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WSW-17-2684 Y Lam ` � _._' _^ _ _.-__ \1111� � 3 � j?�/�//7. ///✓�� .� �� �� ,� } ��- w, wl r�'�. 4 , I + i . � , Ly _ .r �t� X � �� t U _ M1 j: = 4 � # z .� .e.. v Permit No. WSWA 1-17-2684 sHO1 s o,� Miami Shores Village Perm t Type:Retaining Walls/Seawalls 10050 N.E.2nd Avenue NE Pa r Im Work Classification.,Repair Miami Shores,FL 33138-0000 Permit Status:APPROVED Phone: (305)795-2204 FtORIOp' rssue Date.1212812017 Expiration: 06/18/2018 Project Address Parcel Number Applicant 1450 NE 101 Street 1132050240040 NATASHA GAIQUI 8 MARITZA G Miami Shores, FL Block: Lot: Owner Information Address Phone Cell NATASHA GAIQUI &MARITZA GAIQUI & FIRST UNION PO BOX 40062/C MOORE -- - -- - JACKSONVILLE FL 32231-0062 Contractor(s) Phone Cell Phone $ 70,000.00 Valuation: SOUTHERN MARINE CONSTRUCTION 305-861-2764 (305)613-6377 .......... a ....... Total Sq Feet: 102 Approved: In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Final Date Denied: Review Building Type of Work: REPLACE SEAWALL DAMAGED BY HURR Height: Review Building Length: Additional Info:REPLACE SEAWALL DAMAGED BY Review Structural Bond Return : Classification:Residential Review Structural Scanning:3 Review Structural Review Planning Fees Due Amount Pay Date Pay Type Amt Paid' Amt Due CCF $42.00 Invoice# WSW-11-17-65624 DBPR Fee $31.50 11/09/2017 Check#:38383 $200.00 $2,313.50 DCA Fee $21.00 Education Surcharge $14.00 12/20/2017 Check#:38494 $2,313.50 $0.00 Permit Fee $2,100.00 Plan Review Fee(Engineer) $120.00 Plan Review Fee(Engineer) $120.00 Scanning Fee $9.00 Technology Fee $56.00 Total: $2,513.50 In consideration of the issuance to me of this permit, I agree to perform the work rcovered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict c9pPrmity with the plans,drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting thiVzoniuthermo, r sponsibili y for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for MBING, HANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work. OWNERS Athat II a foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction authorize the above-named contractor to do the work stated. 4 December 20, 2017 Authori �epZritment 'Copy ignaOwner / Applicant / Contractor / Agent Date Buildin December 20,2017 1 r AMERICAN SOCIETY NATIONAL SOCIETY OF OF CIVIL ENGINEERS s PROFESSIONAL ENGINEER'c NATIONAL ACADEMY - FLORIDA ENGINEERING OF BUILDING INSPECTION CONSULTING ENGINEER SOCIETY ENGINEERS PROFESSIONAL BUILDING INSPECTION 12420 S.W. 75th AVE.,/MIAMI, FLORIDA 33156 TELEPHONE: (305)378-1244 Established 1976 2/26/2018 Village of Miami Shore Ref: 1450 N.E. 101st Street Building Department Miami Shores, Florida 10050 N.E. 2nd Avenue WSW-11-17-2684 Miami Shores, Florida 33138 Dear Building Official I, J.N. Sheingold, P.E.,having performed and approved the required inspections, hereby attest that to the best of my knowledge and belief, the pile installation complies with CMDC sect 8-22, FBC 2014, 5th Edition and with the permitted documents. you have any further questions or need any additional information,please do not hesitate to contact me directly. cerely: J. ingold, P.E. 21181 Pile Driving Log Proiect Address 1450 N.E. 101st Street Permit Number WSW-11-17-2684 Date 2/26/2018 Pile Hammer Weight 5000# Pile Capacity 25 Tons Drop Height 6-7 Feet Contractor Southern Marine Corp Engineer-of-Record J.N. Sheingold P.E. Pile No. Pile Size Pile Length No of Blows Penetration Comments (in) (ft) (3 ft) (ft) 1 12 24 9 13 Batter Pile 2 12 24 8 13 3 12 24 8 12 4 12 24 8 11 5 12 24 9 12.5 6 12 24 9 13 7 12 24 8 13.5 8 12 24 9 13.5 9 12 24 9 13 10 12 24 9 13 Batter Pile `6 Pile Driving Log Proiect Address 1450 N.E. 101st Street Permit Number WSW-11-17-2684 Date 2/26/2018 Pile Hammer Weight 5000# Pile Capacity 25 Tons Drop Height 6-7 Feet Contractor Southern Marine Corp Engineer-of-Record J.N. Sheingold P.E. Pile No. Pile Size Pile Length No of Blows Penetration Comments (in) (ft) (3 ft) (ft) 1 12 24 9 13 King Pile 2 12 24 8 10.5 3 12 24 8 12 4 12 24 8 13 5 12 24 9 12.5 6 12 24 9 13 7 12 24 8 13.5 8 12 24 9 13.5 9 12 24 9 13 10 12 24 9 13.5 11 12 24 9 13 King Pile Miami Shores Village RECEIVED Building Department g Novo 9 20» 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 �J+ C Tel:(305)795 2204 Fax:(305)756-8972 `J� moi-), t INSPECTION LINE PHONE NUMBER:(305)762-4949 S'f% FBC 2& BUILDING Master Permit No. ws V\J -L(-081A PERMIT APPLICATION Sub Permit No. WILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS 10B ADDRESS: /G" '-i D (V �7i I O I City: Miami Shores County: Miami Dade Zip: 3 Folio/Parcel#: I C 3rd 5- 0 2 0 0 V b Is the Building Historically Designated:Yes NO Occupancy Type: ,r� Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): VA-ft I z ��-I d tJ I Phone#: 0 S� 7 3 Z 9 I<0 Address: ,/4/ _�� City: 114, �� �L2�t, 'y State: Zip: Tenant/Lessee Name: ,4/,.g• Phone#:� qT U CONTRACTOR:Company Name: a'U Ik6er Q Vkrt4 r to (0,U 5.4-ruckoo)Phone#(1057 ` j(o Address: City: " 14'"A_l �-C..4 State: ` LO V-Lm Zip: Qualifier Name: k 39ri Phone#: State Certification or Registration#: t4 Certificate of Competency#: _'7 k 9O DESIGNER:Architect/ gine( 0 'e 5:4c 4 K1�6 Lr.I �� 1=. ZI I�+I Phone#: °S) 0o y n`� n � y Address L 2 'f Zd -� �57�� /�'� ►�V� City: t"� IASi State: L Zip: �b Value of Work for this Permit:$ ©OO. Square/Linear Footage of Work: It z Type of Work: ❑ Addition ❑ Alteration ❑ New Repair/Replace ❑ Demolition Description of Work: A-U- lam► ntrqed t-7> MIM i Za-i Fa Specify color of color thru tile: Submittal Fee$ Permit Fee$ 1 I oo•w CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ 011 TOTAL FEE NOW DUE$ ��3.51' (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address A _ City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State 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 absen of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature J Signature 0/ 1—'0 NER or AGENT ONTRACTOR The foregoing instrument was acknowledged before me this The foregoing nstrument was acknowledged before me this nn`�'Q days—of LA-;ro ��rt 20 1'7 by day of 04ft 20 17 by tY W f i+ZrA l •Rrt;,17Cli go is personally known to ��R� '�o�s t' who i personally know to me or who has produced I)TWR Y ( ((•tQ,i�&C as me or who has produced �/ as identification and who did take an oath. identification and who did take an oath. NOTARY PUB C: NOTARY PUBLI Sign: 1 Sign: Print: 0%nod" `A 6 Print: #0 Notary Public State of Florida Seal: Seal:; Lawrence Neil Wentworth Y Y PRIETO MY COMMISSION#FF 214031 ` My Commission FF 129461 +: +: or W Expires 06/2712018 P EXPIRES:March 25,2019 o-"O••` Bonded Thru Notary PIIMi Unde rs ******** ** ************************************ * ****** ***************** APPROVED BY l� Plans Examiner t Zoning Structural Review Clerk (Revised02/24/2014) 11/9/2017 Property Search Application-Miami-Dade County OFFICE ., Summary Report Generated On: 11/9/2017 Property Information -77s 1 e vim.Y m» Folio: 11-3205-024-0040 1450 NE 101 ST Property Address: Miami Shores,FL 33138-2613 MARITZA GAIQUI AS GAURDIAN Owner FOR } NASTASHA GAIQUI(WARD) BB&T AS GUARDIAN FOR Mailing Address 1200 BRICKELL AVE 11TH FL A, E " MIAMI,FL 33131 USA PA Primary Zone 1600 SGL FAMILY-3501-4000 SQ f r � Primary Land Use 0101 RESIDENTIAL-SINGLE � FAMILY: 1 UNIT ' Beds/Baths/Half 3/2/1 Floors 1 ` Living Units 1 Actual Area 3,974 Sq.Ft Taxable Value Information Living Area 3,691 Sq.Ft Adjusted Area 3,584 Sq.Ft 2017 2016 2015 Lot Size 12,351.6 Sq.Ft County Year Built 1954 Exemption Value $50,500 $50,500 $50,500 Taxable Value 1 $536,846 $524,766 $520,768 Assessment Information School Board Year 2017 2016 2015 Exemption Value $25,500 $25,500 $25,500 11 Land Value $1,574,315 $1,574,315 $1,457,699 Taxable Value $561,846 $549,766 $545,768 Building Value $376,320 $376,320 $376,320 City XF Value $20,388 $20,437 $14,564 Exemption Value $50,500 $50,500 $50,500 Market Value $1,971,023 $1,971,072 $1,848,583 Taxable Value 1 $536,846 $524,766 $520,768 Assessed Value $587,346 $575,266 $571,268 Regional Exemption Value $50,500 $50,500 $50,500 Benefits Information ITaxable Value $536,846 $524,766 $520,768 E Benefit =Type 2017 2016 2015 Save Our Homes Assessment Sales Information Ca Reduction $1,383,677 $1,395,806 $1,277,315 P Previous OR Book- Price Homestead Exemption $25,000 $25,000 $25,000 Sale Page Qualification Description Second Exemption $25,000 $25,000 $25,000 09/22/2013 $100 28846-3384 Corrective,tax or QCD;min Homestead consideration Civilian Disability Exemption $500 $500 $500 12/01/1988 $387,500 13934-1065 Sales which are qualified Note:Not all benefits are applicable to all Taxable Values(i.e.County,School Board,City,Regional). Short Legal Description MIAMI SHORES BAY PK ESTS AMD PB 56-86 LOT 8 BLK 1 LOT SIZE 102.930 X 120 OR 13934-1065 1288 1 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 http://www.miamidade.gov/info/discia!mer.asp ' a M IAM 1-DADE Miami-Dade County Department of Regulatory and Economic Resources Coastal and Wetlands Resources Section 701 N.W. 1st Court, 6th Floor Miami, FL 33136-3912 EMERGENCY AUTHORIZATION AND CLASS I PERMIT NO. CLI-2017-0437 APPLICANT NAME: Gaiqui PROJECT ADDRESS: 1450 Northeast 101st Street DATE: October 16, 2017 PROJECT MANAGER: Lindsay Elam Coastal and Wetlands Section Review: Issued By: Issue Date: Attachment A: Sketches - 3 Sheets Attachment B: Checklist Authorized Emergency Work • Removal of existing damaged seawall. • Installation of a new concrete seawall. • Installation of a new concrete seawall cap. • Installation of new concrete king piles and concrete batter piles. AN Page 1`of 3 (EME AUTH CLI-2017-0437) THIS AUTHORIZATION SHALL BE KEPT ONSITE DURING ALL PHASES OF WORK Department of Regulatory and Economic Resources M�AM�•�1A1�E Environmental Resources Management 701NW 1st Court,fish Floor Miami,, Florida 33136-3912 T 305-372-6567 F 305-372-6407 Carlos A. Gimenez, Mayor miamidade.gov October 16, 2017 Maritza Gaiqui as Gaurdian for CERTIFIED MAIL NO. 70141200000208285619 Natasha Gaiqui (ward) RETURN RECEIPT REQUESTED 1200 Brickell Avenue, 11�h Floor Miami, Florida 33131 Re: Class I Permit Application CLI-2017-0437: Gaiqui — Seawall replacement located at 1450 Northeast 101st Street, Miami Shores, Miami-Dade County, Florida. (Folio No. 11-3205-024-0040) Dear Ms. Gaiqui: Please accept this letter in response to your submittal of a Class I permit application for the above referenced property. DERM has completed an initial review of the proposed seawall replacement, which appears to be consistent with the provisions for emergency work as set forth in Section 24-20(4)(a) of the Code of Miami-Dade County. Please see the attached emergency authorization and conditions, and the attached checklist that identifies all items necessary to complete the Class I permit application. Should you have any questions concerning the above referenced application, please contact Coastal Resources at(305)372-6575 or dermcr@miamidade.gov. Sincerely, Coastal Resources cc: Southern Marine Construction—Authorized Agent(rrossi2@bellsouth.net) Robert Kirby—U.S. Army Corps of Engineers (Robert.J.Kirby@usace.army.m il) U.S. Army Corps of Engineers(seappls@usace.army.mil) Specific Conditions 1. By commencing the work authorized herein,the applicant and contractor agree to comply with all conditions of the emergency authorization and the applicant agrees to submit_2 complete Class I permit application within 6 months of the start of work, including all Items listed In Attachment B. Any questions or concerns relating to the required items or any other issues should be addressed with DERM staff, and if applicable, any revisions obtained from DERM in writing, prior to the start of work. 2. A statement of acknowledgment as the contractor of record for the work authorized herein shall be submitted directly from the contractor of record to DERM and shall include the contractor's name, address, telephone number, State of Florida or Miami-Dade County license number, DERM Class I permit application number, and description of the scope of work subject to the emergency authorization. This information is required to be provided a minimum of 2 and a maximum of 5 business days prior to the start of work, and may not be submitted through a third party. 3. All work shall be performed in accordance with the drawings approved by DERM and attached hereto (Attachment A), and in accordance with the conditions of the Emergency Authorization. Any activities requiring a Class I permit that are not specifically listed as "Authorized Emergency Work"are prohibited. i 4. All activities shall be conducted so as not to cause pollution or result in adverse impacts to the environment, including but not limited to impacts to marine fauna, the submerged bottom, water quality, mangroves, seagrasses and other marine resources. All activities shall be conducted using best management practices to prevent the release of any pollutants or debris to the JI environment and to prevent impacts to State or County water quality standards. For any Impacts caused by the construction or operation of the structurestfacility, DERM shall require, at a minimum,restoration and mitigation. 