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RC-16-2050Certificate of Completion Miami Shores Village 10050 NE 2 Ave, Miami Shores FL, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Square Footage Description of Work Occupancy Load Occupancy Type Applicable Code 1481 NE 104 ST Miami Shores FL 33138 INS rPCTION RECORD Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 POST ON SITE Permit No. RC -7-16-2050 r'emat Type: ResidenttaCnstruction Work C '"kation: Addition/Alteration Issue Date: 8/23/2017 i Expires: 02/19/2018 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bidg.miamishoresvillage.comlcap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #:1122320320090 Owner's Name: JAMES & MAR BREEN Job Address: 1481 NE 104 Street Bond Number: 3495 Contractor(s) CERTIFIED CONTRACTORS OF AM Owner's Phone: (786)617-3500 Total Square Feet: 837 Total Job Valuation: $ 42,000.00 WORK IS ALLOWED: MONDAY THROUGH FRIDAY, 8:OOAM - 7:OOPM. SATURDAY 8:OOAM - 6:00PM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. J,2 ilip PP NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS EEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. INSPECTION RECORD STRUCTURAL INSPECTION. DATE INSP Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters A/ Roof Sheathing Bucks Intsap Framing Insulation 410 0-6b1 PiTif Ceiling Grid Drywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS WINDOWS & DOORS INSPECTION DATE INSP Attachment FINAL Rough Water Service PUBLIC WORKS INSPECTION DATE INSP Excavation FINAL Septic Tank ELECTRICAL Sewer Hook-up INSPECTION DATE INSP Temporary Pole Gas 30 Day Temporary LP Tank Pool Bonding Well Pool Deck Bonding Lawn Sprinklers Pool Wet Niche Main Drain Underground Pool Piping Footer Ground Backflow Preventor Slab Interceptor Wall Rough��- Catch Basins �- Ceiling Ro��ai��tc Condensate Drains Rough HRS Final Telephone Rough FINAL PLUMBING Telephone Final COMMENTS TV Rough TV Final Cable Rough Cable Final DATE INSP Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Finalf`. Service Work With • FINAL� ELECTRICAL - i'' COMMENTS Final Pool Heater INSPECTION FIRE DATE INSP Final Sprinkler Final Alarm FINAL PLUMBING INSPECTION DATE INSP Rough Water Service 2"d Rough Top Out Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final FINAL PLUMBING COMMENTS MECHANICAL INSPECTION DATE INSP Underground Pipe Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum FINAL MECHANICAL COMMENTS Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 M nspection Number: INSP-296662 Permit Number: RC -7-16-2050 Inspection Date: February 02, 2018 Inspector: Kendall, Travis Owner: BREEN, JAMES & MAR Job Address: 1481 NE 104 Street Miami Shores, FL 33138-2663 Project: <NONE> Contractor: CERTIFIED CONTRACTORS OF AMERICA INC Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: Addition/Alteration Phone Number (786)617-3500 Parcel Number 1122320320090 Phone: (954)444-4809 Building Department Comments ADDITION OF AN OPEN TERRACE Infractio Passed Comments INSPECTOR COMMENTS False Passed Inspector Comments Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled re -inspection fee is paid. until February 02, 2018 For Inspections please call: (305)762-4949 Page 1 of 1 a/-4 • • Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit Permit NO. RC -7-16-2050 Permit Type: Residential Construction Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 8/23/2017 Expiration: 02/19/2018 Parcel Number Applicant 1481 NE 104 Street Miami Shores, FL 33138-2663 1122320320090 Block: Lot: JAMES & MAR BREEN Owner Information Address 1481 NE 104 Street MIAMI SHORES FL 33138- 1481 NE 104 Street MIAMI SHORES FL 33138- Phone Cell Contractor(s) Phone Cell Phone CERTIFIED CONTRACTORS OF AMEF (954)444-4809 Valuation: Total Sq Feet: $ 42,000.00 837 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Construction: ADDITION Stories: Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Bond Return : OF AN OPEN TERRACE Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: Classification: Residential Fees Due Bond Type - Owners Bond CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge Notary Fee Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee Amount $500.00 $25.20 $50.00 $18.90 $18.90 $8.40 $5.00 $1,260.00 $120.00 $80.00 $120.00 $15.00 $33.60 Total: $2,255.00 construction and z Pay Date Invoice # 07/21/2016 08/23/2017 Bond #: 3495 Pay Type RC -7-16-60690 Credit Card Credit Card Amt Paid Amt Due $ 200.00 $ 2,055.00 $ 2,055.00 $ 0.00 ing. Fu •ermore, I authorize the above-named contractor to do the work stated. Available Inspections: Inspection Type: Fill Cells Columns Wire Lathe Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Foundation Window and Door Buck Truss lnsp Columns Review Mechanical Declaration of Use F. Termite Letter F. Elevation Certificate Review Plumbing Review Electrical Review Electrical Review Electrical Review Electrical Review Building Review Building Review Building Review Building Review Building Review Structural Review Structural Review Structural Review Planning Review Planning August 23, 2017 Authord Si ure: 0 Augus ,2017 Applicant / Contractor / Agent Date 3 Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 1481 NE 104 Street Miami Shores, FL 33138-2663 Owner Information Permit Permit NO. RC -7-16-2050 Permit Type: Residential Construction Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 8123/2017 Expiration: 02/19/2018 Address Parcel Number 1122320320090 Block: Lot: Applicant JAMES & MAR BREEN Phone Cell JAMES & MAR BREEN 1481 NE 104 Street MIAMI SHORES FL 33138- (786)617-3500 1481 NE 104 Street MIAMI SHORES FL 33138- Contractor(s) Phone CERTIFIED CONTRACTORS OF AMEF (954)444-4809 Cell Phone Valuation: Total Sq Feet: $ 42,000.00 837 Approved: In Review Comments: Date Approved:: In Review Date Denied: Type of Construction: ADDITION Stories: Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Bond Return : OF AN OPEN TERRACE Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: Classification: Residential Fees Due Bond Type - Owners Bond CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge Notary Fee Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee Amount $500.00 $25.20 $50.00 $18.90 $18.90 $8.40 $5.00 $1,260.00 $120.00 $80.00 $120.00 $15.00 $33.60 Total: $2,255.00 Pay Date Invoice # 07/21/2016 08/23/2017 Bond #: 3495 Pay Type RC -7-16-60690 Credit Card Credit Card Amt Paid Amt Due $ 200.00 $ 2,055.00 $ 2,055.00 $ 0.00 Available Inspections: Inspection Type: Fill Cells Columns Wire Lathe Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Foundation Window and Door Buck Truss lnsp Columns Review Mechanical Declaration of Use F. Termite Letter F. Elevation Certificate Review Plumbing Review Electrical Review Electrical Review Electrical Review Electrical Review Building Review Building Review Building Review Building Review Building Review Structural 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 August 23, 2017 1 Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit Permit NO. RC -7-16-2050 Permit Type: Residential Construction Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 8/23/2017 Expiration: 02/19/2018 Parcel Number Applicant 1481 NE 104 Street Miami Shores, FL 33138-2663 1122320320090 Block: Lot: JAMES & MAR BREEN Owner Information Address Phone Cell JAMES & MAR BREEN 1481 NE 104 Street MIAMI SHORES FL 33138- (786)617-3500 1481 NE 104 Street MIAMI SHORES FL 33138- Contractor(s) Phone CERTIFIED CONTRACTORS OF AMEF (954)444-4809 Cell Phone Valuation: Total Sq Feet: $ 42,000.00 837 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Construction: ADDITION Stories: Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Bond Return : OF AN OPEN TERRACE Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: Classification: Residential Fees Due Bond Type - Owners Bond CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge Notary Fee Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee Amount $500.00 $25.20 $50.00 $18.90 $18.90 $8.40 $5.00 $1,260.00 $120.00 $80.00 $120.00 $15.00 $33.60 Total: $2,255.00 Pay Date Pay Type Invoice # RC -7-16-60690 07/21/2016 Credit Card 08/23/2017 Credit Card Bond #: 3495 Amt Paid Amt Due $ 200.00 $ 2,055.00 $ 2,055.00 $ 0.00 required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. Available Inspections: Inspection Type: Fill Cells Columns Wire Lathe Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Foundation Window and Door Buck Truss Insp Columns Review Mechanical Declaration of Use F. Termite Letter F. Elevation Certificate Review Plumbing Review Electrical Review Electrical Review Electrical Review Electrical Review Building Review Building Review Building Review Building Review Building Review Structural Review Structural Review Structural Review Planning Review Planning OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating August 23, 2017 2 Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit Permit NO. RC -7-16-2050 Permit Type: Residential Construction Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 8/23/2017 Expiration: 02/19/2018 Parcel Number Applicant 1481 NE 104 Street Miami Shores, FL 33138-2663 1122320320090 Block: Lot: JAMES & MAR BREEN Owner Information Address 1481 NE 104 Street MIAMI SHORES FL 33138- 1481 NE 104 Street MIAMI SHORES FL 33138- Phone CeII Contractor(s) Phone CeII Phone CERTIFIED CONTRACTORS OF AMEF (954)444-4809 Valuation: $ 42,000.00 Total Sq Feet: 837 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Construction: ADDITION Stories: Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Bond Return : OF AN OPEN TERRACE Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: Classification: Residential Fees Due Bond Type - Owners Bond CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge Notary Fee Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee Total: Amount $500.00 $25.20 $50.00 $18.90 $18.90 $8.40 $5.00 $1,260.00 $120.00 $80.00 $120.00 $15.00 $33.60 $2,255.00 Pay Date Invoice # 07/21/2016 08/23/2017 Bond #: 3495 Pay Type RC -7-16-60690 Credit Card Credit Card Amt Paid Amt Due $ 200.00 $ 2,055.00 $ 2,055.00 $ 0.00 Building Department Copy Available Inspections: Inspection Type: Fill Cells Columns Wire Lathe Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Foundation Window and Door Buck Truss Insp Columns Review Mechanical Declaration of Use F. Termite Letter F. Elevation Certificate Review Plumbing Review Electrical Review Electrical Review Electrical Review Electrical Review Building Review Building Review Building Review Building Review Building Review Structural Review Structural Review Structural Review Planning Review Planning August 23, 2017 4 4. BUILDING PERMIT APPLICATION 0 BUILDING ❑ ELECTRIC Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 ❑ ROOFING ❑ PLUMBING ❑ MECHANICAL ❑ PUBLIC WORKS JOB ADDRESS: 1481 NE 104TH ST. RECEN E° AUG 161011 FBC 20N Master Permit No.P.-CA CCD Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Folio/Parcel#: Occupancy Type: Load: Construction Type: OWNER: Name (Fee Simple Titleholder): JAMES BREEN Address: 1481 NE 104TH ST. Miami Dade Is the Building Historically Designated: Yes NO Flood Zone: BFE: FFE: zip: 33/3 g Phone#: City: MIAMI SHORES State: FL zip: 33138 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: CERTIFIED CONTRACTORS OF AMERICA Address: 21218 ST. ANDREWS BLVD. #528 Phone#: 954-444-4809 City: BOCA RATON State: FL Zip: 33433 Qualifier Name: CRAIG B. MORRIS Phone#: 954-444-4809 State Certification or Registration #: CRCO21150 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Clo2y © 6 0 , G 6 Square/Linear Footage of Work: q3 7 Type of Work: ,Rj Addition ❑ Alterationti❑ New ❑ Repair/Replace El Demolition Description of Work: C e" v .e 1'41K %,'F /0 Specify color of color thru tile: n Permit Fee $ 1 J 20 ' coCCF $ 25. 