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RC-16-3485 X^ Y, r -n STRUCTURAL } LFENGINEERS �3 4960 SW 52nd Street, Suite #401 , Davie; FL 33314 C (305) 219-2344 O(954) 533-3237 F (954) 533-2117 E-Fax (954) 697-7697 E pfiallo@plfengineers.com i February3,2017 Project Address: 373NE 101ST FEB 1 2017 Process Number: RC-12-16-3485 To whom it may concern: Please note that this letter has been provided to explain clearly what changes have been performed in response to the structural plan review performed recently by the building department of City of Miami Gardens. If you have any questions, please do not hesitate to call me on my cell phone at 305-219-2344. Structural Comments:' BUILDING CRITIQUE REVIEW 6. S-2. Provide detail for the steel column to roof truss connection. ." Response: The roof framing is not directly connected to steel columns at anyp®int. The columns are below the new steel beam. Please see the section 2/S-2 added?Sr more clarity on •• revised plan S-2. •••••• •••••• STRUCTURAL REVIEW COMMENTS 1. PROVIDE TWO COPIES OF THE GEOTECHNICAL REPORT, SIGNED ANd1•SEALED 8Y,"' ...... FLORIDA ENGINEER, AS REFERENCED AND NOTED ON SHEET S-0, TQVERIFY SOIL. .• BEARING OF 250OPSF • . . . . ...... Response:Architect to provide. ;...•• .. . •••i • 2. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A. REINFORCED MASONRY PER SECTION 2122.4 OF FBC 5T" EDITION (2014) CODE. B. C. MIAMI DADE COPUNTY ADMINISTRATIVE CODE,ARTICLE II SECTION 8-22 1)SOIL COMPACTION Response:please find attached the sign and sealed requested special inspector forms for reinforce masonry owner. Owner to provide special inspection form for soil compaction. Respectfully, G��O L' �Iq<<��i Pedro L. Fiallo, P.E. �'� Q ••��•E ASF•'O ♦♦� Florida Lica#76100 No 76100 "o STATE OF •:'4L ♦♦i�c4• A- 4.0 R 1 ON Al- } { Miami Shores Village ~ Building Doiter►ertt - - 10050 NE 2n"Ave. Mma rill Shores, FL 33138 365-765=22041,Far.305-756-8972 NOTICE TO MIAMI SHORES BUILDING.DEPARTMENT OF EMPLOYMENT AS SPECIAL 1NSP.ECTOR UNDER THE FLORIDA BUILDING CODE. E(We)have been retained by F to perform special inspector services under the'Florida SuiWn2 Code Shtditlon(2014)and Miami Dade rtty dm1n1stratiue Code atthe 373 A,jgQ project nn 0te'below listed structure as of ` (date),I am a registered arettitectlprofessional engineer licensed in the:Sta. of Fka da: Process Number b - Rei Speaai.I.nspector for nforced Masonry,,Section-21Y2,4 of the FSC Ps Edltlon.(2014): r Mlarrii Dade Cciunty Administrative Code;A f eie li Section 8.22 Special Inspector for w Trusses>35 ft fong or 6 ft:High Steel Framing and Cormectons welded or bolted, Soil Compaction _ecast+Attachmenis • .. e. . . 0 0 0 0 0 0 0 0.0 - _Roofng1ppltcations,'Lt'Weighf>lnsul..Cone. •• 0,• •- •• _ofhet 0 0 0 0.. .. 0000.. .: 0000 Note:©nly'the markedboxes apply. •••• •• • • 0000 . 00 00000 r The follavrting individual(s)'employed by this firm or me:is authorized representative to perform••• ••0••• inspection* j - J/)/ /J 0 . . 000000 .600.0 'Specie(inspectors utilizing autliarized representatives shall insure the:authon7ed representative is uelifiad � ••• education orlicensure to perform the duties assign by$pecial.Inspector. The`qualificatiansshall includ'elicensure as a••0 : •• profe3siooal engineer or architect:graduation froirt an engineeriQg education'progratri in civil.or structural engineering; 00 graduationIfroin an architectural education pmgrarn;successful completion:of the_NCEES Fundamentals Examination; or registration;as huiiding inspector or general contractor. I(we)wrll'noiify the Miami'Shores'Building:Deparimenfiof any perfo g pe changes regarding authorized personnel E rmin inspection services. I(we) understand that a Special Inspector`inspection log for each building-must be displayed in a conventent location:on the site,for refererice.by the Miami Shores Building Department Inspector. All 'mandatory inspections,-'as required by the Florida Building Code,.trust be performed by the'MiamfShores' Buildding Department Inspections performed by tbee Special Inspector hired by the owner are in.additionto the mandatory inspections performed by the department. Further,upon completion of work under each. Building Permit;,I.wiil`subbmitldiheBuilding Inspector at the time of the final inspection the completed. I. inspection fag<form:and a sealed statement indicating,that;_to the best of my knowledge,belief and professional judgment.those poltions of the projer t`outlined atiioVe meet the intent.of the Florida Building Code and are4n substahtial a-, .9I Hifi rprovak plans. 7'�'. EngineedXrchitect Name Signed:and:Sealed Z�d:r Print - Date: 17 IWA Address �}TA,6 SW ?L --c� DAViC). �L 333 - F . a ' t, B 1 . F , y� Miami Shares Village Building Department 10050 NE 2nd Ave. c- * Miami Shores, FL 33138 305495-2204/Fax.305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDIN&CODE. , I(We)have been retained by r D v 10 6)) to perform special inspector services`under the Florida Building Code�Sth Edition(2014y and Miami Dade Qountyadminlstrative Code at the 373 AJE/QJ 5. project'on the below listed structure as of 'Z _'7_ (date)..l am a registered architect/professional engineer licensed inthe'Stat offlo oda.. Process Number; X;Special InspectorforReinforced Masonry,Section 2122,4 of the FBC5th Edition(2014) —Miami.Dade County Administrative Code,Article 11 Section 8.22 Special Inspector for —Trusses>35 ft..'long.or6 ft:high —Steel Framing and Connections welded or bolted Soil'Compaction Precast Attachments • Roofing Applications,Lt.Weight. Insul.Conc: '• •• • Other ...... .. ...... Note;Only"the marked boxes apply. •••• •• ' The following individual(s)employed by this firm or.me is authorized representative to perfo*r - '• •0:0 •. inspection* ••••• . . ..... i. 1. iPFd L 2': � lz �� LQ �'..... .... 3. *Special inspectors utilizing authorized representatives shall insure the authorized representative is c:talif by :....: education or'licensurWe to perform the duties assign by Special Inspector. The qualifications shall inch!lidInsure all • professional engineer or architect:graduation from an engineering ed'ucatiorr°program in civil or structural engineering; •• graduation from an architectural education program-,successful.completion of the NCEES Fundamentals Examination; or.registrhtion as building inspector or general,contractor. I(we)will notify the Miami Shores Building Department of any,changes regarding authorized personnel: performing inspection services. RwOj,understand that a.Special".Inspector inspection log for each building must be displayed,in a convenieri location on the site for reference by the Miami Shores.Building Department1nspector. All mandatory inspections,as required by the Florida Building Code,must be performed by the Miami.Shores Building Department:Jnspectionsperformed by the:Special Inspector hired by the owner.are in addition to the mandatory inspections performed'by.the department. Further,upon completion.of work under each Building Permit,.I:will submit to the Building Inspector atthe.time of the final inspection the completed inspection log;form.and a sealed`statement indicating that-',,to the best of my knowledge,belief and professional judgment:those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordanc _Ah: ppro4aF plans. Engineer/Architect Natne PEPA6 f IA(.cam(/, FE- Signed and Sealed Print. Date: 1-� 17 Address %,6 ,-5'U) 5;?. Lt tQST tAjj-00 1 PAA i F) r-1- 33 31 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) : DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index,the more efficient the home. 373 NE 101st STREET, MIAMI SHORES, FL, 33138 1. New construction or existing Existing(Projecte 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=4.2 1980.00 ft2 b.Concrete Block-Int Insul,Adjacent R=4.2 i 340.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 3 d. N/A R=, ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? No a.Roof Deck(Unvented) R=1.0 ' 2400.00 ft2 6. Conditioned floor area(ft2) 2400 b.N/A R= ft2 7. Windows- Description Area c.N/A R= ft2 a. U-Factor: Sgl,U=1.08 396.00 ft2 11.Ducts R ft2 a.Sup: 1 st Floor, Ret: 1 st Floor,AH: 1 st Floor 6 40 SHGC: SHGC=0.50 b. U-Factor: N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 60.0 SF0SR:16.00 SHGC: • • 900000 9999•• d. U-Factor: N/A ft2 13.Heating systems . . SHGC: ?cBtu/hr;'Wffiency '• SHGC: a.Electric Strip Heat •••••• 3440 COP:1.00 ••••" � Area Weighted Average Overhang Depth: 2.000 ft. •�•;�. . • • Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14.Hot water systems • •'��' ' ' ' ..... . • • a.Slab-On-Grade Edge Insulation R=0.0 2400.00 ft2 a.Electric CAp:411 gallons.••.•.'' • .0.97 0900* b.NIA R= ft2 0000:9 6•• • 9999•• b. Conservation features • C.N/A R= ft2 None ;•0:9: 9 9• 15.Credits 9 9 :.