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BPP-18-1134Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Issue Location Address Parcel Number 1199 NE 92 ST, Miami Shores, FL 1132050270330 Contacts Permit No.: BPP -4-18-1134 Permit Type: V00IS/Whir{p>ioois/Hot Tubs Work Classification: Addtfiion/A teration Permit Status: Approved Expiration: 04/13/2020 REY WHITEHORN Owner REY WHITEHORN Applicant 1199 NE 92 ST, MIAMI SHORES, FL 33138 1199 NE 92 ST, MIAMI SHORES, FL 33138 Other: 9546128850 Other: 9546128850 ONE STOP POOLS & CONSTRUCTION, INC Contractor PEDRO RODRIGUEZ 12243 SW 144 TER, MIAMI, FL 33186 Business: 3052975120 mariajose@oscpools.com Home: 3058982267 Description: NEW SWIMMING POOL AND SPA Valuation: $ 20,000.Ins vection Requests: 00 r-762-4949 Total Sq Feet: 491.00 Fees Amount CCF $12.00 Change of Contractor $110.00 CC/CC Fee $15.00 DBPR Fee $9.00 DCA Fee $6.00 Education Surcharge $4.00 Lost Plans Review Fee $250.00 P&Z Review Fee $35.00 P&Z Review Fee $35.00 Permit Card Replacement $26.50 Permit Fee $600.00 Plan Review Fee (Engineer) $45.00 Plan Review Fee (Engineer) $45.00 Scanning Fee $18.00 Technology Fee $16.00 Total: $1,226.50 Building Department Copy Payments Date Paid Amt Paid Total Fees $1,226.50 Credit Card 04/30/2018 $100.00 Credit Card 10/16/2019 $110.00 Credit Card 06/18/2018 $740.00 Credit Card 04/12/2019 $276.50 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 AFFIDIT: I certify th3l;.411 the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating consfrructio`ignd zoning uth rmore, I authorize the above named contractor to do the work stated. b00 g Applicant / Contractor / Agent October 16, Page 2 of 2 BUILDING PERMIT APPLICATION Miami Shores Village RFCr':IVED Building Department oc os 019 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY: Tel: (305) 795-2204 Fax: (305) 756-8972 �-M INSPECTION LINE PHONE NUMBER: (305) 762-4949 - F B C 20(- c..) Master Permit No. b�y0 l C�r(y�7 L 3 I [AILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL ❑PUBLICWORKS Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL 1�rCHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 4 A 99 N -F-- `012- 5� City: Miami Shores County: Miami Dade Zip: 33i .?:46 Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: SU Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name i(Fee Simple Titleholder):�� lO �iVf 11�1�� Phone#: Address: n n 119"1 n�' q?. Sfi City: M I(�MY S110K's State: L Zip: 33 2�6 Tenant/Lessee Name: Phone#: Email CONTRACTOR: Company Name: O yj �)nM)6CY l - 11C Phone#: 3M. ala. 22(x—] Address: len r -'v 1 ^�- City: IM JL4 IN1 I p State: T L Zip: ?O J 77t-7Qualifier Name:-PcAy-,� ��( i�iQ�tt7 , Phone#: 32, . -m - SI 20 State Certification or Registration #: 1 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: Value of Work for this Permit: $, Type of Work: ❑ Addition Description of Work: City: State: Zip: Square/Linear Footage of Work: ❑ Alteration ❑ New ❑ Repair/Replace Specify color of color thru tile: Submittal Fee $ Scanning Fee $ Technology Fee $_ Structural Reviews $ (Revised02/24/2014) Permit Fee $ Radon Fee $ Training/Education Fee $ CCF ❑ Demolition CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ 116 • Ob 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 exceedin promise in good faith that a copy of the notice of commencement and construction lien la)the 're whose property is subject to attachment. Also, a certified copy of the recorded notice of co for the first inspection which occurs seven (7) days after the building permit is issued. inspection will not be approved and a reinspection fee will be charged. Signature` Signature OWNER or AGENT CONTRACTO The foregoing instrument was acknowledged before me this The foregoing instru ent was acknoy 2'S day of _ ��L 20 11 by � day of / who i to T_ L��gQd!7� N wh me or who has produced as me or who has produced $2500, the ap . ant must be delivered the person ist be pos�ssted at the job site of such notice, the edged before me this ,o,( , 20 L\ , by naiiy identification and who did takes oath. identification who di t ke an o h. NOTARY PU LIC: NOTARY PU I r 1 ,I Sign: /� Sign: r. MICHEL SPINOSA MY COMMIS N #GG222809 Print: MICHELLE ESPIZA-C' Print: ` RFC nnnv29'2022 MY COMMISSION #GG222 9 Fa Seal: Bonded through 1st State Insurance M!VEXPIRES MAY 29, 2022 Seal: Bonded through 1st State Insurance as ************************************y******t*************************************************************** APPROVED BY ° GT Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR / ARCHITECT Permit N. efty- ' i - i 13' Owner's Name (Fee Simple Title Holder): Owner's Address: 41 qq NE R2 st City: M IoMt ,ShnU S Phone #: L State : TL- Zip Code; Job Address (Of where work is being done): Al G 4 K)F— Cj2- 5Sf City: Miami Shores State:—Florida Zip Coder 3 13 S Contractor's Company Name: rnzPhone #: Address: City: State: Zip Code: Qualifier's Name: Lic. Number: Architect/ Engineer of Record Name: Address: City: State: Describe Work: liU wcYY►m%!)!i :�,CmL i>1S tct hca() Phone #: Zip Code: 1 hereby certify that the work has been abandoned and/or the contractor/architect is unable or unwilling to complete the contract. I hold the Building Official and the POUami Shores harmless of all legal involvement. Signatuir _ Signature ner or Agent o Contractor or Architect The foregoing i ument was aknowlledged before1me The foregoing instrument was aknowledged before me this _ day of ,20 ,by Lj O t%C:6r J this day of , 20 by Who is personally known to me or woo' as produced who is personally known to me or who has produced Notary Pu Sign: Seal: as indentification. as indentification. Notary Public: Sign: Bonded through 1stbtate Insurance I Seal: September 30, 2019 From: Rey Whitehorn Lana Srur 1199 NE 92 Street Miami Shore, FL. 33138 Permit # BPP -4-18-1134 To: Florida Pool Patio c/o Claudio Valero 4655 SW 71 Ave Miami, Fl. 33155 Please accept this as notice of change of contractor. We will be hiring another pool contractor to handle the final inspection due to your lack of handling the matter. Sincerely, Rey Whitehorn USPS TRACKNG # 9590 9402 5405 9189 6573 06 United States Postal Service First -Class Mail Postage & Fees Paid 111111 USPS Permit No. G-10 • Sender: Please print your name, address, and ZIP+4® in this box* )till I! III IIIJ1i111till I!1111111111111111111111111i11iIII fill f11, ■ Complete items 1, 2, and 3. ■ Print your name and address on the reverse so that we can return the card to you. ■ Attach this card to the back of the mailpiece, ` or on the front if space permits. 1 1. Article Addressed to: p , CY'1�GM\ I �� 33\S5 A. Signatur X 13 Agent f ❑ Addressee B. Receiv d by (Printed Name) C. Date of Delivery D. Is delivery address different from item 12LUj Yes If YES, enter delivery address below'"❑,; No 3. Service Type ❑ Priority Mail Express® ❑ Adult Signature ❑Registered MaiITM II I IIIIII I'I I'I I IIII I I I IIIIIII II I II I I I I II I III 9590 9402 5405 9189 6573 06 0 Adult Signature Restricted Delivery ❑ Certified Mail® ❑ Certified Mail Restricted Delivery 0 Collect on Delivery ❑ Collect on Delivery Restricted Delivery n 1— .-d Mail 500;11 Restricted Delivery 0 Registered Mail Restricted Delivery O Return Receipt for Merchandise 0 Signature ConfirmationTM ❑ Signature Confirmation Restricted Delivery s2. Article Number (Transfer from service label) .-- 7 019 1120 0000 015 0 8960 PS Form 3811, July 2015 PSN 7530-02-000-9053 Domestic Return Receipt ED Domestic Only Ir rD •Tjc Mi0pr O 117 Certified Mail Fee c , Ja �! O $ % tj Extra ServiOeS & Fees (check hmy add tee . ) C ❑ Return Receipt (hardcopy) $-- O ❑ Return Recelpt (electronic) $ I I -III 1 ED ❑ Certified Mall Restricted DeRmy $ d f�i .fl fi i C3 ❑ Adult Signature Required $ !- ❑ Adult Signature Restricted DO" $ O ru Postage • s -' r�-1 Total Postage and F to c F(Qfk •- 1 4 In ----= -- 111055 5'.1 i I A vsZ YX44--------------------------------------------------- cnt�ln, . 33�SS Certified Mail service provides the following benefits: ■ A receipt (this portion of the Certified Mall label), for an electronic return receipt, see a retail ■ A unique identifier for your mailplece. associate for assistance. To receive a duplicate ■ Electronic verification of delivery or attempted return receipt for no additional fee, present this delivery. USPS® -postmarked Certified Mail receipt to the ■ A record of delivery (Including the recipient's retail associate. signature) that is retained by the Postal Service - for a specified period. Important Reminders; ■ You may purchase Certified Mail service with First -Class Mails, Rrst-Class Package Services, or Priority Mails service. ■ Certified Mail service is notavailable for Intemabonal mail. ■ Insurance coverage is notavailable for purchase with Certified Mail service, However, the purchase of Certified Mail service does not change the insurance coverage automatically included with certain Priority Mail hems. ■ For an additional fee, and with a proper endorsement on the mailpiece, you may request the following services: - Return receipt service, which provides a record of delivery (including the recipient's signature). You can request a hardcopy return receipt or an electronic version. For a hardcopy return receipt, complete PS Form 3811, Domestic Return Receiphattach PS Form 3811 to your mailpiece; Restricted delivery service, which provides delivery to the addressee specified by name, or to the addressee's authorized agent. Adult signature service, which requires the signee to be at least 21 years of age (not available at retail). Adult signature restricted delivery service, which requires the signee to be at least 21 years of age and provides delivery to the addressee specified by name, or to the addressee's authorized agent (not available at retail). ■ To ensure that your Certified Mail receipt is accepted as legal proof of mailing, it should bear a USPS postmark. If you would like a postmark on this Certified Mail receipt, please present your Certified Mail item at a Post Office' for postmarking. If you don't need a postmark on this Certified Mail receipt, detach the barcoded portion of this label, affix it to the mailpiece, apply appropriate postage, and deposit the mailpiece. IMPOIITAIYT: Save this receipt for your records. PS Form 3800, April 2015 (Reverse) PSN 