20 Radon Fee $ 8' DBPR $ M' Training/Education Fee $ e• � f,.w 120. Submittal Fee $ 203"0o Scanning Fee $ ` )S " c Technology Fee $ 3 3 CDQ Structural Reviews $ Go, (Revised02/24/2014) CO/CC $ Notary $576D Double Fee $ 0 Bond $ 500 ' Oj TOTAL FEE NOW DUE $ 11 SSE 2, r GA Bon;a9ng Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As 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 w 'h occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be ap rp ved a ; a reinspection fee will be charged. Signature ' Signature ' '! g g OWNER or AGENT The foregstrument was acknowledged before me this The foregoing instrument was acknowledged before me this ay of '£L-"E)O�� , 20 f 7 , by 16 day of �L45� , 20 1- by Dtt Yl(l�j S271 -LN) , who is personally known to Cj(%alQrnozwis , who is personally known to me or who has produced FL L dr. 1 re'..c ,,,w P`�1,itz; LAURINCEAR BAPTISTE identification and who did take an ..�: - ; 1 B � 1 _ Notary Public - State of Florida y� ..,....11,_Commission # FF 971831 %,tictr .%.•° My Comm. Expires Mar 15, 2020 me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: •m SILV iii 0,,." • a= • ig9 760 t• Q= . O'• ,c•-• v• v0` p3LIC, ;..C11:'\%\�\� **********•******************* iii4im!#�k********************************************************************** il.4i,1Plans Examiner Zoning NOTARY PUBLIC: Sign: Print: LAUr'►►'1Cea/ Seal: -------- "WV sa aSaS----- 4 ...� _' . LAURINCEAR BAPTISTE Notary Public - State of Florid S'U;S Commission A► FF 971831 %,•.....•. My Comm. Expires Mar 15, 203 APPROVED BY (Revised02/24/2014) Structural Review Clerk STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 2601 BLAIR STONE ROAD TALLAHASSEE FL 32399-0783 MORRIS, CRAIG B CERTIFIED CONTRACTORS OF AMERICA INC 20822 VIA VALENCIA DRIVE BOCA RATON FL 33433 Congratulations! With this license you'become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better. For information about our services, please log onto www.myftoridalicerise.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and learn more about the Department's Initiatives. Our mission at the Department is License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, and congratulations on your new license! RICK SCOTT, GOVERNOR STATE OF FLORIDA DEPARTMENT'OF' BUSINESS AND PROFESSIONAL REGULATION •- 4'4' 1 -Y ,ISSUED:* 07/06/2016 CONTRACTOR AMERICA . y . CRCO21150 CERTIFIED RESID MORRIS,.CRAIG= CERTIFIED .CO(TRAQJ OR IS,CERTIFIED Expratiot�dale`':.AUG 3t 201B�,.;�ifi0706000?240 DETACH HERE KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD LICENSE NUMBER CRCo2 1.50 The.RESIDENTIAL CONTRACTOR Named below IS CERTIFIED-' Under the provisions"of Chapter.489 FS.u:,,. Expiration.°date:; AUG 31,.-2018- t i� .rte .... � ^ .^ . � r „•'- � � MORRI CRAIG-I3•..�.• . ''` -�``"`' ``a''° CERTIFIED"CONTRACTO` OE4MERICANC \z- C3tATON om,,. �FL33433;. X y loci Icn. 117Inan11l4 flICPI AV Ac RFciI IIRFr) RV 1 AW ANNE M. GANNON CONSTITUTIONAL TAX COLLECTOR Serving Palm Beach County Serving you. P.O. Box 3353, West Palm Beach, FL 33402-3353 www.pbctax.com Tel: (561) 355-2264 **LOCATED AT** 20822 VIA VALENCIA DR BOCA RATON, FL 33433-1796 TYPE OF BUSINESS OWNER CERTIFICATION # RECEIPT #/DATE PAID AMT PAID BILL # 23-0051 GENERAL CONTRACTOR RUBIN ALAN V CGC034029 B17.478293 - 07/12/17 527.50 B40143307 This document is valid only when receipted by the Tax Collector's Office. B3-713 CERTIFIED CONTRACTORS OF AMERICA CERTIFIED CONTRACTORS OF AMERICA 20822 VIA VALENCIA DR BOCA RATON, FL 33433-1796 nIInlII,II•nlnllnullnnllluuII�InuIin STATE OF FLORIDA PALM BEACH COUNTY 2017/2018 LOCAL BUSINESS TAX RECEIPT LBTR Number: 199505540 EXPIRES: SEPTEMBER 30, 2018 This receipt grants the privilege of engaging in or managing any business profession or occupation within its jurisdiction and MUST be conspicuously displayed at the place of business and in such a manner as to be open to the view of the public. ® � O ACERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/YYYY) 8/9/2017 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsement(s). PRODUCER Keen Battle Mead & Company 7850 Northwest 146th Street Suite 200 Miami Lakes FL 33016 CONTACT Christine Joseph 11a� No. Ext): (305) 558-1101 (a/c. No): (305) 822-4722 a.DOReSS:cjoseph@kbmco.com INSURER(S) AFFORDING COVERAGE NAIC 8 INSURER A Bridgefield Employers Ins Co COMMERCIAL GENERAL LIABILITY INSURED Certified Contractors of America, Inc. 21218 Saint Andrews Blvd #528 Boca Raton FL 33433 INSURER B : INSURER C: INSURER D : $ INSURER E : $ INSURERF: COVERAGES CERTIFICATE NUMBER:17/18 WC REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL INSD SUBR WVD POLICY NUMBER POLICY EFF JMM/DD/YYYY) POLICY EXP IMM/DD/YYYYI LIMITS COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ DAMAGE TO PREMISES Ea oNccurrence) $ CLAIMS -MADE OCCUR MED EXP (Any one person) $ PERSONAL & ADV INJURY $ GENERAL AGGREGATE $ GEN'L AGGREGATE POLICY OTHER: LIMIT APPLIES PRO JECT PER: LOC PRODUCTS - COMP/OP AGG $ $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS HIRED AUTOS _ SCHEDULED AUTOS NON -OWNED AUTOS • COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Peracddent) $ PROPERTY DAMAGE (Per accident) $ $ UMBRELLA UAB EXCESS LIAB _ OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ $ DED RETENTIONS AE.L. WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE Y / N OFFICER/MEMBER EXCLUDED? (Mandatory In NH) If yes, describe under DESCRIPTION OF OPERATIONS below NIA 083053360 1/23/2017 1/23/2018 X STATUTE ERH EACH ACCIDENT $ 1,000,000 E.L. DISEASE - EA EMPLOYEE $ 1,000,000 E.L. DISEASE - POLICY LIMIT $ 1,000,000 DESCRIPTION OF OPERATIONS I LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space Is required) Description of Work: Residential Construction LLATION MIAMI SHORES VILLAGE BLDG DEPT 10050 NE 2ND AVE Miami Shores, FL 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE Alex Perez/CJ eg l ACORD 25 (2014/01) 1NS02512014011 ©1988-2014 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD ACORD CERTIFICATE OF LIABILITY INSURANCE DATE08/09/17YYY) THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rlghts to the certificate holder in lieu of such endorsement(s). PRODUCER Bit Daly Insurance, Inc. 10235 West Sample Rd, Ste 203 Coral Springs, FL 33065 Phone (954) 753-0980 Fax (954) 753-1266 CONTACT Thomas Kuruvilla NAME: PHONE HC N , (954) 753-0980 FAX No): (954) 753-1266 ADDRESS: tinaf@bdalyinsurance.com INSURER(S) AFFORDING COVERAGE NAIC 5 INSURER A : International Ins. comapany of Hanover SE N INSURED CERTIFIED CONTRACTORS OF AMERICA, Inc. 21218 St. Andrews Blvd. #528 BOCA RATON, FL 33433- INSURER B : Infinity Insurance Co. 05/19/2017 INSURER C : EACH OCCURRENCE INSURER D : AMAGE TO PR M SES (EaENTED occurrence) INSURER E : V COMMERCIAL GENERAL LIABILITY INSURER F : MED EXP (Any one person COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDLSUBR INSVD W POLICY NUMBER POLICY EFF (MM/DD/YYYY) POLICY EXPR (MM/DD/YYYY) LIMITS A GENERAL UABILITY N N IG6A014739-00 05/19/2017 05/19/2018 EACH OCCURRENCE $ 1,000,000.00 AMAGE TO PR M SES (EaENTED occurrence) $ 100,000.00 V COMMERCIAL GENERAL LIABILITY • • CLAIMS -MADE 0 OCCUR MED EXP (Any one person $ 5,000.00 PERSONAL BADV INJURY $ 1,000,000.00 ❑ GENERAL AGGREGATE $ 2,000,000.00 GEN'L AGGREGATE LIMITAPPLIES PER: n POLICY • Flea is LOC PRODUCTS - COMP/OP AGG $ 2,000,000.00 $ B AUTOMOBILE UABIUTY N N 509800007243001 12/09/2016 12/09/2017 COMBINED SINGLE LIMIT (Ea accident $ 1,000,000.00 • ANY AUTO BODILY INJURY (Per person) $ ALL OW NED SCHEDULED 0 AUTOS .+i AUTOS BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ ❑HIRED AUTOS NON -OWNED AUTOS ■ ❑ $ ❑ UMBRELLA UAB ❑ OCCUR ❑ EXCESS UAB • CLAIMS -MADE N EACH OCCURRENCE $ AGGREGATE $ ❑ DED • RETENTION $ $ WORKERS COMPENSATION AND EMPLOYERS' UABILITY Y 1 N ANY PROPRIETOR/PARTNER/EXECUTIVE N / A N • TORY UM TI S • ER E.L. EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? (Mandatory In NH) E.L. DISEASE - EA EMPLOYE $ If yes, describe under DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS /VEHICLES (Attach ACORD 101, Additional Remarks Schedule, If more space Is required) Residential Construction CERTIFICATE HOLDER CANCELLATION I Miami Shores Village BIdg.Dept. 10050 NE 2ND Ave Miami Shores, FL. 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE ^] ACORD 25 (2010/05) QF © 1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD DRIVER LICENSE CLASS E ` /l620-102-61-182-Om PCRAIG BRADLEY MORRIS 20822 VIA VALENCIA DR BOCA RATON, FL 33433-1796 DOB: 05-22-19611 SEX: M Is-SUED:43-24-2017 BOT • 5-09 EXPIRES 05-22.2025. wA� REvr IppR .J� SAFE DRIVER MOTORCYCLE ALS6 OpsrNYon of • motor vaobtc t cortstitutas consom to any sold .sty tau raquMsd by Mw. t DA\OD A. DACQUISTO, "MCP DEVELOPMENT ORDER File Number: PZ -11-15-2015231 Property Address: 1481 NE 104th Street :)o5o NES.Lc:OND. /WV_ MIAMI-SHORES..FLORIDA33),...2382 Tr;hone, 1305) 7952207 ..{.3(.1)5) .756-8972 Property Owner/Applicant: James Breen Address: 1481 NE 104th Street Agent: Ana Gutierrez Address: 16741 Royal Poinciana Dr Weston, FL 33326 Whereas, the applicant James Breen (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 and Sec. 600. Site plan review and approval required. One-story addition. Whereas, a public hearing was held on December 10, 2015 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval to construct a one-story 1.024 sf covered terrace. 2) Applicant to obtain all required building permits before beginning work. 3) Applicant to comply with all requirements of FEMA, the NFIP, the Miami Shores Village Code of Ordinances and the Florida Building Code for construction in the AE9 special flood hazard area. 4) The residence will qualify as a substantial improvement in a Special Flood Hazard Area lithe total cost of construction and any additional work exceeds S215,000 the structure must then be raised as required by FEMA. NF1P. Miami Shores Village Code of Ordinances Chapter 8.5 Flood Damage Prevention and the Florida Building Code. or demolished. 5) The site shall not drain onto neighboring properties or any rights-of-way. The plot shall provide storm drainage that detains the first one inch in natural or filtered structural facilities. The applicant is responsible for any site modifications that become necessary to maintain storm drainage on-site that detains the first one inch in natural or filtered structural facilities. The Building Official may require an architect or engineer's drainage plan and report to Page 1 of 2 certify to the building official that the site will provide storm drainage that will detain the first one inch in natural or filtered structural facilities prior to the drainage work commencing an site. The installation of structures on site to control drainage shall require Planning and Zoning Board review and approval. Modifications to the drainage plan approved by the building official shall require a signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. Changes to drainage structures approved by the Planning and Zoning Board shall require a new site plan review application and review and approval by the Planning and Zoning Board. Applicant to obtain all required building permits before beginning work. 6) The applicant shall repair and maintain the onsite drainage system in accordance with the approved drainage plan except that major changes shall require Planning and Zoning Board approval as stated in Condition its. 7) An erosion and sedimentation plan subject to review and approval by the building official is required ifground cover is removed or as required by the building official. Properly installed soil erosion measures (silt fences, straw barriers, etc.) and anti -tracking area at all construction entrances are required to be put in place and maintained if ground cover is removed or as required by the building official. Required erosion control measures must be in place prior to footings inspection. 8) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/FIRS) as required. 9) Ground cover shall comply with the provisions Division 17 of Appendix A, Village of Miami Shores Code of Ordinances, artificial turf and rock of any kind is specifically prohibited. 10) Applicant to meet all applicable code provisions at the time of permitting. 