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WSW-17-2576
s 236 C5fj--- 4- Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address ermit Parcel Number Issue Permit NO. WSW-10-17-2576 Permit Type: Retaining Walls/Seawalis Work Classification: Repair Permit Status: APPROVED Ite: 12/21 /2017 Expiration: 06/19/2018 Applicant 1480 NE 101 Street Miami Shores, FL 1132050240070 Block: Lot: DICK ASHBY Owner Information Address Phone Cell DICK ASHBY 1480 N. E. 101 ST. Contractor(s) MIAMI BEACH SEAWALL INC Phone Cell Phone (954)822-7219 (954)771-1731 Valuation: Total Sq Feet: $ 93,850.00 352 Approved: In Review Comments: Date Approved:: In Review Date Denied: Type of Work: REPLACE 44' SEAWALL - NEW CAP Length: Bond Return : Scanning: 5 Height: Additional Info: REPLACE 44' SEAWALL - NEW CAP Classification: Residential Fees Due CCF DBPR Fee DCA Fee Education Surcharge Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Preliminary Plan Review Scanning Fee Technology Fee Total: Amount $56.40 $42.24 $28.16 $18.80 $2, 815.50 $120.00 $160.00 $200.00 $15.00 $75.20 $3,531.30 Pay Date Invoice # 10/30/2017 11/16/2017 12/21/2017 Pay Type Amt Paid Amt Due WSW-10-17-65494 Check #: 24889 $ 360.00 $ 3,171.30 Credit Card $ 200.00 $ 2,971.30 Check #: 1554 $ 2,971.30 $ 0.00 Available Inspections: Inspection Type: Final Review Building Review Building Review Structural Review Structural Review Planning Review Planning In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify th construction ,artd-zo ing. Fut i 1 orized Signatu - Owner / Applicant / t all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating I thorize thethabove-named contractor to do the work stated. Contractor / Agent December 21, 2017 Date Building Department Copy December 21, 2017 1 ?t91711 L 4 c /17-- JOHN H. BUSCHER, P.E. STRUCTURAL • CIVIL CONSTRUCTION MANAGEMENT March 28, 2018 ;Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores FL 33138 Re: Residence at 1480 NE 101 St Street Miami Shores FL 33138 Existing Seawall Repair Permit No. WSW 10-17-2576 Seawall Repair Precast Concrete Pile Certification dJzicr 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. 3 28 - t FL PE #41844 4404 S.W. 139TH COURT, MIAMI FLORIDA 33175 TEL. 305-554-9170 E-MAIL JBUSCHER@BELLSOUTH.NET PII,E DRIVING LOG Dates: 2-13-18 Project: Ashby Residence Address: 1480 NE 101st Street, Miami Shores Village FL Hammer type Hammer WT drop length (ft.) Dead blow 4,000 lbs 6' Pile # & size #blows last 3" #blows last ft. Tip EL. Remarks 1 12" x 12" concrete 9 36 -14' Concrete Seawall Piles 2 8 37 -12' 3 10 41 -12' 4 9 39 -12' 5 9 40 -12' 6 11 40 -12' 7 11 40 -12' 8 8 38 -14' 9 7 39 -14' 10 7 37 -14' 11 9 38 -14' 12 11 39 -14' 13 10 37 -14' 14 10 37 -14' 15 10 39 -12' 16 14 44 -12' 17 12 36 -12' 18 10 38 ' -12' 19 10 37 -12' 20 9 37 -12' 21 10 41 -14' 22 12 44 -14' 23 11 40 -14' 24 10 36 -14' 25 11 37 -14' 26 9 36 -14' 27 17 40 -12' 28 13 40 -12' 29 12 40 -12' 30 14 43 -12' 31 14 44 -14' 32 15 46 -14' 33 14 43 -14' 34 14 42 -14' 35 12 40 -12' 36 12 40 -12' • evations measured from top of existing bulkheads. inspected by John H. Buscher, PE JOHN H. BUSCHER, P.E. Consulting Engineer PE # 41844 (Structural) 4404 SW 139th Court Miami, FL 33175 Tel. (305) 554-9170 15 5'-O" EXISTING SEAWALL PANELS AND T-PILES TO REMAIN. EXISTING CAP TO BE REMOVED IN TH15 AREA 44'-0" PORTION OP COLLAPSED CAP, 15'-O" I BULKHEAD, AND T-PILES 7'-O° _ 8' " EXTENTS OF EROSION DUE TO SEAWALL COLLAPSE TO DE FILLED IN WITH CLEAN MATERIAL TO MATCH EXISTING GRADE COLLAPSED CONC SLAB. DUE TO UNDERMINING FROM SEAWALL COLLAPSE.. TO BE REMOVED. NEW 12 X 16' CONCRETE GRADE BEAM. TOP OF GRADE BEAM AT TOP OF CAP PROPOSED PLAN .SCALE :I/16" =I'O" COLLAPSED PORTION OF SEAWALL INCLUDING CAP , PANELS AND T-PILES TO BE REMOVED AND REPLACED PER PLAN AND SECTION A/5-5 8'-O" EXISTING SEAWALL CAP TO BE REMOVED. PANELS T-PILES A EXISTING, CONC SLAB 41-1 TO REMAIN 3 7'-O" d d G2'-a' LENGTH OF EXIST. KNEE WALL AND POOL DECK EXISTING 3' KNEE WALL. TO BE REMOVED. NEW 6" THICK CONCRETE SLAB AS PLAII r7 8 3 MAX -Z'7" 9'-O" TYP (1I)NEW HOT DI'PED GALV 3' H.D.SCr tD 80 PIN PILE5 SPACEC A5 PLAN EXISTING SEAWALL PANELS AND T-PILES TO REMAIN 00 IS 0 cZ 1 41-6 NEW 1 2X 16' X 64 LONG CONCRETE GRADE BEAM B I AS PER SECTION A-5G EXISTING 2'-0' OF CONCRETE 5LA8 ADJ TO POOL TO REMAIN. 4 4 I '-O" 4 17'-O" I Q 9 NEW I2Xt6°C NCR I O GRADE BEAM. TOPOF GRADE BEAM ATTTOP TOP OF CAP EXISTING POOL EXISTING POOL OFrK EXISTING CONC SLA13 TO REMAIN Pit_E Loc.Ar,o,4 PL.gN- GoNGRE1"C PtLes JOHN+ H. BUSCHER, P.E. Consulting Engineer • PE # 4144 (Structural) 4404 SW 139th Court Miami, FL 33175 Tel. (305) 554-9170 JOHN H. BUSCHER, P.E. STRUCTURAL • CIVIL CONSTRUCTION MANAGEMENT April 9, 2018 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores FL 33138 Re: Residence at 1480 NE 101st Street Miami Shores FL 33138 Existing Seawall Repair Permit No. WSW 10-17-2576 Seawall Repair Prec ncrete Pile Certification Building Official, Per the request of Miami Beach Seawalls, on 4-9-18 I made a site visit to the above referenced property in order to inspect the installed steel reinforcement for the new seawall cap. The seawall cap reinforcement and required dowels to be drilled and epoxied into the existing wall and piles have been installed in accordance with the approved with the approved plans. The inspected seawall cap reinforcement is approved for placement of concrete. If you have any comments or questions regarding this letter, please do not hesitate to contact me. . Sincerely, John H.-Bii her;PEE. 4 • ,g FL PE#41844J 4404 S.W. 139TM COURT, MIAMI FLORIDA 33175 TEL. 305-554-9170 E-MAIL JBUSCHER@BELLSOUTH.NET Arlenis Silvera From: Arlenis Silvera Sent: Friday, December 15, 2017 1:40 PM To: 'Miami Beach Seawalls, Inc.' Subject: RE: 1480 NE 101 ST WSW17-2576 Hey, yes we received it. The permit is ready for pick up. Amount due is $2971.30 Best Regards, Arlenis Silvera Permit Clerk Supervisor Miami Shores Village 10050 NE 2 AVE Miami Shores, FI 33138 305-795-2204 www.miamishoresvillage.com From: Miami Beach Seawalls, Inc. [mailto:seawallc@bellsouth.net] Sent: Friday, December 15, 2017 12:55 PM To: Arlenis Silvera <SilveraA@msvfl.gov> Subject: Fw: 1480 NE 101 ST WSW17-2576 Brian Moretti Miami Beach Seawalls, Inc. 305-945-2114 305-945-2329 Fax 305-308-7962 (M) seawallc@bellsouth.net www.miamibeachseawalls.com 1 Scanning Fee $ Technology Fee $ Structural Reviews $ (Revised02/24/2014) Address: Y Y0 V. S 4) 449 e BUILDING PER IT APPLICATION [ZgLIILDING ❑ ELECTRIC PLUMBING ❑ MECHANICAL JOB ADDRESS: /V8'd /leg/ Miami Shores Village Building Departrhent 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 75618972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 M 0 ROOFING ❑ REVISION BY: OCT FBC 201 f Ltd, ster Permit No,WSW ' 7—' 5 1 ( 2017 Sub Permit No. ❑ EXTENSION © RENEWAL 0PUBLIC WORKS ❑ CHANGE 0 ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Folio/Parcel#: // 3 20 r ' f 2V - aPt)70 Is the Building Historically Designated: Yes Occupancy Type: Load: Construction Type: Flood Zone: zip: 3 3'` 3f NO BFE: FFE: OWNER: Name (Fee Simple Titleholder): tdna r c Aby Phone#: Address: / LV t"O A-16 �p1 ‘1 City: 1/1 J t"'t' L • S)) or .60 State: i Zip: 3.31 § d-' Tenant/Lessee Name: Phone#: Email: d,C.. fC cr 7mpim O q S - CtD "J CONTRACTOR: Company Name: t�1 ► L ! i ( at! Address: / 24?? 6r - - .Lj j " ,4 5./ /..)7 City:.. (jr rni&, , � /�i.0 1 State: .LOTJ'DJ4 Qualifier Name: 1:� 1' eo? Thd�o ^� Phone#: State Certification or Registration #: YC� //t 66 f 7 Certificat DESIGNER: Architect/Engineer: -'TO /1 h 13 8 C 1, y+ r"' I Phone#: mi Square/Linear Footage of Work: City: Value of Work for this Permit: $ / On) JJ Type of Work: ❑ Addition ❑ Alteration Description of Work: ❑ New `.J Ict e e S/y ,S •ect_vAtt-e Phone#: 3 c2 j "(2J)T G 5'L/-2-7-597/ Zip: 3,3 / of Competency #: - vZ 77 Statee4• Zip: 3s1 Repair/Replace ❑ Demolition Specify color of color thru tile: Submittal Fee $ S60 Permit Fee $ „' ` CCF $ CO/CC $ .50 Radon Fee $ DBPR $ € Notary $ Training/Education Fee $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ 2�i"7 I .3 0 OWNER or AGENT identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: err Matti M4_ A ,,,, ,,,,, CAPTAIN MAKHIJA SPRY P,, �ii _,• ' Notary Public - State of Florida Commission # FF 986328 eVeiQNN* • 'O oonded through ational otar ssn. APPROVED BY (Revised02/24/2014) 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 perfol med to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must bsecured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate a applicable laws regulating construction and zoning. d that all work will be done in compliance with all "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing/instrumentwasacknowledged before me this 6 7 day ofy�Ol j � , 20 / 7 , by /D d y of vG t ) , , 20 /7 , by 1 's +! r i 016 rti�__L lC.a+►. � (who is personally know�o � 7'Ti ,who is personally known to me or who has produced as me or ww,144-3 produced lire i a identification; who did take an oath. NOTARY PUBLIC: I Sign. fritrl Seal: Plans Examiner Structural Review as •:. PAMELA S DARIANO •••? MY COMMISSION # GG056077 EXPIRES February 20.2021 Zoning Clerk 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-2017-0449 APPLICANT NAME: Ashby • .• PROJECT ADDRESS: 1480 Northeast 101 Street, Miami Shores • ••.. • DATE: October 24, 2017 • • ••• •• PROJECT MANAGER: McKee Gray ...... • • • • • Coastal and Wetlands Section Review:al Issued By:CLUr Issue Date: 101211i1 Attachment A: Sketches — 7 sheets Attachment B: Checklist Authorized Emergency Work • Installation of a new concrete seawall. • Installation of a new seawall cap, batter piles, and king piles. • Installation of riprap boulders. • • • • • •• • ...... • ••.. • • • • • • • • • • • • •• •• ••.. • • ••.. • • • • * The knee wall and elevated pool deck depicted in the sketches are not authorized by this emergency authorization. Page 1 of 3 (EME AUTH CLI-2017-0449) THIS AUTHORIZATION SHALL BE KEPT ONSITE DURING ALL PHASES OF WORK ...... .•• ...... • • ...... • • ••••. •••••. • • • • • ••..•. MIAMI. COUNTY Carlos A. Gimenez, Mayor October 24, 2017 Richard Ashby 1480 Northeast 101 Street Miami Shores, Florida 33138 Department of Regulatory and Economic Resources Environmental Resources Management 701 NW 1st Court, 6th Floor Miami, Florida 33136-3912 T 305-372-6567 F 305-372-6407 miamidade.gov CERTIFIED MAIL NO. 70141200000208219805 RETURN RECEIPT REQUESTED Re: Class I Permit Application CLI-2017-0449: Ashby — Seawall, seawall cap, king piles, and batter piles - located at 1480 Northeast 101 Street, Miami Shores, Miami -Dade County, Florida. (Folio No. 11-3205- 024-0070) Dear Mr. Ashby: •••... ••.• ••.... • Please accept this letter in response to your submittal of a Class I permit appliclipp.lor the above • referenced property. • • • • .. • ••..• •. •••..• • • . DERM has completed an initial review for the work depicted on the sketches submitted..jhe knee Fall and elevated pool deck as depicted on the sketches are not consistent with thdJQde of1l1.12mi- Dade County and construction standards referenced therein. Therefore, that.pprtion of.the proposed work is not authorized to be constructed. The shoreline stabilization (we. rie& seaAall, cap, batter piles, and king piles) appears to be consistent with the provisions for emergency work as $tt forth in Section 24-20(4)(a) of the Code of Miami -Dade County. Please see the altech&d en1erreno authorization and conditions, and the attached checklist that identifies all items necessary to complete tte Class I permit application. Please be advised that work associated with the knee wall is not authorized. In addition, please be advised that a 6 inch differential in grade between the seawall cap and adjacent uplands is required for all new seawall work and is a condition of the attached emergency authorization. Should you have any questions concerning the above referenced application, please contact Coastal Resources at (305) 372-6575 or dermcr@miamidade.gov. Sincerely, Coastal Resources cc: Miami Beach Seawalls, Inc. —Authorized agent (seawallca@bellsouth.net) Robert Kirby — U.S. Army Corps of Engineers (Robert.J.Kirby@usace.army.mil) U.S. Army Corps of Engineers (seappls@usace.army.mil) •..•.. .• OOOOO. • • •..... • . . . •.••. •..... • • •.•••. • • •..••: • 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 DtRWand atttched hereto (Attachment A), and in accordance with the conditions of the Emergg�`y Authori3 thM., Any activities requiring a Class I permit that are not specifically listed as "Autttonaect Emerg'e'ht' Work" are prohibited. • • • • • • • 4. All activities shall be conducted so as not to cause pollution or result in advg;s•e•impacts to th'b• environment, including but not limited to impacts to marine fauna, the subrn Qeil bottom? Vaih quality, mangroves, seagrasses and other marine resources. All activities MU•conducted using best management practices to prevent the release of any pollutanjS of tebris to the environment and to prevent impacts to State or County water quality standards. Fpr any ir�•r�{�aais caused by the construction or operation of the structures/facility, DERM'�fya11 require,• at a minimum, restoration and mitigation. • • 5. Unless specifically listed as "Authorized Emergency Work" or exempt pursuant to Sections 403.9321-403.9334 F.S., trimming or alteration of mangroves is prohibited. 