Proposed pile length based •o; the existing grout3d" elevations at the time of drilling. Pile length may vary depending on proposed grade beam elevations aAd lt9consistent soil profiles. In the case of pin, helical and precast piles a minimum of four (4) test piles shall be driven to determine production pile length. All work shall be in accordance with the local Building Code and Coastal Zone Construction Requirements (if required). Helical pile bearing capacity is dependent on helix numbers, size and spacing. The foundation contractor will be able to provide the most cost effective combination of helix designs. The above depths are the minimum depths required to achieve design capacities. Predrilling might be required to achieve design depths. All slabs and pool decks for the subject structure shall be designed as structural slabs spanning between supports and designed by a Florida Registered Structural Engineer and placed under the supervision of a Geotechnical Engineer. All work shall be conducted by an experienced Florida Licensed Specialty Piling Contractor. All piles shall be designed by a professional engineer and 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 single #7 reinforcing steel bar be placed the full length of the pile to verify pile continuity. 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 to prevent excessive vibrations. In the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented (i.e.: predrilling, jetting, hydraulic push, etc...). Any underground structures such as grease traps, septic systems, etc. must be supported on pile foundations, unless the deleterious material (i.e.: silt, muck, peat, etc...) is excavated in its entirety and replaced with compacted washed gravel such as pea rock or #57 stone below the water table elevations and clean granular materials above the water table. Wednesday, March 13, 2019 •1361 NE 104th Street Miami Shores, FL 33138 Page 3 ederal ngineering eating, Inc. Excavations shall not extend within one (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 requirements. Shorings shall be designed and inspected by a Florida licensed professional engineer. Provisions shall be made by the architect, engineer of record and contractor to address differential 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 settlement. :...' All outside ground surfaces must be sloped away from the structure to avoid water accumulation apd ponditlg. All rain* •.... waters shall be discharged away from all building foundations. Verify all water, sewer, plumbing: p nkler Ld &ainage •, lines are properly functioning with no leaks in the vicinity of the foundation. • • • • " .... ...... Regardless of the thoroughness of a geotechnical exploration, there is always the possibility IM? conditions may be • • • • different from those of the test locations; therefore, Federal Engineering & Testing, Inc. does i}Qb Urantee'an* lubsoir •' • • condition between the bore test holes. A site plan showing the location of the proposed structure va4 riot provided at the 0000: • time the soil borings were performed. Once plans and specifications have been finalized and drawn, Itderal-Engineering, ... ; . & Testing, Inc. shall be provided a copy of the finalized plans and specifications for review. Pqr a nlbre accurate • portrayal of subsurface conditions, the site contractor should perform test pits. If different conditions are encountered' • Federal Engineering & Testing Inc., shall be notified to review the findings and make any recommendations as needed. In accepting this report the client understands that all data from the soil borings is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. For Environmental due diligence, a Phase I and/or Phase U Environmental Site Assessment is recommended. 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. Federal Engineering & Testing, Inc. appreciates the opportunity to be of service to you at this phase of your project. Please feel free to contact us if we may be of further service to you. pie � SOHN 4e''�i�i Sincerely, �e®,� ��,•®E��. �! 'i�� o rem �� r No B B � Keith LeBlanc, P.E O'•, d% Federal Engineering &ate r i'D C1�� Florida Reg. No. 59394 ,, I%3�,q� ®e` Certificate of Authorization # ederal Q ngineering VQ eating, Inc. SPT Test Boring Report Client: Eric Zetka Project: Proposed Swimming Pool Address: 1361 NE 104th Street Miami Shores, FL 33138 Phone: 954-784-2941 E-Fax: 954-784-7875 admin@fed-eng.com www.fed-eng.com Date of Test: March 12, 2019 Hole No.: B-1 Location: See Attached Drawing Depth (FT) Soil Descriptions Hammer Blows : N" • 1 0" - 6" Topsoil & Vegetation 3 ...' 4: : & 2 6" - 2' Brown Sand with Rock 4 ... •'9• • 3 3 .....