11) This zoning permit will lapse and become invalid unless the work fbr which it was approved is started within one (I) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 10`h day of December. 2015 by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Diaz Yes Chairman Fernandez Yes M. Fernandez rman. Planning Board Page 2 C Breen, James From: Yahoo <jamesbreen9@yahoo.com> Sent: Friday, December 23, 2016 9:52 AM To: Breen, James Subject: Fwd: PLANOS Acuerdate que los planos estan listos para re-submitir. El Jacket muestra un JGP (Jealosy Glass Porch -picture shows like a "screened porch") wh should be considered as existing area. Even though the Building Official might consider to be done without a permit. That's why the microfilm and a conversation w/Mr. Naranjo abo what's shown in the Jacket could be considered as "legal" (gray area). Adjunte copia a los planos y a este email. So either you find the Micro's or a "permit history" or Mr. Naranjo accepts the Area showr in the Jacket. Juan C. David JCD Architect, INC 1385 Coral Way, Suite#207 Miami, FL 33145 Cell. (786) 443-6750 Office. (305) 285-4343 Fax. (305) 285-4330 R.A #0015344 LEED AP acebook http://www.jcdarchitect.com 1 DIM(NSION$ _ . • DIMENSIONS M4. 000,0 00000 .0000 00.0 00.00 M. ADLIQ FT. No 000.0 0000.0 .0000... 004 00.00 M1 AIN 1,0 r 1 X XX % C //, t x X X TI % X x x x 1 ..�X,wrI x X x X X x +: Ea X. D x X x x X x x jg x 70 x x % M 11 7 o a6 x x X „ % --- X X x 1 X X X X X x x x x x x x k x x X X x x X X X x % X X X X X X X X x - X X X x + d % X X x x X X X TOTAL ADJUSTED SQUARE FEET TOTAL ADJUSTED SQUARE FEET SUM 011 -fan 2 OIMEHSIONS DIMENSIONS r+o ; 0000 00000 0000 00.0 03.00 X x x .: x M , Aa SQ f T w 0000 0000.0 0000 00.0 00.00 Ix AD .1 6O i 1 i x x X X 7 x K e K !• x .. x X X .--J. x ..k ._..._,_...... X x .. c' x y. x X X x x x x I /. b. X f. c x x x 3. 0 x 6,4 X x Lx x x x 1 d f;.;x cae x X1,3x .-- x 1 1 x x x x x x x x x r+ X x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x k 1 TOTAL ADJUSTED SOUARE FEET TOTAL ADJUSTED SQUARE FEET 2 3 3 16-0000502-1 Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite and/or Bldg. No.) or P.O. Route and Box No. 1481 NE 104 ST Policy Number City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number Front View Date of Photograph: 04/22/2016 Rear View Date of Photograph: 04/22/2016 Building Photographs 16-0000502-1 Continuation Page For Insurance Company Use: Building Street Address (including Apt., Unit, Suite and/or Bldg. No.) or P.O. Route and Box No. 1481 NE 104 ST Policy Number City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number Left Side View Date of Photograph: 04/22/2016 Right Side View Date of Photograph: 04/22/2016 Your payment was processed successfully. You will receive by email a copy of the payment receipt. 41 fi 1 °NH:, :, 3 4 1120% v I Fin A I Nel; Department of Regulatory and Economic Resources Impact Fee Receipt Process M2017006002-0 Batch: Collection Number: 118823 Number: Folio: 1122320320090 Site Address: 1481 NE 104 ST Fee Payer: JAMES BREEN Collection 02/23/2017 Here• 1481 NE 101 ST MIAMI. FL 33138 Fee Type Dist Category Cat Category Description Id Code Sufix AREA 1 5002 00 UNIT SIZE (SO Fl) Units Fee APR 2 5 ZLhi Extended Deferral Deferral Amount Amount Admin 587.00 S0.92 9538.87 Total: 8538.87 • Deferred Amount: + Deferred Admin: Total Amount Due: 9538.87 Paid Check: 90.00 Paid Cash: 90.00 Paid Credit $538.87 Paid Convenience Fee: 911.84 Total Paid : 8550.71 Report run on: February 23, 2017 10'31 AM Page 1 of 1 Page 1 of 1 https://www8.miamidade.gov/Apps/RER/ImpactFeesPayments/report.aspx 2/23/2017 Page 1 of 1 Your payment was processed successfully. You will receive by email a copy of the payment receipt. 107-1 of 1 4 100% Find I Nett Eby ( Process M2017008002-0 Number. Folio: 1122320320090 Fee Payer. JAMES BREEN 1481 NE 104 ST MIAMI, FL 33138 Department of Regulatory and Economic Resources Impact Fee Receipt Batch: Collection Number: 118823 Site Address: 1481 NE 104 ST Collection 02/2312017 now RECEIVED APR 25 1017 Fee Type Dist Category Cat Category Description Units !. Fee Extended Deferral Deferral Id Code Sufic Amount Amount , Admin 5 5 AREA 1 5002 00 UNIT SIZE (SQ F1) 587.00 $0.92 $538.87 Total: $538.87 - Deferred Amount: c• Deferred Admin:: Total Amount Due: 9538.87 Paid Check: 50.00 Paid Cash: 50.00 Paid Credit 5538.87 Paid Convenience Fee: 511.84 Total Paid : $550.71 Report run an: February 23, 2017 10:31 AM Page 1 of 1 https://www8.miamidade.gov/Apps/RER/ImpactFeesPayments/report.aspx 2/23/2017 JCD ARCHITECT, INC 1 385 CORAL WAY SU # 207 MIAMI, FL 33 145 James and Mar Breen 1481 N.E 104 St. Miami Shores , FL 33030 Process # 16-2050 RECEIVED APR 252017 A.A. #26001560 Answers to Comments December 20, 2016 TEL. # (305)285-4343 FAX # (305)285-4330 .... • • • • .••• .. • •••• ••• • •••• • • •.•• • • •.•• • • •• •• •• • •• • • • • •• • ••• •• ••• • Building: • • • • • 1. Ok, See Architectural, Electrical, and Structural plans to comply with F1olida Building Code. V2. Ok, See table in A-0 with corrections. 3. Ok, See job cost estimate attached. 4. Ok, by owner. 5. Ok, See jacket attached. 6. Ok, See structural plans section 2/S-2. 7. Ok, See note and specifications on S-1. 8. Ok. FULL ARCHITECTURAL SERVICES os RESIDENTIAL es COMMERCIAL cis CUSTOM DESIGN ca LEED CERTIFICATION JUANCDAVIDQJCDARCHITECT.COM • • • • • • • • • • • • + r � M IAMI•DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) Nu-Vue Industries, Inc. 1055 East 29th Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material:fails to perform in the accepted manner, the manufacturer will incur the expense of such gestin and the.4J may immediately revoke, modify, or suspend the use of such product or material within t it jurisdkl yn. RER. • reserves the right to revoke this acceptance, if it is determined by Miami-Dade,cpppty Product Control Section that this product or material fails to meet the requirements of the applicable byilding cods.. • This product is approved as described herein, and has been designed to comply with'tk*ilorida Jui�ding Code, including the High Velocity Hurricane Zone. 1 UUP-)6� C'znre2lD-f9 MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamidade.tov/economy . • . ..• DESCRIPTION: Series NVSNP, NV/NVTH, NVTHS, NVHC, NVSTA and NVKTX Steel Wool Connectors . . . • • •• APPROVAL DOCUMENT: Drawing No. NU -5, titled "Skewed Nail Plate, NV35g & NV458 with Double • NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVNTA Healj7Llut; Anchors with Seat", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 12-0130.35 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. M}AMI•DADE COUNTY APPROVED NOA No. 15-0507.03 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 Page 1 • Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 04-0510.03" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Report No. 1. PT # 03-4482 2. PT # 03-4625 3. PT # 04-4641 4. PT # 04-4698 5. PT # 03-4590 6. PT # 04-4642 '7. PT # 03-4543 Wood Connector NVSNP3 NVHCL/R NVSTA-24H NVTH24 NVTH26/NV458 NVHTA-24H NVTH2O/NV358 Direction Downward Up& Sideways Up& Sideways Up& Sideways Sideways Up& Sideways Up& Sideways Date 09/15/03 01/2)/04••• 03/17/4 • 04/191104:• • 12/31103••• 03/22104 • •. 12/19/03' • .. .. C. CALCULATIONS "Submitted under NOA # 09-0721.05" • 1. Report of Design Capacities, dated 06/30/2009, sheets 1 through 12 df 12, preparad4• • : • signed and sealed by Vipin N. Tolat, P.E. • • • • • .. • • . • • .. • •.. •. • .. • "Submitted under NOA # 04-0510.03" 2. Report of Design Capacities dated 04/27/2004, sheet 1 through 12, prepared, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT 1. • .• • • • • • • • •.. • • • .. Statement letter of code conformance to 2010 and 5"' (2014) edition of the FBC, issued by Vipin N. Tolat, P.E., dated 04/29/2015, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 09-0721.05" 2. Statement letter of code conformance, no financial interest and no change of product, dated 07/08/2009, issued, signed and sealed by Vipin N. Tolat, P.E. E -1 • • Carlos M. Utrera, P.E. Product Control Examiner NOA No. 15-0507.03 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 • 3)§" Notes: 3) " ly." Holes ifs dio. / %2 '916" TABLE 1 SKEWED NAIL PLATE 3)y" Supported Member Product Code Steel Gauge Fostener Schedule Allowable Loads (lbs) Each End Gravlly Uplift NVSNP3 16 (6) 8d x 1)i" 576 594 NVSNP3 Installation 1. Use 6 nail holes in eoch (longe. 2. Do not bend nail plate more than once. 3. Supporting member sholl be in the acute angle side with other flange behind the end of supported member (see sketch.) General Notes: 1. Steel shall conform to ASTM A653, SS grode 33, min. yield 33 ksi, min. tensile strength 45 ksi and min. galvanized coating of G 60 per ASTM A653. 2. Allowable loads and fasteners are based on NDS 2005/2012. 3. Design loads ore for S. Pine, specific gravity 0.55. Design loads for other species shall be adjusted per NDS 2005/2012. 4. Allowable uplift loads have been adjusted for load duration factor CD of 1,6. Allowable gravity loads have been adjusted for CD volues of 1.0, per table 2.3.2 of NDS 2005/2012. Design loods do not include 33% increase for steel and concrete. 5. Concrete in Tie beams shall be min. of 2500 psi. Concrete Masonry, Grout and mortar in concrete masonry shall be min. of 1500 psi. Concrete masonry shall comply with ASTM C90. 6. Combined load of Uplift, L1 and L2 shall satisfy the following equation. Actual Uplift+ Actual L1 + Actual L2 <_1 0 Allowoble Uplift Allowable L1 Allowable L2 7. Allowable loads are based on 13c thick wood members unless otherwise noted. 8. All designs Conform to FBC 2010 and 2014. •• ••• • • • • • • • • • VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 16123 LANTERN CREEK LANE HOUSTON, PK 77068y • • •• • •• 04040 •• • • 4040• • 4040• / • • • • • • • • • • ••• • • • • • 4040 • • • • • • • g • • • • • • • 44040 • 0•0 • • • • • • • PRODUCT RENEWED e complying web tin fluids Building Code 'Q�Q�� Aemecum, Mo 7 /2 Sr Mfrs Product Cwoel Nu—Vue ue industries, Inc. 1053-1059 East 29 Street Hialeah, Florida 83013 Phone: (305) 694-0397 FAX: (305) 694-0396 SKEWED NAIL PLATE DWG M: NU -5 Sheet: lot Date: Ana 15, 2015 O 040 • • • • 000 • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • IS • • • • • 044/ 4000 • • • 000 • • TABLE 2: NV358 — 14G Double NVTH Strops with 2 ply 18G seat TABLE 3: NV458 — 14G Double NVTH Straps with 3 ply 18G seat Assembly Product Code 14G Strap Product Code Dimension H (inches) NV358-12 NVTH16 12 NV358-14 NVTH18 14 NV358-16 NVTH2O 16 NV358-20 NVTH24 20 NV358-22 NV1H26 22 NV358-24 i7 NVTH28 24 NV358-26 NVTH30 26 NV358-32 NVTH36 32 NV358-44 NVTH48 44 Total No. of Fasteners In 2 Straps 10d x 3" Total No. of Fasteners in Seat 10d x 3" Allowable Loads (lbs) Uplift L1 L2 8 8 2245 1961 1839 10 8 2525 2206 2068 12 8 2806 2452 2298 14 8 3086 2697 2528 16 8 3367 2942 2758 PRODUCT RENEWED r empyYq with the Flaride girding Code Armored Ng,r ZO (rr Product Carol Notes: 1. Minimum embedment Into concrete 4'. 2. Nails are necesary in strops and seat to achieve design loads. 3. See Note 6 (Sheet 1) for combined load. 4. Nails through chords shall not force the truss plate on the opposite side. 5. For general notes, see sheet 1. 1r lx 2 ply eeot NV358 3 ply soot NV438 Slot 0.203'X I' PN 1/4'dlo. 4' Mtn. Concrete Embedment. H UPLIFT 14G NVTH kr 0411. Truss plate required ,� ,�I 4�transfer load to bottom chord % 111•.4.:.;......"'s.,11 Reinforcements �I Ired `I Assembly Product 14G Strap Product Dimension H Total No, of Fasteners in 2 Straps Total No. of Fasteners in Seat Allowable Loads (lbs) Code Code (inches) 10d x 3" 10d x 3" Uplift L1 L2 NV458-12 NVTH16 12 8 8 2245 2783 2078 NV458-14 NVTH18 14 10 8 2525 3131 2338 NV458-16 NV11-120 16 12 8 2806 3479 2597 NV458-20 NVTH24 20 14 8 3086 3827 2857 NV458-22 NVTH26 22 16 6 3367 4175 3117 NV458-24 NVTH28 24 NV458-26 NVTH30 26 NV458-32 NVTH36 32 j�2—II91-L. NV458-44 NVTH48 44 Holes Dia.4i6"f0 o t.1 I o o ft 3' NV358 4W NV4581 3166NV358 516" NV458 Side View 1244" 114 VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE • • • • • • • • HQjJS'(;ON, tTY 77088 • • • • • . • • • •• • 1 • • • • • • • • • • • . a • • • •• ••• •• • • • •• • ••• • ••• • •• Concrete Tie•Beam • • ./ or Tie Eeam •tormiid Atli, • • • • • • • • Cor0te 811ea etasonry. • • • • • • ••• • ••• • • • Holes Dia. %" 41fe' NV358 and NV458 18G Seat Detail Nu— V u e Industries, Inc. 1063-1059 East 29 Street Hialeah, Florida 33013 Phone: (306) 894-0397 Fax: (805) 694-0998 NV358 & NV458 WITH DOUBLE NVTH STRAPS DWG {/: Sheet: Date: NU -5 2 of 4 April 16, 2016 .