5. Unless specifically listed as "Authorized Emergency Work" or exempt pursuant to Sections 403.9321-403.9334 F.S.,trimming or alteration of mangroves is prohibited. 6. Representatives of DERM shall be notified immediately in the event of impacts to tidal waters, of any impacts to natural resources, or any spills or water quality standard exceedance. Any adverse impacts determined to have occurred shall be required to be mitigated to DERM's satisfaction. 7. The repair or replacement of legal structures is limited to their original location and dimensions and in accordance with the sketches in Attachment A. 8. The wetface of any new or replacement seawall shall be located a maximum of 1 foot waterward of the location of the wetface of the existing or previously existing seawall prior to the collapse or damage occurring. 9. The contractor and applicant are advised that the reclamation of property lost as a result of seawall failure and the excavation or use of benthic substrate as backfill landward of the seawall Is strictly prohibited unless specifically listed in the "Authorized Emergency Work". Excavation at or landward of the original seawall to accommodate the placement of a new seawall is allowed pursuant to this authorization. Any excavation waterward of a new seawall shall constitute a violation of this authorization. 10. Mitigation is required to compensate for water quality impacts associated with the seawall replacement, and is calculated based on the length of the new seawall. In order to extend the life of the seawall and provide habitat for a variety of invertebrates and protective cover for small fish, 102 cubic yards of riprap boulders are required to be placed on-site to offset impacts to resources and to create new habitat. Riprap may not exceed 8 feet waterward of the wetface of the new Page 2 of 3 (EME AUTH CLI-2017-0437) THIS AUTHORIZATION SHALL BE KEPT ONSITE DURING ALL PHASES OF WORK seawall, and shall be placed at a minimum 2 horizontal to 1 vertical slope. A mitigation bond in the amount listed in Attachment B will be requested prior to permit issuance. 11. The contractor shall submit receipts or weight tickets for the riprap that is placed on-site. This condition shall be satisfied within 30 days of the completion of the seawall. 12. The installation of fenders, davits, mooring whips, cleats, or any hardware to facilitate the mooring of vessels along the seawall is prohibited unless specified in the"Authorized Emergency Work". 13. If the project involves construction, replacement, or repair of a seawall, the new seawall cap shall be a minimum of 6 inches above the final grade of the immediately adjacent uplands. In order to prevent positive drainage of stormwater into the waterway, all uplands immediately adjacent to the seawall cap shall be sloped away from the waterway. 14. This emergency authorization does not eliminate the necessity to obtain any required federal, state, and local authorizations prior to the start of any activity approved by this emergency authorization. In the event that any agency requires removal or relocation of the work authorized herein,a review by DERM is required, and a new authorization and/or permit modification may be required. 15. This emergency authorization does not convey to the applicant or create in the applicant any property right or privilege,or any interest in real property, nor does it authorize any entrance upon or activities on property which is not owned or controlled by the applicant In the event that any structure authorized hereunder is determined by a final adjudication issued by a court of competent jurisdiction to encroach on or interfere with adjacent riparian rights, the applicant agrees to either obtain written consent for the offending structure from the affected riparian owner or to remove the interference. i 16. Emergency authorizations Issued pursuant to Section 24-20(4) are temporary in nature and may be suspended or revoked by the Director or the Director's designee in the event of noncompliance with the conditions, limitations, or restrictions of the emergency authorization or non-compliance with the provisions of Chapter 24. The Issuance of an emergency authorization, the decision of the Director or the Director's designee to issue an emergency authorization, the suspension or revocation of an emergency authorization, or the decision of the Director to I suspend or revoke an emergency authorization, is not subject to review pursuant to Section 24- 11 of the Code of Miami-Dade County, Florida. 17. Please be advised that the federal government has designated all or part of the subject property as critical habitat for one or more endangered species.You are not authorized to commence any work or activities pursuant to this permit until you obtain any and all approvals or permits, if necessary, from the federal government pursuant to the Endangered Species Act and from the State of Florida pursuant to Florida law on endangered species. Please be advised that, even after work commences, if Miami-Dade County is advised by the federal government, the State of Florida, or a court that an activity on the subject property is in violation of the Endangered Species Act, in violation of Florida law on endangered species, or in violation of a permit or approval granted by the federal government pursuant to the Endangered Species Act, such violation may result in an Immediate stop work order. You are strongly advised to consult with the United States Fish and Wildlife Service and any other necessary federal or state agencies before conducting any work or activities on the property. The Vero Beach office of the United States Fish and Wildlife Service may be reached at (772) 662-3909. Please be aware that the federal government may require certain actions or protections on the property, and this may result in the need to modify the plans for the property. Therefore, it is recommended that you consult with the United States Fish and Wildlife Service at an early stage in the process. In the event that the United States Fish and Wildlife Service advises that your plans for the subject property may result In a"take"of endangered or threatened species, you are strongly recommended to inform Miami- Dade County in writing at the earliest stage possible. "Page 3 of 3 (EME AUTH CLI-2017-0437) THIS AUTHORIZATION SHALL BE KEPT ONSITE DURING ALL PHASES OF WORK ATTACHMENT B REQUIRED ITEMS FOR EMERGENCY AUTHORIZATION AND CLASS I PERMIT APPLICATION NO.CLI-2017-0437 APPLICANT NAME: Gaiqui PROJECT ADDRESS: 1450 Northeast 101st Street, Miami Shores, Florida 33138 DATE: October 16, 2017 PROJECT MANAGER: Lindsay Elam THE FOLLOWING SHALL BE SUBMITTED WITHIN 6 MONTHS OF COMMENCEMENT OF THE AUTHORIZED EMERGENCY WORK: - As-built plans that accurately represent the completed work, signed and sealed by a Florida Professional Engineer and with structural and zoning approvals from the local building and zoning authority. - Permit fee in the amount of$1,970.00. - Evidence of ownership of submerged lands and authorization for the use of the submerged lands for the emergency work. - Mitigation bond in an amount of$9,180.00 and associated bond documents. - Miami-Dade County surcharge fee in the amount of$294.00. i 1 i i I 4i+ M IAM I-aDE POST-IRMA GUIDANCE ON REQUESTS FOR EMERGENCY AUTHORIZATIONS FOR COASTAL CONSTRUCTION IN MIAMI-DADE COUNTY In an effort to aid communities recovering from the impacts of Hurricane Irma, Miami-Dade County Department of Regulatory and Economic Resources, Division of Environmental Resources Management (DERM) is providing this information to assist property owners and their representatives in seeking relief from damages caused by the storm. Please note that Section 24-20 of the Code of Miami-Dade County provides that no permit shall be required for temporary measures taken to correct or give relief from Class A emergencies (i.e., those arising from storm events). While a permit is required for any permanent measures undertaken in relief of storm-related emergencies, DERM has provisions in place to allow property owners to quickly obtain emergency authorization to begin repair and reconstruction following submittal of a Class I coastal construction permit application. The Department may issue an emergency authorization to proceed with construction, repair, or stabilization activities, subject to conditions, limitations or restrictions. This document is intended to provide guidance when applying for emergency authorization for coastal construction. What activities may qualify for emergency authorization for coastal construction? • Stabilization of the shoreline through the repair or replacement of a seawalVbulkhead within one foot of the previously existing seawall, riprap revetments, installation of a seawall cap and/or pilings. • Repair or replacement of a legal dock, marina or boatlift within the previously permitted footprint that existed at the subject property immediately prior to Hurricane Irma. • Mangrove trimming or alteration to address loss or damage to property. • Other emergency work approved by DERM that will protect against the loss of human life or limb, the loss or damage to property, or the breaks of dams, levees, or water control structures. Removal of dilapidated piles, docks, boatlifts, davits, and piers may be completed without an emergency authorization or a Class/permit. What activities do not qualify for emergency authorization for coastal construction? • Installation, repair, or replacement of structures that did not legally exist immediately prior to Hurricane Irma. • Work that is not a Class A or B emergency as specified in Section 24-20(4)of the Code of Miami-Dade County. For any proposed work that does not qualify for an emergency authorization, a Class 1 permit shall be obtained prior to the start of work. What is needed to initiate DERM's review of a request for emergency authorization for coastal construction? • A Class I permit application (clearly specify on the application form that the proposed work is an emergency). • A sketch identifying the location, dimensions, and scope of the proposed emergency work. Providing photographs of the pre- and post-impact conditions of the property and structures, a written description of the damage incurred as a result of Hurricane Irma, and a list of any previous Class I permits issued at the property may help to expedite review. Documents may be submitted to the Department in the following forms: • Hand-delivered or mailed to our office located at 701 NW 16t Court, 6th Floor, Miami, Florida 33136. • Emailed to dermcr _miamidade.gov(an email acknowledging receipt will be provided in response). Are there any fees associated with the emergency authorization for coastal construction? • The emergency authorization review is part of the Class I permit application process which does require submittal of an application fee and a permit fee; however, the fees are not required to be provided to DERM at the time of the request for emergency authorization. • Fee amounts are calculated based on the cost of construction for the proposed scope of work. The application fee is required to be submitted within 30 days of the issuance of an emergency authorization and the permit fee is required to be submitted prior to permit issuance. What is the timeline for receiving emergency authorization for coastal construction? • Once an application requesting an emergency authorization is submitted to DERM, staff will review the submittal, make a determination as to whether the work qualifies for an emergency authorization, and provide a response that may include a request for any additional information that may be needed. DERM's goal is to provide an initial response to these requests within one business day. • Requests for repairs to damaged or failing seawalls and other forms of shoreline stabilization will be prioritized. • If an emergency authorization is issued, the Miami-Dade County or State of Florida licensed contractor is required to provide notice to DERM a minimum of two and a maximum of five business days prior to the start of construction. • The requisite application fee is required to be submitted to DERM within 30 days of issuance of an emergency authorization. • A list of all items necessary to obtain a Class I permit will be provided to the applicant and are required to be submitted to DERM within six months of the start of emergency work. I have my Class I emergency authorization, now what? In addition to the emergency authorization, DERM will provide applicants with a list of all pending items and information needed to complete the Class I permit application process. Authorization for commencement of emergency work is contingent upon the agreement of the applicant to submit all pending items within six months of the start of work. The necessary items and information may include, but are not limited to, the following: • Application fee and original Class I permit application form. • Permit fee • As-built construction plans, signed and sealed by a Florida