•GF,•Pstat 9 9 9 9 9 9 • • • 0.0.00 900 I certify that this home has complied with the Florida Energy Efficiency Code for Building cKEsr,�T Construction through the above energy saving features which will be installed (or exceeded) ,,� w � in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: 14. - ogo w1v,�� . *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage(EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. ° 10/25/2016 11:20 AM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 y i e q l r FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: MATIZZELLI RESIDENCE Builder Name: Street: 373 NE 101st STREET Permit Office: CITY OF MIAMI SHORES City,State,Zip: MIAMI SHORES,FL,33138 Permit Number: Owner: Jurisdiction: 232600 Design Location: FL,Miami 1. New construction or existing Existing(Projecte 9. Wall Types(2320.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=4.2 , 1980.00 ft' b.Concrete Block-Int Insul,Adjacent R=4.2 340.00 ft' 3. Number of units,if multiple family 1 c.N/A R= ft' 4. Number of Bedrooms 3 d.N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types (2400.0 sqft.) Insulation Area a.Roof Deck(Unvented) R=1.0 2400.00 ft 6. Conditioned floor area above grade(ft2) 2400 b.N/A R= ft' Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Windows(396.0 sqft.) Description Area a.Sup: 1st Floor,Ret: 1st Floor,AH:1st Floor 6 40 a. U-Factor: Sgl,U=1.08 396.00 ft2 SHGC: SHGC=0.50 b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit .60.0, :E E R:16.00 c. U-Factor: N/A ft2 • • �.•••• ••••• SHGC: 13.Heating systems •••• ,Btu/hr•• Efficiency • d. U-Factor: N/A ft2 a.Electric Strip Heat ...••• 34:0 �C•0�:1.00 ...• SHGC: Area Weighted Average Overhang Depth: 2.000 ft. '••" •.•• .. • • Area Weighted Average SHGC: 0.500 14.Hot water systems •••••• • • •••.• • 8. Floor Types (2400.0 sqft.) Insulation Area a.Electric Cap:Xgallons•••.•• . •.•.• • • •••FaF•a:A.970 a.Slab-On-Grade Edge Insulation R=0.0 2400.00 ft' b. Conservation features •• •• • ••••• b.N/A R= ft2 None •••••• • •• c.N/A R= ft2 15.Credits • • • ��Pstat ••• Total Proposed Modified Loads: 94.57 .. PA �w•�.. Glass/Floor Area: 0.165 /'.'��7�• Total Baseline Loads: 96.81 • 1 I hereby certify that the plans and specifications covered by Review of the plans andS1, a�'S BE this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed _x 'DATE: this building will be inspected for 0 compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. ✓ �� with the Florida Energy Code. COD w-,f¢� OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: _ - Compliance requires certification by the air handler unit manufacturer that the air handier enclosure qualifies as certified factory-sealed in accordance with R403.2.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. ! 10/25/2016 11:20 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: MATIZZELLI RESIDENCE Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 2400 Lot# Owner: Total Stories: 1 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 373 NE 101st STREET Permit Office: CITY OF MIAMI SHORES Cross Ventilation: No County: Mlami-Dade 9 Jurisdiction: 232600 Whole House Fan: No City,State,Zip: MIAMI SHORES, Family Type: Single-family FL, 33138 New/Existing: Existing(Projected) Comment: i CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL_MIAMI_INTL_AP 1 51 90 70 75 149.5 56 Low BLOCKS µ Number Name Area Volume 1 Block1 2400 21600 1 SPACES •" ' Boo* 0000. Number Name Area Volume Kitchen Occupants Bedrooms Infil I[>* Finished • Co pled Heater 1 1st Floor 2400 21600 Yes 4 3 1 •••O Us `des •Yes FLOORS 0•••• • 0000 # Floor Type Space Perimeter R-Value Area ";"; TiL.,ar4od' Catrp'el" 1 Slab-On-'Grade Edge Insulatio 1st Floor 160 ft 0 2400 ft2 ___ 0 0 1 • ROOF •••••• / Roof Gable Roof Solar SA " Emitt EmItt• aeck •Pitch # Type Materials Area Area Color Absor. Tested Tested 'Insul. (deg) 1 Hip Barrel tile 2600 ft2 0 ft2 Light 0.96 No 0.9 No 1 22.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area. RBS IRCC 1 Full attic Unvented 0 2400 ft2 N Y r CEILING ' # Ceiling Type Space R-Value Area .Framing Frac Truss Type 1 Under Attic(Unvented) 1st Floor 19 2400 ft2 0.11 Wood i r f E 10/25/2016 11:20 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software - Page 2 of 4 i 4 + FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below F� #-.--Ornt To Walt-Type Space— R-Value Ft In Ft In Area R-Vatue_Fraction_Absor.--Grade°! 1 N Exterior Concrete Block-Int Insul 1 st Floor 4.2---- 80 0 9 0 720.0 ft2 0 0 0.75• 0 2 N Exterior Concrete Block-Int Insul 1 st Floor 4.2 47 0 9 0 423.0 ft' 0 01 0.75 0 3 S Exterior Concrete Block-Int Insul 1 st Floor 4.2 68 0 9 0 612.0 ft' 0 0, 0.75 0 4 S Garage Concrete Block-Int Insul 1 st Floor 4.2 12 0 10 120.0 ft2 01 0.75 0 5 W Garage Concrete Block-Int Insul 1 st Floor 4.2 22 0 10 220.0 ft' 0 0.75 0 6 W Exterior Concrete Block-Int Insul 1st Floor 4.2 25 9 225.0 ft2 0' 0.75 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Insulated 1st Floor None .46 6 8 48 ft2 WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int'Shade Screening 1 N 1 Metal Single(Tinted) Yes 1.08 0.5 18.0 ft'. 2 ft 0 in 2 ft 0 in. Drapes/blinds None .. 2 N 1 Metal Single(Tinted) Yes 1.08 - 0.5 32.0 ft' 2 ft 0 in 2 ft 0 in Drapes/blinds None 3 N 1 Metal Single(Tinted) Yes 1.08 0.5 36.0 ft' 2 ft 0 in 2 ft 0 in Drapp%lbTrScis None • 0000 0000•• 4 N 1 Metal Single(Tinted) Yes 1.08 0.5 126.0 ft' 2 ft 0 in A 0 fr• Dra�%s/bli ids Non • 5 N 1 Metal Single(Tinted) Yes 1.08 0.5 12.0 ft' 2 ft 0 in 20%Q"• Drapes%-Js None.:• • 6 N 2 Metal Single(Tinted) Yes 1.08 0.5 48.0 ft2 2 ft 0 in 2•fte;fi • Drapes/bonds JW• 7 S 3 Metal Single(Tinted) Yes 1.08 0.5 36.0 ft' 2 ft 0 in 26ft6 fn• Drapes/bIinod s lone • L 0004 • •• ••••• 8 S 3 Metal Single(Tinted) Yes 1.08 0.5 24.0 ft' 2 ft 0 in 2•fLq 1p•• Dral*s/blirjds I cilt.•' 9 S 3 Metal Single(Tinted) Yes 1.08 0.5 64.0 ft2 2 ft 0 in 200 in.• Drapes AUR rids None••• GARAGE 0.000 # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height ••gfpoled Way 4Vulayon :*0•• Y # 1 250.8 ft2 384 ft2 64 ft 8 ft 1 00: INFILTRATION + # Scope Method SIA CFM 50 ELA EgLA ACH ACH 50 + 1 Wholehouse Proposed ACH(50) .000286 1800 98.82 185.84 .1973 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts s 1 Electric Strip Heat None COP:1 34 kBtu/hr 1 sys#1 i f 10/25/2016 11:20 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 i FORM R405-2014 COOLING SYSTEM 7 . # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 60 kBtu/hr 1800 cfm 0.72 1 sys#1 HOT WATER SYSTEM { # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Exterior 0.97 40 gal 40 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ftz { DUCTS ----Supply---- ----Return---- Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 1 st Floor 6 40 ft2 1 st Floor 4 ftZ Default Leakage 1 st Floor (Default) (Default) 1 1 TEMPERATURES Programable Thermostat:Y Ceiling Fans: ••.• Cooling Jan (X]Feb Mar Apr May Jun Jul X]Aug SeQ • Oct [[� mov -11,Heating IXI XJan [X]Feb IXI XMar JXJ XApr IX X�May X�Jun JXJ XJul lX]Aug JXJ XSep•• Oct �[X ov [XI DeVenting X Jan [X)Feb X Mar X Apr X May [[XX Jun X Jul [X]Aug X Seq:�� Oct [[X av W" � Thermostat Schedule: HERS 2006 Reference Hours 000000 0000•• Schedule Type. 1 2 3 4 5 6 7 8_ a*§**,, 10;' `11 *12 see* 0 so •-a•• Cooling(WD) AM 78 78 78 78 78 78 78 78 „•"g q 809 80 •$d••* PM 80 80 78 78 78 78 78 78 i8 • 78•••••74 78 •• 00 • 0.000• Cooling(WEH) AM 78 78 78 78 78 78 78 78 �.7& 78 78 78 PM 78 78 78 78 78 78 78 78 • • 78 78 78 • • • • • 000•• Heating(WD) AM 66 66 66 66 66 68 68 68 68 68••••GB :68 i PM 68 68 68 68 68 68 68 68 0 680'. 68' 66 era%00 ••; Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 • 68 PM 68 68 68 68 68 68 68 68 68 68 66 10/25/2016 11:20 AM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 Permit NO. RC-12-16-3485 ; `SgOREs L�� Miami Shores Village P t Permit Type:Residential Construction 10050 N.E.2nd Avenue NE Wo*Classification:Addition/Alteration Miami Shores,FL 33138-0000 ermi Penrnit Status:APPROVED Phone: (305)795-2204 Issue Data:8/16/2017 Expiration: Project Address Parcel Number Applicant 373 NE 101 Street 1132060135230 MELISSA&RICARDO MAZZITEL Miami Shores, FL 33138-2424 Block: Lot: Owner Information Address Phone Cell MELISSA&RICARDO MAZZITELLI 373 NE 101 Street (319)321-1561 (319)321-1561 MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone Valuation: $ 170,000.00 SDA CONSTRUCTION CORP (305)721-6567 _ Total Sq Feet: 2344 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Final PE Certification Date Denied: Drywall Type of Construction:CONVERT 2 CAR GARAGE TO ONE Occupancy:Single Family Miscellaneous Stories: Exterior: Window Door Attachment Front Setback: Rear Setback: Tie Beam Left Setback: Right Setback: Final Bedrooms: Bathrooms: Framing Plans Submitted:Yes Certificate Status: Insulation Certificate Date: Additional Info: Truss Insp Columns Bond Return: Classification:Residential Foundation Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Window and Door Buck Fill Cells Columns Bond Type-Owners Bond $500.00 Invoice# RC-12-16-62492 CCF $102.00 Wire Lathe CCF Fee $50.00 12/29/2016 Credit Card $200.00 $6,315.00 Review Electrical DBPR Fee $76.50 