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WSW-17-2295G Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33136-0000 Phone: (305)795-2204 Permit Permit NO. WSW -9-17-2295 Permit Type: Retaining Walis/Seawalis Work Classification: Repair Permit Status: APPROVED Issue Date: 1/16/2017 Expiration: 05/05/2018 Parcel Number Applicant 1460 NE 101 Street Miami Shores, FL 1132050240050 Block: Lot: GAMMA GROUP INVESTMENT L + Owner Information Address Phone Cell GAMMA GROUP INVESTMENT LLC 1460 NE 101 Street MIAMI SHORES FL 33138- (786)252-6374 1460 NE 101 Street MIAMI SHORES FL 33138- Contractor(s) MIAMI BEACH SEAWALL INC Phone CeII Phone (954)822-7219 (954)771-1731 Valuation: Total Sq Feet: $ 50,000.00 80 Approved: In Review Comments: Date(Approved:: In Review Date Denied: Type of Work: SEAWALL REPAIR Length: Bond Return : Scanning: 3 Height: Additional Info: SEAWALL REPAIR Classification: Residential Fees Due CCF DBPR Fee DCA Fee Education Surcharge Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Reinspection Fee Scanning Fee Technology Fee Total: Amount $30.00 $22.50 $15.00 $10.00 $1,500.00 $80.00 $120.00 $120.00 $80.00 $75.00 $9.00 $40.00 $2,101.50 Pay Date Pay Type Amt Paid Amt Due Invoice # WSW -9-17-65147 11/06/2017 Check #: 1365 $ 1,901.50 $ 200.00 09/26/2017 Credit Card $ 200.00 $ 0.00 Available Inspections: Inspection Type: Final Review Planning Review Planning Review Building Review Building Review Building Review Building Review Structural Review Structural Review Structural Review Structural In consideration of the issuance to me of this permit, 1 agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhe ore, I authorize th- above-named contractor to do the work stated. November 06, 2017 Authorized Signature: Owner pplicant / Contracts? -.J Agent Building Department Copy ate November 06, 2017 1 BUILDING PERMIT APPLICATION Miami Shores Village Building Department g p 10050 N:E.2nd Avenue, Miami Shores; Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 ❑BUILDING ❑ ELECTRIC 1 ❑ ROOFING El PLUMBING ❑ MECHANICAL JOB ADDRESS: City: Folio/Parcel#: I RECEIVED SEP 2 2017 FBC 20) 4 5 -til Master Permit No. WSW 11-2_a9S. Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PUBLIC WORKS ❑ CHANGE OF CONTRACTOR sr f go'bil ch." 46o de" Ay Miami Shores County: Miami Dade ❑ CANCELLATION ❑ SHOP DRAWINGS /1- ,3,?0 -o 'f - 00 5 Occupancy Type: Load: Construction TLype: OWNER: Name (Fee Simple Titleholder): &ictal 014 Address //64? 14,44( City: Zip: 3'3! 2iCt a9./3 Is the Building Historically Designated: Yes NO Flood Zone: BFE: FFE: e.. //eafrncn'f " L -Phone#: X 86 - 252— -637 ttfl.l Stater Zip: 33/4 Tenant/Lessee Name: Phone#: ( Email: (3o5) Phone#: +15 -a/ / CONTRACTOR: Company Name:/1�tS Address: /'%C 7 W.17i)ct: 1 5.tAj4G. th City: AIM 6 State: L.- Zip: , 93 /410 QualifierName: ! Phone#: State Certification or Registration #: I Certificate of Competency #: Cr2 79 DESIGNER: Architect/Engineer: a his it c i4 ' p- Phone#: 305". 3 � a/ ifS Address: VV V 3 (.4) )1 c Ci- 1 City: A i State: 4c Zip: r501--- --- Value of Work for this Permit: $ So 10001 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration El .New ❑ Repair/Replace ❑ Demolition Description of Work: ��_. ►ti,�,Pr1rI Specify color %color thru tile: � Submittal Fee $ g& -P0 d Permit Fee $ 11 IS c G CCF $ SO CO/CC $ �— °)) Radon Fee $ `, DBPR $ 2Z • S ° Notary $ _ Training/Education Fee $ O =8o 80 /20 TOTAL FEE NOW DUE $ IC// O Technology Fee $ "'_ Structural Reviews $ (Revised02/24/2014) Double Fee $ Bond $ 1 (t-inSp gee FS s© or • Bonding Company's Name (if applicable) Bonding Company's Address 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 o condition to the issuance of a building permit with an estimated value exceeding $2500, the dpplicant 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 thepibssence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. „14.1.2, t r �► Signature "NER or AGENT The foregoing in.trumen/t� was acknowledged before me this �f' day of fl 11;51' , 20 % 1 , by 42 47(A�y- S , who " persona lyknow > t me or who has produced identification and who did take an oath. NOTARY PUBLIC: as Signature CONTRACTOR The foregoing instrument was acknowledged before me this 2 day of 20 2 , by n l Odd72'&1 , who is.peunnaliewn to me or who has produced identification and who did take an oath. as CHRISTIAN GUTIERREZ MY COMMISSION * G6076303 EXPIRES February 23, 2021 **************** ****** ********* APPROVED BY (Revised02/24/2014) Si Print: Seal: ************ '" PAMELA S DARIANO y MY COMMISSION # GG056077 EXPIRES February 20, 2021 **~ ******************* i Plans Examiner / 6/ /A/ 17 Zoning Structural Review Clerk Property Search Application - Miami -Dade County Page 1 of 1 OFFICE OF THE PROPERTY APPRAISER Summary Report Property Information Folio: 11-3205-024-0050 Property Address: 1460 NE 101 ST Miami Shores, FL 33138-2613 Owner GAMMA GROUP INVESTMENT LLC Mailing Address 11098 BISCAYNE BLVD 401 MIAMI, FL 33161 USA PA Primary Zone 1600 SGL FAMILY - 3501-4000 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY : 1 UNIT Beds / Baths / Half 4 /3 /0 Floors 1 Living Units 1 Actual Area 3,413 Sq.Ft Living Area 2,435 Sq.Ft Adjusted Area 2,868 Sq.Ft Lot Size 12,351.6 Sq.Ft Year Built 1954 Assessment Information Year 2017 2016 2015 Land Value $1,574,315 $1,574,315 $1,457,699 Building Value $443,436 $308,070 $308,070 XF Value $24,755 $20,982 $15,981 Market Value $2,042,506 $1,903,367 $1,781,750 Assessed Value $2,042,506 $1,903,367 $622,956 Benefits Information Benefit Type 2017 2016 2015 Save Our Homes Cap Assessment Reduction $0 $0 $1,158,794 Homestead Exemption $1,903,367 $572,956 $25,000 Second Homestead Exemption $0 $0 $25,000 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 9 BLK 1 LOT SIZE 102.930 X 120 OR 14213-353 0789 4 Generated On : 9/26/2017 Taxable Value Information Previous 2017 2016 2015 County $3,550,000 Exemption Value $0 $0 $50,000 Taxable Value $2,042,506 $1,903,367 $572,956 School Board $0 Exemption Value $0 $0 $25,000 Taxable Value $2,042,506 $1,903,367 $597,956 City Exemption Value $0 $0 $50,000 Taxable Value $2,042,506 $1,903,3671 $572,956 Regional Exemption Value $0 $2,042,5061 $01 $1,903,367', $50,000 $572,956 Taxable Value Sales Information Previous Book - 9e Qualification Description 12/22/2016 $3,550,000 30363 -Affiliated 3763 parties 03/06/2015 $2,220,000 29528-Qual by exam of deed 2473 03/20/2009 $100 26822- Trustees in bankruptcy, executors or 0149 guardians 07/01/1989 $0 00000- Sales which are disqualified as a result 00000 of examination of the deed 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/disclaimer.asp Version: http://www.miamidade.gov/propertysearch/ 9/26/2017 2017 FLORIDA LIMITED LIABILITY COMPANY ANNUAL REPORT •DOCUMENT# L15000174138 Entity, Name: GAMMA GROUP INVESTMENT LLC Current Principal Place of Business: 11098 BISCAYNE BLVD. SUITE 303 MIAMI, FL 33161 Current Mailing Address: 11098 BISCAYNE BLVD. SUITE 303 MIAMI, FL 33161 US FEI Number: 47-5394179 Name and Address of Current Registered Agent: GERARDO A. VAZQUEZ, PA 200 S. BISCAYNE BLVD. 4310 MIAMI, FL 33131 US FILED Jan 27, 2017 Secretary of State CC6696018336 Certificate of Status Desired: No The above'named entity submits this statement for the purpose of changing its registered office or registered agent, or both, in the State of Florida. SIGNATURE: Electronic Signature of Registered Agent Authorized Person(s) Detail : Title AMBR Name Address BREINDEMBACH, JOSE 11098 BISCAYNE BLVD SUITE 303 City -State -Zip: MIAMI FL 33161 Title Name Address City -State -Zip: AMBR KOHLER, YUMARY 11098 BISCAYNE BLVD. SUITE 303 MIAMI FL 33161 Title Name Address City -State -Zip: Title Name Address City -State -Zip: AMBR GONGLVES,OSCAR 11098 BISCAYNE BLVD SUITE 303 MIAMI FL 33161 AMBR BADIELLO, CATERINA 11098 BISCAYNE BLVD. SUITE 303 MIAMI FL 33161 Date I hereby certify that the information indicated on this report or supplemental report is true and accurate and that my electronic signature shall have the same legal effect as if made under oath; that I am a managing member or manager of the limited liability company or the receiver or trustee empowered to execute this report as required by Chapter 605, Florida Statutes; and that my name appears above, or on an attachment with all other like empowered. SIGNATURE: OSCAR GONCALVES AMBR 01/27/2017 Electronic Signature of Signing Authorized Person(s) Detail Date • Acknowledgement Affidavit The undersigned Oscar Goncalves (property owner), does hereby acknowledge that an inspection & authorization issued by the Miami Shores Village Building Department of the reinforcing steel member sizes & spacing based on the recommendations of the for permanent use construction plans (plans prepared John H. Buscher, P.E. FL Lic. #41844 dated 9/29/17) for the proposed seawall panels will be considered conditional & contingent upon the Department's review of the plans. The purpose of this Affidavit is to expedite the pouring & curing time required for the proposed permanent replacement seawall panels at 1460 NE 101st Street Miami Shores, FL 33138 given the risk to property & life being caused by the current state of the seawall. Pro wner Signature SWORN TO & SUBSCRIBED before me this 5`h day of October, 2017. Affiant is personally known to me. Notary Signature ;►ls�: CHRISTIAN GUTIERREZ '' '•' • MY COMMISSION # G6076303 • EXPIRES February 23, 2021 { � C9,41 c /v � 1 S Property Owner Print Name • • • a • •• • •••• • • 1 • • . • •• • • • • •••• •••• • • • • • • •••• •••• • ••• • • • • • •• ••• •• • • • • • • • • • • • • • • • • • • • • • • •• • ••• • • • RECEIVED OCT my ..' JOHN H. BUSCHER, P.E. STRUCTURAL • CIVIL CONSTRUCTION MANAGEMENT January 8, 2018 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores FL 33138 Re: Residence at 1460 NE 101St Street Miami Shores FL 33138 Existing Seawall Repair Permit No. WSW 17-2295 Seawall Repair Precast Concrete Pile Certification Building Official, I, John H. Buscher PE, to the best of my knowledge and professional judgement, certify that all precast concrete piling installed on this project have been driven to the required design depth or to refusal to obtain the required bearing capacity as per plan. Please refer to the attached pile log. The pile installation has been completed in substantial compliance with the approved permit drawings. The existing precast concrete T -piles that remain have been replaced in function and structural integrity by the new precast concrete king piles installed at the face of each remaining existing T - pile. These T -piles are not required for the design stability of the repaired seawall, therefore structural certification is not necessary. If you have any comments or questions regarding this letter, please do not hesitate to contact me. Sincerely, ohn H. Buscher, P.E. FL PE #41844 4404 S.W. 139TH COURT, MIAMI FLORIDA 33175 TEL. 305-5549170 E-MAIL JBUSCHER@BELLSOUTH.NET 4 JOB No. 15-270 DATE OF SURVEY: Jon. 08, 2018 REVISION DATE: CERTIFY TO: BAY CONSTRUCTION AND DEVELOPMENT LLC VAZQUEZ AND ASSOCIATES OLD REPUBLIC NATIONAL TITLE INSURANCE CO. LOCATION MAP St NL 97,1, SITE ADDRESS: 1460 N.E 101st ST, MIAMI SHORES, FL. 33138 Yep date 92016 Google HOUSE PICTURE FOLIO No. 11-3205-024-0050 50' TOTAL R/W SKETCH OF BOUNDARY SURVEY SCALE: 1" = 25' N.E. 101st ST ................. P/W CB P.P. H F.I.P. 1/2"O (no cap 0) 20.0' ........ .:', : ' Asphalt Pavement: 6' Asphalt P/W O h H-41-70 .H 4 Conc. Driveway d 1' C.B.S. I 1 Wall cn 0.1'cl F.I.P. 1/2"4 (no cap) 21.60' O Garage Elev. 6.59 rn N O 21631. 21.60' OH OH :❑ H OH OH W •7.5' .0'. 7.0' 7.0Ia 7.0 6.0 cld • 0 3.4 to 8.5'4 Conc 15.5 4U. 11.06' ❑ F.I.P. 1/(no 2cap) 1 STY. C.B.S. RESIDENCE No. 1460 F.F. EIev.9.23 —17.75' w cn 03 O 21.90' 0• rnC(31 Wooden Deck' 35.95' • ��eck, vvv .:V Wooden/Deck /o v <.</</</c.riv\/\/v-v vvvv� iv v �vvvvv cJ! /\<vv,Tled v \, 0. (Vv`Poolvvv vv 3 v Deck✓v8:2(, .vvvv ;.ivvin•vvvv vvvvvvv•.,577-vv .•vvv. J vn v\ Lot 9, Blk 1 w 0 R=2045.40' A=100.00' A=2'48'04* ate�r 00 Pump (3'x3') 0.1'cI 0.3'cI Fnd. D/H toy Edge of Water 3' Conc._ Seawall O 0 OE 0 O 0 cV W s N N N ZDN R=2165.40.06' A=105.87' A =2'48'04" BISCAYNE BAY WE HEREBY CERTIFY THAT THE ATTACHED SKETCH OF "BOUNDARY SURVEY' AND THE SURVEY MAP RESULTING THEREFROM OF THE ABOVE DESCRIBED PROPERTY IS A TRUE AND CORRECT REPRESENTATION OF A FIELD SURVEY MADE UNDER MY DIRECTION AND MEETS THE INTENT OF THE APPUCABLE PROVISIONS OF THE "MINIMUM TECHNICAL STANDARDS FOR LAND SURVEYING IN THE STATE OF FLORIDA" PURSUANT TO RULE 5J-17 OF THE FLORIDA ADMINISTRATIVE CODE AND ITS IMPLEMENTED LAW, CHAPTER 472.027, OF THE FLORIDA STATUTES. AMERICAN SERVICES OF MIAMI, CORP. Consulting Engineers . Planners . Surveyors 9370 S.W. 72nd STREET, SUITE A-102 VTAVT Cl AfTr1A •9179 LEGAL DESCRIPTION: LOT 9, BLOCK 1, OF REPLAT OF TRACT A OF MIAMI SHORES BAY PARK ESTATES, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 56 AT PAGE 86, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY ORDERED BY: VAZQUEZ AND ASSOCIATES GERALDO VAZQUEZ, P.A. ATTORNEY AT LAW gv/A)~9 "2T ZZ 9r 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 REQUEST FOR EMERGENCY AUTHORIZATION AND CLASS I PERMIT APPLICATION NO. CLI -2017-0348 APPLICANT NAME: PROJECT ADDRESS: DATE: PROJECT MANAGER: Gamma Group Investment LLC 1460 NE 101 St, Miami Shores, Florida 33138 September 25, 2017 Michelle Metcalf Coastal and Wetlands Section Review: Issued By: Attachment A: Attachment B: Installation to Installation io Installation Issue Date: Sketches - 1 Sheet Checklist Authorized Emergency Work of a new concrete s awes awe all: -I of a new seawall cap,_batter piles, and king_piles1 of ricrac boulders. fr.— Page Page 1 of 3 (EME AUTH CLI -2017-0348) THIS AUTHORIZATION SHALL BE KEPT ONSITE DURING ALL PHASES OF WORK 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 a 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. 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 environment and to prevent impacts to State or County water quality standards. For any impacts caused by the construction or operation of the structures/facility, DERM shall require, at a minimum, restoration and mitigation. 5. Unless specifically listed as "Authorized Emergency Work", trimming or alteration of mangroves, buttonwoods or wetland vegetation 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. e 9.— The contractor and applicant are-advised'th"at'the reclamation of property lost as a result's of seawall failure and the excavation or use,of_benthic substrate as, backfill landward of P (the_seawallis,strictly prohibited unless specifically listed in the "Authorised Emergency? tWork'-'•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 t� 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, 52.1 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 Page 2 of 3 (EME AUTH CLI -2017-0348) THIS AUTHORIZATION SHALL BE KEPT ONSITE DURING ALL PHASES OF WORK the new 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. 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 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) 562-3909. Please be aware that the federel 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 -2017-0348) THIS AUTHORIZATION SHALL BE KEPT ONSITE DURING ALL PHASES OF WORK 4 I ploA-V\On +tc (\ C -Lt - :c 9 - 0542' 10-6" ICA. 1' NERIPq F MIAMI BEACH SEAWALLS INC. - MARINE CONTRACTOR RADE COUNTY 15277 17027 W DOGE WY MATH I MIAMI BEA , Cr 205 945 2114 b• •ThICK.5000 P51 ;P 111111111•===111111111•111111.1=IMIM iiiiiiiiii iiiiiiiiii Iiiiiiiiii iiiiiiiiii 7005.5000 P5' C.005550 P0151 IF11-1==.111=1111111•11=== iiiiiiiiii iiiiiiiii iiiiiiiii iiiiiiiii iiiiiiiiii iiiiiiiiii 5 0 5. O.C. c aH. •11111111111111111111111111111111111111.11===5 iiiiiiiiii iiiiiiiiii iiiiiiiiii 2' u 50'r°.G iiiiiiiiii iiiiiiiiii 2 GL f5 .r0.5. iiiiiiiiii iiiiiiiiii iiiiiiiiii iiiiiiiiii iiiiiiiiii iiiiiiiiii iiiiiiiiii iiiiiiiiii b b iiiiiiiiii b iiiiiiiiii o a iiiiiiiiii b b iiiiiiiiii iiiiiiiiii iiiiiiiiii iiiiiiiiii -,. iiiiiiiiii :+a.... 11111•11111111111111111=11111111111111•111=M111I iii�ii11•11•1 i 4--- r 1 11} 6 NEW 10`-6" WIDE X 10'-0' HIGH X 8" r 11 l s' NEW 10'-1" WIDE X 10'-0' HIGH X 8" THICK MARK NUMBER "A" THICK MARK NUMBER "8" AT EXIST T PILE 5,000 P.S.I. CONC. PANEL 5,000 P.S.I. CONC. PANEL 1''''''''' 14601460 NP ROJEN.E. CT 101 STREET MIAMI SHORES, H. 33138 SCALE: I!<' "• 1'-0' SCALE:I/4' a 1'-0' SUPPLY AND PLACE (I 2) KING PILES AND (12) BATTER PILES 555 SECTION A•56 f) FABRICATE AND 1N5TALL COSTING NSW 055 PILLS AKL INSIALLto A5 OF 9-22.2017 TO STA/5152F LJS Of THE REMAINING romSEAWALL TME IXI5T3NG SEAWALL 5 NEW SEAWALL RANDS SEAWALL PANELS MARK NUMBERS 'A' AND B' AND T -PILES TO ROMNN ,tib WHERE. SMO''VN ; 1 — _i ---p/J r.&z72z7z2z7. .4'/ p�IQ]j ,B' �S 5 1231.1227.40' 4, l8lll44,12;71F4 A' Z4 III "A" 1129 �_ A. m ------ -- T.lr-1 lQlImlQ7l .®.i=�"_ �— -: -/`/ -�ypy f -__ (d 1�1 'B. V -------III I I �. 