6. Representatives of DERM shall be notified immediately in the event of impacts to tidal waters, of any impacts to natural resources, or any spills or water quality standard exceedance. Any adverse impacts determined to have occurred shall be required to be mitigated to DERM's satisfaction. 7. The repair or replacement of legal structures is limited to their original location and dimensions and in accordance with the sketches in Attachment A. 8. The wetface of any new or replacement seawall shall be located a maximum of 1 foot waterward of the location of the wetface of the existing or previously existing seawall prior to the collapse or damage occurring. 9. The contractor and applicant are advised that the reclamation of property lost as a result of seawall failure and the excavation or use of benthic substrate as backfill landward of the seawall is strictly prohibited unless specifically listed in the "Authorized Emergency Work". Excavation at or landward of the original seawall to accommodate the placement of a new seawall is allowed pursuant to this authorization. Any excavation waterward of a new seawall shall constitute a violation of this authorization. 10. Mitigation is required to compensate for water quality impacts associated with the seawall replacement, and is calculated based on the length of the new seawall. In order to extend the life of the seawall and provide habitat for a variety of invertebrates and protective cover for small fish, 521.1 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-2017-0449) THIS AUTHORIZATION SHALL BE KEPT ONSITE DURING ALL PHASES OF WORK 000000 • • 000000 • • • • ••••• .• • • 000000 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 ricrac 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. • • • •• • •••• 15. This emergency authorization does not convey to the applicant or create in. t l% cnpplicali; Apr property right or privilege, or any interest in real property, nor does it authorizetantAwatrance upon or activities on property which is not owned or controlled by the applicant. In tlie•svent thaj any structure authorized hereunder is determined by a final adjudication issusd.t 1 a c0ur4•2f competent jurisdiction to encroach on or interfere with adjacent riparian rigli4s,•the applimt agrees to either obtain written consent for the offending structure from the affected ri arian•c ypgr or to remove the interference. • 16. Emergency authorizations issued pursuant to Section 24-20(4) are temporal in mure aid 'Mc be suspended or revoked by the Director or the Director's designee • M the ewer t of noncompliance with the conditions, limitations, or restrictions of the emergency authorization.ar 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. 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 rrlay be required. • • ...... • 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-2017-0449) THIS AUTHORIZATION SHALL BE KEPT ONSITE DURING ALL PHASES OF WORK •••••• •• • • •••••• • • 00000 •••••• • •• 000000 • • ATTACHMENT B REQUIRED ITEMS FOR EMERGENCY AUTHORIZATION AND CLASS 1 PERMIT APPLICATION NO. CLI-2017-0449 APPLICANT NAME: Ashby PROJECT ADDRESS: 1480 Northeast 101 Street, Miami Shores DATE: October 24, 2017 PROJECT MANAGER: McKee Gray THE FOLLOWING SHALL BE SUBMITTED WITHIN 30 DAYS OF ISSUANCE OF THE EMERGENCY AUTHORIZATION: - Application fee in the amount of $720.00. THE FOLLOWING SHALL BE SUBMITTED WITHIN 6 MONTHS OF COMMENCEMENT OF:TJ-Ig. AUTHORIZED EMERGENCY WORK: • • • • • As -built plans that accurately represent the completed work, signed and seglpp•1?y a FOAM • Professional Engineer and with structural and zoning approvals from the local buillgg and zoning• .••••; authority.• ▪ • • •• • .. .. - Permit fee in the amount of $720.00. ...... Evidence of ownership of submerged lands and authorization for the use of the.414ijterged& lan s• for the emergency work. • Mitigation bond in an amount of $3,960.00 and associated bond documents. • - Miami -Dade County surcharge fee in an amount to be determined. • • ...... • . ▪ • . .. . ... ...... • NOTES: - Owner must provide updated sunny preformed in the Isst 6 months with elevation 31 seawall .cap_ - Owner also must supply boring (Getttechnieai Report)' to determine lertgih of piles - Price Includes: all labor, machinery, and materials` - Price Deice Not include: Survey foes, bonds. tttotechnical report fees, asphalt, mitigation fees (if required), cleetrical- plumbing, landscaping [sod, aprinklt teas, et:c.) fence repairs or replacement, tile. etc. Permit Inc s. - Contrail is lunitedto the current owner oldie property and shall immediately become null and void if above stated property is sold :o new owners during the comae of the permittins prex c.s uuitur uetuul +Kali. Permitting lets are non-transfczable and non-refundable. • -tf the applicable Building t)cpattncnt requites additional work other than described. [tease costs inn: not included, - It is the runner's responsibility to supply contractor with an updated signed and scaled Property Site Sumer and Elevation Certificate (N(.:VI)) no more than 46) months old which clearly indipte the ; • • • boundaries of the property. The siwvey must properly identify the construc i n area. • • •.. • Jt the) applicable Building Department re qui.ri additional work other than described. hose costs art • • • • • • not included. •••Y.• •••• • brie to current market changes in tottstructio i materials ibis e:oniract t proposat is ualiti�ori?e days • from the date above. • • • • • • • • - Legal dispute: In the event of legal dispute. prevailing party gets disputed monies: plots Lt3rht • casts • • • • • • • ••••• and legal expense paid by losing party. • • .• •. • - Contract is limited to the current owner of the proper)+' and shall immediately become null elia void • • • • • • r: abc'vc stated pn}perty is sold so new owners during the comsat oldie permitting pro. m:Sift %• • actual work. Permitting fees are non -transferable and nonrefundable• • i ...• - impact on the Contract Proposal of the Project shall be presented to the current owner lr;.licrg Sys a • "Contract Change Orderto comply with Mandatory BuildingCode or Ordinance Clraitee"' •• • • •• • • - Contract is limited only to the work stated herein. Any changes and for additions added on by owner. • • • During the performance of work shall be additional costs and at the owner's expense. Any and all new changes shall be presented to the current owner in the form of a -CONTRACT CHANGE ORDER' and MILS( carry the owner's approving signature before changes andto r additions will be performed. - Miami Beach seawall will not be head responible for any injuries incurred to any anti all non - employees. including but not limited to,. owner's family members and gists during the duratann of this project due to unauthorized persons trespassing onto or aroused. the project area. - Any mandatory. Florida Building Code or Local Municipality Code or Ordinance Ch rages which become effective subsequent to date of contract end have any additional cost would be client's responsibility. • Unexpected. not visible repairs. wilt be extra, a change order requirement. - I .atent Defects cts not discernable by visual observation in existing construction that irapact contract rake shall he caused to submit a `contract change tram". . Contracts are subject to Permitting Agcncy(s) Approval. - Permit Delays rat being the responsibility of Miami Beach Seawalls. Agencies oomptsise of: Local, County, State, DERM, FDEP, Army Corp of Engineers. Contractor and Customer herein signify their acceptance and approval of this contract by their signatures shown below. and age to be bound by the conditions stated here. • c Peat 2oft elan J. Moretti / President Authorized Representative / Property Owner •..•.. • • • • • • ••••• ••••.• • .• • • • • miami beachsCawa s '17027 W.Dixie Highway, Suite 127 } North Miami Beach, Florida 33160 305-945-2114, fax 305-945-2329 seawallc@bellsouth.net PROPOSALS / CONTRACT Richard Ashby 1480 NE 101' Street Miami Shores, FL 33138 305-775-5872 dick@cromptonsongs.com September 27, 2017 Page 1 of 3 • • • . .. • • ...•.. • • • • • • • • • • • • •••. • • • • • . .... •••••• •••• MIAMI BEACH SEAWALLS, INC. (hereinafter called the Contractor) RCHARUASHBK • (hereinafter called the Customer), hereby affirm and agree upon the terms and coijdits hereinafter set forth and continued in this contract. • WORK TO BE PREFORMED: • • • .. .• . • 1. Protect yard from erosion, place turbidity screen. 2. Demo fallen wall, seawall cap and pool deck to accept new. 3. Remove section of cap to place new king piles (vertical piles to support existing wall). 4. Supply and drive 18 new king piles 12" X 12" pre -stressed concrete, drive 12' into yielding material or refusal. 5. Form, pour, and place 5 seawall panels approximately 44' X 10' X 8" thick. 5000 PSI concrete with #5 mat, reinforcing. 6. Supply and place 17 batter piles to support new and existing seawall. 7. Place new seawall cap 3' wide X 20" deep X approximately 44'long. 5000 PSI concrete with not less than 10 continuous #5 bars with hoops on 12" centers and doubled up over piles to help control cracking. 8. Remove and replace pool deck 12' back from seawall, will need room for finish, done by others. Will form and place new knee wall and section of deck . 9. Back -fill yard now with (6) 5 truckloads of fill. Any more back -fill will be extra (will get load ticket from trucking company). Note: Any more fill is extra Material and grading per truck $800.00 Construction Cost $93,850.00 •'• • • ...... • • 00000 ..•.•. • 000000 • • 000000 • MIAMI BEACHEAWALLS, INC 17027 W IXI .HWY ,..:•E.127 MI MLBEAi H, FL 33,160- 414 SEA' ALLCCal3P LSO UTILNET Richard :Asliby $Q NE 10,re±et <. mitt, al; SEWALLS, INC. (hereinafter.'calletltheTO fter called the, customer);'fiereby:affrHrtha et forth'aad continued In ti s t yet. ORK TO BE- ::ERFORMED: 1. Protect ard'from:erosion, place turbidi 2. 'Demo fllenwall;` seawall cap andtpool° 3. _ Remov existin 4.: Supply' in•to yi Si Form, p ,urand+place ,`sea vall anels — 441` "CIO;; r � 5000 P I concrete with #5 mat, einfotcing: , 6.r Supply' nd<placce ;17 batter pries to s ippo hewran 7. Place n w.seawall cap.3: wide x ZO deep x 44' to not less than 10''c;onbneoas ##5bars with lriop t •-upon 1 help ntrel:Crag' R. Re d .replace pool eck.12' finish, a by othersAkill form and place ie 9. Back°8 yard now with;(6) 5 truck loads offixll: extra ( 11`get loadcket from truekngcor - Note: Allis, more fill.is extra N[ai enal ai I g T ttal=Con section'af cap to place new kii? wall) r, 3dtidrive,1,8 Tinges 12" R 2 prey in ' terial rrrefu i>- . "s .t'ti 4n '.Vs si.a ..+.au.. 1.1111I .l1.1.064li. ... silk do • .F •...'.. • •• .•...•.: - .:. greeupongernis� `.:.. _ -.. . •, •••• •.•.- • .. X • • • • • •� •••••. s t .' M • •. 2., • • • • •,, , ••• • • . ••.• • .k • • •' • • • •iV ..'. •••••.:. • •; pt new .,' .. . al'} i1es Lo�supporl s :ter, } existing seawall, ,. , g 5000 I'concrete withM,� 12 cunt r`s aiad`ati" '' • ItOttili #for, ' 4 uvtl and;sectionnf deck. snore bac fill}wililbe ' 800.00 . • • •Engineeri , Mram� Bach c putatians; togs; requir�eci.' ' City an ,Page 2"-of 3' diting: and Engfne fee (Tncludessi{, 1iiand consx�lting ` ` `xn +• ectdr l ions and Pr iuct pp:;costs aunty. fees (o be paid by,9wner,11pb re • nest, not include construction costs. Any m' gation or bonds extra a) if m tigation required, +liili .be`.,retu b) Placement pf‘miggation"< a-4 ,w1 "••i••'•• i;C l ,...._,•,-• • • •• •' •1 • ;_•• • _ f, •Y • • •••••, • • • • • • • .• ..• v L �, i • • • • a •_ • _ • • • `,2 ° • • •. ,u:. ••. • yj 1,. •• ••, ••• :..-T; •�, • 4,,• } c. -• • • • 6 •.. �- e • • ••' -- .. • •••• • • • •- - .• ••• „ • ',•.- • •" • • ADDENDUM TO SEPT. 15, 2017 PROPOSAL/CONTRACT This "Agreement" is an addendum to the Proposal/Contract dated Sept. ,15, 2017 (the "Contract") from Miami Beach Seawalls, Inc. ("Contractor") to Richard Ashby (Owner"). This Agreement shall govern over any inconsistency or omission in the Contract between Contractor and Owner. Project Bond or Waiver by Owner The Contract is subject to Contractor obtaining for benefit of Owner a performance and payment bond and the Owner hereby agrees to pay the premium cost thereof OR upon presentation of the premium cost, Owner may elect to waive same, however, said waiver must be in writing. Failure to obtain the bond or Owner's waiver of same within 10 days after issuance of permit(s) to commence the Work To Be Performed (referred to as the "Contract Work" or "Work") shall entitle Owner to cancel this Contract without liability to Contractor and Owner shall be entitled to a refund of all deposits and monies less actual costs incurred by Contractor for Engineering and Expediting (overhead and loss of profit shall not be assessed against Owner). Commencement of Construction A. Upon execution of the Contract and this Agreement, and the receipt of $15,000•foward the Total Construction Costs (the "Contract Price") the Contractor wilt promziy take emergency measures (as allowed by applicable governmental authorities)* to: plevent fiMher erosion to the existing seawall by installing piles and backfill with approval• s 'the appliiple governmental authorities. • • B. Upon Contractor's receipt of the $5,000 cost payment from Owner tqr Ertgineen,ng And Expediting as set forth in the Contract, the Contractor will diligently prQuide: submit .