7530-02-000-9047 Permit No. BPP -4-1$-1134 Permit Type: Pools/Ullhirlpools/Hot Tubs erlI I Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 6/18/2018 1 Expiration: 12/1512018 Project Address Parcel Number Applicant 1199 NE 92 Street 1132050270330 Miami Shores, FL Block: Lot: REY WHITEHORN REY WHITEHORN 1199 NE 92 Street MIAMI SHORES FL 33138- 1199 NE 92 Street MIAMI SHORES FL 33138 - Contractors) Phone Cell Phone FLORIDA POOL PATIO CORP (305)815-0181 roved: In Review Amount iments: Miami Shores Village Approved:: In Review 10050 N.E. 2nd Avenue NE Denied: $15.00 Miami Shores, FL 33138-0000 Occupancy: Phone: (305)795-2204 tORIDA �sification: Residential Permit No. BPP -4-1$-1134 Permit Type: Pools/Ullhirlpools/Hot Tubs erlI I Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 6/18/2018 1 Expiration: 12/1512018 Project Address Parcel Number Applicant 1199 NE 92 Street 1132050270330 Miami Shores, FL Block: Lot: REY WHITEHORN REY WHITEHORN 1199 NE 92 Street MIAMI SHORES FL 33138- 1199 NE 92 Street MIAMI SHORES FL 33138 - Contractors) Phone Cell Phone FLORIDA POOL PATIO CORP (305)815-0181 roved: In Review Amount iments: $500.00 Approved:: In Review $12.00 Denied: $15.00 of Work: Swimming Pool Occupancy: itional Info: NEW SWIMMING POOL AND SPA Bond Return �sification: Residential Scanning: 6 Fees Due Amount Bond Type - Contractors Bond $500.00 CCF $12.00 CO/CC Fee $15.00 DBPR Fee $9.00 DCA Fee $6.00 Education Surcharge $4.00 P&Z Review Fee $35.00 P&Z Review Fee $35.00 Permit Fee $600.00 Plan Review Fee (Engineer) $45.00 Plan Review Fee (Engineer) $45.00 Scanning Fee $18.00 Technology Fee $16.00 Total: $1,340.00 Phone Cell (954)612-8850 Valuation: $ 20,000.00 Total Sq Feet: 491 Pay Date Pay Type Amt Paid Amt Due Invoice # BPP -4-18-67345 06/18/2018 Credit Card $ 1,240.00 $ 100.00 04/30/2018 Credit Card $ 100.00 $ 0.00 Bond #: 3799 Avauaoie inspections: Inspection Type: Fence Final Pool Deck Wall Steel Review Electrical Review Planning Review Planning Review Plumbing Review Structural Review Structural Review Building Review Building Review Mechanical 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. June 18, 2018 Authorized Signature: Owner / Applicant / Contractor / Agent Building Department Copy une its, 7450 Griffin Road, Suite 140 Davie, FI. 33314 Tel: 954-584-6115 Fax: 954-584-2862 E-mail: ppeana@soilprobe.net _Soilprobe Enpneemg-&-Testing-Inc.— January 12, 2018 Lana Srur • • • • 1199 NE 92"d Street • Miami Shores, FL 33138 •••;•• ••:• ••••:• RE: Subsurface Investigation ... • . . • • • • • • • • • Proposed Swimming Poo • • • • • • .... . . ..... 1199 NE 92"d Street . . •• •• •••• . •••••• Miami Shores, FL 33138 . . . . ...... In accordance with your request and authorization, Soilprobe Engineering-&: Testing, -Inc. leas • •: completed subsurface exploration and geotechnical studies at the above referenced proj'ftt•site. We explored the general subsurface conditions in order to evaluate their suitability for supporting the anticipated construction, and to provide recommendations for site preparation and foundation design. Our work included standard penetration test (SPT) boring and engineering analyses. This report describes our explorations and tests, reports their findings, and presents our recommendations developed from the investigation. Our report has been prepared specifically for this project. It is intended for the exclusive use of Lana Srur, her representatives, and/or assigns. Our work has used methods and procedures consistent with local foundation engineering practices. No other warranty, expressed or implied, is made. We do not guarantee project performance in any respect, only that our work meets normal standards of professional care. It is in our understanding that the proposed construction will consist of an in -ground swimming pool located at the west backyard area of property. For the purpose of our evaluation we have assumed that the swimming pool structure will be constructed of reinforced concrete (pneumatically placed) supported by deep foundation system comprising piles, grade beams and/or pile caps. Geotechnical recommendations presented in this report are based on the available project information, proposed locations and the assumed data described in this report. If any of the noted information is incorrect, please inform this office, so that we may amend the recommendations presented in this report as appropriate. The subsurface conditions at the site were explored with two (2) engineering borings advanced to depths of 16 and 22 feet below existing ground surface. Our representatives selected test locations in the field as shown in the attached soil logs. Due to limited access at the backyard area, the tests were conducted using a portable drill rig. Samples of the in place materials were recovered at frequent intervals with a standard 24 inches split barrel sampler driven into the ground with a 140 -pound hammer falling 30 inches. Lana Srur 1199 NE 92nd Street January 12, 2018 Page 2 of 4 This work was performed on January 4, 2018 following closely the procedures recommended in ASTM Method D-1586. Detailed subsurface conditions encountered at the locations and depths explored are presented in the attached logs. Our drillers examined the soil recovered from the SPT sampler and maintained soil logs. Soil samples were inspected and classified with the Unified Soil Classification Systtm:;USCS,I..... Classifications of soils and other pertinent data obtained from our exploration and•test are repot on the -; attached boring logs. Soil stratification shown on the boring log is based on exardl aM n of rMMered sd'ir"" samples and drillers interpretation in the field. It indicates only the approximate llq"daries hetwQen scab • • • types. The actual transitions between the adjacent soil strata may be gradual and indi66rict. '. •'.: ..... ...... .... ..... .. ... ....... Groundwater measured at the time of test was found at a depth of 2.50 feet elow prevairing grade. • Fluctuations in groundwater level should be anticipated throughout the year due io Selonal.variations jA ..:. rainfall, drainage, tidal fluctuations in the bay and other factors. The groundwater level measured at the � • • time of test is not intended to define a limit or ensure that future seasonal fluctMtiohs in. J?Wadwat;r ' levels will not vary from this level. We recommend that the Contractor determine the actual water table at the time of the construction to determine groundwater impact on his construction procedures. Standard penetration test revealed from grade, to depths varying from 3.00 to 3.50 feet, a layer of gravelly sand fill. Below this layer, the soil consisted of a buried deposit of dark muck and peat with a thickness of approximately 5.50 feet. From 9.00 feet and extending to the borings final exploration depths, the tests revealed pale tan, soft to medium hard, sandy limestone. Based on our observations, result of boring tests, evaluation of the existing soil conditions, and considering the depth of buried muck layer and high groundwater level, we recommend that the proposed swimming pool to be supported by deep foundation system consisting of piles, grade beams and/or pile caps. The piles we recommend for this site shall be as follows: Auger Cast Piles (ACP) : The piles shall be installed through the gravelly fill, muck and peat layers and penetrates into sandy sandstone formation to sufficient depths to provide the required bearing capacity. We further recommend the minimum depths of installation for 14 -in. diameter auger cast piles, required to achieve design -bearing capacity to be, as follows: Depth: Bearing Capacity Bearing Capacity Compression Tension 22 feet 25 tons 12 tons The above estimated depths shall be referenced to existing ground elevations at the time of field work which appeared to be approximately existing street level. These depths shall be adjusted as necessary if ground elevations are changed by placing and removing soils. Lana Srur 1199 NE 92nd Street January 12, 2018 Page 3 of 4 Concrete shall consist of portland cement grout mixture with a minimum compressive strength of 5,000 PSI at 28 days. It is suggested that each pile be reinforced with a minimum 4#5, 22 feet in length with #3 ties placed at 12 inches o/c. However, the structural engineer of the project shall design the pile reinforcing based on the loads to be imposed. .... A geotechnical inspector who will verify the compliance with the above requirements shalPuoafitor pile.... installation. The first 2 piles (test piles) shall be installed under the supervision otwjeotechnicgiengineer •; at locations to be selected in the field. Following the installation of these piles'; IdMite crlfMa will lie established for the installation of the remaining piles, which will include groi44iVg ratio ULnd pile ttp ... elevation. However, no piles shall have the tip elevation at depths less than specified above..7ki actual* depths should be expected to vary on depending on the drilling conditions encoufif*ttt during iiftgWlaticit: • - . 