2'-O' I / 1 1 J I i OC 2'-O'.1, 8'- I C 8'-G' / 2, 0" Tr? 1 I I' I 0-2' , I Kew 3'-0' WIDE = 2-0' DEEP CONCRETE SEAWALL CAP 15 5 55 2+0 1 2 55 SAPS INTERMEDIATE EACH FACE I 53 'HES 0 1 ro.s.. PLUS 213 TI 2S EA. SIDE OF EA. PILE. I C-7' I 0.-7' I! O'-7` I d-2` —/ REMOVE EX IN0 E%5T1NG OUTFALL PI SEAIVAL'. CA. TO REMAIN. IO5TALL 1 ( MANATEE GRATE. i i 8-S 8'-6' 1 8'-9' 14'-5' 1 NCN k[ } f {— I I !3', 2'22.17 cf. .,,� 5 25 20-4' 52"- I " 33'-5' r6., no. EXISTING T -PILES A5 SHOWN 5000 PILL. DRIVE KING PILE5 AT PACE OF M571551 PILES * NEW NEW PILES Q 10.7' O.C. MNC IX15TING T-PRE5 SPACED 55 5MOAN SOLID FILL DRIVE NEW KIN0 PILES AT FACE OF DOSING 7 PILE5, 105'- 10" UNLE55 OTHERWISE 541OWN. ,Kee: .4.PROPOSE) SEAWALL PLAN 0 S-4 4ore SCALE :)J8'=1'--0' ATTACHMENT B REQUIRED ITEMS FOR EMERGENCY AUTHORIZATION AND CLASS I PERMIT APPLICATION NO. CLI -2017-0348 APPLICANT NAME: Gamma Group Investment LLC PROJECT ADDRESS: 1460 NE 101 St, Miami Shores, Florida 33138 DATE: September 25, 2017 PROJECT MANAGER: Michelle Metcalf THE FOLLOWING SHALL BE SUBMITTED WITHIN 30 DAYS OF ISSUANCE OF THE EMERGENCY AUTHORIZATION: - Contact information for the applicant (i.e. email address and phone number) 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. Cost of construction for any permanent pilings constructed prior to this emergency authorization. Application fee balance in the amount to be determined. - Permit fee in the amount to be determined. 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 $4,689.00 and associated bond documents. JOHN H. BUSCHER, P.E. STRUCTURAL • CIVIL CONSTRUCTION MANAGEMENT September 29, 2017 Miami Shores Village Building Department 10050 N.E. 2°a Avenue Miami Shores FL 33138 Re: Residence at 1460 NE 101St Street Miami Shores FL 33138 Seawall Repair Permit #WSW 17-2295 Seawall Repair Certification Building Official, • • •• • • • • • •• • •••• • • • • •••• • • •••• ••:• • • •.. • • • • •••• •••• •• •• • • • • • •• • • • •• • • ••• • • • ♦• • • • • • �• • • ••• • • • •• I, John H. Buscher PE, to the best of my belief and professional judgement, certify that the above referenced seawall repair has been designed to meet the requirements of ASCE 24-14 and to withstand wave induced loads associated with a FEMA 100 -year storm event. Please refer to the attached signed and sealed calculations. If you have any comments or questions regarding this letter, please do not hesitate to contact me. Sincerely, 1 ohn H. Buscher, RE,. FL PE #41844` CITY FY 4404 S.W. 139TH COURT, MIAMI FLORIDA 33175 TEL. 305-554-9170 E-MAIL JBUSCHER@BELLSOUTH.NET 1 Miami Shores Village Building Department 10050 NE 2"d Ave. Miami Shores, FL 33138 305-795-22041 Fax 305-756-8972 NOTICE TO M[A[vtI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by Y44•►Ata-4dol to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the )44J $ is -JC 1 a ( S project on the below listed structure as of ci+7-9 1- (date). [ am a registered architect/professional engineer licensed in the State of Florida. Process Number: _ Special inspector fcr Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) ""iami Dade County Administrative Code, Article [[ Section 8.22 Special [inapeutor far _ Trusses > 35 ft. long or 6 ft. high _ Steel Framing and Connections welded or bolted Soil Compaction _ Precast Attachments Roofing Applications, Lt. Weighit. Insul. Conc. X Other COVCRETE i woo(, Pi Li,/[v6 • .•• Y • • • • • • • • • • • • • • •• • • • • • A • e • • • e •••• • •• • • • • • • 0 Y • • • • • • •••• 1 • • • • •• .•• •• • • • • • . • • • • • • • • • .Note: •Only the marked boxes apply. '••• • ••. • • • The following individual(s) employed by this firm or me is authorized representative to perform ••9 inspection*` �l��tN 13�s�rl��e PZ. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified b) 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 NCFES 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 perfonning inspection services. I (we), understand that a Special Inspector inspection tog 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 rhe owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. d an. ealed Name Engineer;'Architect Address Print JOHN H.-BUECHER, P,E. • Consulting Entjinr er --...PE r 41344 (::;nuc+;,-: �.,:1) 4404 SW 139th Court Mom!, FL 33175 Tel. (303) 554-9170 Design Seawall repair to resist flood/wave action forces due to FEMA 100 -year storm event. This is equivalent to Base Flood Elevation of +10.0 feet NGVD. Wall retains 3.0 feet of dry soil fill, plus 3.5 feet of saturated sal fill. A. Determine seawall retained soil characteristics and describe seawall geometry: 1) Soil Characteristics For soil described as silty sand -gravel mix of medium density, ASTM classification GM Soil weight, dry or moist Soil weight, submerged 7:= 110 psf. "Iprime 50 Water weight 7H2o := 62.4 psf. (_soil := 30 degrees psf Friction angle, internal .4:• ( _soil 2 ir Coeff. of active earth pressure (gravel/sand mix) ka := tan - 71. 4 360 Coeff. of passive earth pressure k .= ir + -soil 2'.•' tan P �4. 360 j . S. F. for Passive pressure Allowable passive earth pressure Gs := 2.0 Kp_allow 'Iprime'kp 2) Seawall Geometry Height of seawall (top of cap to top of berm) Distance from top of cap to fill grade Height of retained fill Pile height ( top of pile to top of berm) Pile spacing ( horiz. centerline spacing ) Concrete Pile embedment depth ( top of berm to bottom of pile) Eff. pile embedment depth (for design) Wall slab embedment depth ( top of berm to bottom of slab) Mean Low Water height (above top of berm') Unbalanced water height above mean low water • ka=0.33 . • ••.• .... •• Kp_aliow = 150.9®: • iper foo* of depth • • • • for saturated soil • • • • Hwan 9.75 ft. '..' dfill := 0.5 ft. • • • ••• • • . .. Hf := Hwan - dfiu Hf = 9.25 ft. Ha Hwaii - 1.0 Ha = 8.75 ft. Sa := 10.58 ft. D:= 12.0 ft. Deff := D Dwaii 2.0 Hmlw := 3.0 Hu := 3.5 ft. ft. ft. Deff =12.00 ft. • • • • • • • .• • • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 16 of 21 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) Mean Low Water height (stiil water elevation) (above top of berm) Base Food Elevation, including wave height. having 1% chance of occuring in any given year obove MSL EL 0'-0" NGVD Height of water above top of cap at BFE Dynamic Pressure Coefficient For Risk Category 1I Water weight Since water depth at BFE conditions is greater than the wall height, Let BFE for design = wall height above grade. Determine design water depth above berm depth for most wave action on wall face perASCE 7-10 figure 5.4-2. Maximum combined dynamic and static wave pressures Net breaking wave force per foot of wall considering water at d -s depth behind wall, acting at d_s depth above berm Hwaii := 9.75 ft. EL +6.25 ft NGVD Hmiw := 3.0 ft. Hfiood 10.0 ft. EL +10.0 ft NGVD Hwater_above_wall Hflood — 6.25 = 3.75 ft CP •.= 2.8 1H20 64.0 ds Hwall 2.2 • • • • • •• • • pet •• •••• • • - 4.43 .••Tt • • • • •••• • • •••• • • • • ••• •• • • • • • • •• • • • •• • ••• • max Cp•�YH2o•ds + 1.2•(7H2o•ds)••: • Pmax = 1134.55 psf Ft := 1.1Cp• 1H20 ds2 + 1.9 '"(H20 ds2 Ft = 6259.98 plf John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460,NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 17 of 21 B) Determine wave bulkhead forces, and action line distances v;, above top of berm for design of new seawall cap and batter pile: a) Total Horizontal Wave Force transmitted on front of panels per foot of wall Ft wave := 1.1Cp•1H2o•ds2 + I.9•^IH2o•ds2 b) Total Horizontal Force transmitted on front of panels at each pile Ft_wave Fwave_pile 1000 Sa C) Determine Uniform Horizontal Loading on Concrete Cap Beam and Take Moments about Design Centroid Point b , at face of precast concrete wall slab/pile: a) Moment due to wave action on outside face of seawall slab Ft wave Mwave • 1000 �ds) Ft wave = 6259.98 plf = 66.23 kips Fwave_pile Mwave - 27.74 Horiz. Force on Batter pile •• • • • • • •••• •••• • • • • ••.• •••• • f t-kips(ft. . • • •• .. • b) Horizontal Loading Along New Concrete Cap Beam due to wave action:: wh wave := Mwave wh_wave = 2.02 klf. Wh :— —Yryprime_p + Hwall—Yryprime_p + Ha C) Net Horizontal Loading Along New Cap due to wave action Tess Retained fill w h: Msum = 17.39 • . • • • • • • SUM ••• • Wh net := Wh_wave — Wh Wh net = 0.65 d) Horiz. Reaction on New Batter Pile, for Pile Spacing New Batter pile to take 100% of total lateral load: Freqd := [(1)'wh_net•Sal Freqd = 6.92 • • • •••, • wh=146 klf. towards upland Sa = 10.58 ft. kips. horizontal force on Batter pile towards upland (back of wall) �• .• • • • • klf. John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 18 of 21 D1) For Wave Action Sa = 10.58 ft. Determine Required Concrete Cap Beam Size and Reinforcing at typical span: a) Maximum Shear and Bending Moment, assume 2 span cont.: Sa Vu := 1.15 1.7 wh_net' 2 Vu = 6.76 kips. b) Check longditudinal steel Mu := 1.7•wh Sa2 a 8 Mu ;32.44 ft -kips. and shear steel in cap beam for horizontal loading: beam size is 36" wide x 24" deep with 5#5's top and bottom eq. spaced fc := 5000 psi. fy := 60000 psi. b := 24 in. dface w — 4.0 in. , to provide 3" cover (min) on # 3 ties. shear 4•Vc 1000 2 v 'c•b-dface 4•11c = 92.32 kips w := 36 in. (p/c = 46.16 2 Afaces_req ••— kips. < V„ = 6.76 flex 0.9 shear 0.85 • • dirace =.32.00 : • • t ! • • . • •. • • • •.•• •••. • • • • .•.. •••• kips, therefore no shear reinforcerg t, IS.requirrd. . • • •• •• • however, provide #3 closed ties at 12" o.c. for transverse• • • crack control., and 2 #3 closed ties on each side of each new batttgpjq;; • • • • • • 2 M„• 12000 b'dface'fc — �b'dface'fc� 2 b fc flex Afaces_req = 0.23 Afaces_prov = 0.93 •• • ••. • • • • • •• • • �• • fy in2A5_bar 0.31 in.2/bar Afaces_prov 3'A5_bar in.2 Afaces req = 0.23 in2 OK for 5 #5's top and bottom; plus 2 #5's intermediate consider out board bars to resist horiz. bending. John H. Buscher, PE Consulting. Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 19 of 21 El) Determine Req'd Tension Load Capacity in 4:12 Batter Pile, to carry net wave action! Toad Ffeqd = 6.92 kips Rise := 12 in. Batter := 4.0 in. Diag := (Rise2 + Batter2)0.5 Diag = 12.65 in. Rise Preqd Batter Freqd Preqd = 20.76 kips TOnS Preqd regd 2 Tonsregd = 10.38 tons approx = Tonsallow := 10 tons, allowable tension for short term load O.K. Determine Required Tension to be develoj3ed in steel batter pile strands and add'I rebar dowels embedded in each vertical king pile and wall: 210.5 Diag := (Rise2 + Batter) Diag = 12.65 in. 12 Tu_regd 1.7 Diag .Preqd Tu_regd = 33.48 Wp11e :_ .15.1.1.8.0 • • • kips := 0.9 FY sb : ksi • Woe = 1.20 kips 12 Tu_strand_reqd 1.7 Preqd - 1.4(Wpile) Diag fps := 270 ksi Astrand 0.153 fse 0.7•fps • • • •••• •••• • • • •••,11• ••••••• Tu strap ttegtl•= 31.80 • kips •• •• 2 1 • Id full fps 3 'fse 2 Id_full = 72.40 • in:\ ) • • for 1/2 270 ksi strand Id Tn strand_prov 10'Astrand'fse'4 Id full Tn strand_prov = 17.35kips > • u_strand_regd = 31.80 Tu_dowel_regd Tu_strand_reqd - Tn_strand_prov • • ••• Id := 12 in. strand embedment in c 3 • ••• • • • •• kips, , add addl reinf dowels in batter pile Tu dowel regd = 14.45 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. Aber 0.60 for #7 rebar dowel Abar•Fy = 36.00 A6bar bond 37.885 kips A6bar 0.60for #7 rebar dowel A6bar'Fy = 36.00 kips yield strength kips yield strength <--- controls Tn_prov := (4'•A6bar'Fy•1) Tn_prov = 32.40 kips/ for 1 #7 dowel with 12" min. 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 > Tu_dowel_regd = 14.45 kips, 0.K • • • • • • • • • • •• • • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 20 of 21 • G) Determine Wave Bending Moments in 10' wide x 10'- 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 sheet pile, assume continuous loading Total Net Horizontal Force transmitted on front of panels per foot of wall Lc := 9.58 Ft wave Fnet Ftotal — 1000 0.75 Fnet = —2.81 kips/ft, assume that total horizontal force acts over full exposed height of panel Rtotal = 13.45 ft-kips/operating over resisting strip ft. max clear Lc Rtotal I Fnetl 2 Mtotal I Fnetl •8 Mtotal = 32.21 ft-kips/operating over resisting strip .•. L2 c brs := 8.0.12 b = 96.00 in. H) Determine Required Reinforcing in Concrete Wall Panel Design Horizontal Steel to carry retained pressure fc := 5000 psi. (0.40 w/c ratio max.) fy:= 60000 For Bending Moment: Mu := 1.7•Mtotal Mu = 54.76 ft -kips. M•12000 J(brsd.fc)2 - 2.bru.fc. flex AS :— For #5 bars, Spacing of bars reqd: fy Abar 0.31 As Abar brs s := — n in.2/bar n=15.64 in. • . • • • . . • • ••.• •••• • . . • • .••• •.•• • Lc = 9.58 ft.•elg2f petweepApI king pfleg••• •. •• • • . . • • . • .. psi. brs = 96.00 irn•••▪ 3:= 8.0..• ; in. / d := 2.5 + .625 d = 2.81 in 2 / As = 4.85 in.2 s = 6.14 in. 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 Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 21 of 21 • Moretti_1460_NE_101_St_Miami_Shores_Seawall_Repair and_Wood_Dock.xmcd Design of Replacement Wood Dock The following calculations for gravity loading are in accordance with the Florida Building Code 2014 Edition, and SPIB Southem Pine Reference Design Values Effective June 1, 2013. 1. Design Dock Gravity Loads a) Dock Dead Loads: 2x6 Composite decking 3 x 8 S4S joists at 24" o.c. Dock Dead Load : Wdock_dI Wdeck + Wjoist b) Dock Live Load : c) Combined Dock Dead and Live Load, Wdl II Wdock_di + W11 • . • . . .. . • ••.. • . ...• • . •.• .. •. . • . • • • • ...• • 1 • ••.• •, • • A • • 1 • • • • . . Wdeck 4.5 " • psf. • • • wjoist 2.5 psf. Wdock_d1 = 7.00 psf. wlI := 50.0 psf. Wdi Il = 57.00 psf. •. • • • • • .• • • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 1 of 21 Check Dock Decking, Joists, headers and Connections to piling at 8"-0" wide marginal dock A. Check 2 x 6 Composite Decking: For • • • • • • •• • • • continuous spans over wood joists at 16" o.c. max carrying 50 psf live Toad?•9*by insp. B. Check 3 x 8 P.T. joists: wd,_II = 57.00 wjoist (wdl_II) • Rledger wjoist 2 Ljoist Rheader wjoist• 2. Ljoist (Ljoist + Lcant)2 2 Ljoist Mjoist wjoist• 8 s := 16 in. max. Ljoist:= 7.0 ft., max. clear wjoist = 76.00 pif. Riedger = 266.00 lbs. Rheader = 305.36 Mjoist = 465.50 lbs. ft -lbs. Check Joist size for Southem Pine No 2 dense Cr := 1.15 Moment= Mjoist = 465.50 Rledger = 266.00 Select 3 x 8 S4S lbs. •••• • • •••• • •••• • • •••• irsents .5 Eft .'•:• • • • • • • • • . . .• • . , • • ••• . • • •• Cmfv :_ .97 Cm i fb := .85 ft. -lbs Fb := 1050 psi. F„, := 175 psi. Mjoist•12 Sreq :_ Fb•Cr•Cm_fb Sreq = 5.44 Sprov 21.9 Check foist for Max. Deflection, Amax. 1prov 79.39 Ojst in4 wjoist 4 5 12 (Ljoist•12) 384• EW• CmE •lprov in3 in3, OK EW := 1600000 CmE := 0.9 Ojst = 0.04 1.5- Riedger Areq :— Fv • Cm_fv Areq = 2.35 Aprov 18.13 int in2, OK Ljoist•1 2 in. < - 0.23 in, O.K. 360 �• • • • • •• • • • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 2 of 21 C. Check 4 x 12 Headers spanning 12.0 ft max. between 12" piles wd111 = 57.00 psf. wbm := 10.0 (I -joist + .5)2 Whdr wd1 112.1 -joist L + wbm foist Lhdr R1:= Whdr 2 2 Lhdr Mhdr whdr' 8 2 Lcant Mcant whdr" 2 pif. Lhdr 12.0 ft.Lcant == 0.0 ft. whdr = 239.02 Of. R1 = 1434.11 lbs. Mhdr = 4302.32 Mcant = 0.00 ft -lbs. • • • • • • • •• • • • • •••• • • •••• • • ••• •• ft -lbs. <— control' • Determine Header beam size for Southern Pine No 1 Mhdr = 4302.32 R1 = 1434.11 ft. -lbs Fb := 1000 lbs. S Mhdr'12 req Fb•Cmfb Select - 4 x 12 S4S; for minimum section. Sreq = 60.74 in3 • • • ••• • psi. Fv := 175 psi. EN, := 1.6.106 Sprov 73.83 in3, OK Check Header Beam Section for Max. Deflection, Amax, Max. Deflection due to whdr = 239.02 Iprov 415.3 in4 whdr 5.— 12Lhdr•12)4 Ohdr Ohdr = 0.19 384•Ew•CmE•Iprov Therefore, a 4 x 12 S4S header beam may be used. 1.5•R1 Areq :- Fv'Cm f, Areq = 12.67 int • ; • •••• • • •••• • • • • • • I ••• • • • •• Aprov 39.38 int, OK plf. Lhdr' 12 in. < - 0.40 360 in. psi. •• • • • • • • •• • • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 3 of 21 • Check header connection at 12" diameter min. timber piles For 2- 3/4" diam. thru-bolts in single shear, and 1 - 3 x 12 beam loaded perpendicular to grain; a). Check capacity of wood fv :_ 2•b•deff deff (3.R1) d fv = 80.81 psi., Fv Cm f„•Co = 169.75 psi. > fv = 80.81 b) Check capacity of 3/4" diam. thru- bolts. Zs_perp := 960 Valiow:= 2'Zs_perp•Cm_bolt lbs/bolt. b := 3.5 in. d := 11.25 in. dell := 9.25 • Ioaded_edge_dist := 3.0: • in. miQ • unloaded_edge_dist:=,?r0•• in. mi? bolt_spacing := 6.0 • Trt.•Mtn. • •••• •••• end_dist := 4.0 in. • •GA.:= 1.0 °••••• • • psi., OK •• •• •• •• • • • • • • • • •. • • • • • ••. • • . •• is := 3.5 in. tm := 7.5 in. (min.) G := 0.55 , 1 Cm bolt := 0.70 Valiow = 1344.00 lbs. > RI = 1434.11 lbs., OK. Check 3 x 8 S4S PT wood ledger with 5/8" diam. adhesive anchors spaced at Check Joist size : Cr := 1.0 CD := 1.0 Fp := 1050 psi. Fv := 175 psi. widgr := WdlII 2 / widgr = 199.50 plf. Select 3 x 6 S4S SP #2 Dense (I -joist Sbolt wIdgr 4.12 Sfeq :- Fb•Cr'Cm fb'CD Sreq = 0.06 Sprov := 12.6 in3 in3, OK in. • • • • • • • • • •••.