•. • • • • ••. • • • • • • • . • 000 • • • • .. .• • • • •• •• 000 • • • 000 . • wet 0.20Yx 1' H Truss plate required to transfer Toad to bottom chord MIN. 4" EMB. NVTH 1" TABLE 5 HURRICANE CLIPS Perpendicular to wall L2 Reinforcements Required Parallel L1 to wall Concrete T e Beam or Tie Beam formed with concrete filled masonry Product Code Description p Gauge Fasteners 10d x 1) ' Allowable Loads (lbs) Header Joist Uplift 11 L2 NVHCR HURRICANE CUP — RIGHT 18 6 6 525 253 333 NVHCL HURRICANE CUP — LEFT 18 6 6 525 253 333 Cross—Section hole dia.=0.178" For Uplift, use two clips, one on each side to comply with section 2321.7 of the FBC uPUFr TABLE 4 Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS H Length (in) Product Code Gauge seat Gauge strap No. of Fasteners in Strap 10d x 1.5" Maximum Allowable Load (lbs) Uplift L1 L2 12 NVTH-16 NVTHS 212 18 14 14 NVTH-18 NVTHS 214 18 14 16 NVTH-20 NVTHS 216 18 14 18 NVTH-22 NVTHS 218 18 14 20 NVTH-24 NVTHS 220 18 14 22 NVTH-26 NVTHS 222 18 14 24 26 NVTH-28 NVTH-30 NVTHS 224 NVTHS 226 18 18 14 14 32 NVTH--36 NVTHS 232 18 14 44 NVTH-48 NVTHS 244 18 14 For general notes see sheet 1 Truss plate required to transfer load to bottom chord VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 16123 LANTERN CREEK LANE HOUSTON, TX 77088 • • - • • • • t • • • • • • • f ••• • • • • • 4 • • • ••• •• • • • •• • 000 • • • 1 • • • • • • • • • • • • •• • • •• • • • ••• • . ••• • • ••• • • • • • • • • • • • • 5 1032 560 525 6 1222 671 630 7 1275 783 735 8 1329 783 735 9 1383 783 735 10 1437 783 735 11 1490 783 735 12 1544 783 735 13 1598 783 735 NVTH, NVTHS Nu — V u e Industries, Inc. 1063-1059 East 29 Street Hialeah, Florida 33013 Phone: (305) 894-0397 Fax: (305) 694-0398 NVTH / NVTHS ANCHORS & NVHC HURRICANE CLIPS DWG #: Sheet: Date: NU -5 3 of 4 April 16. 2016 000 • • • • 000 • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • 000 • • TABLE 6 NVSTA—Heavy Duty Anchors with 14G NVTH Straps and 1 ply 20G seat Assembly Product Code 14G Strop Product Code Dimension H (inches) Total No. of Fasteners in Strap Total No. of Fasteners in 20 GA. Seat Allowable Loads (lbs) 10dx1Yz" tOdxtYz" Uplift ft Ll 6 L2 6 NVSTA-12H NVTHI6 12 5 6 1308 700 1049 6 6 1426 760 1144 NVSTA-14H NVTHI8 14 7 6 1545 823 1239 NVSTA-16H NVTH2O 16 8 6 1664 887 1335 9 6 1783 950 1430 NVSTA-20H NVTH24 20 . Ye" NVSTA-22H NVTH26 22 1111 o O 7 NVSTA-24H NVTH28 24 4 wII a Il NVSTA-26H NVTH30 26 '�hf5" . igli• 1. #-- al L NVSTA-32H NVTH36 32 Holes Dla.$(' i NVSTA-44H NV'1H48 44 1Y4, 2Q0 Seat NVSTA 12H throght 44H 4" Mln. Concrete Embedment. UPLIFT 1 I{� 00Truss plate required to transfer \\i �� uplift to bottom chord. l \ _L1 D )41-0-1r. ' Slot 0.203'X 1' Pin Y"dia Reinforced Concrete tie beam Mln. 2#5 Top & bottom H 4" Mln. Concrete Embedment. UPLIFT TABLE 7 NVHTA—Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply 20G seat Assembly Product Code 14G Strap Product Code Dimension H (inches) NVHTA-12H NVTH16 12 NVHTA-14H NVTH18 14 NVHTA-16H NVTH2O 16 NVHTA-20H NVTH24 20 NVHTA-22H NVTH26 22 NVHTA-24H NVTH28 24 NVHTA-26H NVTH30 26 NVHTA-32H NVTH36 32 NV1-ITA-44H NVTH48 44 NVHTA 12H throght 44H •• ••• • • Total No. of Fosteners in two Straps 10d x 1Yz' Total No. of Fasteners in 20 GA. Seat 10dx1Y2" Allowable Loads (lbs) Uplift e Uplift 5 LI e 6 L2 10 6 1772 2078 1050 1450 12 6 1994 2338 1181 1631 14 6 2215 2598 1312 1812 16 6 2437 2858 1444 1994 18 6 2658 3117 1575 2175 Notes: 1. Nails are necessary In strops and seat to achieve, desing loads. 2. See note 6, sheet 1 for combined loading. 3. Nails through chords shall not force the truss plates. 4. For general notes, see sheet 1. 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. vaootw r RL1eweo r soa pwt*•M FlerY1 nuildir. Cork AcapreceNo r d7 VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON. TX 77088 • • • •• • • •• • r • L2,. • •• • •• ••• •• • • • •• Truss plate required to transfer +— uplift to bottom chord. • • • • • • ReIil »ted Co • • • ••—• tle3eom Mho2�j ••✓ ••• • • 4ottorr-• • • 00000 • • • • •• • • e • ••• • ••• • • • 140 NVTH S Side View 20 GA. Seat Nu — V u e Industries, Inc. 1053-1059 East 29 Street Hialeah, Florida 33013 Phone: (305) 694-0397 Fax: (305) 694-0398 NVSTA & NVHTA HEAVY DUTY ANCHORS WITH SEAT DWG #: Sheet: Date: NU -5 4 of 4 April 16. 2016 ••• • • • • •00 • • • • • • • • • • •• • •0• • • • • • • • • • .• •• • • • •• •• 0410 . • • ••• • • DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) 1 C heTai/ MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamidade.gov/economy Nu-Vue Industries, Inc. 1055 East 29th Street Hialeah, FL 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Produ .Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County reserxre•the tight to have this product or material tested for quality assurance purposes. If this prodGitalbrmnaterial. ils to •• • perform in the accepted manner, the manufacturer will incur the expense of such te4tings'tud the.. 4J may immediately revoke, modify, or suspend the use of such product or material within tteir:,j -isdictione RER • • reserves the right to revoke this acceptance, if it is determined by Miami -Dade Com"? Jroduut•Cegtrol • • Section that this product or material fails to meet the requirements of the applicable buildlirtg code. • • • . • This product is approved as described herein, and has been designed to comply with thi 98i'i3a BuiJa r g • Code, including the High Velocity Hurricane Zone. •• DESCRIPTION: Series AB, NVSTA, NVHTA, NVTHJ, IKE, NVTT and NVHC-37 Ste:I Wood • • Connectors • • APPROVAL DOCUMENT: Drawing No. NU -1, titled "Truss and Top Plate Anchors'•,•sheets 1 tfin,44 of 4, dated 02/18/2008, with last revision dated 01/25/2016, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0206.17 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMI-DADE COUNTY APPROVED NOA No. 16-0201.22 Expiration Date: May 22, 2018 Approval Date: June 2, 2016 Page 1 • • Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 02/18/2008, with last revision dated 01/25/2016, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 08-0325.02" Test reports on wood connectors per ASTM D1761 sealed by C. R. Caudel, P.E. Report No. Wood Connector 1. 05-5195A AB -5 2. 05-5196A AB -7 3. 04-4995 NVTHJ-26 4. 04-4996 NVTHJ-28 5. 05-5612 IKE-1 6. 06-5622 IKE-2 7. 04-4908 NVTT 8. 03-4631 NVTT 9. 08-6711 NVHC-37 -88 by Product Testing, Inc., signed and Load Direction Fl and F2 FI and F2 Upward Upward Upward, LI and L2 Upward, LI and L2 Upward and LI Upward and Ll Upward, LI and L2 C. CALCULATIONS "Submitted under NOA # 08-0325.02" Date 06/03/05 06/11/05 •••••• Q?/1/05 •••• "01/31/05 ' "x/20/06 •••• •••• 0/01/06 •• • •. :1/04 . ••• ••11:104/08 •••• • . . •• . . • • 1.Shear value of common wire nails and steel plate tensile calculations,�prepared•by Vipin N. Tolat, P.E., Consulting Engineer, dated 03/20/2008, signed and sealed by"' Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5th edition (2014) FBC and of no financial interest, dated 01/29/2016, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 13-0206.17" 2. Statement letter of code conformance to 2010 FBC and no financial interest, dated 01/31/2013, signed and sealed by Vipin N. Tolat, P.E. !1O /2¢716 Carlos M. Utrera, P.E. Product Control Examiner NOA No. 16-0201.22 Expiration Date: May 22, 2018 Approval Date: June 2, 2016 E-1 • .• • • • • • • • •• • • . • 18 Gauge Angle Clips. W2 W) W2 W r AB -7 it AB -5 Typical Installation Product Code Dimensions (inches) Fastener Schedule Alowable Loads (lbs) WI W2 L Header Joist Fl F2 AB5 1% 2%6 5 3-10dx1y2" 3-10dx11/2' 511 595 A87 1y 2546 7 4-10dx11/2" 4-10dx1y" 582 794 Notes: Nail wider angle leg to Joist and Shorter leg to Header. GENERAL NOTES: 1. Steel shall conform to ASTM A653, structural grade 33 (Min. yield 33 ksi) and a minimum galvanized coating of 0 60 per ASTM A653. 2. Allowable loads are based on National Dosing specifications (NDS) for wood construction, 2012 Edition and FBC 2014. 3. Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads fur other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS table l 1 P, G=0.55 and have been reduced for Penetration Depth factor P/10D. 5. Allowable loads for wind uplift have already been increased by a duration factor of 60% fur anchor nail. Load values shown are without 33% steel stress increase. 6. Allowable loads for more than a single connection cannot be added together. A design load which is divided into components in the direction given must be evaluated as follows: Actual Uplift + Actual LI + Actual L2< l.0 Allowable Uplift Allowable LI Allowable L2 7. Allowable loads are based on 1Y2" thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shall comply with FBC 2014. Concrete for tie beams and grout and mortar for concrete masonry shall he a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in accordance with ASTM D-1761. •• ••• • • • • PRODUCj REVYNP • • • wMA d• Flsiia • paddy l de• • • me�s • a Ac•,sn10 8 �. BY A/tain P.Mnet email • ••• • ••• • • •• • • v • • • ••• • •. . • • ••• • ••• • VIPIN N. TOLAT, PE (CIVIL) g'L.1FEr. •!2947 51 3 INTERN CREEK LANE IQI STOlik TX 77068 • • • • • • Nu-Vue Industries, Inc, 1053-1059 East 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG 8: NU -1 Sheet: 1 of 4 Date: Feb. 18, 2008 Revisions: Jan. 25, 2016 • .•• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • •• •• . • • •• •• ••• • • • ••• • • • Deep Seat Truss Anchor.. They are designed to resist lateral and uplift forces. The strap is made of 14 gauge steel and the seats of 20 gauge steel. UPLIFT Assembly Product Code Dimension H (inches) Total No. of Fasteners in Strap 10d x lii" Total No. of Fasteners in 20 GA. Seat 10d x 1Y2" Allowable Loads (lbs) Uplift 6 Ll 6 L2 6 NVSTAI2 12 5 6 1046 700 1049 6 6 1141 760 1144 NVSTAI6 16 7 . 6 1236 823 1239 NVSTA20 20 8 6 1331 887 1335 9 6 1426 950 1430 NVSTA22 22 14 NVSTA24 24 Holden Double Strap Riveted Truss Anchor.. They are designed of 14 gauge steel plates to resist lateral and uplift forces. The seats are made of 20 gauge steel. UPLIFT AssemblyDimension Product H Total No. of Fasteners Total No. of Fasteners in Allowable Loads (lbs) Code (inches) in two Straps 20 GA. Seat 6 5 6 6 10d x 1J," lOd x PA.. Uplift Uplift LI L2 NVHTAI2 12 10 6 1506 1766 1050 1450 12 6 1695 1987 1181 1631 NVHTAI6 16 14 6 1883 2208 1312 1812 NVHTA20 20 16 6 2071 2429 1444 1994 18 6 2259 2649 1575 2175 NVHTA22 22 Notes: NVHTA24 24 I. Nails are necessary in straps and seat to achieve, desing loads. 2. See note 6, sheet 1 for combined loading. •• ••• • • • w • awtxrRlvrsEo • • NIP •• BY • ••• • • •• Conant Product Crrp • ••• • • • • • • • • a• • • •• • • • ••• • ••• • 3 . Natls through h cords shall not force the truss plates. 4. For general notes, see sheet 1. 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. VII'IN N. r n.AT, J'E (CIVIL) Fl.. REG. d 12847 :1503 I•A'tR!•i'ERN CREEK LANE BF10 ST&N, TX 77063 Lr•• • • • • • •• r S 2_s1(G • • • ••• • • Num ♦ ue Industries, Inc. 1053-1059 East 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS ANI) TOP PLATE ANCHORS DWG 6: NU -1 Sheet: 2 of4 Date: Feb 18, 2008 Revisions: Jan. 25, 2016 • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 12 Gauge NVTHJ Truss Hip & Jack Hanger e Left e Header 2-2X NVTHJ-26 as shown NVTHJ-28 similar U.S. Patent No. 4,964,253 Product CodeUpliftNails Allowable Loads (lbs) S. Pine Nail Schedule Loads 1Ieader 16d (e) Hip Nail 10d Jack Nail 10d a b total c d total NVTHJ26 1478 16 4 3 7 2 3 5 NVTHJ28 1931 20 5 4 9 2 3 5 NVTHJ-28 as shown NVTHJ-26 similar Note: For 1 2x members 1 Odx1y2" nails can be used b a 20G Stud Plate Ties IKE-1 ( ISOMETRIC ) --L--1 IKE-1 TYPICAL IKE1 INSTALATION Product Code Dimensions (inches) Fasteners Allowable Loads (lbs) W H L Stud Plate Uplift LI L2 IKE 1 1y 5 33 6-IOd 4-10d 787 337 337 IKF, 2 IY2 65/s 3% 6-10d 7-10d 932 451 318 VIl'IN N. TOLAT, PE (CIVIL) •• i•• • • • • F.. RE ,#12047 • pRowerrvle-D�• • • 1.12A LANTERN CREEK LANE • »npy cawwe w -:• • i to SON, TX 77068 • auadadvc•ir • • • • • n lfSeG . got /---- (V)1.