Professional Engineer with structural and zoning approvals from the local building and zoning authorities. • Mitigation bond and mitigation plan • Evidence of ownership of the submerged lands where work will occur and authorization for use of the submerged lands. Are there any additional permits or authorizations I may need? The emergency authorization does not eliminate the necessity to obtain any required federal, state, and local authorizations. Additional information regarding emergency authorizations from the federal and state governments and permitting contact information can be found below; please be aware that these authorizations may be modified, updated and/or extended. Please contact the State and Federal permitting representatives to ensure that you are reviewing the most up-to-date information. Please contact your municipality for any necessary local authorizations. • United States Army Corp of Engineers(305) 526-7181 http://www.sai.usace.army.miVMissions/Regulatory/Public-NoticesfTag/98228/hurricane-irma/ • Florida Department of Environmental Protection (561)681-6600/South Florida Water Management District(561)682-2281 http://www.dep.state.fl.us/legaVFinal Orders/2017/17-0989 EFO Hurricane Irma.pdf For more information regarding Class I permit applications and/or emergency authorizations please contact the Coastal and Wetlands Resources Section at dermcr -miamidade.pov, (305) 372-6575, or visit www.miamidade.gov/permits/class- 1.asp. "A-achment A" EMJF, A V'WN GLI— 2at� -Oy3� GENERAL NOTES EMERGENCY SEAWALL REPAIR FROM s� DESIGN: IN ACCORDANCE WITH FBC 2014, 5th EDITION & ASCE 7-10 HURRICANE(RMA FOR: PILE NOTES: ALL WOOD PILES TO BE SOUTHERN PINE AND COMPLY WITH A.S.T.M. d25-79 AND BE PRESSURE TREATED W/ C.C.A. MARITZAGAIOUI FEDERAL SPECIFICATIONS TT—W-5500(1) OR Tr—W-00550E(1) AND AWFA—MP-4. PILES TO HAVE A MIN. DIA- OF 12" 1450 NE 101 STREET PRESTRESSED CONCRETE: RECOGNIZED TESTING LABORATORY TO VERIFY CONCRETE ATTAINING A STRENGTH OF 6000 psi IN 28 DAYS. MIAMI SHORES.FLORIDA 0)V CONCRETE SHALL ATTAIN A STRENGTH OF 3500 psi BEFORE STRANDS ARE RELEASED. REINFORCING SHALL BE PER ASTM A416-6820K c:_ STRANDS WITH 05 GAUGE WIRE SPIRALS AT AN 8 INCH PITCH EXCEPT AT ENCS WITH 6 TURNS AT A 3 INCH PITCH, � MINIMUM PENETRATION OF ALL PILES TO BE AS FOLLOWS: CONSULTING ENGINEER' Q e„ INTO BEDROCK— 6 FEET MIN. C U MINIMUM SAFE BEARING: 10 TONS WOOD PILE & 25 TONS CONCRETE PILE J.N.SHEINGOID P.E. OFRCE:305 986 7002 0) i a CONCRETE: CONCRETE FOR THE CAP SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 5000 psi AT THE END OF 28 DAYS. PE#21181 FAX:3092534465 r-N r€ REINFORCINQ STEEL: ALL REINFORCEMENT SHALL BE 60K 12420 SW 75 AVENUE 5 r<nr? psi MINIMUM YIELD NEW BILLET STEEL IN ACCORDANCE WITH ASTM A615 M�4t FLORIDA 33156 p O z GRADE 60. ALL BAR LAPS SHALL BE A MINIMUM OF 48 BAR DIAMETERS. PLACING OF REINFORCEMENT SHALL CONFORM TO THE LATEST gill ACI AND MANUAL OF STANDARD PRACTICE CODES. " cn U•.4W? STRUCTURAL LUMBER: ALL DIMENSIONAL LUMBER TO BE PRESSURE TREATED, (ALL LOAD SUPPORT MEMBERS TO BE NON—DENSE ' = �" SELECT STRUCTURAL) AND COMPLY WITH NOS 2012 SPECIFICATIONS AND 61.1 2013 SUPPLEMENT, HARDWARE: ALL HARDWARE TO BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A-153-80 OR AS SPECIFIED. BOLTS: ALL MACHINE BOLTS TO BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A307-83A. DESIGN LOADS:401bs/FT' OF LIVE LOADS, 7lbs/FT' OF DEAD LOADS z� 170 mph WIND VELOCITY, EXPOSURE "C" sy -ALL EXISTING STRUCTURES TO REMAIN UNLESS OTHERWISE NOTED TO BE REMOVED. - -THIS DRAWING IS THE PROPERTY OF SOUTHERN MARINE CONSTRUCTION,INC.AND IS AN INSTRUMENT OF t " " SERVICE NOT TO BE REPRODUCED IN WHOLE OR PART WITHOUT THE EXPRESSED WRITTEN PERMISSION OF s. SOUTHERN MARINE CONSTRUCTION,INC. -,•.,,,;c„_ - •'•- -ALL DIMENSIONS AND ELEVATIONS MUST BE FIELD VERIFIED. a• ul XF 1 6 2017 •, 3 L r_.z to DERM Coastal Resources Se:tion 'LL LOCATION MAP Y¢ q Natural Resouroes Regulation Rastas':jn:, L!J Z j 0 0 Division(NRRRD) N.T.S. s -�z N BISCAYNE BAY LOT LOCATION 2 M EXISTING T-PILE S TO BE REMOVED 113 UJ m� EXISTING DAMAGED PORTION OF EXISTING C z o t' SEAWALL TO BE REMOVED SEAWALL TO REMAIN Z o ---- -- LLT ----------------------------------- ---------a I Z Lj L --------- a z -k40'-0" r ¢o } PORTION OF EXISTING ' In. 3 0 f } SEAWALL COLLAPESED ^' Z I p w <,u 1102'-0" r a i EXISTING CONDITIONS PLANN VICINITY MAP N 3/32"=1'-0° � N.T.S. "At<achment-A e►E: AtJtt4 CU -,?A�� O�►3�. � o jowl, ti I �'ad Ol Oli p 2 M OLU s Q1 L C3zn , oo a�o: x U x�sgl _c 1 K BISCAYNE BAY z kw ¢ = yI z a La S -j tr (11) NEW 12"X12" CONCRETE w a°C 20 r KING PILES, TYP. ¢p < _ c 0( (10) NEW 12"X12" CONCRETEo s` to m BATTER PILES, TYP. I 0 cu c 0 z ox 0 ¢gz- w, NEW CONCRETE SEAWALL CAP v g A a & co $ W r W o a j ° (10) NEW 7}' PRECAST z og J �- �' CONCRETE SEAWALL WA ~ PANELS, TYP. a ui c i s , ` z c.z� nLTER MATERIAL E' sao 5'-0" 10'-3" TYP. BETWEEN JOINTS, TYP. 10'-0" TYP. 5'-0" Al z^o a� C!1 Ill 1 zw (� EMERGENCY SEAWALL REPAIR PLAN v :=m N 3/16'=1'-0' _ A-2 `'%Aoaachment;,N' tpmt AVW NEW CONCRETE 3'-0" (8) #5 BARS. (4)T & (4)B SEAWALL CAP CONTINUOUS, TYP. ; ---- EL. NGVD log T.O. NEW WALL CAP •� U #3 bLDSED HOOPS B�- 6"`� J B 012" O.C. HOOPS ' EL. +5.00' NGVD 7�,� v r C -- ------ `�4! :: 2.O a2g SPACED ® 6" O.C. W, - =T--- io I I- T.O EXIST.SEAWALL �y7 S Q�' C U $ AT EACH PILE zdi - �k �j !� i S n'i 4• #6 DOWELS SET IN EPDXY �f ®� � 2 CD `- to <i (12" EMBEDMENT INTO PILE) a l 00 12 S -- ------------------- $EL +1.75'NGVD Fi MHW (10) NEW 12"X12" 20� CONCRETE BATTER PILES (11) NEW 12"X12" n' CONCRETE KING PILES BEYOND Z1 o, ----�---- ---- -------- LEL. -0.75' NGVD MLW SECTION AA 10'-O" ) CABLE PICK 112•=1'40" 5" 1'-0" UPS. TYPIC'- a TYP. _ 5 71" PRECAST z z CONCRETE SEAWALL PANEL #5 VERTICAL.BARS 12"X12' BATTER PILE BEYOND ® 12" O.C., TYPICAL ILU w p w•FEE E 7YP. 66"�6" 6" 6" 6- #5 HORRIZONTAL � " , BARS ® 12" O.C., LLJ t6 b TYPICAL zN W ---- ---- - -- - - -- -- ---- ---- - o I Z azo (BOTTOM 4) #5 - -- - -- -- -_- - -- -- - -- JHORRIZONTAI BARS a e b 2 ® 6" O.C., TYPICAL Z -0,m #3 STIRRUP HOOP, TYPICAL m Z toU. SEAWALL BELOW co O a °k LE—�#5 BAR CONTINUOUS, TYPICAL w U//��2 a SECTION BB TYPICAL PRECAST CONCRETE SEAWALL PANEL DETAIL 1/2"=1'-O" 1/2 =r-0" GEOTECHNICAL I ENVIRONMENTAL I MATERIALS TESTING I ASBESTOS I ROOF TESTING INSPECTION SERVICES I DRILLING SERVICES 5 ' t-DEC DYNATECH ENGINEERING WWW.DYNATECHENGINEERING.COM Miami, December 5, 2017 Mr. Robert Rossi SOUTHERN MARINE CONSTRUCTION, INC. 1370 -971ti Street Bay Harbor Islands, FL 33154 Re: Proposed Seawall @ •••••• 1450 NE 101" Street •• •• • Miami Shores, FL 66 • • 6666.. 606.6. • 6666 6 6666.. Dear Mr. Rossi: 6 ' • . 666666 6,66 6666. ..: .' Pursuant to your request, DYNATECH ENGINEERING CORP. (DEE'}•complit�d' SubSpl�. Investigation on December 5, 2017 at the above referenced.project. The paha of our investigatiod was to help determine the subsoil conditions relative to foundation design Qf the proposad teawalf tW• dock. ' 000 •••6.6 A total of(2) standard penetration boring test was performed according to ASTM-D 1586 down to an average depth of 30' below existing ground surface at the locations shown on the attached sketch only. The following graph was developed as a general condition below existing ground surface at the time of drilling for the subject site (Subsoil conditions are non-homogenous, refer to field boring logs for exact locations and soil description. Average depths are approximate and will vary in the field): Average Depth From To Description 0'-0" 154" Topsoil 1'-0" 5'-0" Light tan medium sand w/rock fragments 5'-0" 8'-0" Gray silt 8'-0" 13'-0" Brown silt 13'-0" 30'-0" Tan sandy limerock Groundwater was measured immediately at the completion of each boring and was found at an average depth of approximately 3' below existing ground surface at the time of drilling. Existing ground surface elevation was not provided to us at the time of drilling. Design engineers must verify existing ground elevations as well as FEMA Flood and County highest and lowest groundwater elevation for their design. Fluctuation in water level is anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area and global warming. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed during construction. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall monitor and make sure that groundwater levels on adjacent properties are not adversely impacted due to the contractors dewatering activities. Specialty groundwater and water proofing contractors shall be consulted for all work below the groundwater level. Dewatering for pile caps is to be expected. 1 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC Re: 1450 NE 101St Street, Miami Shores, FL Based on our understanding of the proposed structure and our field boring logs; it is evident that deep foundation systems are needed to support the proposed Seawall dock and Slabs without detrimental settlement. Deep foundation systems shall consist of one of the following alternatives: Alternatives Approximate Pile Capacity Pile Capacity Allowable Lateral Pile Foundation Pile Depth Size in Tons in Tons Capacity in Tons B.E.S.S. Compression Tension Precast Concrete Piles 24'BESS 12"x 12" 25 Tons 7 Tons 1 Ton Precast Concrete Piles 24' BESS 14"x 14" 35 Tons 10 Tons 2 Tons Wood Piles 24'BESS 12"0 15 Tons 5 Tons • 1 Ton Wood Piles 24' BESS 10,10 12 Tons 1 3 Tons. :90-1 Ton B.E.S.S.: Below Existing Seawall Surface. .. . : 0 •• • For computer structural modeling of the foundation system initial vertical spj4 ponstants`of 5001CJp1** 00 for compression and 250 Kpi for tension may be used. The vertical spring cpirstant value:is the wbIlt'•: pile load divided by estimated pile settlement and is based on our experience Md revieav of availabl"•• .. . pile load tests data and settlement estimates in similar subsurface condition; ..c�shall�e�rexied a�th�' structural model is developed. Point to fixity for moment design of the 14 im¢lieg:piles shall be taken 4*1:• 12 feet below bay bottom. :• •; 0.00:. • 0 • 00. Existing land elevation was not provided to us at this time; the estimated 'pile iengtli'Will:depen 0on• proposed surface elevations and grades. Pile length will need to be adjusted accordingly once final designs are complete. Predrilling, pre punch may be required due to hard rock. Lateral load capacities may be increased using battered piles. Batter angles can be used for the pile installation of up to 2 inches per foot(Horizontal, Vertical). In case of existing structures in the vicinity of the pile driving operation, care shall be taken not to create excessive vibration. Vibration levels shall be monitored to verify compliance with county regulations. Steps must be taken by the contractor to prevent excessive vibrations in the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented(ie: predrilling,jetting, hydraulic push, etc...). The minimum center to center of piles or adjacent foundations shall be not less than twice the average diameter for round piles or 1-3/4 times the diagonal dimensions of rectangular piles, but in no case less than 30 inches. Piles shall be driven with a variation of not more than 1/4" per foot from vertical, and within 3 inches of the specified plan location. The installation of adjacent piles (located within 6 pile diameters o.c. of each other) shall not be driven less than 48 hours apart. All piles shall be designed by a professional engineer and shall be placed under 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 No. 7 bar be placed the full length of the pile to verify pile continuity. All work shall be performed in accordance with the applicable building code. 2 750 WEST 84TH STREET.HIALEAH.FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM � , EC Re: 1450 NE 101" Street, Miami Shores, FL The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 130 pcf. Submerged: 70 Pcf. 0 - Angle of internal friction: 30 - Earth pressure coefficient Ka: 0.33; Kp: 3.0 - Angle of wall friction: 30 for steel piles, 20 for concrete or brick walls; 15'uncoated steel. Any underground structures such as grease traps; septic systems, etc.., must be supported on pile foundations, unless the deleterious material (ie: silt, muck, peat, etc...) is excavated in-its entirety and replaced with compacted washed gravel such as pea rock or FDOT # 5 7 stone.'Fasten utility linea to:- underside of structural slabs to limit settlements. :• 0 • Excavations shall not extend within 1 foot of the angle of repose next to exisft footirW q1.tructvres,•: unless underpinned. All excavation shoring must be designed and inspec led*by a Florida lick, professional engineer. Excavation contractor must make provisions for hard e?c�Vatioij co itions' All trenching work shall be in compliance with Florida Building Code, 0S11A,afid TrC4Gb.