(and thereafter revise if needed) all Engineering drawings, plans and specifications tic, DEJ4 jid other applicable authorities for approval of permits to commence the Contract Work. Contractor will pursue issuance of all needed permits with diligence and keep Owner advised of progr •Ss. Should Contractor fail to obtain needed permits within 6 mo the (unless extended by Owner in writing) after the signing of this Agreement, then Owner shall have the right to cancel this Contract without liability to .Contractor and Owner shall receive a refund of all deposits and monies less actual costs incurred by Contractor for Engineering and Expediting. 1 C. Contractor shall commence Work within 1-4 week; (depending upon availability of barge) after issuance of Permit(s) as needed for commence ent of the Work, and thereafter Contractor shall continue the work day to day until completed. 1 D. Contractor shall ensure that all needed permits are in place prior to commencement of Work. t • •• • • Documents Incorporated This Agreement incorporates by reference the Proposal/Contra t dated Sept. 15, 2017 (the "Contract") and certain documents which further define and d - scribe the Work To Be Peformed which are the following documents: 1. Plans & Drawings (as prepared by Contractor's engineer or others) 2. Specifications (as prepared by Contractor's engineer of others) . .• • • • • Ownership of Plans All Plans, Drawings and Specifications created for Work under the Contract are the property of Owner. Scope of Work 1 A. The intent of the Contract is to provide for the construction, complete in every detail, of the Work described in or reasonably inferred from the Contract at the total construction costs as established in the Contract. Contractor has the duty to determine the means, methods, techniques, sequences and procedures required to complete the Work. 1 B. Contractor warrants that all materials used and installe d are of good quality and new. C. Contractor is responsible for coordination of the various trades and deliveries of equipment, materials and supplies to minimize interference which could delay the Work or pose a hazard to life or property. Contractor shall be responsible for allocation of tasks between trades and routing of equipment and storage of materials on the Job Site. D. Contractor will ensure that Subcontractors, their agents, and employees adhere to these Contract Documents. Contractor accepts responsibility for all Work performed under ,this contract, including Work performed by employees of Subcontractors. Contractor wIrr t&tle disputes among Subcontractors and between Contractor and Subcontractors rsq iat disagreements do not delay completion of the Work or affect quality of the Wont.' • ' • • E. Contractor shall provide on the Job Site during the period of Constretetitiii a teitiprnary • chemical toilet and will remove temporary toilet upon completion of work. • •'' "" . . • F Contractor shall have the location of underground utilities marked anti verified i}sing. Sunshine 811 (online www.online811.com or call 1-800-852-I8057) and ano other service available consistent with the site and work to be done prior to beginning Worlki'n areas wliert utilities may be located. All costs associated with marking and verifying the location of utility lines is the responsibility of Contractor. Any damage or loss resulting from the failure of Contractor to verify the location of utility lines is the responsibility of Contractor. G. Materials purchased or Work done before approval is at a risk of Contractor if approval is required by Code or the local building authority. H. Contractor will ensure that cutting and joining required to ' make parts fit together properly is done by those skilled in the trade. Work will have the neatly finished appearance characteristic of professional grade construction. I. Contractor's work includes to finish pool and pool dec to pre -hurricane Irma condition. J. Scope of Work includes back fill behind the new s a wall, and adding and leveling enough top soil for laying grass sod to grow. Compliance with Law A. Contractor and Subcontractors working for Contractor shall comply with state, federal and local Law when discharging their responsibilities. All Work done under this agreement will consistent with the Contract Documents. • •• •• • • . • • ••• •• •• C. Contractor affirms that the company is financial) solvent, licensed, experienced, • • competent, and has resources necessary to complete the Work in compliance wits the Lg ct • meet Requirements of state and federal Law, ordinances, regu to Law. tions and codes adopted pursuant B. Contractor is licensed to do Work described in the Contract Documents. Contractor will notify Owner of any change in that license status. Every Subcontractor working for Contractor will hold a license appropriate for the Work performed. Subcontractors already contracted directly by Owner shall be responsible to provide Owner with their insurance and license. Permits and Fees Contractor shall secure all permits, licenses and renewals required by1 government authority to complete construction of the Work. If permits are required for Subcontracted Work, Contractor will ensure that Subcontractors will secure those permits. Job Cleanup Contractor shall remove from the Job Site, storage area and adjacent properties all surplus material, rubble, waste and debris resulting from the Work. Construction debris shall be removed to a legal refuse collection site with disposal or recycling fees paid by Contractor. Representations by Contractor A. The Contract Price is based on Contractor's careful evaluation of Plana, pecif.i atipns, Contract Documents, local conditions, including availability of labor, `materijj, Equipnnefit,.and transportation, the kind and character of soil and subsurface tests or inspections..:. • • • • • • B. Contractor shall use skill and attention to complete the Work i$ a .timely manner Documents. . •' • .. . ••• • • • • Differing Site Conditions • • Contractoragrees to bear the full risk of concealed or unkno ` conditions, if any, which may be encountered in performing the Work if the Contractor has failed to takefineasures consistent with good construction industry practices, including using resources such as Sunshine 811 to locate underground utilities. If conditions are encountered that affect the Work which conditions could not have been discovered and overcome using good construction industry practices, then Contractor shall immediately notify Owner and provide reasonable solutions to complete the Work including any necessary change orders. Contractor agrees to diligently cooperate to complete the Work within the Contract Time and at minimal adjustment of the Contract Price for any needed change orders. Payments A. Owner will pay to Contractor the Total Construction Cost ("Contract Price") in installments consisting of an initial payment of $15,000 upon full execution of this Addendum ("Agreement") and thereafter Owner will make progress p yments,r and a final payment to Contractor as specified below. B. A progress payment of $5,000 is to be paid after issuance of permit(s) to commence Work, and a second progress payment of $10,000 upon commencement of Work. { C. A third progress payment of $25,000 is due after Work is completed for items # 2,3 & 4 under the Contract and passing interim inspections. A fourth progress payment of $25,000 is due after Work is completed for items # 5,6,7& 8 under the Contract and passing those interim inspections. The Final Payment of construction costs of $13,850 will be due after completion of all "Punchlist" items and issuance of certificate of completion after passing Final Inspection from the local governing authorities. Engineering invoice will be paid by Owner within 3 business days after Owner's receipt of invoice and approval by the permitting authorities of the signed and sealed plans/drawings conforming to the intended scope of work and code requiremeits. Expediting fees after approval of Owner will be promptly paid by Owner. Permitting fees to be paid by Owner upon receipt of invoice. Mitigation fees if required will be paid by Owner upon receipt of invoice. D. Title to all Work done prior to payment period shall pass to Owner upon payment in full of the progress payment. E. With each progress payment, Contractor shall certify by affidavit that: (1) Contractor has applied the proceeds of prior payments, if any, to dischi�rge all prior construction liens outstanding, (2) There are no new construction liens outstanding, (3) all due and pay$t?1t ?1ls with respect to Work completed have been paid or are includied in the amount•raquestrd� r the w current application, (4) except for such bills not paid, there is no knon`basis•fb�tlie filuig dPany construction liens on the Work, and (5) Waivers from all Subcontractors and' maferialmen'have • • been provided to constitute an effective waiver of lien under th Laws of Floriil�, • • • • • • • • • s ed F. With each progress payment, Contractor shall includ the followin $ 1$n state miiit: "Except as listed and attached to this certificate, Contractor unconditionally Avaiv.e.s and releases .. Owner of any and all claims now existing for work already performed."' : • : • • G. Payments to Contractor do not constitute a waiver of any Claimkhat ekmes mayha ve €•or . . defective or inadequate workmanship or materials installed. • • H. Owner may withhold payment while Contractor is in material breach of this contract. I. The check issued by Owner to Contractor may include one or more Subcontractors or Material Suppliers as joint payees. J. With each application for payment, Contractor shall provide to Owner (1) Conditional waivers of lien from Contractor, from each Material Supplier, and from each Subcontractor confirming payment for all Work and materials, and (2) Lertification from each Material Supplier and Subcontractor covered in a prior application for ayment that previous conditional waivers of lien have become unconditional. Waivers of liens shall be on a form satisfactory to Owner. K. Any oversight by Owner not to exercise the right to require waivers of lien shall not relieve Contractor of any obligation to any third party. L. Providing Owner is not in default on any payment du Contractor, Contractor agrees to reimburse Owner for the cost to Owner (including Bond cost and reasonable attorney's fees) of settling or discharging any lien Claim filed by a Subcontractor, Material Supplier or tradesman of Contractor. �1 M. Contractor warrants and guarantees that the Work will be completed free of liens, Claims, security interests, and encumbrances of Subcontractor, tradesmen and Material Suppliers working under direction of Contractor. N. By making application for payment, Contractor certi es that Contractor is unaware of any lien or property rights claimed on the Work made o threatened under state Law by Subcontractors, Material Suppliers or tradesmen except as specified in the application for payment. O. Contractor acknowledges and agrees that at the time this contract is signed, no Work has been performed and no materials have been furnished which have resulted in or could give rise to a claim of lien. Grounds for Withholding Payment A. Owner may withhold payment due Contractor for Defective Work which has not been corrected. B. Owner may withhold payment due Contractor on the filing of a legal Clainp.agist Contractor by any third party if the Claim relates to the subject matter of fhis.