------ C,f'��- 47 `)_. --. tendon raM r , S. • • • ••• i• :_-------;-:-(1'2,-- • (( • ••• • • • • • • • •• • • • • • • • • •• • • • t•• • ••• • • • ••• • • • • ••• 4• • • • • • • • • • ••• • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Nu- ♦ ue Industries, Inc. 1053-1059 East 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS ANI) TOP PLATE ANCHORS DWG 9: NU- I Sheet: 3 of 4 Date: Feb 18, 2008 Revisions: Jan. 25, 2016 18 Gauge NVTT Sanibel Truss Strap Product Code Dimensions (inches) Fasteners Schedule Allowable Loads (lbs) W B H L Truss Top Plates Holl CononYcrete Uplift LI NVTT-1 1946 1%a 14 13 2-10dx13 6-10d 968 543 NVTT-2 1946 1%a 14 13 2-10dx1 ' 6-3"0x1 Y2" Tapcons 1584 465 1. 1-10dx1%" nail is placed on each side of the Truss and 3-l0dnails in each leg are placed in two top plates. 2. 3-y"dia. x ly" long, 1/4" embedment tapcons are placed in each leg and into the hollow concrete masonry. Maintain 21/2" edge distance from top of the block and spacing of 3" between the tapcons. NVrrland2 fUPLIFT NVTT-1 As Shown • • NVTT-2 Similar except concrete masonry with tapcon anchors instead of Wood PlaPand nmI!. • • • • • • • • JJ" C • • ••• �' •• • • • •• • - : •• • • • • •• ••• • • • • • •• • • • • • • • • • 18 Gauge NVHC 37 SWAY Grip Clip (520) UPLIFT VIPIN N. TOLAT, PE (CIVIL) •• ••• • • • �L.�EG.Y12349 51 3 1114NTERN CREEK LANE, • • • • •Iig:ST11%, TX 77068 PRODUCT REVISED as couwaying watt the Florida Raloing Code Acceptance No le -0201 L Nu-Vue Industries, Inc. 1053-1059 East 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax: (305)694-0398 TRUSS AND TOP PLATE ANCHORS DWG 0: NU -1 Sheet: 4 of 4 Date: Fcb 18, 2008 Revisions: Jan. 25, 2016 • ••• • ••• • • • ••• • • • • ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Nail Schedule Allowable Design Loads (lbs) Product Code Description Header or Plate Joist or Stud Uplift L l L2 NVHC 37 5 Wa Cli Y P 16-8d or 16-10d 12-8d or 12-10d 702 560 637 UPLIFT VIPIN N. TOLAT, PE (CIVIL) •• ••• • • • �L.�EG.Y12349 51 3 1114NTERN CREEK LANE, • • • • •Iig:ST11%, TX 77068 PRODUCT REVISED as couwaying watt the Florida Raloing Code Acceptance No le -0201 L Nu-Vue Industries, Inc. 1053-1059 East 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax: (305)694-0398 TRUSS AND TOP PLATE ANCHORS DWG 0: NU -1 Sheet: 4 of 4 Date: Fcb 18, 2008 Revisions: Jan. 25, 2016 • ••• • ••• • • • ••• • • • • ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Miami Shores Village Building Department 10050 NE 2"d Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. RECEIVED APR 25 2017 I (We) have been retained by James Breen to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the 1481 NE 104 ST Miami Shores, FI 33138 project on the below listed structure as of November 1, 2016 (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: 16-2050 X 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. high _ Steel Framing and Connections welded or bolted X Soil Compaction _ Precast Attachments _ Roofing Applications, Lt. Weight. Insul. Conc. X Other Piling & Grade Beams & CMU Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perforin inspection* • • • • • 1. Juan C. David 2. • • • 3. 4. • • • • • • *Special inspectors utilizing authorized representatives shall insure the authorized representative isgealtfieicl by •••••• education or licensure to perform the duties assign by Special Inspector. The qualifications shall incl.ui• licensure asa • • professional engineer or architect: graduation from an engineering education program in civil or striatioralaranginee jing;. •• graduation from an architectural education program; successful completion of the NCEES FundamepalzExaminatiosi• • • or registration as building inspector or general contractor. • • • • I (we) will notify the Miami Shores Building Department of any changes regarding authorized 1;ersonne: • performing inspection services. •..• •• .... • • • •. • • .. • • • • • • • •. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, 1 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 profe• io al judgment those portions of the project outlined above meet the intent of the Florida Building Cod and re i substantial accordance with the approval plans. Signed a Date: 1 Name Engineer/Architect -x G1v4-1 Address ‘f6egrin6c_ t Ujad 70 • 4 JCD ARCHITECT, INC A.A. #26001 560 ••• 1385 CORAL WAY SU # 207 TEL. # (305)285-4343 MIAMI, FL 33 145 FAX # (305)285-4330 James and Mar Breen 1481 N.E 104 St. Miami Shores , FL 33030 Process # 16-2050 Answers to Comments December 20, 2016 Building: 1. Ok, See Architectural, Electrical, and Structural plans to comply with Florida Building Code. 2. Ok, See table in A-0 with corrections. 3. Ok, See job cost estimate attached. 4. Ok, by owner. 5. Ok, See jacket attached. 6. Ok, See structural plans section 2/S-2. 7. Ok, See note and specifications on S-1 8. Ok. • FULL ARCHITECTURAL SERVICES cis RESIDENTIAL cis COMMERCIAL es CUSTOM DESIGN cis LEED CERTIFICATION J UANCDAVI DQJCDARCH ITECT.COM ARCHITECT. INC J.C.D. ARCHITECT , Inc. JUAN C. IDAVID R. A. AR -00015344 LEED ACCREDITED PROFESSIONAL Design 8s Development Architecture Interiors Planning Construction 1385 Coral Way, Sutra 407 0 Miami, Florida 33145 a P5pne: (305) 285-4343 a Fac: (305) 285-4330 PROPOSED NEW TERRACE 1481 NE 104th Street Miami Shores, FL 33138 Owner: TABLE OF CONTENT Sheet No. Descri •• • • • •. • ...... •.•• • • .••. . • .• .. ...... • . • • • • • . • • .. .• • • • • • • •••• • • •.•• • • . • • •.• •. • • • •.•.•• ••.• •.• .• . 01-03 Grade Beam Design 04-05 Concrete Beams Design 06-08 Steel Column Design 09-09 Wood Ledger Design 10-14 Wind Load Analysis as per ASCE.7�1Vl-faCs.- c ` • • • • •..••• •••••• • • •• • •....• • • • • J.C.D. ARCHITECT , JUAN C. DAVID R. A. AR-0[0*SW LEED ACCREDITED PROFESSIONAL Design & Devedopmant Anitliiscour• Inferiors Planning Gonairucaon P•0•7•OTJNC. Jammu Va• WOW, . %dm* rtom••1•3 . Wow Cal =Wadi . ..‘11•1101.1/80 JOB ADDRESS PROJECT No SHEET No OF CALCULATED BY DATE CHECKED BY DATE . . . /7 -(...,, .. . 1 ._ ,, .......... .. .... _ ) 76 d:e. c.ito. -->'. (55- 44-3) • , .. ... „..._....... 1,..2o0 : . .. . • T 44• Q2 6t. 34.2)a( <f) = ) ) .zo,•cx, .2 Atz.s= Aso= — / / 0 1 570 • • • •• • • • • • , . • • • • • • . .. • • • • • • . : a • a • • •• . • • . • • • • de;44:Ailb., • 4 .. • • • • • • • :„ • • • • •• • • , • • • :• • • ;• • • ; • : • • • •• •::•• • s:p. N / /71 I --t-- ( -5e9. ) ( 0.1G ) * .34 ei — ; /6, ....e). o ! ! 2 4d/o' i . .. ... • • . ' = /3 7; • y ' ( '4 ) F- g.2 • 0' "— /0 i 7.2 . 4' , f •-. Ad; ( /54. 7i ). (0. za ) • • • t 01 • Title : Dsgnr: Description : Scope : Job # Date: 11:31AM, 22 MAR 16 Rev 590000 User KW -0605358, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 TERRACE-ANA.ECW:Beams Description GB -1 (12"x24") Grade Beam (3 -Span 15')(Exterior) LGeneral Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy fc 60,000.0 psi 5,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description S-1 S-2 S-3 Span ft 15.00 15.00 2.00 Beam Width in 12.00 12.00 12.00 Beam Depth in 24.00 24.00 24.00 End Fixity Pin -Pin Pin -Pin Pin -Free Reinforcing Center Area 1.20in2 1.20in2 1.20in2 Bar Depth 20.19in 20.19in 20.19in Left Area 1.20in2 1.20in2 1.20in2 Bar Depth 3.81in 3.81in 3.81in Right Area 1.20in2 1.20in2 1.20in2 Bar Depth 3.81in 3.81in 3.81in Loads Using Live Load This Span ?? Yes Yes Yes Dead Load k/ft 1.500 1.200 1.200 • • Live Load k/ft 0.600 0.600 0.600• • -4., .6. Results Beam OK Beam OK Beam OK • ••• • • • • _.L Mmax @ Cntr k -ft 52.12 37.63 0.00 • • • @X= ft 5.80 9.40 0.00 •••• 04 •• Mn * Phi k -ft Max @ Left End k -ft 104.82 0.00 104.82 -80.49 104.82 -5.40 • 0000 • ••• .... • • •••• • • ow • • Mn * Phi k -ft 104.82 104.82 104.82 • • • • • •• •• •• •• 00 Max @ Right End k -ft -80.49 -5.40 0.00 • Mn * Phi k -ft 104.82 104.82 104.82 •0 • • • .•• • Bending OK Bending OK Bending OK• • • • •• Shear @ Left k 18.03 25.26 5.40 • . • • • 0000 • Shear @ Right k 28.77 15.24 0.00 • • • • • Reactions & Deflections 1 DL @ Left k 8.76 25.07 9.07 LL @ Left k 3.39 11.13 4.67 Total @ Left k 12.15 36.20 13.74 DL @ Right k 25.07 9.07 0.00 LL @ Right k 11.13 4.67 0.00 Total @ Right k 36.20 13.74 0.00 Max. Deflection in -0.023 -0.014 0.007 @ X = ft 6.50 8.80 2.00 Inertia : Effective in4 12,017.76 12,017.76 13,824.00 hear Stirrups Stirrup Rebar Area Spacing @ Left Spacing @ .2*L Spacing @ .4*L Spacing @ .6*L Spacing @ .8*L Spacing @ Right in2 in in in in in in 0.220 Not Req'd Not Req'd Not Req'd Not Req'd 10.10 10.10 0.220 10.10 10.10 Not Req'd Not Req'd Not Req'd Not Req'd 0.220 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 02 *410 • • • ••• • •0• • •• • •• ••• • • •••• • 0000 • Title : Dsgnr: Description : Scope : Rev 580000 User KW -0605358, Ver 5 8 0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Multi -Span Concrete Beam Job # Date: 11:31AM, 22 MAR 16 Page 2 TERRACE -ANA. EC W: Beams Description GB -1 (12"x24") Grade Beam (3 -Span 15')(Exterior) [Query Values Location ft 0.00 0.00 0.00 Moment k -ft 0.0 -80.5 -5.4 Shear k 18.0 25.3 5.4 Deflection in 0.0000 0.0000 0.0000 • 1 • • • • • • • •• • • • • • • • • • • •••• •••• • • • • • • •••• •••• • • • • • • • •• •• •• •• • • • • • • • • • • • • • • • • • •• • •••• • • • 03 Title : Dsgnr: Description : Scope : Job # Date: 10:56AM, 22 MAR 16 Rev 580000 User: KW -0605358 Ver 5.8.0, 1 -Dec -2003 ,`(c)1983-2003 ENERCALC Engineering Software Multi -Span Concrete Beam Page 1 TERRACE -ANA ECW Beams Description B-1 (8"x16") Conc. Beam (2 Span 15')(Terrace) General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy fc 60,000.0 psi 3,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description S-1 S-2 Span ft 15.00 15.00 Beam Width in 8.00 8.00 Beam Depth in 16.00 16.00 End Fixity Pin -Pin Pin -Pin Reinforcing Center Area 0.88in2 0.88in2 Bar Depth 13.75in 13.75in Left Area 0.88in2 0.88in2 Bar Depth 2.25in 2.25in Right Area 0.88in2 0.88in2 Bar Depth 2.25in 2.25in Loads j Using Live Load This Span ?? Yes Yes Dead Load k/ft 0.600 0.600 Live Load k/ft 0.520 0.520 Results Beam OK Beam OKII Mmax @ Cntr k -ft 27.27 27.27 @X= ft 5.60 9.40 • • Mn * Phi k -ft 49.29 49.29 Max @ Left End k -ft 0.00 -48.49 • • • • • Mn * Phi k -ft 49.29 49.29 • • •. Max @ Right End k -ft -48.49 0.00 • • • Mn* Phi k -ft 49.29 49.29 • •••• • •• •••• :1111 Bending OK Bending OK @ Left k 9.70 16.16 IIShear Shear @ Right k 16.16 9.70 • • • • Reactions & Deflections • • DL @ Left k 3.37 11.25 . • • • LL@Left k 2.92 9.75 •••• • •••• • • •• • Total @ Left k 6.30 21.00 • • DL @ Right k 11.25 3.37 LL @ Right k 9.75 2.92 Total @ Right k 21.00 6.30 Max. Deflection in -0.165 -0.165 @ X = ft 6.30 8.70 Inertia : Effective in4 1,033.05 1,033.05 Shear Stirrups Stirrup Rebar Area Spacing @ Left Spacing @ .2*L Spacing @ .4*L Spacing @ .6*L Spacing @ .8*L Spacing @ Right in2 in in in in in in 0.220 6.88 Not Req'd Not Req'd 6.88 6.88 6.88 0.220 6.88 6.88 6.88 Not Req'd Not Req'd 6.88 04 ••• • • ••• • •.. • •• • •• ••• • • • ••• • • • Page 2 TERRACE -ANA ECW: Beams Title : Dsgnr: Description : Scope : Job # Date: 10:56AM, 22 MAR 16 Rev 580000 User KW -0605358, Ver 5 8 0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Multi -Span Concrete Beam Description LQuery Values B-1 (8"x16") Conc. Beam (2 Span 15')(Terrace) Location ft 0.00 0.00 " Moment k -ft 0.0 -48.5 Shear k 9.7 16.2 Deflection in 0.0000 0.0000 • • • • • • • • • •• • • • Y • • • •••• •••• • • • • •••• •••• • 0 •• •• • • • • • • • • • • •• •• • • • • • • • • • • • • • •• • •••• • • • • • 05 Title : Dsgnr: Description : Scope : Job # Date: 10:57AM, 22 MAR 16 Rev. 580002 User KW -0605358, Ver 5 8 0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineenng Software Steel Column Page 1 TERRACE -ANA. EC W: Columns Description TS 4"x4"x1/4" Steel Column (12') General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS4X4X1/4 Column Height 12.