00 0000.. of the piles and some piles may require deeper installation. Furthermore, the pi 7s Mould be 00mstalled in •. accordance with the attached Specifications for Auger -Cast -in -Place Piles Installatiort.: .00.00 Steel pin piles. As an alternate to ACP are the steel pin piles consisting of minimum 4.00 -in. O.D. SCH 80 hot dipped galvanized steel pipe as per ASTM A-153. The piles shall be capped at bottom end and shall be driven to refusal in a vertical straight line using hydraulic hammer such as Stanley MB Series (or equal) with a minimum weight of 450 lbs and a impact force of 550 ft - lb. (745 J) in order to achieve a compression bearing capacity of 8 -ton. Helical -piers. Helical -piers consisting of steel plates (10"-12" helices) and shaft configuration can provide and adequate bearing support for the proposed construction. The shaft and plate(s) shall be hydraulically augured into the ground, and the amount of torque measured (min. 7.500 ft - lb) to develop the required bearing capacity. We estimate that using Chance Helical Piers, HS Pipe Shaft, 3-1/2" OD, SCH 80 (or equal) installed at the required driving torque of min. 7,500 ft -lb, the achieved bearing capacity shall be 15 tons compression and 5.00 tons tension respectively. The installation shall be performed in accordance with manufacturer specification A.B. Chance Company Technical Manual (or equal). The steel pins or helical piers specified above shall have a very limited lateral load capacity and when required, shall be derived from battered piles installed in conjunction with vertical piles. Any modification to the above -recommended procedures should be approved by Soilprobe Engineering &Testing, Inc. Further, in order to verify compliance with these specifications and document construction, procedures used and actual conditions encountered we recommend that experienced geotechnical personnel observe pile installation operation. Based on our familiarity with the project, knowledge of subsurface conditions and the intent of the design, we suggest that Soilprobe Engineering & Testing, Inc. be retained to inspect full-time pile installation operations. This office does not accept any responsibility for any conditions that deviate from those described in this report, nor for the performance of the structures if not engaged to provide construction observation, testing and certification for this project. Lana Srur 1199 NE 92 Street January 12, 2018 Page 4 of 4 Until provisions for permanent support have been made, all excavations shall be properly guarded and protected so as to prevent them from becoming dangerous to life and property and shall be sheet piled, braced and/or shored, where necessary, to prevent the adjoining earth from caving in; such protection to be provided by the person causing the excavation to be made. All excavation shall comply with the minimum requirements of Florida Statute 553.60, "Trench Safety Act" and 29-1926-650„ $jbpart P "Occupational Safety and Health Administration Excavation Safety Act". No excavation for arl�i eurpose?.... shall extend within 1'-0" of the angle of repose of any soil bearing footings or fftn4ations Mess such •, footings or foundation is first properly underpinned or protected against settlement.* • • • see* 0000' .....s Due to the fact that soils are generally, naturally deposited materials under variablesconditi©ts.,lit mush • • be understood that major subsurface discontinuity may occur within short distAAW:It is AnItRely thdf''' • the tests used for this investigation revealed all subsurface conditions. Our ofVi;p:ages not vYarrant jr**::* imply that the data collected on our log of borings are indicative of the subsurface fiaturez; except tha ..:. locations where borings were taken. If unusual or variant conditions are foupd pving eonstr6ctio0,,,,: please notify this office for further evaluation and recommendation. 00' sees'. ' .. It has been a pleasure to perform this investigation for you and we hope that you will call on us if we may be of further service. ENGINEERING & TESTING, INC. PE # 37334 Log of Borings Appendix SPT Specifications for ACP Specifications for Pin Piles and Helical Piers LOG OF BORING TYPE of SAMPLE: JOB #: Sheet: 1 of 1 Boring: 1 Date: 1/5/18 0-10 Loose CLIENT: Lana Srur Date started: 1/04/18 PROJECT: 1199 NE 92nd St. Miami Shores, FL 33138 Date completed: 1/04/18 LOCATION: See attached location sketch (27' N and 8' East of house back door entry) Driller (s): PP/DM 4-8 Medium Stiff S.T. — Shelby tube 30-50 Dense 8-15 Stif S.S. — Sample Spoon 50+ Very dense DESCRIPTION: CA z _ c Soil type, color, texture, and consistency. Notes on drilling conditions. 0.00 0'-0" Dark sand, roots 2 3 1'-0 1.00 6 20 Crushed rock 0000 3 z.00 2 _ — 2'-0> • • .••• 0000•0 •• 0.00 • 2 0000•• •••. .00.00 • 3.00 4 14 3'-0" ...... ...... 2 .... .... ..... . . ...... .... ..... 4.00 1 5.00 2 12 ...... . • Dark grey muck ***see 1 6.00 • • • • • • • • 0000•• •• • 1 70° 2 18 1 8.00 - 1 2 9.00 7 24 8'-6" Dark gravelly sand 5 7 10.00 9'-6" 7 8 1100 16 24 8 8 12.00 Grey sandy soft limestone 9 8 13.00 17 24 9 10 14.00 9 10 15.00 21 24 11 1 1 16.00 16'-0" End of test 16'-0" 17.00 18.00 19.00 20.00 TYPE of SAMPLE: Cohesionless Densty:CDohesive Consistency: D — disturbed (2) — Penetrometer 0-10 Loose 0-4 Soft U.L.- Undist. Liner 10-30 Medium 4-8 Medium Stiff S.T. — Shelby tube 30-50 Dense 8-15 Stif S.S. — Sample Spoon 50+ Very dense 15-30 Very Stiff. 30+ Hard 140 Lb. WT. Hammer x 30" fall on 2" sampler C. — Rock Core LOG OF BORING TYPE of SAMPLE: JOB #: Sheet: 1 of 2 D — disturbed (2) — Penetrometer Boring: 2 Date: 1/5/18 CLIENT: Lana Srur Date started: 1/04/18 PROJECT: 1199 NE 92nd St. Miami Shores, FL 33138 Date completed: 1/04/18 LOCATION: Approx. 15' N of NW corner of existing house Driller (s): PP/DM c S.T. — Shelby tube 30-50 Dense a> s S.S. — Sample Spoon x N o DESCRIPTION: CA z> U a Y c Soil type, color, texture, and consistency. .V Notes on drilling conditions. 0.00 0'-0" Dark sand, roots 2 2 01-V ' °° 5 20 3 4009 zoo 5 ' • • ••99 4444•• Tan, reddish gravelly sand • .. .... 5 5 2'-6" 4444•• 4444 .4444• 3.00 8 22 •44••• • • • 3 -6 •... .. .. ..... .....• .... ..... 4.00 2 2 4 18 Dark grey muck ' ...... 5.00 2 . . . . ...... 6.00 • • • • • •• •• • 2 6'-6" .. . . 2 700 4 20 Brown peat 2 4 8.00 3 4 9.00 10 24 9'-0°, 6 10.00 9 Dark gravelly sand 11.00 6 25 24 11'-0„ 10 12.00 9 12 13.00 33 24 21 23 14.00 16 15.00 l0 24 24 Grey sandy and porous limestone 8 16.00 7 8 1700 15 24 7 7 18.00 6 9 1900 1 7 24 s 20°-0°° 20.00 7 TYPE of SAMPLE: Cohesionless Densty:CDohesive Consistency: 140 Lb. WT. Hammer x 30" fall on 2" sampler D — disturbed (2) — Penetrometer 0-10 Loose 0-4 Soft U.L.- Undist. Liner 10-30 Medium 4-8 Medium Stiff S.T. — Shelby tube 30-50 Dense 8-15 Stiff S.S. — Sample Spoon 50+ Very dense 15-30 Very Stiff. C. — Rock Core 30+ Hard LOG OF BORING TYPE of SAMPLE: JOB #: Sheet: 2 of 2 Boring: 2 Date: 1/5/18 CLIENT: Lana Srur Date started: 1/04/18 PROJECT: 1199 NE 92nd St. Miami Shores, FL 33138 Date completed: 1/04/18 LOCATION: Approx. 15' N of NW corner of existing house Driller (s): PP/DM c -Q CU r" A ° . "" °� �O Z > ° _ V c > rn DESCRIPTION: Soil type, color, texture, and consistency. Notes on drilling conditions. 15-30 Very Stiff. C. — Rock Core 0.00 20'-0" 221-0"•• Grey sandy and porous limestone .... • • •.•• •••••• •••• • End of test 22'-0" •,,..•. •.;. ..•.;. •••• •• •• ••••• •••••• •••• ••••• •• •• •••• •••••• • • • • •••••• • • • • • 8 17 24 1.00 8 9 2.00 10 3.00 4.00 5.00 6.00 7,00 8.00 9.00 10,00 11.00 12.00 13.00 14.00 15.00 16.00 17.00 18.00 19.00 20.00 TYPE of SAMPLE: Cohesionless Densty:CDohesive Consistency: 140 Lb. WT. Hammer x 30" fall on 2" sampler D — disturbed (2) — Penetrometer 0-10 Loose 0-4 Soft U.L.- Undist. Liner 10-30 Medium 4-8 Medium Stiff S.T. — Shelby tube 30-50 Dense 8-15 Stiff S.S. — Sample Spoon 50+ Very dense 15-30 Very Stiff. C. — Rock Core 30+ Hard • 7450 Griffin Road # 140 • Davie, Fl. 33314 Tel: 954-584-6115 • Fax: 954-584-2862 E-mail: ppeana(asoilnrobe.net So*obe1Mgm*eL=*g & Testing, Inc. APPENDIX "A" SUBSURFACE EXPLORATION INFORMATION Our borings describe subsurface conditions only at the locations drilled and at the time drilled. They provijll6'ttti'• information about subsurface conditions below the bottom of the boreholes. At locations not expjdrpd, subMilate • • • • ; • conditions that differ from those observed in the borings may exist and should be anticipated." ......... ...... The groundwater depth shown on our boring logs is the water level the driller(s) observed in::: 6:ehole whee it was drilled. These water levels may have been influenced by the drilling procedures. An accurst® determination of • • groundwater level requires long-term observation of suitable monitoring wells. The absence of ngroundwatet level • • • • • on certain logs indicates that no groundwater data is available. It does not mean that no grood j tft: will > e • • • 00:0 • • • encountered at that boring location. • • • • • • • • • • • • • • Standard Penetration Test Borings ; ....;. ..•.•. . . The Standard Penetration Test (SPT) is a widely accepted method of testing foundation in place. The N -value • • • •••••• • obtained from the test has been correlated empirically with various soil properties. These empirical correlations allow satisfactory estimates to be made of how the soil is likely to behave when subjected to foundation loads. Tests are usually performed in the boreholes at intervals of five feet. In addition, our Firm performs tests continuously in the interval directly below the expected foundation -bearing grade where the soil will be most highly stressed. Boreholes where SPT will be performed are drilled with a truck mounted SIMCO 2800 drill -rig. The boreholes are advanced by rotary drilling with a winged bit that makes a hole about seven inches in diameter. After the borehole has been advanced to the depth where a SPT will be performed, the soil sampler used to run the test is attached the end of drill rods and lowered to the bottom of the borehole. The testing procedure used conforms closely to the methods recommended in ASTM D-1586. The sampler has a split -barrel 24 inches long and an outside diameter of 2.0 inches. It is driven into the ground below the bottom of the borehole using a hammer that weights 140 pounds and falls freely 30 inches. The driller records the number of hammer blows needed to advance the sampler the second and third six-inch increments. The total number of blows required to advance the sampler the second and the third six-inch increments constitutes the test results; that is N -Value at the depth. The test is completed after the sampler has been driven not more than 24 inches or when refusal is encountered, whichever occurs first. Refusal occurs when 100 hammer blows advance the sampler six inches or less. After the test is completed, the sampler is removed from the borehole and opened. The driller examines and classifies the soil recovered by the sampler. He places representative soil specimen from each test in closed jars or plastic bags and takes them to our laboratory. In the laboratory, additional evaluations and tests are performed, if needed. Jar samples are retained in our laboratory for thirty days, then discarded unless our clients request otherwise. Hand Aug r Borings Hand auger borings are used if soil conditions are favorable, when the soil strata are to be determined within a shallow (approximately 6 feet) depth, or when access is not available for our truck -mounted or portable mounted drill -rigs. A three inches diameter hand