� 2'- 5' Pale Brown Sand with Rock • • • • . A 4 5 .....d' 5 5 .....t ' 6 5' - 10' Light Brown Sand with Muck 7 " "7 1 • 7 7 g • 8 7 s •8 9 4 " 3 • •• '.a.. 10 10' - 13' Muck (31.4% Organics) 5 4 11 A A A 12 A A 13 A A A 14 13' - 18' Brown Sand A A 15 11 11 22 16 11 12 17 A A A 18 A A 19 A A A 20 18'- 23' Pale Brown Sand with Rock A A 21 14 17 34 22 17 18 23 A A A 24 A A 25 A A A 26 23'- 30' Limerock A A 27 19 20 40 28 20 19 29 A A 30 1 A A A Water Level: 518" Below Land Surface A = Auger Wednesday, March 13, 2019 1361 NE 104th Street Miami Shores, FL 33138 Page 4 Appendiees "ea, ngineering 8� Q esting. Inc. • •••• • •• ••••• •••••• ••• • ••••• •• •• •• •••••• • • • • • •••••• Dederal AGgineering Ofji esting, Inc. Test Boring Report Client: Eric Zetka Project: Proposed Swimming Pool Address: 1361 NE 104th Street Miami Shores, FL 33138 Phone: 954-784-2941 E-Fax: 954-784-7875 admin@fed-eng.com www.fed-eng.com Date of Test: March 12, 2019 Hole No.: B-2 Location: See Attached Drawing Depth (FT) Soil Descriptions Hammer Blows "N" • 1 0" - 6" Topsoil & Vegetation 4 ;..4': S 2 6" - 2' Brown Sand with Rock 4 ...5.. 3 3 ...s.. 2'- 5' Pale Brown Sand with Rock . •.. Ll. 4 6 • • • . 5 7 .••c7•. . • �.. 6 2 .. Is 7 1 ; 0 0; 8 5'- 12' Muck (26.5% Organics) 2 • 1. 9 1 so • • • 10 1 2�� 11 0 1 2 12 1 2 13 7 9 12'- 15' Brown Sand 20 14 11 10 15 12 11 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Water Level: 5'3" Below Land Surface A = Auger edera l Phone: 954-784-2941 E-Fax: 954-784-7875 ngi neeri ng admin@fed-eng.com www.fed-eng.com esting, Inc. T __ • Date: Tuesday, March 12, 2019 Report of Organic Content ASTM-D 2974 Job Order Number 19SB 147 Eric Zetka 1361 NE 104th Street Miami Shores, FL 33138 Attn.: Eric Zetka RE: Geotechnical Services • • • • • • Proposed Swimming Pool • • 1361 NE 104th Street Miami Shores, FL 33138 .. • • • Results of Test ":' •; • • • • Sampled by: MM Reported To: ::,::Client Sample Location: See Location on Subsoil Drawing Material Description: Muck • Sample Location and Depth Organic. Content Percentage B 1 10' - 13' 31.4% B2 5' - 12' 26.5% B3 N/A N/A B4 N/A N/A B5 N/A N/A Tested By: Si Checked By: KL ' MIAMMADE E n adr f. Appm,ed Ljr la!ery Lgideratneering sting, Inc. Rz Site Location Map 3370 NE Sth Avenue, Oakland Pak, FL 33334 (954) 784-2941r Client: Eric Zetka Project: Proposed Swimming Pool Test: Subsoil Investigation Project Address: 1361 NE 104th Street (site map is not to scale) Miami Shores, FL 33138 c,�e� _x�ineeriata tf' Client: Eric Zetka Test: Subsoil Investigation (site map is not to scale) Soil Boring Location Map 3370 NE Sth Avenue, Oakland Park, FL 33334 Project: Proposed Swimming Pool Project Address: 1361 NE 104th Street Miami Shores, FL 33138 ��ederal f0ingineering �ti,ftv)esting, Inc. 784-2941 Oederal 1� ngineering & : sting, Inc. Key Classifications & Symbols Correlation of Penetration Resistance with Relative Density Density and Consistency Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hamner Blows Relative Density - U 0 - 10 0-3 Very Loose 10 - 25 3-8 Loose --� 25 - 45 8 - 15 Firm 45 - 75 15 - 25 Very Finn • 75 -120 25 - 40 D4ns4'. • > 120 > 40 Very. ense :.. 1 U 0-6 _ 0-2 Ver •Soft .. 6-15 2-5 Sdt • - - iMq"• 30 - 45 10 - 15 $tiff,,, 45 - 90, 15 - 30 Very Stiff: 90 - 150 30 - 50 $arch •, • " Rock Hardness Description Soft Rock core crumbles when handled Medium Can break core with your hands Moderately Hard Thin edges of rock core can be broken with fingers Hard Thin edges of rock core cannot be broken with fingers Very Hard Rock core rings when struck with a hammer Quantity Modifiers Very Slight Trace 0 - 2 Slight Trace 2 - 5 % Trace 5 - 10 % Little Trace 10 - 15 % Some 15 - 30 % With > 30 % Silt - Clay Modifiers Slightly Silty /Clayey 0 - 5 % Silty / Clayey 5 - 30 % Very Silty / Clayey 30 - 50 % Particle Size Boulder > 12 in Cobble 3 - 12 in Gravel 4.76 min - 3 in Sand 0.074mm - 4.76 mm Silt 0.005 nun - 0.074 mrn Clay < 0.005 min .000 . Angederalineering esting, Inc. Drilling & Sampling Procedures The soil borings were installed in accordance with Standard Penetration Tests procedures as set forth in ASTM D-1586. Representative samples were collected utilizing spilt -barrel techniques in accordance with the procedures set forth in "Penetration Tests and Spilt -Barrel Sampling of Soil in ASTM D-1586. The following field tests, measurements and laboratory analysis were performed/collected during the installation of each soil boring. ...... Penetration Tests .'. ' • During the sampling procedures, Standard Penetration Tests were performed at five (5) foot: tgrvals to•efoLin the standard penetration value (N) of the subsurface soil. The standard penetration value (N) is ideatiUd as the number of• 0 0 • blows of a 140-pound hammer falling thirty (30) inches, required to advance the spilt -barrel sampler ton a (1) foot into the: " subsurface soil. The sampler was lower into the bottom of the previously cleaned drill hole and ddMdnced b; 48,0A fron-P • • • the hammer. The number of blows was recorded for each of the three (3) successive incrp*V9onT; of six` t6) inches "" .. ...0 0 penetration. The "N" value is obtained by adding the second and third incremental numbers. . • ...... •• . • •• • Water Level Measurements . . ••.