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined [Loads Fy 36.00 ksi Duration Factor 1.330 Elastic Modulus 29,000.00 ksi X -X Unbraced 12.000 ft Y -Y Unbraced 12.000 ft X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 Axial Load... Dead Load Live Load Short Term Load Summary 28.00 k 15.00 k k Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments 0.000 in 0.000 in Section : TS4X4X1/4, Height = 12.00ft, Axial Loads: Unbraced Lengths: X -X = 12.00ft, Y -Y = 12.00ft Combined Stress Ratios Dead AISC Formula H1 - 1 0.5743 AISC Formula H1 - 2 0.3611 AISC Formula H1 - 3 Column Design OK DL = 28.00, LL = 15.00, ST = 0.00k, Ecc. = 0.000in Live 0.3077 0.1934 DL + LL 0.8820 0.5545 DL + ST + (LL if Chosen) 0.6631 0.4169 XX Axis : Fa calc'd per Eq. E2.1, K*Llr < Cc YY Axis : Fa calc'd per Eq. E2-1, K*Llr < Cc Stresses • • • • • • • • ••• •• • Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F1-6] Fb:xx : Allow [F1-7] & [F1-8] fb : xx Actual Fb:yy : Allow [F1-6] Fb:yy : Allow [F1-7] & [F1-81 fb : yy Actual Dead 13.58 ksi 7.80 ksi 21.60 ksi 21.60 ksi 0.00 ksi 21.60 ksi 21.60 ksi 0.00 ksi Live 13.58 ksi 4.18 ksi 21.60 ksi 21.60 ksi 0.00 ksi 21.60 ksi 21.60 ksi 0.00 ksi DL + LL • • ,gt,t Short • 13.58 ksi • 18.06 ksi 11.98 ksi •••• • 21.60 ksi •••• 21.60 ksi • • 0.00 ksi • • • 21.60 ksi• • 21.60 ksi: • • • •• • 0.00 ksi • • • 11.94%46 • • • • 28.A•ksi • • 28.7!3 Ia;i : •• •• 0.00k�i 28%.1%: • 281.173 ksi •••• • • OUp,jcti • • • • • Analysis Values F'ex : DL+LL F'ey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 16,489 psi 16,489 psi 21,931 psi 21,931 psi 0.000 in at Cm:x DL+LL 0.60 Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 0.000 ft Max Y -Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST 0.000 in at 1.00 1.00 1.00 1.00 0.000 ft 06 Page 2 TERRACE-ANA.ECW:Columns Title : Dsgnr: Description : Scope : Job # Date: 10:57AM, 22 MAR 16 Rev 580002 User: KW -0605358, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Steel Column Description TS 4"x4"x1/4" Steel Column (12') LSection Properties TS4X4X1 /4 _ Depth 4.000 in Weight 12.19#/ft Values for LRFD Design.... Thickness 0.250 in Ixx 8.220 in4 J 13.500 in4 Width 4.000 in lyy 8.220 in4 0.00 Sxx 4.110 in3 Zx 4.970 in3 Area 3.59 in2 Syy 4.110 in3 Zy 4.970 in3 Rt 2.000 in Rxx 1.510 in 0.000 Ryy 1.510 in Section Type = TS -Square • • • • • •• • • • • • • •••• •••• • • • • •••• •••• • • • • • •• •• • • •• •• • • • • • • • • • •• • • • • • •••• • • • 07 •• • • • • • .• • • • • Rev. 580000 User: KW -0605358, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineenng Software Title : Dsgnr: Description : Scope : Job # Date: 10:58AM, 22 MAR 16 Steel Column Base Plate TERRACE -ANA. ECWColumns Description 12"x12"x3/4" Base Plate General Information Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads Axial Load X -X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width 45.00 k 4.00 k -ft Steel Section Section Length Section Width Flange Thickness Web Thickness HSS4x4x1/4 4.000 in 4.000 in 0.233 in 4.000 in 12.000 in Allowable Stresses 12.000 in Concrete fc 3,000.0 psi 0.750 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 24.000 in 24.000 in Anchor Bolt Data Dist. from Plate Edge 3.000 in Bolt Count per Side 2 Tension Capacity 7.360 k Bolt Area 0.442 in2 Summary Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 479.2 psi Allow per ACI318-95, A3.1 = 0.3 * f'c * Sgrt(A2/A1) * LDF 2,394.0 psi Allow per AISC J9 2,793.0 psi Plate Bending Stress Thickness OK Actual fb 32,266.7 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 7.360 k Baseplate OK Full Bearing : No Bolt Tension • • • • • •• • • •••• • • •••• • • • • • • •••• • • •••. • • •• •• • • • • • • • • • • •• • • • . • • •• •• • • • • •.•• • . • 08 •• 1.111• • • • • • • • • • • • Title : Dsgnr: Description : Scope : Job # Date: 12:56PM, 22 MAR 16 Rev 580000 User KW -0605358, Ver 5 8 0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Timber Ledger Design Page 1 TERRACE-ANA.ECW:Studs 8 Joists Description 2-2"x12" Wood Ledger Design (Terrace) LGeneral Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. Ledger Width Ledger Depth Bolt Diameter Bolt Spacing Load Duration Factors... Live Load Short Term 3.000 in 11.500 in 7/8" Uniform Load... Dead Load Live Load 425.00 #/ft 510.00#/ft 12.000 in Horizontal Shear 0.00#/ft Southern Pine, No.2 2 -4 Thick, 8 Wide 1.250 Fb Allowable 975.0 psi 1.330 Fv Allowable 175.0 psi Point Load... Dead Load Live Load Spacing Offset 0.00 lbs 0.00 lbs 0.00 ft 0.00 in Ledger Stresses Load Combination : Maximum Moment Bending Stress Stress Ratio MaximumShear Shear Stress Stress Ratio DL + LL 935.00 in-# 14.14 psi 0.012 589.24 lbs 17.08 psi 0.078 DL + ST 425.00 in-# 6.43 psi 0.005 267.84 lbs 7.76 psi 0.033 DL + LL + ST 935.00 in-# 14.14 psi 0.011 589.24 lbs 17.08 psi 0.073 LBolt Loading Note: Bolt Design Value from NDS 8.2 / UBC 23 Using :Southern Pine Stress Summary Max. Vertical Load Allow Vertical Load Max. Horizontal Load Allow Horizontal Load Angle of Resultant Diagonal Component Allow Diagonal Force Final Stress Ratio Summary I DL + LL 935.00 lbs 3,437.50 lbs 0.00 lbs 7,687.50 lbs 90.0 degrees 935.00 lbs 1,124.51 lbs 0.831 : 1.00 DL + ST 425.00 lbs 3,657.50 lbs 0.00 lbs 8,179.50 lbs 90.0 degrees 425.00 lbs 1,174.88 lbs 0.362 : 1.00 DL+LL+ST Stress Summary Wood Bending Stress Ratio Wood Shear Stress Ratio Bolt Stress Ratio DL + LL 0.012 : 1.00 0.078 : 1.00 0.831 : 1.00 _ DL+ST 0.005 : 1.00 0.033 : 1.00 0.362 : 1.00 935.00 lbs 3,657.50 lbs 0.00 lbs • .8,17 X50 lbs • • • 69090 degrees • 535.O0 lbs • .1., TVA Abs • • • • 0 96:1.00 ..„ • • • • •••• W92QNtJess 8,13oltg OK DI•iLLI • .•. .•A41.i:1.00 • 0073:1.00. • . 0.716 : 1.00• • • • .. •••• .• • • ••• • • • • 09 • J.C.D. ARCHITECT , Inc. JUAN C. DAVID R. A. PP -1:1001,1“ LEE° ACCREDITED PROFESSIONAL Design iSt Development Architecture interlore Planning Construction ARCHITECT. INC. icps p•••• 33140 • Pec••• 2•5•••• • Fax (306) MS -MO JOB 7-a Ae ADDRESS PROJECT No SHEET No OF CALCULATED BY DATE CHECKED BY DATE V//A10 =."‘"*E- 4 't 44:t 4- Y.5 /> Ad "7- 4Z41) 4. 5 )-( 77:7- ( 4)(,./)( ) :== • • • • • • • • • • • • • • • • • • • • • • • or • • • • • • • • • • • • • • • • • . • • • • • • • • • • . • • • • • • • • • • • • • • • • 0! • • • • • • • • ' • 1•• • • • • • • ; • • • • • • • • • II. • 10 • • • • • , • , • WINDO5 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Description: Terrace Analysis by: O.G. Company Name: J.C.D. User Input Data Structure Type Basic Wind Speed (V) Building 175 mph Struc Category (I, II, III, or IV) I I Exposure (B, C, or D) C Struc Nat Frequency (n1) 1 Hz Slope of Roof Slope of Roof (Theta) 3.0 14.0 :12 Deg Type of Roof Hipped Kd (Directonality Factor) 0.85 Eave Height (Eht) 20.50 ft Ridge Height (RHt) 25.50 Mean Roof Height (Ht) 23.00 Width Perp. To Wind Dir (B) 73.00 ft ft ft Width Paral. To Wind Dir (L) 70.00 ft Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.33 Flexible Structure No Calculated Parameters Hurricane Prone Region (V>100 mph) Table 6-2 Values Alpha = 9.500 zg = 900.000 At = 0.105 Bt = 1.000 Bm = 0.650 Cc = 0.200 1= 500.00 ft Epsilon = 0.200 Zmin = 15.00 ft Gust Factor Category I: Rigid Structures - Simplified Method a • Gust1 For rigid structures (Nat Freq > 1 Hz) use 0.85 O.S51 Max - Gust Factor Category I1: Rigid Structures - Complete Analysis 0.00 Zm Zmin 15.G6• -0.55 Izm Cc * (33/z)^0.167 0.228+•x• Enclosed Buildings Lzm I*(zm/33)^Epsilon 427.1€4 ft* Q (1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))^0.5 0.89 ••• Gust2 0.925*((1+1.7*Izm*3.4*Q)/(1+1.7*3.4*Izm)) 0.87b1,1 •• Gust Factor Summary 0 • • G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0M _- • • • •• • Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gcpi Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 -0.18 Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. 3/22/2016 • •••• • •••• • • • • •• •• • • • • • to • • • • • • • • •••• • • • • • Page No. 1 of 4 11 3/22/2016 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev ft Kz Kzt qz Ib/ft^2 Pressure (Ib/ft^2) 2.01*(Ht/zg)^(2/Alpha) Windward Wall* Leeward Wall Total Shear Moment +GCpi -GCpi +GCpi -GCpi +/-Gcpi (Kip) (Kip -ft) 25.5 0.95 1.00 63.26 31.87 54.16 -37.45 -15.16 69.32 12.65 15.81 23 0.93 1.00 61.90 30.95 53.23 -37.45 -15.16 68.40 25.13 47.23 20.5 0.91 1.00 60.41 29.94 52.22 -37.45 -15.16 67.39 27.59 79.26 20 0.90 1.00 60.10 29.73 52.01 -37.45 -15.16 67.18 52.11 147.46 15 0.85 1.00 56.57 27.33 49.61 -37.45 -15.16 64.77 123.04 1591.36 Note: 1) Positive forces act toward the face and Negative forces act away from the face. Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting Systems M hod 2) r ILO `f t l�444 - N N - N I.11 N L ♦ Z - N • N B-0 t t t t t t t t t t 1� _14.11111 1111111111 k L Variable Formula Value Units Kh 2.01*(Ht/zg)^(2/Alpha) 0.93 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256*(V)^2*Kh*Kht*Kd 61.90 psf Khcc Comp & Clad: Table 6-3 Case 1 0.93 Qhcc .00256*VA2*Khcc*Kht*Kd 61.90 psf Wall Pressure Coefficients, Cp Surface Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) 0.8 • • • • • •• • • • • •••• • • •• •. • • • • • • • • • • •• • Roof Pressure Coefficients, Cp Roof Area (sq. ft.) Reduction Factor 1.00 Calculations for Wind Normal to 73 ft Face Additional Runs may be req'd for other wind directions Cp Pressure (psf) +GCpi -GCpi Leeward Walls (Wind Dir Normal to 73 ft wall) Leeward Walls (Wind Dir Normal to 70 ft wall) Side Walls - 0.50 -0.49 - 0.70 -37.45 -37.00 -47.97 -15.16 -14.71 -25.69 Roof - Wind Normal to Ridge (Theta>=10) - for Wind Normal to 73 ft face Windward - Min Cp Windward - Max Cp Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. -0.60 -42.86 -20.58 -0.08 -15.42 6.87 • • 000000 • • • • • • • • • • •••• • • • • • • •• • • •• •• • • • • • • • • • • • •••• • • • • • •• • Page No. 2 of 4 12 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Leeward Normal to Ridge Overhang Top (Windward) Overhang Top (Leeward) Overhang Bottom (Applicable on Windward onl y) -0.47 -36.00 - 0.60 -31.72 - 0.47 -24.86 0.80 41.08 -13.72 -31.72 -24.86 41.08 Roof - Wind Parallel to Ridge (All Theta) - for Wind Normal to 70 ft face Dist from Windward Edge: 0 ft to 46 ft - Max Cp Dist from Windward Edge: 0 ft to 11.5 ft - Min Cp Dist from Windward Edge: 11.5 ft to 23 ft - Min Cp Dist from Windward Edge: 23 ft to 46 ft - Min Cp Dist from Windward Edge: > 46 ft - 0.18 - 0.90 -0.90 -0.50 - 0.30 - 20.61 - 58.49 -58.49 -37.45 - 26.92 1.67 -36.21 -36.21 -15.16 -4.64, * Horizontal distance from windward edge Figure 6-10 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft Kh = 2.01"(Ht/zg)^(2/Alpha) Kht = Topographic factor (Fig 6-2) Qh = 0.00256*(V)^2*Kh*Kht*Kd Theta = Angle of Roof 0.93 1.00 61.90 14.0 Deg • 3/22/2016 Transverse Direction Cow Longitudinal Directioq• • •; Torsional Load Cases Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh (psf) Min P (psf) Max P (psf) 1 0.48 0.18 -0.18 61.90 18.45 40.73 2 -0.69 0.18 -0.18 61.90 -53.85 -31.57 3 -0.44 0.18 -0.18 61.90 -38.13 -15.85 4 -0.37 0.18 -0.18 61.90 -34.29 -12.01 5 -0.45 0.18 -0.18 61.90 -38.99 -16.71 6 -0.45 0.18 -0.18 61.90 -38.99 -16.71 1E 0.72 0.18 -0.18 61.90 33.67 55.95 2E -1.07 0.18 -0.18 61.90 -77.37 -55.09 3E -0.63 0.18 -0.18 61.90 -49.89 -27.61 Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. •••• • . .... . . . .. . • . . •••• • .• .. . Page No. 3 of 4 13 4E WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 -0.56 0.18 -0.18 61.90 -45.56 -23.27 * p = qh * (GCpf - GCpi) Figure 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a = 7 =_> Hipped Roof 7 < Theta <= 27 7.00 ft Double Click on any data entry line to receive a help Screen 3/22/2016 . Component Width (ft) Span (ft) Area (ftA2) Zone GCp Nind PribW(Tb/ft"2 Max Min MaX' • 1'.Min GT -1, T-1 4.5 34 385.33 1H 0.30 -0.80 18.57717-49.52 GT -1, T-1 4.5 34 385.33 2H 0.30 -2.20 18.7: 1136.17 18.7 1 7154.74 • • •• ••.