bucket auger with a cutting head is simultaneously turned and pressed into the ground. The bucket auger is retrieved at approximately six inches increments and its content emptied for inspection. Sometimes posthole diggers are used, especially in the upper three feet or so. The soil samples obtained are described and representative samples put in jars or plastic bags and transported to the laboratory for further classification and testing, if necessary. GENERAL SPECIFICATIONS FOR AUGER -CAST PILES INSTALLATION WORK: • Contractor has to demonstrate, prior to the start of production piles, the dependability of the equipment, techniques, trained personnel and source of materials to install auger cast in place piles to the satisfaction of the Engineer. Materials: • Portland cement: ASTMC150 (type I, II, III, IP, and IS). • Grout Fluidizer: CRD -C619; • Water: Fresh, clean potable; • Aggregate: ASTM C404, Size No. 1 or Size No. 2; • Reinforcing Steel: ASTM A615, Grade 60; • Fine aggregate: ASTM C33; • High Strength Reinforcing Steel: ASTM A722, Type II, Thread Bar Type.6466 Mixing and Pumping: . •4446' 666666 • Grout shall be a mixture of Portland cement, fly ash, retarder, fluidizer, sand and w&tr p?oportio4el•dnd mixed'tQ produce a mortar capable of maintaining the solids in suspension without appreciabkOt4T& gain'2t"which nTJ?be pumped without difficulty and fill open voids in the adjacent soils. A design mix witnefflif1ming strength test w": shall be submitted to the project structural engineer for approval, prior to installation ofedit piles. .6 6 : 6 ' • w • •• 6• 66.6* Fluidizer shall be a compound possessing characteristics, which will increase the flow abiiiiy of the mixture. 6 • • Potable water can be added as necessary, just one time, to replace the fluidifier but fee thaA�V�plinutes.V(tgr6 batch time. • 466666 • If agitated continuously the grout may be held in the mixer for a period not exceedinJ2.5h4urs at,grout tempewtJ, below 70' F (20' C); two hours for temperatures from 70° F to 100° F (20 to 38°C). Do pot placal' grout when its* temperature exceeds 100°F (38°C). '.6' : so 6 000000 • Use a screen no larger than '/4 inch mesh between the mixer and pump to remove large particles, wh#& Alight clog the injection system. • Use a grout pump/system capable of developing a displacing pressure at the pump of 350 PSI (2.4 Mpa), equipped with a pressure gauge and counter to accurately monitor the pressure of the grout flow. Test and calibrate the equipment prior the start of each day of production piles. • The concrete pump shall be calibrated on each day of production by counting the number of strokes necessary to fill a 55 gallons drum. The volume of grout per lineal foot of pile shall exceed the theoretical pile volume with a minimum grout factor (i.e. actual grout volume divided by theoretical grout volume) of 1.30. Also calibrate the equipment any time the Engineer suspects that the grout pump performance has changed. Testing Cement Grout: • Make four (4) cubes, 2 by 2 inches each, or 3 -in by 6 -in. cylinders for each 50 yd or less grout placed, per day of pile placement. The engineer will test two cubes (cylinders) at seven days and two cubes at 28 days. The minimum required strength would be specified on the plans. When a cement grout acceptance strength test falls more than 10% below the .specified minimum strength, whichever is less deviation from the specified minimum strength, perform one of the following: - Remove and replace the LOT of concrete in question at no additional cost; - Submit a structural analysis performed by a Specialty Engineer. If the results of the analysis indicate adequate strength to serve the intended purpose with adequate durability, the concrete may remain in place. Otherwise, remove and replace the LOT of concrete in question at no additional cost. Pile Installation: • Locate the piles as shown on the drawings. • Provide continuous auger flighting from the auger head to the top of the auger with no gaps or other breaks, uniform in diameter throughout its length, and of the diameter specified for the piles less a maximum of 3%. Provide augers with a distance between the flights of approximately half the diameter of the auger. • Construct piles of the length and diameter shown of the drawings or on the soil report. • The auger shall rotate during the withdrawal and shall be withdrawn in a steady continuous motion. Grouting shall be performed in a continuos operation during extraction of the auger. The pumping pressure shall be measured and shall be maintained high enough at all times to offset the hydrostatic and lateral earth pressures, and preventing hole collapse. Carry a head of at least 5 feet of grout above the injection point around the perimeter of the auger to displace and remove any loose material from the hole. Maintain positive rotations of the auger at least until placement of the grout. • Once the grout head has been established, reduce the speed of rotation of the auger and commence extraction at a rate consistent with the pump discharge. Maintain extraction at a steady rate to prevent a locked -in auger, necking of the pile, or a substantially reduced pile section. Grout should start flowing out of the hole when the cutting head is within 5 feet of the ground surface. Place a total volume of grout of at least 115% of the theoretical volume for each pile. Page 1 of 2 • If grout pumping and/or auger retrieval operations are stopped or interrupted (or loss of concrete pressure occurs) at any time during the formation of a given pile, the borehole is to be re-augered and the pile formed anew. • If the concrete level in any piles drops, the pile shall be rejected and replaced. However, some subsidence of fresh grout may occur in the top of the piles. We anticipate that subsidence will occur within a period of approximately two hours following the grouting operation. If subsidence occurs while the pile grout is in a fluid state, we recommend that the pile be immediately filled with fresh grout to the proper cut-off elevation. A grout subsidence of up to 8 inches shall be considered acceptable. • Piles shall be installed in a sequence so that the grout in adjacent piles have had time to set such adjacent piles are not disturbed. Piles shall not be installed within 4 pile diameters, or 5 feet center to center, of a pile installed within the previous 24 hours. • Furnish and install the reinforcing steel and anchoring bolts as shown in the approved structural drawings. Use reinforcing steel that is without kinks or nonspecified bends, free of mud, oil or other coatings that could adversely affect the bond. The reinforcing steel (cages) should be positioned concentrically within the piles shaft. All the reinforcement steel should be fitted with min. one installation spacer at its lower tip to assure its qpjVing. If there is difficulty in placing the reinforcement steel in any pile, the pile shall be re-drilled aiid replaced.'....' *0000* • If refusal or obstruction is encountered at a given location at depths less than specified iatAie geotechnical.peport, the pile shall be abandoned, replaced or predrilled (using appropriate drilling equipment) upvn•aMoval oft;* engineew...:. Construction Tolerances: • • • • • • 0000.. • Locate piles as shown on the drawings, or as otherwise directed by the Engineer. Lacafe I ie centel~s to :n accdracy df f3 inches. 0000 00 00 000000 � 00 • _ Ensure that the top of pile cut-off elevation is within an accuracy of f3 inches of the *I*a eTe vationv " *0:00 • The vertical alignment of the piling should not deviate from the plumb by more than.'/,#j::4 of the Pot hei ht for a 1 inches pile. .. • � ... % 6• •9•• . Unacceptable Piles: 0 • • Repair or replace unacceptable piles, as directed by the engineer. • • . • . 0000.. • Unacceptable piles are defined as piles that fail for any reason, including but no limited to the folful itig: Piles placed out of position, piles with reduced cross section, contaminated grout, lack of grout consolidation or deficient grout strength; and piles with reinforcement and other components cast or placed into the fluid grout out of position. Auger Cast Piles Installation Plan: • At the preconstruction conference, but no later than 30 days before auger cast piles construction begins, submit an auger cast pile installation plan for approval by the engineer. • Provide the following detailed information on the plan: - Name and experience record of auger cast pile superintendent or foreman in responsible charge of auger cast pile operations. Place a person in responsible charge of day-to-day auger cast pile operations who possesses satisfactory prior experience constructing shafts similar to those described. - List and size of the proposed equipment, including cranes, augers, and concrete pumps including details of proposed pump calibration procedures. - Details of pile installation methods. - A certified surveying plan with the piles cut-off elevations and a fixed benchmark. - Other information shown in the plans or requested by the engineer. Inspection and record: • The engineer will monitor the pile installation. Maintain records of each pile installed showing: - Piles ID and location; - Drilling time; - Pile Penetration; - Pile tip elevation; - Ground elevation; - Pile diameter; - Theoretical quantity of grout required; - Grouting time; - Quantity of grout placed (yd3 ); - Grout truck time of arrival to the site and batch time; - Slump test results; - All other pertinent data relative to the pile installation. Page 2 of 2 AUGER CAST - IN - PLACE INSTALLATION SPECIFICATIONS STEEL PIN PILES INSTALLATION (DRIVEN PILE FOUNDATIONS) SPECIFICATION Scope The work under this specification consists of the materials and installation required for the construction of impact and vibratory driven steel foundation piles. Location and Alignment Tolerances The piles shall be driven in the positions shown on the plans or as approved by the Engineer. The maximum tolerances allowed are specified in the drawings. Any pile out of center or plumb beyond the tolerances specified shall be removed and replaced at the Subcontractor's expense. •••• Quality Assurance • 0000 • • • •. • The driven pile foundation Subcontractor shall be experienced in installing piles similar in material, de*ign,.and extent k"cated • for this project, whose work has resulted in a history of successful in-service performance. 