• Water Level depths were obtained during the test boring operations. In relatively pervious soils, such as sandy soils, the indicated depths are usually reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land -use and recent rainfall conditions may influence the depths to groundwater levels. Soil properties / Classification All samples collected were classified in accordance with the Unified Soil Classification System criteria to determined soil material properties and compared with published literature of the USDA Soil Conservation Survey. Ground Surface Elevations Ground surface elevations have not been provided for the proposed boring locations. Therefore, all references to depth of the various strata and materials encountered were from existing grade at the time of the drilling operations. Limitations of Liability Warranty .We warrant that the services performed by Federal Engineering and Testing, -Inc. (F.E.T.) are conducted in a manner consistent with the level of skill and care ordinarily exercised by members of the profession currently practicing under similar conditions. No other warranties, expressed or implied, are made. While the services of F.E.T. are an integral and valuable part of the design and construction process, we do not warrant, guarantee, or insure the quality -or completeness of services or satisfactory performance provided by other members of the construction process and/or the construction plans and specifications which we have not prepared, nor the ultimate performance of building site materials. As 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. Reports are not intended for 3rd parry use. Subsurface Exploration Subsurface exploration is normally accomplished by test borings. The soil boring log includes sampling information, description of the materials recovered, approximate depths of boundaries between soil and rock strata and groundwater data. The log represents conditions specifically at the location and time the boring was made. The boundaries between different soil strata are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling. The transitions between soil stratum are often gradual. Water level readings are made at the time the boring was performed and can change with time, precipitation, canal levels, local well drawdown, and other factors. Regardless of the thoroughness of a Geotechnical exploration there is always a possibility that conditions may be different from those of the test locations; therefore F.E.T. does not guarantee any subsoil condition surrounding the bore test holes. For a more accurate portrayal of subsurface conditions, the site contractor should perform tests pits. If different conditions are encountered, F.E.T. shall be notified to review the findings and make any recommendations as needed. Laboratory and Field Tests Tests are performed in accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed. Each test report indicates the measurements and determinations actually made. Ownership of Tests / Reports All test results and/or reports prepared by F.E.T. pursuant to this agreement and/or Addendum(s) thereto, shall remain the property of F.E.T. until all monies due and owing to F.E.T. under this Agreement and/or Addendum(s) thereto, are paid in full. Analysis and Recommendations The Geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient for these purposes, it is not intended to determine the cost of construction or to stand alone as construction specifications. tedtral n9 no 'ring & sting, Inc. Analysis and Recommendations cont. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Soil boring(s) on unmarked vacant property or existing structure(s) to be demolished is considered preliminary withfurther lit4i ,O)to be performed after proposed building pad is stake&Vijt!R§ort re jomme:dations are 9W primarily on data from test borings jWg jtrthe Iocrdon wItown on thelast boring reports. Soil variations mV� SIV, etween borings and may not become evident until construction. If v• ,Ajjtions are then noted, F.416.at A be contacted so that field conditions jj%;e examined and recommendations revised if necessary. The Geotechniell rgpo� states or r un00 derstanding eas�to the location, dimensions, and structurM, 28tures proposed of the site. airy significant changes in the nature, dgip ,o� location of the site improvet-644 must be communicated to F.E.J. so rat the Geotechnical analysis, conclusions, and recommendations can be ipproprialei�•adjutted. 