• •• • • • • Sbolt := 12.0 in. h := 5.5 in dell := 2.75 \ in. 1.5•wldgr•h Areq • Fv'Cm_fv•CD•(deff) Areq = 3.53 Aprov := 13.75 int int, OK Check capacity of 5/8" diam. "Hilti" HIT-HY100 adhesive bolts spaced at 12" o.c. max. and with 4" min. embedment into concrete to support 3 x 8" PT wood ledger which in turn carries stringers For "Hilti" HIT HY 100 5/8" diam. adhesive bolts, with 4" min. embedment into concrete. consider bolt diameter at wood ledger = 5/8" widgr = 199.50 plf. Zs_perp := 670 lbs/bolt. Cm bolt := 0.70 Valiow := Zs_perp'Cm_bolt Vailow cont := 1057 Vailow = 469.00 is := 2.5 lbs allowable shear on seawall, 0.K lbs. in. Sbolt > widgr' 12 - 199.50 lbs., OK. • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101 th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 4 Of 21 1 Check Maximum Pile Loading for 12" Diameter min. CCA S.Pine Wood Pile ' Fa := 1200 psi d := 12.0 in. CF := 1.0 Csp := 0.80 C„ := 1.0 Leff :_ (10 + 12\ •2 Leff = 32.00 2) KcE := 0.3 Epile := 1.5.106 KcE•Epile FcE Cp 2 (Leff • 121 d `I ( FcE\ ci 1+ 2•c psi Fc Fa•CF'Csp'Cu'CD Fc = 960.00 • ft. for 12' min embedment depth beloMber?n FcE = 439.45 psi 1+ (FcE\ FcE Fc 2.c Fc c Combined Dock Dead and Live Load, : wdI_I1 Wdock_di + Wil Wdl II'Atrib pile •1000 Wdl II = 57.00 • c := 0.85 for round timber piles • • • • • • psf. Cp = 0.41 Atrib:= 5.0- 2 12.2 Ppile = 1.74 kips max axial loading for wood dock pile • • ••• •• • • • • • • • • • • •• . • • • • • •••• • • •••• • • • • • • ••• • • • Atrib = 30.50 sf at interior dock pile / d2\ Fc•Cp• Ir•- \ 4 = 44.94 1000 Pile driving formula, Per FBC 1822.1.1 and FBC 1822.2 , for 15 ton min allowable load For Drop Hammer, 4000 Ib minimum with 6' drop, per FBC 1822.1.18 P := 20000 W:= 4000 h := 6.0 S := 2.6 5S = 13.00 lbs, allowable total load, in pounds lbs, weight of striking hammer, in pounds ft., height of fall of striking part of hammer, in feet in., average penetration per blow of the last 5 blows in, total pentration of five final blows Drop Hammer Formula 2•W•h P := P = 30000.00 lbs, allowable - 15.00 Tons, allowable S-1 P kips allowable wood capacity 2000 Pile Driving Log to be kept for each wood pile driven per FBC 1822.1.20 • •• • • • • • • • • • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 5 of 21 • Design Seawall repair to retain 3.0 feet of dry soil fill, plus 3.5 feet of saturated soil fill Provide New King Piles and Vertical King Piles to Retain existing and new precast concrete bulkhead panels. ande existing "T" Pile King Piles at 10.0" o/c approx for overturning support for wall. • • ••• A. Determine seawall retained soil characteristics and describe seawall tIontetrv: • 1) Soil Characteristics ' For soil described as • • • •••• •••• silty sand -gravel mix of medium density, ASTM classifieMg GM •••••0 • • milt -;...t2.4 • 15sf. Soil weight, dry or moist 7 := 110 psf. Soil weight, submerged "(prime 50 Water weight • • • • • • • • • • • • • • • psf Friction angle, interntal soil t 30•degre€...;. Coeff. of active earth pressure (gravel/sand mix) ka := tan Coeff. of passive earth pressure S. F. for Passive pressure Gs := 2.0 Allowable passive earth pressure 2) Seawall Geometry • • • lir_ c_soil •rr\2 •••• • • 0.33; • • 4 360 k a • = 2 kp := tan \ 4 + 360 l l 1r) kp = 3.00 Kp_allow ^(prime' kp Height of seawall (top of cap to top of berm) Distance from top of cap to fill grade Height of retained fill Pile height ( top of pile to top of berm) Pile spacing (horiz. centerline spacing ) Concrete Pile embedment depth ( top of berm to bottom of pile) Eff. pile embedment depth (for design) Wall slab embedment depth ( top of berm to bottom of slab) Mean Low Water height (above top of berm) Unbalanced water height above mean low water Kp allow = 150.00 Hwaii 9.75 ft. dfill 0.5 ft. per foot of depth for saturated soil Hf Hwaii — dfilf Hf = 9.25 ft. Ha Hwall - 1.0 Ha = 8.75 ft. Sa := 10.58 ft. D:= 12.0 ft. Deff := D Deff = 12.00 ft. Dwaii 2.0 ft. Hmiw := 3.0 ft. 1-1,:= 3.5 ft. • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 6 of 21 B) Determine bulkhead forces, and action line distances v;, above top of berm for design of new seawall cap and batter pile: a) Force due to surcharge on inside face of seawall sur Fsur Hf 1000 Fsur = 0 b) Forces due to dry/moist backfill on inside face of seawall F.1 :_ Fry2 ka (Hf — Hmlw)2 1000 2 7 1000 `Hf - Hmlw) • Hmiw sur 0 kips/ft. F11 = 0.72 kips/ft. F12 = 0.69 kips/ft. c) Forces due to unbalanced water pressure on inside face of seawall F1H201•= 1000 2 2 1H20 Hu 1H20 r F1112021000 `Hu)'Hmiw F. H2o1 = 0.38 kips/ft. F1H2O2 = 0.66 kips/ft. d) Force due to submerged backfill on inside face of seawall Hmiw2 Fryprime ka Iprime 1000 2 Fryprime = 0.08 kips/ft. e) Total Horizontal Force transmitted on back of panels per foot of wall Ftotai (Fsur + Fry1 + F..2 + F,H2o1 'I" FryH2o2 + F-yprime) f) Total Horizontal Force transmitted on back of panels at each pile g) Hf Ysur:= 2 Yryi 'Hmlw + Y- 2 Hmlw 2 • • • • • • Hf Hmlw 3 • • • • Hu Yryy2p = Hmlw• • .3 • • • •••• •••• • • Y;H2o2 •— ••••• • • • • • •• • . • •. • HmIN • • 2 • 1 • •.• • Hmlw••• Y•yprime 3 �• • • • • • • •' • Ftotal = 2.52 kips/ft FH_pile (Fsur + Fry1 + Fry2 + F1H201 + FryH2o2 + Fryprime) • Sa FH_pile = 26.62 Maximum Allowable Force due to passive earth pressure on outside face of 12" wide" pile Gs = 2.00 Safety factor for stability 2" Kp "(prime Deff Fryprime_p Gs 1000 2 F•yprime_p = 14.40 SA SA := 2.0 single pile factor Kp := 4.0 Yryprime_p:= kips/pile > FH_pile 2 -1 • Deff 3 - 13.31 kips, OK kips for limero'ck gravel mix Yryprime_p = —4.00 ft John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 7 of 21 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 slab Msur Fsur•(-Yryprime_p + Ysur) Msur = 0.00 ft-kips/ft. b) Moments due to dry/moist backfill on inside face of seawall slab Mry1 := Fry1'(—Yryprime_p + Yry1) Mry2 := Fry2'(—Yryprime_p + Yry2) Mry1 = 6.50 Mry2 = 3.78 c) Moments due to unbalanced water pressure on inside face of seawall slab. MryH2O1 FryH2O1'(-1ryprime_p + Y- H201) MryH2O2 FryH2O2'(—Yryprime_p + YryH202) ft-kips/ft. ft-kips/ft. • • MryH2o1 = 3.12 •••• f t-kips%ft. M1H202 = 3.60 d) Moment due to submerged backfill on inside face of seawall slab Mryprime Fryprime • (—Yryprime_p + Yryprime) Miprime = 0.38 • • it-kips/ft. •••• •••• • • •• • •••• •••• • • • •• •• • tt-kips/ft. . • . . • • • , • e) Sum of Moments due to pressures on inside face of seawall slab, about pcInt Jr, Msum Msur + Mry1 + Mry2 + MryH2o1 + MryH202 + Mryprime Msum = 17.39 ft-kips/ft. •• • • •.. • • . • • • •• • • • • • • �• • • f) Horizontal Loading Along New Concrete Cap Beam consider 100% of existing retained+load, Msum Wh :— —Yryprime_p + Ha wh = 1.36 klf. g) Horiz. Reaction on New Batter Pile, for Pile Spacing New Batter pile to take 100% of total lateral Toad: Freqd := [(1) •wh•Sal Freqd = 14.43 Sa = 10.58 ft. kips. horizontal force on Batter pile • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street i Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 8 of 21 01) Determine Required Concrete Cap Beam Size and Reinforcing at typical span: a) Maximum Shear and Bending Moment, assume 2 span cont.: Sa Vu:= 1.15.1.7•wh• 2 V„ = 14.10 kips. Mu := 1.7•wh• 8 S2 a Sa, =10.58 ft. Mu = 32.44 ft -kips. b) Check Iongditudinal steel and shear steel in cap beam for horizontal loading: beam size is 36" wide x 24" deep with 5#5's top and bottom°eq. spaced fc := 5000 psi. w := 36 in. dface= w - 4.0 shear sziVc 2 1000 11)Vc = 46.16 2 Afaces_req fy := 60000 psi. b := 24 in. flex = 0.9 shear 0.85 in. , to provide 3" cover (min) on # 3 ties. dface = 32.00 in. \•b•dface ctiVc = 92.32 kips • , • • . • •• •• . • • kips. < Vu = 14.10 kips, therefore no shear reinforceni&rit:it'requirtd.' however, provide #3 closed ties at 12" o.c. for transvesf. • • •• crack control., and 2 #3 closed ties on each side of eagr�r .ggbattgr pile 2 Mu • 12000 b•dface•fc - �b•dface•fc) - 2.b.fc. 4.flex Afaces req = 0.23 Afaces_prov = 0.93 fy int A5 bar 0.31 in.2 Afaces_req = 0.23 • • .• .• • • • • • • • • •••••• •• • • • . •• • ••• • • •• in.2/bar Afaces_prov 3•A5_bar .' • • • • • �• • • • int OK for 5 #5's top and bottom; plus 2 #5's intermediate consider out board bars to resist horiz. bending. • John H. Buscher, PE Consulting Engineers Structural PE #41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 9 of 21 El) Determine Req'd Axial Load Capacity in 4:12 Batter Pile, for new pile to carry 100% of lateral Toad 2 210.5 Freqd = 14.43 kips Rise := 12 in. Batter= 4.0 in. Diag := `Rise + Batter / Diag = 12.65 in. Rise Preqd := Batter Preqd Preqd TorlSregd 2 Pregd = 43.28 kips Tonsregd = 21.64 tons < Tonsailow 25 tons, per FBC, for 12" x 12" pile O.K. Determine Required Tension to be developed in steel kinapile strands and addl rebar dowels embedded in each vertical king pile and wall: 2 210.5 Diag := l `Rise + Batter2)0.5 12 Tu_reqd := 1.7 Diag recd Wpanei .15•.67-7.0•Sa 36.20 Wcap :_ .15. Sa 144 Wpile .15.1.1.8.0 Diag = 12.65 in. Tu_regd = 69.80 kips 4) := 0.9 Wpanel = 7.44 kips Wcap = 7.94 kips Wpiie = 1.20 kips 12 4( ) Tu_strand_reqd �= 1'7 Diag Preqd — 1• WPanel + Wcap) := 270 ksi Astrand 0.153 2 \ 1 fSe := 0•7'fps Id full fps — 3 'fse• / 2 for 1/2 270 ksi strand Id:= 12 in. strand embedment in cap Id Tn strand_prov 4)'Astrand'fse' 4 Id full kips < Tu strand_regd = 48.27 Fy • • • • • .• • • •••• • • • • •• •• ksi • ° • • • •••• J • •••• • I • • • • • Tu_strafid_regd = 48.27 • • • • • • Id full = 72.00 in. Tn strand_prov = 17.35 ••• • • • kips, , However addl reinf dowels in king pile kips • • • • • • • • • • .• • • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29;2017 add pages 16 to 21 for wave action calculations Page 10 of 21 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 reqs = 30.92 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 Tn_prov (10'A6bar•Fy•1 Tn_prov = 32.40 A6bar•Fy = 36.00 kips yield strength kips/ for 1 #7 dowel with 12" min. 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 king pile Tu_dowel_regd = 30.92 • . • • • •• . •••••• • •••••• kips, O.K Pile driving formula; Per FBC 1822.1.1 and FBC 1822.2 , for 25 ton min allowal3Ib1bad For Drop Hammer, 5000 Ib minimum with 6' drop, per FBC 1822.1.18 P := 50000 W := 5000 h := 6.0 S := 2.20 5S = 11.00 lbs, allowable total load, in pounds lbs, weight of striking hammer, in pounds ft., height of fall of striking part of hammer, in feet in., average penetration per blow of the last 5 blows in, total pentration of five final blows Drop Hammer Formula P := 2 W h P= 50000.00 S-1 lbs, allowable Pile Driving Log to be kept for each pile driven per FBC 1822.1.20 P 2000 •••• •••••• • • • • •• •••••• • • • • • • • .• . • • . •••••• • • . •.•••• • • •••• • • •••• • •••••• • • • • •••••• • ••• . • • •• = 25.00 Tons, allowable •••••• • • • •••••• • . •••••• • . ••••• • • ••••• •••••• • • • • . •••••• • • John•H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 11 of 21 Check lateral shear in cap beam from seawall panel combined with transfer shear to resist compression of new batter pile Sa := 1.15 1.7 wh 2 Vu_panel = 14.10 kips, horizontally . 12 Cu_pile := 1.6— Diag Preqd Vu_pile := Cu_pile Cu_piie = 61.59 kips Vu_pile = 61.59 2 2 Vu_comb := Vu_panel + Vu_pile fc := 5000 d:= t-4.0 kips vertically at each side of batter pile Vu_comb = 63.18 kips psi. fy := 60000 psi. b := 36 in. t := 24 in. , to provide 3" cover (min) on # 3 ties. shear (I)Vc f 1000 2 c • b • d cVc = 43.27 2 43,Vs_tie := 15.0 kips. kips/tie 40Vn := �V + 4Vs_prov �Vc = 86.55 kips Vu_comb - 63.18 in. shear := 0.85 d = 20.00 •• • • . . •. . • • .•••.. ••••.• in. •1 • •••... kips, therefore shear reinforcermt;l4requirrd. provide 2 #3 closed ties at each side of each batter pile. 4Vs_prov :_ (I)Vs_tie•2 4Vs_prov = 30.00 (1)Vn = 116.55 kips. > Vu_comb = 63.18 •••. • • •••. •••..• •• •. .• kips;••;•• • • •••. • • •••. • . •.••.. • • ••.••. kips, tGerefdre O.K! •.• . • •••••. • • • • •••.•. • • •••.. •••.. •.S... .• •••... • • ••••.. • . John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 12 of 21 Considering the eccentricity between front batter pile and rear King Pile, determine required steel reinforcing at bottom face of cap beam to resist upward moment induced by eccentricity ecc :_ .25 ft, cI of batter pile to cl of king pile max Cu_pile = 61.59 kips Mu_ecc Cu_pile•ecc Mu ecc = 15.40 ft/kips ben := 32 inches, consider 16" to left and right of pile location d := 24 - 4 d = 20.00 in := 0.85 AbOts_req fc := 5000 psi. fy := 40000 psi. for #3 ties 2 Mu ecc-12000 ben •d•fc - (ben•d•fc� - 2•beff•fc - (I)flex fy Abots_req = 0.26 Int A3_bar 0.11 in.2/bar Abots_prov = 0.44 in.2 OK for 2 #3 closed ties at each side of pile location. • . • •• Abots_prov :=4'A3 bar •••.•. • •••••• •••• • • •••. 000000 • • •. .. ••.•.. • • . • • • • .. .• . • • • • .•••.. • • • •••• • • •••• • • ..•••. • f• • • ••••.. • ••. • •••... • •. •••••. • • •••••. • . ••••.. • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 13 of 21 F) Determine Soil Friction on wall, and Dead Load of Existing Wall and New Cap, to Determine Required Tensile Capacity of New King Pile to resist uplift induced by Newbatter pile Friction on Existing Wall due to dry/moist backfill on inside face of seawall y (Hf - Hmiw)2 F11 .- ka 1000 2 F12 := ka. ry I- Elf - Hmtw)•Hmiw F12 = 0.69 kips/ft. 1000 Ffriction := 0112 + V-0) • Sa = 4.46 F..1 = 0.72 kips/ft. kips Dead Load of New Cap 20" x 36", New 8" Panel and New12 x12 x 25' king pile, 8.0 DLpanel:= 12 •10.0•Sa•.15 24.36•Sa DLcap := 144 .15 12.12 DLpiie := 144 (.15.8 + .085.12) DLpanei = 10.58 DLcap "9.52 DLpiie = 2.22 kips ilfnl := 0.3 V..1 := l�fill Fryt V11 = 0.211 kips/ft. V12 := ItfiII• Fry2 V;y2 = 0.21 kips/ft. kips over Sa = 10.58 ft., kips over DLprov := DLpanei + DLcap + DLp;le DLprov = 22.32 kips over Sa = 10.58 ft. With safety factor against uplift/overtuming: SF := 1.5 Rise Treq • Diag Pregd - (1/11 + V12)•Sa Tfeq = 36.61 kips > DLprov + Ffriction = 26.78 Tpiie_req := Treq - DLprov + Ffriction) Tpite_req = 9.83 • • • Sabi,10 *8 • •••••• •••• •• 1111 •..••. . • •• •• 1.11.1 • • • • • •..••• • ••1 ft{' • 41. • • •..• • • ••.• • • 11••11 . • • 1111•• • • 11111. • . • •` •• • • ••• • •1111• •. • •.••.• • • • •1•••• • • 1111•• • • 1.11. ••••. ••.••. •• • included in allowable tension capacity of n&lv king pile kips, Therefore kips, < 10.0 kips (5 ton) allowable cohesive tension Capacity of King Pile, OK John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Wood Dock at 1460 NE 101th Street Miami Shores, FL 33138 Sept. 29, 2017 add pages 16 to 21 for wave action calculations Page 14 of 21 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 span (ignore 2 -way action) a) Moment due to surcharge on inside face of sheet pile, assume continuous loading Total Horizontal Force transmitted on back of panels per foot of wall Ftotai (Fsur + F11 + F.y2 + FIH201 + FryH2o2 + Fryprime) Ftotai = 2.52 Lc Rtotal Ftotai• 2 L2 Mtotal Ftotai• 8 b,., 8.0.12 2 Lo := 9.58 ft. max clear kips/ft, assume that total horizontal force acts on bottom 1/2 of panel (conservative) Notal = 12.05 ft-kips/operating over resisting strip equal to bottom 1/2 of panel above berm Mtotal = 28.86 ft-kips/operating over resisting strip equal to bottom 1/2 of panel above berm brs = 48.00 in. H) Determine Required Reinforcing in Concrete Wall Panel L� = 9.58 Design Horizontal Steel to carry retained pressure := 5000 psi. (0.40 w/c ratio max.) For Bending Moment: Mu := 1.7•Mtotai As:— Mu = 49.07 ft -kips. • . • • •.••.. • • . • •••••• ft. clear betweerhadj king piles• • •••••••••••• •• • 000000 ••..•. •••• • • {••• • •••. • • ••.. • • ••.••• • • {••.• fy:= 60000 psi. brs =48.00 in!•:'4:= 8.0. it ..: Subsoil Investigation Report ENGINEERING prepared by: • • • •• • •••• e:r & TEST,...... .' •ww ig. .fed -e corn •••• •••• • • •• •• • ••• • • • •• • • • • • • • • • • • • •• • Client: Oscar Goncalves Contact: J. Ruben Jimenez • • • • ••• • • • •• Address: 1460 NE 101st Street Miami Shores, FL 33138 • • Project: Proposed Renovation & Foundation Address: 1460 NE 101st Street Miami Shores, FL 33138 Date: Tuesday, August 11, 2015 C,.. L. __ EW AR -'('::;;`%EL hnical 1 Materials Testing 1 Inspections 1 Environmental ENGINEERING ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com Table of Contents Client Information Project Information General Soil Descriptions Foundation Recommendations Soil Parameters Excavations Settlement Grading Appendices Soil Boring Log(s) Project Location Soil Boring Location(s) Soil Classifications Sampling Procedures Limitations of Liability For Your Information pg. 1 pg. 1 pg. 1 pg. 2 ' pg. 3 pg. 3 pg. 4 ••• .'.pg. :..... .... . pg. 5 .... .... . . .... .... . . .. .. . . . • ... .. . .