&ontraci and (1) May result in a lien , or (2) May result in a judgment for damages against £yvper. Filing pf a legal Claim shall not constitute grounds to withhold payment if Contraetdn has insurance coverage which would prevent loss to Owner from the legal Claim made. •• • • • • •• •• •• .... .... C. Owner may withhold payment due Contractor when reasonable evidexee•exists tilt the Work cannot be completed for the unpaid balance of the contract amount. hratiitity to complete the Project for the unpaid balance shall not constitute grounds to withhoo ld payment if Contractor has provided a completion Bond from a licensed Surety guaranteeing c omplejion pf the Work . . . D. Owner may withhold from payments due Contractor a sum adequate to reimburse 4viper for any damage suffered by Owner or for which Owner may be liable and which was caused by an act or neglect of Contractor or by anyone for whom Contractor may be liable. Damage to Owner shall not constitute grounds to withhold payment if dontractor has insurance coverage which would prevent loss to Owner from the damage claimed. E. Owner may withhold payment due Contractor when it is reasonable to believe that liquidated damages due Owner upon completion will exceed the balance due Contractor upon completion. F. Owner may withhold payment due Contractor for neglect of Contractor to obtain a required permit or license or to comply with applicable La'vy, ordinance, code, or regulation, providing such neglect of Contractor has a material impact ion satisfactory completion of the Work. G. Payments made by Owner with knowledge of a Defect, Claim, damage, delinquency, neglect, or failure of Contractor does not constitute waiver off the right of Owner to withhold payment at a later date for an earlier Defect, Claim, damage, • elinquericy, neglect, or failure by Contractor. H. Owner may withhold from the current payment an amount which could have been withheld from an earlier payment had a latent Defect or fail e by Contractor been discovered before the earlier payment was made. • • • • • • /4,i7 I. Withholding of payment by Owner under the terms of either breach of contract or default by Owner. Final Payment A. The acceptance of final payment by Contractor constitutes a complete and unconditional waiver and release of any and all Claims by Contractor of whatever nature, and regardless of whether they are then known or unknown, and a complete and unconditional release of Owner, and every person for whom Owner is responsible, for any and all matters related to the contract or otherwise, except those Claims which have been made in writing and identified by Contractor as not having been settled at that time. B. Owner has no obligation to make final payment until unconditional waivers of lien in a form satisfactory to Owner, lenders and Sureties have been received from Contractor, Subcontractors, vendors, tradesmen, and all Material Suppliers with lien rights. C. Owner has no obligation to make final payment until all as -built Drawings, certificates, warranties and job records required by the Contract Documents have been submitted to Qwncr. D. Owner has no obligation to make final payment until all Punch I. 1 dams have been satisfactorily completed unless Owner agrees to accept a certified check equal,tAthe valttetltany uncompleted Work. • • E. Owner has no obligation to make final payment until passing ( finaPl.l;ectioihi. �J the appropriate governing authorities. 1 • • • •• • this agreement does not constitute F. Owner has no obligation to make final payment until all Sureties having•iseued Bonds on .' • the Project give their consent to final payment by Owner. i ; • G. Application for final payment constitutes affirmation by Contractor that al; payro41€€ bills for materials, equipment charges, and other obligations of Contractor in connection with the Work have been paid or otherwise satisfied. I. Any other provision of this agreement notwithstanding, ()wrier may deduct from the final payment funds sufficient to cover liquidated damage, construction lien Claims, back charges from Owner and other Claims made against Contractor on the Work unless Contractor posts a Bond from a licensed Surety sufficient to guarantee satisfaction of any such Claims. Changes in the Work A. Except as provided elsewhere in this agreement, no change to this contract (including Modification, clarification, interpretation or correction of the Plans or Specifications) shall be made without mutual agreement and a written Change Order signed by Contractor and Owner identifying the change, the cost of the change, and the effect on timely completion. B. Should Contractor and Owner fail to agree promptly on the terms of a Change Order, Contractor shall be paid, pending resolution of the dispute, the portion 'of the cost of the change not in dispute, including the costs of time and materials required 1 to execute the change. Payments required under this paragraph shall be made as the Work progresses, concurrently with progress payments. 1 • .• • Defective / Rejected Work/Materials 1. If Contractor fails to correct rejected Work or replace rejected materials within a reasonable time, Owner may, without further notice to Contractor or Surety and without termination of this contract, correct the rejected Work or r§place the rejected materials and charge the cost to Contractor. 2. If Contractor fails to correct rejected Work -or re lace rejected materials within a reasonable time, Owner may terminate the contract for efault. After such termination, Contractor and any Surety shall be liable for damage according to proof and for the cost of correcting rejected Work or replacing rejected materials. 3. The value of rejected Work and rejected materias shall not be included in any application for payment by Contractor or, if previously included, shall be deducted from the next application for payment submitted by Contractor. 4. No correction of rejected Work or replacement of rejected materials shall be complete until testing and Inspection is approved by Owner. 5. The obligation of Contractor to correct Defective Work is in addition to and does not Emit any other remedy Owner may have under the Contract Documents, Law, Qr any :warranty 'provided by Contractor or others. This obligation to correct Defective Work'dees not limit other .' liability of Contractor for Defective Work or limit the time withM which pmeedings may' be commenced to enforce rights and obligations under this agreement. • .... .... . • • Warranty •••• •••• Contractor warrants that Work performed under the Contract and Addendum shall conform to. all • applicable governing codes and authorities and to the Contract Docume t§;'Dnd •be file of •. • Defects in material, or design furnished, or workmanship performed by. Coptracto;•or•any Subcontractor or Material Supplier for 10 years. During the 10 years Wa Parity Period, .the Contractor (and any successor entity or individual) at Contractor's sole expense for Tabor, engineering fees, equipment costs and materials shall promptly repairior replace any portion of the Work which does not comply with the Contract Documents (including applicable codes at the time the original Work was performed), or becomes Defective due to faulty materials, faulty workmanship or faulty design by Contractor or faulty design ly anyone performing engineering services for or on behalf of Contractor. The Contract, this Addendt4n and this Warranty are fully transferrable and assignable by the Owner to any new owner at any time. This Warranty shall survive the completion and termination of the Contract this Addendum. Dispute Resolution Any dispute shall first be submitted to mediation before either party brings an action in court, except a complaint may be filed prior to mediation to comply With any statute of limitations or to preserve or obtain evidence. The prevailing party in any action to interpret or enforce the Contract or this Agreement is entitled to reasonable attorney fees and costs in addition to any damages sustained as a result of a breach of the Contract or this Agreement. Insurance A. Certificates of Insurance 1. Owner, consultants to, and representatives of Owner shall be included as additional insureds for and relating to the Work to be performed by Contractor and Subcontractors under this agreement. Coverage afforded to the additional insured is limited to liability specifically resulting from the conduct of Contractor. B. Insurance Details 1. Insurance provided by Contractor or Subcontractors pursuant to this contract shall apply on a primary basis. Any other insurance or self-insurance rniaintained by Owner shall be in excess of and not contributing with the insurance provided by or on behalf of Contractor or Subcontractors. 2. Owner may suspend, discontinue, or terminate this agreement for failure of Contractor to maintain insurance as provided in this contract. Any such action by Owner shall not relieve Contractor from liability under this contract, nor shall the insurance Requirements be construed to conflict with the obligations of Contractor for Indemnification. Whether or not this agreement is suspended, discontinued, or terminated for failure to main n insurance, Owner may obtain replacement coverage, in whole or in part, the cost of which shall be charged to ContrutpjNnd deducted from payments due under this contract. • • 3. Contractor shall provide Owner with a copy of the comprehensive getittat tiability mlicy and all endorsements providing coverage on the Work. .... .... C. Commercial General Liability Insurance (CGL) • • ..•. •... . 1. Contractor shall maintain comprehensive general liability; and • pitoperty damage • insurance protecting Contractor from all Claims for bodily injury, ncluding' death, acid all '. • Claims for destruction of or damage to property, arising o t of or in cpnnegtion v'rttr, • any operations under this contract, whether such operations be by Contractor ora Subcontractor to . Contractor, or by anyone directly or indirectly employed br Contractor or a Subcontractor. Owner shall be named as additional insureds under this policyi General liability insurance shall be written on a comprehensive policy form with coverage for: (1) Workiperformed by Contractor (premises/operations), (2) Work performed by Subcontractors (Contractor's protective liability), (3) Liability assumed under Indemnity agreements (contra tual liability), (4) The finished seawall (completed operations/products liability), (5) Broad form property damage, and (6) Personal injury liability. 2. Minimum Contractor's liability coverage shall be: $1 000,000: combined bodily injury and property damage single occurrence limit, annual aggregate limit of $2,000,000, products and completed operations aggregate limit of $2,000,000, pe onal injury aggregate limit of $2,000,000. D. Workers' Compensation Insurance 1. Contractor shall provide workers' compensation insurance during the life of this contract. Contractor shall require each Subcontractor to provide worke>}s' compensation insurance for all their employees. 2. Minimum coverage shall be workers' compensation insurance as required by Law or regulation where the Work is performed and an employer's liability aggregate policy limit of $ 1,000,000. Indemnity A. Contractor shall defend, Indemnify, and hold harmless Owner and all officers, employees, agents, and consultants of Owner from and against all 'and any losses, liability, Claims, costs, damages and economic detriment of any kind whatsoever, or expense (including attorney's fees) that arises out of or results from performance of Work under this agreement provided such loss, liability, costs, damage and economic detriment! is attributable to bodily injury, sickness, disease or death, or to injury or destruction property (other than the Work itself) caused by the negligent acts or omissions of Contrraactor, a Subcontractor, or anyone directly or indirectly employed by them, or whether caused by or contributed to by Owner, unless caused by the sole negligence of Owner. Indemnification of a negligent Party shall be limited to an amount which bears a reasonable commercial relationship to the value of this contract. B. Contractor shall provide Owner with a certificate of insurance from a licensed insurance carrier which demonstrates that Owner is an additional insured under the liability insurance policy of Contractor. No Waiver of Contract Provisions . . •. . I .. . .. •. •No action or failure to act by Owner will constitute a waiver of a right undEE Mt contract:nor will such action or failure to act constitute approval of or acquiescence in a �Qr Zlition o; thach hereunder, except as may be specifically agreed to in writing. Waiver J .Ownef.of.any condition, breach or default shall not be construed to constitute a waiver of,any ogler cosrditipn, breach or default; nor will any such waiver constitute a continuing waiver. • • • • • • CONTRACTOR'S WAIVER OF JURY TRIAL • • • • • . • • • . The Parties agree that venue for any action related to performance of this contract•shall'b 14 in • • Miami -Dade County, Florida. Contractor hereby WAIVES THE RIGHT TO A JURY TRIAL. Severability If any provision of this contract is interpreted or rendered invalid and unenforceable, then the remainder of this contract shall remain in full force and effect. Survival of Obligations Provisions of this contract which by their nature survive Final Completion or termination of the contract, including any and all warranties, Indemnities, paym nt obligations, the obligations to settle disputes by arbitration and the right of Owner to audit the books of Contractor, shall remain in full force and effect after Final Completion or termination of the contract. Liquidated Damages IF FINAL COMPLETION IS DELAYED BEYOND 45 CALENDAR DAYS FROM COMMENCEMENT OF WORK, CONTRACTOR SHALL BE CHARGED $500.00 FOR EACH CALENDAR DAY OF DELAY, excluding days where work is not allowed by local government authority and excluding days where weather conditions interfere with normal operation. Substantial Completion SECOND ADDENDUM TO SEPT. 15, 2017 PROPOSALICONTRACT This "Agreement" is a Second Addendum to the Proposal/C ntract dated Sept. 15, 2017 (the "Contract") from Miami Beach Seawalls, Inc. ("Contractor") o Richard Ashby (Owner"). This Agreement shall govern over any inconsistency or omission in the Contract and first Addendum, both of which are incorporated herein. Upon the occurrence of any one or more of the three following events below, the Owner shall be entitled at his sole discretion to terminate this Contract and Addendum and upon giving notice of termination Owner shall have no further liability to Contractor and Contractor shall cooperate with Owner to promptly turn over and transfer to Owner or Owner's designee all permits, applications, engineering plans and drawings: 1) there is a revision or new enactment of any provision in any Federal, State, Cpunty or Municipal Code or any regulation at any governmental or agency.le al whit f' '5tild cause an increase of more than 10% in the Total Construction Costa o; $934&5.0 {jhe "Contract Price"); or ! • • • • • • 2) there is an increase of more than $5,000 for the estimated Engineeringd Expediting • fees, (as set forth in the Contract); or G • • • • • • • • 3) there is an unforeseen condition arising without fault of the ( Contt'acter that requites submission of a change order of more than $5,000. r . .. ' • This Second Addendum is entered as of the date written below. Dick Ashby, Owner X Sept. (Signature) Miami Beac)-eawalls, Inc ontractor 2017 X l�� , ' s': - t Sept. c2 2017 (Signature) . • • • . • . . •. . • • • • • . •. SECOND ADDENDUM TO SEPT. IS, 2017 PRO ONTRACT 1 ent" is a Second Ad m the This "Agreement" Proposal/CA "Corot") from Miami .Beach Scams Inc. ("Contractor") to Agreement shall govern over any inconsistency err omission in both of which are incorporated herein. Upon the occurrence of any onc or more of the three following entitled at his sole discretion to this Contract and termination Owner shall have no further liability to Contractor with Owner to promptly turn over transfer to Owner or applications. engineering plans and drawings I ) there is a revision or new enactrnent of any provisiOn Municipal ends.