000060 • • • • • •••• Construction Observations Construction observation and testing is an important element of Geotechnical services. The Geotechnical Engineer's Field Representative (Field Rep.) is the "owner's representative" observing the work of the contractor, performing tests, and reporting data from such tests and observations. The Geotechnical Engineer's Field Representative does not direct the contractor's construction means, methods, operations, or personnel. The Field Rep. does not interfere with the relationship between the owner and the contractor, and except as an observer, does not become a substitute owner on site. The Field Rep. is only collecting data for our Engineer to review. The Field Rep. is responsible for his/her safety only, but has no responsibility for the safety of other personnel and/or the general public at the site. If the Field Rep. does not feel that the site is offering a safe environment for him/her, the Field Rep. will stop his/her observation/ testing until he/she deems the site is safe. The Field Rep. is an important member of a team whose responsibility is to observe the test and work being done and report to the client whether that work is being carried out in general conformance with the plans and specifications. Limitations of Report Federal Engineering & Testing, Inc. shall have no liability, in contract, tort or otherwise, for any inaccuracy, defect, or omission in interpreting this report and shall not in any event have any liability for lost profits or any other indirect, special, incidental, consequential, exemplary or punitive damages. In the event of future conflict between owners and contractors the following applies: F.E.T.(s) legal and/or company representation and preparation for representation fees will be billed on an hourly rate, i.e. deposition, expert witness, etc. F.E.T. has no obligation to amend its conclusions or recommendations after the date of this report. Any alterations or changes in the location of the project should be brought to our attention at the earliest convenience for review and applicability of this report. ederal 0 Q ngineering 8� Q esting, Inc. Soil / Aggregate Tests Soil Borings Density Compaction Tests Grain Size Analysis Moisture Contents Soil Classifications Limerock Bearing Ratios Florida Bearing Values Specific Gravity Carbonate Analysis Hydraulic Conductivity Organic Contents L.A. Abrasion FDOT Inspections QC Management Earthwork Inspections QC Concrete Inspections QC Asphalt Inspections Partial List of Services Geotechnical Engineering Services Field Inspection Services Fill & Quality Control Inspections Demucking Inspections Building Inspections Pile Driving Inspections Pile Load Tests Steel Inspection Threshold Inspection Bolt Inspection Weld Inspection Vibration Monitoring Geotechnical Engineering Foundation Engineering Foundation Design & Recommendation Subsoil Investigation Pile Load Calculations Piling Installation Monitoring Phone: 954 784.2941 E-Fax: 954-7847875 admin@fed-eng.com www.fed-eng.com •. .. 33334 Asphalt Services Backscatter Density Tests Extractions & Gradations Marshall Limits Bulk Specific Gravity Cores for Thickness LeItUination AsphaltPaue'naent Monitoring • • • • • • Asphalt A sestment:...;. • COncreld'ftts ;,�••� Concreti'S6'tigth TpSUng, • • SlumpTIM* • •• ••�•,• WindsotT"bt TestitV • •••.. Schmidt 11dMmer Testing* •..... Core TIARV; • .' Air CorRent • • . ....:. Concr Wei Mt Flexual 3ttength Teltir g•. : .... Environmental Engineering Services Phase I Site Assessments Phase II Site Assessments Lead Base Paint Surveys Site Inspections Phase I Follow up on Contaminated Sites Report and Analysis Research of Property Records Installation of Monitoring Wells Air Monitoring Soil Borings Soil and Ground Water Analysis Roof Testing & Inspection Services TAS 105 Field Fastener Withdrawal Test TAS 106 Tile Uplift Test TAS 124 Bell Chamber / Bonded Pull Test TAS 126 Moisture Survey Windload Calculation Drainage Calculations Lightweight Concrete placement Inspection Roof Assessment / Evaluation Cap Sheet Inspection Fastener Spacing Inspection Tile/ Shingle/ Standing Seam Inspection Base Sheet Installation Inspection Insurance Mitigation Retrofit Mitigation! Certification Roof Drainage Calculations "T'�A>i�nue Oak#at�ci Park Fto `' r4 :, Mci r ; . MIAMH'MM, Z. . _'.'..._� '`�✓'- AppmW laboratory �_ ... KENNETH R. PFEIFFER, P.E. 8754 S,W, 206 LANE CUTLER BAY, FLORIDA 33189 CONSTANT CALCULATIONS Concrete Strength = 5000 psi Steel Modulus = 29,000,000 psi Concrete Modulus, Ec = 4050096 psi v(allowable) = 2V-F1 Ec=57277 * F1 ^.5 n = Es/Ec k= n/(n+(Fs/Fc)) j = 1.00 - k/3 K= Fc*j*k/2 p= k*Fc/(2*Fs) p= k*Fc/(2*Fs) u= 3V-F1 Residential Swimming Pool for Zetka Residence 1361 N,E. 10 Street Miami Shores, Florida Fc = 2250 psi n = 7.2 k = 0.446 j = 0.851 K = 427 • p = 040251 u = 212 Fy = 60000 psi Fs = 20000 psi v(allow) = 141 psi . . .... ...... • INPUT DATA ...... • • • • • .... .. ...... • --- ---------- ----------------------------- --------------- ----------------------- Pool Depth = 5 feet 6 inches • Critical Panel Area = 3 5 square feet .. .. • • • • • • . ...... Drop Panel Area = 4 square feet ' Maximum Pile Spacing = 6 feet 3 inches • • • • • • Minimum Pile Spacing = 5 feet 6 inches •. ; . • �. •; Slab Cantiliver = 2 feet • Wall Thickness = 6 inches • • SLAB THICKNESS -------------------------------------------------------------------------------- Slab Thickness, tl = 1.5 