000000 0 0: • • 0 0 a • :. Delivery, Storage and Handling.. •. , ; • • • • The handling, transportation, and storage of piles shall be done in a manner that avoids damage to the pilOg mate%Ij.%(:(ding and unloading of materials could be done by crane, loader, or other appropriate hoisting or lifting egjt444i� Care sl"be taken 9606* 0*:*** in order to prevent damage to the surface of galvanized piling. Fabric slings, wood blocking, or otbe; %�lttved m%V�s1 shall be used to support and separate galvanized piling when handling, hauling, or storage. Piling on whi4.t�galvanized coating has 000000 • been damaged shall be replaced or repaired by metalizing in conformance to ASTM A780, or as dete:trintd py the engineer. Project Conditions • • • ... •.. The Subcontractor, generally shall exercise care and protect structures, underground utilities, and other' construction trorntamage cause by pile driving (for additional information and/or responsibilities of piling contractor see construction contract documents). In addition, the Subcontractor is responsible for evaluating and implementing the information provided in the geotechnical report prepared for the project. Design Modifications Where piles are installed that exceed the specified tolerances for location or plumbness, the foundation design will be analyzed and if necessary redesigned by the Engineer. The costs for analysis, redesign and remediation shall be the responsibility of the Subcontractor. Additional piles and pile modifications necessitated by redesign shall be furnished and installed at no additional cost to the Owner. Submittals Installation Plan: The Subcontractor shall submit a detailed description of the major equipment and construction procedures proposed to Engineer for review. Product data: For each type of pile product, accessory, and paint/galvanization indicated. Shop drawings: Show installation details for piles, including driving points, splices, field -cut holes, etc. Indicate welds by standard AWS Symbols, distinguishing between shop and field welds, and show size, length, and type of each weld. If required, include arrangement of static pile reaction frame, test and anchor piles, equipment, and instrumentation. Submit structural analysis data signed and sealed by the Professional Engineer responsible for their preparation. If used, submit concrete design mixes, qualification data, material test reports, and material certification. Reports: Driving record of each pile, pile location plumbness, welding inspection report(s) and static pile test reports (if required). Hammer: Include type, make, maximum rated energy, and rated energy per blow of hammer; weight of striking part of hammer; weight of drive cap; details, type, and structural properties of hammer cushion; and details of follower and jetting equipment (if used). Welding certificates: Qualification of welding procedures, welders, and operators. PRODUCTS: Materials The Contractor shall provide the steel pipe piles with the following specifications: longitudinally welded and seamless steel pipe piles, constant in cross section, 3.5 or 4.0 inches in outside diameter (OD), and conforming to ASTM A500/EN 10219-1/2 and ASTM 252 Grade 3 (46 ksi). Surface protection is required and is galvanized by the hot -dip method in accordance with ASTM A123/EN ISO 1461. Page 1 of 3 Equipment Pile Hammer: Air, hydraulic, or diesel powered type capable of developing the ultimate pile capacity and penetration indicated considering length and weight of pile and character of subsurface conditions anticipated. If driving with a vibratory hammer, verify pile resistance by driving them with an impact hammer of suitable energy. Hammer Cushions and Driving Caps: Between hammer and top of pile, provide a hammer cushion and steel driving cap recommended by hammer manufacturer for pile type. Leads: use fixed or rigid -type pile driver leads that will hold the full length of the pile firmly I position and in axial alignment with the hammer. Approvals of Equipment All pile driving equipment, methods of driving, and procedures to be used by the Subcontractor shall be approved by the Engineer before any driving is started. Approval of the pile driving equipment will be based on whether the piles ca; Ve*dsiving with reasonable effort to the ordered lengths without damage. Prerequisite to such approval, the Suboontracter shall sugmit to the Engineer the necessary pile driving equipment information for review in a timely manner so as not io diAipt the w'pPMrid/or affect production schedule. The Subcontractor will be notified of acceptance or rejection of the reviscd'piVCTriving ?Y%fe?n within ""• • 7 calendar days of the Engineer's receipt of the information. """ • • If the Engineer deems that either pile damage or inability to drive the pile to the desired d1s}?tfi• will resu?P frtth the • • • • Subcontractor's proposed equipment or methods, the Subcontractor shall modify or replace the prol?M:8 nthods p? t4lipment • • • • • or may need to drive test pile(s) at his expense until subsequent analysis by the Engineer indicates thAthepiles can be ?ehsonably • • • • • driven to the desired depths without damage. The Engineer will notify the Subcontractor of the a(ttp1ge1e or rejection of the revised pile driving system within 3 calendar days of the receipt of the revised information. • • • . . • ..: • During Pile driving operations, no changes to the approved equipment will be permitted wit;mA the En inees's.written permission. The Engineer will give notification of approval or rejection within seven calendar days of receiving tli fPN*OTime required for resubmission and review of a Subcontractor's equipment change request is not a basis for a contract time extension request unless the Engineer does not respond in seven calendar days. EXECUTION General A Registered Professional Land Surveyor or Registered Professional Civil Engineer shall establish initial lines and levels and staking of pile locations prior to pile driving and upon completion shall submit to the Engineer actual pile locations with respect to the planned pile locations and the plumbness of piles. Driving Drive piles as specified with approved pile driving equipment to the required penetration depth and to the required normal pile bearing resistance as shown or specified. Preboring Use auguring, wet -rotary drilling or other methods of preboring only when specified or with written approval by the Engineer, when permitted, prebore holes at pile locations and to the depths shown or directed. Make prebored holes smaller than the diameter or diagonal of the pile cross section, but sufficient to allow penetration of the pile to the specified depth. If subsurface obstruction, such as cobbles, buried debris, boulders or rock layers, are encountered during pile driving, the hole diameter may be increase to the least dimension which is adequate for pile installation. The use of reinforced section (spud) to loosen the subsurface material at pile locations will not be permitted unless otherwise approved by the Engineer. Perform preboring in a manner that will not impair the bearing or lateral capacity of the piles already in place or the safety of existing adjacent structures. When it is determined that preboring has disturbed the load bearing resistances or previously installed piles, restore those piles that have been disturbed to conditions meeting the requirements of this specification by redriving or by other acceptable methods. The Subcontractor shall be responsible for the costs of any necessary remedial measures unless the preboring method was specifically included in the Contract Documents and properly executed by the Subcontractor. Damaged or Defective piles Approval of a pile hammer shall not relieve the Contractor of responsibility for piles damaged from misalignment of the leads, inadequacy of cap block or cushion materials, failure of splices, malfunctioning of the pile hammer or other improper construction methods. In addition, piles driven out of their proper location, or driven below cut-off elevation, shall be corrected by the Subcontractor, without added compensation by a method approved by the Engineer to be excessive, will not be permitted. Page 2 of 3 Piles damaged during installation will be considered unsatisfactory unless the nominal bearing resistance is proved by load tests performed by the Subcontractor. If such tests indicate inadequate resistance, take corrective measures, such as the use of damaged piles at reduced resistance, installation of additional piles, strengthening of damaged piles, or replacement of damaged piles or as determined by the Engineer. Cut-off Lengths Cut off the tops of all permanent piles square and smooth at the elevation shown or as directed by the Engineer. All cut-off piles become the property of the Subcontractor. With approval, undamaged cutoffs may be used as pile extensions or welded together to form full length piles. Splices 0000 • . 0000 0000•. Splicing shall be done in accordance with the following and as per details shown on the plans or provitet by the Engin�e'r* '. •0.000 00•0 0000•. The butting ends of the driven pile and its extension shall be cut square to give reasonable bearing beiw'e'entlie mating su%faces. 