• . . • . •• • Our findings in this report are based on soil conditions encountered in the test bore locations only, proposed structure to be built, (if available at this stage), Florida Building Code requirements and standard engineering practices. If your report is preliminary (i.e. vacant land or building to be demolished) additional borings are required within the foot print of the proposed structure once the location & layout of the proposed structure is known. Please read this report in its entirety and follow all recommendations. Failure to do so may result in the permitting agency (Building Department, etc.) withholding the Certificate of Occupancy. This will cause delays and additional costs. The Permitting Agency will require a final certification or signing off of the project prior to issuing the Certificate of Occupancy. All of our recommendations need to be followed to receive a fmal certification from F.E.T., including densities on each lift, demucking verification, piling inspection, etc., whichever recommendation applies to your project. Please schedule us at least 24 hours in advance for all tests and inspections. If you choose to use another Engineering Finn, you must verify they will provide you with the proper certification in writing, as outlined in our report. Our firm will only provide a certification letter if it has verified all work as recommended in our report. Construction Material Engineering Council American Concrete Institute Miami Dade County Florida Department of Transportation ENGINEERING Fl ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com Tuesday, August 11, 2015 Job Order Number 15 -SB -269R2 Oscar Goncalves 1460 NE 101st Street Miami Shores, FL 33138 Attn.: J. Ruben Jimenez RE: Subsoil Investigation Proposed Renovation & Foundation 1460 NE 101st Street Miami Shores, FL 33138 Dear Sirs: . . . . . .. . .... . . . ... • . • . . .... •••• • • . •••• • •••. . . •. •• • ••• • . .. • • . '. Pursuant to your request, Federal Engineering & Testing, Inc. has completed a subsoil investigation on 0M11/2015 at'th2' • • above referenced site. The purpose of our investigation was to verify subsoil condikona relative to fo•undation. • • preparation and design. •• A total of one (1) SPT boring was performed according to ASTM D-1586 drilled down to a depth of twenty-five feet (25) below the existing ground surface. (See attached field sketch for locations). The following is a general description of soil stratas for the subject site: Depth From To _. . Description of Soils 0" 4" Concrete 4" 6'6" Pale Brown Sand with Rock 6'6" 8' Marl 8' 10' Sand with Organics 10' 14' Gray Sand with Rock & Silt 14' 25' Limerock Groundwater table elevation was measured immediately at the completion of the boring and was found at a depth of 4'6" below existing ground surface. Fluctuation in water level should be anticipated due to seasonal variations and run off as well as varying ground elevation, construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected by the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. Tuesday, August 11, 2015 1460 NE 101st Street Miami Shores, FL 33138 Page 2 ENGINEERING The boring log(s) attached present a detailed description of the soils encountered at the location. The soil stratification shown on the boring log(s) is based on the examination of the recovered soil samples and interpretation of the driller's field log(s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. From a geotechnical engineering perspective, the site is suitable for the construction of the proposed structure, provided that the surface sand layers are compacted in place and proof rolled. Localized areas of loose materials, if present, will become evident during site clearing, grubbing and proof rolling, and must be removed prior to filling operations. Based on our understanding of the proposed structure and the information obtained from•glf field borlrjg Jog(s); we• • recommend the following procedures for foundation design: • • . . 1) Strip the entire footings and building construction areas of topsoil and ground vegetation (when encountered.) • down to clean granular material. Any underground structures, utility lines, root syyteiusand drajnagq trenclicg.„• • . • • • etc. must be removed in their entirety from beneath the proposed construction areas, • • • • • • 2) Saturate and compact all construction areas with a heavy self propelled vibratory.compactor tD•a YAitlimurp of • • . 95% of the ASTM D-1557 modified proctor method. • •. .• • •.• . • .• .. 3) Care should be taken when using vibration in case of existing structures in the vicinity of the construction area. If vibration cannot be used for compaction, static compaction may be applied. However, in this case, the compacted layer should not exceed 6 inches in thickness. 4) Backfill construction areas to proper elevation if needed using a clean granular material placed in lifts not to exceed twelve (12) inches in thickness and compacted as per item 2. 5) Representative samples of the on-site and proposed fill material should be collected and tested to determine the classification and compaction characteristics. 6) All construction fill material above the water table shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm) and have a Unified Soil Classification (USCS) designation of GP, GW, GP -GM, GW -GM, SP or SW. No particle size greater than three (3) inches shall be used in the top 12 inches of the building pad. 7) Fill Material below the water table shall be washed free draining gravel such as FDOT No. 57 stone or equivalent to about 12 inches above the water table unless dewatering is used. When dewatering is used, fill material shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm). • Tuesday, August 11, 2015 1460 NE 101st Street Miami Shores, FL 33138 Page 3 ENGINEERING 8) Verify all densification procedures by taking an adequate number of field density tests in each layer of compacted material. Density tests shall be performed on the slab areas, footing areas, interior bearing wall footings and column pad footings. This must be scheduled immediately after Tamp and Spray and/or Compaction, but before Reinforcing Steel Placement. If reinforcing steel is already in-place, it must be removed from all areas to be tested prior to performing densities. 9) After the installation of any plumbing and electrical piping; we recommend that the disturbed area be recompacted and additional densities tests be performed to verify proper compaction of the disturbed areas. • 10) All of the above Geotechnical work shall be performed under the supervision' gf'Fpderal• fpgineering &• • Testing's geoteclmical engineer or his representative to verify compliance withp our specificatio is and .the.:• Florida Building Code. Please call us at 954-784-2941 for scheduling. • .... .... . • . . .••. .... 11) In the event of existing structures, existing footings or proposed drainage lines, prowisio�nc •shall be.rnade by th'e.. • •structural engineer and site contractor to protect all footings from undermining and'expesure. The geotechrrieal• : • engineer shall be notified of these conditions to evaluate the applicability of his recommendations. • ' The above foundation recommendations being achieved and verified; it is our opinion that t�ie•proposeksttuctura be designed for a shallow foundation system with a permissible soil bearing capacity not to exceed 350 P.S.F. Bhllding pad certification requires satisfactory completion and verification of all the above foundation recommendations. Provisions shall be made by the architect, engineer of record and contractor to address differential settlements when tying in new to existing structures due to the presence of the layers of Marl and Sand with Organics found below the proposed renovations. Mixing of different foundation types shall not be used unless provided with expansion joints to address differential settlement. Slabs placed upon compacted fill may be designed using a modulus of subgrade reaction value of 200 pci. The following soil parameters shall be used for retaining wall designs: • Soil unit weight moist 110 pcf • Soil unit weight buoyant----- 48 pcf • Angle of internal friction 30° • Active Earth pressure coefficient (Ka)---- 0.33 • Passive Earth pressure coefficient (Kp)- 3.0 • Angle of wall friction for steel piles- 30° • Angle of wall friction for concrete / brick walls- 20° • Angle of wall friction for uncoated steel-- - 150 Proposed Seawall Based on our understanding of the proposed structure and the information obtained from our field boring logs; the foundation shall consist of deep foundation system. Tuesday, August 11, 2015 1460 NE 101st Street Miami Shores, FL 33138 Page 4 Per the Florida Building Code FBC 2014, Chapter 18; the deep foundation systems shall consist of the following: ENGINEERING Alternatives Approximate Depth, Driven Size, Allowable Compression Pile- Capacity in Tons Allowable Tension Pile Capacity in Tons Allowable Lateral Capacity In Tons Precast Concrete Pile 10' BEBB 12" x 12" 25 Tons 10 Tons 1 Ton *BEBB - Below Existing Bay Bottom* Existing land elevation was not provided to us at the time; the estimated pile length will depend on proposed surface elevations and grades. Pile length will need to be adjusted accordingly once final designs afe. con,lete,1 Jnall have a• • minimum embedment of ten (10) feet into bay bottom. Predrilling, pre -punch may be required dtw to hard raa1 • •••• •••• • • •••• •••• • • • • Estimated Lateral Load for a Pile Top Deflection of V4 inch. Proposed pile length based. or the elKitttng groin. • elevations at the time of drilling. Pile length may vary depending on proposed grade bearVel88ations ahA'inbonsistetir : • soil profiles. A minimum of four (4) test piles shall be driven to determine production pileilengt1. All work shall be in'. accordance with the local Building Code and Coastal Zone Construction Requirements (if rejuire41). • • • • •• • ••• • • • •• Lateral load capacities may be increased using battered piles. Batter angles can be used for the pile installation of up to two (2) inches per foot (Horizontal, Vertical). However care shall be taken not to overlap adjacent piles. All slabs for the subject structure shall be designed as structural slabs spanning between supports and designed by a Florida Registered Structural Engineer and placed under the supervision of a Geotechnical Engineer. All work shall be conducted by an experienced Florida Licensed Specialty Piling Contractor. All piles shall be designed by a professional engineer and shall be placed under the supervision of our Geotechnical Engineer to verify compliance with our recommendations. In case of existing structures in the vicinity of the pile driving operation, care shall be taken not to create excessive vibration. Vibration levels shall be monitored to verify compliance with county regulations. Steps must be taken to prevent excessive vibrations. In the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented (i.e.: predrilling, jetting, hydraulic push, etc...). Excavations shall not extend within one (1) foot of the angle of repose next to existing footings or structures unless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act requirements. Shorings shall be designed and inspected by a Florida licensed professional engineer. The minimum center to center spacing 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. Tuesday, August 11, 2015 1460 NE 10I st Street Miami Shores, FL 33138 Page 5 111:::1111 ENGINEERING Any underground structures such as grease traps, septic systems, etc. must be supported on pile foundations, unless the deleterious material (i.e.: silt, muck, peat, etc...) is excavated in its entirety and replaced with compacted washed gravel such as pea rock or #57 stone below the water table elevations and clean granular materials above the water table. The following soil parameters shall be used for designs: • Soil unit weight moist- 110 pcf • Soil unit weight buoyant 48 pcf • Angle of internal friction- 30° • • • • Active Earth pressure coefficient (Ka) —4.4,--: 3 .•.. . • • Passive pressure coefficient (Kp) -...3 A •o&•••• • Angle of wall friction for steel piles -.A • •390 • • Angle of wall friction for concrete / brick walls ---- - — — -.!•10%• •. • ...••.•• • Angle of wall friction for uncoated steel 15°• • • • . . .. •.• •.• • • Excavations shall not extend within one (1) foot of the angle of repose next to existing Iddt2tl$s or structures unless'. underpinned. Trenching shall be in compliance with the Florida Building Code, OSI1A and Treieh• tafety Act • requirements. Shorings shall be designed and inspected by a Florida licensed professional e$gineet. •.. . • • •. Provisions shall be made by the architect, engineer of record and contractor to address differential settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to address differential settlement. All outside ground surfaces must be sloped away from the structure to avoid water accumulation and ponding. All rain waters shall be discharged away from all building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundation. Regardless of the thoroughness of a geotechnical exploration, there is always the possibility that conditions may be different from those of the test locations; therefore, Federal Engineering & Testing, Inc. does not guarantee, any subsoil condition between the bore test holes. A site plan showing the location of the proposed structure was not provided at the time the soil borings were performed. For a more accurate portrayal of subsurface conditions, the site contractor should perform test pits. If different conditions are encountered, Federal Engineering & Testing Inc., shall be notified to review the findings and make any recommendations as needed. In accepting this report the client understands that all data from the soil borings is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. For Environmental due diligence, a Phase I and/or Phase II Environmental Site Assessment is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Tuesday, August 11, 2015 1460 NE 101st Street Miami Shores, FL 33138 Page 6 IF ENGINEERING Federal Engineering & Testing, Inc. appreciates the opportunity to be of service to you at this phase of your project. Please feel free to contact us if we may be of further service to you. ?..Ns�e�� E � No.59394 y°O�' X* : :* * ' J 10415% STATE OF toACeNAL Ead°"ertioneo- Digitally signed by Keith LeBlanc DN: c=US, st=Florida, I=Pompano Beach, o=Federal E:niiieerniN.& `Nesting, Inc., ou=FE'Professional Engineer,#59394, c'r�aKeitti••••' LeBlanc, email=keitti fed=iri .coma•.:• Date: 2017.09.29 14:49:45 T04:001 . • •• • • • • • • • • • •. •• • • ••• • • • Tuesday, August 11, 2015 1460 NE 101st Street Miami Shores, FL 33138 Page 7 Appendices ENGINEERING • • • • • • • • • •• • •••• • • • • •••• • • • • •••• •••• • • • • • • •••• •••• • ••• • • • • • • • •• •• •• • • • • •• • • • • • • •• • • • • •• • • ••• • • • ENGINEERING FE ederal S. TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 SPT Test Boring Report Client: Oscar Goncalves Project: Proposed Renovation & Foundation Address: 1460 NE 101st Street Miami Shores, FL 33138 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com Date of Test: August 5, 2015 Hole No.: B-1 Location: See Attached Drawing Depth (FT) Soil Descriptions Hammer Blows "N" 1 0" - 4" Concrete A 8 ••Z • • 8 • 2 12: ••44 3 • 4" - 6'6" Pale Brown Sand with Rock 8 ' i9' 4 5 5•....•4 .... •.... ..b.� 6 6'6" - 8' Marl 2 1 • • • • 7 •••.. 2'1 '.3 • 8 8' - 10' Sand with Organics 2 - . 9 :• 1• • 2 —11--5- • 3 10 1•..• .1 ... • 11 10' - 14' Gray Sand with Rock & Silt A A A 12 A A 13 A A A 14 A A 15 13 13 27 16 14 15 17 A A 18 A A A 19 - 25' Limerock A A A 20 A A 21 19 17 35 22 18 20 23 A A 24 A A A 25 A A 26 27 28 29 30 Water Level: 4'6" Below Land Surface A = Auger • • 3 60 b' . NI r _- r, A A ':: r. 0 w rlE t-G3rct-S4 Site Location Map ENGINEERING • • • • • • • Federal Engineering & Testing Inc. 250 SW 13th AVE Pompano Beach, FL 33069 (954) 784-2941 Client: Oscar Goncalves Test: Subsoil Investigation (site map is not to scale) Project: Proposed Renovation & Foundation Project Address: 1460 NE 101st Street Miami Shores, FL 33138 Fi ENGINEERING • • • r N • • • • •• • •••• • • • •• •••• • • • •••• ••••. • • • • • •• •••• • • ••• • • • • • •• • • •• • • • • • • • • • • • • ... • • Soil Boring Location Map Federal Engineering & Testing Inc. 250 SW 13th AVE Pompano Beach, FL 33069 (954) 784-2941 Client: Oscar Goncalves Test: Subsoil Investigation (site map is not to scale) Project: Proposed Renovation & Foundation Project Address: 1460 NE 101st Street Miami Shores, FL 33138 Soil Classifications Correlation of Penetration Resistance with Relative Density and Consistency Dynamic Cone Penetrometer Penetrometer Resistance Sands Relativebe$sity • • :•: • • • • • • • Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows - 5 % Relative Density Moderately Hard y'eirioft • 0- 10 7-15 0-4 Very Loose • Soft :•.•.. •. _. 