x t2 Slab Thickness t2(Drop Panel) = 0.375 x L x cube root of 2000/171 t 1 = 2.598 t2 = 1.732 Allow 3 inch cover to top and bottom steel in slab. Minimum Slab Thickness = 7.73 inches 8 Inch slab required Author utilizes a standard slab thickness of 10 inches unless it is required to be greater by calculations. Use 10 inch thick slab. Drop panel thickness shall not be less than 2 inches Try 6 inch thick panel PANEL LOAD AND WALL LOAD W = Wd x 62.4 + Q x 150 / 12 Slab load = 499.4 pounds per square foot Panel load = Slab load x Panel area Panel Load = 17479.0 Wall Load = 2812.5 Deck Load = 0 Contributing Wall Load = (Depth of water x wall thickness x 150 #/sq. ft. x length) + any structural deck load Contributing Wall Load = 2812.5 pounds Total Panel Load = 20291.5 SHEAR CALCULATIONS ----------------------------------------------------------------------- Check shear at edges where slab and drop panel join: Area of whole panel = 35 square feet Area of drop panel = 4 square feet Area around drop panel = 31 square feet Load on slab only = 18293.9 pounds Assume a depth to steel of 7 v = V/jdb where b = 4 x 2 x 12 = 96 inches v = 15.66 psi < Allowable shear (110 psi) Shear at drop panel edge OKAY Check punching shear at pile Perimeter of helical plate = 48 inches Circumberence of failure = 12 + 12*tan(45/(360/(2*3.1416))) = 68.895315 Total Pile Load = 20966.5 pounds Shear at pile fracture = 39.7209175 psi Pile shear is okay MOMENT CALCULATIONS ------------------------------------------------------------------------------- Mo = 0.09 x PI x L x F(1.00 - 2C/3L)squared Where L = length between piles f = factor not to be less than 1 C = Diameter of pile in feet and W = Panel load F = 1.15 - 14/12/L = 0.96333333 -------------------------------------------------------------------------------- The author chooses not to apply any reduction factors in determining the maximum panel moment In addition, the author chooses not to determine moments in the minor direction. The major moments will be applied in it's place -------------------------------------------------------------------------- ...... .. ...... .... . ..... ...... . . ..... .. .. . ...... . . . . ...... Total Panel Moment = 0.09 x P1 x L x 1.15 = 11306.7281 Moments as per code shall be proportioned as follows: Maximum negative moment at 50 percent occuring in strip 1 Maximum positive moment at 20 percent occuring in strip 1 Maximum negative moment at 15 percent occuring in strip 2 Maximum positive moment at 15 percent occuring in strip 2 -------------------------------------------------------------------------------- MOMENT DISTRIBUTION -Ml = 0.50 x 11306.7281 = 5653.36406 ft.-lbs. +M 1 = 0.20 x 11306.7281 = 2261.34562 ft.-lbs. -M2 = 0.15 x 11306.7281 = 1696.00922 ft.-lbs. +M2 = 0.15 x 11306.7281 = 1696.00922 ft.-lbs. -------------------------------------------------------------------------------- CALULATE STRIP WIDTHS Span 1 = 6.25 feet Span 2 = 5.5 feet Because the author chooses to use the critical dimensions and apply them in both directions, the minimum span shall be used. Strip 1 = Span 2 / 2 and Strip 2 = Span 2 / 4 STRIP I = 33 INCHES STRIP 2 = 16.5 INCHES CALCULATE STRIP STEEL AREA -Asl = 0.569 INCHES +As 1 = 0.228 INCHES -As2 = 0.171 INCHES +As2 = 0.171 INCHES BAR SPACING Provide #4 bars at 10 inches TOP Provide #4 bars at 10 inches BOTTOM Provide #4 bars at 10 inches TOP Provide #4 bars at 10 inches BOTTOM CANTILEVER SLAB CALCULATONS Maximum Cantilever Moment = 2011.30 foot-pounds #4 bars at 11 inches TOP •.•• • • f1.•• ••••.• ...... .. ...... .... . ..... • •••• . • •••••• • • • • • • •••••• • • . •.•••• •• • . •• • . • r Area of Steel Required = 0.203 inches Area Provided = 0.240 UPLIFT CALCULATIONS Uplift Moment = (Water Displacement - Slab Weight) x Max. Pile Span (squared) / 8 Water Displacement = 374APounds Slab Weight = 124.5 pounds Pile Span = 6.25 feet Uplift Moment = 14642.5781 inch pounds Uplift steel required = 0.10 Uplift steel provided = 0.24 WALL CALCULATIONS Backfill Moment = 0.5734 x 100 x (Wd cubed) Backfill Moment = 12385 inch -pounds Water Moment = 2 x 62.4 x (Wd cubed) Water Moment = 26957 inch -pounds p = 0.2867 x 1 x 100 ]� = 29 psf �- = 0.2867 x (Wall Height + 1) x 100 = 200.69 psf H=Wall Height *p+V/2 H = 689 Pounds y = Wall Height * (0- + 2(0)) / (3 + p~)) y = 2.25 ft. Wall Moment = H x y x 12 Wall Moment = 18626 inch -pounds Live Moment = Wall Moment - Backfill Moment Live Moment = 6240 inch -pounds Ultimate Moment = 1.7 x Live Moment + 1.4 x Dead Moment Ultimate Moment = 1.7 x 6240 + 1.4 x 12385 Ultimate Moment = 27948 inch -pounds Wall Steel Area per foot = Ultimate Moment / (0.9 * Fy * (Wall thickness / 2)) Minimum Wall Steel Area per foot = 0.17251867 Use #3 bars at 7 inches (0.18857143 inches . . .... ...... .... . . ...... . ...... . . ..... .. .. . ...... ...... . . . . . . ...... . . . . . . .....• .. . . .. .. . 