05/16/2017 Credit Card $6,315.00 $0.00 Review Electrical DCA Fee $76.50 Bond#:3404 Review Planning Education Surcharge $34.00 F.Termite Letter Notary Fee $5.00 F.Elevation Certificate Permit Fee $5,100.00 Review Building Plan Review Fee(Engineer) $120.00 Review Building Plan Review Fee(Engineer) $120.00 Review Building Plan Review Fee(Engineer) $120.00 Review Structural Preliminary Plan Review $0.00 Review Structural Scanning Fee $75.00 Review Structural Technology Fee $136.00 Review Plumbing Total: $6,515.00 Review Plumbing Review Mechanical Review Mechanical Declaration of Use In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL,PLUMBING,MECHANICAL,WINDOWS,DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above-named contractor to do the work stated. May 16, 2017 1 Permit Na. RC-12-16-34$5 ,yHortEs Miami Shores Village Permit Type: Residential Construction 10050 N.E.2nd Avenue NE Work Classification:Addition/Alteration ""'"' Miami Shores,FL Per '33138-0000 Permit Slats:APPROVED,tea` Phone: (305)795-2204 tA'Tp6,Ns ».. ' FioRtoA issue Date:5/16/2017Expiration: 11/1212017 Project Address ` Parcel Number -" t Applicant 373 NE 101 Street 1132060135230 Miami Shores, FL 33138-2424 Block: Lot: MELISSA&RICARDO MAZZITEL Owner Information Address Phone Cell MELISSA&RICARDO MAZZITELLI 373 NE 101 Street (319)321-1561 (319)321-1561 MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone Valuation:. $ 170,000.00 SDA CONSTRUCTION CORP (305)721-6567 N...a Total Sq Feet: 2344 Approved: In Review Available Inspections: Comments: Inspection Type: Date Approved:: In Review Final PE Certification Date Denied: Drywall Type of Construction:CONVERT 2 CAR GARAGE TO ONE Occupancy:Single Family Miscellaneous Stories: Exterior: Window Door Attachment Front Setback: Rear Setback: Tie Beam Left Setback: Right Setback: Final Bedrooms: Bathrooms: Framing Plans Submitted:Yes Certificate Status: Insulation Certificate Date: Additional Info: Truss Insp Columns Bond Return: Classification:Residential Foundation F Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Window and Door Buck Bond Type-Owners Bond $500.00 Fill Cells Columns CCF $102.00 Invoice# RC-12-16-62492 Wire Lathe CO/CC Fee $50.00 12/29/2016 Credit Card $200.00 $6,315.00 Review Electrical DBPR Fee $76.50 05/16/2017 Credit Card $6,315.00 $0.00 Review Electrical DCA Fee $76.50 Bond#:3404 Review Planning Education Surcharge $34.00 F.Termite Letter Notary Fee $5.00 F.Elevation Certificate Permit Fee $5,100.00 Review Building Plan Review Fee(Engineer) $120.00 Review Building Plan Review Fee(Engineer) $120.00 Review Building Plan Review Fee(Engineer) $120.00 Review Structural Preliminary Plan Review $0.00 Review Structural Scanning Fee $75.00 Review Structural Technology Fee $136.00 Review Plumbing Total: $6,515.00 Review Plumbing Review Mechanical Review Mechanical Declaration of Use May 16, 2017 Authorized Signature:Owner / Applicant / Contractor / Agent Date Building Department Copy I May 16, 2017 2 t 7SG 76 � 7 �cRIVED Miami Shores Village P EC 29 2016 Building Department N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC2014 � BUILDING Master Permit No. f c t Z I -3485 URM IT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ROOFING ❑ REVISION ❑ EXTENSION RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores County: Miami Dade Zip: 13 3 IS$ Folio/Parcel#: !1010 O 1 S X'10 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FIFE: - OWNER: Name(Fee Simple Titleholder)fo7 CIV �CI,1Sa, Phone#: Address: �q s 1 v E 10 I. S ��j Q City: A 1�L � ��+C�� State: Zip��S I Jy Tenant/Lessee Nam�e:1v� y►,, /� Phone#:¢� Email: L `✓ M I ✓" 11 ( .� `T787E 3�4 3 —70 -7 CONTRACTOR:Company N A A ( Phone#:30 5- 7 W 65p 7 Address' //A f l HGAm City: '-1r t..Q�j State: _ E— zip: �7� 1 L4 Qualifier Name: GLV t // / i Phone#:�S !x (3 State Certification or Registration#: C. CTL ! (=;76 7 Certificate of Competency#: • f DESIGNER:Architect/Engineer:. Phone#: Address: /-7 City: State: Zip: Value of Work for this Permit:$ ! ! C7 CJy Square/Linear Footage of Work: "7 y Type of Work: R2rAddition ❑ Alteration " ❑ New JJ__ ❑ Repair/Replace ❑ Demolition �-` Description of Work: C&x✓�� I v-t+� r 1� L 11 �tl/Cw�"'� 46 1XM- Specify color of color.thru tile: Submittal Fee$ 2 f Permit Fee$ CCF$ ( ()2 OCL CO/CC$ O�) Scanning Fee$•9S `QO Radon Fee DBPR Notary$ Technology Fee$ F, `G7 Training/Education Fee$ CO ,'Double Fee$ SO Structural Reviews$ co c' )-20 W Bond$ TOTAL'FEENOW DUE$��8 (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to Bothe 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." } . 1 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 cominencem nt'mustbe posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the ab ence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. t l r Signature Signature OWNER or AGENT CONTRACTOR, The foregoing instrument was acknowledged before me this The regoing instrument was acknowledged before me this 261441 day of nn II C4 ��e r ,20 by ��dayof �^ QC`e1h V 20 by V • N- t �L who is personally known to 3.9SY l'e Y 'f W VA A who's ersonally�known to me or who has produced � �1 W - UC'AYI_le as me or who has produced ��Y`QY Q�PaQ,�1�`�l as identification and who did take an oath. identification and who did take NOTARY P LIC: NOTARY PUBLI Sign: A 00 Sign: Print: r� Print: F >"t Seal: Seal: XYey'% YANADYPRIEf � Y�i''•- YANADYPRIETO ' = :.: .- MY COMMISSION#FF 214031 MY COMMISSION 0 FF 214031 v- 'as EXPIRES:March 25,2019 s` pFd•`a EXPIRES:March 25,2019 % q;,h '. Bonded Thru Notary Public Underwriters ' Bonded Thru Not Publc Underwriters *************** ******************** *** ***** **** **** *** ********** tt •�1 /,/ APPROVED BY J /J Plans ExaminerUIZ411Zoning t Structural Review Clerk (Revised02/24/2014) Melissa Lee Mazzitelli Melissa.C.Lee@gmail.com 373 NE 10151 Street,Miami Shores,FL 33138 319.321.1561 (mobile) December 29, 2016 Re: 373 NE 101"Street Applications i Village of Miami Shores 10050 NE 2nd Avenue Miami Shores, Florida 33138 Dear Sirs or Madams: Please be advised that I, Melissa Mazzitelli, as owner of 373 NE 101St Street, in Miami Shores, hereby grant a limited power of attorney, authorizing Peter O'Neill of Fine Line Contracting at (786) 217-7647 to act as my agent for the purpose of renovating my residence at 373 NE 101s' Street, Miami Shores. He is thus authorized to apply for any necessary permits and to act in furtherance of obtaining and maintaining such permits to complete the renovation. This authorization shall remain in effect until the renovation is completed or until either myself or Mr. O'Neill terminates this arrangement. If you have any questions,please contact me at(319) 321-1561. ...... ...... 00 •• 573 MZo/ 7O OATH STATE OF FLORIDA, COUNTY OF MIAMI-DADE Sworn to and subscribed before me this Z day of December 2016 by K,e V,ssG C � Mzz ;+ e �, Melissa Mazzitelli I 373 NE 101St Street, Miami Shores, FL (319) 321-1561 0 0 Sign f NotaryTublic Name of No Public NOTARY SEAL �� eat•, YANADY PRIETO +; +- MY COMMISSION#FF 214031 a EXPIRES:March 25,2019 Bonded Th.Notary Public Underwriters Personally known to me Produced Identification II Type of Identification Produced: 0000.. 0000.. • 0000.. i . .. 0000.. • 0000.. .....� • '•. •000.0 0000 • • •• 0000. • 0000 0000.. .. .. • 0000.. 0 • • • 0 0 •0000• • • .0000. • 0000.. 00• 0 0000 • • • �`5NORE'S Gll ' • +�� VILoc�c�c ov�e� t b1`,NTE�p1 1 10050 N.E. SECOND AVE. P 0R1DA .MIAMI SHORES. FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756--8972 DAVID'A. DACQUISTQ, AICP PLANNING b ZONING DIRECTOR I DEVELOPMENT ORDER File Number: PZ-11-16-201680 Property Address: 373 NE 101st Street Property Owner/Applicant:Melissa and Ricardo Mazzitelli Address: 373 NE 101 st Street Agent: Peter O'Neill Address: 490 NE 108 Street, Miami,FL 33161 # ( Whereas,'the applicant Melissa and Ricardo Mazzitelli (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 Schedule of Regulations and Sec. 600. Site plan review and approval required. One-story addition. Partial garage conversion. Whereas, apublic hearing was held on December 8,2016 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: I 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. 1) The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the r conditions agreed upon at the hearing: Approval is granted as shown on the plans submitted and made a part of this approval to convert 231 sf of an existing 462 sf attached garage at the front of the residence to an office / bedroom, pantry and bathroom, and for a ,218 sf master suite bathroom addition at the rear of the residence. 2) The applicant to maintain 2 legal parking spaces on the plot. Page 1 of 3 I I 3) The applicant to provide a landscape strip of not less than 2 ft. in width between the sidewalk and that part of the driveway on the swale that no longer leads across the sidewalk to the garage. 4) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 5) An erosion and sedimentation plan subject to review and approval by the building official is required if ground 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. 6) The applicant shall provide an architect or engineer's drainage plan and report to certify to the building official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities prior to the issuance of a building permit by the Building Official. 7) The applicant is responsible for the installation and maintenance of drainage structures and any site modifications shown on the drainage plan that are necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities. Minor modifications to the approved drainage plan shall require a new signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. Major changes to the approved drainage plan including the construction of drainage improvements such as but not limited to mounds and walls, shall require a new site plan review application and review and approval by the Planning and Zoning Board. 8) All drainage improvements shall be installed in accordance with the approved drainage plan before final inspection by the Building Official. 9) 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 46. l 10)Applicant to apply for and obtain all necessary permits and approvals from outside agencies before beginning work. 11)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/HRS)as required. 12)Applicant to meet all applicable code provisions at the time of permitting. 13)Applicant to complete a covenant in the form of a "Declaration of Use" assuring the property is used only for a single family purpose, record the covenant with the Miami-:Dade County Recorder and provide the planning Page 2 of 3 f 9 7 { i 1 director with a copy of the recorded document prior to the final inspection by the Building Official. 14)This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) 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. k 1 The application with conditions was passed and adopted this 8" day of December, 2016 by the Planning and Zoning Board as follows: Mr. Snow Yes !° Mr. Busta Yes Ms. Hegedus Yes Mr. Diaz Yes Chairman Fernandez Yes ' j � 2712G(�U Date ,""f Wiichard M. Fernandez % /Chairman, Plannin 'Board F C. I 1� 4 I 3 { Page 3 of 3 q I r� r # STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PRO FESSIONAL,R GULATI+ON f � CGC 1 16 67 j.-1F U ED: 09/01/2016 r 4 CERTIFIED OEWkt COi TF ACTC}R LOSADA, JA" IEI SOA CONST LIC�T]614COk,,P' IS C'ERTWI'Eb under the p-roviions of Ch.489 FS. Expiration date AUG 31; 2018 L16001000326 { I � 1 h t 1 F 1 { I a r I - I 1• I ACC>RV CERTIFICATE OF LIABILITY INSURANCE F DATE(MM/DDIYYYY) �,....� I .12/05/2016 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 NAMTAE.CT MIRTHA RUIZ A&M Falero Insurance,Inc. PHONE _ (305)828-3230 FAX,No): (305)828-3233 6447 Miami Lakes Dr Jd''MAIL amfalero insurance@att.net Miami Lakes,FL 33014 INSURERS AFFORDING COVERAGE NAIC# Phone (305)828-3230 Fax (305)828-3233 INSURER A: ENDURANCE AMERICAN SPECIALTY INS.CO. INSURED INSURER B: TRAVELERS I SDA CONSTRUCTION CORP INSURER C: 14711 PALMETTO PALM AVE INSURER D: i MIAMI LAKES,FL 33014 INSURER E: INSURER F: 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. 1NTR TYPE OF INSURANCE ADD UBR POLICY NUMBER POLICY EFF MMIDD EXP LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000.00 DAMAGE TO RENTED 100 000.00 COMMERCIAL GENERAL LIABILITY PREMISES Ea occurrence $ ❑ ❑ CLAIMS-MADE O OCCUR Q CBC100019332002 05/01/2016 05/01/2017 MED EXP(Any one person $ 5,000.00 A ❑ I PERSONAL&ADV NJURY $ 1,000,000.00 ❑ GENERAL AGGREGATE $ 2,000,000.00 t GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 2,000,000.00 POLICY ❑ PRO ❑ LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accident ❑.ANY AUTO BODILY INJURY(Per person) $1 l C ALL❑ AUTOS OWNED ❑ SCHEDULED BODILY INJURY(Per accident $AUTOS . ❑ HIRED AUTOS ❑ NON-OWNED PROPER e DAMAGE $ F-1UMBRELLA LIAB ❑OCCUR EACH OCCURRENCE $� ❑ EXCESS LIAB ❑CLAIMS-MADE AGGREGATE $ I DED ❑ RETENTION$ $_ WORKERS COMPENSATION ❑WC STATU- ©OTH- TORY LIMITSER AND EMPLOYERS'LIABILITY Y/N ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $. 1,000,000.00 B OFFICER/MEMBEREXCLUDED? FV� 6FR13UB-7D75454-4-16 05/01/2016 05/01/2017 (Mandatory in NH) F-1 E.L.DISEASE-EA EMPLOYE $ 1,000,000.00 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 1,000,000.00 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (Attach ACORD 101,Additional Remark's Schedule,if more space is required) General Contractor CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Miami Shores Village Building Dept. THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN 10050 NE 2 Ave ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores Village FL 33138 305-795-2204 AUTHORIZED REPRESENTATIVE Fax 305-756-8972 r @ 1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05)QF The ACORD name and logo are registered marks of ACORD 005676 t Local Business Tax ReceiptMiami-Dade County, State of Floridai!di? -THIS IS NOT A BILL-DO NOT PAY 6781729 allSiNESS NAME/LOCATION RECEIPT NO. EXPIRES SOA CONSTRUCTION CORP RENEWAL SEPTEMBER 30, 2017 14711 PALMETTO PALM AVE 7055353 Must be displayed at place of business MIAMI LAKES FL 33014 Pursuant to County Code Chapter 8A-Art.9&10 OWNER SEC.TYPE OF BUSINESS SDA CONSTRUCTION CORP 196 GENERAL BUILDING CONTRACTOR PAYMENT RECEIVED C/O JAVIER LOSADA PRES CGC1516767 BY TAX COLLECTOR Worker(s) 2 $45.00 09/20/2016 4 -1, CRtDITCAftb 6-055122 This Local Business Tax Receipt only confirms payment of the Local Business Tax.The Receipt is not a licoose, parmit or a oenificatiottof the holder's:"Iffications,to do business. Holder must.compiv with any govermasefol orrmalIovernmental regulatory laws an requirements which apply to the business. The RECEIPT NO.above must be displayed on all commercial vehicles-Miami-Dede Code Set 8a-276. For more information,visit wWwmiqmidade.g9jftjxgoHqgff F }�" STRUCTURALd . 6INEERS �- 4960 SW 52nd Street, Suite #407, Davie, FL 333149 C`(305) 21'9-2344 Q (954)533-3237 F (954)533-2117 E-Fax {954)697-7697 E pfiatlo@ptfengineers.com ,` %%O�p ' -Field. Report Q CENs�.,p N 6 00 � r TATE OF • �� Project: PNA;6 C-e- Date: 7 ?4 ! 0 R CN ONA� Address: 373 Aft,.la/ S7- Permit Number: Ria,wG Description: Status: ❑ Size of concrete grade beams, clear covers and ❑ Pass ❑ Fail placement of the steel reinforcement. Masonrycells, ` Pass ❑ Fail placement of the steel reinforcement. ❑ Grout placement in filled cells. - ❑ Pass ❑ Fail ❑ Size of concrete beams & slabs, clear covers and ❑ Pass ❑ Fail placement of steel reinforcement. . , ❑ Truss Installation, permanent lateral bracing ❑ Pass ❑ Fair Installation and connections. _ x rx ❑ Steel Connections (welding and or Bolting) ❑ Pass ❑ Fail'- Comments: 7�lt /71 1-4 JAP aJ' i s Tc.s r - n LW-71 r. x 3u, -r i Inspector: Pedro L. Fiallo, P.E. ❑ Alexander Reig, E.I. t NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION C-F N 2 t_t 17 R O,3 eS 74-1 1 OR BK .311591 Pg 2816 (11"9s) PERMIT NQFLOR3-fATE -16-3485 T FOLIO NO. 11-3206-013-5230 RECORDED 1)6/28/21-117 13:3:1:54 HARVEY BLit+INP CLERK OF COURT PIIA - COUNT" lA STATE OF COUNTY COUNTY OF MIAMI-DADE: CERTIFY R � y of The �a on in tfua CP,A.F,; Al THE UNDERSIGNED hereby gives notice that improvements will be mad t property,and in accordance with Chapter 713,Florida Statutes,the fo " C00 Co ltt6 Got)WE is provided in this Notice of Commencement. CL DC - �' ER#172204 Space above reserved for,use of recording office 1. Legal description of property and street/address: 373 NE 101 ST , IAMI SHORES FL 33138 2. Descriptlon of Improvement: INTERIOR& EXTERIOR RENOVATIONS WITH ADDITION TO HOME&GARAGE CONVERSION &Owner(s)name and address: _RICARD.f1MA771TFI I I R MFI ISSA MA771TF1 I 1 373 NE 101 ST MIAMI SHORES 33138 Interest In property: Name and address of fee simple titleholder: 4.Contractor's name, address and phone number: 786 217 7647 5.Surety:(Payment bond required by owner from contractor,if any) Name,address and phone number: Amount of bond$ 6. Lender's name and address: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes, Name,address and phone number: 8. In addition to himself,Owners designates the following person(s)to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Name,address and phone number: 9. Expiration date of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless a different date Is specified) WARNING TO OWNER:ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OFTHE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13. FLORIDA STATUTES,AND CAN 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. Signature(s)of er(s)or er(s)'Authorized Officer/Director/Partner/Manager XPrepared By Prepared By , Print Name Print Name Title/Office C2 r to!d 0 le Title/Office Rte...&i.