- or any regulation at any cause an increase of more than 1 n% in the Total "Contract Price"); or 2) that is an increase of more than $5,000 for the fees. (as set forth in the Contract); or 3) tee is an =foreseen condition arising without fault submission of a change order of more than S$.000. This Second Addendtan is entered as of the date written below. Dinh Ashby, Owner X Sept. Z� J de dated Sept. IS. 2017 (lute Altshby (Owner). This Contract and first Addendum, any Federal. Stye. Cos.:. or agency levied notch old Clashes of S9 $5O qv,• E3tgisjeling• • • • • f the Coutracrraettat. requires'.; 017 17 . . . . . • • • • • •• • • • • • • • • • • • •• ` Arlenis Silvera From: Arlenis Silvera Sent: Wednesday, November 15, 2017 4:31 PM To: 'SEAWALLC@BELLSOUTH.NET' Subject: 1480 NE 101 ST Hello, Dry run review is complete for 1480 NE 101 St. and there are no comments from the reviewers. You may submit for your permit whenever you are ready. Best Regards, Arlenis Silvera Permit Clerk Supervisor Miami Shores Village 10050 NE 2 AVE Miami Shores, FI 33138 305-795-2204 www.miamishoresvillage.com Arlenis Silvera From: Arlenis Silvera Sent: Thursday, December 07, 2017 12:03 PM To: 'SEAWALLC@BELLSOUTH.NET' Subject: 1480 NE 101 ST WSW17-2576 The review is complete. We are pending a copy of the contract and job value. Please email or submit the contract for review. Best Regards, Arlenis Silvera Permit Clerk Supervisor Miami Shores Village 10050 NE 2 AVE Miami Shores, FI 33138 305-795-2204 www.miamishoresvillage.com Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 Inspection Number. INSP-001841-2018 Permit Number. WSW-10-1T-2576 Scheduled Inspection Date: November 26, 2018 Inspector. Riveron, Alexis Owner DICK ASHBY Address: 1480 NE 101 ST Project Miami Shores, FL Contractor. MIAMI BEACH SEAWALL INC BRIAN JOHN MORETTI Permit Type: Retaining Walls/Seawalls Inspection Type: Building Final Work Classification: 'Repair Phone Number. Parcel Number. 1132050240070 Phone Number. 9548227219' Building Department Comments REPLACE 44' SEAWALL - NEW CAP 03-29-2018 Work not as per approved plans. Stop work order issued. Checklist Item General Comments Passed Passed False Inspector Comments Comments Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. November 21, 2018 For Inspections please call: 305-782-4949 Page 6 of 20 JOHN H. BUSCHER, P.E. STRUCTURAL • CIVIL CONSTRUCTION MANAGEMENT October 25, 2017 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores FL 33138 Re: Residence at 1480 NE 101st Street Miami Shores FL 33138 Seawall Repair Certification Building Official, • • • • • •• • • • •••• • • . • •• I, John H. Buscher PE, to the best of m belief andprofessional judgement, cent •ghat tha a1x e Y J g referenced seawall repair has been designed to meet the requirements of ASC.24-14 441 to withstand wave induced loads associated with a FEMA 100-year storm event.•Pre se refer•toothe attached signed and sealed calculations. • • • • • • If you have any comments or questions regarding this letter, please do not hesiiate'to contact me. Sincerely, 1b' hn H. Buscher, P.E. L PE #41844 4404 S.W. 139TH COURT, MIAMI FLORIDA 33175 TEL. 305-554-9170 E-MAIL JBUSCHER@BELLSOUTH.NET Name —FF-. ���_......_.._..... _ ._ Address architect/professional engineer licensed in the State of Florida. Process Number: Miami Shores Village Building Department 10050 NE 2nd Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPi,C FUR UNDER THE FLORIDA BUILDiNG CODE. i (We) nave been retained byth((, C�GA 'i to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered _ Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) _._. Miami Dade County Administrative Code, Article iI Section 8-22 Special Inspector for Trusses > 35 ft. long or 6 ft. hign Steel Framing and Connections welded or bolted _ Soil Compaction _ Precast Attachments _ Roofing Applications, Lt. Weight. Insul. Conc. Outer CONGRIcre- gr►-;+r✓t. PiuM(a7 ••'••' Note: Only the marked boxes apply. • •• • file following individual(s) employed by this firm or me is authorized representative to perfprm •• • inspec ion'"• • . • ••• • • • • •••. •••. • •••. • . • • • . • • • • • •• •• • • • • • • ••.. • • • • • • . • . .•• • . •.• . • • • • "Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified b) education or icensure to perform the duties assign by Special inspector. The qualifications shall include iicensure a:s 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 NCL•ES Fundamentals Examination. or registration as building inspector or general contractor. I (tine) will notify the Miatni Shores Building Department of any changes regarding authorized personnel performing inspection services. l (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. aled Print Engineer/Architect JOHN H. BUSCHER, P.E. Consulting Engineer PE # 41844 (Structural) 4404 SW 139th Court Miami, FL 33175 Tel. (305) 554-9170 Moretti_1480_NE_101_St_Miami_Shores_Seaa`UTR di -rid ft6rlcr2t8-CJ I.Rp pair.xmcd Design Concrete Deck Slab Gravity Loads a) Pool Deck Superimposed Dead Loads: Wfl SDL .01 psf.for tile b) Pool Deck Live Load, Wfl LL .040 ksf. Determine reinforcing in 6" patio slab for 1 span of 9.0' max, continuous with 2.5' cantilever Clear span and size: Wfl LL 0.040 Lc := 8.5 ft. Wf1 SDL •01 b := 12.0 in. strip t:= 6.0 b Ws1self 150 144000 Wsl_self = 0.08 Wu_gr := (1.7wft LL + 1.4Wf1 SDL + 1.4Wsl self Determine Ultimate Moment: Design Shear stirrups fc := 5000 d:=t-2.25 psi. d = 3.75 For Bottom Bending Moment: As_req Mu bot (wu_gr)' Mu_top := (wu_gr) and Longditudinal rebar: in. wu_gr = 0.19 ksf L2 c 8 2 Lcant• • 2 Mu_top = 0•§$• : Mu bot = 1.69 fy := 60000 psi. For Shear: := . in. , to provide 2.0" cover (min) over 4tbers •. .. 4 := 0.9 Mu_bot = 1.69 ft-kips/ft 2 Mu_bot•12000 b•d•fc - (b•d.0 - 2•b•fc• 4) As_req = 0.101 12 As_prov 0.20 12 fy in2./ft, therefore provide #4 at 12" o.c. bottom ave For Top Bending Moment: As_prov = 0.20 := 0.9 in2/ft. Mu_top = 0.58 2 Mu top•12000 b•d•fc - (b•d•fc)- 2•b•fc As_req :- As_req = 0.035 12 As_prov := 0.20' 12 fy in2., therefore provide #4 at 12" o.c. top ave As_prov = 0.20 in2/ft. ft-kips/ft • . • • • • . • •• . Lcant 2.5 ft ft-kips./ft ft-kips./ft •••• • • •.•• • • • • • ••• •. •.•. • • •••. • • • • • • • • • • •• • • • • • • • • • • • • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 1 of 19 • • Determine reinforcing in 12" x 16" Deck Slab Beam B-1 for single span condition of 8%4" ft. max at slab cantilever Clear span and size: L := 8.33 ft. b := 12.0 in. t := 16.0 in. Wu_gr := (1.7wf1 LL + 1.4Wf SDL + 1.4WsI_self) (Lc + Lcant)2 2•Lc Wu Wu_gr Determine UIt. Shear: Determine UIt. Moment: Design Shear stirrups fc := 5000 psi. d := t - 3.75 �Vc 000 fc•b•d dVc — = 8.84 2 For #3 ties at 6" + Wself Wu_gr = 0.19 wu = 1.46 klf Vu:=wu•2.1.15 L2 Mu := wu• 8 and Longditudinal rebar: fy := 60000 d = 12.25 kips, < Vu = 6.97 TVs := 15.0 kips For Bottom Bending Moment As :- Vu = 6.97 M„ = 12.63 12•(16 - 6) ksf wseif 144 .150 kips. ft-kips psi. For Shear: := 0.85 • • • in. to provide 3" cover (min) over #dies' 4Vc = 17.67 kips. cVc 2 • • • • • • • • . • .• • = 8.8it" kips. • •• •••• •. ••• •• •• •• kips., therefore shear ties not required; •; (1)Vc + cVs = 32.67 kips > := 0.9 Mu = 12.63 2 M u • 12000 b•d•fc - (b•d•fc) - 2•b•fc• AS = 0.231 As_prov 0.31.2 fy in2., therefore provide 2 # 5 bottom As_prov = 0.62 in2/ft. ft-kips/ft • • • vu = •8.97. •••. • • • • • • • • • •• • • • • • • • • . ..kips 0.11 .. • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 2 of 19 Determine maximum Toad on 3" diam. schedule 80 pin piles along GB -1 at slab cantilever Clear span and size: L := 8.33 Wgr (Wfl_LL + Wfl_SDL + Wsl self (Lc + Lcant)2 W := Wgr• + Wself 2-Lc Determine Max load: P :_ ft. b := 12.0 in. w•L 2 t := 16.0 in. wgr = 0.13 w = 0.94 klf P = 3.91 8.(12 - 6) ksf Wself := 1 .150 tons. < 5 Tons Allowable OK • . . •. . • • • • • • • .• .. • . • • . • • • • • •• • . ••.• • .•• • • • • . . .•• •• ••.• • • • • • • • • • • • • •• • • • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Concrete Deck Repair 1480 NE 101 th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 3 of 19 • 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 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 ry := 110 psf. Water weight 7t12o 62.4 Friction angle, internal Coeff. of active earth pressure (gravel/sand mix) ka := tan _ (—soil \2 4 360 TC _soil \2 Coeff. of passive earth pressure kp := tan — + Tr 4 360 S. F. for Passive pressure Allowable passive earth pressure 1lprime 50 psf Ga:= 2.0 Kp_ailow "(prime 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) psf. _soil := 30 degrees ka = 0.33 kp = 3.00 • • Kp allow = 150.0g 'er foot of depth for saturated soil Hwaii 9.75 drill 0.5 • • • • • • ft, •••• • • •• •• ft, • • • • • • • • • • • ••• • • • • • • • • • ••• •• • • • • • • • • • • Hf Hwail — dfilh: • tif = 9.25' • • ft. •• • •••• • • Ha Hwaii — 1.0 Ha = 8.75 • ft Sa := 9.0 ft. D:= 12.0 ft. Deff := D Dwali 2.0 ft. Hmiw := 3.0 ft. Unbalanced water height above mean low water H 3.5 u •— ft. Den = 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 Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 4 of 19 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 1000 Hf Fsur = 0 qsur := 0 kips/ft. b) Forces due to dry/moist backfill on inside face of seawall (Hf - Hmlw)2 Fry1 ka 1000 2 Fry1 = 0.72 kips/ft. F 2 .- ka 1000 `Hf - Hmiw) Hmiw F12 = 0.69 kips/ft. c) Forces due to unbalanced water pressure on inside face of seawall 2 7H20 Hu F/H2o1 := 1000 2 FryH2o1 = 0.38 kips/ft. /H2O r F . H202 = 1000 (Hu) •Hmiw F/142o2 = 0.66 kips/ft. d) Force due to submerged backfill on inside face of seawall "(prime Fryprime ka • 1000 2 Hmiw Fryprime = 0.08 kips/ft. e) Total Horizontal Force transmitted on back of panels per foot of wall Ftotal :_ (Fsur + Fryi +Fry2 + FryH201 + F.H202 + Fryprime) f) Total Horizontal Force transmitted on back of panels at each pile FH_pile := Fsur + Fry1 + Fry2 + FryH201 + F..H202 + Fryprime) •Sa g) Kp iprime Fryprime_p Gs 1000 Fryprime_p = 14.40 Hf Ysur:= 2 Yry1 := Hmiw + Hmiw Yry2:- 2 Hf - Hmiw 3 • Hit Yryy201 Hmiw•' • •-•-• • • • • 3 ••• • •••• •• • Hmiw • YryH7r1: 2 • • • • • • • •••• •• •• •••-••• • • •• •• • • • Yiryprinp • • • •• • •••• • • •••• • Hrr31w • � •.,••• ••• • •• Ftotai = 2.52 kips/ft FH_pile = 22.64 Maximum Allowable Force due to passive earth pressure on outside face of 12" wide" pile Gs = 2.00 Safety factor for stability SA := 2.0 single pile factor 2\ Deff 2 SA FH_pile kips/pile > 2 Yryprime_p -1 ' Deff 3 - 11.32 kips, OK Kp := 4.0 kips • • • • • • • • • •• • • • for limerock 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 Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 5 of 19 C) Determine Uniform Horizontal Loading on Concrete Cap Beam and Horiz. Force on Batter pile Take Moments about Desiqn 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 b) c) Msur := Fsur•(-Yryprime_p + Ysur) Msur = 0.00 Moments due to dry/moist backfill on inside face of seawall slab Mry1 = 6.50 Mry1 Fry1 •(—Y7prime_p + Y-y1) M-y2 := Fry2 • (—y.iprime_p + Y12) Mry2 = 3.78 Moments due to unbalanced water pressure on inside face of seawall slab. MryH201 FryH2o1 •(—Yryprime_p + YryH201) MryH2o1 = 3.12 MryH2o2 F1H2o2•(—Yryprime_p + Y'H2o2) M1H2o2 = 3.60 d) Moment due to submerged backfill on inside face of seawall slab Mryprime F-yprime•(—Yryprime_p + Yryprime) Mryprime = 0.38 ft-kips/ft. ft-kips/ft. ft-kips/ft. ft-kips/ft. ft-kips/ft. • • . . .• • • ..• • • ..•. • • • • fl►kips/ft. • •..