11 - 25 s 5 - 10 Loose 31 -45 26 - 45 v 11 - 20 Stiff `••: Firm 45 - 75 --21 - 30 91 -150 Very Firm , • 76 -120 Hard 31 - 50 •Dens'e •... r \•� • • wwww Silts & Clay •� names ••L• Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows Relativebe$sity • • :•: • • • • • • • Rock core crumbles when handled 0-6 - 5 % 0-2 Moderately Hard y'eirioft • Thin edges of rock core can be broken with fingers 7-15 ..3-5 Thin edges of rock core cannot be broken with fingers • Soft :•.•.. •. _. 16 - 30 s 6 - 10 •.01>T __ _. • • •__ _-• 31 -45 V 11 - 15 Stiff `••: 46-90 16-30 Very Stiff 91 -150 31 - 50 Hard Sand Quantity Modifiers Rock -Hardness Description Soft - 2 % Rock core crumbles when handled Medium - 5 % Can break core with your hands Moderately Hard Little Trace Thin edges of rock core can be broken with fingers Hard Some Thin edges of rock core cannot be broken with fingers Very Hard With Rock core rings when struck with a hammer Sand Quantity Modifiers Very Slight Trace 0 - 2 % Slight Trace 2 - 5 % Trace 5-10% Little Trace 10 - 15 % Some 15 - 30 % With >30% Silt - Clay Quantity Modifiers Slightly Silty /Clayey 0-5% Silty / Clayey 5-30% Very Silty / Clayey 30 - 50 % Particle.Size Boulder > 12 in Cobble 3 -12 in Gravel 4.76 mm - 3 in Sand 0.074 mm - 4.76 mm Silt 0.005 mm - 0.074 mm Clay < 0.005 mm ENGINEERING s • • Y • • - • • • • • • • • • • EKGINEERING Drilling & Sampling Procedures The soil borings were installed in accordance with Standard Penetration Tests procedures as set forth in ASTM D-1586. Representative samples were collected utilizing spilt -barrel techniques in accordance with the procedures set forth in "Penetration Tests and Spilt -Barrel Sampling of Soil in ASTM D-1586. The following field tests, measurements and laboratory analysis were performed/collected during the installation of each soil boring. Penetration Tests • . • • During the sampling procedures, Standard Penetration Tests were performed at five (5) foo• t intervals• to iopain the standard penetration value (N) of the subsurface soil. The standard penetration value (N) is.rdearfied as 1118'humber of • • • blows of a 140 -pound hammer falling thirty (30) inches, required to advance the spilt -barrel smpjer one (a`oot into hit.. • subsurface soil. The sampler was lower into the bottom of the previously cleaned drill hole andacl'vanced4.1211)ws fes}.. the hammer. The number of blows was recorded for each of the three (3) successive ifitta ants of �i� •�6) inches..' penetration. The "N" value is obtained by adding the second and third incremental numbers.• ' • .. • . . • • • • • • . • • . • Water Level Measurements • • • ...__.__ , • Water Level depths were obtained during the test boring operations. In relatively pervious soils, such as sandy soils, the indicated depths are usually reliable groundwater Levels. Seasonal variations, tidal conditions, temperature, land -use and recent rainfall conditions may influence the depths to groundwater levels. Soil Properties / Classification All samples collected were classified in accordance with the Unified Soil Classification System criteria to determined soil material properties and compared with published literature of the USDA Soil Conservation Survey of Broward County. Ground Surface Elevations Ground surface elevations have not been provided for the proposed boring locations. Therefore, all references to depth of the various strata and materials encountered were from existing grade at the time of the drilling operations.' Limitations of Liability Warranty We warrant that the services performed by Federal Engineering and Testing, Inc. (F.E.T.) are conducted in a manner consistent with the level of skill and care ordinarily exercised by members of the profession currently practicing under similar conditions. No other warranties, expressed or implied, are made. While the services of F.E.T. are an integral and valuable part of the design and construction process, we do not warrant, guarantee, or insure the quality or completeness of services or satisfactory performance provided by other members of the construction process and/or the construction plans and specifications which we have not prepared, nor the ultimate performance of building site materials. As mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Reports are not intended for 3rd party use. Subsurface Exploration Subsurface exploration is normally accomplished by test borings. The soil boring log includes sampling information, description of the materials recovered, approximate depths of boundaries between soil and rock strata and groundwater data. The log represents conditions specifically at the location and time the boring was made. The boundaries between different soil strata are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling. The transitions between soil stratum are often gradual. Water level readings are made at the time the boring was performed and can change with time, precipitation, canal levels, local well drawdown, and other factors. Regardless of the thoroughness of a Geotechnical exploration there is always a possibility that conditions may be different from those of the test locations; therefore F.E.T. does not guarantee any subsoil condition surrounding the bore test holes. For a more accurate portrayal of subsurface conditions, the site contractor should perform tests pits. If different conditions are encountered, F.E.T. shall be notified to review the findings and make any recommendations as needed. Laboratory and Field Tests Tests are performed in accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed. Each test report indicates the measurements and determinations actually made. Ownership of Tests /Reports All test results and/or reports prepared by F.E.T. pursuant to this agreement and/or Addendum(s) thereto, shall remain the property of F.E.T. until all monies due and owing to F.E.T. under this Agreement and/or Addendum(s) thereto, are paid in full. Analysis and Recommendations The Geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient for these purposes, it is not intended to determine the cost of construction or to stand alone as construction specifications. Analysis and Recommendations cont. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Soil boring(s) on unmarked vacant property or existing structure(s) to be demolished is considered preliminary with further boring(s) to be performed after proposed building pad is staked out. Report recommendations are based primarily on data from test borings made at the locations shown on the test boring reports. Soil variations may exist between borings and may not become evident until construction. If variations are then noted, F.E.T. must be contacted so that field conditions can be examined, and recommendations revised if necessary. The Geotechnical report states our understanding as to the location, dimensions, and structural features jWpbs'ei3'of the �jttg, Any significant changes in the nature, desiga,orlocation pf the site improvenjetrts must be communicated to F.E.'i.• co • that the .CsepjFthnical conclusions, and recommendations oaairs appropriately ig>justed. • • ••••• • ••.• •••• •••• Construction ©b rvatiot s • .. Construction observation and testinris RI importantclemelt of Gectorl iicpl services. The Geotechnical Engine &Representative (Field Rep.) js the "owner's representative" observing the work of the contractor, pecfpiatilig tests, and reporting data from suchest. aid observations. The Geptechnivl Engineer's Field Representative doe, trot direct lb* contractor's coriV%tctiOn means, methods, operations, or personnel. The Field Rep:does not interfere with the relationship between the owner and the contractor, and except as an observer, does not become a substitute owner on site. The Field Rep. is only collecting data for our Engineer to review. The Field Rep. is responsible for his/her safety only, but has no responsibility for the safety of other personnel and/or the general public at the site. If the Field Rep. does not feel that the site is offering a safe environment for him/her, the Field Rep. will stop his/her observation/ testing until he/she deems the site is safe. The Field Rep. is an important member of a team whose responsibility is to observe the test and work being done and report to the client whether that work is being carried out in general conformance with the plans and specifications. • • • • Limitations of Report Federal Engineering & Testing, Inc. shall have no liability, in contract, tort or otherwise, for any inaccuracy, defect, or omission in interpreting this report and shall not in any event have any liability for lost profits or any other indirect, special, incidental, consequential, exemplary or punitive damages. In the event of future conflict between owners and contractors the following applies: F.E.T.(s) legal and/or company representation and preparation for representation fees will be billed on an hourly rate, i.e. deposition, expert witness, etc. F.E.T. has no obligation to amend its conclusions or recommendations after the date of this report. Any alterations or changes in the location of the project should be brought to our attention at the earliest convenience for review and applicability of this report. ENGINEERING F" ederaC & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com Soil / Aggregate Tests Soil Borings Density Compaction Tests Grain Size Analysis Moisture Contents Soil Classifications Limerock Bearing Ratios Florida Bearing Values Specific Gravity Carbonate Analysis Hydraulic Conductivity Organic Contents L.A. Abrasion FDOT Inspections QC Management Earthwork Inspections QC Concrete Inspections QC Asphalt Inspections Partial List of Services Geotechnical Engineering Services Field Inspection Services Fill & Quality Control Inspections Demucking Inspections Building Inspections Pile Driving Inspections Pile Load Tests Steel Inspection Threshold Inspection Bolt Inspection Weld Inspection Vibration Monitoring Geotechnical Engineering Foundation Engineering Foundation Design & Recommendation Subsoil Investigation Pile Load Calculations Piling Installation Monitoring Asphalt Services Backscatter Density Tests Extractions & Gradations Marshall Limits Bulk Specific Gravity Cores for Thickness Determination Asphalt Pavement Waving Asphal A4s' smerft .. . •..• Conctblte;Ifsts • • • • • • . Concrete Strength Testing Slump;Fe to .••• Windsos•Rro6e Tesiitv..• Schmidt 4-i,aromer Testijl>b1, Core T ting •- • •• • Air Cc ritept„ Conci to thjit Weight • Flexuol Strrngth T.stireg. • • • ••• • Phase I Site Assessments Site Inspections Research of Property Records Environmental Engineering Services Phase I1 Site Assessments Lead Base Paint Surveys Phase 1 Follow up on Contaminated Sites Report and Analysis Installation of Monitoring Wells Air Monitoring Soil Borings Soil and Ground Water Analysis • • • • • .• • • • tamfLerotamammmemenmaoloome Roof Testing & Inspection Services TAS 105 Field Fastener Withdrawal Test TAS 106 Tile Uplift Test TAS 124 Bell Chamber / Bonded Pull Test TAS 126 Moisture Survey Windload Calculation Drainage Calculations Lightweight Concrete placement Inspection Roof Assessment / Evaluation Cap Sheet Inspection Fastener Spacing Inspection Tile/ Shingle/ Standing Seam Inspection Base Sheet Installation Inspection Insurance Mitigation Retrofit Mitigation/ Certification Roof Drainage Calculations Construction Material Engineering Council American Concrete Institute Miami Dade County Florida Department of Transportation MIAMID14DE 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 •• .. • REQUEST FOR EMERGENCY AUTHORIZATION AND CLASS I PERMIT APPLICATION NO. CLI -2017-0348 • • • • • • APPLICANT NAME: Gamma Group' Investment LLC • •. • •• • • PROJECT ADDRESS: 1460 NE 101 St, Miami Shores, Florida 33138 • • • DATE: September 25, 2017 • • PROJECT MANAGER: Michelle Metcalf Coastal and Wetlands Section Review: Issued By: Attachment A: Attachment B: Issue Date: Sketches - 1 Sheet Checklist Authorized Emergency Work ••.• • • •••• •. • . • •..• .• • • . • • • •• • Installation of a new concrete seawall. • Installation of a new seawall cap, batter piles, and king piles. o Installation of riprap boulders. Page 1 of 3 (EME AUTH CLI -2017-0348) THIS AUTHORIZATION SHALL BE KEPT ONSITE DURING ALL PHASES OF WORK •••• • • • •• • • • ••• • • • 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 a complete Class I permit application within 6 months of the start of work. Including all items listed in Attachment B. Any questions or concems 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 spall be submitted directly from the contractor of record to DERM and shall include tha contract r4s • name, address, telephone number, State of Florida or Miami -Dade County' Jianie number • DERM Class I permit application number, and description of the scope of wcck&ibject to•!he emergency authorization. This information is required to be provided a miniali•of 2 and e maximum of 5 business days prior to the start of work, and may not be submitted threa9M • a third party.....• • • • •... 3. All work shall be performed in accordance with the drawings approved by DERM end attached ' hereto (Attachment A), and in accordance with the conditions of the EmergerryRthorizatiorf. Any activities requiring a Class I permit that are not specifically listed as "Authorized Emerg$pcy:. Work" are prohibited. • • •• •• • •.• 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 environment and to prevent impacts to State or County water quality standards. For any impacts caused by the construction or operation of the structures/facility, DERM shall require, at a minimum, restoration and mitigation. 5. Unless specifically listed as "Authorized Emergency Work", trimming or alteration of mangroves, buttonwoods or wetland vegetation 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, 52.1 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 Page 2 of 3 (EME AUTH CLI -2017-0348) THIS AUTHORIZATION SHALL BE KEPT ONSITE DURING ALL PHASES OF WORK the new 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 ordeoto prevent positive drainage of stormwater into the waterway, all uplands immediately adjacegt•to� the seawall cap shall be sloped away from the waterway. : • • • • • • ...• 14. This emergency authorization does not eliminate the necessity to obtain any.ie4uirred federal, state, and local authorizations prior to the start of any activity approved by •alio emergjy. authorization. In the event that any agency requires removal or relocation of thgemok�authorize& herein, a review by DERM is required, and a new authorization and/or permit modif�rsatton maybe•. required. • • • • • • • 15. This emergency authorization does not convey to the applicant or create in tine applicant:any:. property right or privilege, or any interest in real property, nor does it authorize arty eptrpnce dpon or activities on property which is not owned or controlled by the applicant. In the t'vent that'At 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. 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 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) 562-3909. 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 -2017-0348) THIS AUTHORIZATION SHALL BE KEPT ONSITE DURING ALL PHASES OF WORK F,c. hvn -►ori C A - 7C7l - 054S• • prim====== IIIIMINIIMMIHMENIUMMI INIIMMIENUMITIC IIIIIIIIIIIIIMINIIIINIIIIIIIIIMIIIIIIIIIMM MIEMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMMI NMIIIIIIII—IIIIIMIII—IIIMIIIII NEW 10'-6" WIDE X 10'-0" HIGH X 8" THICK MARK NUMBER "A" 5,000 P.S.I. CONC. PANEL SCALE: I J4" -1'-0'. SUPPLY AND RACE (12) KING PILES AND (I 2) BATTER PI'.ES SEE SECTION -A-% NeW RING YILtb AI.t 2b1ALLtU A5 OF 9.22.2017 TO STABILIZE THE REMAIVING roRTlONS Or THE E<ISTING SEAWALL //\/// U)/ FABRICATE AND ItbTAL �^ 5 New SEAWALL PANELS — MARK NUMBERS •A' AND 'B' WHERE SHOWN • m1cr..5000 P51 CONCRETE rAJ6 5®roz. 15® 12.O.C. 10-r (VERIFY) IIIIIIMIIIMIIIIIIIMINIIIMIIIIIIIMMI IIIIIIMIIIMIIIIIIIMIIIIIINIMMI I•1111111111U=M1111111111.1 MIIMMUMMENNIMINIMM IMIIIIIIMININNIIIIIIIMMIIIIIIIIIIIIIIIII INIIMINIMINNIIIIIIMMIIIIIMMIIII NEW 10'-1" WIDE X 10'-0' HIGH X 8" THICK MARK NUMBER "B" AT EXIST T PILE 5,000 P.S.I. CONC. PANEL SCALE: /4' 1•C" EXISTING SEAWALL PANELS ANT) 1.11115 10 P.>MU N .ti ilii 2UJ1271 i i•i. 17lmJm Jim �J . mJd7J� "Ae iV /iJlllJml 1Y-10" I 8'-G" 20-4' 9•-0' TT? i EXISTING T.FIIFS AS SHOWN SOLID FILL. DRIK NEW KING PILES AT FACE Of MISTING 7 PILLS 1 a -z• 10-7• 52'- I NEW 3'-0' IMOF a 2'-0` DEEP CONCRETE SEAWALL CAF W 5 05 7+8 2 15 BARS INTERMEDIATE EACH FACE 03 TIES a 12•o.c.. PLU3 213 TIES EA SIDE OF EA. PIE. 1 0-7" 1 I 0-2• • REMOVE Of510NG SEAWALL CAtI &-5• { &LC" 0 � r E%ISTING OLTPALL Ft� TO REMAIN. INSTALL NEW MANATEE GRATE. 1 � II • • • • • • • • • • • • NEW PILES (e 10-7' O.C. MAX • • • • e3'40• • 4r,5 • • • EXIlTINE•T-PRES *P BHOA D PILL • •ORI•E 1AW KONG f4E5AT 7N STING T PILES. • • •UNLE3115eTHER>9ISE Sf1YWIt. 105•-10 . • .1 51 0. 