+' STATE OF FLORIDA COUNTY OF MIAMI-DADE The fgoing i strument wa acknow d d before me this day of GLIM le ,alhdividually, or ❑as for ❑Personally known, or produced the following type of identificati6s10 A f1�il / ,Lcot i-,- Signature YSignature of Notary Public: Print Name: A (SEAL) µY d' "'P �j DAILANYS CAVEDA VERIFICATION PURSUANT TO SECTION 92.525,FLORIDA STATUTES -'r�• "�"': Notary Public-State of Florida Under penalties of perjury, I declare that I have read the foregoing and s• Commission# FF 941756 that the facts stated in it are true,to the best of my knowledge and belief. �F �? ' My Comm.Expires Dec 7, 2019 Signature(s)of Owners)or Owner(s)'s Authorized Officer/Director/Partner/Manager who-signedabam, , �5 12301-52 PAGES 6112 ARCO Consulting _ Engineering i {Testing f SOIL COMPACTION TEST REPORT f Client: Fine Line Contracting Date: 7/1/2017 D J 490 NE 108th Street North Miami, FL 33161 �r Project: Single Family home ReportNo: M.1701.01 D 373 NE 101 St Miami Shores, FL General Location Footing patio&garage addition Material Tested Tan sand with some organics Compaction Requirement 95% i Test I Location i I Depth Maximum Moisture Field (Compaction Results No. of Test Dry Densi4 Content I Dry Density (Inches) (pcf) I (/0) A (pcf) I 1 1 NE corner of footers 12 102.4 12.3 98.1 96% I PASS I 2 Center, West footers ; 12 102.4 a 16.3 95.6 i 93% FAIL 3 I Garage W. end of footing 12 102.4 7.8 97.2 95% PASS 4 j Re-test of test#2 12 102.4 1 16.3 97.0 95% PASS + � u I } Remarks Sincerely, + Arco Engineering &Testing Consultants, Inc. Ed Ribachonek P.E Florida Registration No. 34136 r ` Arco Engineering&Testing Consultants,lnc.7979 West 28th Ave. Hialeah,FL 33016 Ph (305) 558 3507Fax(786)279 1461 + 4 j [ 4 � ARCO{ Consulting Engineering Testing Moisture-Density Relationship Test Client Fine Line Contracting Date 7/1/2017 ' 490 NE 108th Street North Miami, FL 33161 . Project Single Family home Report No. M-1701.01 P 373 NE 101St Miami Shores , FL t Sample Description Tan sand with trace organics Sample Location Job site Moisture Content Dry Density � (%> (per Max. Dry Density(pcfl 102.4 Opt. Moisture(%) 13.7' 12.2 99.6 13.7 102.4 15.3 98.5 Moisture-Density Relationship ( 103.0 -- —---i 102.5-- 102.0- Proctor 02.5102.0 Proctor Test Modified � � 101.5-- 'S Method ASTM D-1557 101.0 7 100.5- ` c � - Technician S.S 100.0 I i O 1 99.5 t. F 99.0 98.5--- 98.0 8.5 „98.0 12.0 12.5 13.0 13.5 14.0 14.5 15.0 15.5 Moisture Content(%) Sincerely, Remarks Arco Engineering&Testing Consultants, Inc. Ed Ribachonek P.E - 7//// Florida Registration No. 34136 Arco Engineering&Testing Consultants,lnc_,7979 West 28th Ave.Hialeah,FL 33016 Ph(305)558 3507 Fax 305-558-1022 t 13/05/20171 ON 17 CC May 13, 2017 Mr. & Mrs. Rick Mazzitelli 373 NE 107 St Miami Shores FL 33168 Contract & Scope of Work DEMOLITION REMOVE ALL INTERIOR WALLS AS PER CONSTRUCTION PLANS THIS WILL INCLUDE REMOVING ALL WALLS IN KITCHEN/LAUNDRY/BATHROOM TO OPEN THE SPACE FOR NEW FLOOR PLAN DEMO FLOORS WHERE NEW TILE FLOORS WILL BE INSTALLED REMOVE ALL DRYWALL FROM WALLS&CEILINGS REMOVE STEPS IN THE GARAGE REMOVE ONE GARAGE DOOR-(NO NEW GARAGE DOOR INCLUDED IN FINISH PLANS) ALL BATHROOM FITTINGS ALL EXISTING DOORS&FRAMES ALL CARPETS WOOD FLOOR IN KITCHEN AREA ANY FRAMING ON PLANS THAT NEEDS TO BE REMOVED DEMO OF WALL TO OPEN FOR NEW ADDITION- DUMPSTER X 2 INCLUDED IN DEMO-EXTRA DUMPSTERS WILL BE BILLED AS REQUIRED DEMO REFER TO CONSTRUCTION PLANS i PLUMBING CONTRACTOR WILL DEMO ALL EXISTING PLUMBING AS PER CONSTRUCTION PLANS ESTIMATE AS PER PLANS PRESENTED: KITCHEN SINK: WE WILL ROUGH-IN AND INSTALL NEW SINK,FAUCET,DISPOSAL,AND DISHWASHER. WE WILL ROUGH-IN AND INSTALL NEW ISLAND SINK. WE WILL ROUGH-IN AND INSTALL NEW CONCEALED ICE MAKER BOX WITH MECHANICAL HAMMER ARRESTORS. LAUNDRY: WE WILL ROUGH-IN AND INSTALL NEW WASHING MACHINE BOX WITHMECHANICAL HAMMER ARRESTORS. BATHROOM#1: WE WILL ROUGH-IN AND INSTALL DOUBLE LAVATORIES. WE WILL ROUGH-IN AND INSTALL TOILET. WE WILL ROUGH-IN AND INSTALL SHOWER PAN AND VALVE. 13/05/20172 'w BATHROOM#2: WE WILL ROUGH-IN AND INSTALL LAVATORY. WE WILL ROUGH-IN AND INSTALL TOILET. WE WILL ROUGH-IN AND INSTALL SHOWER PAN AND VALVE. MASTER BATHROOM: WE WILL ROUGH-IN AND INSTALL DOUBLE LAVATORIES. WE WILL ROUGH-IN AND INSTALL TOILET. WE WILL ROUGH-IN AND INSTALL SHOWER PAN AND VALVE. GARAGE: WE WILL ROUGH-IN AND INSTALL WATER HEATER. WE WILL RUN NEW SEWER LINES AND CONNECT TO EXISTING 4"SEWER LINE. WE WILL RUN NEW 1"WATER SERVICE WITH BACKFLOW PREVENTER AND CONNECT TO EXISTING METER. NOTES: 1-PLUMBING PERMIT ADDITIONAL. 2-NO FIXTURES INCLUDED. 3-NO CUSTOM SHOWERING OR CUSTOM FIXTURE INSTALLATIONS INCLUDED. 4-NO SPECIAL LAVATORY UNIT INSTALLATION INCLUDED. 5-NO FIREPROOFING PENETRATIONS INCLUDED 6-NO CONCRETE CUTTING OR PATCHING INCLUDED. 7-ANY ADDITIONAL OR UNFORESEEN WORK TO BE ESTIMATED ACCORDINGLY INSULATION WALLS TO THE EXTERIOR WILL HAVE VAPOR BARRIER INSULATION- DOE NOT INCLUDE THE GARAGE&CEILING CEILING AREAS IN THE MAIN LIVING WILL HAVE APPROVED INSULATION INSTALLED COSTS INCLUDE LABOR&MATERIALS CONTRACTOR WILL FINALIZE PRICE AFTER DEMO ELECTRICAL WORK DEMO BY ELECTRICAL CONTRACTOR OF EXISTING ELECTRICAL SYSTEM ALL NEW ELECTRICAL AS PER CONSTRUCTION PLANS LIGHTING&ELECTRICAL PLAN CHANGES WILL INCUR CHANGE ORDERS BY ELECTRICAL CONTRACTOR ONCE ROUGH OR FINISH WORK IS COMPLETED AND PLAN REVISION COSTS FOR NEW PAGES TO BE DRAWN AND SUBMITTED TO THE CITY WILL BE BILLED ACCORDINGLY COSTS INCLUDE LABOR&MATERIALS EXCEPT LIGHT FIXTURES- APPLIANCES-DIMMER SWITCHESCOSTS NOT DO NOT INCLUDE ANY NEST DEVICES OR SURROUND SOUND- ALARM SYSTEMS- RECESSED LIGHTS-BULBS&TRIM-VANITY LIGHTS NOT INCLUDED COVER PLATES&OUTLET COVERS WILL NOT BE SCREWLESS. SCREWLESS COVERS WILL COST MORE TO PURCHASE LIGHT SWITCHES ARE STANDARD WHITE.NO DIMMERS INCLUDED recessed lights must be rated beacuse of insulation that will be installed around them, its a fire related issue. PERMIT COST NOT INCLUDED ANY ADDITIONAL OR UNFORESEEN WORK TO BE ESTIMATED f ACCORDINGLY I 13/05/20173 DOORS&TRIM PURCHASE NEW PRE-HUNG DOORS FOR INTERIOR ROOMS AS PER CONSTRUCTION PLAN PRICE DOES NOT INCLUDE DOOR HANDLES PRE-HUNG DOORS COME WITH CHOICE OF HINGE COLOR THAT WILL BE PRE-INSTALLED INSTALL WOOD DOOR MOLDINGS ON EITHER SIDE OF DOOR DOORS IN THIS ESTIMATE ARE SOLID CORE SLAB-NO DETAIL ON DOOR COSTS INCLUDE LABOR&MATERIALS ROOFING DEMO EXISTING ROOF AREA AS PER PLANS FOR NEW BEDROOM AT NE SIDE OF HOUSE INSTALL NEW ROOF AS PER PLANS&TIE INTO EXISTING STRUCTURE AS PER PLANS&TO CODE COSTS INCLUDE LABOR&MATERIALS PERMIT COST NOT INCLUDED FRAMING FRAME NEW WALLS AS PER PLANS FRAME NEW FLOOR IN GARAGE TO BRING TO HOUSE LEVEL RAISE FLOOR IN THE FLORIDA ROOM TO MATCH ELEVATION OF LIVING AREA&TIE ALL FLOORS IN THIS AREA TO TILE IN KITCHEN ALL FRAMING AS PER PLANS PLYWOOD BACKING IN KITCHEN WHERE NEEDED AND BEHIND TVs WHERE NEEDED PLYWOOD ON FRAMED FLOORS COSTS INCLUDE LABOR&MATERIALS FLOORS } EXISTING WOOD FLOORS WILL HAVE DAMAGED WOOD REPLACED WITH SIMILAR POUR CONCRETE AT FLORIDA ROOM TO BRING FLOOR TO LEVEL OF EXISTING FLOOR WHERE EXISTING WALLS HAVE BEEN REMOVED,WE WILL INSTALL NEW BOARDS TO FILL IN THE SPACES ALL EXISTING&REPAIRED WOOD FLOORS WILL BE SANDED BACK TO NATURAL WOOD FINISH THEN REFINISHED WITH NEW APPROVED COLOR STAIN PRICE IS PROVIDED FOR WHATS VISIBLE,IF MORE WOOD IS DAMAGED WE WILL HAVE TO REPRICE NOW WE ARE INCLUDING REPLACING 5 BUNDLES OF WOOD THE FLOORS WILL BE FINISHED WITH THREE COATS OF SEALER TO PROTECT THE FLOORS PURCHASE&INSTALL BASE BOARDS IN ALL ROOMS EXCEPT AROUND COSTS INCLUDE LABOR&MATERIALS INTERIOR DRYWALL&DURA ROCK INSTALL NEW DRYWALL ON CEILINGS&WALLS AS NEEDED INSTALL DURA ROCK ON SHOWER&TUB AREAS INSTALL PLYWOOD AND DURAROCK FOR SHOWER FLOORS GREEN BOARD WILL BE INSTALLED IN WET AREAS DRYWALL FINISH WILL BE A LEVEL FIVE FINISH&READY TO PAINT NEW ONE CAR GARAGE CEILING WILL NOT HAVE DRYWALL AND NO WORK WILL BE DONE ON THIS CEILING THAT WILL BECOME A ONE CAR GARAGE COSTS INCLUDE LABOR&MATERIALS r 13/05/20174 WINDOWS&MAIN ENTRY DOORS To Supply Install the 28 windows(marks A-I)and the 2 Sliding Glass Doors(marks 08 and 09)as per sheets A2,A5,and A6 titled"Mazzitelli Residence"located at 373 NE 101st St Miami Shores, FI 33138. The products supplied and installed will consist of: Custom Window Systems Series 8100 Single Hung Windows Custom Window Systems Series 8900 Sliding Glass Doors The windows will be installed as Singles,Doubles,and Triples according to the plans supplied. The combos will be joined in the field using structural mull bars. All of the Windows and Sliding Glass Doors will have White VINYL frames with impact/insulated, Low-E coated glass and charcoal screens.The bathroom windows will have a white interlayer in the glass for privacy. PAINTING APPLY ONE COAT OF PRIMER TO ALL DRYWALL&INTERIOR ENTRY DOORS&TRIM TO INCLUDE BASE BOARDS APPLY TWO COATS OF FINISH PAINT TO ALL DRYWALL&ENTRY DOORS &TRIM TO INCLUDE BASE BOARDS CEILING FINISH FLAT DOORS&TRIM SEMI GLOSS WALLS-LOW SHEEN ALL PAINTS BY BENJAMIN MOORE COSTS INCLUDE LABOR&MATERIALS CONSTRUCTION OF ADDITION TO BEDROOM EXCAVATE FOR NEW FOUNDATION TO BE POURED AS PER STRUCTURAL ENGINEERS PLANS BUILD&TIE IN NEW BLOCK WORK TO EXISTING HOUSE STRUCTURE. CONSTRUCT INTERIOR WALLS TO MAKE NEW BATHROOM&WALK-IN CLOSET INSULATE WALLS BATHROOM FLOORS WILL BE TILE&CLOSET WILL BE WOOD TO MATCH EXISTING BEDROOM FLOOR BUILD NEW FLOOR TO JOIN TO EXISTING FLOOR CONSTRUCT STUCCO + APPLY NEW STUCCO TO NEW ADDITION TO BLEND AS CLOSE AS POSSIBLE TO EXISTING STRUCTURE REPAIR STUCCO AT FRONT OF HOUSE AT GARAGE DOOR REPAIR STUCCO AT FLORIDA ROOM TO CLOSE UP EXISTING DOOR TILE WORK BATHROOMS INSTALL TILE ON SHOWER WALLS-SHOWER FLOORS-MAIN FLOOR OF BATHROOMS NO TILE WILL BE INSTALLED OUTSIDE OF SHOWER OR BATH TUB AREAS KITCHEN INSTALL FLOOR TILE IN NEW KITCHEN AREA AS PER PLANS DOES MOT INCLUDE BACK SPLASH MATERIALS INCLUDED TILE NOT INCLUDED 0 13/05/20175 MATERIALS FOR TILE WORK MORTAR MIX DURA ROCK FOR BATHROOM WALLS&FLOORS PLYWOOD FOR FLOORS DURA ROCK FOR KITCHEN FLOORS-TILE WORK BATHROOMS-PURCHASE&DELIVERY TO JOBSITE Contracted price for scope of work above$175,00.00 r { e G t t it t I ALLSTATE All State Engineering & Testing Consultants, Inc. ENGINEERING TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIRONMENTAL SERVICES i RECEIVED November 15,2016 1 .