00001* . • . • 0 • • • The butting surface of the extension piece shall be beveled to facilitate a full penetration butt weld. Bath -tip rings supRied by the • • � • • • Subcontractor shall be installed symmetrically inside the driven pile and shall be spot welded to the plit : • •; 000000 ••••• 00 00 00.0 000000 Before welding over previously deposited metal, the slag shall be cleaned off. This requirement shar*,45:"o successive layers, • • to successive beads, and to the cratered area when welding is resumed after any interruption. • • . *000:0 0000•. Steel pile cutoffs welded together, whether pile extensions or full length, shall not vary from a straight One :nore thai46 mm in 6 :""0 m (1/4 inch in 20 feet) measured along any edge of the pile. ' 0 •' 0 0 Test Piles When specified or required, furnish and drive test piles at the locations and to the lengths directed. All test piles shall be of the kind and size similar to the permanent foundation piles unless otherwise directed. Drive all test piles with approved pile driving equipment. The specified length of test piles will be greater than the estimated length of production piles to provided for variation in soil conditions. Drive test piles using driving equipment identical to that which the Subcontractor proposes to use on the production piling. Drive test piles to or below the required minimum tip elevation and to a hammer blow count established by the Engineer. Allow test piles which do not attain the hammer blow count specified at the minimum tip elevation shown to "set up" for 24 hours, or less if directed, before being redriven. If the tops of test piles reach plan grade without attaining the required pile bearing resistance, splice them and drive until the required bearing resistance or penetration is attained. Perform static load tests on the test piles when specified or required. Conduct static load tests in accordance to ASTM D 1143 (Axial Compressive Static Load Test), ASTM D 3689 (Axial Tension Static Load Test), and ASTM D 3966 (Lateral Load Test) using the quick load test method to plunging failure or the capacity of the loading system. The above specifications are provided as a guide. The Engineer of Record should modify these specifications to suit the work involved for a particular project and site conditions. Page 3 of 3 GENERAL SPECIFICATIONS FOR HELIX PIER The following specifications are provided as a guide. The engineer of record should modify these specifications to suit the work involved for a particular project and the site conditions. GUIDELINE SPECIFICATIONS FOR HELIX PIER INSTALLATION 1. SCOPE: This item pertains to the installation of helix piers at the locations shown on the Plans or staked by the owner or General Contractor. These specifications and the Plans shall be used in conjunction with a standard contract to procure the work. 2. ACCESS: Owner/General Contractor will provide for right of entry of Helix Pier Contractor, all necessary personnel, and equipment for conducting the helix pier installation work. Owner or General Contractor will remove and replace any structures, utilities, pavements, landscaping and other improvements in the work area to facilitate helix pier installation. Reasonable care shall be exercised by Helix Pier Contractor to avoid damage to existing structures, utilities, pavements, landscaping and other improvements during the course of the helix pier installation work. 3. UTILITIES: Owner/General Contractor will locate all underground structures and utilities. Any such underground structures and utilities in the nearby areas of the helix pier installations will be clearly marked prior to helix pier installation work. No helix pier shall be installed within a horizontal distance from a utility or underground structure if that distance is equal to or less than half the depth of the utility itself. 4. SAFETY: In accordance with generally accepted construction practices, the Helix Pier Contractor shall conduct construction operations in such a manner as to assure maximum safety of persons and property in the immediate vicinity of helix pier installation work. Helix Pier Contractor shall provide and utilize hard hats, safety glasses, steel toe boots and other safety clothing or equipment in accordance with General Contractor's safety plan and OSHA Standards. 5. INSURANCE: the Helix Pier Contractor shall obtain and maintain general liability insurance to the limits described in the Owner's contract and adequate Workmen's Compensation Insurance as prescribed by the Workmen's Compensation Act. This insurance shall cover all of the Helix Pier Contractor's personnel on site at anytime. 6. CAPACITY: Design loads shown on the Plans include a Minimum Factor of Safety of 2 and should be used to determine the required ultimate capacity of the helix piers. Helix Pier capacity is dependent on the geometric configuration of the helix pier selected, the strength of the steel helical bearing plate(s) and, "htib. subsurface conditions, and the torque .applied during installafitV Manufacturer's recommendations should e lbe followad 0000... 0000 .. .. regarding the torque and be..i. g capacity�relationst dor the particular helix pier ,je.1jited. The ratio of regt9it1w; ultimate helical blades •sJVJ.•not e%died. he uJgTaJe subsurface material beariiag.Fqp4city prgviogd by th;.194s Engineer.' ' • .. .. ,... 0000.0 0.000. 0 0 7. MATERIALS: Ho�lix pier sha1L be round or.sgwigo, o shaft and have the requirod number of:lielicai blades so as, to provide for adequate loaelcarnymg capacity. The strengN of the helical bearing plates, connectiors•14 hub shall be sufficient to support the design loads specified on the Plans. Helix Piers shall be protected from corrosion by galvanizing or other suitable means. The helix pier hubs may be required to resist bending moments due to buckling and lateral loads. In addition, the connection between the helix pier and the structure may be required to resist lateral loads as specified by the Structural Engineer. The Helix pier hubs and connections shall have a minimum structural section modulus as specified on the Plans. The Helix Pier connections shall be in-line, straight and rigid. Helix Pier shall be hot dipped galvanized for corrosion resistance. 8. INSTALLATION: Constant downward pressure shall be applied while screwing helix piers into the ground. The pressure applied shall be sufficient to ensure that, during each revolution, the helix pier progresses downward a distance equal to the blade pitch. Rate of helix pier rotation shall not exceed 20 revolutions per minute. Helix Pier shall be advanced until the required torque is achieved to accommodate the required ultimate capacity. Helix Pier shall be installed as close to vertical as possible. If multiple helices are used on a single helix pier, the required torque shall be maintained or exceeded for a distance of helix pier advancement of at least the aggregate total spacing between helices. For example, if a helix pier is used with three blades separated by two (2) feet from each other, than the helix pier shall be advanced a total of 4 feet while maintaining or exceeding the required torque. If swelling soils are a concern, the helix pier blades shall be extended a minimum of 10 feet below the deepest part of the structure or to a depth as specified by the Soil Engineer. No helical blades are allowed within ten (10) feet from the deepest part of the structure, unless allowed by the Soils Engineer. Also if swelling soils are a concern, the helix piers shall be advanced at least three (3) feet once the required torque is achieved. 9. CONNECTIONS: All helix pier connections shall be securely hand tightened. All helix pier components including the hub, cap and top bracket shall be isolated from touching any concrete reinforcing bars or other metal objects. 10. MODIFICATIONS: field welding, if required, shall be in accordance with the "Code for Welding in Building Construction" of the American Welding Society. Cutting of manufactured helix pier blades is prohibited and shall not be performed without first consulting the Structural Engineer. 11. INSPECTION: INSTALLATION OF HELIX PIER SHALL BE OBSERVED BY A REPRESENTATIVE inspector of a professional Soils or Structural Engineer firm to verify the depth and installation torque. The Helix Pier Contractor shall notify Inspector at least 24 hours prior to installation work. The Inspector shall observe the installation and document the helix Pier HELIX -PIER INSTALATION SPECIFICATIONS Contractor's method and materials used. The Inspector shall maintain a record of depth and torque readings. The Helix Pier Contractor shall provide the Inspector with recent calibration information for the instrument used to measure torque. 12. DRAINAGE: The General Contractor shall provide proper site drainage in the area of all installed helix piers at all times during and after construction. Proper site drainage shall conduct surface water runoff away from the structure and helix piers. If expansive soils are a concern, irrigation system shall not discharge within five (5) feet of an installed helix pier. 13. CLEANLINESS: Immediate upon completion of the work, the Helix Pier Contractor sha44W4nove any and all equipment, tools, buikling.material*. cuMish, WVVVA materials, concrete forms,*wOofher mateviii6belonging.fo him or used under his direo4wo..Also ding the workp96 site occupied by the Helixf4vCoontractor %nd his materials, stockpiles shall be kept ig"?ft onablj•stgte:of orcer arid: cleanliness. • • • • • • • • .... 0000.. 0000 00000 0000..00 • . . . . 0000.. 0000.. 0 0 . 0 0000.. 00 0 00 0 0 0 . . .. . BUILDING PERMIT APPLICATION Miami Shores Village Building Department 100SO N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING ❑ ELECTRIC ❑ ROOFING /r PR 3 201 FBC 20 '11 bt% Master Permit No. V�P a 1i34 Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS /� om, JOB ADDRESS: It qc- �� v 1 tY City: Miami Shores County: Miami Dade c2 Zip:3�y Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): � ��0 1 Phone#: -I'uQ -� q.6,2-0 Address: k� as t4C C0-- City: State: ( - Zip: J 13 3 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: �lt�J�CtG !