-. GT -1, T-1 4.5 34 385.33 3H 0.30 -2.50 0.00 0.00 4 0.00 • -.I • 0.00 0.00 0.00 0.00 Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs. Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. •• • ••.• • • • •••. • • •• .• • • • .• • • •.•. • • •• • Page No. 4 of 4 14 1113.1:ItM2ff 4B-16, CHANCE. CHANCE® HELICAL ROUND SHAFT PRODUCTS CHANCE® Round Shaft (RS) Helical Product Ratings Table 5 Product Series Torque Rating ft -lbs (Nm) Ultimate Tension Strength* kip (kN) Uplift/Compression Capacity Limit** kip (kN) RS2875.203 5,500 (7 500) 60 (267) 49.5 (220) RS2875.276 8,000 (10 846) 90 (400) 72 (320) RS3500.300 13,000 (17 600) 120 (534) 91 (405) RS4500.337 23,000 (31 200) 140 (623) 138 (614) RS6625.280 40,000 (54 233) 200 (890) 200 (890) RS8625.250 60,000 (81 349) 300 (1 334) 300 (1 334) * Based on Mechanical Strength of Coupling " Based on Torque Rating - Uplift/Compression Capacity Limit = Torque Rating x K, "Default" K, for Type RS2875 Series = 9 ft -1(30 m-1); for Type RS3500.300 = 7 ft-' (23 m-1); for Type RS4500.337 = 6 ft -1(20 m-1); for Type RS6225.280 = 5 ft -1(13 m-1); for Type RS8624.250 = 4 ft -1 (13 m-'); CHANCE® Round Shaft Helical Cross Sections Figure 4 • • • • • • •• • • • • • • CHANCE - CENTRALIA, MISSOURI SEPTEMBER 2011 HUBBELL® Power Systems TABLE -1B CHANCE® Civil Construction MECHANICAL STRENGTH RATINGS — Tvne RS HELICAL PILES RATING TYPE CENTRAL STEEL SHAFT PRODUCT FAMILY RS2875.165 2-7/8" OD Pipe Shaft RS2875.203 2-7/8" OD Pipe Shaft RS2875.262 2-7/8" OD Pipe Shaft RS3500.300 3-1/2" OD Pipe Shaft RS4500.337 4-1/2" OD Pipe Shaft Torque Strength Rating (ft -lb) 4,500 5,500 7,500 13,000 50 91 120 23,000 60 138 140 Ultimate Strength Per Helix (kip) (Tension/Compression) *40 *40 *40 Uplift/Compression Capacity Limit' (kip) 36 44 60 Ultimate Tension Strength' (kip) 50 60 100 * For 14" Dia. 3/8" Thick Helix Plates, Reduce the Ultimate Capacity by 20% 1 - Based on torque rating — Uplift/Compression Capacity Limit = Torque Rating x Kt "Default" Kt for Type RS2875 Series = 8, for Type RS3500.300 = 7, for Type RS4500.337 = 6 2 — Based on mechanical strength of coupling • • NOTE: Actual installed capacities are dependent on site specific soil conditions. • • • • • • • •• • • • • • • • • • • 1000 •.00 • • • • • • •00• •00• • • • . • •. •• •. •. • • • • • • • • • • • • • • • • • • • • •• • 0000 • • • • • 26 CHANCE CIVIL CONSTRUCTION, Hubbell Power Systems, Inc. CENTRALIA, MISSOURI USA • EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET FEBRUARY 15, 2015 REPORT OF GEOTECHNICAL EXPLORATION & ENGINEERING ANALYSIS - RECOMMENDATION FOR JAMES BREEN PROPOSED NEW SINGLE FAMILY POOL 1481 NE 104 STREET MIAMI SHORES, FLORIDA DADE COUNTY, FLORIDA • •• • .. . . . • •. . • • • 0000 0000 • • . . . • 0000 0000 .. .. .. .. .. •.. • • • • .•• •• • • • • •• • •. • 0000 • • • • • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" • EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET February 15, 2015 Report of Engineering Evaluation for: James Breen Project : Proposed Pool Location : 1481 NE 104th Street Miami Shores, Florida Dade County, Florida To Whom it May Concern; As per your request EastCoast Testing & Engineering, Inc. performed the modified and standard penetration test boring's at the above reference location. The purpose of this investigation was to provide information concerning the site and subsurface conditions in order to provide site preparation and foundation design recommendations for support of the proposed construction. This report presents our findings and foundation recommendations. It is our understanding that plans for this project consist of new reinforced gunite pool to be constructed in the rear of the subject property. Final Floor elevations for the test boring's were not furnished. Major intersections for this project are north of east of US 1, (SR 5) and north of NE 95`" Street in Miami Shores, Florida, Dade County, Florida. STANDARD PENETRATION TEST BORINGS . . . ..• . • . The location for the test boring's were determined by our client, and arill,uperviSbt"' and are indicated on the test boring report logs'. A review of our test same( recovered. indicate that beneath the surface the upper levels of subsoils consist of fine-gr.wi ed sands.. with some/little limestone fragments, root, silt and organics to a depth of +/'2.5.f,eet beao+ac.. * grade. Below this layer our borings discovered stratums of very loose silty finergrained•• : sands, and organic silt, (muck) which continued to +/-8.5 feet below the surface.. 4Jnderling •• these deleterious subsoils were layers of fine-grained silty sands, and limesthx» regments • with little sands in a medium dense compaction condition to +/-13.0 feet. Below thistone w .: boring disclosed multifarious stratums of limestone fragments wit little/traces effirje;mediem grained sands predominantly in a medium dense state of relative consolidation wh‘pif:', extended to +/-26.5 feet below the land surface grade elevation. From this depth our borin f ' encountered limestone fragments in a very dense to a medium dense consolidated state to -30.0 feet. These limestone substratum terminated our subsurface exploration at thirty feet maximum penetration. • • • • .• . . THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY. CONCRETE, ASPHALT. ETC, A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET Page #2 - Laboratory #7003305 1481 NE 104"' Street Miami Shores, Florida The natural ground water table was discovered to exist at an elevation of +/-3'10"- 4'10" below the existing natural -ground surface at the time of our borings. Fluctuation in the observed groundwater levels should be expected due to rainfall variations, seasonal climatic changes, construction activity and other on-site specific factors. The general location and nature of the proposed project, the depth and thickness of the compressible organic silt, (muck) in the upper +/-2.5-8.5 feet of depth and the existence of nearby structures preclude the use of conventional foundation methods. We therefore recommend the proposed pool and all structure's be supported on a system of helical piers, and/or pin piling. It should be noted that load bearing capacities for the proposed pool has not been given as of the date of this report. HELICAL PIERS It is our professional opinion that the proposed pool, and all structure(s) be supported and designed with a deep foundation system of helical piers. Based on our boring performed and test borings performed in the area, we estimate that a 12-14 inch helical foundation anchor installed to a minimum vertical distance of +1-28 feet below the surface will provide an allowable compressive capacity of +/-30 kips, (working loads) with an ultimate bearing capacity of 60 kips, and a tension capacity of ten kips. We recommend the helical sections be hot dipped galvanized, (ASTM A153) and bolted, (B) and/or welded, (VI) connections. The shaft O.D. (Inches) shall be a minimum of 3.50 inches. The shaft wall gauge shall be a minimum of 0.25 inches. The specific design of the piers should be left up to the speciality contractor or structural engineer with respect to location, spaoiwg, a epth and • • • • load bearing capacity. Installation shall be performed in accordance with the f4B Chance Company Technical Manual Specification or equivalent. • .... •••• Pier capacity is directly dependant upon helix size and spacing and the sub'ontracttri• • will be able to provide the most cost effective combination of helix sizes and qhs. leis. recommended that two, (2) test piers be performed prior to full production td tiet&rmine the • • approximate depths and size of the helical's. Shall the design compression C9p3Ltty not be • achieved at the approximate depth specified additional helical piering section§ will:be. % installed in order to conform to the design criteria. .. • • • • The design of the piers should be left up to the speciality contractor and the • structural engineer as required. A geotechnical engineer or his representative shall monitor the installation of the helical piers for certification purposes. •• • • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 Pompano Beach, Florida 33073 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 4361 Okeechobee Blvd. - Suite A-5 West Palm Beach, Florida 33409 (954).972.SOIL FACSIMILE #9549718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET Page #3 - Laboratory #7003305 1481 NE 104"' Street Miami Shores, Florida PIN PILE ALTERNATIVE As an alternative to a deep helical pier foundation system, we recommend that the proposed structure's be supported utilizing a foundation system of pin piling. We anticipate that a three and one-half, (3.0" I.D.) pin pile installed to a minimum depth of approximately +/-28 feet or to refusal conditions will yield an allowable bearing capacity of 10 kips. A minimum penetration of +/-28.0 feet below grade will be required to accept a completed pin pile and/or as determined by the engineer. Pre drilling through the surficial fills may be required if practical refusal is found at a higher elevation. Pin piles driven to the recommended depth should be able to support loads up to 5 tons given the soil conditions of the site. It is recommended that two, (2) test piers be performed prior to full production to determine the approximate depths of the pin pile's. A geotechnical engineer or his representative shall be present for the test pile operations and for the remainder of the pin pile installation for certification purposes. We recommend that these piles have a minimum wall thickness equivalent to schedule 80. All pin piling shall be hot dipped galvanized. The sections of the piling should be welded to the outer collars to insure the structural stability of the piling. Once the piles are installed, they may be filled with 4000 psi concrete grout and attached to the propos ed • foundations with either embedded reinforcing, or top plates. This decision and detail aretrhe • • responsibility of the project structural engineer. • • • • • ••• • • • • • The piling should be installed with a Rhino Model 140 pneumatic jacJJIgmmer, (,it pounds minimum weight) or approved equal, capable of advancing the piling fQ to requfrod • • depth, (refusal). Refusal conditions are determined with less than 0.1 inches pf.ovemsnt . in one minute of driving.• • .. .. • •• •• . a • • • Piling installed in accordance with these recommendations will provide am allowable • ▪ • compressive capacity of 10 kips. Should a geotechnical engineer from this•office or his: • . representative inspect the installation of the pin piling a Foundation Certification will be • submitted upon satisfactory completion. .