�._----�-~�--� APR 2 8 7017 EW -- E CFtU T R R Fine Line Contracting DATE ti 90 NE 108th Street APPRwED Miami, FL 33161 Aft RE: Single Family Residence Addition a 373 NE 101St Street, Miami Shores, FL 33138 a To whom it may concern, a This letter presents the results of All State Engineering & Testing Consultants, Inc. (ASETC) Geotechnical Engineering Study for the above referenced project. The purpose of the geotechnical engineering study was to evaluate the site subsurface conditions and provide foundation recommendations for the project. Project Description Our understanding of the site is based on our observations during our subsurface investigation. Information you provided to us indicates the project consists of the construction of a Single Family Residence. r Test Method and Subsurface Investigation The borings were conducted in accordance with procedures outlined for Standard Penetration Test and split 0000 spoon sampling of soils by ASTM Method D-1586 as described below. • y 0000 0000.. .. 0000 Two (2) feet long, two (2) inches O.D. split spoon sampler was driven into the groand Jry successive blows••••00 with a 140 lbs hammer dropping thirty (30) inches. The soil sampler was drivefi:W O(2) feet al a time;••••; (continuous method)then extracted for visual examination and classification of the svi4=ples. : •..' 0000. -060600 The number of blows required for one (1) foot penetration of the sample is designatt'ti aS6"M' (knb0un•as the"":' standard Penetration Resistance Value). The N Value provides an indication of thg0rWt�a density pf non-,.,::, cohesive soils and the consistency of cohesive soils. A general evaluation of soils.is mWeWn the6 0 established correlation between "N" and the relative density or consistency of soils. 6This (dynamic mVtl od of:0000: soil testing has been widely accepted by foundation engineers and architects to conservatively evalu'ate the bearing capacity of soils. The subsurface investigation consisted of performing one(1), 30-ft deep Standard Penetration Test(SPT) borings(13-1). The borings were performed on October 25, 2016. a� an a ALL STATE fNGInEWNG 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 . J Based on the information obtained from the SPT boring, Boring B-1 comprised of Light Brown medium silica sand from 0'-0"to 2'-0"with an N value of 5, Tan medium silica sand with some rocks from 2'-0"to 5'- 6" with N values ranging from 7 to 9, Tan medium silica sand with some coral rocks from 5'-6"to 8'-0" with an N value of 7, White sandy coral rock from 8'-0" to 22'-0" with N values ranging from 10 to 39, and Tan limerock from 22'-0"to 30'-0"with N values ranging from 56 to 84. Detailed subsurface information is provided in the attached SPT Soil Boring Reports. Groundwater Conditions The groundwater table was first encountered approximately 7'-0" below the existing ground surface during the performance of the borings. The groundwater elevation is expected to change with seasonal and tidal fluctuations, and during storm/hurricane events. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. Site Preparation Procedures The site preparation work is expected to include site clearing and grubbing, subgrade leveling and proofrollind, and the placement and compaction of fill and backfill material. The site clearing and grubbing should be performed in all the areas of proposed building construction and support of Fon-grade site features. Site clearing and grubbing should encompass removing all unsuitable materials such as topsoil, organics, trash, and any other deleterious materials down to clean granular I material. Proofrolling of the areas of proposed construction or support of on-grade features should be Lperformed. Any soft area observed during proofrolling should be removed and replaced with approved fill material. A heavy self'propelled roller should be used to compact all construction areas with no less than 1.0 passes in each direction to obtain no less than 95% of the Maximum Dry Density as determined by the V@dified�..... Proctor Com .. action Test(ASTM D-1557). • .... Excavate en re building area plus 5'-0" outside the perimeter of construction or talhVproperty baundary,:....: which ever i closer. Remove all unsuitable subsurface material to the necessary-jjjt� We i%t&te an:....� ' average exc vation depth of approximately 1'-0" below the proposed footings.Se raampact A e.footing•.:..' G areas with h' nd held compaction equipment. Where vibratory compactors are notfeasible due•to existing••••:• structures in he vicinity of the construction iarea, static compaction in 6 inch lifts shWdR applied.'4 � • • • • •••••• Any fill and t ackfill materials above the groundwater table shall consist of inorlaaic Jranula�soils, free" from deleterious materials, and shall contain no more than 12 percent fines passing U.S. standard M;. 200 sieve and have a Unified Soil Classification System (USCS) designation of Well-graded Gravel (GW), Poorly-graded Gravel (GP), Well-graded Silty Gravel (GW-GM), Poorly-graded Silty Gravel (GP-GM), Well- graded Sandl(SW), or Poorly-graded Sand (SP). No particle greater than 3 inches shall be placed in the top 12 inches of the building pad. ' Any fill and backfill materials below the groundwater table shall consist of washed free draining gravel like FDOT No. 57 stone or equivalent to about 12 inches above the water, unless the dewatering process is I utilized. If, the dewatering process is utilized, fill shall consist of inorganic granular soils', free from N deleterious materials, and shall contain no more thah 5 percent fines passing U.S. standard No. 200 sieve. Q) All materials should be pre-approved by our firm. a All STATE 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 ,EEa, . 1 Any fill and backfill materials should be placed in lifts which do not exceed twelve (12) inches. The fill and backfill materials are to be compacted to field dry densities of not less than 95% of their Maximum Dry Density as determined by the Modified Proctor Compaction Test(ASTM D-1557). t The footing and slab subgrades should be compacted to field dry densities of not less than 95% of their Maximum Dry Density as determined by the Modified Proctor Compaction Test(ASTM D-1557). r f Samples of the on-site and proposed fill material shall be collected and tested to determine the classification and compaction characteristics. Additionally, Field Density Tests shall be conducted on each compacted lift and in each footing pad. Foundation Evaluation and Recommendations Based on the proposed construction, our evaluation of,the site subsurface conditions, the Site Preparation Procedures given above having been achieved.and verified, we confirm that spread footings,and single column pads may be appropriately designed for a safe soil bearing capacity of 2500 Ib/ft2. A monolithic slab foundation may also be adopted. Limitations Regardless of the thoroughness of our geotechnical exploration there is always a possibility that conditions on the subject project may be different from those at the test locations. With this being said, ASETC reserves the right to amend/supplement this report upon discovery of new information. Should any subsoil conditions different from those reported in our boring logs be encountered during construction, All State Engineering and Testing Consultants, Inc. should be notified immediately. The conclusions provided by All State Engineering & Testing Consultants, Inc. are based solely on the information presented in this report. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of-91'al vents, conclusions or extracts from or regarding our reports is reserved pending our writte%app:oval. see:ee Gess *so*:* We appreciate the opportunity to have been of service to you. Please feel free tut ntact us`if there ark....: any questions or comments pertaining to this report. "" e' .... . Ge *0:0 ...... .. . ..... .. ..e0.. .