-�afetyAe :• Provisions shall be made by the architect, engineer of record and contractor to address vibration /• dynamic loading; differential settlements when tying in new to existing structures. Mixing of different foundations shall not be used unless provided with expansion joints to address differential settlements and vibration transfer. Also note that as a common engineering practice for existing and new construction; outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However, we have compared the field test data obtained in this exploration with our. experience with structures similar to those proposed for this report. The estimated magnitude of these settlements is less than I/Z inch differential and less than 1 inch total settlements. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. If dynamic loading is proposed (ie: parking garage, etc...) this condition MUST be brought to our attention to re-evaluate the applicability of our recommendations. 3 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM ` , EC ' I Re: 1450 NE 101 SI Street, Miami Shores, FL This report was prepared in compliance with the 2014 Florida Building Code, 51h edition. Site elevations were not provided to us for the test locations. Depths reported on the field boring logs represent the depth below*existing ground surface as they existed on the date of drilling. In the event of subsequent filling, excavations or site work, the reported depths must be adjusted to represent proper depths. The boring log (s) attached present (s) a detailed description of the soils encountered:4LIC4t location (s). The soil stratification shown on the boring log(s) is based on the exami;gl* * of th re�overed's'dil:' samples and interpretation of the driller's field log (s). It indicates only tke.approxirtiatea?ound"ig$;, between soil types. The actual transitions between adjacent soil types may-bCognadual. Regardless of - the thoroughness of a geotechnical exploration there is always the possibii lty*that coikditibas may be - different from those of the test locations; therefore, DYNATECH ENGINEF$jNG ORP. does riot . guarantee any subsoil conditions between the bore test holes. In accepting and using'thi9'repor4.t1w.. client understands and accepts that all data from the borings are strictly WMidation analysis only and are not to be used for excavation or back filling estimates and pricing; OvV!er aA-site•contrWdf' must familiarize themselves with site conditions prior to bidding. Cllelrlt'rtcogruNs that itnai; conditions in areas not tested by DEC may differ from those anticipated in DEC's report. Client understands and accepts that this can significantly increase the cost of construction for its future projects. Client agrees that DEC shall not be responsible or liable for any variations in the actual conditions of areas not tested by DEC. This report is not a Phase I and/or Phase II Environmental Site Assessments. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. The scope of services performed in the execution of this investigation may not be appropriate to satisfy the needs of other users, and use or re-use of this document or the findings, conclusions, or recommendations is at the risk of said user. Said user must contact DEC in writing to verify applicability of this report for their use. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the, Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, I3 ppia�,,5,�. (Js a r`� +'0 Wissam aamani, P.E. r ivo .� DYNATECH ENGINEERING CORP. 9 Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 ID ly 4 750 WEST 84TH STREET,HIALEAH.FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l EC ...... . .. ...... .... . ..... .. .. . ...... . . . . ...... TEST BORING REPORT �" DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : SOUTHERN MARINE CONSTRUCTION, INC. DATE: 12-5-17 PROJECT : Proposed Seawall @ HOLE NO.: B-1 ADDRESS : 1450 NE 101" Street, Miami Shores, FL. DRILLER: A. S. LOCATION : See attached sketch HAMMER DESCRIPTION OF MATERIALS Depth' ` BLOWS oN "N" SAMPLER 2 Hand H d •' 6 ' 8 1S0• :• 0'-0"to 0'-6" TOPSOIL AND GRASS6' ;000 00� 0'-6"to 5'-0" LIGHT TAN MEDIUM SAND W/ROCK FRAGMENTS -"" 3 ' .... . .. 5'-0"to 6'-0" GRAYISH MEDIUM SILTY SAND W/ROCK 1 %0.1" .... 000 FRAGMENTS 1d':' 1 '1 2 - -0 0 000 4 .. 6'-0"to 8'-0" GRAY SILT 5-* 1 ... 1 . �" •: 1 '1�' 8'-0"to 13'-0" BROWN SILT 14 1 1 27 26 35 13'-0"to 30'-0" TAN SANDY LIMEROCK 16 A A 18 A A 20 A A 22 48 61 116 55 50 24 A A 26 A A 28 A A 30 16 18 33 15 23 32 34 36 38 Water Level: 3' Below Existing Land Surface at time of drilling As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H.A.:HAND AUGER;A:HOLLOW STEM AUGER;R:REFUSAL 5 i 750 WEST 84TH STREET.HIALEAH.FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM , EC DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : SOUTHERN MARINE CONSTRUCTION,INC. DATE: 12-5-17 PROJECT : Proposed Seawall @ HOLE NO.: B-2 ADDRESS : 1450 NE 101St Street, Miami Shores, FL. DRILLER: A. S. LOCATION : See attached sketch HAMMER DESCRIPTION OF MATERIALS Depth SAMPLER BLOWS ON 2 Hand H :•..� 11 0'-0"to 0'-6" TOPSOIL AND GRASS AND ROOT'S 5 • 5 *00110 06000 3 • 2. a.. % 0'-6"to 1'-0" DARK BROWN MEDIUM SAND W/ROOT'S •••:• 2 d 00040 •� 1 ....L. 2 1'-0"to 4'-6" LIGHT TAN MEDIUM SAND W/ROCK FRAGMENTS ;;;; 1 ' 1 • 0001..Oro0 1 ... Qoo •• 4'-6"to 5'-6" GRAY MEDIUM SILTY SAND W/ROCK FRAGMENTS :00:0: 1 01 :. 012 0 1 ;•"?' .� . 5'-6"to 7'-6" GRAY SILT0000.. •• 1 ... 1 • • • 14 1 t• 7 7'-6"to 13'-0" BROWN SILT 6 23 16 A A 13'-0"to 30'-0" TAN SANDY LIMEROCK 18 A A 20 A A 22 36 30 71 41 45 24 A A 26 A A 28 A A 30 16 15 33 18 20 32 34 36 38 Water Level: 3' Below Existing Land Surface at time of drilling As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H.A.:HAND AUGER;A:HOLLOW STEM AUGER;R:REFUSAL 6 750 WEST 84TH STREET.HIALEAH.FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l _ EC 0000.. 0000.. . 0000.• • •• 0000.• •0000• 0000 • • ♦ • • • 0000.• 0000 • 0000• ' 0000.• � • • • 0'000. • • :*Oslo*•• •• • 0000•• • •0.0.0 • • SITE PLAN : '. ...... .. . 0000 . • Boring Test Location N • B1 � X B2 } �1 �r 7' 1 DYNATECH ENGINEERING CORP. Client: Southern Marine Construction, Inc. Scale: N.T.S. Project: 1450 Northeast 101 Street, Miami Shores, FL 33138 Date: December 5,2017 GENERAL NOTES Soil borings on unmarked vacant property should be considered preliminary with further boring(s)to be drilled after building pad(s)are staked out. Soil borings on existing structures that are to be demolished should be considered preliminary and additional borings would need to be performed after the structure(s)has been demolished and proposed new building staked out. As a mutual protection to clients,the public and ourselves,all reports are submitted-as confidejtiel•pcoperty�gf� authorization for publication of statements,conclusions,extracts from or regarding oW rgports ispen reserved dic�its,ai . a our written approval. . . • ...... . . ...... KEY CLASSIFICATION & SYDO ..... 0 0. �S ...... Correlation of Penetration Resistance With ;ww.w. • • • wwww• •• • A&rticle Sizd • Relative Density and Consistency ---,—r— Boulders > 12 IA.. Cone Penetration Standard.`' Cobble3 in.to 1 in. Tests Penetration Relative Gravel 4.76 mm to 3in. /ctn' lo- Density Sand 0.07 mm to 4.67 mm. Silt 0.005 mm.to 0.074 mm Sands 0-16 0-4 Very Loose Clay <0.005 mm 17-40 5-10 Loose 41-80 11-20 Firm 81-120 21-30 Very Firm Modifiers Over 120 31-50 Dense 5% - 10 % Slightly Silty or Clayey 10%.- 30% Silty or Clayey Silts & 0-3 0-2 Very Loose 30% - 50% Very.Silty or Very Claye; Clay 4-9 3-4 Soft 0% - 5% Slightly Trace 10-17 5-8 Firm 6% - 10% Trace 18-31 9-15 Stiff 11% - 20% Little 32-60 16-30 Very Stiff 21% - 35% Some Over 60 31-50 Hard > 35% And Rock Hardness Description Soft Rock core crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core can be broken with fingers Hard Thin edges or rock core cannot be broken with fingers Very Hard Rock core rings when struck with hammer(cherts) GEOTECHNICAL I ENVIRONMENTAL I MATERIALS TESTING I ASBESTOS I ROOF TESTING INSPECTION SERVICES I DRILLING SERVICES Ec �� . WWW.DYNATECHENGINEERING.COM Miami, December 5, 2017 Mr. Robert Rossi SOUTHERN MARINE CONSTRUCTION, INC. 1370 -971h Street Bay Harbor Islands, FL 33154 Re: Proposed Seawall @ •••••• 1450 NE 101St Street •. ...... . .. ...... Miami Shores, FL • .... ...... Dear Mr. Rossi: • Pursuant to your request, DYNATECH ENGINEERING CORP. (DtL) ompleted a Su6Sb11:• Investigation on December 5, 2017 at the above referenced project. The P'Urpose of culr iuvestigAiph• was to help determine the subsoil conditions relative to foundation design df tbt.prop9ecd seawall and. dock. '•• • A total of(2) standard penetration boring test was performed according to ASTM-D 1586 down to an average depth of 30' below existing ground surface at the locations shown on the attached sketch only. The following graph was developed as a general condition below existing ground surface at the time of drilling for the subject site (Subsoil conditions are non-homogenous, refer to field boring logs for exact locations and soil description. Average depths are approximate and will vary in the field): Average Depth From To Description 0'-0" 1'-0" Topsoil 1'-0" 5'-0" Light tan medium sand w/rock fragments 5'-0" 8'-0" Gray silt 8'-0" 13'-0" Brown silt 13'-0" 30'-0" Tan sandy limerock Groundwater was measured immediately at the completion of each boring and was found at an average depth of approximately 3' below existing ground surface at the time of drilling. Existing ground surface elevation was not provided to us at the time of drilling. Design engineers must verify existing ground elevations as well as FEMA Flood and County highest and lowest groundwater elevation for their design. Fluctuation in water level is anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area and global warming. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed during construction. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall monitor and make sure that groundwater levels on adjacent properties are not adversely impacted due to the contractors dewatering activities. Specialty groundwater and water proofing contractors shall be consulted for all work below the groundwater level. Dewatering for pile caps is to be expected. 1 750 WEST 84TH STREET.HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC Re: 1450 NE 101 st Street, Miami Shores, FL Based on our understanding of the proposed structure and our field boring logs; it is evident that deep foundation systems are needed to support the proposed Seawall dock and Slabs without detrimental settlement. Deep foundation systems shall consist of one of the following alternatives: Alternatives Approximate Pile Capacity Pile Capacity Allowable Lateral Pile Foundation Pile Depth Size in Tons in Tons Capacity in Tons B.E.S.S. Compression Tension Precast Concrete Piles 24' BESS 12"x 12" 25 Tons 7 Tons 1 Ton Precast Concrete Piles 24' BESS 14"x 14" 35 Tons 10 Tons 2 Tons Wood Piles 24' BESS 12"0 15 Tons 5 Tons ;•• Ton Wood Piles 24' BESS 1 10"0 1 12 Tons 1 3 loons.% 1 Ton ••••.. B.E.S.S.: Below Existing Seawall Surface. • • • For computer structural modeling of the foundation system initial vertical s13A9.9Constantstif 500 Kp:•• for compression and 250 Kpi for tension may be used. The vertical spring ceigo vah ae•w"othe wdrk • pile load divided b estimated pile settlement and is based on our ex erience.and review of vailab p•: • P Y p P a �i... pile load tests data and settlement estimates in similar subsurface conditions ttndshall tie•refined as the.. structural model is developed. Point to fixity for moment design of the 14 i1WAS9 Piles shah be taken at: 12 feet below bay bottom. *0000* Existing land elevation was not provided to us at this time; the estimated pile length will iieperid on• proposed surface elevations and grades. Pile length will need to be adjusted accordingly once final designs are complete. Predrilling, pre punch may be required due to hard rock. Lateral load capacities may be increased using battered piles. Batter angles can be used for the pile installation of up to 2 inches per foot (Horizontal, Vertical). In case of existing structures in the vicinity of the pile driving operation, care shall be taken not to create excessive vibration. Vibration levels shall be monitored to verify compliance with county regulations. Steps must be taken by the contractor to prevent excessive vibrations in the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented (ie: predrilling,jetting, hydraulic push, etc...). The minimum center to center of piles or adjacent foundations shall be not less than twice the average diameter for round piles or 1 3/4 times the diagonal dimensions of rectangular piles, but in no case less than 30 inches. Piles shall be driven with a variation of not more than 1/4" per foot from vertical, and within 3 inches of the specified plan location. The installation of adjacent piles (located within 6 pile diameters o.c. of each other) shall not be driven less than 48 hours apart. All piles shall be designed by a professional engineer and shall be placed under 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 No. 7 bar be placed the full length of the pile to verify pile continuity. All work shall be performed in accordance with the applicable building code. 2 750 WEST 84TH STREET,HIALEAH.FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l , EC Re: 1450 NE 101" Street, Miami Shores, FL The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 130 pcf. Submerged: 70 Pcf. 0 - Angle of internal friction: 30 - Earth pressure coefficient Ka: 0.33; Kp: 3.0 - Angle of wall friction: 30 for steel piles, 20 for concrete or brick walls; 15'uncoated steel. Any underground structures such as grease traps; septic systems, etc... must be supported on pile foundations, unless the deleterious material (ie: silt, muck, peat, etc...) is e4cav�ted in tseiAirety and replaced with compacted washed gravel such as pea rock or FDOT # 57 stone. FasteZ utiUty lines''tg: underside of structural slabs to limit settlements. •••;•• '••' 9999:. 