• • • • . . . . e) Sum of Moments due to pressures on inside face of seawall slab, about point •13:• • • • • Msum := Msur + M11 + M-2 + MryH201 + M1H2o2 + Mryprime Msum = 17.39 ft-kips/ft. .•.• • . • • •• •• •••. • • . • • • • • .. • • • • • • • • • •. .. • •• • •. f) Horizontal Loading Along New Concrete Cap Beam consider 100% of existing retained load, w,,: Msum Wh :_ —Y-yprime_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 load: Ffegd:= [(1)•Wh•Sal Freqd = 12.27 Sa = 9.00 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 Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 6 of 19 • D1) Determine Required Concrete Cap Beam Size and Reinforcing at typical span: Sa = 9.00 ft. a) Maximum Shear and Bending Moment, assume 2 span cont.: Sa Vu := 1.15.1.7•wh•-2 2 Vu = 12.00 kips. Mu := 1.7•Wh• 8 S2 a Mu = 23.47 ft-kips. b) Check longditudinal 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 plus 2 #5 intermediate fc := 5000 psi. fy := 60000 psi. b := 24 in. w := 36 in. dface w - 4.0 in. , to provide 3" cover (min) on # 3 ties. shear 44oVc 1000 2• fc-b-dface cVc = 92.32 kips (¢Vc - 46.16 2 Afaces_req kips. < Vu = 12.00 (I)flex 0.9 (1)shear 0.85 dface = 32.00 in. kips, therefore no shear reinforcement is required. however, provide #3 closed ties at 12" o.c. for transverse . . crack control., and 2 #3 closed ties on each side of eacii•new battecpile . 2 M u • 12000 b'dface'fc - �b'dface'fc) - 2'b•fc' flex Afaces_req = 0.16 Afaces_prov = 0.93 fy in2 A5 bar 0.31 in.2 Afaces_req = 0.16 i n.2/bar . . .... . . •. .. • . .• • . .•• •• .... . • ...• Afaces_pro,i -`-' PA. 5 bar • • . . in2 OK for 5 #5's top aid bottom; • • • • • . • . plus 2 #5's intermediate'consfcf r.oDt boatel 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 Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 7 of 19 El) Determine Req'd Axial Load Capacity in 4:12 Batter Pile, for new pile to carry 100% of lateral load 10.5 Freqd = 12.27 kips Rise := 12 in. Batter := 4.0 in. Diag :_ (Rise2 + Batter2J Diag = 12.65 Rise Pregd := Batter Freqd Preqd = 36.82 Preqd TOfSregd :— 2Tonsregd = 18.41 kips tons < Tonsailow := 25 tons, per FBC, for 12" x 12" pile O.K. Determine Required Tension to be developed in steel kingpile strands and addl rebar dowels embedded in each vertical king pile and wall: 2 2\0.5 Diag :_ (Rise2 Batter Diag = 12.65 in. 12 Tu_regd := 1.7 Diag Preqd Tu_regd = 59.38 Wpanel:= .15•.67.7.0•Sa 36.20 Wcap :_ .15. Sa 144 Woe := .15.1.1.8.0 kips its := 0.9 Fy := 60 ksi Wpanei = 6.33 kips Wcap = 6.75 kips Wpile = 1.20 kips 12 Tu strand regd := 1.7 Preqd - 1 4(Wpanel + Wcap) Diag fps := 270 ksi Astrand := 0.153 fse:= 0.7•fps 2 11 Id full := fps — •f SeJ• 2 for 1/2 270 ksi strand Id Tn_strand_prov := Astrand 'fse' 4 Id_full Tn_strand_prov = 17.35 kips < Tu_strand_regd = 41.06 • • • • • •• • • • •••• • • •.•• • in. •• • Tu strand.regar 41.0p . :kips • .• •• Id full = 72.00 .'lil Id := 12 in. strand embedment in cup • • • • • • •• • •.•. • • •••• • • • • .•• • • • •• kips, , provide addl reinf dowels in king pile • • • • .. • • • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 8 of 19 Determine Required Tension to be developed in new steel rebar dowels embedded in each vertical king pile and wall: Tu_dowel_reqd •= Tu_strand_regd — Tn_strand_prov Tu_dowel_reqd = 23.71 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 := (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 king pile A6bar"Fy = 36.00 kips yield strength Tu_dowel_reqd = 23.71 kips, 0. K . • • ... Pile driving formula, Per FBC 1822.1.1 and FBC 1822.2 , for 25 ton min allovlg_Ipad For Drop Hammer, 5000 lb 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 Toad, 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 DropHammer Formula p := 2 W h P = 50000.00 S - 1 Pile Driving Log to be kept for each pile driven per FBC 1822.1.20 .... . . .... . . .. .. • . . • • • • • . . .. • . .... • • .... • . .. . .. .... . • . • . ••• • .. .. Ibs, allowable - 25.00 Tons, allowable 2000 • . .' . . . • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 9 of 19 Check lateral shear in cap beam from seawall panel combined with transfer shear to resist compression of new batter pile Sa Vu_panel 1.15•1.7•wh• 2 12 Cu_pile 1.5 Diag Pregd Vu_pile Cu_pile Vu_panei = 12.00 kips, horizontally . Cu_pile = 52.39 kips Vu_pile = 52.39 2 2 Vu_comb Vu_panel + Vu_pile fc := 5000 psi. d := t - 4.0 kips vertically at each side of batter pile Vu_comb = 53.75 fy := 60000 psi. b := 36 in. kips t:= 24 in. , to provide 3" cover (min) on # 3 ties. shear (toVc 1000 2 'c • b d 4:1)Vc — - 43.27 2 Os_tie 15.0 kips. < kips/tie �Vn := 4Vc + frkVs_prov 4Vc = 86.55 kips Vu comb = 53.75 kips, in. dshear 0.85 d = 20.00 in. • • • • • • therefore shear reinforcerrg�ts;:requiwel•••• provide 2 #3 closed ties at each side of each batter pile. • • •••• • • • • • • • • 4:0Vs_prov 4Vs_tie•2 �Vs_prov = 30.00 kips •• •• • • • • • • • • • .• •• • • • • • • • • • • = 116.55 kips. > Vu_comb = 53.75 kips, therefo•re O.K� • • • •• • • • • • • • . • • • • • • • • •• • • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 10 of 19 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, cl of batter pile to cl of king pile max Cu_pile = 52.39 kips Mu_ecc Cu_pile•eCC Mu_ecc = 13.10 ft/kips bell := 32 inches, consider 16" to left and right of pile location d:=24-4 d = 20.00 in 0:1):= 0.85 fc := 5000 psi. Abots_req fy := 40000 psi. for #3 ties 2 Mu ecc•12000 beff•d•fc — (beff•d•fc) — 2.beff.fc. — 4Hex fy Abots_req = 0.22 in2 A3 bar 0.11 in.2/bar Abots_prov : 4.;43Fbar •• • Abots_prov = 0.44 in.2 OK for 2 #3 closed ties at each side of pile location. • •••• • • • •••• • • •••• • • • •• • • • .• •• •••• • • • • ••• ••• •••• • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • • • • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 11 of 19 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 drv/moist backfill on inside face of seawall Y (Hf - Hmiw)2 Fry1 ka 1000 2 F12 .- ka 1000 (Hf - Hmlw)'Hmiw Ffriction := (Vry2 + V./1)•Sa = 3.79 kips Fry1 = 0.72 kips/ft. F.y2 = 0.69 kips/ft. 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 DLp11e := 1 (.15.8 + .085.12) DLprov := DLpanei + DLcap + DLpile DLprov = 19.32 kips over Sa = 9.00 With safety factor against uplift/overtuminq: Rise Treq : Diag Pregd — (V y1 + V12)'Sa DLpanei = 9.00 DLcap = 8.10 DLpile = 2.22 Vry1 := Nfiill' Fry1 V12 := Nfiill' Fry2 Nfill := 0.3 V11 = 0.21 kips/ft. Vry2 = 0.21 kips/ft. kips over Sa = 9.00 ft. kips over kips • • ft. ••.••• ... • • ••.. • • • • • •. .. •.•. • • •.•. •••••. .• • ••.•.. • • ••••.. • • ••••. • • ••... •..... • • • • • • • . • .... . • •• • • SF:= 1.5 included in allowable tensidricapacityaf.new king pile••• ft. Treq = 31.14 kips > DLprov + Ffriction = 23.11 Tpile req := Treq — (DLprov + Ffriction) Tpiie_req = 8.03 kips, Therefore Sa = 9.98. ••.••. • •••••. •••• • • • • • . •••••• • • ••••. •••••. • • • • • 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 Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 12 of 19 • G) Determine Bending Moments in 9' 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 Ftotal (Fsur + Fry1 + Fry2 + FryH201 + FyH2o2 + F.prime) Ftotal Lc Rtotal = Ftotal' 2 L2 Mtotal Ftotal' 8 8.0.12 Rtotal = 10.06 ft-kips/operating equal to bottom Mtotal = 20.13 ft-kips/operating equal to bottom brs :- brs = 48.00 in. 2 H) Determine Required Reinforcing in Concrete Wall Panel Design Horizontal Steel to carry retained pressure f, := 5000 psi. (0.40 w/c ratio max.) fy:= 60000 psi. For Bending Moment: Mu := 1.7•Mtotal M„ = 34.22 ft-kips. M12000 -](b.d.fC)2 - 2•brs•fo 4flex As :_ For #5 bars, fy Abar 0.31 As n :- Abar Spacing of bars reqd: brs S := — n in.2/bar n = 4.91 in. s = 9.78 in. = 2.52 L, := 8.0 ft. max clear kips/ft, assume that total horizontal force acts on bottom 1/2 of panel (conservative) over resisting strip 1/2 of panel above berm over resisting strip 1/2 of panel above berm L, = 8.00 ft. clear between itlj••itipg piles •• ...... • • . brs = 48.00 in. •...t:� 8.0 • • irl. ...... d:=t- 2.5+ .625... .. d=5.19••in • 2 ...... • 000000 . • • • . ▪ . • As = 1.52 in.2 . .• 000000 . • 000000 . • . • 00000 000000 • • • • 000000 . . . • 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 Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 13 of 19 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 7 := 110 psf. Soil weight, submerged '(prime := 50 Coeff. of active earth pressure (gravel/sand mix) ka := tan Coeff. of passive earth pressure S. F. for Passive pressure Allowable passive earth pressure Ga := 2.0 kp := tan Kp_allow :_ '(prime' 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 bemn to bottom of slab) Mean Low Water height (above top of berm) Unbalanced water height above mean low water Water weight '1H2o := 62.4 psf. psf Friction angle, internal (_soil := 30 degrees /7r Ck_soil 2 ka = 0.33 4 360 2 (� _soil IT kp = 3.00 \ 4 360 ) Kp_aliow = 150.00 • per foot of �ptfj • •.fpt saturated soil ••.. ...... • • ••.• Hwaii := 9.75 ft. dfill := 0.5 Hf := Hwaii — dfill• Ha := Hwaii - 1.0 Sa := 9.0 D := 12.0 Deff := D Dwaii := 2.0 Hmiw := 3.0 Hu := 3.5 •••• •• ..•... ft. • • . •• •..... • • Hf = 9.25 • ft • . . ••.•.. • Ka =68.75 • • it. • •• •• ft. ft. ft. ft. ft. • • • • • •• .• •••. • • •••• Deff = 12.00 ft. ••..•. • • • •.•... • • •.•.•. • • •.••. • . ••••• •....• • • 000000 • • •••.•• John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 14 of 19 Water weight Height of water above top of cap at BFE Hwater above wan := Hflood — 6.25 = 3.75 ft Dynamic Pressure Coefficient For Risk Category II Cp := 2.8 IH2o := 64.0 Hwall ds :- = 4.43 2.2 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 per ASCE 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 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) Hwall := 9.75 ft. EL +6.25 ft NGVD Mean Low Water height (still water elevation) Hmiw := 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 ft. Hflood := 10.0 ft. EL +10.0 ft NGVD • • . . psf. • ft • • . . •. • • • . •..... • • • •• • • •. 11••••• 'ds7••. • •.•. Pmax := Cp'1H2o'ds +'t'2'('. 20 • ••.. •..... • Pmax = 1134.55 psf • •.. • 2 Ft:= 1.1Cp'1H2O.ds + 1.9.1H2o.ds2'• Ft = 6259.98 pif .. ••.••. •• •.•.•. . • ••••.. • • 000 . • •••.• •..... • OOOOO. • ••••.. • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 15 of 19 B) Determine wave bulkhead forces, and action line distances Nei, 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-'H2O'ds2'yH2O'ds2 b) Total Horizontal Force transmitted on front of panels at each pile Ft_wave 1000 Fwave_pile Sa = 6259.98 plf Ft_wave = 56.34 kips Fwave_pile C) Determine Uniform Horizontal Loading on Concrete Cap Beam and Horiz. Force on Batter pile 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) b) Horizontal Loading Along Wh wave Mwave —yryprime_p + Hwali Mwave = 27.74 New Concrete Cap Beam due to wave action: Wh wave = 2.02 klf. Wh ft jcips/ft.• ...... • ••• . • • •.•.•• •••. • •• • SUM •••• •• —y-1prime_p+'Ha••; • Wh=•1s4f •• •. • • • • • c) Net Horizontal Loading Along New Cap due to wave action less Retained fWl 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 L(1)'Wh_net-Sal Freqd = 5.89 • . • . • •• • • •• • • • •• klf. towards upland Sa = 9.00 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 Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 16 of 19 D1) For Wave Action Sa= 9.00 ft. Determine Required Concrete Cap Beam Size and Reinforcing at typical span: a) Maximum Shear and Bending Moment, assume 2 span cont.: Sa V„ := 1.15.1.7 •wh_net' 2 V„ = 5.75 kips. Sa := 1.7•wh• 8 2 Mu = 23.47 ft-kips. b) Check tongditudinal 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 dface w - 4.0 psi. fy := 60000 psi. b := 24 in. w := 36 in. in. , to provide 3" cover (min) on # 3 ties. shear 2 jc•b•dface cVc = 92.32 kips 1000 etsVc = 46.16 2 Afaces_req 441ex := 0.9 (1)shear := 0.85 dface = 32.00 in. kips. < V„ = 5.75 kips, therefore no shear reinforcement is required • ••••• • . . • however, provide #3 closed ties at 12" o.c. for transverse" • • • • • crack control., and 2 #3 closed ties on each side of eachhnerVt5atter pile• • •••... • 2 b'dface'fc - I (b'dface'fc) - 2•b•fc Mu • 12000 flex Afaces_req = 0.16 Afaces_prov = 0.93 fy In2 As bar 0.31 in.2 Afaces_req = 0.16 •••• •. •• • . •••• •••••• • • ••.••• • . • • • in.2/bar Afaces_prov % • 3' .65 bar • • • •. • . • in2 OK for 5 #5's top and bottom; • • • plus 2 #5's intermediate consider out board bars to resist horiz. bending. • • • • • ••• .• ••.• • • •••• • • ••••. El) Determine Req'd Tension Load Capacity in 4:12 Batter Pile, to carry net wave action) Toad • ••.•. ...••• •.•.•. • • 000000 • • • • • • .•.... • • ..•.•• John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 17 of 19 ( 2\0.5 Freqd = 5.89 kips Rise:= 12 in. Batter:= 4.0 in. Diag := `Rise2 + Batter-) Diag = 12.65 in. Rise Pregd Batter • Freqd Preqd Tonsregd 2 Preqd = 17.66 kips Tonsregd = 8.83 tons Tonsatiow 10 tons, allowable tension for approx = short term load O.K. Determine Required Tension to be developed in steel batter pile strands and add'I rebar dowels embedded in each vertical king pile and wall: 20.5 Diag := (Rise2 + Batter) Diag = 12.65 in. 12 Tu_regd := 1.7 Diag .Preqd Tu_reqd = 28.48 kips 4 := 0.9 Fy := 60 ksi Wpiie .15.1.1.8.0 Wpiie = 1.20 kips 12 ( ) Tu strand regd �= 1.7 Diag Preqd — 1.4 Wpile fps := 270 ksi fse := 0.7•fps Id_full (fps — 3 'fse . 