0 PROPOSED SEAWALL PLAN SCALE : I/8' ®1'-0' • ••• • • • • ••• •• • • • • • • • • • • •• • • c1 • • • •• • • • • • •••• • • • • • • ••• • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •• •• ••• •• • •• •• 0 t'5 W O g. 09.22-17. dr- �ro era.,, 08 eMeled pleat ro. S-41 4OT• ATTACHMENT B REQUIRED ITEMS FOR EMERGENCY AUTHORIZATION AND CLASS I PERMIT APPLICATION NO. CLI -2017-0348 APPLICANT NAME: Gamma Group Investment LLC PROJECT ADDRESS: 1460 NE 101 St, Miami Shores, Florida 33138 DATE: September 25, 2017 PROJECT MANAGER: Michelle Metcalf .... • • • •••• • • •.. •• • • • • • •..• THE FOLLOWING SHALL BE SUBMITTED WITHIN 30 DAYS OF ISSUANCE OF TI1e: IyIERGENCY. • AUTHORIZATION: • •••• - Contact information for the applicant (i.e. email address and phone number) ••••.• • 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 budding and zoning authority. Cost of construction for any permanent pilings constructed prior to this emergency authorization. Application fee balance in the amount to be determined. Permit fee in the amount to be determined. 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 $4,689.00 and associated bond documents. JOB No. 15-270 DATE OF SURVEY: Sept. 20, 2017 REVISION DATE: CERTIFY TO: /8AV CONSTRUCTION AND DEVELOPMENT LLC VAZQUEZ AND ASSOOATES OLD REPUBLIC NATIONAL TITLE INSURANCE CO SITE ADDRESS: 1460 N,E 101st ST, MIAMI SHORES, FL. 33138 50' TOTAL R/W FOLIO No. 11-3205-024-0050 SKETCH OF BOUNDARY SURVEY SCALE:1" - 25' 101st ST 20' Asphalt Pavement 6' Asphalt P ••• •••• ••• ••• .••••• I.RR I/211 • • (no cap) • R12045.40' A.•190.00' =2"48'04• • • • • • A/C PAD (3.5'x2.5' Elev.5,31 1 C.B.S. Wad 21.60' Garage Elev. 5.04 1 STY. C.B.S. RESIDENCE No. 1460 F.F. EIev.7.88 00 Pump (3'x3) 0.1'0l h� o Wooden Deck N. -.es., 23.3' 0.1'cl Lot 9, Blk 1 F.I.P. 1/2•y (no cap Planter (4'x4') 0.3'ci R-2165.40.06' A-105.87' -2'48'04' BISCAYNE BAY Fnd. D/H • • •• • • H • H is CO Cn 0.. 0003 0- •• • • •• •• •• •• • •• • • • •• •• • • •• • • •• . N. • LEGAL DESCRIPTION: lO l 9. BLOC, 1, OF REP! AT OF TRACT A OF MIAMI SHORES BAY PARK ESTATES, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 56 A- PAGE 86, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY ME HEREBY CERTIFY THAT THE ATTACHED SKETCH OF "BOUNDARY SURVEY AND THE SURVEY NAP RESULTING THEREFROM OF THE ABOVE DESCRIBED PROPERTY LS A TRUE AND CORRECT REPRESENTATION OF A FIELD SURVEY MAGE UNOER MY DIRECTION AND MEETS THE INTENT OF THE APPUCAFAS PRONSIONS OF THE 'MINIMUM TECHNICAL STANDARDS FOR LAM SURVEYING IN THE STATE OF FLORIDA' PURSUANT TO RULE SJ -1 7 OF THE FLORIDA ADMINISTRATIVE CODE AND ITS 1MPLE)MENTED LAW, CHAPTER 472.027, CF THE FLORIDA STAMUMES. AMERICAN SERVICES OF MIAMI, CORP. Const:ltine Engineers . Planners . Surveyors 9370 S.W. 72nd STREET, SUITE A-102 MIAMI, FLORIDA 33173 PHONE: (305)598-5101 FAX: (305)598-8627 LB 6683 ASOMIAMI.COM THIS IS PAGE I OF 2, NOT VALID WITHOUT ALL PAGES, ENCROACHMENTS ANC % ,-`DINTS OF INTEREST: -THERE ARE NO VISIBLE ENCROACHMENT OF THE SUBJECT PROPERTY -THE SUBJECT PROPERTY IS WITHIN A FLOOD ZONE AE (SEE NOTE 1) •THERE IS A 5' D.M.E. ON THE SIDE OF THE SUBJECT PROPERTY !ORDERED BY: 3 VAZQUEZ AND ASSOCIATES GERALDO VAZQUEZ, P.A. 001 9W WI K.y Drive. Suite 702 1dv,t, FSonea 33131 T•Nehonc 30S-371-0064 feeslffillic 306-371-4607 • • • • • • • • 00000 • • • •• • • • • JOB No. 15-270 DATE OF SURVEY: Sept. 20, 2017 REVISION DATE: CERTIFY TO: BAY CONSTRUCTION AND DEVELOPMENT LLC VAZQUEZ AND ASSOCIATES OLD REPUBLIC NATIONAL TITLE INSURANCE CO. LOCATION MAP a': Ner NE1pEb St Nt.13.65� vcma;ds Atop 4.02016 Goo* HOUSE PICTURE SITE ADDRESS: 1460 N.E 101st ST, MIAMI SHORES, FL. 33138 FOLIO No. 11-3205-024-0050 1 1 TCH OF BOUNDARY SURVEY SCALE:1" = 25' 50' TOTAL R7W CO 05 0 J (PB 58 -Pg 86) P/W CB P.P. —U -H ❑-H 20.0' • 414 H . a.0�.1 • • . • • :• . • •••• • • 101st ST.:::' Asphalt Pavement ........................::6 Asphalt P W':::::::, -H —fl -H ---'-❑ F.I.P. 1/2"0 (no cap 10 89' • Conc. Driveway da A/C PAD (3.5'x2.5' Elev.5.31 1' C.B.S. Wall cn 0.1'cl F.I.P. 1/2"0 (no cap) 10 12 631' b• 21.60' 00 Garage Elev. 5.04 0) 0) 0 O 0 21.60' Wooden Deck 1 4.b N 7.5' 7.0' rTo 3.4• .0 W • H-0-H-0-H--SJ-H 1-H F.I.P. • • 1 1/21 no cap) ix R=2045.40' cn 1 • • ••• • • • • 8.5'a co (O .Conc. 15.5 Nor�q� 1 STY. C.B.S. RESIDENCE No. 1460 F.F. EIev.7.68 3' v' 35.95' —17.75' N 21.90' • • • • • • • A=2'48'04" 11.06' 46-1 'co 0 9) Wooden Deck' CP Wooden Deck o V \./‘./ V 0 v V V VvyV�.�iV Tiled ;21 v 'Poolv�vvv Deck,, ,X, \, v\, (33 Lot 9, Blk 1 •'/ / \/ / / / ,C9\, vv �� V \/vv\ V • W ` ' V V v\N✓/P'.i\./\/ 23.3 0 co00 Planter (4'x4') Watelr Poo Pump (3'x3') 0.1'cI R=2165.40.06' A=105.87' 0 =748'04" B I S CAY N E BAY ra- 0.3'ci Fnd. D/H 1 • • • • (PB 58 -Pg 86) LEGAL DESCRIPTION: LOT 9, BLOCK 1, OF REPLAT OF TRACT A OF MIAMI SHORES BAY PARK ESTATES, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 56 AT PAGE 86, OF THE PUBLIC RECORDS OF MIAMI-DA.DE COUNTY WE HEREBY CERTIFY THAT THE ATTACHED SKETCH OF "BOUNDARY SURVEY" AND THE SURVEY MAP RESULTING THEREFROM OF THE ABOVE DESCRIBED PROPERTY IS A TRUE AND CORRECT REPRESENTATION OF A FIELD SURVEY MADE UNDER MY DIRECTION AND MEETS THE INTENT OF THE APPLICABLE PROVISIONS OF THE 'MINIMUM TECHNICAL STANDARDS FOR LAND SURVEYING IN THE STATE OF FLORIDA" PURSUANT TO RULE 5J-17 OF THE FLORIDA ADMINISTRATIVE CODE AND ITS IMPLEMENTED LAW, CHAPTER 472.027, OF THE FLORIDA STATUTES. AMERICAN SERVICES OF MIAMI, CORP Consulting Engineers . Planners . Surveyors 9370 S.W. 72nd STREET, SUITE A-102 MIAMI, FLORIDA 33173 PHONE: (305)598-5101 FAX: (305)598-8627 LB 6683 ASOMIAMI.COM ENCROACHMENTS AND OTHER POINTS OF INTEREST: -THERE ARE NO VISIBLE ENCROACHMENT OF THE SUBJECT PROPERTY -THE SUBJECT PROPERTY IS WITHIN A FLOOD ZONE AE (SEE NOTE 1) 1 -THERE ISA 5' D.M.E. ON THE SIDE OF THE SUBJECT PROPERTY ORDERED BY: VAZQUEZ AND ASSOCIATES GERALDO VAZQUEZ, P.A. ATTORNEY AT LAW 601 Brickell Key Dr'.e, Suite 702 Miami, Florida 33131 Telephone: 305-371-8064 Facsimile: 305-371-4967 THIS IS PAGE 1 OF 2, NOT VALID WITHOUT ALL PAGES. SURVEY REPORT: 15-270 THIS IS PAGE 2 OF 2, NOT VALID WITHOUT ALL PAGES. THIS DRAWING IS THE PROPERTY OF AMERICAN SERVICES OF MIAMI, CORP. AND SHALL NOT BE USED OR REPRODUCED, IN WHOLE, OR IN PART, WITHOUT PERMISSION OF AMERICAN SERVICES OF MIAMI, CORP. NOTHING HEREON SHALL BE CONSTRUED TO GIVE ANY RIGHTS OR BENEFITS TO ANYONE OTHER THAN THOSE CERTIFIED. NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER JOB SPECIFIC SURVEYOR NOTES: Q THE PROPERTY DESCRIBED ON THIS SURVEY DOES LIE WITHIN A SPECIAL HAZARD AREA AS DEFINED BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY; THE PROPERTY LIES WITHIN A FLOOD ZONE "AE" OF THE FLOOD INSURANCE RATE MAP IDENTIFIED AS COMMUNITY PANEL No. 120652-3061, WITH AN EFFECTIVE DATE OF SEPT. 11, 2016. BASE FLOOD ELEVATION OF 10.00 FEET Q SAND AREA S:iF.S1:1BJECT PROPERTY: 12,352 SF (+1-) • • • • Q.F•I..VATIONtaAn BASE.•J ON•.HE NORTH AMERICAN VERTICAL DATUM (NAVD) OF 1988, AS PER BROWARD COUNTY . BEACH Mdifl'eNo. B-58:WilTH AN ELEVATION OF 8.47 FEET. • • . • • • • • . • • 410ERRING •Si-ItICNN HERE'OldARE BASED ON AN ASSUME MERIDIAN OF N.00°09'06"W., BEING THE RECORDED BEARING • FOR THE EEPJTRLINE t7F•m'E.• 13th AVE., AS SHOWN ON PLAT BOOK 56 AT PAGE 86 THE PUBLIC RECORD OF BROWARD •. COUNTY FLQRIDA. `• •• . • • GENERAL~ SIIRVEYClxt NQ'TES: THE SHOWN LEGAL DESCRIPTION USED TO PERFORM THIS BOUNDARY SURVEY WAS PROVIDED BY THE CLIENT. SURVEY IS BASED ON RECORDED INFORMATION PROVIDED BY CLIENT. NO SPECIFIC SEARCH OF THE PUBLIC RECORD HAS BEEN MADE BY OUR OFFICE. UNLESS OTHERWISE NOTED, AN EXAMINATION OF THE ABSTRACT OF TITLE WAS NOT DONE BY THE SIGNING SURVEYOR TO DETERMINE WHICH INSTRUMENTS, IF ANY ARE AFFECTING THE SUBJECT PROPERTY. THIS SURVEY IS EXCLUSIVELY FOR THE USE OF THE PARTIES TO WHOM IT WAS CERTIFIED. PURSUANT TO RULE 61G17-6 OF THE FLORIDA ADMINISTRATIVE CODE THE EXPECTED USE OF LAND IS SUBURBAN, THE MINIMUM RELATIVE DISTANCE ACCURACY FOR THIS TYPE OF SURVEY IS 1 FOOT IN 7,500 FEET. THE ACCURACY OBTAINED BY MEASUREMENT AND CALCULATIONS OF CLOSED GEOMETRIC FIGURES WAS FOUND TO EXCEED THIS REQUIREMENT. THERE ARE NO VISIBLE, ABOVE GROUND ENCROACHMENTS (a) BY THE IMPROVEMENTS OF THE SUBJECT PROPERTY UPON ADJOINING PROPERTIES, STREETS OR ALLEYS, OR (b) BY THE IMPROVEMENTS OF THE ADJOINING PROPERTIES, STREETS OR ALLEYS UPON THE SUBJECT PROPERTY OTHER THAN THOSE SHOWN ON THIS BOUNDARY SURVEY. THERE ARE NO VISIBLE EASEMENTS OR RIGHT-OF-WAY OF WHICH THE UNDERSIGNED HAS BEEN ADVISED OTHER THAN THOSE SHOWN ON THIS SURVEY. THE MAP OF SURVEY IS INTENDED TO BE DISPLAYED AT THE SHOWN GRAPHIC SCALE IN ENGLISH UNITS OF MEASUREMENT. IN SOME CASES GRAPHIC REPRESENTATION HAVE BEEN EXAGERATED TO MORE CLEARLY ILLUSTRATE A PARTICULAR AREA WHERE DIMENSIONS SHALL HAVE PREFERENCE OVER GRAPHIC LOCATION. THE ELEVATIONS (IF ANY) OF WELL -IDENTIFIED FEATURES AS DEPICTED ON THIS SURVEY AND MAP WERE MEASURED TO AN ESTIMATED VERTICAL POSITIONAL ACCURACY OF 30 FOOT FOR NATURAL GROUND SURFACES AND Y100 FOOT FOR HARDSCAPE SURFACES, INCLUDING PAVEMENT, CURBS, SIDEWALKS AND OTHER MANMADE STRUCTURES. THE SURVEYOR MAKES NO REPRESENTATION AS TO OWNERSHIP, POSSESSION OR OCCUPATION OF THE SUBJECT PROPERTY BY ANY ENTITY OR INDIVIDUAL. ANY FEMA FLOOD ZONE INFORMATION PROVIDED ON THIS SURVEY IS FOR INFORMATIONAL PURPOSE ONLY AND IT WAS OBTAINED AT WWW.FEMA.COM. IF YOU ARE READING THIS BOUNDARY SURVEY IN AN ELECTRONIC FORMAT, THE INFORMATION CONTAINED ON THIS DOCUMENT IS ONLY VALID IF THIS DOCUMENT IS ELECTRONICALLY SIGNED AS SPECIFIED IN CHAPTER 53-17.062 (3) OF THE FLORIDA ADMINISTRATIVE CODE. IF THIS DOCUMENT IS IN PAPER FORMAT, IT IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF THE PROFESSIONAL LAND SURVEYOR AND MAPPER OF RECORD. ABREVIATION (IF ANY APPLIED) A = CURVE A/C = AIR CONDITIONING UNIT ASPH. = ASPHALT B.M. = BENCH MARK Blk/Corn.= BLOCK CORNER CALC.(C) = CALCULATED CB = CA iCH BASIN C.B.S. = CONCRETE BLOCK STRUCTURE CL = CLEAR CONC. = CONCRETE D.M.E. = DRAINAGE MAINT. EASEMENT 0 = DIAMETER EASMT. = EASEMENT ELEV. = ELEVATION ENC. = ENCROACHMENT F.D/H = FOUND DRILL HOLE F.H. = FIRE HYDRANT F.N/D = FOUND NAIL AND DISC F.I.P. = FOUND IRON PIPE F.S. = FOUND SPIKE L.P. = LIGHT POLE MEAS.(M) = MEASURED MH = MANHOLE M = MONUMENT = MONUMENT LINE NTS = NOT TO SCALE P/W = PARKWAY P.O.B. = POINT OF BEGINNING P.O.C. = POINT OF COMMENCEMENT P.C. = POINT OF CURVATURE P.I. = POINT OF INTERSECTION 7 P.P. = POWER POLE P.R M.= PERMANENT REFERENCE MONUMENT P.T. = POINT OF TANGENCY RAD. = RADIAL REC. (R) = RECORDED RES. = RESIDENCE R/W = RIGHT OF WAY SEC. = SECTION S.D/H = SET DRILL HOLE S.N/D = SET NAIL AND DISC S.I.P. = SET IRON PIPE S.R.B. = SET REBAR STY = STORY SWK. = SIDEWALK T.O.P. = TOP OF BANK U.E. = UT1L. EASEMENT W.P. = WOODEN POLE $ = SECTION LINE 1 SURVEYOR'S LEGEND (IF ANY APPLIED) BOUNDARY LINE STRUCTURE (BLDG.) CONCRETE BLOCK WALL METAL FENCE WOODEN FENCE CHAIN LINK FENCE WOOD DECK/DOCK ASPHALTED AREAS CONCRETE BRICKS OR PAVERS ROOFED AREAS WATER (EDGE OF WATERWAYS) %////. IIII/II 0 O.E. lAIP ►t CATCH BASIN MANHOLE OVERHEAD ELECT. POWER POLE LIGHT POLE HANDICAP SPACE HANDICAP SPACE EASEMENT LINE WATER VALVE JOHN H. BUSCHER, P.E. STRUCTURAL • CIva. CONSTRUCTION MANAGEMENT October 31, 2017 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores FL 33138 Re: Residence at 1460 NE 101st Street Miami Shores FL 33138 Seawall Repair Certification Building Official, • • o • • •• •• • • • • • • • • • •••• •••• • • • • • • •••• •••• n•••• • • ••• •• • • w • • • • •• • • • • •O•••• • • • • • • • • •• • ••• • • • • • I, John H. Buscher PE, to the best of my belief and professional judgement, certify that the above referenced seawall repair has been designed to meet the requirements of ASCE 24-14 and to withstand wave induced loads associated with a FEMA 100 -year storm event. Please refer to the attached signed and sealed calculations for new construction, including replacement bulkhead panels. In addition, a forensic analysis of existing seawall bulkhead panels to remain in place indicates that the existing panels are structurally adequate to resist design retained material pressures and also meet the requirements of ASCE 24-14 and to withstand wave induced loads associated with a FEMA 100 -year storm event. Please see Forensic Analysis report dated 10-31-17 attached. If you have any comments or questions regarding this letter, please do not hesitate to contact nie. Sincerely, hn H. Buse*, P.E. L PE #41844 4404 S.W. 139TH COURT, MIAMI FLORIDA 33175 TEL. 305-554,9170 E-MAIL JBUSCHER@BELLSOUTH.NET JOHN H. BUSCHER, P.E. STRUCTURAL • CIVIL CONSTRUCTION MANAGEMENT October 31, 2017 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores FL 33138 Re: Residence at 1460 NE 101st Street Miami Shores FL 33138 Forensic Analysis of Existing Seawall Bulkhead Panels Building Official, • .. •• • • •••• •••• • • .••• • .. • . • • .... • • • • • • .. • • • • • • • .. • ••• • .. Per your request, I am providing a forensic analysis of the existing seawall bulkhead panels in order to establish the physical condition of the reinforced concrete panels, and also to determine whether the panels are structurally adequate to resist the design retained material pressures and also meet the requirements of ASCE 24-14 to withstand wave induced loads associated with a FEMA 100 -year storm event. Physical Condition A physical sample of one panel measuring approximately 24" x 24" x 8" thick was obtained in order to observe the overall general condition. The sample is of uniform thickness with concrete observed to be well consolidated around the steel reinforcing bars and with aggregate varying in size up to 3/4". Reinforcing bars exhibit no significant corrosion or expansion within the concrete matrix. Reinforcing bars were observed to be #4 size, (1/2" diameter) spaced at 12" o/c horizontally and at 8" o/c vertically. Reinforcing bars are cross ribbed with two additional lengthwise straight ribs. The two straight ribs indicate grade 60 ksi yield strength. Please refer to the attached sample sketch. Laboratory Tests and Results Provided by Federal Engineering and Testing (See attached) Three concrete core samples were collected and compressive strength tests were performed. The sample compressive test results are 4640 psi, 4250 psi and 3610 psi. The average compressive strength is 4166 psi. A value of 4000 psi is used in the strength analysis computations. Chloride Content and Corrosivity - pH content was also obtained for the 3 samples. The average Chloride content is 5043 mg/kg dry, or 0.5%. This result is a bit higher than the 0.2% limit shown in ACI standard 201.2R. However, the average pH content is 11.7 which provides greater corrosion protection then a pH of 10, the level at which corrosion can'occur. The relatively high pH in my opinion offsets the reported chloride content. 4404 S.W. 139111 COURT, MIAMI FLORIDA 33175 TEL. 305.5549170 E-MAIL JBUSCHER@BELLSOUTH.NET • Re: Residence at 1460 NE 101St Street Miami Shores FL 33138 October 31, 2017 Forensic Analysis of Existing Seawall Bulkhead Panels Page 2 of 2 Strength Analysis Computations. • Strength analysis calculations were performed to determine whether the e5eisting p wilg re structurally adequate to resist design retained material pressures and also meet31e requirements of ASCE 24-14 and to withstand wave induced loads associated with a FEM . J . tp 00-yeprm • • • • event.• .... .••• • • • • Based upon the above establishment of the sample physical condition and labo gIgry testre sults, and the strength analysis calculations provided herein, I find the existing bulkh'ea'd panels to be • structurally adequate for continued service. •• • •. . • ••• • ••• • • If you have any questions or comments regarding this report, please do not hesitate to contact me. Sincerely, W ' litPE #41844linH. Buscher, P.E. L PE #41844 Attachments 1) Existing Bulkhead Panel Sample Sketch S-1 date 10-30-17 2) Federal Engineering and Testing Report dated 10-25-17 3) Existing Panel Calculations for Retaining and Wave Action Forces 10-30-17 ' TOP a•°d•• • .a WET FACE IS OF BULKhEAD• • u - . •e ° da a ° • BOTTOM • #4 CROSS -RIB REBAR TYPICAL O EXISTING BULKHEAb PANEL SAMPLE SCALE: 12" = I '-0" FORENSIC ANALYSIS OF EXISTING BULKHEAD PANELS m Add'ess 1460 N.E. 101 STREET MIAMI SHORES, FL 33138. :. BAR A S-1 •. • •..1 •;' •.I.4 •:, .I • ;• • •.4 I•..: ,• 811 811 WET FACE SCALE: 12" = I '-0" 4 �II / /CL DAR Q; •• ••• • • S-1"• •• • SCALE: 12 =7P o"• O I 4 ,d .. .t 3 211 c_ BAR •. • • 811 PANEL •••• ••• • ••• ••• • • • •• • • • -• •• •• •• •• • •---• rrrrrrrrrr • • • • • F John H. Buscher, P.E. F • • • • • 1 1 ; Structural Engineer rrrrr rr n. PE /41.44 it lit r rrrrr FrTr 4404 SW 1391N COURT FrF WANT, FL 33175 ••• • • • r 305-554-9170 rrrr, rrrrrr • • • • • • • • • • • • • •• •• • • ••• • • • • S-1 1 0/ 1 ederal & TESTING250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784..2941 800-848-1919 Fax 954-784-7875 fed-eng.com October 25, 2017 Gamma Construction, LLC. 11098 Biscayne Blvd. # 303 Miami, FL 33161 RE: CONCRETE CORE SAMPLES Proposed Seawall Repair 1460 NE 101st Street Miami Shores, FL 33138 Dear Sirs: • • • • • •• • • • • • • • • • • • • • •••• •:•• • • • • •••• •••• • • •• •• • • • • • • • • •• • • • • "-=.irsuant to your request, Federal Engineering & Testing has completed compressive stren6 h testing &the ;crete core samples for the above referenced project site. A total of three (3) drilled core samples were obtained for compressive strength analysis. In addition, concrete samples from each core were analyzed for chloride and corrosivity-pH content. Y,Il cores were obtained according to ASTM C-42, "Obtaining and Testing Drilled Cores and Sawed Beams of ,-:ncrete". The cores were capped prior to performing the compressive tests to ensure the cores comply with planeness specification requirements of Method C 192. 