%0CD` Vrl (_ � 1 Phone#: 3M- F1 S_—M I Address: r,I22 City: ' l aYY1 i State: zip:aJ b Qualifier Name: �Akx) ) (7 Phone#: WS -sly-01g, State Certification or Registration #: �C- �� Certificate of Competency M DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ �� • 0 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration New❑ Repair/Replace ❑ Demolition t. � Description of Work: j �J�J� �Y�rY1�l� :1 yoo\11 -Qy-"d �p� Specify color of color thru tile: Submittal Fee$ 1 Permit Fee $ � CCF $ ' 2 ' C3 CO/CC $ Jr Scanning Fee $ Q v - Radon Fee $ 0z) DBPR $ 00 Notarys'6 Technology Fee $ ( (O • C10 Training/Education Fee $ CX1 Double Fee $ 0 Structural Reviews $ a Lf Bond $ 5W. a -;: -"*-z. ��' 00 X Z TOTAL FEE NOW DUE $ -=�4k) - 00 (Revised02/24/2014) r, 2-40 • 0_�) 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 oro a reinspection fee will be charge Signatu OWNER or AGENT The foregoirlg�"instrument was acknowledged before me this 1 day of AJ? Y`' I .20 by f[ who is personally known to me or who has produced b -CW -,,P— as identification and who did take an oath. NOTARY PUBLIC: Sign: 04J Print: ,L10 ( fly, M�i1 Seal NADINE AGUAS MY COMMISSION # GG090407 APPROVED BY (Revised02/24/2014) d. Signature CONTRACTOR The foregoing instrument was acknowledged before me this Zl day of h PY 1 20 / d by da0d lO 4r-Iky�-Q who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: UL Print: t\UAup V . Seal: - �'"°" NADINE AGUAS MY COMMISSION # GG090407 37 Plans Examiner Structural Review ************ Zoning Clerk Property Search Application - Miami -Dade County Page 1 of 1 OFFICE . Summary Report Property Information Folio: 11-3205-027-0330 Property Address: 1199 NE 92 ST Miami Shores, FL 33138-2934 Owner LANA SRUR REY WHITEHORN Mailing Address 1199 NE 92 ST MIAMI SHORES, FL 33138 USA PA Primary Zone 1100 SGL FAMILY - 2301-2500 SQ Primary Land Use 0101 RESIDENTIAL -SINGLE FAMILY: 1 UNIT Beds / Baths / Half 3/2/0 Floors 1 Living Units 1 Actual Area 2,118 Sq.Ft Living Area 1,782 Sq.Ft Adjusted Area 1,940 Sq.Ft Lot Size 9,375 Sq.Ft Year Built 1956 Assessment Information Year 2017 2016; 2015 Land Value $337,500 $314,2501 $285,750 Building Value $150,777 $151,902 $153,027 XF Value $210 $213 $172 Market Value $488,487 $466,365 $438,949 Assessed Value $488,487 $466,365 $438,949 Benefits Information 2017 Benefit Type 2017 2016 2015 Homestead Exemption $25,000 $25,000 $415,865 Second Homestead Exemption $25,000 $25,000 $25,500 Widow Exemption $463,487 $500 $438,949 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). Generated On : 4/30/2018 Taxable Value Information 2017 2016 2015 County Exemption Value $50,000 $50,500 $0 Taxable Value 1 $438,487 $415,865 $438,949 School Board Exemption Value $25,000 $25,500 $0 Taxable Value $463,487 $440,865 $438,949 City Exemption Value $50,000 $50,500 $0 Taxable Value $438,487 $415,865 $438,949 Regional Exemption Value $50,000 $50,500 $0 Taxable Value $438,487 $415,865 _ $438,949 Sales Information Previous OR Book - Sale Price PageQualification Description 06/27/2016 $575,000 30138-0009 Qual by exam of deed 06/10/2014 $100 29492-4924 Corrective, tax or QCD; min consideration 11/30/2011 $391,250 27913-1142 Qual by exam of deed 04/01/1998 1$210,000 18087-1858 Sales which are qualified The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at hftp://www.miamidade.gov/info/disclaimer.asp Version: https://www.miamidade.gov/propertysearch/ 4/30/2018 Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 NOTICE OF REQUIREMENTS RESIDENTIAL SWIMMING POOL, SPA AND HOT TUB SAFETY ACT I (We) acknowled a that a new swimming pool, spa or hot tub will be constructed or installed at 1\G►2 NE 2 Cg Miami Shores, FL, and hereby affirm that one of the following methods will be used to meet the requirements of Chapter 515, Florida Statues and the Florida Building Code R4101.17. Please initial the method(s) to be used: The pool will be equipped with an approved safety pool cover that complies with ASTM F1346-91. (Submit Manufacturer's Specifications). A continuous, one-piece (child) barrier meeting the requirements of Florida Building Code R4101.17.1.15 will protect the pool perimeter. The plans shall show the fence location and method of attachment, including one end that shall not be removable without the aid of tools. (Submit Manufacturer's Specifications). X A combination of non -dwelling walls and fences (screen enclosure, child fence, masonry fence walls, chain link or wood fence, etc.) will protect the pool perimeter. The plans must specify the type and location of all non dwelling walls. Florida Building Code, R4101.17.1 Any combination of protection which incorporates dwelling walls with openings directly into the pool perimeter and all windows and doors will be equipped with exit alarms complying with Florida Building Code, R4101.17.1.9 (Submit Manufacturer's Specifications). Any combination of protection which incorporates dwelling walls with openings directly into the pool perimeter and all doors will be equipped with a self -latching device with positive mechanical latching/locking installed a min. 54" above the threshold. If this option is selected, submit plans showing all types and location of all perimeter protection. The plans must also show the location and type of all openings, and the hardware type for each location. (Submit Manufacturer's Specifications). In accordance with the Code, the pool may not be filled with water without compliance with the Private Swimming Pool Safety Requirements, and upon expiration of the permit, the pool shall be presumed to be unsafe. I understand that not having one of the above installed will constitute a violation of Chapter 515, F.S ., an d will be considered as committing a misdemeanor of the second degree, punishable as in Section 775.082 or Section 775. 83 F.S . This form must be sign by the owned the prime contractor. o R'S SIGNATURE AND DATE 01 `.9�I�" o i 1,4CONTRACTOR'S NAME (PLEASE PRINT) OWNE 'S NAME (PLEASE PRINT) NOTARY PUBLIC NOTARY PUBLIC GO N R W o a) p g ryu Z 0 J k f i N� .'44i- Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RESTRICTIVE COVENANT PROTECTIVE POOL ENCLOSURE KNOW ALL MEN BY THESE PRESENTS: WHEREAS, the undersigned'4q ��'�`t�Nwr\ is/are the fee simple owner(s) of the following described property situated and being in Miami Shores Village, Florida: Address: Wk k ��- 51 �2mn �� I> 1 3S Whereas, the undersigned owner(s) desire to utilize said Lot(s) as a single building site, and the undersigned owner(s) do(es) hereby declare and agree as follows: I. That the property will not be used in violation of any ordinances of Miami Shores Village or Miami -Dade County now in effect or hereinafter enacted. ll. That the purpose of the covenant is to induce Miami Shores Village to issue a permit for a pool where the required enclosure is not on the subject property where the pool is located. III. That if any of our adjoining neighbors remove any portion of their fence or wall, or if our/my property shall fail to meet code requirements for pool barriers, we, as owners will immediately installs a protective enclosure to meet code requirements and will obtain a permit for such fence. IV. That, I/we, as owner(s) hold Miami Shores Village harmless for any negligence or injury that results from not having the enclosure. V. If enclosure belongs to said property, I agree to maintain & or replace said enclosure in the event that is damaged or removed by any case. NOW, THEREOF, for good and valuable consideration, the undersigned do(es) hereby declare that he/she will not convey or cause to be conveyed the title to the above property without requiring the successor in title to abide by al! terms and conditions set forth herein. FURTHER, the undersigned declare(s) that this covenant is intended and shall constitute a restrictive covenant concerning the use, enjoyment and title to the above property and shall constitute a covenant running with the land and shall be binding upon the undersigned, his/her successors and assigns and may onlype released by Miami Shores Village, or its successors, in acc rdance of said Village then in effect. 7 NER SIGN INT SIGN & PRINT I Hereby Certify that on this day personally appeared before me �kv�v-'--\ and has produced ID # ' as identification and he/she acknowledge that he/she executed the foregoing, freely and voluntarily, for purposes there in expressed. SWORN TO AND SUBSCRIBED before me on this _day of &:Pvi 20 t'0Z '1,0 ludd S3bIdX3 "E . %000saoo # NOlssiwYV03Aw �' NOTARY PUBLIC STATE OF FLORIDA (Revised 05/22iiPmflv 3NIGVN _�-�� N Abd,• Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 SWIMMING POOL OWNER'S CERTIFICATION Date_2'1 8 Miami Shores Village Building & Zoning Department Attention: Building Official I certify that I am the legal owner of the property described as (I)hi, located at 1161° �4 �l2 Sfi In accordance with Section 33-12(f), Code of Metropolitan Dade County, I certify that I understand and agree that the swimming pool to be constructed at the above address cannot be used or filled with water until separate permit has been obtained for an approved safety barrier, and such barrier erected, inspected and approved. I further understand that this certification, however, does not eliminate the need for obtaining a permit and erecting and approved barrier prior to final inspection and use of the pool. Legal Owner ix Note: This certification is to be submitted with a swimming pool permit application in duplicate. Mission: To protect, promote &irrprmethe health of all people in Florida through integrated state, oounty &a mnunitydbts. Florida Pool Patio 12241 SW 99 Street Miami, FL 33186 Vision: To be the Heakhiest State in the Nation May 08, 2018 RE: Modification to a Single Family Residence - No Bedroom Addition Application Document Number: AP1342015 Centrax Permit Number: 13 -SC -1843432 1199 NE 92 Street Miami, FL 33138 Dear Applicant, Rick Scott Governor Celeste Philip, MD, MPH State Surgeon General and Secretary This will acknowledge receipt of a floor plan and site plan on 04/30/2018 for the use of the existing onsite sewage treatment and disposal system located on the above referenced property. New Pool. No Objection Letter Issued by Loanis Gonzalez on 05/08/2018 This office has reviewed and verified the floor plan and site plan you submitted, for the proposed remodeling addition or modification to your single-family home. Based on the information you provided, the Health Department concludes that the proposed remodeling addition or modification is not adding a bedroom and that it does not appear to cover any part of the existing system or encroach on the required setback or unobstructed area. No existing system inspection or evaluation and assessment, or modification, replacement, or upgrade authorization is required. Because an inspection or evaluation of the existing septic system was not conducted, the Department cannot attest to the existing system's current condition, size, or adequacy to serve the proposed use. You may request a voluntary inspection and assessment of your system from a licensed septic tank contractor or plumber, or a person certified under section 381.0101, Florida Statutes. If you have any questions, please call our office at (305) 623-3500. Sin4Go Lo Engeineer Specialist II Department of Health in Dade County FloAda Daparbn"t of www.flar1dah"ML90v in Dade County • • , Florida TWITTER:HealthyFLA PHONE: (305) 623-3500 FACEBOOK:FLDepartmentofHealth YOUTUBE:Fldoh JOHN MARRA & ASSOCIATES, INC._ Professional Land Surveyors & Mappers WWW.IBARRALANDSURVEYORS.COM 777 N.W. 72nd AVENUE 1 2804 DEI_ PRADO BLVD SOUTH SUITE 3025 ,' SUITE NO 2.02 UNIT 1 MIAMI, FLORIDA 33126 CAPE CORAL, FL 33904 PH- (305) 2620400 Psi, (239) RAO -266n MAP OF BOUNDARY SURVEY 1199 NE 92ND STREET, MIAMI SHORES, FLORIDA 33138 (REV.2 3/21/2019) (REV.1 2/15/2019) LOT -4 I LOT -5 ewe BLOCK -2 BLOCK -2 BLOCK -2 F.I.R. 112.. S"�/ N 4'C.LF, co IF.I.R. 1/2" NO CAP O p NO CAP 75.00' U.P. 1.51'CL � b2$� •••• ••.