2 Astrand 0.153 for 1/2 270 ksi strand Id := 12 Id Tn_strand_prov 4'Astrand 'fse' 4 Id_full Tn_strand_prov = 17.35 kips > Tu strand regd = 26.80 Tu_strand_reqd = 26.80 Id full = 72.00 • in. • • • • •• . in. strand embedment in cap• • • . • • •••• • • • Tu dowel regd Tu_strand_reqd — Tn_strand_prov Tu_dowel_reqd = 915 • 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 AbaIr. Fy = 36.00 kips yield strength <-- controls • kips • • 000000 •••• • • • • • • • • ••• •• ••••• • in batterpile • A6bar bond 37.885 kips A6bar 0.60 for #7 rebar dowel Tn_prov (4)'A6bar'Fy•1) Tn_prov = 32.40 •••• • • • ••• •• kips, , add add( rein dowels • • • • 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 batter pile > Tu dowel regd = 9.45 ••• • •• kips, O.K F) Determine Wave Bending Moments in 10' wide x 10'- 0" tall x 8" thick Precast Concrete panel: •••••. • •• •••••• • • • • •••••• • • ••••• 000000 • • • • •••••• • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 18 of 19 a) Consider spanning from pile to pile to be a simplespan consider 0.75 reduction for 2 -way action) 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 := 8.0 Fnet ( Ft wave Ft°tal 1000 j Lc Rtotal I Fnetl ' 2 L2 Mtotal I Fnetl 8 b,s := 8.0.12 ft. max clear •0.75 Fnet = -2.81 kips/ft, assume that total horizontal force acts over full exposed height of panel Rtotal = 11.23 ft-kips/operating over resisting strip = 22.46 Mtotal b,s = 96.00 in. ft-kips/operating over resisting strip G) Determine Required Reinforcing in Concrete Wall Panel L. = 8.00 ft. clear between adj king piles Design Horizontal Steel to carry retained pressure fc := 5000 psi. (0.40 w/c ratio max.) fy:= 60000 psi. For Bending Moment: Mu := 1.7•Mtotal Mu=38.19 ft-kips. M„• 12000 bra•d•f° -](bN.d.fc)2 - 2-bra f° 4flex As :- For #5 bars, fy Abar 0.31 AS Abar n := Spacing of bars reqd: in.2/bar n=10.49 in. b,$ s :_ — s = 9.15 in. n b,a = 96.00 in. .625) 2 ...•d=2.2i .irk •• •• 000000 .• . • • •••. • • • • ' . •. ••.t.:r.8.0 • • •••.:. • •••• • In. • •••• •.••.• • •••••• • • • • • •• As=3.25••in:2 • • . 000000 • • • • •. •. 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. •••••• • • • • ••.•.. • . ••••• • . ••.•. ••••.• • • ••.... • • 000000 • • John H. Buscher, PE Consulting Engineers Structural PE # 41844 4404 SW 139th Court Miami FL 33175 Tel (305)-554-9170 Seawall Repair and Concrete Deck Repair 1480 NE 101th Street Miami Shores, FL 33138 Oct. 25, 2017 with pages 14 to 19 for wave action calculations Page 19 of 19 ALL STATE ENGINEERING • September 30th, 2017 All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES -CHEMISTS -DRILLING -ENVIRONMENTAL SERVICES Miami Beach Seawalls 17027 West Dixie Highway Suite # 127 Miami, FL 33160 RE: Seawall 1480 NE 101st Street, Miami Shores, FL 33138 To whom it may concern: J_1 kL/C i URAL REVIEW APPROVED • • • •. • •. • • • •.•• ..•• • .. • • • • . . • • •• • • This letterpresents the results of All State Engineering & TestingConsultants, Inc. "ETC Oi@gt�chnic 1'� 9 9 �( ) �.... Engineering Study for the above referenced project. The purpose of the geoteshnieeT engiria9raral study was to evaluate the site subsurface conditions and provide foundation recommenafSfor the project. •; • • • . • .• • Project Description Our understanding of the site is based on our observations during our subsurface investigation. Information you provided to us indicates the project consists of a commercial structure with a seawall at above referenced address. �. ••. • •. • Test Method and Subsurface Investigation The borings were conducted in accordance with procedures outlined for Standard Penetration Test and split spoon sampling of soils by ASTM Method D-1586. Two (2) feet long, two (2) inches O.D. split spoon sampler was driven into the ground by successive blows with a 140 Ibs hammer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a time (continuous method) for the first ten feet, and driven 18 inches at a time on five foot centers for the remainder of the borings. Each sample was extracted for visual examination and classification of the soil samples. The number of blows required for one (1) foct penetration of the sample is designated as "N" (known as the standard Penetration Resistance Value). The N Value provides an indication of the relative density of non - cohesive soils and the consistency of cohesive soils. A general evaluation of soils is made from the established correlation between "N" and the relative density or consistency of soils. This dynamic method of soil testing has been widely accepted by foundation engineers and architects to conservatively evaluate the bearing capacity of soils. The subsurface investigation consisted of performing Two (2), 30-ft deep Standard Penetration Test (SPT) borings (B-1 and B-2). The borings were performed on September 28th, 2017. 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 Based on the information obtained from the SPT borings, Boring B-1 comprised of Topsoil from 0'-0" to 0'- 2"; Brown medium sand with some rocks from 0'-2" to 6'-0" with N values from 16 to 21, Backfill brown medium sand from 6'-0" to 8'-0" with N value of 14; Silt from 8'-0" to 10'-6" with N value of 5; Gray medium beach sand with some shells from 10'-6" to 12'-0" with N value of 8; Gray medium lime sand with coral rocks from 12'-0" to 17'-0" with N values ranging from 33 to 49; and Tan lime rocks from 17'-0" to 30'-0" with N values ranging from 49 to 91. Boring B-2 is comprised of Topsoil from 0'-0" to 0'-2"; Backfill brown medium sand with lime rocks from 0'- 2" to 7'-6" with N values from 18 to 22, Silt from 7'-6" to 10'-0" with N values from 4 to 18; Gray medium beach sand with some rocks and shells from 10'-0" to 11'-6" with N value of 15; Gray medium lime sand with coral rocks from 11'-6" to 17'-8" with N values ranging from 15 to 43; and Tan lime sand and lime rocks from 17'-8" to 30'-0" with N values ranging from 35 to 124. Detailed subsurface information is provided in the attached SPT Soil Boring Reports. Groundwater Conditions • • • The groundwater table was first encountered approximately 4'-0" below the existing.gr d surfpce,during the performance of the borings. The groundwater elevation is expected to change•witl•seasonal and tidal fluctuations, and during storm/hurricane events. The possibility of groundwater Ieverf etuations'sllould be • considered when developing the design and construction plans for the project. Foundation Evaluation and Recommendations • • • . •.•. •• •• •• •. •••• • • • • • . • • .• • . . •• Based on the encountered subsurface conditions and project location, we have evaluated a nu'haber of• foundation systems for the project. Special consideration in the analysis was given due to the location of the property being in an area classified as a Special Flood Hazard Zone. Additionally, there exists unsuitable soil strata of Silt (B1:8'-0" to 10'-6"; B2:7'-6" to 10'-0") which have N values that classify the soil's relative density as Loose. Because of these factors, we have selected the use of Augercast Piles and Helical Piles or Pin Piles. A deep foundation would serve to keep the structure in place in case of tidal surges/flood event. Also, the use of a foundation system using piling would bypass the unsuitable soils and organics and allow the direct transfer of the proposed structural Toads to the limestone layer encountered below, thereby providing a stable foundation. The following pile criteria should be used to design the support of the proposed structure: 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 Augercast Piles: The capacity of these piles is essentially developed in tip bearing and side friction. The analysis for this foundation option consisted of determining a pile capacity for a specific size and depth of installation. The relationship obtained is as follows: Pile, DiameterDepthf Proposed, ' _ Allowable,. Compressive Capacity Allowable Tensile + Capacity Allowable�Lateral Capacity 14" 20' 35 tons 8 tons 2 tons The.Augercast Piles should be installed with a minimum embedment of 3 ft into the limestone Iayer..Grout strength and steel reinforcement size should be determined by the Structural Engineer. ASETC should be provided with drawings and structural details upon their development for our review. A minimprrtof'three (3) indicator piles should initially be installed at strategic locations in order to AO; the sug,geeted pile • • depth. The pile installation should be grout, and reinforcing details. • • Helical Piles: .... . • .... • . • . ••• •• • . • • .... ..•. • • • The capacity of these piles is essentially developed in tip bearing and side friction. The analysis for this foundation option consisted of determining a pile capacity for a specific size and depth of instgafion7 The relationship obtained is as follows: .. . •.. . • • • •. Type Shaft,. Diameter Proposed. Allowable . ,Gompressive Capacity Allowable Tensile Capacity Depth Type B Helix Pile 3.5" 20' 15 tons 5 tons The Helical Piles' helix size/number and required installation torque should be determined by the Structural Engineer. ASETC should be provided with drawings and structural details upon their development for our review. Please refer to the chosen helical pile manufacturer's guide for termination and installation requirements. Helix size/number and/or final depth (shallower or deeper) may need to be adjusted according to torque values obtained during installation. A minimum of three (3) indicator piles should initially be installed at strategic locations in order to verify the suggested pile depth. The pile installation should be inspected to confirm compliance with torque requirements and depth. •• 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 ALL STATE rr�rcrcux� Limitations Regardless of the thoroughness of our geotechnical exploration there is always a possibility that conditions on the subject project may be different from those at the test locations. With this being said, ASETC reserves the right to amend/supplement this report upon discovery of new information. Should any subsoil conditions different from those reported in our boring logs be encountered during construction, All State Engineering and Testing Consultants, Inc. should be notified immediately. The conclusions provided by All State Engineering & Testing Consultants, Inc. are based solely on the information presented in this report. 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. We appreciate the opportunity to have been of service to you. Please feel free to contact us if there are any questions or comments pertaining to this report. Sincerely, Wayne Webb PE # 56701 All State Engineering & `Testing Consultants, Inc. ATTACHMENT 1.0 — BORING LOGS ``, otia11emsrrroad it; • ' �,C E Nub '•. ��� • / •IS; EOF .tct- r 11151;04°'. Si".0.-*N• :4" II' ... CCC?\:64%% 4rr,reiiiinoys, • • • • • • • • •• • •••• • • •••. • • •••• • • • • • • • • •••• ••• •• •••• • • • • •• •• •••• • • • • • • • • • • • • • • •• • ••• • • • r 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 ALL STATE urw¢u.c ATTACHMENT 1.0 - BORING LOGS . . . .. .. . .... • • .... . .... • . • • •.. ........ .... • • • • ........ • .. • • • • • • . • •. ..• • .: • • .. ••• • • • ALL STATE u.xw L as a 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 ALL STATE ENGINEERING> All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES-CHEMIST-DRILLING-ENIVIRONMENTAL SERVICES 12949 West Okeechobee Rd. Unit C-4. Hialeah Gardens, Florida 33018 / Phone: 305-888-3373, Fax: 305-888-7443 SPT SOIL BORING REPORT CLIENT: Miami Beach Seawalls Page: 1 of 1 CLIENT ADDRESS: 17027 West Dixie Highway, Suite # 127, Miami FL 33160 Report #: 1 PROJECT: Seawall Boring #: B-1 PROJECT ADDRESS: 1480 NE 101 st Street, Miami Shores FL 33138 Date: 9/25/17 BORING LOCATION: South East Side of the Property Driller: AG DEPTH (FEET) DESCRIPTION OF MATERIALS Sample No. Hammer blows on sampler "N" Value 1 0'-0" to 0'-2" Topsoil; 0'-2" to 6'-0" Brown medium sand with some rocks 0'-2' 9 11 10 10 21 2 3 2'-4' 12 9 10 11 19 4 5 4-6 10 •a : 8......16 7 - 6 7 6'-0" to 8'-0" Backfill brown medium sand 6'-8' • • •; • • ..•8•• 6'.... 3 ,.. •14 • • • 8 g 8'-0" to 10'-6" Silt i 8'10' • • Z. • 2. 3• . 1 .. • • •• • ..5 • 10 11 10'-6" to 12'-0" Gray medium beach sand with some shells 10'-12' • •• •• il.. 4• w • 10 • ••• 8 • . 12 13 12'-0" to 17'-0" Gray medium lime sand with coral rocks ' 12'-14': 13 : i d . 19 •++•..33 1? • 4 14 15 14'-16' ��16 • 18 19•••.: 22 • 37 16 17 16'-18' 25 21 28 29 49 18 17'-0" to 30'-0" Tan lime rocks 19 18'-20' 32 31 36 32 67 20 21 20'-22' 34 31 38 36 69 22 23 22'-24' 33 39 38 41 77 24 25 24'-26' 39 48 43 39 91 26 27 26'-28' 45 48 43 49 91 28 29 28'-30' 46 53 31 58 84 30 End of Boring @ 30'-0" WATER TABLE: 4'-0" below surface Respectfully Submitted: Wayne W,ebbr PE#56701 All State Engineering & Testing Consultants, In¢ As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clie ts, ant authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pendingour written approval. �! •'o + T' 'r 9 9 P PP �• �i.a:C OF 1 9 � . • • .... . • .... s • • . i All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES-CHEMIST-DRILLING-ENIVIRONMENTAL SERVICES 12949 West Okeechobee Rd. Unit C-4. Hialeah Gardens, Florida 33018 / Phone: 305-888-3373, Fax: 305-888-7443 SPT SOIL BORING REPORT CLIENT: Miami Beach Seawalls Page: 1 of 1 CLIENT ADDRESS: 17027 West Dixie Highway, Suite # 127, Miami FL 33160 Report #: 1 PROJECT: Seawall Boring #: B-2 PROJECT ADDRESS: 1480 NE 101st Street, Miami Shores FL 33138 Date: 9/28/17 BORING LOCATION: South West Side of the Property Driller: AG DEPTH (FEET) DESCRIPTION OF MATERIALS Sample No. Hammer blows on sampler "N" Value 1 0'-0" to 0'-2" Topsoil; 0'-2" to 7'-6" Backfill brown medium sand mixed with lime rocks 13 10 19 2 0'-2' 9 11 3 13 10 4 2'-4' 8 10 18 5 13 12•••..22 • 6 4'-6' • • 9 • 7 .