16"� 'tic�, 9 t.. Ordered By: Rothman &T bin T BISCAYNE DRAINAGE CANAL CORNER (-75.00' (P) EDW OF WA7rR CORNER W WATER - ___--— 1,30' SEA wA IN w.ATfR WOODDECKF.Aw 150" 7&00* - (M) -o F.NA/L10. ,� ,••r CONC LOT 2 • •' • ri .113.0• BLOCK 3 , , ... • " C% C 4' CNIj1{I.WK• • ' Y I p 7.40' ♦ , h FENCE • • r , • • f • • f • • 42.0' M' O • • • g WOOD n.,_ DECK 20.0, „a••• • • ••••• • t10' 0.30' .00` 24.40' o, come �• • • • o CONC Z 13.0-c4 ' 2 • ena 3.3.00' it1.b(l'� , • • � • • BLOCK 3 �' 8 cio 411 � LOT 3 p 0 TWO 3 h ,F1 STORY C' • BLOCK 3 RESIDENCE p O ... 3. VIP ,� 27.00' AC t 0.00' PORCH 5 DECK = -.. ri 29.00' 40 21.70' 11.50' CONC DRIVE o ch 75.00' (P) 20.40' B.C.F.1.P. 112" F.I.P. 112" /2V 4 (NO. ID.) (NO. !D.) (NO. 1Q.) 3 I PARKWAY 0 50' R1GNT-OF-WAY (8Y PUT) 20'f ASPHALT PAVEmrw N.E. 1 Q4th STREET Accepted Ry. Prop" Address: Notes: WOOD DECK ENCROACHES QVF.R NORTH LOT 1361 N.E. 104 Street LINE. FENCES ENCROACH OVER WEST LOT LINE. Miami Shores, FLORICA :,3136 QMum 111C C�A_nrN TMAr7WS RY8A*YisATRMAM M.E. Land Surve m Inc. . TFTi'aFi OFM ftAutTB1 MYUMta:TOer. i>.ffiCpihEE y �• WrtH TMEMNIMUY T[Ci7Mt,` "s.-.. CRTN•r THE=TECFnX)l DA9WDof 10665 SW iJOth Street PROF�SIDNKUND FUR` 'f+N't.=.°-rTi" T!iRgrOM bJ 71-D�F4ARDA ApA•pSrRATNECCDE PL `a4? _ A'!,*s Suite 3110 SIGNED �y�� ' FOR THE FIRM Miami, FL 33157 `fit EFRAIN LOP c,. Phone: (305) 740-3319 i STATE OF FL ii� P.S.M. No. $792 Fax: (305) 669-3190 m nor vAw wrrHauT Arro Au*. srwruRE.0 AUTM_V.�...TM LIN: 79a9 FiEECCrnaeacsr�twD+0RTM5w�Ps w DwttMaurTMESMATunErvQTHE ORgr+n_ RAWD SEALOF AUDMOM Mi AND AMAMW St—, a B-4662; Cli 9R File qt 19-221 Page 1 of I V.n alid without all nave, Miami shores Village Building Department RFCFIAT PERM i I #: �� W (r DA I M. (Name) Contras or weer ,—! Architect 10050 N.E.2nd Avenue Miami Shores; Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 1) h(a I 19 Picked up 2 sets of plans and (other) Address: =rom the building department on this date in order to have corrections done to plans And/or get County stamps. 1 understand that the plans need to be brought back to Miami Shores Village Building Depar`rrient to continue permitng process. Signature: PERMIT CLERK INITIAL RESUBMITTED DATE: PERMIT CLERK WITL4 ATURE) full , SNORES �, e." PERMIT ADDRESS: 1361 NE 104TH ST Miami Shores, FL 33138 APPLICATION DATE: 07/11/2019 SQUARE FEET: EXPIRATION DATE: 01/07/2020 VALUATION: CONTACTS NAME Contractor JORGE LUIS GARCIA JORGE LUIS GARCIA Owner ERIC ZETKA ERIC ZETKA PARCEL: 1122320320020 1,450.00 DESCRIPTION: NEW POOL & DECK $70,000.00 COMPANY ADDRESS DESIGNER POOLS INC 13330 SW 205 LN MIAMI, FL 33177 DESIGNER POOLS INC , FL 260 NE 99 ST MIAMI SHORES, FL 33138 260 NE 99 ST MIAMI SHORES, FL 33138 REVIEW ITEM STATUS REVIEWER Building v.1 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: 1. Zoning and structural approval require. 2. Provide geotechnical soil investigation and recommendations for pile foundation. 1803 3. Provide detail, itemize job cost estimate for the entire project, including pile foundation. Electrical v.1 Approved CARLOS SOSA email: EL@MSVFL.GOV Planning v.1 Requires Re -submit Travis Kendall email: kendallt@msvfl.gov Review conducted by the planning and zoning department Comments: Pool side setback must be a minimum of 12.5 feet from the property line. In addition pool equipment must be a minimum of ten feet from the side property line and five feet from the rear please indicate all setbacks for proposed equipment. Plumbing v.1 Approved Maykel Massanet email: pl@msvfl.gov Structural v.1 Requires Re -submit Orlando Blanco email: null16 Comments: 1. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) PILE FOUNDATIONS 2) SOIL COMPACTION (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE November 01, 2019 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 1 Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: 0 I I '\�nATE: (Name) 'Contractor ❑ Owner ❑ Architect Picked up 2 sets of plans and (other) 14y `� J �j Address: I�0 i NE ��_ 1� 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 Building Department to continue permitting process. Signature: GNATURE) PERMIT CLERK INITIA RESUBMITTED DATE: PERMIT CLERK INITIAL: �gORES Miami Shores Village Building Department 10050 NE 2"d Ave. F- Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 10/22/19 Permit No.: BPP19-1602 Project Address: 1361 NE 104T" ST. Page 1 of I 2ND REVIEW AS OF 12/5/19 ITEM NO. 1, AS LISTED BELOW, IS STILL PENDING 1. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) PILE FOUNDATIONS 2) SOIL COMPACTION (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE Miami Shores Village Building Department 10050 NE 2nd Ave. F�a 1 Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by to perform special inspector services under the Florida Building Code 6ch Edition (2017) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: AV- ) r 14411 Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 6ch Edition (2017) "Miami Dade County Administrative Code, Article II Section 8-22 Special Inspectorfor _ Trusses > 35 ft. long or 6 ft. high Steel Framing and Connections welded or bolted +Soil Compaction Precast Attachments Roofing Applications, Lt. Weight. Insul.Conc.a ✓Other e �d✓�!