9999.. � • 9999 9999.. Excavations shall not extend within 1 foot of the angle of repose next to existing footings•or structures, 99 . unless underpinned. All excavation shoring must be designed and inspeew 0by a Florida90 lorida licens0 • 9999. professional engineer. Excavation contractor must make provisions for hard 2xtavatio4 conditions•0 0 9 0 0 9999.. • All trenching work shall be in compliance with Florida Building Code, OSMA, and Tr(;Ich 4afety;AZT*' .. 9999.. Provisions shall be made by the architect, engineer of record and contractor to address vibration / dynamic loading; differential settlements when tying in new to existing structures. Mixing of different foundations shall not be used unless provided with expansion joints to address differential settlements and vibration transfer. Also note that as a common engineering practice for existing and new construction; outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However, we have compared the field test data obtained in this exploration with our experience with structures similar to those proposed for this report. The estimated magnitude of these settlements is less than 1/2 inch differential and less than 1 inch total settlements. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. If dynamic loading is proposed (ie: parking garage, etc...) this condition MUST be brought to our attention to re-evaluate the applicability of our recommendations. 3 750 WEST 84TH STREET,HL4LEAH.FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC Re: 1450 NE 101" Street, Miami Shores, FL This report was prepared in compliance with the 2014 Florida Building Code, 51h edition. Site elevations were not provided to us for the test locations. Depths reported on the field boring logs represent the depth below existing ground surface as they existed on the date of drilling. In the event of subsequent filling, excavations or site work, the reported depths must be adjusted to represent proper depths. The boring log (s) attached present (s) a detailed description of the soils encountered�tist location�� (s). The soil stratification shown on the boring log(s) is based on the examinahon•of the-recov ered soij• samples and interpretation of the driller's field log (s). It indicates only tli6'a3roxirAate f;oundaries:• ... . between soil types. The actual transitions between adjacent soil types may be gradual, Regardless.of.: the thoroughness of a geotechnical exploration there is always the possibirity•that co$dm6tis may.bp. different from those of the test locations; therefore, DYNATECH ENGINIEPMG CQ,Rg; does mt.' guarantee any subsoil conditions between the bore test holes. In accepting",ank using this report•tht;- client understands and accepts that all data from the borings are strictly fbr fb*datign analysis only and are not to be used for excavation or back filling estimates and pricing: Oner an;['08'contractor must familiarize themselves with site conditions prior to bidding. Client rtcognfZe5 that AMU: conditions in areas not tested by DEC may differ from those anticipated in DEC's report. Client understands and accepts that this can significantly increase the cost of construction for its future projects. Client agrees that DEC shall not be responsible or liable for any variations in the actual conditions of areas not tested by DEC. This report is not a Phase I and/or Phase II Environmental Site Assessments. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. The scope of services performed in the execution of this investigation may not be appropriate to satisfy the needs of other users, and use or re-use of this document or the findings, conclusions, or recommendations is at the risk of said user. Said user must contact DEC in writing to verify applicability of this report for their use. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. It has been a pleasure working with you and look forward to do so in the near future. Sincerely your:S, "y SPA SA46 Lice Wissam Aaamani, P.E. ' DYNATECH ENGINEERING CORP. + o'`1.9$81 Florida Reg. No. 39584 s Special Inspector No. 757 Certificate of Authorization No.: CA 5491 `'`p� �� Il�p. 4 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM ` , EC, f • •••••• • •• •••••• • •••• •••••• •••• • ••••• •• •• • •••••• TEST BORING REPORT ••• DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : SOUTHERN MARINE CONSTRUCTION, INC. DATE: 12-5-17 PROJECT : Proposed Seawall @ HOLE NO.•• B-1 ADDRESS : 1450 NE 101St Street, Miami Shores, FL. DRILLER: A. S. LOCATION : See attached sketch HAMMER DESCRIPTION OF MATERIALS Depth IA BLOWs'ON KN„ SAMPLER 2 Hand H 4•• 6 .. .8 15 • 0'-0"to 0'-6" TOPSOIL AND GRASS �•'� ••• •• 0'-6" to 51-0" LIGHT TAN MEDIUM SAND W/ROCK FRAGMENTS 5'-0"to 6'-0" GRAYISH MEDIUM SILTY SAND W/ROCK " " 1 1 ••. .. FRAGMENTS to 1 . 1 ••••r• 6'-0"to 8'-0" GRAY SILT 12 12 1 .1 : 1 to 8'-0"to 13'-0" BROWN SILT 14 1 1 27 26 35 13'-0" to 30'-0" TAN SANDY LIMEROCK 16 A A 18 A A 20 A A 22 48 61 116 55 50 24 A A 26 A A 28 A A 30 16 18 33 15 23 32 34 36 38 Water Level: 3' Below Existing Land Surface at time of drilling As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H.A.:HAND AUGER;A:HOLLOW STEM AUGER;R:REFUSAL 5 i 750 WEST 84TH STREET.HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM ` EC' DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : SOUTHERN MARINE CONSTRUCTION,INC. DATE: 12-5-17 PROJECT : Proposed Seawall @ HOLE NO.: B-2 ADDRESS : 1450 NE 101" Street, Miami Shores, FL. DRILLER: A. S. LOCATION : See attached sketch HAMMER DESCRIPTION OF MATERIALS Depth BLOWS ON «N„ SAMPLER 2 Hand H .4 6 ....;. 1.1.. .. 0'-0"to 0'-6" TOPSOIL AND GRASS AND ROOT'S ••• 5 •• S • • 3 0'-6"to 1'-0" DARK BROWN MEDIUM SAND W/ROOT'S •���• 2 1 :.. .; V-0"to 4'-6" LIGHT TAN MEDIUM SAND W/ROCK FRAGMENTS '•;•• 1 ;••;;• ••: •' 4'-6"to 5'-6" GRAY MEDIUM SILTY SAND W/ROCK FRAGMENTS 1 . L •• X12'• i ...•1 . �...: 5'-6"to 7'-6" GRAY SILT • 14 1 1 7 7'-6"to 13'-0" BROWN SILT 6 23 13'-0" to 30'-0" TAN SANDY LIMEROCK 16 A A 18 A A 20 A A 22 36 30 71 41 45 24 A A 26 A A 28 A A 30 16 15 33 18 20 32 34 36 38 Water Level: 3' Below Existing Land Surface at time of drilling As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H.A.:HAND AUGER;A:HOLLOW STEM AUGER;R:REFUSAL 6 AknN 750 WEST 84TH STREET,HIALEAH.FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM ` _ E( 0000.. • 0000.. 0000.. • . . .. 0000.. 0000.. 0000 ...... • 0000.. 0000 . ..... 00.00. . • , • 0000. 0000.. .. .. 0000.. 0000.. • • � 0000.. SITE pLA� : •.• 00000.00. ...... 0 Boring Test Location N • • • i m y ! f 1 • `y/ • • I BI 'J 1 aIF, B2 DYNATECH ENGINEERING CORP. Client: Southern Marine Construction, Inc. Scale: N.T.S. Project: 1450 Northeast 101 Street, Miami Shores, FL 33138 Date: December 5,2017 GENERAL NOTES Soil borings on unmarked vacant property should be considered preliminary with further boring(s)to be drilled after - building pad(s)are staked out. Soil borings on existing structures that are to be demolished should be considered pre iminary and additional borings would need to be performed after the structure(s)has been demolished and proposed thew building staked out. As a mutual protection to clients,the public and ourselves,all reports are submitted-as ••••'• geDfid. ial property bf Ct�hts,a, authorization for publication of statements,conclusions,extracts from or regarding o�Sr:eports �esgrved p;c�d�gour written approval. 000•• 669006 0 0 , 9909 6666.. 9 6666 . 6666. KEY CLASSIFICATION & SYM$'pLS : ' 6666.. 99999. 64• 0 9699996 :6090. • 9 Correlation of Penetration Resistance With •••••• Relative Density and Consistency " NAiSi Size Boulders > 12 in. - Cone Penetration Standard.`' Cobble 3 in.to 1 in. Tests Penetration Relative Gravel 4.76 mm to Sin. /cma lo_ Density Sand 0.07 mm to 4.67 mm. Silt 0.005 mm.to 0.074 mm Sands 0-16 0-4 Very Loose Clay <0.005 mm 17-40 5-10 Loose 41-80 11-20 Firm 81-120 21-30 Very Firm Modifters Over 120 31-50 Dense 5% - 10 % Slightly Silty or Clayey 10%.- 30% Silty or Clayey Silts & 0-3 0-2 Very Loose 30% - 50% Very.Silty or Very Claye; Clay 4-9 3-4 Soft 0% - 5% Slightly Trace 10-17 5-8 Firm 6% - 10% Trace 18-31 9-15 Stiff 11% -20% Little 32-60 16-30 Very Stiff 21% - 35% Some Over 60 31-50 Hard > 35% And Rock Hardness Description Soft Rock core crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core can be broken with fingers Hard Thin edges or rock core cannot be broken with fingers Very Hard Rock core rings when struck with hammer(cherts) .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... AMERICAN SOCIETY .: • .: •�: .: ••: NATIONAL SOCIETY OF OF CIVIL ENGINEERS „� PROFESSIONAL ENGINEER; NATIONAL ACADEMY 0:0 •• ••• • 4FO• • FLORIDA ENGINEERING OF BUILDING INSPECTION CONSULTING ENGINEER SOCIETY ENGINEERS PROFESSIONAL BUILDING INSPECTION W29 S•W.15th JyE.,JUAMI,.FLORIDA 33156 •. :.:TFLP�PI�OEi L305y7$-1244 . . • . L Wied 1976 .. . . . • • ••. .• 13 December, 2017 Village of Miami Shores Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Att: Ismael Naranjo, BO, CFM Ref: 1450 N.E. 101st Street Miami Shores, Florida Dear Mr.Naranjo: Please be advised that the wind speed of 175 mph, Exposure D was used in the calculations for the above referenced seawall repair. I am allowing Mr. Rossi of Southern Marine Construction to initial these changes to the submitted plans. Thank you for bringing it to our atttention. Digitally signed 1,j.sheingold Sincerely, j.,sheingoidemail=jsheing@yahoo.com,,zD old,o c=US Date:2017.12.13 08:19:55-05'00' J.N. Sheingold, P.E. 21181 -� D AMERICAN SOCIETY NATIONAL SOCIETY OF OF CIVIL ENGINEERSn. I�� l/`_ ' . PROFESSIONAL ENGINEER: NATIONAL ACADEMY / ,` �I�GQ lQu� FLORIDA ENGINEERING OF BUILDING INSPECTION CONSULPROFESSIONALTING BUILDNGINEER INSPECTION ENGINEERS 12420 S.W.75th AVE.,/MIAMI, FLORIDA 33156 TELEPHONE: (305)378-1244 ` Established 1976 a" 6 December, 2017 Village of Miami Shores Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Att: Building Official Ref: 1450 N.E. 101st Street Miami Shores, Florida I have retained John Buscher, P.E. #41844, as the delegated Engineer to provide calculations in order to comply with the FEMA 100 year flood requirements as per ASCE-24 and provision of section 1612 of the FBC 2014, (5th Edition) code. I am the Engineer-of-Record for the project. . . ...... Please contact me4irectly if there are any questions. Note that Mr. Bd§chtr is fete Engineer-of-record for the adjacent project at 1460 N.E. 101st Stree' •i**hick a •• •.•.•• g J p l 4C.1y permit was issued to Miami Beach Seawalls. .... . ..... ...... . . ..... Sin ly • • • • • .•111• eingold, P.E. 21181 • ,SH Miami Shores Village Building Department 10050 NE 2"d Ave. wp 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 SOUTHERN MARINE CORP to perform special inspector services under the Florida Building Code 51^Edition(2014)and Miami Dade County Administrative Code at the 1450 N.E. 101 ST project on the below listed structure as of 22 OCT 2017 (date). I am a registered grchitect/professional engineer licensed in the State of Florida. Process Numl:6- ...... . . . . --,Special Ins;edorAr Reinforced Masonry,Section 2122.4 of the FBC 5th Edition(2014) Viacni Dade MITI Administrative Code,Article II Section 8.22 Special Inspector for ..... .. . ...... '..:.. .... —Trusses>35 ft.long or 6 ft.high t:•...: �• • Steel PPaming and Connections welded or bolted •••••• —Soil tornpaction • 4emst•Attachments • —Roofing Applications,Lt.Weight. Insul.Conc. • • Other CONCRETE BATTER PILES AND CAP TBC 1805.12, 1822.1.20) ❑ Note:Only the marked boxes apply. The following individual(s)employed by this firm or me is authorized representative to perform inspection* 1. JOSEPH N.SHEINGOLD P.E. 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 Cod d are in substantial accordance with the approval plans. Engineer/Architect Name JOSEPH N.SHEINGOLD P.E. Sealed Print Da JO/ 2/2017 Address 12420 S.W.75 AVE MIAMI,FL 33156 ' • • • ■ISM ME■MEMO■ OMEN■■■■■■■■■■■■■ ■■ OE ■■■■E■■■■■■■■ E■EM■EMEN . ERIE ■ENO■MM■ ■ ■■■M■■■■■■ ■ ®EM■ irom ■EM ■EEE ■■■E■ ■■��! ■ ■O■MEt■EEE ■ MEN= MEN 0 mm _/J■■■■■■■■ ■E■■■EMM M .: i�■A■■■■■■■ME■Egwmmmmm 0 �■EEE■ E ME ■■■/�l■Ei�l�ii�.;... .�. &!mMMMImMMM E■■E■ E��!MME NEON EMEE■■ tO■■■EE■iINISSI i E■ MOE■ ■■■■■■E■EM - mmm �,�EM o■I■11v� ► ■■E M■■■/ �rMi1i11�■rl■■■■■I■IOMAINE=EMM■■ ■ M■■MmMMMEit1rvxMM■■■M saint■■■■■O■■■ ■■■E■■%O■■■ ■■ a■E■■■1■1■�mun■■■NOME E■■■E■E ■■■ �■ii■EEi■■I■IEM.��'M■■M■■ ■�7����I i1'�E3�i.- .-ra ■■ %� E 11iI`�El ■MME■ ■■■ E■r ■■■O nolilEili�&HMMjLqWS Mrs RON call ■ ■EME=■■■!1■■■■E■■■■■■M.