•• • • • • •• • • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET Page #4 - Laboratory #7003305 1481 NE 104' Street Miami Shores, Florida CONSTRUCTION PLAN & SPECIFICATIONS REVIEW It is recommended that this office be provided the opportunity to make a general review of the foundation and earthwork plans and specifications prepared from the recommendations presented in this report. Our report has been written in a guideline recommendation format and is not appropriate for use as a specification -type format. It is recommended that this report not be made a part of the contract documents, however, it should be made available to prospective contractors for information purposes. CONSTRUCTION RELATED SERVICES We recommend the owner retain Eastcoast Testing & Engineering, Inc. to perform corstruction materials testing and observations on this site. Field tests and observations include foundation and pavement subgrades by performing quality assurance testing on the placement of compacted structural fills, and pavement courses. We can also provide concrete testing, pavement section testing, structural steel testing, general construction observation services, and Special Inspection services. LIMITATIONS • • • • • • 1 •• • • • • • • • • Our geotechnical exploration study has been performed, our findings obtained, anal • • our recommendations prepared in accordance with generally accepted •gsotechnicef • • • engineering conclusions and practices. EastCoast Testing & Engineering, hic TE) is`5ot : responsible for any independent conclusions, opinions orrecommendationSMatte byothefs •• • based on the data contained in this report. • . • • • • • • • • •••• This report does not reflect any variations which may occur aw• ay. poll the sol!, borings. The discovery of any subsurface conditions which deviates from the data obtallp.tf during this geotechnical investigation should be reported to us for further analysis and evaluation. • • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY, CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET Page #5 - Laboratory #7003305 1481 NE 104th Street Miami Shores, Florida The Standard Penetration Test ASTM D-1586 The Standard Penetration Test is the most commonly employed tool utilized to identify in-situ subsurface soil conditions. The "N" values obtained from the boring provide an accurate estimation of internal soil characteristics such as relative density, internal shear strength, angle of internal friction, and the approximate range of the soil's unit weight. These "N" values represent the resistance of a 2 -inch diameter split spoon sampler driven by a 140 -pound hammer free falling 30 inches. Each drive of the 24 inches long split spoon is divided into four six-inch increments. The second and third increments are totaled to produce the "N" value found on your report. The Standard Penetration Test also allows for the recovery of soil samples whichare returned to our laboratory and visually examined and classified. The Sitx sanoples ere • available for laboratory testing if requested. Samples are generally held for30.days unless otherwise directed by the client. • .... . • • .... . . . An approximate ground water table is obtained from the borehole updq Ltnplet{,dn . of the drilling procedures. This water table is useful in the general evaluati8fl dPparticulat " soil conditions, and may give the contractor some insight into what can be antripht4d during' construction. It should be noted that the ground water level will fluctuate sdasona'lly. This.:. level may also be affected by local draw -downs, soil conditions, and the watersheds contribution to the underlying aquifer. It should not be construed to be a measure of ih'e: : soils' permeability, or of the de -watering characteristics of the site. Although the standard penetration test is one of the most reliable methods used to identify soil characteristics and types, it may only represent a small fraction of the materials actually deposited at the site. As is common industry practice, we have assumed a uniformity of profiles between borings to provide a subsoil profile for engineering purposes. This profile is strictly based on the data obtained from the borings, and if unusual or varying conditions are found we should be notified immediately. . • • • • • • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 (954).972.SOIL Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 FACSIMILE #954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET Page #6 - Laboratory #7003305 1481 NE 104"' Street Miami Shores, Florida A test is expressly representative of the immediate location tested, and the reliability of the conclusions is a direct result of the quantity of tests performed. Any variation in location may reveal similarly some changes in the depth, thickness, texture, and conditions of the stratum encountered. Unless specifically stated otherwise, and specifically directed and prearranged by the client, all elevations are taken with respect to the existing ground surface at the time of testing. Boring locations are usually obtained in the field by pacing off distances and approximating right angles to landmarks and property corners. More precise locations may be obtained from on site surveys and placement of the boring locations by a Land Surveyor, Registered in the State of Florida. These services are provided at additional costs and are beyond the scope of this report. The data presented herein was obtained for the specific purposes stated in this report, and should not be misconstrued to apply to any other circumstance, project, or ancillary use unless so specified and addressed by the engineer of record. Thank you for using EASTCOAST TESTING AND ENGINEERING,: INC',. for your • geotechnical needs. Should you need further assistance with this or any other projQct,• • • please contact this office. • Respectfully Submitted; EASTCOAST TESTING & ENGINEERING, INC. Certificate of Authorization #3425 2/15/2015 Mohammed A. Hai, P.E. Senior Geotechnical Engineer Florida Registration No. 59345 f:Iwpdocs17003305 jamesbreen.cscores.cs.mh •••• • • •••• • • •• •• • •••• • • •••• • • •• • • •• •• • • • • • • • • • • • • • • • ,eipry • • • • • Crag Smith, President THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY, CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET TEST BORING REPORT CVO: LABORATORY PROJECT BORING C.O.D.: PO#: BORING CUSTOMER CREW DRILL NUMBER: PROJECT: LOCATION: LOCATION: GROUND 7003305-A OFFICE FAX #: 954-971-8872 NUMBER: #: CHIEF: DRILLER: RIG#: CASING: 1 CLIENT: JAMES BREEN PROPOSED POOL H.E. 1481 NE 104th STREET - MIAMI SHORES, FLORIDA A.M. APPROX. N. END OF PROPOSED POOL H.H. WATER: +/-4'10" DATE: 02/10/15 ELEV: N/F N/A NOTE: SURVEY NOT GIVEN UNLESS NOTED: B.E.G: BELOW EXISTING GRADE LOCATIONS: APPROX UNLESS STAKED DEPTH SAMPLE BORING NUMBER: 1 PAGE NUMBER: 1 VALUES SPT FEET 'NUMBER VISUAL SOIL CLASSIFICATION/AASHTO M145/ASTMD2487 DEPTH BLOWS PER 6" 1 1 DARK BROWN FINE-GRAINED SAND LITTLE ROOT & ORGANICS 0.0-1.0' 4 5 7 2 2 DARK BROWN FINE-GRAINED SAND WITH SILT, (LOAMY SAND) 1.0-2.5' 9 15 3 - 1 9 5 4 3 VERY DARK BROWN ORGANIC SILT, (MUCK) 2.5-8.0' 1 2 5- 3 4 7 6 5 6 7 2 7 5 8 - 5 12 9 4 DARK GRAY SILTY FINE-GRAINED SAND 8.0-10.0' 14 18 28 10 28 11 BOTTOM OF BORING @ 10.0 FEET NOTE: HAND HAMMER • • • • • 12 13 • • . - 14 - 15 ••••• • ••••• 16 ---• MODIFIED STANDARD PENETRATION TEST BORING: BLOWS PER FOOT ON 2" O.D. SAMPLER WITH -A 35 LB. HAMMER FALLING 30" • • • • • • • • • • • • SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A.S.T.M. D 1452/STANDARD PENETRATION TEST:ASTM D1586.THE SAMPLES COLLEC?Pb CORSTITUTE A MUTE • • PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL 'PROTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOR: M/11i1M1 M OF THREE MONTHS • • THE OWNER. ARCHITECT AND/OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTY AND DESIGN OF THE STRLCTUREOF PROPER-Pl. • • • RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., CERTIFICATE OF AUTHORIZATION #3425 " , -u.J 2/15/2015 MOHAMMED A. HAI, P.E. trim SENIOR GEOTECHNICAL ENGINEER CRAG SMITH, PRESIDENT STATE OF FLORIDA #59345 • • • • • • • • •• • •••• • • • •• • THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS. CONCLUSIONS. CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM. (ETEJ IS STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING & ENGINEERING. INC. • • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY, CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" • EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET TEST BORING REPORT CVO: LABORATORY PROJECT BORING C.O.D.: PO#: BORING CUSTOMER CREW DRILL NUMBER: PROJECT: LOCATION: LOCATION: GROUND 7003305-B OFFICE FAX #: 954-971-8872 NUMBER: #: CHIEF: DRILLER: RIG#: CASING: 2 CLIENT: JAMES BREEN PROPOSED POOL H.E. 1481 NE 104th STREET - MIAMI SHORES, FLORIDA A.M. APPROX. 22' S. & 20' W. OF THE EXISTING NW BUILDING CORNER F350 WATER: +/-3'10" DATE: 02/10/15 ELEV: N/F 3" NOTE: SURVEY NOT GIVEN UNLESS NOTED: B.E.G: BELOW EXISTING GRADE LOCATIONS: APPROX UNLESS STAKED DEPTH SAMPLE BORING NUMBER: 2 PAGE NUMBER: 1 \I VALUES SPT FEET NUMBER VISUAL SOIL CLASSIFICATION/AASHTO M145/ASTMD2487 DEPTH BLOWS PER 6" 1 1 BROWNISH GRAY FINE-GRAINED SAND & LIMESTONE FRAGMENTS 0.0-2.0' 4 1 1 2 3 1 3 2 BROWN SILTY FINE-GRAINED SAND SOME LIMESTONE FRAGMENTS 2.0-5.0' 1 3 1 4 0 1 5- 2 1 1 6 3 VERY DARK BROWN ORGANIC SILT, (MUCK) 5.0-8.5' 1 0 7 2 8- 1 4 9 10 2 4 10 4 PALE BROWN LIMESTONE FRAGMENTS LITTLE FINE -MEDIUM GRAINED SAND 8.5-13.0' 6 8 11 4_,14"- -- 7 12 •- 44,••4 13 • •• • • •'19' • . •.Q•. 11 • 14 5 WHITE LIMESTONE FRAGMENTS LITTLE SAND BORING CONTINUED 13.0-16.0' j "..1 15 ••` •• • • •I.2 • 7' Fi••. 16 .6._ _ • i STANDARD PENETRATION TEST BORING: BLOWS PER FOOT ON 2" O.D. SAMPLER WITH A 140 LB. HAMMER FALLING 30" • • • • • • • SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A.S.T.M. D MU/STANDARD PENETRATION TESTASTM D1586,THE SAMPLES COLLECIIND OONSTITUTE A IMMUI%• • • • • • • • PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL 'PROTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOAANAMICIIANM OF THREE MONTHS • • THE OWNER. ARCHITECT AND/OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTY AND Dt SIGN.OFI-HE STRYCTUR6OF PROPaRelr • • • RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., CERTIFICATE OF AUTHORIZATION #3425 2/15/2015 MOHAMMED A. HAI, P.E. SENIOR GEOTECHNICAL ENGINEER STATE OF FLORIDA #59345 CRAIG SMITH, PRESIDENT • • • • • •• • • 0000 • • • •• • THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS. CONCLUSIONS. CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM. (ETE) IS STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION IS PROVIDED AND APPROVED BY EASTCOAST TESTING & ENGINEERING. INC. • • • • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY, CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" EASTCOAST TESTING & ENGINEERING, INC. 4100 North Powerline Rd. - Suite G-1 4361 Okeechobee Blvd. - Suite A-5 Pompano Beach, Florida 33073 West Palm Beach, Florida 33409 Broward (954) 972.7645 (SOIL) - Dade (954) 972.7645 (954).972.SOIL FACSIMILE #954-9718872 ESTABLISHED 1981 ETE@BELLSOUTH.NET TEST BORING REPORT CVO: LABORATORY PROJECT BORING C.O.D.: PO#: BORING CUSTOMER CREW DRILL NUMBER: PROJECT: LOCATION: LOCATION: GROUND 7003305-C OFFICE FAX #: 954-971-8872 NUMBER: #: CHIEF: DRILLER: RIG#: CASING: 2 CLIENT: JAMES BREEN PROPOSED POOL H.E. 1481 NE 104th STREET - MIAMI SHORES, FLORIDA A.M. APPROX. 22' S. & 20' W. OF THE EXISTING NW BUILDING CORNER F350 WATER: +/-3'10" DATE: 02/10/15 ELEV: N/F 3" NOTE: SURVEY NOT GIVEN UNLESS NOTED: B.E.G: BELOW EXISTING GRADE LOCATIONS: APPROX UNLESS STAKED DEPTH SAMPLE BORING NUMBER: 2 PAGE NUMBER: 2 *V VALUES SPT FEET 1NUMBER VISUAL SOIL CLASSIFICATION/AASHTO M145/ASTMD2487 1 DEPTH BLOWS PER 6" 17 6 WHITE LIMESTONE FRAGMENTS LITTLE SAND 16.0-20.0' 23 8 12 '--Tr-- 119 18 _ 11 19 9 9 20 16 7 -7- 821- 21- 7 WHITE LIMESTONE FRAGMENTS LITTLE SAND 20.0-25.0' 24 10 10 22 14 11 23 34 11 16 -4 24- 18 25 24 22 21 26 8 PALE BROWN LIMESTONE FRAGMENTS LITTLE SAND 25.0-30.0' 3 1 27 • 80 • 1 • 46 28 • M El5• • ! 29 •• • •••��• __15 •_ 5 • 30 • •g••• 31 1•• BOTTOM OF BORING 30.0 FEET •••• • • 32 • • • • • • STANDARD PENETRATION TEST BORING: BLOWS PER FOOT ON 2" O.D. SAMPLER WITAA 1:0 LB. HAMIIYEiAALLING 36". 71' 0 SOIL INVESTIGATION AND SAMPLING BY AUGER BORINGS: A.S.T.M. D 1452/STANDARD PENETRATION TESTASTM D1586.THE SAMPLES COLLEOTfD CONSTITUTE AMINUi6, PERCENTAGE OF THE SUBSOILS AT THE SITE. AS A MUTUAL 'PROTECTION THE SOILS WILL BE STORED IN OUR LABORATORY FACILITIES FOIj4l4/AMIIM OF THREEMONTHS THE OWNER. ARCHITECT AND/OR ENGINEER ARE ENCOURAGED TO VISUALLY INSPECT SAMPLES PRIOR TO PURCHASE OF PROPERTY AND ' 1 1' • RESPECTFULLY SUBMITTED, EASTCOAST TESTING & ENGINEERING, INC., CERTIFICATE OF AUTHORIZATION #3425 44. NikiiVot;i 2/15/2015 MOHAMMED A. HAI, P.E. SENIOR GEOTECHNICAL ENGINEER STATE OF FLORIDA #59345 CRAIG SMITH, PRESIDENT • • • • • •• • • • • • • • ,Zs. C • •••• • • • •• • THE INTENT OF THIS REPORT IS NOT FOR ENVIRONMENTAL PURPOSES UNLESS SPECIFIED. AUTHORIZATION FOR PUBLICATION OF STATEMENTS. CONCLUSIONS. CERTIFICATIONS OR EXTRACTS REGARDING THIS OR ANY OTHER TEST REPORT BY THIS FIRM. (ETE) IS STRICTLY PROHIBITED UNLESS WRITTEN AUTHORIZATION /S PROVIDED AND APPROVED BY EASTCOAST TESTING & ENGINEERING. INC. •• • ••• • THRESHOLD/SPECIAL INSPECTIONS, BORINGS, DENSITY, CONCRETE, ASPHALT, ETC, A "GEOTECHNICAL TESTING LAB" •