& ...... Sincerely, """ ' s G . . Geese: 0*0000 Indf LL . . e . . e e....e T ' NOV 1 2016 Gilberto Gavarrete PE#51371 All Statw Engineering & Testing Consultants, Inc. ATTACHMENT 1.0—BORING LOG • a �criixScixAi�E 12949 W Okeechobee Rd, Hialeah Gardens, FL 33018 / Phone: 305-888-3373 Fax: 305-888-7443 i e 1 1 ATTACHMENT 1 .0 - BORING LOG . . .... ...... ...... .... ...... .. .. .. . ...... . . . . ...... i k ALL STATE All State Engineering & Testing Consultants, Inc. ENGINEERING TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMIST-DRILLING-ENIVIRONMENTAL SERVICES 12949 West Okeechobee Rd.Unit C-4.Hialeah Gardens,Florida 33018/Phone:305-888-3373, Fax:305-888-7443 SPT SOIL BORING REPORT k CLIENT: Fine Line Constracting Page: 1 of 2 CLIENT ADDRESS: 90 NE 108 Street, Miami, FL 33161 Report#: 1 PROJECT: Residence Addition Boring#: B-1 PROJECT ADDRESS: 373 NE 101 Street, Miami Shores, FL 33138 Date: 10/25/16 BORING LOCATION: See the attached Boring Location Map Driller: +: AG DEPTH DESCRIPTION OF MATERIALS Sample Hammer blows on "N" (FEET) No. sampler Value 1 0'-0"to 2'-0" Light Brown medium silica sand 3 2 ..................................... 5 2 0'-2' 3 1 2 3 2'-0"to 5'-6"Tan Medium silica sand with some rocks 4 4 ,.......:............ 9 4 2'-4' 5 1 4 5 64 .................,.................... 7 6 5'-6"to 8'-0"Tan Medium silica sand with some coral rocks 4'-6' 3 2 7 .............. 3 7 8 6'-8' 4 6 9 8'-0"to 22'-0"White sandy coral rock 4 ................. .......:3 10 8'-10' 9 11 11 1011 ................. .................... ....... 20 12 10'-12' 9 10 13 ................. ................. 10 14 12'-14' 6 '4 15 36 12 i 16 14'-16' 6 ,5 17 .......9.......4.......1.3....... 21 18 16'-18' 8 9 19 ......10 € 15•• 30 .......0 20 18'-2B' 5 We• � 060000 • 21 00 19 1 1700410 • .................s............R..... • 22 20'-21'* i L2 Y1•• •• ••• 23 22'-0"to 30'-0"Tan limerock .. •.: •••.�r6.....;.......2,7 .. 56 . • 24 22'-23'•••0 •t1•• •• •• } 25 •• •g`..... ......38•..... • 67 •• •• • 26 24'-280t4 3S' 00 •;• } .. • a . 27 ..�....�.....4......�6...... 77 •• •i• 1 28 26'-2D' 41 j 4�20•4,• 29 ; 84 0 30 28'-30' 41 € 46 • End of Boring @ 30'-0" Respectfully rnitt�d: WATER TABLE: 7'-0" below surface i \- tatV 1 5 2016 Gilberto Ga%rarrete PE#51371 All State Engineering&Testing Consultants,Inc. As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports is reserved pending our written approval. i I PLF STRUCTURAL ENGINEERS, INC. JOB TITLE MAZZITELLI RESIDENCE CA# 30758 - 4960 SW 52nd ST, Suite#407, Davie, FL 33314 JOB NO. SHEET NO. O: (954) 533-3237 Fax: (954) 533-2117 CALCULATED BY FDA DATE 11/16/16 y email:pfiallo@plfengineers.com CHECKED BY PF DATE_ CS12 Ver 2013.07.01 www.struware.com c- FIS, I !Ab pE 2016 STRUCTURAL CALCULATIONS FOR MAZZITELLI RESIDENCE 373 NE 101 ST MIAMI SHORES, FLORIDA 0000.. 0000.. 0000.. 0000 .I. 0000 . 99 99999 0:000. .. 0000. .. 99 0009 0000:0 0000.. • PEDRO L. FIALLO P.E0 :000:0 •••'•• FL Lic. No.: 76'1:00••• �••••� .. 0000 p f2 w4z V I i r TABLE OF CONTENTS a DESCRIPTION PAGES • Wind loads design.....................................................2-6 • Plywood diaphragm calculations.....................................7-8 • Masonry wall design.................................................9-11 • Floor's joist design.....................................................12 • New steel beams.....................................................13-14 • Steel-concrete conection design..................................15-18 • Wood ledger 1 design..............................................19-20' • Tie beam verifications for new openings........................21-28 • Wood ledger 2 design..............................................29-30 • Wood Connectors design..........................................31-35. • Wood Connectors (Product Approval)................... 6-53 •• •••••• . . ...... . .. ...... .... . .. ..... ...... . .. ..... .. .. .... ...... . . . . ...... Pedro L. Fia11o;XE: • FL Lic. No.: 76100 2 2 � / f PLF STRUCTURAL ENGINEERS, INC. JOB TITLE MAZZITELLI RESIDENCE CA#30758 4960 SW 52nd ST, Suite#407, Davie, FL 33314 JOB NO. SHEET NO. O: (954)533-3237 Fax: (954)533-2117 CALCULATED BY FDA DATE 11/11/16 email:pfiallo@plfengineers.com CHECKED BY PF DATE www.struware.com Code Search Code: ASCE 7- 10 Occupancy: Occupancy Group= R Residential Risk Category& Importance Factors: Risk Category= II Wind factor= 1.00 use 0.60 NOTE: Output will be nominal wind pressures Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (8) 3.00/12 14.0 deg Building length (L) 79.2 ft Least width (B) 35.1 ft Mean Roof Ht (h) 15.0 ft Parapet ht above grd 0.0 ft •••••• see*Minimum parapet ht 0.0 ft • Live Loads: ••• •• • Roof 0 to 200 sf: 20 psf use 30.0 psf •••• •• ••••• 200 to 600sf: 30 psf •••••• •• ••••• over 600sf: 30 psf •• •• •••• •••••• . . . . . ...... 4 i 1 I PLF STRUCTURAL ENGINEERS, INC. JOB TITLE MAZZITELLI RESIDENCE CA#30758 =� 4960 SW 52nd ST, Suite#407, Davie, FL 33314 JOB NO. SHEET NO. 3 O: (954)533-3237 Fax: (954)533-2117 CALCULATED BY FDA DATE 11/16/16 email:pfiallo@plfengineers.com CHECKED BY PF DATE Wind Loads : ASCE 7- 10 Ultimate Wind Speed 175 mph Nominal Wind Speed 135.6 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Hip + t�Z)' z Sp�d•ap T000laraohic Factor (Kzt) x(wwindl .%(dwffm64 Topography Flat Hill Height (H) 80.0 ft H Half Hill Length(Lh) 100.0 ft Lh I Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft ESCARPMENT From top of crest:x= 50.0 ft I Bldg up/down wind? upwind V(Z) Z46 H/Lh= 0.50 K, = 0.000 Speed-up x/Lh= 0.31 KZ= 0.792 V(Z) x(upwind) �.: x(downwind) z/Lh= 0.09 K3= 1.000 i • •• FV2.L At Mean Roof Ht: ' •..' L • Kzt=(1+Kj K2K3)A2= 1.00 00 6 9 0 0 6 2D RIDG6 of 30 AXISYMMETRICAL HILL 6 6 '6 6666 . *Go 66660 660069 : '.00.9e 6666. 96 69 0999 6666.. Gust Effect Factor Flexible structure if natural frequency<1:&IJ%l second).0 0 h= 15.0 ft However,if building h/B<4 then probabIftgid sttucture;V.4%at thumbj.6'e e B= 35.1 ft h/B= 0.43 RigidstnA tore /z(0.6h)= 15.0 ft •• •••• • G = 0.85 Using rigid structure default I PLF STRUCTURAL ENGINEERS, INC. JOB TITLE MAZZITELLI RESIDENCE CA#30758 _ 4960 SW 52nd ST,Suite#407,Davie, FL 33314 JOB NO.` SHEET NO. O:(954)533-3237 Fax:(954)533-2117 cALcuLATED BY FDA DATE 11/16/16 email:pfiallo@plfengineers.com CHECKED BY PF DATE Wind Loads - MWFRS all h (Enclosed/partially enclosed only) I Kh(case 2)= 0.85 h= 15.0 ft GCpi= +/-0.18 Base pressure(qh)= 33.9 psf ridge ht= 17.2 ft G= 0.85 Roof Angle(8)= 14.0 deg L= 79.2 ft qi=qh Roof tributary area-(h/2)*L: 594 sf B= 35.1 ft (h/2)*B: 263 sf Nominal Wind Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge B/L= 0.44 h/L= 0.43 L/B= 2.25 h/L= 0.19 Surface Cp qh p w+qi pi w-qh pi Dist.* Cp qh p w +ql pi w -gh pi Windward Wall(WW) 0.80 23.1 see table below 0.80 23.1 see table below Leeward Wall(LW) -0.50 -14.4 -20.5 -8.3 -0.29 -8.3 -14.4 -2.2 Side Wall(SW) -0.70 -20.2 -26.3 -14.1 -0.70 -20.2 -26.3 -14.1 Leeward Roof(LR) -0.49 -14.1 -20.2 -8.0 Included in windward roof Windward Roof neg press. -0.68 -19.6 -25.7 -13.5 0 to h/2* -0.90 -26.0 -32.1 -19.9 Windward Roof pos press. -0.14 -4.0 -10.1 2.1 h/2 to h* -0.90 -26.0 -32.1 -19.9 h to 2h* -0.50 -14.4 -20.5 -8.3 >2h* -0.30 -8.7 -14.8 -2.5 *Horizontal distance from windward edge I Windward Wall Pressures at"z"IDsfl Combined WW+LW Windward Wall Normal Parallel LR z Kz Kz t gZGCp w/+giGCpi w/-ghGC+pi to Ridge to Ridge g h= 0 to 15' 0.85 1.00 23.1 17.0 29.2 37.5 31.4 ridge= 17.2 ft 0.871.00 23.8 17.6 29.9 38.2 32.0 LW SW i • RrW •••••• •••% LL,,D ;T• •••• aemRmale•••• ••• ••• •••••••• • •• • 40*0 • S& • ••� y•• •• i D5�� Mis ama8 NOTE: sw I LW See figure in ASCE7 for the application of full and partial loading '47, }W" of the above wind pressures.There are 4 different loading cases. 1 Para et z Kz Kzt qp(psfl 0.0 ft 0.85 1.00 0.0 WW Windward parapet: 0.0 psf (GCpn=+1.5) Leeward parapet: 0.0 psf (GCpn=-1.0) wmtn z+�ae xner� Windward roof overhangs(add to windward roof pressure): 23.1 psf(upward) 1°°� PLF STRUCTURAL ENGINEERS, INC. JOB TITLE MAZZITELLI RESIDENCE CA#30758 4960 SW 52nd ST,Suite#407, Davie, FL 33314 JOB NO. SHEET NO. O:(954)533-3237 Fax:(954)533-2117 CALCULATED BY FDA DATE 11/16/16 email:pfiallo@plfengineers.com CHECKED BY PF DATE Nominal Wind Pressures Wind Loads -Components & Claddina • h <= 60' Kh(case 1)= 0.85 h= 15.0 ft Base pressure(qh)= 33.9 psf a= 3.5 ft Minimum parapet ht= 0.0 ft GCpi= +/-0.18 Roof Angle(6)= 14.0 deg F Type of roof= Hip Roof GCp+/-GCpi Surface Pressure(psf User input Area 10 sf 50 sf 10Q sf 10 sf 50 sf 100 sf 33 sf 352 sf Negative Zone 1 -1.08 -1.01 -0.98 -36.7 -34.3 -33.3 -34.9 -33.3 Negative Zone 2 -1.88 -1.53 -1.38 -63.8 -51.9 -46.8 -55.0 -46.8 Negative Zone 3 -1.88 -1.53 -1.38 -63.8 -51.9 -46.8 -55.0 1 -46.8 Positive All ZonesL-2.20 0.68 0.54 0.48 23.1 18.3 16.3 19.6 1 16.3 r Overhang Zone 2 -2.20 -2.20 -2.20 -74.7 -74.7 -74.7 -74.7 -74.7 Overhang Zone 3 1 -2.20 1 -2.20 -74.7 -74.7 -74.7 -74.7 -74.7 Negative zone 3=zone 2,since hip roof with angle<=25 degrees Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Parapet Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure'of 6.1 psf qp= 0.0 psf Surface Pressure( s user input Solid Parapet Pressure 10 sf 100 sf 500 sf 50 sf CASE A=pressure towards building(pos) CASE A:Interior zone: 0.0 0.0 0.0 0.0 CASE B=pressure away from bldg(neg) Comer zone: 0.0 0.0 0.0 0.0 CASE B: Interior zone: 0.0 0.0 0.0 0.0 Corner zone: 0.0 0.0 0.01 0.0 I Walls GCp+/-GCpi Surface Pressure(psf) t. * r i •••••• Area 10 sf 100 sf 500 sf 10 100 sf 500 •�7 st •• Negative Zone 4 -1.28 -1.10 -0.98 -43.4 -37.5 -Negative Zone 5 -1.58 -1.23 -0.98 -53.6 -41.6 - A 5 e e Positive Zone 4&5 1.18 1.00 0.88 40.1 34.1 �7 5 ••••. ee 00:00 000000 a 00 0000. 