■E��i'iEth�■EMEN' mwMMm/�tlE EMr IIE�/� 1[I � t�G� - ■E�"iM ■�EMi1R 'IN1ME■Ei� ■rM �91��00l� ■EI■■■■ROME■ '� No I so■ML .t■ TJ . • ■■;��■� ■■■■EO ■M iiEE� ■ES � � �M■w�■■■t I■ Ms■ a �� ■MMM■� � ���', + '�■■MME ■■ MME■i�1�i�,�o��1� OM■MM■■M ■EMS■ ME�1� ' AMERICAN SOCIETY NATIONAL SOCIETY OF OF CIVIL ENGINEERS PROFESSIONALjENGINEER%c NATIONAL ACADEMY FLORIDA ENGINEERING OF BUILDING INSPECTION CONSULTING ENGINEER SOCIETY ENGINEERS PROFESSIONAL BUILDING INSPECTION 12420 S.W. 75th AVE., /MIAMI, FLORIDA 33156 TELEPHONE: (305) 378-1244 Established 1976 i I ! :• i ! I i I I I I I ! I l l � � I I I ! I i ! I 17 • • � •!••i •" i• i ! � I I ! I I ! ! i I ! I ! ! I i ! • • ! I • • ( • � I � 1 ! Imo+ I !/! ! I i i ! I ! I I I ! ••••• ! • • ! •' I Iel i ! ! i IIII IIII ! ' I I �` 1 I ! ► ! � I I I I I I I I 114 ! ! I ' III I ► ll 27=1 I I ! il I ' ! II� ' I I ! IiI ! illi ill ! ! t I ! ! I I I ! I ! I I I ! ! I I ! I ! I i IIII II . I ! I I I 1 ! ! 1-2 i;A/! cel I i ! ! ! ' II II ' i II I ! l IIII �I I ! I I I I I I ! I I ! I ! i 1 Sheinaold 1;,60 NE 101 S1 bhac-, ::xa .;a:^.r+l Repair.xrrcd [)esign Seawall repair to retain 4.0 feet of dry so,l 1`il!, pus 3.5 feet-o.4 saturated soil fill Provide New Batter Piles and Vertical King Piles to Retain new precast concrete bulkhead panels. New King Piles at 10'-3" max' o/c for overturning support for wall. A. Determine seawall retained soil characteristics and describe seawall geometry: 1) Soil Characteristics 4 For soil described as silty sand-gravel mix of medium, density. ASTM classification GM Soil weight, dry or moist -y:= 110 psf bAlater weight IH20 := 62.4 psf. Soil weight, submerged 1prime::_ 50 P Friction angle, internal _soil := 30 degrees z Coeff. of active earth pressure (gravelfsand r*„i::;'kz :_: tanl —` _ _`}'-sol! \ � i ka = 0.33 4 360 l 2 ...•.. R cb_soil • Coeff. of passive earth pressure k1. cani - I ••• •k = 3.00 • "'•�• 4 360 i •.•... p ; '..' •• ...... S. F. for Passive pressure Gs := 2.0 •••••• • Allowable passive earth ....' ••••:. • pressure Kp_allow:- ^! :irr:e. kr, Kp__ai;ow— 150.0q••per foot dF depth •. .. •••tor•satur3ted.SQil ••••• 2) Seawall GeometVooee ry •••••• • Height of seawall (top of cap to top of berm) Hwall:_ 9,0 ft:••••. • Distance from top of cap to fill grade drill:-- 0.5 ft. ee Height of retained fill Hf Hwall .._ dfm Hf= 8.50 ft:,.> Pile height ( top of pile to top of berm) Ha Hwafl - 1.0 Ha =8.00 ft. Pile spacing ( horiz. centerline spacing ; Sa : 10.25 ft. Concrete Pile embedment depth D 12.0 ft. ( top of berm to bottom of pile) Eff. pile embedment depth (for design) Deff :=° D Deff = 12.00 ft. Wall slab embedment depth ( top of berm to bottom of slab) D”as;:= 2.0 ft. Mean Low Water height (above top of berm) H,,,,,, :- 3.0 ft. Unbalanced water heiaht above mean low water Hu -- 3,5 ft. John H. Buscher, PE Seawall Repair at Consulting Engineers 1450 NE 101th Street Miami Shores, FL 33138 PE#41844 i 41844 SW 139th Court �� Dec. 2, 2017see pages 11 to 16 for wave action Miami FL 33175 calculations Tel (305)-554-9170 rU Page 1 of 16 B) Determine bulkhead forces, and action line distances y;, above top of berm for design of new seawall cap and batter pile: a) Force due to surcharge on inside face of seawa_k gsur:__ 0 gsur Ht Fsur Hf Fsur -- 0 kips:ft_ Ysur 2 1000 b) Forces due to dry/moist backfill on inside face of seav:al I (Hf - Hmlw)2 Hf - Hmlw F,y1 : ka' 1000 2 — F,1 -- 0.55 k 'Dsift. y,y1 Hmlw + 3 Hmlw F12'= ka" 1000 '(Hf - Hmlw)'Hmlw R12 = 0.6'1 kips/fi. Y-y2 2 2 c) Forces due to unbalanced water pressure on inside face of seawal! 1'H20 Hu .•..•. •• • F,yH201 := 1000 2 FryH2O1 = 0.38 kips/ft. Y-yH¢ :*.OHmlw+ 1�. ....:. 3 •... . ...... • ..... FIH2O2:= 1000 (H.�'Hmlw F7H2o2:= 0.66 kips/ft. Y7YZd1.:y H2...:. •.:..' ...... d) Force due to submerged backfill on inside face o`seawall ••�•�• 2 •• ... ...... 1prime Hmlw Hmlw • • • F7prime ka. 1000 2 F7prime -- 0.03 kips f .• Y7prime - 3 ` e) Total Horizontal Force transmitted on back of_p.Kriels ,r foot-of wall Ftotal (Fsur+ F,y1 + F.y2 + F•yH2O1 + F,H202 F-+prime) Ftotal= 2.27 kips/ft f) Total Horizontal Force transmitted or back of panels at each pile FH—pile (Fsur + F11 + F.y2 + F•yH2O1 - F^H2O2 F,prime)-Sa FH_pile= 23.29 kips g) Maximum Allowable Force due to passive earth pressure, on outside face of 12" wide" pile GS = 2.00 Safety factor for stability SA 10 single pile factor Kp:= 4.0 for limerock gravel mix ( 21 KP 'Yprime Deff —1-Doff F7prime_p G 1000 2 ) SA Y-.prime_;: - z Y-Yprime_p= -4.00 ft s F - 14.40 ki s/pile > FH-pile 1 ^+prime_p- p -- 1 64 kips, l';`rs 2 John H. Buscher, PE Seawall Repair at Consulting Engineers 1450 NE 101th Street PE#41844 Miami Shores, FL 33138 / ��, Dec. 2, 2017 41844 SW 139th Court see pages 11 to 16 for wave action Miami FL 33175 calculations Tel (305)-554-9170 Page 2 of 16 C) Determine Uniform Horizontal Loading on Concrete Cap Beam and Horiz. Force on Batter pile Take Moments about Design Centroid Point of Passive Earth pressure; b , at face of precast concrete wall slabpile: a) Moment due to surcharge on inside face of seawall s?ab Msur:= Fsur'(—Yyprime_p + Ysur) Msur == 0.00 ft-kips/ft. b) Moments due to dry/moist backfill on inside face of seawall slab My1 Fy1'(—Yyprime_p+ Yy1) My1 = 4.90 ft-kips/ft. My2 Fy2'(-Yyprime_p+ Yy2) My, = 3.33 ft-kips/ft. c) Moments due to unbalanced water pressure on Insid&_;ace_oseawall slab. M-yH2O1 := FyH201'�—Yyprime_p+ YyH2O1) Myw201 = 3.12 fj-kips/ft:.•.:• we • •• . • � r • •• • MyH2O2 FryH2O2'(—Yy +prime_p YyH2O2) MyH2O2 = 3.60 :::ykips/ft' ....•. 6 o d) Moment due to submerged backfill on inside face of seawall slab ' ..•.% • ..... Myprime:= Fyprime'(—Yyprime_p+ Yyprime) M,prime = 0.38 •••.ff kips/1G••:• ""• e) Sum of Moments due to pressures on inside face of seawall slab. about point b: • • . • • . Msum := Msur+ My1 + My2 + MyH2O1 + MyH2O2 Myprime " • •••• : V•••. •• Msum = 15.33 ft-kips/ft. f) _Horizontal Loading Along New Concrete Cap Beam consider 100% of existing retained load, wh_ Msum wh:= —Ywn = 1.28 klf. yprime_p+ Ha g) _Horiz. Reaction on New Batter Pile. for Pile Spacing S, -- 10.25 ft. New Batter pile to take 100% of total lateral load: Fregd := [(1)'wh'Sa] Fregd - 13.09 kips. horizontal force on Batter pile John H. Buscher, PE Seawall Repair at Consulting Engineers 1450 NE 101th Street /1 Miami Shores, FL 33138 PE#41844 R Dec. 2, 2017 41844 SW 139th Court / see pages 11 to 16 for wave action Miami FL 33175 J' . calculations Tel (305)-554-9170 I I/ Page 3 of 16 � t 131) Determine Required Concrete Cap Beam Size and Reinforcinq at typical span: Sa = 10.25 ft. a) Maximum Shear and Bending Moment. assume t shun cont_ 4 V„:= 1.15.1.7•wh. 2a VU = 12.80 kips. M,, := 1.?'wr,'�8a- M„ = 28.51 ft-kips. b) Check longditudinal steel and shear steel_i z__ap,hear for hurizantal loading: beam size is 36" wide x 18" deep with 4#5's top and bottonn eq. spaced - fc := 5000 psi. fy:= 60000 psi. b :_ 18 i.. w:= 36 in. (�fjex 0.9 -Nhear 0.85 dface:= w-4.0 in. , to provide 3" cover Lrjiiql_on # 3 ties. df...=32.00 in. shear 4)v, := 1000 .2•Vf�'b'dface ()V, = 69.24 kips Oc • • • • •6.6•• — = 34.62 kips. < V, = 12.80 kips, therefore no shear reinforcemet-RIs mquired.0 • • • • 2 6.660• •• :00 • •• 6666•• 66 however, provide#3 closed ties at 12" o.c. for transverse6 • crack control.; and 2#3 closed ties on each side of each•nevwbatterAj�, .•. • _12000_ 6666. M ••�••• • • �.•.�. 6666• b•dface fc - (b-dface'fc� - 2.b_fc -L -- " " 6660•• ••0..• . Afaces_req :_ ------------.._� •..�:. f • ..6.6. •• • ••• • 6666•• Afaces_req = 0.20 inz A5-bar 0.31 in. iba,, Afaces_prov 3-A5 bar •�i • • Afaces_prov= 0.93 in.2 Afaces_re,q = 0.20 in OK for 4#5's top and bottom; onsider out board bars to resist horiz. bending. John H. Buscher, PE _ Seawall Repair at Consulting Engineers 1450 NE 101th Street PE#41$44 Miami Shores, FL 33138 � ^> l , Dec. 2, 2017 :41844 SW 139th Court �, � see pages 11 to 16 for wave action Miami FL 33175 � calculations I/Tel (305)-554-9170 � Page 4 of 16 E1) Determine Req'd Axial Load Capacity in 4:12 Batter Pile, for new pile to carry 100% of lateral load 0.5 Freqd = 13.09 kips Rise:= 12 in. Batter:- 4.0 in. Diag :- f,Rise 2 + Batter Diag Diag = 12.65 in. Rise. Preqd ,Fregd Pregd = 39.27 kips Batter Tonsregd = Pregd Tonsreqd - 19.64 togs < Tonsallow 25 tons, per FBC, for 12" x 12" pile O.K. Determine Required Tension to be developed in steel kingpile strands and add'I rebar dowels embedded in each vertical king pile and wall: (Rise 2`0.5 Diag:= \Rise Batter J Diag - 12.65 in 12 Tu_regd:= 1.7 •Pregd Tu_regd_ 63.34 kips q>:- 0.9 Fy:= 60 ksi . Diag 000090 • 0000.. Wpanel:= .15•.67-7.0-S? Wpanel = 7.21 kips •• •� •0000. •. •0000• 3620 ••���• Wcap:= .15 -Sa Wcap = 7.69 Kips •0000• :000:0 144 0000 0000. ,0000.. 00:00' Wpile:= .15.11.8.0 Wpile= 1.20 kips lee 00 00 .99999 • 12 • Tu_strand_regd 1.7 -Pregd — II A�Wpanei + Wcap� Tu strarid_regd=42.18 kips 9.9.:9 Diag — . ••••• 0 0 2 \i 1 •000 0 009 0 099000 fps:= 270 ksi fse:= 0.7-fps Id_full I fps - 2 fse ' I Id full= 72.00 in. •�; 3 2 Astrand= 0.153 for 1/2 270 ksi strand Id:__: 12 in. strand embedment in cap Id _ Tn_strand_prov (�'Astrand'fse' 4 Id full Tn_strand_prov = 17.35 kips < Tu_strand_regd = 42.48 kips. , However addl reinf dowels in king pile I John H. Buscher, PE Seawall Repair at Consulting Engineers 1450 NE 101th Street PE#41844 Miami Shores, FL 33138 Dec. 2, 2017 41844 SW 139th Court c�:. see pages 11 to 16 for wave action Miami FL 33175 �, calculations Tel (305)-554-9170 Page 5�of 16 i Determine Required Tension to be developed in new steel rebar dowels embedded in each vertical king pile and wall Tu_dowel_regd Tu_strand_regd - Tn_strand_prov Tu_dowel_regd _ 25.13 kips Per Hilti Product Technical Guide/2000 "Hilti" HY 100" In:action Adhesive Anchor System, 4.2.2 Table on page 70, Ultimate Bond Strength and Stec' Strength for Rebar in Concrete Minimum embedment in 5000 psi concrete to develop Grade 60 #6 Rebar Yield Strength = 8.0 in. Abar 0.60 for#7 rebar dowel Abar-Fy= 36.00 kips yield strength <-----controls A6bar bond:= 37.885 kips Abar 0.60 for#7 rebar dowel Abar'Fy= 36.00 kips yield strength Tn_prov (•�'Abar'Fy'1) Tn-prov= 32.40 kips/ for 1 #7 dowel with 12" min. > Te_now0_regd 25.13 kips,O.K. epoxy embedment into batter pile, ••� •.• Therefore, in addition to 4 -112" diam. strand in top of existing king pile, •....• 0 0.00 • .000.0 provide 1#7 Hooked Dowel, with 12" min. epoxy embedment into king pile •••... 0 • 0000 • 0000 0 00000 i••.•.. • Pile driving formula, Per FBC 1822.1.1 and FBC 1822.2 . for 25 ton min a[low3bPe load 0 0.0000 • . • • • • For Drop Hammer, 5000 Ib minimum with 6'drop, per FBC 1822 1.18 :0.0:0 "'••• • . P := 50000 lbs, allowable total load, in pounds •0 •••0 :•• W:= 5000 lbs, weight of striking hammer, in pounds 00 h := 6.0 ft., height of fall of striking part of hammer, in feet S := 2.20 in., average penetration per blow of the last 5 blows 5S = 11.00 in, total pentration of five final blows Drop Hammer Formula P := 2-W-h p = 50000.00 ibs, allowable P = 25.00 Tons, allowable S -- 1 2000 Pile Driving Log to be kept for each pile driven per FBC 1822.1.20 John H. Buscher, PE Seawall Repair at Consulting Engineers - 1450 NE 101th Street PE Miami Shores, FL 33138 ; t ! Dec. 2, 2017 41844 SW 139th Court - `k see pages 11 to 16 for wave action Miami FL 33175 Tel (305)-554-9170 h� calculations Page 6 of 16 I f Check lateral shear in cap beam from seawall panel combined with transfer shear to resist compression of new batter pile S Vu-panel 1.15.1.7-wh' 2 Vu—panel = 12.80 hips, horizontally . Cu—Pile1 5 12 -Pregd Diag Cu_pile= 55.89 lips vu—pileCU—Pile Vu_pile= 55.89 kips verl:ically at each side of utter pile Vu_comb �Vu7pnel2�Vu_pile2 V, comb +7.33 kips f, := 5000 psi. fy:= 60000 psi. b 36 in t:- 18 in shear 0.85 i d := t-4.0 in. , to provide 3" cover (min on # 3 ties. d = 14.00 • 0 ...... shear •••••• ; ••�• • (�Vc :_ -2-�fc b-d (jVc - 60.58 kips ...:.. ...... 1000 .... ...... = 30.29 kips. < Vu comb= 57.33 kips, therefore shear reinforcermeot"requiied. 2 - ...... .. .. . ...... provide 2#3 closed ties at •••••• • each side of each batter pile. ....:. (�Vs_tie-- 15.0 kips/tie �Vs_prov•__ � s_tie.2 ��;_ptov = 30.00 kips '• •••� On:_ Oc + cbVs_provVn = 90.58 kips. V., comb= 57-33 kios.. therefore O.K. John H. Buscher, PE Seawall Repair at Consulting Engineers 1450 NE 101th Street PE#41844 ��,�� Miami Shores, FL 33138 � Dec. 2, 2017 41844 SW 139th Court see pages 11 to 16 for wave action Miami FL 33175 �- Tel (305)-554-9170 � � calculations Page 7 of 16 Considering the eccentricity between front batter 3s and rear King Pile, determine required steel reinforcing at bottom face of cap b lam to resist upward moment induced by eccentricity ecc := .25 ft, cl of batter pile to cl of king pile max Cu-pile= 55.89 kips Mu_ecc Cu_pile'eec Mu_ecc= 13.97 ft/kips bell:= 32 inches, consider 16" to left and right of pile locatior, d := 18 - 4 d = 14.00 in := 0.85 fc := 5000 psi. fy:= 40000 psi for 43 t!es Mu ;x,,-12000 bef; d•fc _ �be�f.d.fcj2 _ 2.bef4'fc Abot --_------ �I)flex • i••••• ••• •• s_reqfy — -- --- — •• • •• . • • . • Abot =0.33 ins A 0.11 ir. ibar Abat —•4�e •••••: s_req 3-bar•- s-prov : mbar • ••• • • Abots_prov = 0.44 in. OK for 2#3 closed ties at each side •.:..