•.• `t OVERHEAD WIRE •' • • • I TILE JACUZZY TILE • • •; • • • • • y , • � • Y • • Y 18.04' 25.77awl ?E •.•• •• ••••. • Nj POOL • • • • • O !• • • • V + 4'C.L.F 0 ��.t . • • •a�•s• • W • • TILE p �••� . • •• ;.•••: 10.18' c 31.35' o (B) POOL C.5. 0.20' N POM °� 5 90 FNCR. 23.60' Z) TIC LOT - 22 FENCE ONE STORY BLOCK - 2 A/C RES. # 1199 .- LOT - 20 �.vuI t M M BLOCK -2 0.24'CL BLOCK - 2 m O PLASTIC 0 PLASTIC FENCE 3 FENCE jb, 1 x.65' m m o +" 3.69` m P m 21 .20' 3.60. 10.14' M 10.1 1' 10.7' �. MAR 6 'ji)�9 ti m 2.05 C.B.W. 0 BY ASPHALT DRIVEWAY m r cv c� m CC➢ 75.0' 575.00' F.LR. 1/2" F.I.R. 112" 58922'45"E 75.00' �F.LR. I/2" B.C. NO CAP Nn NO CAP NO CAP F.LR. I/2" 0 o A5PH. 16' PWY. ASPH. NO CAP RETURN RETURN in Its 92ND ,S TREE ,'W' ;'-0Tf1! R1GNT-GF-WNAY GRAPHIC SCALE -20 0 10 20 --1 (IN FEET) 11NCH = 20 FEET ENCROACHMENT NOTES.- A. OTES:A. SOUTH SIDE OF THE SUBJECT PROPERTY, ASPHALT RETURNS ARE ENCROACHING INTO THE RIGHT OF WAY OF NE 92nd STREET B WEST SIDE OF THE SUBJECT PROPERTY. THE NEIGHBOR'S CHAIN LINK FENCE IS ENCROACHING INTO THE SUBJECT PROPERTY. VqS IE14) CUo? 00 NO. 6770 p 1 STATE OF tp tiq L LA�� LB#7'806 LEGAL DESCRIPTION: LOT 21, BLOCK 2, BAY LURE, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 44, PAGE 63, OF THE PUBLIC RECORDS OF MIAMI- DADE COUNTY, FLORIDA. CERTIFICATION: REY WHITEHORN. DRAWN BY: IT.. FIELD DATE: 12/12/2019 SURVEY NO: 116-002480-2 SHEET. 1 2 OF 2 Fit JOHN IRARRA & ASSOCIATES, INC. Professional Land Surveyors & Mappers W W W. 1BARRALANOSURVEYORS COM 777 N . 72ND AVENUE 4040 DEL. PRADO BLVD S SUITE 3025 SUITE 823 MIAMI, FL 33126 CAPE CORAL, FL 33904 PH: (305)262-0400 PH. (239)540-2660 Fe r -1115!262,0401 FAX: (239) 540-2644 • •LOCA*ncW SKETCH .. . SCALE =N.T.S. • • , • • • 60 • a • • • AIC • = AIR CONDITIONER PAID A.E. ANCHOR EASEMENT A.R.• Ql-(flLy(JUM ROOF • • A.S. UM SHED., • • • • ASP. =ASPHALT • B.C.• • •dLw*CORNER BLD4 = BUILDING • • • B.M. = BENCH MARK • • B.C.R. =BROWARD COUNTY? &-8RbS B.O.B. = BASIS OF BEARING B.S.L. = BUILDING SETBACK LINE (C) =CALCULATED C.B.=CATCH BASIN C.B.S. = CONCRETE BLOCK STRUCTURE C.B.W. =CONCRETE BLOCK WALL CH. -CHORD CH.B. = CHORD BEARING CH.L. = CHORD LENGTH CL. = CLEAR C.O. = CLEAN OUT C.L.F. =CHAIN LINK FENCE C.ME = CANAL MAINTENANCE EASEMENT CONC. = CONCRETE C.U.P. =CONCRETE UTILITYPOLE C.P.=CONCRETEPORCH C.S. =CONCRETE SLAB C.W. =CONCRETE WALK D.E. = DRAINAGE EASEMENT D.M.E. = DRAINAGE MAINTENANCE EASEMENT DRIVE =DRIVEWAY =DEGREES EB =ELECTRIC BOX VIEW OF SUBJECT PROPERTY 1199 NE 92ND STREET, MIAMI SHORES, FLORIDA 33138 LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY: • THERE MAYBE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY • THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCEAND FINANCING AND SHOULD NOT BE USED FOR CONSTRUCTION PURPOSES. • EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY. • THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD. • LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. • BOUNDARY SURVEY MEANS A DRAWING AND/ OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN ATA SHOWN SCALE AND/OR NOT TO SCALE, THE WALLS OR FENCES MAYBE EXAGGERATED FOR CLARITY PURPOSES. • EASEMENTS AS SHOWN ARE PER PLAT BOOK UNLESS DEPICTED OTHERWISE. • THE TERM "ENCROACHMENT MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. • ARCHITECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS, SETBACKS AND WILL BE RESPONSIBLE FOR SUBMITTING PLOT PLANS WITH CORRECT INFORMATION FOR APPROVAL FOR AUTHORIZATION" TO THE PROPER AUTHORITIES IN NEW CONSTRUCTION. • UNLESS OTHERWISE NOTED, THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING ANDIOR FOUNDATIONS. s FENCE OWNERSHIP NOT DETERMINED. . THIS PLAN OF SURVEY, HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED HEREON, THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. FLOOD ZONE INFORMATION: SURVEYORS CERTIFICATION: I HEREBY CERTIFY.• THIS "BOUNDARY SURVEY" OF THE PROPERTY DESCRIBED HEREON, HAS RECENTLY BEEN SURVEYED AND DRAWN UNDER MY SUPERVISION, AND COMPLIES WITH THE STANDARDS OF PRACTICE ASSET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 5J-17, FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027, FLORIDA STATUTES. BY 02/12/19 CARLOSIBARR'4 (DATE OF FIELDWORK) PROFESSIONAL LAND SURVEYOR N0.:6770 STATEOFFLORIDA (NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OFA FLORIDA LICENSED SURVEYOR AND MAPPER). REVISED ON: BY PERFORMING A SEARCH WITH THE LOCAL GOVERNING REVISED ON: MUNICIPALITY OR WWW.FEMA.GOV, THE PROPERTY APPEARS TO BE LOCATED IN ZONE AE (WITH A BASE FLOOD ELEVATION OF 8 FT). THIS PROPERTY WAS FOUND IN VILLAGE OF MIAMI SHORES, COMMUNITY NUMBER 120652, DATED 09/11/09. DRAWN BY: T. SURVEYOR'S NOTES: 1. IF SHOWN, BEARINGS ARE REFERRED TO AN ASSUMED MERIDIAN, BY FIELD DATE: 2/12/2019 SAID PLATIN THE DESCRIPTION OF THE PROPERTY, IF NOT, BEARINGS ARE THEN REFERRED TO COUNTY, TOWNSHIP MAPS. 2. THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. 3. CERTIFICATE OFAUTHORIZATION LB # 7806. SURVEY NO: 16-002480-2 SHEET: 1 OF 2 I s 1044 - NO. 6770 O O STATE OF LAW L8#7806 • • • • • • ABBREVIATIONS • • • • • GTP. = ELECTRIC TRANSFORMER PAD O.R.B. = OFFICIAL RECORDS BOOK T =TANGENT • • SLEV. = ELEVATION O.V H. -OVERHANG TB = TELEPHONE BOOTH • wVCR. =ENCROACHMENT PVMT. =PAVEMENT T.B.M.= TEMPORARYBENCHMARK F.H. =FIRE HYDRANT PL. -PLANTER T.U.E.= TECHNOLOGY UTILITY EASEMENT • f♦l. P. =FOUND IRON PIPE P.L. =PROPERTYLINE TSB = TRAFFIC SIGNAL BOX • • FI. R. • ••FEE. =FOUND IRON ROD P.C.C. = POINT OF COMPOUND CURVATURE T.S.P. = TRAFFIC SIGNAL POLE = FINISHED FLOOR ELEVATION P.C. = POINT OF CURVATURE TWP =TOWNSHIP F.N.D. = FOUND NAIL 8 DISK P.O.T. = POINT OF TANGENCY UTIL = UTILITY FT. =FEET P.O.C. = POINT OF COMMENCEMENT U.E. = UTILITY EASEMENT FNIP. = FEDERAL NATIONAL INSURANCE PROGRAM P.O.B. = POINT OF BEGINNING U.P. = UTILITY POLE F.N. =FOUND NAIL P.R.C. = POINT OF REVERSE CURVATURE W.M. =WATER METER H. = HIGH OR (HEIGHT) PWY = PARKWAY W.F. = WOOD FENCE IN. BEG. = INGRESS AND EGRESS EASEMENT P.R.M. = PERMANENT REFERENCE MONUMENT W.P. = WOOD PORCH I.C.V. = IRRIGATION CONTROL VALVE P.L.S. = PROFESSIONAL LAND SURVEYOR W.R. = WOOD ROOF I.F. =IRON FENCE P.P. =POWER POLE W.V. =WATER VALVE L.B. = LICENSED BUSINESS P.P.S. = POOL PUMP SLAB hl = MONUMENT LINE L.P = LIGHT POLE P.U.E. = PUBLIC UTILITY EASEMENT fL = CENTER LINE L.F.E. = LOWEST FLOOR ELEVATION (R) = RECORD DISTANCE = DELTA L.M.E. = LAKE MAINTENANCE EASEMENT R.R. =RAILROAD ' =MINUTES RES. =RESIDENCE (M) = MEASURED DISTANCE RAN =RIGHT-OF-WAY LEGEND M.B. = MAIL BOX RAD. = RADIUS OR RADIAL M.D.C.R.= MIAMI DADE COUNTY RECORDS RGE. =RANGE -- = OVERHEAD UTILITY LINES M.E. = MAINTENANCE EASEMENT R.O.E. = ROOF OVERHANG EASEMENT -------- = CONCRETE BLOCK WALL M.H. =MANHOLE SEC. =SECTION =CHAWLINKFENCE N.A.P. = NOT A PART OF STY. =STORY - IRON FENCE NGVD = NATIONAL GEODETIC VERTICAL DATUM SWR. = SIDEWALK =WOOD FENCE N.T.S. NOT TO SCALE S.I.P. =SET IRON PIPE — — — = BUILDING SETBACK LINE # OR NO. = NUMBER S = SOUTH — — — — =UTILITY EASEMENT OSS =OFFSET S.P. =SCREENED PORCH ------- = LIMITED ACCESS RAN O.H. =OVERHEAD S. V. = SEWER VALVE = NON -VEHICULAR ACCESS RAN O.H.L. = OVERHEAD UTILITYLINES =SECONDS x 0.00 = EXISTING ELEVATIONS LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY: • THERE MAYBE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY • THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCEAND FINANCING AND SHOULD NOT BE USED FOR CONSTRUCTION PURPOSES. • EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY. • THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORD. • LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. • BOUNDARY SURVEY MEANS A DRAWING AND/ OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN ATA SHOWN SCALE AND/OR NOT TO SCALE, THE WALLS OR FENCES MAYBE EXAGGERATED FOR CLARITY PURPOSES. • EASEMENTS AS SHOWN ARE PER PLAT BOOK UNLESS DEPICTED OTHERWISE. • THE TERM "ENCROACHMENT MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. • ARCHITECTS SHALL VERIFY ZONING REGULATIONS, RESTRICTIONS, SETBACKS AND WILL BE RESPONSIBLE FOR SUBMITTING PLOT PLANS WITH CORRECT INFORMATION FOR APPROVAL FOR AUTHORIZATION" TO THE PROPER AUTHORITIES IN NEW CONSTRUCTION. • UNLESS OTHERWISE NOTED, THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING ANDIOR FOUNDATIONS. s FENCE OWNERSHIP NOT DETERMINED. . THIS PLAN OF SURVEY, HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED HEREON, THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. FLOOD ZONE INFORMATION: SURVEYORS CERTIFICATION: I HEREBY CERTIFY.• THIS "BOUNDARY SURVEY" OF THE PROPERTY DESCRIBED HEREON, HAS RECENTLY BEEN SURVEYED AND DRAWN UNDER MY SUPERVISION, AND COMPLIES WITH THE STANDARDS OF PRACTICE ASSET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER 5J-17, FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027, FLORIDA STATUTES. BY 02/12/19 CARLOSIBARR'4 (DATE OF FIELDWORK) PROFESSIONAL LAND SURVEYOR N0.:6770 STATEOFFLORIDA (NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OFA FLORIDA LICENSED SURVEYOR AND MAPPER). REVISED ON: BY PERFORMING A SEARCH WITH THE LOCAL GOVERNING REVISED ON: MUNICIPALITY OR WWW.FEMA.GOV, THE PROPERTY APPEARS TO BE LOCATED IN ZONE AE (WITH A BASE FLOOD ELEVATION OF 8 FT). THIS PROPERTY WAS FOUND IN VILLAGE OF MIAMI SHORES, COMMUNITY NUMBER 120652, DATED 09/11/09. DRAWN BY: T. SURVEYOR'S NOTES: 1. IF SHOWN, BEARINGS ARE REFERRED TO AN ASSUMED MERIDIAN, BY FIELD DATE: 2/12/2019 SAID PLATIN THE DESCRIPTION OF THE PROPERTY, IF NOT, BEARINGS ARE THEN REFERRED TO COUNTY, TOWNSHIP MAPS. 2. THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7500 FT. 3. CERTIFICATE OFAUTHORIZATION LB # 7806. SURVEY NO: 16-002480-2 SHEET: 1 OF 2 I s 1044 - NO. 6770 O O STATE OF LAW L8#7806