'Core No. Uncapped Length Capped Length Core Diameter Force (lbs.) Surface Area Compressive Strength 1 2 5.96" 6.21" 3.66" 49,950 10.54 4,640 psi 5.82" 6.07" 3.67" 46,400 10.60 4,250 psi 3 6.61" 6.86" 3.67" 38,700 10.60 3,610psi i 1 The age of the concrete cored at the time of testing was greater than twenty-eight (28) days. Compressive strength tests were performed according to ASTM C-39. The following analytical results were obtained for the chloride and corrosivity-pH contents: Core No. Chloride Content Corrosivity — pH 1 3360 mg/kg dry 11.8 2 5110 mg/kg dry 11.6 3 6660 mg/kg dry 11.7 ederal Engineering & Testir g*.appr &at(9�s the opportunity to be of service to you at this phase of your project. tl, r A •`/r ,: you have any ques)iohsAease.g efts aycail. Sincerely Keith LeBlanc, P.E `; r r/r , Federal Engineering= ° stinf.k0> .vo Florida Reg. No. 59394.:` *':c• Certificate of Authorization N0.,`5#7't maltmal _r)gire zinc Got nC! true I an Con;rete E`si!utO MtAMIDADE Miami Dade County • • Fbxrda Department of Tranrpc taunt; Moretti_1460_NE_101_St_Miami Shores Seawall Repair Check Existing Panels.xmcd Design Seawall repair to retain 3.0 feet of dry soil fill, plus 3.5 feet of saturated soil fill Provide New King Piles and Vertical King Piles to Retain existing bulkhead panels. ande existing "T" Pile King Piles at 8'-10" o/c approx for overturning support for wall. A. Determine seawall retained soil characteristics and describe seawall geometry: 1) Soil Characteristics For soil described as silty sand -gravel mix of medium density, ASTM classification GM Soil weight, dry or moist Soil weight, submerged ' := 110 psf. Water weight "(prime 50 • • • • 11H2d`- 62.4 • • tsf. • psf Friction angle, internal'' '•soil := 30•degrees• .••• •..• 2 •••••• •••••• 43 Coeff. of active earth pressure (gravel/sand mix) ka := tan '—` --soli ,rr• • • • • • Ica =4.33 • 4 360• Coeff. of passive earth pressure S. F. for Passive pressure GS := 2.0 Allowable passive earth pressure kp := tan( -4 + 36011 7r) Kp allow 'iprime'kp 2) Seawall Geometry Height of seawall (top of cap to top of berm) Distance from top of cap to fill grade Height of retained fill Pile height ( top of pile to top of berm) Pile spacing ( horiz. centerline spacing ) Concrete Pile embedment depth ( top of berm to bottom of pile) Eff. pile embedment depth (for design) Wall slab embedment depth ( top of berm to bottom of slab) Mean Low Water height (above top of berm) . . • • • P • • • • •• • • .•• • • • •• Kp allow = 150.00 per foot of depth for saturated soil Hwaii := 9.75 ft. dfill := 0.5 ft. Hf := Hwaii — dfill• Ha Hwaii - 1.0 Ha = 8.75 ft. Sa := 8.83 ft. D:= 12.0 ft. Hf = 9.25 ft. Deff := D ()wail := 2.0 ft. Hmiw := 3.0 ft. Unbalanced water height above mean low water H„ := 3.5 ft. Deff = 12.00 ft. • • John H. Buscher, PE Consulting Engineers Structural PE *41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair - Existing Panel Calculation For Retaining and Wave Action Forces 1460 NE 101th Street Miami Shores, FL 33138 Oct. 30th 2017 with pages 5 to 41 for wave action Page 1 of 9 B) Determine bulkhead forces, and action line distances v;, above top of berm for design of new seawall cap and batter pile: a) Force due to surcharge on inside face of seawall qsur Fsur Hf 1000 Fsur = 0 qsur 0 kips/ft. b) Forces due to dry/moist backfill on inside face of seawall Fry1 = 0.72 kips/ft. Fry1. ka• 1000 2 ry (Hf - Hmiw)2 := • ka 1000 r (Hf - Hmiw)'Hmiw F,.2 = 0.69 kips/ft. c) Forces due to unbalanced water pressure on inside face of seawall F.H2o1 = 1000 2 "(H2O Hu2 F11-1201= 0.38 kips/ft. ""(H2O F -H202 1000 �Hu)'Hmlw F..H2o2 = 0.66 kips/ft. d) Force due to submerged backfill on inside face of seawall Fryprime ka 1000 2 "(prime Hmiw 2 Fryprime = 0.08 kips/ft. e) Total Horizontal Force transmitted on back of panels per foot of wall Ftotai := (Fsur + F,y1 + Fry2 + FryH201 + F. H2O2 + Fryprime) f) Total Horizontal Force transmitted on back of panels at each pile FH_pile -_ (Fsur + Fry1 + F.Y2 + F1H2O1 + F1H202 + Fyprime)'Sa g) Ysur := 2f • • • • ••i..•i1l.11 • • t j •irniw Y^11i:.t w + -••s.3 ... • • • r1 Y ••.dfiw ry2•i•••9 •• •• •• • • •••• • • .•.• • • • • • . • • • • Hu YryH2O1 := H + mlw T • 3.• Hmiw YryH2O2:- 2 Hmiw Yryprime 3 Ftotai = 2.52 kips/ft FH_pile = 22.22 Maximum Allowable Force due to passive earth pressure on outside face of 12" wide" pile Gs = 2.00 Safety factor for stability 2\ Deff Fryprime_p = Gs 1000 2 Kp "(prime Fryprime_p = 14.40 SA SA := 2.0 single pile factor Yryprime_p -1 •Deff 3 kips/pile > FH -pile 2 - 11.11 kips, OK kips • • • • • • • •. • KP := 4.0 for limerock gravel mix Y-yprime_p = -4.00 ft John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair - Existing Panel Calculation For Retaining and Wave Action Forces , 1460 NE 101th Street Miami Shores, FL 33138 Oct. 30th 2017 with pages 5 to q for wave action Page 2 of 9 • C) Determine Bending Moments Due to Retained Fill for existing 8.5' wide x 10'- 0" tall x 8" thick Precast Concrete panel: Consider spanning from pile to pile to be a simple span (consider 2 -way action) a) Moment, due to surcharge on inside face of sheet pile, assume continuous loading Lc h := 7.83 ft. max clear horiz. Lc „:= 8.0 ft. max clear vert. for Total Horizontal Force transmitted on back of panels per foot of wall Ftotal (Fsur + Fry1 + Fry2 + FryH201 + F1H202 + Fryprime) H) Determine Required Reinforcing in Concrete Wall Panel H1) Design Horizontal Steel to carry retained pressure m := Lch = 0.98 Ch := 0.40 Lc -v Lc_h Rtotal:= Ftotal• 2 Rtotal = 9.85 Mtotai Ch •Ftotal 8.0.12 brs . 2 fc := 4000 psi. 2 Lc h 8 Mtotai = 7.71 brs = 48.00 fy := 60000 psi. brs = 48.00 in. t := 8.0 in. d := t - (4.5) d = 3.50 in Mu = 13.11 ft -kips. • Ftotal = 2.52 kiss/ft, assumE;••0•• thai.tetal:lorizoptal force acts e: bottom:172• • • of paneletconservat+ve) • • • .••• • ••.• Lch = 7.83 • • • ft. clear between ad king piles • • • • • • • • • • . • • •. • ft-kips/operating over resisting strip equal to bottom 1/2 of panel above berm ft-kips/operating over resisting strip equal to bottom 1/2 of panel above berm in. For Bending Moment: Mu := 1.7•Mtotal As :- 4fIex 0.90 M12000 - J(bN.d.fc)2 2.brs fc flex For #4 bars, fy Abar 0.20 As n := Abar Spacing of bars reqd: brs S := — n in.2/bar n = 4.33 in. s = 11.09 in. o.c. Approx = As = 0.87 in.2 ••. • • . existing #4's @ 12" o/c horizontal at mid -depth for flexure. OK •• • • • • .• • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair - Existing Panel Calculation For Retaining and Wave Action Forces 1460 NE 101th Street Miami Shores, FL 33138 Oct. 30th 2017 with pages 5 to .q for wave action Page 3 of 9 H2) Design Vertical Steel to carry retained pressure m := Lc h = 0.98 Lc v Lc v Rtotal Ftotal' 2 Mtotal Cv'Ftotal' Lc v C,:= 0.40 (0.45.Lc v).(0.55.Lc v) brs := 12.0 in. fc := 4000 psi. For Bending Moment: Mu := 1.7•Mtotal As :— fy .= 60000 psi. d:=t-(4.0) M„ = 3.39 ft -kips. Lc v = 8.00 ft. clear between bottom of cap and top of berm Rtotal= 10.06 ft-kips/operating at approx. 1/2 point of panel above berm Mtota1=1.99 ft-kips/operating over vertical resiiti.getrip 12" wide •.•• • brs = 12.00 in. t:= 8.0 d = 4.00 in flex 0.90 Mu•12000 brs.d•fc - J(b.d.fC)2 - 2•brs•fc• flex For #4 bars, fy Abar 0.20 As n Abar Spacing of bars reqd: brs s := — n in.2/bar n = 0.97 in. s = 12.37 in. o.c,< • e... in. • • • . . • • • • •. • As = 0.19 in.2 • • •... . .• • • • • • • • . • • • • . • • • • ..• . • •. 00 existing #4's @ 8" o/c vertical at mid -depth for flexure. OK John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair - Existing Panel Calculation For Retaining and Wave Action Forces 1460 NE 101th Street Miami Shores, FL 33138 Oct. 30th 2017 with pages Stoq for wave action Page 4 of 9 • Design Seawall repair to resist flood/wave action forces due to FEMA 100 -year storm event. This is equivalent to Base Flood Elevation of +10.0 feet NGVD. Wall retains 3.0 feet of dry soil fill, plus 3.5 feet of saturated sal fill. A. Determine seawall retained soil characteristics and describe seawall geometry: 1) Soil Characteristics For soil described as silty sand -gravel mix of medium density, ASTM classification GM Soil weight, dry or moist Soil weight, submerged 7:= 110 psf. Water weight ^IH2O 62.4 ^iprime 50 psf Friction angle, intemal Coeff. of active earth pressure (gravel/sand mix) ka := tan 'r _ -soil 2 4 360 2 Coeff. of passive earth pressure kP := tan + —soil Tr) 4 360 S. F. for Passive pressure Allowable passive earth pressure Gs := 2.0 Kp_allow 1prime • kp 2) Seawall Geometry Height of seawall (top of cap to top of berm) Distance from top of cap to fill grade Height of retained fill Pile height ( top of pile to top of berm) Pile spacing ( horiz. centerline spacing ) Concrete Pile embedment depth ( top of berm to bottom of pile) Eff. pile embedment depth (for design) Wall slab embedment depth ( top of berm to bottom of slab) Mean Low Water height (above top of berm) Unbalanced water height above mean low water psf. —soil := 30 degrees ka = 0.33 •• • • • .•. kp=3'00•• • ••.. ...• • . •... •••• Kp_allcw = 150.00' •:pefoot of depth • • ftfr saturated soil Hwall 9.75 ft. dfill 0.5 ft. Hf := Hwaii — dflll• Ha Hwaii - 1.0 Ha = 8.75 ft. Sa := 8.83 ft. D:= 12.0 ft. . . . • . . • •.• • • ..• . •. Hf = 9.25 ft. Deff := D Dwail := 2.0 ft. Hmlw := 3.0 ft. Hu := 3.5 ft. Deff = 12.00 ft. • • • . . . . • • • • . John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair - Existing Panel Calculation For Retaining and Wave Action Forces 1460 NE 101th Street Miami Shores, FL 33138 Oct. 30th 2017 with pages 5 to for wave action Page 5 of 9 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) Hwal1 := 9.75 ft. EL +6.25 ft NGVD Mean Low Water height (stiil water elevation) Hmlw := 3.0 (above top of berm) Base Food Elevation, including wave height. having 1% chance of occuring in any given year obove MSL EL 0'-0" NGVD Height of water above top of cap at BFE Dynamic Pressure Coefficient For Risk Category II Water weight Since water depth at BFE conditions is greater than the wall height, Let BFE for design = wall height above grade. Determine design water depth above berm depth for most wave action on wall face perASCE 7-10 figure 5.4-2. Maximum combined dynamic and static wave pressures Net breaking wave force per foot of wall considering water at d -s depth behind wall, acting at d_s depth above berm ft. Hflood := 10.0 ft. EL +10.0 ft NGVD Hwater above wall := Hflood - 6.25 = 3.75 ft CP := 2.8 1H20 := 64.0 Hwall ds := - 4.43 2.2 • • • • • • •• • • •••• •• •• • r••• • • •••• • •• • • • ▪ •••••• •• . • • • •• •• • Pmax = Cp-11H2o-ds + 1.2•(^tH2o-dsr ..• Pmax = 1134.55 psf Ft:= 1.1Cp-11H2o.ds2 +1 -9'1H2O'ds Ft = 6259.98 plf 2 John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair - Existing Panel Calculation For Retaining and Wave Action Forces 1460 NE 101th Street Miami Shores, FL 33138 Oct. ?Oth 2017 with pages cto 9 for wave action Page 6 of 9 B) Determine wave bulkhead forces, and action line distances v;, above top of berm for design of new seawall cap and batter pile: a) Total Horizontal Wave Force transmitted on front of panels per foot of wall Ft_wave := 1.1Cp• 1H20'ds2 +9 1-.'7H2o'ds2 b) Total Horizontal Force transmitted on front of panels at each pile C) a) Ft wave 1000 Fwave_pile Sa Ft_wave = 6259.98 plf Fwave_piie = 55.28 kips Determine Uniform Horizontal Loading on Concrete Cap Beam and Horiz. Force on Batter pile Take Moments about Design Centroid Point b , atface of precast concrete wall slab/pile: Moment due to wave action on outside face of seawall slab Ft wave Mwave 1000 kds) Mwave = 27.74 ft-kips/ft. b) Horizontal Loading Along New Concrete Cap Beam due to wave action: wh_wave Mwave -Yryprime_p '} Hwali wh_wave = 2.02 klf. Msum - • • yy h + r• • wh a3.36• kl'. -Yryprime_p •a • • •• • • • • • .•• • • • • • • •••• • •••• • • • •.•• •••• • • • • .•• •• • • • • • • • • • • • Sm := 1749 ft -kips • • • • • • • c) Net Horizontal Loading Along New Cap due to wave action Tess Retained fill w h: Msum = 17.39 wh net wh wave - Wh wh net = 0.65 d) Horiz. Reaction on New Batter Pile, for Pile Spacing New Batter pile to take 100% of total lateral load: Freqd [(1)'wh_net'Sal Freqd = 5.77 klf. towards upland Sa = 8.83 ft. kips. horizontal force on Batter pile towards upland (back of wall) • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 .3` Seawall Repair - Existing Panel Calculation For Retaining and Wave Action Forces 1460 NE 101th Street Miami Shores, FL 33138 Oct. 30th 2017 with pages 5 to q. for wave action Page 7 of 9 • G) Determine Wave Bending Moments in 8.33' wide x 10'- 0" tall x 8" thick Precast Concrete panel: Consider spanning from pile to pile to be a simples pan consider for 2 -way action) H1) Design Horizontal Steel to carry wave action pressure Lc h m := = 0.98 Ch := 0.40 Lc v a) Moment due to wave action on outside face of panel 1-c_h = 7.83 ft. clear between adj king piles Total Net Horizontal Force transmitted on front of panels per foot of wall Lc := 7.83 Ft_wave Fnet Ftotal - 1000 Ch Rtotai = I Fn Lc_h 2 ft. max clear Fnet = -1.50 kips/ft, assume that total horizontal force acts over full exposed height of panel • Notal = 5.86 2 Lc h Mtotal I Fnetl ' 8 Mtotal =11.48 brs := 8.0.12 fc := 4000 psi. For Bending Moment: Mu := 1.7•Mtotai brs = 96.00 in. fy .= 60000 psi. Mu = 19.51 ft -kips. • • .•• •• • ft-kips/operating over resisting strip • •••• • • •••• ft-kips/operating over resisting strip brs = 96.00 in. t := 8.0 d:= 4.5 in 2 M„•12000 bm•d•fc - �brs•d•fc� - 2•brs•fc• flex As :- For #4 bars, fy Abar 0.20 As Abar n := Spacing of bars reqd: in.2/bar n = 4.90 in. As = 0.98 in.2 •• •• • . • • • • • • • in•• • • • • • • •••• • • •••• • • • • • • • •.• • • • •• b s := � s = 19.59 in. o/c > existing #4's @ 12" o/c horizontal at mid -depth for flexure. OK • • • • • . • •• • • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair - Existing Panel Calculation For Retaining and Wave Action Forces 1460 NE 101th Street Miami Shores, FL 33138 Oct. 30th 2017 with pages 5' to for wave a..ctiion ArastAit of 9 • a H2) Design Vertical Steel to carry wave action pressure Lcv = 8.00 ft. clear between bottom of cap and top of berm Lc h = 0.98 Cv := 0.40 Lc v Lc v Rtotal Fnet' 2 (0.5.Lc_v)•(0.5•Lc_v) Mtotai Cy' I Fnetl Lc v Nam = —5.99 ft-kips/operating at 1/2 point of panel above berm Mtotai = 1.20 ft-kips/operating over vertical resisting strip 12" wide brs := 12.0 in. fc := 4000 psi. fy := 60000 psi. brs = 12.00 in. t := 8.0 in. For Bending Moment: d := t - (4) d = 4.00 in Mu := 1.7•Mtotal Mu = 2.04 ft -kips. kfiex 0.90 L J L (tors L J L `2 As :_ 2. brs fc Mu • 12000 flex For #4 bars, Spacing of bars reqd: fy Abar 0.20 As Abar n:_ in.2/bar n = 0.58 in. • • • • • •• • • • • • • • ..•• • • •• •• • As = 0.12 VIP: ': • • • • .•.• • • • • • • • • •• • • • ••• • •• brs s := s = 20.83 in. o.c < existing #4's @ 8" o/c vertical at mid -depth for flexure. OK John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair - Existing Panel Calculation For Retaining and Wave Action Forces 1460 NE 101th Street Miami Shores, FL 33138 Oct. 30th 2017 with pages toQ for wave action Page 9 of 9 • s A NEW SEAWALL \i)Q nzqS 1 460 PROJECT I40NL 101 STREET MIAMI SHORES, FL 33133 101st S•••, CI Y COP 1 RECEIVED OCT 2017 LL \ -Z�2 - O3LN DERM Coastal Section PRELIMALRYAPPROVAt. Name Date e -Ce l 1 DeG, c re c,r) J RNIIT #: Miami Shcres Village LEGAL DESCRIPTION: LOT 9, BLOCK 1, OF REPLAT OF TRACT A OF IVTIAMI SNORES BAY PARK ESTATES, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 56 AT PAGE 86 OF THE PUBUC RECORDS OF MIAMI -DADS COUNTY FOLIO # 1 I -3205-Q24-OOSO GENERAL NOTES RECEIVED SEP 2 6 2017 DERM Coastal Resources Section Natural Resources Regulation & .Restoratic,1 Division'. ('NRRRD) CONCRETE AND REINFORCING STEEL I . ALL CONCRETE (EXCEPT PRECAST PILES) SMALL HAVE MAX W/C = 0.40 AND ATTAIN A MIN COMPRESSIVE STRENGTH OF 5000 P.5.1. AT THE END OF 28 DAYS. FOUR (4) CONCRETE CYLINDERS SHALL. BE TAKEN FOR EACH 5 CUBIC YARDS OF FACTION THEREOF SMALL BE TESTED AT 3, 7 28 DAYS. SLUMP SHALL NOT EXCEED 5" (# 1") 2. ALL REINFORCEMENT SMALL BE G0000 PSI MINIMUM YIELD NEW BILLET STEEL. IN ACCORDANCE WITH ASTM AG 15 GRADE GO. ALL BAR LAPS SHALL BE A MINIMUM OF 3G BAR DIAMETERS. PLACING OF REINFORCEMENT SMALL CONFORM TO THE LATEST ACI CODE AND MANUEL OF MANUEL STANDARD PRACTICE. 