/n Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. Engineer/Architect Name Signed and Sealed Print Date: Address Miami Shores Village Building Department u, 10050 NE 2"d Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 10/22/19 Permit No.: BPP19-1602 Project Address: 1361 NE 104T" ST. Page 1 of 1 2ND REVIEW AS OF 12/5/19 ITEM NO. 1, AS LISTED BELOW, IS STILL PENDING 1. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) PILE FOUNDATIONS 2) SOIL COMPACTION (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE Miami Shores Village ,NoAs Building Department x.r.� 10050 NE 2"d Ave. Fca'iiiflA Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by to perform special inspector services under the Florida Building Code gch Edition (2017) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: �(" 6 1., Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 6ch Edition (2017) Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for Trusses > 35 ft. long or 6 ft. high Steel Framing and Connections welded or bolted L, oil Compaction Precast Attachments Roofing Applications, Lt. Weight. Insul.Conc. Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. Engineer/Architect Name Signed and Sealed Print Date: Address SORES fIO RIV PERMIT ADDRESS: 1361 NE 104TH ST Miami Shores, FL 33138 APPLICATION DATE: 07/11/2019 SQUARE FEET: EXPIRATION DATE: 01/07/2020 VALUATION: CONTACTS NAME Contractor JORGE LUIS GARCIA Owner JORGE LUIS GARCIA ERIC ZETKA ERIC ZETKA PARCEL: 1122320320020 1,450.00 DESCRIPTION: NEW POOL & DECK $70,000.00 COMPANY DESIGNER POOLS INC DESIGNER POOLS INC ADDRESS 13330 SW 205 LN MIAMI. FL 33177 , FL 260 NE 99 ST MIAMI SHORES, FL 33138 260 NE 99 ST MIAMI SHORES, FL 33138 REVIEW ITEM STATUS REVIEWER Building v.1 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.go Review item used to allow building to comment during a plan review k'. Comments: 1. Zoning and structural approval require. 2. Provide geotechnical soil investigation and recommendations for pile foundation. 1803`I 3. Provide detail, itemize job cost estimate for the entire project, including pile foundation. Building v.2 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: 1. Structural approval require. Electrical v.1 Approved CARLOS SOSA email: EL@MSVFL.GOV Planning v.1 Requires Re -submit Travis Kendall email: kendallt@msvfl.gov Review conducted by the planning and zoning department Comments: Pool side setback must be a minimum of 12.5 feet from the property line. In addition pool equipment must be a minimum of ten feet from the side property line and five feet from the rear please indicate all setbacks for proposed equipment. Planning v.2 Approved Travis Kendall email: kendallt@msvfl.gov Review conducted by the planning and zoning department Plumbing v.1 Structural v.1 Approved Maykel Massanet email: pl@msvfl.gov Requires Re -submit Orlando Blanco email: null16 Comments: 1. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) PILE FOUNDATIONS 2) SOIL COMPACTION (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE Structural v.2 Requires Re -submit Orlando Blanco email: nu1116 Comments: 2ND REVIEW AS OF 12/5/19 ITEM NO.1, AS LISTED BELOW, IS STILL PENDING ----------------------------------------------- ----------------------------------------------- 1. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) PILE FOUNDATIONS 2) SOIL COMPACTION December 09, 2019 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 2 (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE December 09, 2019 10050 NE 2 Ave Miami Shores FL 33138 Page 2 of 2 1 `SNS. ORES ti <<7 �h7pg,N F�ORIOQ' PERMIT ADDRESS: 1361 NE 104TH ST PARCEL: 1122320320020 Miami Shores, FL 33138 APPLICATION DATE: 07/11/2019 SQUARE FEET: 1,450.00 DESCRIPTION: NEW POOL & DECK EXPIRATION DATE: 01/07/2020 VALUATION: $70,000.00 CONTACTS NAME COMPANY ADDRESS Contractor JORGE LUIS GARCIA DESIGNER POOLS INC 13330 SW 205 LN MIAMI, FL 33177 Owner JORGE LUIS GARCIA ERIC ZETKA ERIC ZETKA DESIGNER POOLS INC , FL 260 NE 99 ST MIAMI SHORES, FL 33138 260 NE 99 ST MIAMI SHORES, FL 33138 REVIEW ITEM STATUS REVIEWER Building v.1 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: 1. Zoning and structural approval require. 2. Provide geotechnical soil investigation and recommendations for pile foundation. 1803 3. Provide detail, itemize job cost estimate for the entire project, including pile foundation. Building v.2 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: 1. Structural approval require. Electrical v.1 Approved CARLOS SOSA email: EL@MSVFL.GOV Planning v.1 Requires Re -submit Travis Kendall email: kendallt@msvfl.gov Review conducted by the planning and zoning department Comments: Pool side setback must be a minimum of 12.5 feet from the property line. In addition pool equipment must be a minimum of ten feet from the side property line and five feet from the rear please indicate all setbacks for proposed equipment. Planning v.2 Approved Travis Kendall email: kendallt@msvfl.gov Review conducted by the planning and zoning department Plumbing v.1 Structural v.1 Approved Maykel Massanet email: pl@msvfl.gov Requires Re -submit Orlando Blanco email: null16 Comments: 1. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) PILE FOUNDATIONS 2) SOIL COMPACTION (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE Structural v.2 Requires Re -submit Orlando Blanco email: null16 Comments: 2ND REVIEW AS OF 12/5/19 ITEM NOA, AS LISTED BELOW, IS STILL PENDING ----------------------------------------------- ----------------------------------------------- 1. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE Il, SECTION 8-22 1) PILE FOUNDATIONS 2) SOIL COMPACTION December 09, 2019 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 2 (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE December 09, 2019 10050 NE 2 Ave Miami Shores FL 33138 Page 2 of 2 EAsrcOAST TESTING & ENGINEERING, INC. 1900 NW 33rd Street - Bay #4 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33064 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) (954).972.SOIL FACSIMILE #954-971-8872 ESTABLISHED 1981 ETE@BELLSOUTH.NET S pp-c�-1 -- (c, - , UO2 February 03, 2020 Florida Foundation Systems, Inc. 2030 NW 22nd Court Pompano Beach, Florida 33069 Re: Certification of Helical Piers at: 1361 NE 104 Street Miami Shores, Florida Proposed Pool - Foundation/Stabilization To Whom it May Concern; In accordance with Chapter 18, Section 1809.2 of the 2017 Florida Building Code, 6`h Edition, we wish to offer Florida Foundation Systems, Inc., and the City of Miami Shores Building Department, the following statement with respect to the disposition of the Helical Piers, (Piling) installation. "To the best of my knowledge and ability, the fifteen, (15) Helical Piers, (Piling) were installed in general accordance with the approved permitted plans, and project specifications". These piling will provide an allowable compressive capacity of 24 kips, (12.0 tons). The date of this installation was on January 21, and January 22, 2020. Thank you for allowing us to be of service to you in this matter. If we can be of any further assistance, please do not hesitate to contact our office. Respectfully Submitted, EASTCOAST TESTING AND ENGINEERING, INC. Certificate of Authorization 3425 \`\\\N%IAMM1,, 0�i Mohammed A. Hai, P.E. \ tr. 4ICEIV alk "U%'Smith, President Senior Geotechnical Engineer Florida Registration No. 5934i * No 59345 wpdocs\cscores\7200112.0113.cert.ffsy,;ih. ~ ,r STATE OF I Nq L t.ENG, \ 111 THRESHOLDISPECIAL INSPECTIONS BORINGS DENSITY CONCRETE, ASPHALT, ETC. A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 1900 NW 33rd Street - Bay #4 Pompano Beach, Florida 33064 4361 Okeechobee Blvd. - Suite A-5 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) (954).972.SO1L FACSIMILE #954-971-8872 ESTABLISHED 1981 ETEi�?BELLSOUTH.NET HELICAL PIER LOG LAB NUMBER: 7200113 s -- CLIENT: FLORIDA FOUNDATIONS SYSTEMS, LLC. DAY: WEDNESDAY PROJECT: ZETKA RESIDENCE - PROPOSED (NEW) SWIMMING POOL DATE: 01.22.2020 ADDRESS: 136' NE '04 STREET MIAMI SHORES FLORIDA PILE CONTRACTOR, FLORIDA FOUNDATIONS SYSTEMS, LLC. FOLIO No. 11-2232.032-0020 LOCATION: SWIMMING POOL FOUNDATION -STABILIZATION BORINGS: FEDERAL ENG. INSPECTOR: C. SMITH NsrnL:_ano J oav x2 2 I ENGINEER: MOHAMMED A. HAI, P.E FL. REG No 59345 Order Installed PILING DESIGNATION I HELICAL PIER LOCATIONS PIER "TYPE" i Specified PSI Installed PSI Pier Depth Ft. Design Capacity Required: CIT KIPS Installed CIT (KIPS) DIAL McDANIEL DIAL McDANIEL 8th_'POOL: PLAN PIER #08 1 PEW 2.575x.276 1220 2 REFUSAL 24' 24 24 9th POOL: PLAN PIER #09 PEW 2.875x.276 1220 2 REFUSAL 43.5' 24 24 loth POOL: PLAN PIER #12 PEW 2.875x.276 1220 2 REFUSAL 43.5' 24 24 11th POOL: PLAN PIER #11 PEW 2.875x.276 1220 2 REFUSAL 49' 24 24 12th POOL: PLAN PIER #13 PEW 2.875x.276 1220 2 REFUSAL 28' 24 24 13th POOL: PLAN PIER #10 PEW 2.875x.276 1220 2 REFUSAL 28' 24 24 14th POOL: PLAN PIER #14 PEW 2.875x.276 1220 2 REFUSAL 30' 24 24 15th POOL: PLAN PIER 015 PEW 2.875x276 1220 2 REFUSAL 43.5' 24 _ 24 I REMARKS: SWIMMING POOL FOUNDATION STABILIZATION 15115 Helical Piers COMPLETED Helical Pier: PEW 2.875x.276 Lead / Flights: 12".14" Installing Equipment: TB-240 Gear Motor: Eskridge 2-Speed 12K Dial Indicator: McDaniel i DESIGN CAPACITY- 24 KIPS 1 12 TONS T _ _ 1Conclusion: i 'i All Completed Piers installed in accordance with project specifications & manufacturer's recommendations provided. N 1 RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERIN\QQ% Mp4��I�� CERTIFICATE OF AUTHORIZATION #3425 \�� 0 . • O c �� CEIV 2/2/2020 ~ * NO S934S MOHAMMED A. HAI, P.E. SENIOR GEOTECHNICAL ENGINEER FLORIDA REGISTRATION No. 59345 Q� STATE OF '*<DltIDA Time In. 10:30 AM Time Out: 03.00 PM Travel (Hrs.) 2.0 Hrs. Total Time-. 6.5 Hrs. CRAIG SMITH, PRESIDENT "GEO