•.®•. • •Iti • .-.. 8'.• ' s•• 8 7-6" to 10'-0" Silt 6'-8' ' • •?(T • 6 • 18 • g •• •• • . • • s 8102 11 10'-0" to 11'-6" Gray medium beach sand with some rocks and shells ' 41*4 • • �' 1• "". ' 12 11'-6" to 17'-8" Gray medium lime sand with coral rocks 10-12...1ti4 • 13 13 • 15• 1 , • 14 12'-14'. 3$. Q....... 1i 34 15 '•19' '• 22• • .• • 16 14'-16' 21 20 •.43 17 17 16 18 17-8" to 30'-0" Tan lime sand and lime rocks 16'-18' 19 18 35 19 29 31 20 18'-20' 36 38 67 21 33 36 22 20'-22' 41 48 77 23 43 45 24 22'-24' 53 51 98 25 52 61 26 24'-26' 53 58 114 27 57 49 28 26'-28' 46 49 95 29 51 61 30 28'-30' 63 60 124 nd of Boring @ 30'-0" WATER TABLE: 4'-0" below surface Respectfully Submitted: • •• • • •••• • • .••• • • • /��4, As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clientsnd au�horizatI n for.pubJiFtion of : statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. ti r it``'' Wayne Ws(bbr PE#56701 All State Engineering & Testing Consultants, Inc. • • 4 1480 NE 101 Street Miami Shores, FL 33138 Site Location Map • • • • • •• •.•• • • •••• • •••• ♦ -Boring Location - Boundary • • • • • • • • • SEAWALL REPAIR I45o OJCTM I48ON.L 101 STREET MIAMI SHORES. FL 33138 LEGAL DESCRIPTION: LOT 9, BLOCK I , OF REPLAT OF TRACT A OF MIAMI SHORES BAY PARK ESTATES, ACCORDING TO THE PLAT THEREOF AS RECORDED IN FLAT BOOK 56 AT PAGE 86, OF THE PUBUC RECORDS OF MIAMI-DADE COUNTY FOLIO # I I -3205-Q24-0050 Ca-?1 3-6'W4 4 P, 6 C,,A4A4R (o'` 01,/dc g.,,, S-? a•-e [,.2-L5 0 914 cat an95ss« s IGENERAL NOTES NaA,-rai RM oasta! Resour �� '�ie9uta��g Simon CONCRETE AND REINFORCING STEEL D;v4ipn(NFIRR0) Restoe36o„ 1. ALL CONCRETE (EXCEPT PRECAST PILES) SHALL 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 SHALL BE TESTED AT 3. 7 t 28 DAYS. SLUMP SHALL NOT EXCEED 5" (# 1 ") 2. ALL REINFORCEMENT SHALL BE G0000 PSI MINIMUM YIELD NEW BILLET STEEL. IN ACCORDANCE WITH ASTM AG 1 5 GRADE GO. 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 FINISH. PRECAST CONCRETE 1. PRECAST CONCRETE PILES SHALL BE 1 2" BY 1 2" PILES W/ 5000 P51 MIN CONCRETE AND 4-1/2" DIA, 270 KSI ASTM A4 I 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: 12 SLOPE WHERE SHOWN ON PLANS. RE1 Vf) OCT 25 zon 2. PILES SHALL BE CUT OFF AT ELEVATIONS WHERE SHOWN ON THE PLANS $ SECTIONS PIN PILING I . PIN PILES SHALL BE 4" DIAMETER SCH. 80 HOT DIPPED GALV. FILL WITH CONCRETE AND TO BE DRIVEN TO 20' MIN. PENETRATION INTO FIRM MATERIAL OR TO REFUSAL. STEEL 1. ALL MISC. STEEL COMPONENTS, BOLTS AND HARDWARE TO BE TYPE 3 I 0 STAINLESS STEEL AS AN ALTERNATE, HOT DIPPED ZINC GALVANIZED A30 OR A307 STEEL MAY BE USED. MISCELLANEOUS I. FASTENERS EMBEDDED INTO CONCRETE STRUCTURE SHALL BE ANCHORED WITH TWO PART EPDXY ADHESIVE ("HIM" HIT HY- 100 CARTRIDGE SYSTEM OR EQUAL). ANCHOR HOLES SHALL BE DRILLED TOYe" 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 1. ELEVATION SHOWN REFER TO NGVD 1929 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. 5. APPLICABLE BUILDING CODE. FLORIDA BUILDING CODE 201 4 5TH EDITION DESIGN LOADS I . CONCRETE DECK DESIGN LIVE LOAD = 50 PSF TURBIDITY CONTROL I • CONTRACTOR SHALL MAINTAIN A TURBIDITY CURTAIN AdOUND ALL WORK. fl T t..a i,..kg i..4.______ na: Wi f H AL 3ERAL • do ••• ••• • • • • • • LLLLLLL LLLLLLLLLL Lw. LLLLLLLL L L LLL K L L • t OU n On L LL • L ' M • L L LCQ o •- L.,..inL LT ra.18L L 2u dQ e) L L N ( p-' L L4•"~ LLL••• •LL ►. L Th LLLCLLLL•• L L• LLLLLLLLL L LLLLLLLLLLLLLL • 0- 20- 1 7 issued drawn checked protect no revisions: AB 000000 • • 00000• • ••.••.. • ••••• • • •...•• • • • • REcEiveD OCT 25 2017 Natures FRM Coastal Resource R Re9n s Section utvss of (NggRD)8 Restoration 15 5'-0" 44'-0" PORTION OF COLLAPSED CAP, 1 5'-0" BULKHEAD, AND T-PILES 7' 0" EXISTING SEAWALL PANELS AND T-PILES TO REMAIN, EXISTING CAP TO BE REMOVED ;\ EXTENTS OF EROSION DUE TO SEAWALL COLLAPSE — TO BE FILLED IN WITH NEW MATERIAL TO MATCH EXISTING GRADE COLLAPSED PORTION OF SEAWALL INCLUDING CAP , PANELS AND T-FILES SHOWN AS HATCHED PER LAN. 1 8'-0" 62'-0" LENGTH OF EXIST. KNEE WALL AND POOL DECK EXISTING SEAWALL CAP TO BE REMOVED, PANELS AND T-PILES TO REMAIN EXISTING 3' KNEE WALL TO BE REMOVED. 4,9'-0" TYP EXISTING SEAWALL PANELS AND T-PILES TO REMAIN 16'-0" 8'-0" I ',AV 9'-0" 6'-0" + + 4-EXISTt11lG C014S RETE+OOL 4- + + + + + + DECK TO BE REMOVED I G' BY +0 + + + + + G2'LONG + _ + OF EXI5TING SLAB LOCATED NEXT TO THE POOL TG REMAIN COLLAPSED CONC SLAB. DUE TO UNDERMINING FROM SEAWALL COLLAPSE, TO BE REMOVED. 37'-0" --4 1 7'-0" 41'-0" EXISTING POOL O O N D<ISTING POOL DECK O EXISTING PLAN SCALE : t/16" • •• ••� •• LLLL LL`L L L U-1 tC L LLL L +�' LLL '� L to L Ly U^ L r L ,•.',W��r' �L w 8 1: W rd 3 'RI L Lx ��a L r to it O L L• O LLL L•LLL �L LLLLiLLLL•L' LLt.LLLLVLLLLLL 4.. •• • ••, • • • • • •• • • • • • • • • • • • •• ti • • • • . • . • I• 03 .• «••'• • L P. • i Of •_ • N•t • �• Z W '4(ti. p• 0 _ • 0a W u) • Z a"Z �w O0O 0 ` in E ry 0 • I 0-20- 7 date issued drawn AB checked project no revisions: sheet no •••••• • 00000• • • • ••••• • • •••••• • • 00000• • ••••:• REMAINING INTACT PORTION OF SEAWALL BEYOND. SEE PLAN. 5.42' (NGVD) TOP / CAP ELEV COLLAPSED AND SUBMERGED PORTION OF SEAWALL TO BE REMOVED. SEE PLA ON SHEET S-2. ;) l MHW _\ +3.0' (NGVD) O NGVD) O EXISTING SECTION A-53 SCALE:3/8" = I'-O" 15'-O" • BERM ELEV. -5.0' (NGVD) EXISTING P/C CONCRETE T- PILES AT 9-0" O/C TO REMAIN 8" EXISTING BULKHEAD , PANEL TO REMAIN %� 42" HIGH CONCRETE RAILING TO BE REMOVED AND REINSTALLED. EXISTING CONCRETE SLAB TO BE REMOVED EXISTING 3' HIGH CONC. KNEE WALL TO BE REMOVED. REMOVE EXISTING .�. SEAWALL CAP _i M H W +3.0' (NGVD) -0.58' (NGVD) BERM ELEV. -3.5' (NGVDT— EXISTING SECTION B-53 SCALE:3/8" = I'-O" TOP / CAP ELEV= 5.42' (NGVD) +O4.92' (NGVD) ' REciv0 OCT 252017 NaturalResources Coastal Resources Re ou Regulatiowon Division (NRRRD) Ra tion 26" f—f REMOVE EXISTING (— SEAWALL CAP EXISTING P/C ‘'�\ CONCRETE T- \� PILES AT 9'-0" CV O/C TO REMAIN �\\� 8" EXISTING >\/_/ BULKHEAD PANEL j\\ TO REMAIN ?\ Pesi-ratiiv `DER - FAA- U' . P.. E.AT IF: FtI�v f, --� 13 0' (NGVD) MLW -0.58' (NGVD) O Lam! L L L L �t L± L L ^ LLL r L • �ll�LL� LLLLLL!•IL, •• 1LLlLLLLL6LLLLLL ••.r ••• ••, •.•• ••. •••• • •• • • \�\/\/\ %x/\ BERM ELEV. -3.5' (NGVD) EXISTING SECTION C-53 SCALE:3/8" = I'-O" •• • • ••• • Co • cn• • 4 co • �•40U)•1 •� w 7 _4 Ili C6 f0 • aw u=i • Q. O 0 Q .� •••••• • • • • : 0000• M ••••• v • • ••••• • • 000000 • • • • 0 a date 10-20- 17 issued drawn checked project no re nsicns: AB sheet no. S-3 3OF7 O 0 4,A 8'-10" a" THICK ,5000 P51 CONCRETE PANEL #5 @ 12" O.C. "*..........,` 2 Z" CL 0 y -:v 2" 11 6" NEW 8' -10" (VERIFY) WIDE X 10' -0" HIGH X 8" THICK MARK NUMBER "A" 5,000 P.S.I. CONC. PANEL. SCALE: I /4" = 1 '-d' 2 }" CLEAR 0 O 0 8" THICK ,5000 P51 CONCRETE PANEL 5@E"0.C. 5 @ 12" 0.C. 2 i" CL 2" 111, 6" O 0 8'-7" 2 }" CLEAR NEW 8' -T' (VERIFY) 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" = I'-0" EXISTING SEAWALL PANELS AND T-PILES TO REMAIN, EXISTING CAP TO BE REMOVED IN THIS AREA 44'-0" PORTION OF COLLAPSED CAP, 15'-0" BULKHEAD, AND T-PILES 5 5'-0" COLLAPSED PORTION OF SEAWALL INCLUDING CAP , PANELS AND T-PILES TO BE REMOVED AND REPLACED PER PLAN AND SECTION A/5-5 0 O 0 2 i" CL J 8'- 10" 0 • 8" THICK ,5000 P5 1 CONCRETE PANEL #S @ G" 0.G. #5 @ 12" O.G. 2" II, 6" 14, O O } CLEAR NEW 8' -1" (VERIFY) WIDE X 101 -0" HIGH X 8" THICK MARK NUMBER "C" AT EXIST T-PILE 5,000 P.S.I. CONC. PANEL SCALE: 1 /4" = I_-0" ? V: toE3 IDI a{isi'ON i" i �: �� yx 18'-0" 62'-O" LENGTH OF EXIST. NEE WALL AND POOL DECK 16-0" as EXTENTS OF EROSION DUE TO SEAWALL COLLAPSE TO BE FILLED IN WITH CLEAN MATERIAL TO MATCH EXISTING GRADE ©PROPOSED PLAN SCALE : I / 1 G. = 1'-O" NEW 12 X I E" CONCRETE GRADE BEAM, TO' OF GRADE BEAM . AT TOP DP CAP COLLAPSED CONC SLAB. DUE TO UNDERMINING FROM SEAWALL COLLAPSE, TO BE REMOVED. EXISTING SEAWALL CAP TO BE REMOVED, PANELS AND T-PILES TO REMAIN ! EXISTING 3' KNEE WALL TO 5E REMOVED. _ 9'-0" r r II Tn EXISTING SEAWALL PANELS AND T-PILES TO REMAIN ® a® 11 11 -II NEW G" thICK CONCREr1 SLAB AS FLA1, 8'-3" MAX i •i .- \co � �r r _Z'_O'._i ' EXISTING• CONC SLAB TO REMAIN d •• • 37'-0" (I 11 NEW NOT DI GALV. 3' h.D.SC PIN PILES SPACE. ED 80 AS PLAN �-- _- NBA' 1 2X 1 G" X G4' LONG CONCRP.TE GRADE BEAM B I AS PER 53CTION A -5G 11 1 ® - -to O 6 O � EXISTING 2,0" 0, CONCRETE SLAB ADJ 0 POOL TO REMAIN EXISTING POOL •O N EXISTING FOOL •DECK d CP NE'A' i 2 XIS' C1NCRETE GRADE BEAM, I TOP OF GRADE BEAM AT TOP OF CA' • • • ••, ••. ••. •• •••, •••• •••• : • RecErver) OCT 15 2017 DERM Coastal R�u ral R Regulab� & t n oNRRRDj to+ation EXISTING CONC SLA TO REMAIN L uj bUltEttLIELELL Lr LLL re L L �^ "6 ''0 L L y c: U, L V W&0MAL n n 2 • 'a 3_ L cc' NL L� 2O �a`-�L L+ N ^~' LLL L L. . LLLLLLC.L•II• • LLLL LLL 1- LLLLLI•LLLLLt •• I • .•• • ••CO • 0,1 0 •� I M• NN• • 1- �•O• _ • a W V) Cl- Z O p CO M E 0 • • ••• • Q •3 • W , U) ID G W O O at d 10-20-17 date issued drawn checked protect no revisions: AB ♦ sheet no. 4 OF 7 7 • •••••• • • • .... .• • • ••••• •00000 • •••••• • • 00000• • •••••o • • MHW +3.0' (NGVD) -0.58' (NGVD) PROPOSED SECTION A-55 SCALE:3/8" = I '-O" BERM ELEV. -3.5' (NGVD) CONC. PILE TIP/ ELEV. - 15.5' (NGVD) 1 3G" CAP AT EACH NEW BATTER PILE PROVIDE I # 7 HOOK DOWEL AND DRILL $ EPDXY 1 2" MIN INTO PILE. EXTEND 1 0" MIN INTO NEW CAP. RECEIVED OCT 25 2017 Natural ERM fiats! R esources Resources Roguknio Sermon Nvtain (NRRRO) Restoration 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. PILE. TOP / CAP ELEV 6.25' (NGVD) GRADE +5.75' (NGVD) 3" CLR TOP AND SIDES 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 CAP. 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 1 2" P/C CONCRETE KING 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 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. Id LIVISIGN • • •• L� LLL L L L u W�tM4.LL a LL `t2 2 LQa E i�IisA LL rp L N aaX LL L^~'' LLL 4 L 0 LLL • • L. LLL CLL 1! L.'LLLL LLLLL — ••, • •.4 •• •••• •• •.•• • • • • •. • •• • • • • ••• .r• . • cn • • �•u_ �..• i!'•. vfuf ti�0• 0W� n- Z' O p E 0 • 10-20-1 7 date issued drawn checked project no revisions: AB • sheet no. S-5 5 OF T 7 •.•••. • • • 0000000 ••••• • ••••• •••••. • • 00000 • 000000 G" 5000 PSI CONCRETE SLAB REINF. AS PLAN, MATCH EXIST. SLAB ELEVATION 12" WIDE x 16" DEEP GRADE BEAM B- I WITH 2#5 TOP, 2#5 BOTTOM, #3 TIES @6" 0.C. IF SPLICE REQUIRED,SPLICE REBARS AT PILE LOCATIONS ONLY r-c #4 @ 8' HOOK BARS @ 12" 0/C TOP .6t 6" HIGH X 8" WIDE CONCRETE CURB WITH 1 #5 CONT. AND #4 HOOK DOWEL. DRILL $ EPDXY 6" MIN. @ 24" 0/C ALONG CAP. CAP 2 '_4" EXISTING SLAB AT POOL PERIMETER #4 X 24" DOWELS @ 1 2" O/C. DRILL $ EPDXY 6" MIN. @ MID -DEPTH FACE OF EXISTING SLAB . (......„...--__3"0 GALV. STEEL SCh. 80 PIN PILES SEE PLAN FOR LOCATIONS. #4 @ 12" 0/C BOTTOM #4 @ 1 6" 0/C TEMP. PL 8" x 1 /2" x 8" A-3G STL, w/ 2"0 HOLE IN CENTER #4 X 4'-0" HOOK BARS POINTED STEEL TIPS TIP ELEV. @ -20' BELOW GRADE MIN. AND TO REFUSAL, REFER TO SECTION A S-5 FOR NEW CAP PANELS AND PILE DESCRIPTION AND REINFORCING DETAILS. 611ITOP OF SLAB IIVIF=9.25 NAVD #5 HK DOWEL @ 24" 0.C.DRILL AND EPDXY 8" MIN INTO EXISTING SEAWALL 12" OCTRECEIVED 25 Z�%% pFRM oral �stai us Section Qvr$J� RRR )S atior NEW 3G" 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 @ 1 2"o.c. PLUS 2#3 TIES EA. SIDE OF EA. PILE. MHW +3.0' (NGVD) 12 MLW -0.58' (NGVD) PROPOSED SECTION A-56 SCALE:3/8" = I '—O" BERM ELEV. -3.5' (NGVD) CONC. PILE TIP/ ELEV. - 1 5.5' (NGVD) •• • • •• •• •• • ••• • .. • • ••• • • • t3 1 a 0 r, • --•• • • • •• ••03 41-4 • 0Wc•LL l'"'•N. .-i O• • 4 M • 10-20-1 7 date issued drawn checked prouect no remsiono: AB sheet no. S-6 80F7 ••.••• • • ••.... . • 0000000 • ••••• • ..... ••s... • • :'.. .: • TOP / SLAB ELE 9.25' (NAVD) TOP / CAP ELEV 6.25' (NAVD) DRILL $ EPDXY 6" MIN. INTO EXISTING KNEEWALL AND NEW CONCRETE CAP MHW +3.0' (NGVD) -0.58' (NGVD) 12 PROPOSED SECTION B — S7 SCALE:3/8" = I '—O" BERM ELEV. -3.5' (NGVD) CONC. PILE TIP/ ELEV. - 15.5' (NGVD) 1 36" CAP 2'_4" NEW 6" THICK SLAB I I '-0" V / • • •y� / 8" 4 9 ♦ . • NEW 8 CMU KNEEWALL J 12" WIDE x 16" DEEP GRADE BEAM WITH 2#5 TOP, 2#5 BOTTOM, #3 TIES @6" O.C. REFER TO SECTION A 5-5 FOR NEW CAP PANELS AN PILE DESCRIPTION AND REINFORCING DETAILS. PL 8" x 1 /2" x 8" A-36 STL w/ 2"0 I-I0LE IN CENTER 3"0 GALV. STEEL SCH: 80 PIN PILES SEE PLAN FOR LOCATIONS. 2" #4 X 4'-0" HOOK BARS • POINTED STEEL TIPS TIP ELEV. @ -20' BELOW GRADE MIN. AND TO REFUSAL, R t P c ` RECEIVED OCT 252017 Nature! R M Coastal RBBou �D on urces (N RRp)&t0�tion • LL` L� LLLLLLLLL�`L L W ILLLLLLLLLLL L L L,; �� L L L c U L L W � � � O'' L �� 2w" L L .a 3. 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