• of pile location. .. .. . ...... John H. Buscher, PE Seawall Repair at Consulting Engineers 1450 NE 101th Street + r Miami Shores, FL 33138 PE#41844 tf, Dec. 2,!2017 41844 SW 139th Court L see pages 11 to 16 for wave action Miami FL 33175 n calculations Tel (305)-554-9170 Page 8 of 16 t F) Determine Soil Friction on wall, and Dead Load of Existing Alai! and New Cap, to Determine Required Tensile Capacity of New King Pile to resist uplift induced by New batter pile Friction on Existing Wall due to dry/moist backfill on inside face of seawall µrill:= 0.3 ^y (Hf - Hmlw) 2 F71 ka 1000 2 F-11 0.55 nips/ft. V-�1 := t4in•Fy1 V,11 =0.17 kips/ft. F72:= ka• 7 -(Hf Hmlw)-Hmlw F-2 = 0.61 kiPsift, V12 ,- pfill-F_f2 V,.i2 = 0.18 kips/ft. 1000 Ffriction (V72 + V-„ ).S, = 3.57 kips Dead Load of New Cap 20” x 36" New 8" Panel and New12 x12 x 25' king pile. 8.0 • ...... DL 10.0•S 15 DL '10.25 kips over S '10.2512 10.25 � ••'•" panel�_ , 2 ' a'• pan;:!- P a•i • .. � • • •••••• • •• •••••• 18.36•Sa .... .....: DLcap:_ .15 DLcap = 6.92 kips over 9�: 10!25 fit...:• • 144 .•... •••••• 1212 •• .. ...... DLpile:= 144 -(.15.8 + .085.12) DLpi},- 2.2200 kips �..�.� •. DLprov DLpanel + Dl-cap + DLpile • • • • DLprov= 19.39 kips over S = 10,25 ft. With safety factor against uplift/overturning SF 1,w included in allowable tension capacity of new king pile Rise Tfeq Diag Preqd — (V;1 + V72)-Sa Treq =33.69 kips > DLprov + Ffriction = 22.95 kips, Therefore Tpile_req Treq — DLprov + Ffriction/ Tpile_req = 10.74 kips, approx = 10.0 kips (5 ton) ailo:vable cohesive tension Capacity of King Pile, OK John H. Buscher, PE Seawall Repair at Consulting Engineers 1450 NE 101th Street � PE#41844 Miami Shores, FL 33138 l4 41844 SW 139th Court ``� se1 e pages to 16 for wave action Miami FL 33175 calculations Tel (305)-554-9170 Page 9 of 16 r G) Determine Bending Moments in 10' wide x 10'-0" tall x 8" thick Precast Concrete panel: Consider spanning from pile to pile to be a simple spar: (ignore 2 -inlay action) Lc := 9.25 ft. max clear a) Moment due to surcharge on inside face of sheet pi e, assume con?i ;nous loadin Total Horizontal Force transmitted on back of panels per loot of wail Ftotal (Fsur + F,yi + F y2 + F-yH201 + F-yH202+ F-,prime,) Ftotal = 2.27 kips/ft, assume that total horizontal force acts on bottom 1/2 of panel (conservative) L Rtotal Ftotal' 2 Rtotal= 10.51 ft-kips/operating over resisting strip equal to bottom 1/2 of panel above berm L 2 Mtotal Ftotal' c Mtotal = 24.30 ft-kipsoperating over resisting strip 8 equal to bottom 1/2 of panel above berm • 0000.. 8.012 ' •••••• brs brs =48.00 in. '..' • •• •• • 2 0000.. .. 0000.. 0 0 6 0.0 0 H) Determine Required Reinforcing in Concrete Wall Panel LC = 9.25 ft. claarbetweegl adj.king pi"*-*: • 0 00060. 0000 . 00000 Design Horizontal Steel to carry retained pressure •••••• 0•• • 0000.. .. .. 00.0%.6.6 6 6. • fc := 5000 psi. (0.40 w/c ratio max.) fy:== 60000 psi. brs = 48.00 ir*. := 8.0 Gip. . . 0 0 00000:. • • • •. For Bending Moment: � .625•x• � ... .. 0 d := t - 2.5 2 d = 5.19 .16 0 0 Mu:= 1.7.Mtotal Mu = 41.31 ft-kips. 2 M u•12000 - brsA-fc - �brs'd'fc� - 2.brs.fc.---- �ftex As := — As = 1.85 in.2 fy For #5 bars, Abar 0.31 in.'- -'bar As n := n 5.98 in. Abar Spacing of bars regd: S:= bn� s = 8.03 n. USe #5's @ 6" o/c horizontal at mid-depth for flexure. Use #5 @ 12" o/c vertical Place horizontal bar layer toward outside face of panel. John H. Buscher, PE — — Seawall Repair at Consulting Engineers 1450 NE 101th Street PE#41844 Miami Shores, FL 33138 Dec. 2, 2017 41844 SW 139th Court see pages 11 to 16 for wave action Miami FL 33175 calculations Tel (305)-554-9170 Page 10 of 16 Y Design Seawall repair to resist flood/wave action forces clue to FEMA 100-year storm event. This is equivalent to Base Flood Elevation of+10.0 feet_NGVD. Wall retains 4.0 feet of dry soil fill, plus 3.5 feet of saturated soil fill. A. Determine seawall retained soil characteristics and describe seawall geometry: 1) Soil Characteristics For soil described as silty sand-gravel mix of medi_mdensity, ASTM classification GM Soil weight, dry or!moist -v:= 110 psf. Water weight 'YF120 := 62.4 psf. Soil weight, submerged Tprime :== 50 os' Friction angle, internal _soil := 30 degrees 2 Coeff. of active earth pressure (gravel/sand mix)ku := tan�, 360 s _ _soil 7r i ka = 0.33 4 j 'T d)-soil j 2 1 Coeff. of passive earth pressure k,:- tan; — - ---7T kP+00% �4 360 . •f0••18 •o • .. •• S. F. for Passive Pressure GS :-- 2.0 ..0000 0 •••0 . 000000 Allowable passive earth ****a* 0 pressure Kp_allow �(prirre kp Kp_arlow = 150.00••per foot pf depth :•••• 1818#or saturafetct§60 ••�•• 2) Seawall Geometry ••.... ..... .. .. 0 ...... Height of seawall (top of cap to top of berm) Hwa!, 9.0 ft. 18 : 18 •.•.�. Distance from to of ca to fill rade j •0 0 000 :"'•; P P 9 pfir!:= 0.5 ft. Height of retained fill Hf Hwa!r dfir!. Hf = 8.50 ft. • Pile height ( top of pile to top of berm) H3 :- Hv,at, - 1.0 Ha =8.00 ft. Pile spacing ( horiz. centerline spacing ) Sa 10.25 ft. Concrete Pile embedment depth D: ;2.0 ft. (top of berm to bottom of pile) Eff. pile embedment depth (for design) Deff D Deff = 12.00 ft. Wall slab embedment depth ( top of berm to bottom of slab) Dwan = ? 0 ft. Mean Low Water height (above top of berm) Hm!w:= 3,0 ft. Unbalanced water height above mean low water H� 3.5 ft. John H. Buscher, PE Seawall Repair at Consulting Engineers 1450 NE 101th Street Miami Shores, FL 33138 PE#41844 t 41844 SW 139th Court Dec. 2,2017 see pages 11 to 16 for wave action Miami FL 33175 n� calculations Tel (305)-554-9170 Page 11 of 16 3) Seawall Geometry Wave Action/Flood Parameters_Ref. ASCE 24-14 and ASCE 7-10 Chapter 5 Flood Loads Height of seawall (top of cap to top of berm) H.111:= 9.0 ft. SEL +6.0 ft NGVD Mean Low Water height (stiii water elevation) H,,!w:-.- 3.0 ft. (above top of berm) Base Food Elevation, including wave height. having H := 10.0 ft. EL +10.0ft NGVD 1% chance of occuring in any given year obove MSL EL 0'-0" NGV1) Height of water above tcp of cap at BFE Hwa:e- above wa!! Hfiood- 6.0 =4.00 ft Dynamic Pressure Coefficient For Risk Category I! CP 2.8 Water weight -`H20 := 64.0 asf.••• . •••;•• •• i •• • • • • • •••••• • ••• • Hwall •••••• Since water depth at BFE conditions is greater d; ---- =4.09 Te • than the wall height, Let BFE for design = wall height 2.2 •90-00• ..•.;. • • above grade. Determine design water depth above berm 090600 '•;••• depth for most wave action on wall face 009000 • perASCE 7-10 figure 5.4-2. ..•... Maximum combined dynamic and static P C d 1 f �• ••• •••••• wave pressures rrax p'�>H20' s ••.7s' .H20'•.T : • ...,.. •• Pmax _ 1047.27 psf Net breaking wave force per foot of wail Ft:-- 1.1Cp'7H20-ds2 _ 1.9.7H20-ds2 considering water at d-s depth behind wall, acting at d_s depth above berm Ft- 5333.95 plf John H. Buscher, PE Seawall Repair at Consulting Engineers 1450 NE 101th Street </ Miami Shores, FL 33138 PE#41844 ;,� 1 Dec. 2,;2017 41844 SW 139th Court Ck see pages 11 to 16 for wave action Miami FL 33175 n calculations Tel (305)-554-9170 1 Page 12 of 16 I r y • B) Determine wave bulkhead forces, and action )ine distances_y,. above top of berm for design of new seawall cap and batter pile:' i a) Total Horizontal Wave Force transmitted on front of panels per foci of wall Ft '= 11CP-' H2p ds + 1.9 yH2G ds Ft-wave = 5333.95 plf b) Total Horizontal Force transmitted on front of panels at_each_pile Ft_wave 1 IF wave \ 1000 Sa Fwave_pile= 54.67 kips C) Determine Uniform Horizontal Loading on '-onc:ete Cap Beam and Horiz. Force on Batter pile Take Moments about Design Centroid Point b . at face of precast concrete wall slab/pile: • . •6000• a) Moment due to wave action on outside Bice of slab •• • 6• 0000'• • • • • Ft wave • • •• 0.000• Mwave tds) Mwave == 21.82 ••••Tt•-kips/ft. • • • 1000 •000 0 6 006.00 • • 00.0.0 • b) _Horizontal Loading Along New Concrete Cap Beane due to wave action: 0000•• . • • • ..,... wave NIsum• • • • •• wh_wave•= — wh_wave = 1.68 I`;'t btih:__ -- 6— • w•.• • –Y rime_ -` Hwa!! --Y, H t=$ k��•••• 'Yp p prime_p� a• • 6 • • • •• • ••• • x•000: c) Net Horizontal Loading Along New Cap due to wave action less Retained fill w h: ••� I Msum = 15.33 wh_net wh_wave –wh wh rze*. 0.40 klf towards upland d) Horiz. Reaction on New Batter Pile for Pile Sracing Sa -= 10.25 ft. New Batter pile to take 100% of total lateral load: Freqd := F(1)•wh_net"Sa I Fr,qu - 4.11 kips. horizontal force on Batter pile towards upland (back of wall) John H. Buscher, PE Seawall Repair at Consulting Engineers 1450 NE 101th Street PE#41844 Miami I Shores, FL 33138 �' ,.1 s`` V 41844 SW 139th Court. Dec. 2�2017 Miami FL 33175 see pages 11 to 16 for wave action � Tel (305)-554-9170 calculationsl�� Page 13 of 16 • D1) For Wave Action Sa = 10.25 ft. Determine Required Concrete Cap Bearn Size and Reinforcing at typical span: a) Maximum Shear and Bending Morr ent assirr=e ars cent__. V •= 1.15.1.7 w Sa V , = 4.02 'k NA, 1.7 �:�tP; Sat M = 28.51 ft-kips. U - h_net'2 u u 8 u - b) Check longditudinal steel and shear seel in cap bream`cr horizontal iioadin : t,eam size is 36" wide x 18" deep with 4#5`s top and bottom eq. spaced - 000:0 fc := 5000 psi. fy.:= 60000 psi. b :- 18 i,, w:-= 36 in. (bfle;:=.a.8 �shear:= 0.89•••x• 0000.. .. df...:= W- 4 0 in. , to�rovide 3" cover (fllin�_v_;_# 3 ties,. dfgoai•32.00 in. 0.00•• 0000•• 0000 • • • shear • • 0000•• 0000 • 0000• O)Vc .2' fc'b'dface (�Vc == 69.24 kips 1000 0000•• . . •0.0• 0000.. �.. .. 0000.. 4)V, = 34.62 kips. < Vu = 4.02 kips; tnerefere ;«-) snear reinfcrcerpenC i9 required. , geese* 2 •0000. however, provide#3 closed ties at 12" o.c. for transverse' : . •••••• crack control., and 2 #3 closed ties on each side of each new batter OiJ3 • . Mr, 12000 b'dface'fc - (b"dface'fc�2 - 2-b4,---- --- 'Pf;ex Afaces_req :_ --- --- fy Afaces_req = 0.20 n' A5-bar:- 0.31 in-';bar Afaces-prov 3•A5_bar Afaces_prov = 0.93 in.2 Aface,_req -,. 0.20 in: OK for 4#5's top and bottom; consider out board bars to resist horiz. bendino. John H. Suscher, PE Seawall Repair at Consulting Engineers 1450 NE 101th Street PE#41844 Miami Shores, FL 33138 ,�� Dec. 2; 2017 41844 SW 139th Court see pages 11 to 16 for wave action Miami FL 33175 �, ' calculations �Tel (305)-554-9170 Page 14 of 16 E1) Determine Req'd Tension Load Capacity in 4:12 Batter Pile, to carry net wave actions load 0.5 Freqd =4.11 kips Rise:= 12 in. Batter:= 4.0 in. Diag := jRise2 + Batter Diag Diag = 12.65 in. Rise Preqd 'Freqd Preqd = 12.34 ki,s Batter Tonsregd := Preqd2 Tonsfegd = 6.17 tons Tons,,,,, 10 tons, allowable tension for apprcx short term load O.K. Determine Required Tension to be developed in steel batter pile strands and add'1 rebar dowels embedded in each vertical king pile and wall: _ 0.5 00.0.0 " • Diag :- 2 2 Rise + Batter Diag = 12.65 •• T 1.7 12 •P T 19.90 kips cid:-= 0.9 F I••gQ•• ksi u_regd regd Tu y _• •••••• • • • • Diag ...... .... . ..... Wpile:= .15.1.1.8.0 Wpile = 1.20 kips •�••� :•••�• ••:•'' .• •. • 000.00 •00. •• Tu_strand_regd := 1.7 'Preqd Tu strand_rggd '16.90 • Rips Diag - ...0• 0000•• f = 270 ksi f = Q.7 f I fps _ 3 ''se 2 1_fu11 :••••• ps : se: ps d_fuli:_ I.-- i- = 72.OU' 111. ••• • • • •• Astrand:= 0.153 for 1/2 270 ksi strand Id 12 In. Strand embedment in cap Id Tn_strand_prov:= (�'Astrand'fse' 4 Id full Tn_strand_prov = 17.35 kips < Tu_strand_regd ` 19.90 kips, , add addl reinf dowels in batter pile Tu_dowel_regd Tu_strand_regd — Tn_strand_prov Tu_dowel_regd = 2.55 kips Per Hilti Product Technical Guide/2000 "Hilti" HY 100" Injection Adhesive Anchor,System, 4.2.2 Table on page 70, Ultimate Bond Strength and Steel Strength for Rebar in Concrete Minimum embedment in 5000 psi concrete to develop Grade 60 #6 Rebar Yield Strength = 8.0 in. Abar:= 0.60 for#7 rebar dowel Abar-Fy = 36.00 kips yield strength <-----controls A6bar bond:= 37.885 kips A6bar:= 0.60 for#7 rebar dowel ABbar-Fy = 36.00 kips yield strength Tn_prov:= (-�'A6bar'Fy'1� Tn_prov= 32.40 kips/ for 1 #7 dowel with 12" nein- > T,-dowel_regd =2.55 kips, OX epoxy embedment into batter pile, Therefore, in addition to 4-1/2" diam. strand in top of existing king pile, provide 1#7 Hooked Dowel, with 12" min. epoxy embedment into batter pile John H. Buscher, PE _ Seawall Repair at Consulting Engineers 1450 NE 101th Street Miami Shores, FL 33138 PE#41844 ' Dec. 2, 2017 41844 SW 139th Court see pages 11 to 16 for wave action Viarri FL 33175 calculations Tel (305)-554-9170 Page 15 of 16 , r G) Determine Wave Bending Moments in 13' wide x 410'-0" tall x 8" thick Precast Concrete panel: Consider spanning from pile to pile to be a simplespan consider 0.75 reduction for 2 -way action) a) Moment due to surcharge on inside face of sheetassume continuous loading Total Net Horizontal Force transmitted on front of Gu _is ._ger toot of wall Lc 9.58 ft. max clear Ft_wave 1 Fnet= Ftotal - 10.75 Fne.;__ 2.30 xips!ft. assume that total horizontal force 1000 , acts -aver fuil exposed height of panel { Lc Rtotal iFnet 2 total— R - 11.00 ft-kips/operating over resisting strip • �_ � — •••••• • • • 0000•• 2 •• • 0s • • Lc Y•.... '..