3. ALL CONCRETE SHALL BE PLACED WITHIN 90 MINUTES FROM BATCH TIME, AND VIBRATED AS REQUIRED BY THE ACI MANUEL OF CONCRETE PRACTICE. TEMPERATURE OF CONCRETE AT THE TIME OF PLACEMENT SHALL BE BETWEEN 75° AND 100° F. 4. ALL CONCRETE SURFACES SMALL HAVE A LIGHT BROOM FINSH. PRECAST CONCRETE 1. PRECA5T CONCRETE PILES SHALL BE 12" BY 1 2" PILES W/ 5000 PSI MIN CONCRETE AND 4-1/2" DIA, 270 KSI ASTM A4 I G LOW -MAX STRANDS W/ 24" MIN. CONCRETE COVER TO TIES. DRIVEN TO A MINIMUM BEARING CAPACITY OF 25 TONS WITH 12' MIN. PENETRATION INTO FIRM MATERIAL BELOW SILT LAYER. BATTER FILES ON 2:1 2 SLOPE WHERE SHOWN ON PLANS. 2. PILES SHALL BE CUT OFF AT ELEVATIONS WHERE SHOWN ON THE PLANS * SECTIONS WOOD FRAMING I . 3" X 0" PT S. PINE #2 DENSE FB = 1050 PSI 3" X 8" PT 5. PINE #2 DENSE FB = 975 PSI 3" X 10" PT S. PINE #2 DENSE FB = 850 P51 3" X 1 2" PT 5. PINE #2 DENSE FB = 800 P51 4" X 12" PT 5. PINE #I FB = 1000 PSI 2. DECKING SMALL BE 2 X G # 1 DENSE PT SOUTHERN PINE OR BETTE STEEL I . ALL MISC. STEEL COMPONENTS, BOLTS AND HARDWARE TO BE TYPE 31 0 STAINLESS STEEL AS AN ALTERNATE, HOT DIPPED ZINC GALVANIZED A3G OR A307 STEEL MAY BE USED. • • • • • .. • •.•. • •••• • • •• .• • • • • • • • • • • •• • MISCELLANEOUS I . FASTENERS EMBEDDED INTO CONCRETE STRUCTURE SHALL BE ANCHORED WITH TWO PART EPDXY ADHESIVE ("hILTI" HIT HY- I 00 CARTRIDGE SYSTEM OR EQUAL). ANCHOR HOLES SHALL BE DRILLED TO/" GREATER THAN THE SPECIFIED FASTENER. HOLES SHALL BE DRILLED TO MINIMUM DEPTH SHOWN ON THE PLANS, AND SHALL BE THOROUGHLY CLEANED OUT AND DRY PRIOR TO INJECTION OF EPDXY. GENERAL I . ELEVATION SHOWN REFER TO NGVD 1 929 2. ALL DIMENSION ON PLANS ARE SUBJECT TO VERIFICATION IN THE FIELD. 3.'IT IS THE INTENT OF THESE PLANS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE PLANS AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD BEFORE PROCEEDING WITH WORK. 4. IT 15 THE INTENT OF THESE PLANS AND THE RESPONSIBILITY OF THE CONTRACTOR TO COMPLY WITH LOCAL, STATE, AND FEDERAL ENVIRONMENTAL PERMITS ISSUED FOR THIS PROJECT. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY Yo FAMILIARIZE AND GOVERN HIMSELF BY ALL PROVISION OF THESE PERMITS. 5. APPLICABLE BUILDING CODE. FLORIDA BUILDING CODE 201 4 5TH EDITION BY DATE DESIGN LOADS • WOOD DOCK DESIGN LIVE LOAD = 50 P5F TURBIDITY CONTROL • CONTRACTOR SHALL MAINTAIN A TURBIDITY CURTAIN AROUND ALL WORK. uz 00.16 W Fpm a • • L W'ILELL L LLL. L L �• .� L U•o�a^b'� rn L L &w V L .,a3=•oj L Lx 2�N L L .LLL a L LLLLLLOL 1LLLL �t LL L W 0h n. 0 W cc N 0 w Z O MIAMI SHORES, FL 33138 NEW SEAWALL date 00-22-17 eeued drawn checked pr41ect no revisions AB •• • • • • 1•••• • • •••• .• • II••• • • 1••• 1 • • • • • • •••• • 1•••• • NEW SEAWALL 1 460 PROJECT I4G0NJ. 101 STREET MIAMI SHORES, FL 33138 LEGAL DESCRIPTION: LOT 9, BLOCK I , OE REPLAT OF TRACT A OF MIAMI SNORES BAY PARK ESTATES, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 5G AT PAGE 8G, OF THE PUBUC RECORDS OF MIAMI—DADE COUNTY FOLIO # I I —3205—Q24—OOSO GENERAL NOTES CONCRETE AND REINFORCING STEEL 1 . ALL CONCRETE (EXCEPT PRECAST PILES) SHALL HAVE MAX W/C = 0.40 AND ATTAIN A MIN COMPRESSIVE STRENGTH OF 5000 P.S.I. AT THE END OF 28 DAYS. FOUR (4) CONCRETE CYLINDERS SHALL. BE TAKEN FOR EACH 5 CUBIC YARDS OF FACTION THEREOF SHALL BE TESTED AT 3, 7 $ 28 DAYS. SLUMP SHALL NOT EXCEED 5" (# 1") 2. ALL REINFORCEMENT SHALL BE 00000 PSI MINIMUM YIELD NEW BILLET STEEL. IN ACCORDANCE WITH ASTM AG 1 5 GRADE G0. ALL BAR LAPS SHALL BE A MINIMUM OF 3G BAR DIAMETERS. PLACING OF REINFORCEMENT SHALL CONFORM TO THE LATEST ACI CODE AND MANUEL OF MANUEL STANDARD PRACTICE. 3. ALL CONCRETE SHALL BE PLACED WITHIN 90 MINUTES FROM BATCH TIME, AND VIBRATED AS REQUIRED BY THE ACI MANUEL OF CONCRETE PRACTICE. TEMPERATURE OF CONCRETE AT THE TIME OF PLACEMENT SHALL BE BETWEEN 75° AND 100° F. 4. ALL CONCRETE SURFACES SHALL HAVE A LIGHT BROOM FINSH. PRECAST CONCRETE 1 . PRECAST CONCRETE PILES SHALL BE 12" BY 1 2" PILES W/ 5000 PSI MIN CONCRETE AND 4-1/2" DIA, 270 KSI ASTM A4 1 0 LOW -MAX STRANDS W/ 2/2" MIN. CONCRETE COVER TO TIES. DRIVEN TO A MINIMUM BEARING CAPACITY OF 25 TONS WITH 1 2' MIN. PENETRATION INTO FIRM MATERIAL BELOW SILT LAYER. BATTER PILES ON 2: 1 2 SLOPE WHERE SHOWN ON PLANS. 2. PILES SHALL BE CUT OFF AT ELEVATIONS WHERE NON THE PLANS *SECTIONS WOOD FRAMING 1 STRUCfj7,7~- L BEV' 1 . 3" X 0" FT S. FINE #2 DENSE FB = 1050 PSI 3" X 8" FT S. PINE #2 DENSE FB = 975 PSI, '`'PPROVED 3" X 1 0" PT S. PINE #2 DENSE FB = 850 PSI 3" X 1 2" FT S. FINE #2 DENSE FB = 800 4" X 1 2" PT S. PINE #1 FB = 1000 PSI 2. DECKING SHALL BE 2 X G # 1 DENSE PT SOUTHERN PINE OR BETTER. STEEL 1 . ALL MISC. STEEL COMPONENTS, BOLTS AND HARDWARE TO BE TYPE 3 I 0 STAINLESS STEEL AS AN ALTERNATE, HOT DIPPED ZINC GALVANIZED A3G OR A307 STEEL MAY BE USED. MISCELLANEOUS 1 . FASTENERS EMBEDDED INTO CONCRETE STRUCTURE SHALL BE ANCHORED WITH TWO PART EPDXY ADHESIVE ("HILT!" HIT HY- 1 00 CARTRIDGE SYSTEM OR EQUAL). ANCHOR HOLES SHALL BE DRILLED TOA' GREATER THAN THE SPECIFIED FASTENER. HOLES SHALL BE DRILLED TO MINIMUM DEPTH SHOWN ON THE PLANS, AND SHALL BE THOROUGHLY CLEANED OUT AND DRY PRIOR TO INJECTION OF EPDXY. GENERAL I . ELEVATION SHOWN REFER TO NGVD 1 929 2. ALL DIMENSION ON PLANS ARE SUBJECT TO VERIFICATION IN THE FIELD. 3. IT IS THE INTENT OF THESE PLANS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE PLANS AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD BEFORE PROCEEDING WITH WORK. 4. IT IS THE INTENT OF THESE PLANS AND THE RESPONSIBILITY OF THE CONTRACTOR TO COMPLY WITH LOCAL, STATE, AND FEDERAL ENVIRONMENTAL PERMITS ISSUED FOR THIS PROJECT. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO FAMILIARIZE AND GOVERN HIMSELF BY ALL PROVISION OF THESE PERMITS. GAT 1210 • •P •-,• D •P ■ I 0 G. SE • WALL DESIGN COMPLI S ITH CE -24-14 AND FEMA 1 00 YEAR ST RM EVE REQUIREMENT . DESIGN LOADS • WOOD DOCK DESIGN LIVE LOAD = 50 PSF TI C:ONTROI_ • • • . •••• • • •••• • • •• •• • • • • • • • 1 •• • 1 n = Z r4.16 co ti • • • • • l • • •• • LLLLLLLLLLLLLL Lr LLLLLLLL LL L L L w L'� L Li L �4 L L L ri L LLLLLLLL L LLLLLLLLLLLLLL • MIAMI SHORES, FL 33138 NEW SEAWALL • date 09-22-1 7 issued drawn checked project no revisions: 10 -II -17 AB sheet no. S-1 1 OF 5 1•••• • • • • • sheet no. S-2 2 OF 5 • EXISTING SEAWALL EXISTING SEAWALL PANELS AND T -PH FS CAP TO BE TO REMAIN REMOVED N -0" 1, 8'-10" 8' G" • EXISTING SEAWALL CAP TO BE REMOVED 7 o7f»///f%f1/////fffly/ / /1/ /fff///f z I SUBMERGED CONCRETE PILE TO BE REMOVED 2 SUBMERGED WOOD PILES TO BE REMOVED 20'-0" COLLAPSED PORTION OF SEAWALL INCLUDING CAP , PANELS AND 7 -PILES TO BE REMOVED AND REPLACED PER PLAN AND SECTIONS SEE SHEETS 5-4 4 5-5 RUBBLE AT BERM ALONG EXISTING SEAWALL TO BE REMOVED 20'-4" 52'- 1" PORTION OP COLLAPSED CAP, BULKHEAD, AND T -PI LES 70'-0" N m RECEIVED SEP 2 6 2017 DERM Coastal Resources St ion•• •• • Natural Resources Regulation & Restor tio- • • • Division (NRRRD) IXISTING SEAWALL PANELS AND T -PILES TO REMAIN I 1 I • •••• • •••• • • •• •• • • • • • • • • • • •• • 8'-5" 8'-G" 8'-9" 7'-9 AP P EXISTING OUTFALL PIPE TO REMAIN. INSTALL NE MANATEE GRATE. 33'-5" DATE _lr W Z J IL 0 EXISTING T -PILES AS PLAN 105'-10" EXISTING 7 -PILES AS PLAN 0 EXISTING PLAN SCALE :115" = I '-0" DERM Coastal Sectiop PRELIMIN>." Y APPROVAL Name Date e --(e/ cipo ~ - < 82a¢*166 . w 2o. -z b V) LLLLL L••LLLLLL L w Z LL�LLL L L LLL ►" L L r4 c u� n L L U C. 0) Or L tL v 1.0. 4L t`o�ifle2L LL ]. v• 0 3 0 E L 2 L•d. 5 M L EL d L, 1.4 LLL Li LL i LLLL•LLL L LLLLL LircLLLLL cc �-- to W O f'7 •-° 0 • W O p _I4 EXISTING PLAN • 09-22-17 date issued drawn AB checked project no revisions: • �• • • •••• • • •••• .• • • • REMAINING INTACT PORTION OF SEAWALL BEYOND. SEE PLAN. MhW +3.0' (NGVD) -0.58 (NGVD) BERM ELEV. -3.50' (NGVD TOP / CAP ELEV 5.42' (NGVD) COLLAPSED AND SUBMERGED PORTION OF SEAWALL TO BE REMOVED. SEE PIAN ON SKEET 5-2. EXISTING SECTION A— S3 SCALE:3/8" = i '-O" r DERM Coastal Section PRELIMINARY VA` Nam Date —--.�""6 REMOVE EXISTING SEAWALL CAP Mt -1W +3.0' (NGVD) 26" -0.58' (NGVD) SUBMERGED PILES TO BE REMOVED RUBBLE ALONG EXISTING SEAWALL TO BE REMOVED BERM ELEV. WATER DEPTH AT PILE = -5.0 NGVD \\.\\.\\\.'F -3.50' (NGVD) i Ate. I. /�`/\ EXISTING SECTION 6—S3 SCALE:3/8" = I '-O" RECEIVED SEP 2 6 2017 DERM Coastal Resources Se<tinn Natural Resources Regulation g Res:orat:e,. D^^s?or (NRRP:D) • •• • • . •• • . ••.• • • •..• • • .. .. TOP / CAP ELEV 5.421(NOVIt) N TOP/ GRADE +4.92' (NGVE1) EXISTING P/C CONCRETE T- PILES AT 10'-0" 0/C TO REMAI N 8" EXISTING BULKHEAD PANEL TO REMAIN i1 l • . • LLL • W L L L L LL v, Lx L�' L e L LLLLL'LL LLL 'LLLLLLL� LL�LLLL • LL LL _ALL L L 1 30 u 0 Foci wo•2 a L+ Sa3_�L yV y 0 L Lq±. 4 0o co � ‘11) us � o Z tea w o ce 2 tir+ O ' a ccw14Z aZ 0 O C Q E ~ w a date issued drawn checked project no rewsions: 07-21-17 A6 sheet no. 9 9 OF 5 5 •• • • •••• • • •••• • • • • • W IZ 0 2'-O" v 8'- 1 0" 2 *" CL " THICK ,5000 P51 CONCRETE PANEL 5@C"0.G. 5@ 2" 0.5. SUPPLY AND PLACE (I 2) KING PILES AND (I 2) BATTER PILES SEE SECTION A -SG NEW KING PILES ARE INSTALLED AS OF 9-22-20I 7 TO STABILIZE THE REMAINING PORTIONS OF THE EXISTING SEAWALL 20'-4" 2'-O" 8'-6° O'-6" NEW 10'-6" WIDE X 10' -0" HIGH X 8" THICK MARK NUMBER "A" 5,000 P.S.I. CONC. PANEL SCALE: I /4" =-O" FABRICATE AND INSTALL 5 NEW SEAWALL PANELS— MARK NUMBERS "A" AND "B" WHERE SHOWN 10_71-27_7127_71-A" J — 7.7Z2JIIZ7 15$3 0 A 2'-0" TYP 10'-2" O-7" 2 CL P" THICK ,5000 PSI SSONGRETE PANEL @6" O.C. @ 12" O.G. 2' 1 0" 0'- I " (VERIFY) 1' 5 RECE SEP 2 6 2017 DERM Coastal Resoto s 9k-cti ldaturat Resources R tJi !Q-•� Ji V LL1iL•L•L•LLLin;LLL D riS?p^ (iu(�. ✓< L LLLLtL L ice.•• • L .i ILlLIL.LL L L : 1• •••• L b.�••pOL • • L v ca �NL L U ��- OLLL f a2 i' CLEAR••L V, —h L • •• ••LCA�+eWa��L • • • • L.T'i, wJJ NQ O L • L. 2.d<nL L (1 N • L • ••• L LLL Iii • • • Lc" -'1•:L.[.-.. •� I•LLL•LLLL I• LLLLLLLLLLLL NEW 10' -1" WIDE X 10' -0" HIGH X 8" THICK MARK NUMBER "B" AT EXIST T PILE 5,000 P.S.I. CONC. PANEL SCALE: I /4" =-O" IOIrJ 232,, 2 27 ,eJIOlIG_ ZIT 112299 AF,m v .1=7.7.1"="7_, NEW 3'-0" WIDE x 2'-0" DEEP CONCRETE SEAWALL CAP w/ 5 #5 T+53 2 #5 BARS INTERMEDIATE EACH FACE #3 TIES @ 12"o.c., PLUS 2#3 TIES EA. SIDE OF EA. PILE. 0'-7" 1 0-7" EXISTING SEAWALL PANELS AND T -PILES TO REMAIN REMOVE EXISTING SEAWALL CAIj 10'-2" I. 8'-5" 8'-G" EXISTING OUTFALL PI TO REMAIN. INSTALL MANATEE GRATE. 8'-0" 'E NEW I`—r 1 I I 1 I PROPERTY LI 4'-5" 13'-4" V 52"-I" EXISTING T-PII 55 AS SHOWN SOLID FILL. DRIVE NEW NEW PILES @ I O'-7" O.C. MAX KING PILES AT FACE OF EXISTING T PILES 05'- 1 0" EXISTING T -PILES SPACED AS SHOWN SOLID FILLS 1 DRIVE NEW KING PILES AT FACE OF EXISTING T PILES, UNLESS OTHERWISE SHOWN. 0 PROPOSED SEAWALL PLAN SCALE : 118" = I '-0" DERM Coastal Sec-f;on PRELIMINARY APPROVAL Name .1 W cc F— 1.4 1'7 0- O w 0-z O V V r, r, MIAMI SHORES, FL 33138 PROPOSED SEAWALL PLAN 05-22- i 7 date issued drawn AB checked project no rev,s,ons: 4 4 OF 5 •••• .• •••• • •••• • ••• • • ••• ••Go• • • • • •••• • THICK ,5000 551 CONCRETE PANEL 5@6" O.C. 5 @ 12" 0.C. SUPPLY AND PLACE (I 2) KING PILES AND (1 2) BATTER PILES SEE SECTION A -SC NEW KING PILES ARE INSTALLED AS OF 5-22-2017 TO STABILIZE THE REMAINING PORTIONS OF THE EXISTING SEAWALL 12. NEW 10'-6" WIDE X 10' -0" HIGH X 8" THICK MARK NUMBER "A" 5,000 P.S.I. CONC. PANEL SCALE: 1 /4" = !-C" FABRICATE AND INSTALL 5 NEW SEAWALL PANELS MARK NUMBERS "A" AND "5" WHERE SHOWN a" THICK ,5000 551 CONCRETE PANEL 0'- 1 " (VER FY) 2 }` CLEAR NEW 10'4" WIDE X 10' -0" HIGH X 8" THICK MARK NUMBER "B" AT EXIST T PILE 5,000 P.S.I. CONE `PIfiI`Vlc SCALE: 1 /4" = I '-0" EXISTING SEAWALL PANELS AND T -PILES TO REMAIN • • • • •• • • •••••• ••• • a •••• • • •• •• . . • • • • • • w • •• • D,ATE 4/jl1/ I I I I IL 0 2'-0" 8'-1 0" 20'-4" 2'-0" �J ►,1 8' G" 7:0:712722:0:71-44Fr, "511 ISI EI V 2 -O TY7 i EXISTING T -PILES AS SHOWN SOLID FILL. DRIVE NEW KING PILES AT FACE OF EXISTING T 51155 10'- 2" I 1. A 11225511 ►-1 v 0'-7" 277 Z7.72OIl�(r0 v 52"-1 NEW PILES @ I O'-7" O.C. MAX 'IOJIG- (? A" J I� 1 NEW 3'-0" WIDE x 2'-0" DEEP CONCRETE SEAWALL CAE w/ 5 #5 T+B 2 #5 BARS INTERMEDIATE EACH FACE #3 TIES @ 1 2"o.c., PLUS 2#3 TIES EA. SIDE OF EA. PILE. 1151 1 05'- ! 0" 1 0'-7" 1 1 0'-2" 0 PROPOSED SEAWALL PLAN SCALE : I /8" = 1 '-O" REMOVE EXITING SEAWALL CAR 8'-5" ►�I EXISTING OUTFALL PI E TO REMAIN. INSTALL NEW MANATEE GRATE. 33'-5" 8'-9" 4'-5" 13L411 1 W (L 0 EXISTING T -PILES SPACED AS SHOWN SOLID FILL. DRIVE NEW KING PILES AT FACE OF EXISTING T PILES, UNLESS OTHERWISE SHOWN. •• • •r • • • LL�LLLi`LLLLLLL' L LLLLLLLL L L LLL L L m O n L L •� d V Lp'a �ii ip L LZ', �aN�OL �a.arr)L L 571 O 5 L L 0 LLL 44. L L ""' LLLLLLLL L L LLLLLLLL L LLLLLLLLLLLLLL MIAMI SHORES, FL 33138 PROPOSED SEAWALL PLAN date 'sued drawn AB checked project no revisions: A I0-11-17 09-22-17 S-4 4OF5 r • • • • •• •••• • • • • • • ••• s • ••• •••• • • • •••• • • • • • • • C , • MHW +3.0' (NGVD) -0.58' (NGVD) PROPOSED SECTION A-55 SCALE:3/8" = 1 '-0" BERM ELEV. -3.5' (NGVD) 12 AT EACH NEW BATTER PILE /e 0/6' QILar PROVIDE! # 7 HOOK DOWEL AND DRILL $ EPDXY 1 2" MIN INTO PILE. EXTEND 1 0" MIN INTO NEW CAF'. NEW 36" WIDE x 24" DEEP CONC. SEAWALL PILE CAP AS PLAN w/ 5 #5 TOP AND BOTTOM PLUS 2 #5 BARS EACH FACE INTERMEDIATE PROVIDE #3 TIES @ 12"o.c., PLUS 2#3 TIES EA. SIDE OF EA. Mil. TOP / CAP ELEV 6.25' (NGVD) GRADE+5.75' (NGVD) 3 CLR TOP AND SIDES AT NEW PANEL CONDITION. EXTEND NEW PANEL REINF 12" INTO NEW CAP. AT EXISTING PANEL CONDITION PROVIDE # 5 HOOK DOWELS AT 24" O/C DRILL $ EPDXY 8" MIN INTO TOP OF EXISTING PANEL. EXTEND 10" MIN. INTO NEW CAF'. NEW 10'-6" WIDE X I O'-0" HIGH X 8" THICK , 5000 PSI CONCRETE PANEL. MARK NO. "A" OR "5" ��- WHERE SHOWN PER PLAN. CONC. PILE TIP/ ELEV. - 15.5' (NGVD) RECEIVED • ••• SEP 2 6 2017 DERM Coastal Resources Section ,• • Natural Resources Regulation & Pesto,-ati,,;.• • • • Division (NRRRI)) • • • •• •• • • • • • • • • • • •• • NEW 1 2"xI 2" P/C CONCRETE KING MLS 3" EMBEDMENT INTO NEW CAP ,SPACED AS PLAN, EXTEND STRANDS 1 2" MIN. INTO CAP. PILE TO HAVE 121-0" MIN. PILE EMBED. INTO BERM FOR 25 TON CAPACITY NEW 1 2"x 1 2" P/C CONCRETE BATTER PILES 3" EMBEDMENT INTO NEW CAP, SPACED AS PLAN, EXTEND STRANDS 1 2" MIN. INTO CAP. PILE TO HAVE 12'-0" MIN. PILE EMBED. INTO BERM FOR 25 TON CAPACITY. DERMoC astal Section PRELIMINA APPROVAL Name Date • • • LL .tU1LLLLLLLLLL L LLLCCLLLLLL L� L� LLL t L �+ • foo LA��� L L .) �,i•� fi u�i � Lx Lrt u••o� L L 0 LLL a L L ii ��..��L,LLLSI�LLLL LLLLLLAVLLLLLL co Jr(:)) W vi W ILI 0 Ce -7 0 �W� i4 : H rec 1 r-1 SECTION A -S5 date issued Ippdrawn checked project no revisions: 09-22-1 7 AB • sheet no. S-5 6076 •• • •••• • •••• • ••• • • ••• ••,• • • • •••• • MHW +3.0' (NGVD) -0.58' (NGVD) PROPOSEb SECTION A-55 SCALE:3/8" = 1 '-0" BERM ELEV. -3.5' (NGVD) 12 O w z CONC. PILE TIP/ ELEV. - 1 5.5' (NGVD) 36" CAP AT EACH NEW KING $ BATTER PILE / \ PROVIDE I # 7 HOOK DOWEL AND DRILL $ EPDXY 1 2" MIN INTO MLE. EXTEND 10" MIN INTO NEW CAP. NEW 36" WIDE x 24" DEEP CONC. SEAWALL PILE CAP AS PLAN w/ 5 #5 TOP AND BOTTOM PLUS 2 #5 BARS EACH FACE INTERMEDIATE .7„........„ -- PROVIDE #3 TIES @ 1 2"o.c., PLUS 2#3 TIES EA. SIDE OF EA. MLE. TOP / CAP ELEV 6.25' (NGVD) GRADE+5.75' (NGVD) 3" CLK TOP AND SIDES mair.9wilk 'mu S Trt UC "_�E vi APPROVED • • • • , • • • •••• • • • • •• •• • • • • • • • • •• • AT NEW PANEL CONDITION. EXTEND NEW PANEL REINF 1 2" INTO NEW CAP. AT EXISTING PANEL CONDITION PROVIDE # 5 HOOK DOWELS AT 24" 0/C DRILL $ EPDXY 8" MIN INTO TOP OF EXISTING PANEL. EXTEND 1 0" MIN. INTO NEW CAF'. NEW 10'-6" WIDE X 10'-0" HIGH X 8" THICK , 5000 PSI CONCRETE PANEL. MARK NO. "A" OR "B" WHERE SHOWN PER PLAN. NEW 1 2"x I 2" P/C CONCRETE KING MLES 3" EMBEDMENT INTO NEW CAP ,SPACED AS PLAN, EXTEND STRANDS 1 2" MIN. INTO CAF'. PILE TO HAVE 12'-0" MIN. PILE EMBED. INTO BERM FOR 25 TON CAPACITY CD W z O 2 i NEW 1 2"x 1 2" P/C CONCRETE BATTER PILES 3" EMBEDMENT INTO NEW CAF', SPACED AS PLAN, EXTEND STRANDS 1 2" MIN. INTO CAP. MLE TO HAVE 12'-0" MIN. PILE EMBED. INTO BERM FOR 25 TON CAPACITY. uz ( P!h w 20._= b • • • •• • • •••• L`L-4,�LLLL4L• L w LL LLLL L L v E:Q.:: L L U ,�ro�M°i L L V W Or I L•� .-th Lm �e1ir Lx,u �� L Ic;a.188E L , N" L L LLL d• L L "'"' LLLLLLLL L LL LLLLLL LLLLLLLLL LLLLL L CO ro 4 W J LL Fes- LL Oil) W 1-7 _4 0 TWX •-; date 00 SECTION A -S5 date 09-22- 17 issued AB drawn checked project no revisions: A I0 -I 1-17 sheet no. • '• ••• • ••1 • • • • •• • •••• • • •. . . • • • . . .., • • • • • . • • • • • • • • • • • •••• •••• • • • • • • . •••• • • • • • • • t • • • • • 00.0p • • • • • s•