•' Mtotal•= IFnetI —$ Mtota9 = 26.35 ft-k. s/(,, erat;ng over resisting sV4••• •�••�° . • • 0000 * • ••ee*• • • • • 0000•. 0000 • ••••Y brs := 8.0.12 brs = 96.00 in Y•:••: �•••:• ••�••' •• 6s • 0000•• H) Determine Required Reinforcing in Concrete Walt Panel Lc = 9.58 ft:clear�etwvn ;4 king pjlgs��6 .0600• Design Horizontal Steel to carry retained pressure �••• 0 000 6 ;'•••0 ••: Lf LEGEND#0 > F BOUNDARY TOPOGRAPHIC SURVEY ABBREVIATIONS: F A -ARC DISTANCE .. !�1 A/C=AIR CONDITIONER PAD CEP,TIFlCATE OF AUTHORIZATION r LB-770^ R=2045.401 Q BCR=BROWARD COUNTY RECORDS SU�r@Z SLarV@ �, InC_ .4.5Q ' 1C �� BLDG= BUILDING �/In9 8� mappin L-100.001 i) 15190 SW 136th Street, Suite 20, Miami, Florida 33196 j' „' BM =BENCH MARK / A=2°48'041' BOB=CONCR TEBASIS OF BLOCK Tel: 305.596.1799 Fax 305.596.1886 ,1 CBS=CONCRETE BLOCK&STUCCO / (C) =CALCULATED W W'vv_ s u a r e z s u r v e y i n g c o rr. M CB =CAI CH BASIN cT �� CHB =CHORD BEARING R=2045.40' '�R�� 89 \P I G \ C&G=CURB&GUTTER PLAT IMAGE: 4.54 / 1 CLF =CHAIN LINK FENCE NOT TO SCALE NORTH /y .,< F o .i Itl®R1 L=100.00 ((��'{ S n '\� �0 COL-COLUMN SCALE' 1"=20' o I n V 1^ 6 p N N _ CON(=CONCRETE A=2'4A=2 8'04" 5Q 6 M // -f , DE DRAINAGE EASEMENT t c y 4.8 L� ^`�'` DME-DRAINAGE&MAINTENANCE EASEMENT P I> 'T CH-99.9 ' t P \X q5 �.c DAN-DRIVE-WAY CJ Q I i o \I ase ' I P L /�$� 0_0 EB ELECTRIC BOXIone ENC.=ENCROACHMENT I IZ II CB-_ 0441 13u E P 5 NI / EP=EDGE OF PAVEMENT / `r / \ EW-EDGE OF WATER I g / FDH FOUND DRILL HOLE -=+2 FF=FINISHED FLOOR ELEVATION I�KE I FIP =FOUND IRON PIPE •• / / ` FIR =FOUND IRON ROD A �� • • (/� FN=FOUND NAIL(NO ID) a \l` • • • •• 4'g3 •• ,p 02 ` ( FPLD=FLORIDA POWERUND NAIL& I&LIGHT TRANSFORMER PAD I 1 j •••••• //i / :\''' 516 X Py LE-LANDSCAPE EASEMENT LME=LAKE MAINTENANCE EASEMENT • • 5.58 °s`R $ (M) =MEASUREDPROPSP,TY ADDRESS:•• • ► •• X ` ''� �' PMHCMANHOLE I-DADS COUNTY RECORDS1450 NE 1C1st STREET, MIAMI SHORES, FLORIDA 331380 0000 0000 ML MONUMENT LINE • • • • • / �' ? ' LEGAL DESCRIPTION: ORB-OFFICIAL RECORDS BOOK • • - `v 4 - s 1 \PN 1 �t \ ' O/S=OFF-SET LOT 8 BLOCK 1, OF REPLAT OF TRACT "A" R;F MIAMI SHORES ; p.RK ••••• •••• BM1 •• • g8 ,^,^^11 P. // 3 P \ ,� 5 P =PLAT + i •, T P„O' o '3 • • ON y�-��\ • \ PB PLAT BOOK ESTATES, ACCORDING TO THE FAT TF'REOF, A��ECLf•�D IN "t9•64 ik • • *090 ^�y••`� / 0 ;' PAGE 86, OF THE PUBLIC RECOf�•1,.S C< 6*AMI-DADE COUNTY, FLORIDA. • F+ - 4.33 < 1 PC =POINT OF CURVATURE •• • ••••: • O F,j i •\ y`' `� PCP=PERMANENT CONTROL POINT T! :0. •• y FLOOD ZONE INFORMA. Ql •• PE POOL EQUIPMENT PAD 1 -• •• • ••OF THE •• •:•••• •••- •• `.18300 •S•• (fes i; / p\-P�tf-R �� 4 j`:\ \\ �' PG -PAGE ,BAS AOGEMENT TAGENCYO REVISED ON•�� •(}� ANDRANCECATE �%P P,EMSEC}ONLacI -NCY 1 \ �, I =POINT OF INTERSECTION AN\� /I / • /py •• + • ^\�•)T. ••• , r/. y� 39? z' /\� �` \\ PK=PARKER KAELON(SURVEY NAIL) TH�d GRA-�HICALLY DEPICTED BUILDIN�!(�aHOWN ON•THIS y4P OF SU�VtY�S�WTHIN 1” ���jjj ,•• •I?• - 000000- • • • ;,\, -�c- PL -PLANTER Z NE VE AE BASE F�000 ELEVASIQ'y +��0 COMMyn,1S A,dL & NI.M -R JILu,GE POB=POINT OF BEGINNING POC POINT OF COMMENCEMENT EMENT OF MIAMI SHORES 120652 MAP & PANEL. NUMBER 1208600306 SUFFIX•.••• OQl GO STEPS \ i •••••• • • ••••• 1 _ , 'f i�- PRF'=POINT OF REVERSE CURVATURE SURVEYOR'S NOTES: • • •••••• PRM=-PERMANENT'REFERENCE MONUMENT • 1 ELEVATIONS WHEN SHOWN r�EEit `r0 1929 •idATIONAL GEOD�It••J•r-ICP.'_ —'1 S A °� " ?T -POINT OF TANGENCY N 6 \ i R =RADIUS DISTANCE DATUM (NGVD 1929; •••••• •�' g} O ^ S GJ '1 ( \_ (��j =RECORD 2. NG ATTEMPT WAS MA r i•J •LOCATE FOOTINGS/FOUNDATION!;, OR E! s SCG '. , ✓! a' �5 g �� -.�T\ \' RAN=RIGHI�OF WAY UNDERGROUND UTILITIES UNLESS OTHERWISE NOTE'S• •• •••••• `���FF RES.=RESIDENCE 3. THE LANDS SHOWN HEREON•HAVE•NOT BEEPS AES•T.�cP.CTED IN•REGP,R TO v� f" G 6� >� \ \� t SIP SET IRON PIPE MATTERS OF INTEREST 8Y OTHER MR-RES, SUCH AS EASEMENT•?��S OF � F p� Vic." I PRP P PNZ Q �\ SND-SET NAIL&DISK(PK) WAYS, RESERVATIONS, ETC. ONLY RLR TTEe EASEIdMJ�S AR SHOWN • iY /1! SHORE�J c C� 2�J o \�, STL-SURVEY TIE LINE 4. THIS SURVEY WAS PREPARED FOR AND CERTInF•.D.• TO THE PARTY(ES` k: SWK=SIDEWALK INDICATED HEREON AND IS NOT TRANSFERABLE OR ASSIGNABLE. r o 'o -j/ \ a ,.� +TYP)=TYPICAL 5. ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE , �O (� ', UB =UTILITY SO, SIGNING PARTY OR PARTIES IS PROHIP;IED WITHOUT WRITTEN CONC:i%7 OF THE }� ( G / \ _ UE =UTILITY EASEMENT SIGNING PARTY OR PARTIES. \ ?; W/F=WOOD FENCE 6. IMPROVEMENTS SHOWN HAVE BEEN MEASURED I O THE NEAREST 'JTH CF A 8.22 WMDE=WALL MAINTENANCE DRAINAGE EASEMENT FOOT. TIES SHOWN HAVE BEEN MEASURED TO THE NEAREST 100TH OF A FOOT. 7. ALL BOUNDARY LIMIT INDICATORS SET ARE STAMPED LB- 7103. 4 X61 nL \ �•1� \ S� SYMBOLS: 8. THE BOUNDARY LIM!TS ESTABLISHED ON THIS SURVEY ARE BASED ON THE 'O O" 'A �P/ ETI -TELEPHONE RISER LEGAL DESCRIPTION PROV^ED BY CLIENT OR ITS REPRESENIATIVE. r; -' NA L�6 © CABLE NRISER 9- FENCE OWNERSHIP NOT DETEhMINED ZING 0(� ,� �" STEPS ,�• LI -WATER METER 10. BEARINGS WHEN SHOWN ARE TO AN ASSUMED MERIDIAN ANO 9ASEU ON t, i \COLIC, WALL r .-:ENTER UNE PLAT, THE EAST LIN- of LOT 8 BLOCK 1 BEARS S S7'24'6" W. C� '` ` �� / \ '�` v CHNTRALArvCLE 11. TYPE OF SURVEY. BOUNDARY & TOPOGRAPHIC \ �.p (CC; ORIGINAL LOT DISTANCE BENCHMARK REFERENCE: ���//�����D., /C O -- <� -UTILITY POLE J11lVYi�V A(C�I11 , jEF E- / - .! X6.2 `\\sem 7� C, =coNc.POLE NAME:B- 62 -- .NP �Q / l,�~ \NAG`✓ ry =CATCHBASIN V F J \C \ \aCa E o IRON FENCE ELEV NGVD29 8.67 ; �M gc Y / a3 0 ( ) f LOCATIONI: !� 43JF \ X— -CHAIN LINK.FENCE NE 96 ST --- 66' NORTH OF C,'L 5i A X 7.88 v" �� C L� ,�✓ �� \ �y — -' -OVERHEAD U"�ILIfY WIRE LOCATION2 „M-��,/•�� . _ - -j J`� // /�� \�/ {-fff�--,' -LIMITED ACCESS RIGHT-CF-WAY LINE NE 10 AVE -- 23.5 WEST OF C/I d `IQ // i J SL'RFA CES: DESCRIPTION. BRASS BAR IN CONC MON. ------ - s------ `2g w 3 ; EibL t / X8.9 X 60 / F ON�\N o_ �SjD�yP 6 /,."�/ // r —J -� I CERTIFIED TO: PLUMBING - I SRP G, 4SPHALT CONCRETE PAVERS BUILDING MARITZA GAUQUILAS GUARDIAN FOR X 4.5 / I r. _ NASTASHA GAIOUI (WARD) REVISION(Sl: X4.5 SPP 76X"". 56� E/�/V �r Q / TILES JJGJU COVnR�� _ �l6 — — CF � \ SURVEYOR'S CERTIFICATE- ` / PE E -- DATE 019 SUFv__ y� I REBY CERTIFY THAT TtiIS SURVEY IS TRUE .1,JD CO''<ECT TO THE BEST F MY KNOWL GE AND 4'L a X 4 5` „ \� R-,. BELIEF AS RECENTLY SURVE•rED AND DRAWN UNDER MY WRECTION AND ME T THE STAN ARDS OF 10/2.312017 5 / _7 Il �z 59 / J 4y" PRACTICE SET FORTH BY 'iHE FLOFI!�T ST,'TF ,SO.ARD OF SURVEYORS AND PPERS IN A°TER 5J- JOB : 771025778 BLDG. �� 4'8 � J' FLORIDA ADMINISTRATIVE _DDE PURSUAN- TO SECTION 1/2;27 FLORIDA TUE FILE C- 78895 S / L=1 t. 77' CIT CO j �� !� E® Q=2 ti SEAL. PRQJLCT ME- OzNA psi„ V`, AUTHENTIC COPIES OF TF'! SVW� CQ �UWCE�TM ��E 2 K 2h' SURVEY SHALL BEAR THE SURVEYS 2077 CH 1 UJ.t,.; ORIGINAL SIGNATURE AND CAD FILER : GAIQUI • %TATE Al Z: r�.Ur� �SANO UTfQ�' ON TOP NOV O Z017 CB=N 6h`='+!15i1E RAISED SEAL OF THE JUANA-SUARE PARTY CHIEF., OF FDH ATTESTING REGISTERED PROFE SIONAL SURVEY &MAPPER ORGF [i r• y- TE OF FLORIDA n 6220 SHEET SURVEYOR AND MAPPER i GENERAL NOTES EMERGENCY SEAWALL REPAIR FROM HURRICANE IRMA FOR: DESIGN: IN ACCORDANCE WITH FBC 2014, 5th EDITION & ASCE 7-10 ��\1 co co PILE NOTES: ALL WOOD PILES TO BE SOUTHERN PINE AND COMPLY WITH A.S.T.M. d25-79 AND BE PRESSURE TREATED W/ C.C.A. MARITZAGAIOUI \A6 L6 FEDERAL SPECIFICATIONS TT-W-550D(1) OR TT-W-00550E(1) AND AWFA-MP-4. PILES TO HAVE A MIN. DIA. OF 12" 1450 NE 101 STREET PRESTRESSED CONCRETE: RECOGNIZED TESTING LABORATORY TO VERIFY CONCRETE ATTAINING A STRENGTH OF 6000 psi IN 28 DAYS. MIAMI SHORES, FLORIDA - C C CONCRETE SHALL ATTAIN A STRENGTH OF 3500 psi BEFORE STRANDS ARE RELEASED. REINFORCING SHALL BE PER ASTM A416-6820K €o STRANDS WITH #5 GAUGE WIRE SPIRALS AT AN 8 INCH PITCH EXCEPT AT ENDS WITH 6 TURNS AT A 3 INCH PITCH. C0 c at MINIMUM PENETRATION OF ALL PILES TO BE AS FOLLOWS: CONSULTING ENGINEER: •0 INTO BEDROCK- 6 FEET MIN. Um J.N. SHEINGOLD P.E. OFFICE: 305 986 7002 OY E -MINIMUM SAFE BEARING: 10 TONS WOOD PILE & 25 TONS CONCRETE PILE No CONCRETE: CONCRETE FOR THE CAP SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 5000 si AT THE END OF 28 DAYS. PE#21181 FAX: 305 ym._� p 12420 SW 75 AVENUE C E1:_ o 0 REINFORCING STEEL: ALL REINFORCEMENT SHALL BE 60K psi MINIMUM YIELD NEW BILLET STEEL IN ACCORDANCE WITH ASTM A615 O O " MIAMI FLORIDA 33156 18 0,5 GRADE 60. ALL BAR LAPS SHALL BE A MINIMUM OF 48 BAR DIAMETERS. PLACING OF REINFORCEMENT SHALL CONFORM TO THE LATEST WNEA14tna . ,T- ,0 U)(�otnm'aw ACI AND MANUAL OF STANDARD PRACTICE CODES. �J�C�IL�C�C�.�--� �� JockeyClubO r =— NE 1 12th S%c I J/ r STRUCTURAL•�UMBER: ALL DIMENSIONAL LUMBER TO BE PRESSURE TREATED, (ALL LOAD SUPPORT MEMBERS TO BE NON-DENSE r{�NE.11,1thst'J NE 111thSYD - k SE GT:STRUCTn"AL gNV%OMPLY WITH NDS 2012 SPECIFICATIONS AND 61 .1 2013 SUPPLEMENT. 'm--m.N :�l t'h's<-� • ' -rn: m=- —gym=-' it HARDWARE: ALI..ki:pRDWARE TO BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A-153-80 OR AS SPECIFIED. �� NE.l,otnst�, ----N �- =r'c�— D �r �_ _5 q BIC1'S" ALL' MAtHIN� BOL:fS TO BE HOT DIPPED GAL NIZED ACCORDING TO ASTM A307-83A. �Jyy �; J//;-NE�a9tnst- � 2 Y� �=�f a i��1—�^-1~`�NE108MsT D I*G LOAD �1'z CSS LIVE LOADS, 71bs/FT 0 AD LO DSt •• •• z rALDI ttJ� �NEQumysMeieirau� • m h.yV•IND VELOCITY, EXPOSUR C m ry�NE-lti�tnn m � tt �' •••• .• y �'�=Miami Courit /. • • ✓ �D� Day Schoolr • -ALL EXIS TRt1 X.IJRES TO REMAIN UNL OTHERWISE NOTED TO BE REMOVED. "` 0, 4 - �NE,OSttut--_ ••••; -VIg-D WIN IS T EPROPERTY OF SOUTHERN MARINE CONSTRUCTION, INC. AND IS AN INSTRUMENT OF NE *• 0 jO' tiE1 S AVICE , E>T• O �' PRODUCED IN WHOLE OR PART WITHOUT THE EXPRESSED WRITTEN PERMISSION OF p MlartiiShores . yC E IVL.�../' T , ;••.•; SbEITHERN MA INBUDONSTRUCTION INC. ;� �� CounfryClub©/�/L e`��j� 1450'N*W st ;00 07 ;••; .:..' N , �lrj,�" j-ALLDIMENSIO 6t1 h St� .• � �� � � Q ••.•••.•.• • •� i•• •DERM Coastal Resources S24Grl • mss Natural W •.oA . Dvision(NRRR(b) 11 440110 i•i.a• •J NE 96th St �1 f (W h LJ • • Q •0000*ca • t� 1 ) L D 4+ LOCATION MAP _ W Co M2Az ._ WCCo E N.T. LOT LOCATION 2 M Z ¢ LO Ca BISCAYNE BAY w U. o 2 _ � 04 Ln o u7 EXISTING T—PILE �. '` LU r- :3TO BE REMOVEDW' `D t : to N Z LO u7 O EXISTING DAMAGED PORTION OF EXISTING Cl)0 c SEAWALL TO BE REMOVED SEAWALL TO REMAIN t Z o .= W r.. (� w co Lo — '.= .. T ---------------------------------- ------------------� Z a z < f40'-0" 1 J < oc PORTION OF EXISTING I U) w o co SEAWALL COLLAPESED 1 Z 05 o =N O z CJ � r � a 1 f 102'-0" A- 1 EXISTING CONDITIONS PLAN N VICINITY MAP N 3/32" = V-0" N.T.S. O`C, Go co O O !7 C7 U U m .i gc I I cz c a*t 2 .0 .6 +-+ cc o L =3 c L� E +-o C,omE9Et 0 000 VJ U U D c I 3 I I I I �'• ' •• BISCAYNE BAY •• •• • ... .. . . ..... ••••• THE SEAWALL DESIGN COMPLIES WITH . . :•. Ld ASCE-24 AND 100 YEARS STORM EVENT ""' z •• PIC ALL PILES AS PER CEO—TECH REPORT ,h ±24' BELOW EXISTING SEAWALL SURFACE O Vo % w • \� • • ••• C •••••• Lo O *••y ••• ;••••' � I (11) NEW 12"X12" CONCRETE a_ w KING PILES, TYP. 0 z o y o � U p � y o (10) NEW 12"X12" CONCRETE o z m ;F( o °' z BATTER PILES, TYP. z � _ w of p m2 & � z ._ ~ � wp zip E IIIU NEW CONCRETE SEAWALL CAP W W LL O r A Q U) p Lo --i CC O • _rl R--r I ---, ---1 --- --- --- p Cq I I I I .I I I �;\I I I li`.I I I li`.� I I M`yl co N I 7 7 Lo Lo 1 (10) NEW 8" PRECAST I � _ � _ � w OU-- ' CONCRETE SEAWALL A A I PANELS, TYP. i I (h a Z cf) I .. FILTER MATERIAL J oar Lo Cr 5'-0" 10'-3" TYP. / lo'-o" TYP. 5'-0' I z �` O r r BETWEEN JOINTS, TYP. ® U) w LL C ' 0 r ZN OQW EMERGENCY SEAWALL REPAIR PLAN U r N 3/16" = 1'-0" A -2 NEW CONCRETE 3'-0" (8) #5 BARS. (4)T & (4)B SEAWALL CAP CONTINUOUS, TYP. �— �8 __ EL. +6.00' NGVD m m ----- In Lo z o 0 0 �` T.O. NEW WALL CAP O 6 C C #3 CLOSED HOOPS B B _ � i 12" O.C. HOOPS 10 �EL. +5.00' NGVD co 0O cn 1 ,`-' C�,�` T.O. EXIST.SEAWALL �, o SPACED 6" O.C. cn1 AT EACH PILE 16— �`'1 L 5c Q #6 DOWELS SET IN EPDXY a +r � 1 a- (12" EMBEDMENT INTO PILE) }, mm`�E THE SEAWALL DESIGN Qi ��°g 1 '-g,> COMPLIES WITH Qi - ----- --- -_._.__ SEL. +1.75' NGVD O O � m �MHW =mo_c ASCE-24 AND 100 w (n(�ommaW YEARS STORM EVENT �i 4 (10) NEW 12"X12" CONCRETE BATTER PILES I Li 12" (11) NEW 12"X12" CONCRETE Of i KING PILES BEYOND 0-1 - I NEW 2'-3' 0 LIME ROCK 00 1 I BOULDERS TO BE PLACED wii D �7; i @ 2/1 SLOPE .. r" Z I � � ,.� �` 7 � 0000 i •• • • 09L EL. -0.75' NGVD 0000: MLW 0.00•• `�� � � � i i ��� � 0000 • 0000• -oot • • ••• -- �--� 0000 • 0000• • 7'-0" MAX. •0000.. � 0000. 10'-0" Q 0094•6 T I NAA "' (2) CABLE �I�k• a 1/2" = V-0�� 1 '-0" UPS, TYPICAL • 0 4 x Q 4ie4*4 5 TYP. 5„ 4 .•4 It 2 J m :0000: � � � � � 444• i ••4 . a 8" PRECAST Z m • % CONCRETE SEAWALL% a PANEL z�• O #5 VERTICAL BARS = r� w cLn � 2 z ._ 12" O.C., TYPICAL w W ff o E O zQ 5 12"X12" BATTER PILE BEYOND w a 02 - 2 1 '-0" fn N In TYP. 6" 6"i-- - 6" 6" #5 HORRIZONTAL 1 w or BARS Q 6" O.C., W o 0 TYPICAL Zo `n o c•) M o z O� W ------------ - -- -- z azo ou>1Q ---- ----- - ! -- - -- -- ---- ---- - Z n o r U) w � Ul— #3 STIRRUP HOOP, TYPICAL Z U) N �04 SEAWALL BELOW a 5 a #5 BAR CONTINUOUS, TYPICAL co SECTION BB TYPICAL PRECAST CONCRETE SEAWALL PANEL DETAIL A'3 1/2" = V-0" 1/2" = V-0"