0 0 fog 0 ee�s�reete 000.•0 IG • C)56 r� a 0.ea��l� 0 e ' f PLF STRUCTURAL ENGINEERS, INC. Jae TITLE MAZZITELLI RESIDENCE CA#30758 4960 SW 52nd ST,Suite#407,Davie, FL 33314 JOB NO. SHEET NO. O:(954)533-3237 Fax:(954)533-2117 CALCULATED BY FDA DATE 11/1 _6/16 emaii:pflallo@plfengineers.com CHECKED BY PF DATE Nominal Wind Pressures Location of C&C Wind Pressure Zones 3a r < a a Ta 2a I I 41 �------1—r t 0 (D12 4 _J WALL 'IT �' `� 2 Roofs w/ 6 s 10° Wall's h:5 60' Gable,Sawtooth and and all walls &alt design h<90' Multispan Gable B:5 7 degrees& Monoslope roofs h>60' Monoslope s 3 degrees 3°<e:5 10° h 5 60'&alt design h<90' h 5 60'&alt design h<90' E a a a a a a s a a ! t I E ! • i • • • ••••�• } il ! Monoslope roofs Muftis an Gable& ° 1 2 • 10°<6530° p Hip? < 0 527 :•• • {Gable <0N 451 __ • • • ••.•.. h 5 60'&alt design h<90' ; • ! • ! i••••i Sawtooth 100<6 5 45° i 3 h_<60'&alt design h<90' —r 0 f � — — N 1 li til Xtra l W W3 W t Stepped roofs 8 s 30 h 5 60'&alt design h<90' PLF STRUCTURAL ENGINEERS, INC. ProjectName; POC-5�a CA# 30758 Project No.: Sheet No.: Q 4960 SW 52nd ST, Suite#401, Davie, FL 33314 Calculated By: Date: Ph: (954) 533-3237 Fax: (954)533-2117 Checked BY: Date: email: pfiallo@plfengineers.com +17 .... lir. X1� ^ _fir 3� ..... 2 2 �. w 2 .... `ow �So 2 s/6S Gv�pl� . /4�.. tGGcl. sly .. . . . _. _ ...... , ... Qco.,, dpi acts 0000 . ... . . .... V.o e o: ........ . .. .......... .. . _.._....... .._...,..... y iI , .... .. .,.... ...... ......... , : ,.t _._. .,. i f : j P V TABLE A-1` _.RECOMMENDED,SHEAR IN POUNDS PER FOOT FOR HORIZONTAL PLYWOOD DIAPHRAGMS ' WITH FRJ4lWNG OF DOUGLAS FIR,`LARCH OR SOUTHERN:PINE(a)FOR WIND OR SEISMIC'LOADING ' Blocked Diaphragms- Unblocked Diaphragms Nail Spacing fin.)at diaphragm boundaries (all coses),at continuous Nails Spaced 6'-max. panel edges poral kl at supported edges(b) load(Cases 3&4)1-and :t at all panel edges (Cases 5&6)(°) Minimum 6 4 -2-1/2(c) Case 1 (no 2(rJ unblocked Minimum Nominal Nail Minimum Width of Nail Spacing(in.) edges or - Penetration Pl*wood Framing at other panel edgesntinother co uo s All u Common, in',Fram ng Thickness Member (Cases 1;2,3&4) joints configurations Grade( Nail Size inches parallel (Cases 2,3, P 4Vw ood (' ) (inch) .(inches) 6 6 4 3 m � -4j 5&"6) 6d { 1=1/4' 5/16 2 185 250 ` 375 420 165 125 3 210- 280 420 475,• 185 140. _STRUCTURAL I 8d' 9-t/2 3/8 2' 276 360. 530. 600 240, 180. 26 3 3Q0, 400 600. .675 5- 200 10d 1-5/8-- 15/32 2 320 425' 640 730101 285. 215 3 360 480 720 '820 320 240` 5/1.6 2 1176, 225 335 380 150: `1.10 190. 250' 380 430 170. 125 - bd• 3' 1-1/4 i 3/8 2 185 250 375' 420 1155 .125 ( 3 210 280 420' 475 185 i40 C-D C G' 3/8 "2 240; 320, 480, 545 215 160 an, 'other APA 8d 1-1/2 3 27Q 360 540 610 240 180 grcdes except T7 5/32 2 270 360, 530 600 • 240 • '•. ...... Species Group 5 3 300 400 600 675 • 26600 • s ' 15!32 2 290 385 575 65510) •• 0:6 3 $S5.• : 219D.• ••• tOd _ 1-5/8 325 430 : 650 735 Q 00400' 5 • • •••••• 19/3_Z 2 320' 425', 640 73010 •286. :•2.15•• • • 3 360 4.80 720, 820` , • 240• 00000 (a)Forframing of other P� 9 P00000• • (6)Fc Tirol I I species:(])Finds ies rou of lumber in AF&PA National Design Specification.(2)Find shear value f}b abT•%%r nail Ze;.n"fpr plywood(regardless of,acttml grade).(3)Multiply value by 0:82 for species speeiflc,grovity of 0.42 to 0.49,and 9.45,"species vithea pftific •••••• 'gravity of less than 0.42. , • .L(b),SO=nails-12.in:o.c:along intermediate framing members, ••••••' • • (c)Froming sholP be 34k nominal or wider,and nails shall bein. • Od • • • •••••• into-frarrung of more than 1-5/8 in:`ores ced 3 in.o.c.Except�geUnlnless otherwise required,2-in�nominal from ng may be ufed�whe1 e�full�oiliRg su ceon :9000: width is available and oils are staggea (d)Current noinendature for APA trademarked C D and C-C panels is APA Rafed`Sheathi C=D •• • •••• • • r classified Gderior`Strudurol I' ng• panels.typically are classified Exposure 1 and C•C�p�p,rle �re panels are so marked:See APA Design/Construction Guide-Residential&Commercial for recommended shear values for APA performance-rated wood structural panels. Cess t ta.i.. _�- toed Cas62 OOS �e:e Case S' to.a Case< tm Case 6' a - Case 6 C tlud latl -FraYN 31 x2004 APA-The Engineered Wood Association PLF STRUCTURAL ENGINEERS, INC. Project Name: _,4M&)n6i 'C-L-Aend, CA# 30758 Project No.: Sheet No.:= 4960 SW 52nd ST Suite#401, Davie, FL 33314 CalmWed By: Date: Ph: (954)533-3237 Fax: (954)533-2117 Checked By: Date: email: pfiallo@plfengineers.com ............. ............ ........... .............. .................. .................. .......... .................. ............................... ................. ............ .......... ..... ............. :.............. .................... ............. ............ .......... ........... ........................... ............... .............. ................... .................. ........... ...... ....... 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Z. ............... ................. ............................ ................................... .............. ..................................... ................ ........... .......... ...............- see: ............ ......................... .......... ...*Sao............ ........... ........... ..................................... 00 see •9:0•• a 4 a i9e:6 .. ..................... ................ .......... ....... ... ................. 0000 ............. ........... -.7 .................................................. ........ ........ ...... ................................. ............. a*a 0 q a ............ ........... ............ ...... .......... ........... ............. ............ .......... ' T T 0 *If.i{ 'Vi 10 f 5'wn.-.«w •...x G ..... _»..,..ws^`"`..� �_.x�^`'N.�M11k Description: MASONRY WALL Calculations per ACI 530-08/MSJC 2009 Sec.3.3.5,iBC 2009,CBC 2010,ASCE 7-05 Construction Type:Grouted Hollow Concrete Masonryn Fm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Dell Ratio= 150.0 Fr-Rupture- = 61.0 psi Rebar"d'distance 3.750 in Minimum Vertical Steel% - 0.0020 Em=I'm' = 900.0 Lower Level Rebar.,. Max%of p bal. = 0.50 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 48.0 in Block Weight Normal Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only A Clear Height = 10.30 ft I ��, - ,x i4 4 � f Wall Support Condition Top&Bottom Pinned rte^ +u �' # , } N A 041 Poo .�'.+" a 3>}.ti - fy,_�.. 1;••r�k•'Y� k �%':�. • '., • Vertical Uniform Loads. (Applred per foot of Stnp Width) DL:Dead Load Lr:Roof Live Load Lf:Flootg�old S! da Load ..... ii - -- Ledger Load Eccentricity in 0.4560 Q�39p � • Concentric Load + • • •• • •• w •• •• •••• • ••• Full area WIND load 29.20 psf Wall Weight Seismic Load Input Method: Direct entry of tateratVAVeight•••••• Fp 1.0 = 0.0 psf Seismic Wall Lateral Load • .90d • • • 96 9 WAY $ �� " �� Results reported for"Strip Width"of 12.0 in Governing Load Combination.,. Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3853 +0.90D+1.60W Max Mu 0.6348 k-ft Phi'Mn 1.647 k-ft PASS Service Deflection Check Min.Defl.Ratio 913.38 Max Allow Ratio 150.0 D+0.5(L+Lr)+0.7W Max.Deflection 0.1353 in Max.Allow.Defl. 0.8240 in PASS Axial Load Check Max Pu/Ag 26.718 psi 0.06'fc 300.0 psi +1.20D+0.50Lr+1.60L at 4.46 to 4.81 PASS Reinforcing Limit Check Controlling As/bd 0.001667 As/bd= 0.50 rho bal 0.005345 +1.40D PASS Minimum Moment Check Mcracking 0.4415 k-ft Minimum Phi Mn 1.298 k-ft +1.401) Maximum Reactions.,, for Load Combination.... Top Horizontal D+L+W+S/2 0.1507 k Base Horizontal W Only 0.1504 k Vertical Reaction D+L+W+S/2 1.362 k i� ......��1 t{�J�� {yy y,�'�Y1 -R( b�Rv..Yr �,�q ��.wy It' y.L<a rrS-., j d•lT v�^a►^A {'1�n�}•�;�, ��j.u/.y'�♦" p�� ♦ ,�}+� . ::'. .,T... . +., S•4 -. i. I,1.f Y ..:;L��.,t�'C.�A .. .._� �y� � ,�• }➢ k r � FN��n�l'�198�'20ti�Bta�.'8 t18 23, '�.S'a t Kn Description: MASONRY WALL ln�rr�x �01't$`i+.r= Axial Load Moment Values ' Load Combination Pu 0.06'fc•b't i Mcr Mu Phi Phi Mn As 0.6 As Eff As Ratio rho bal k-ft k-ft in^2 W-2 +1.40D at 4.46 to 4.81 1.088 16.560 0.44 0.00 0.90 1.86 0.078 0.096 0.0017 0.0053 +1.20D+0.50Lr+1.60L at 4.46 to 4.81 1.475 16.560 0.44 0.00 0.90 2.06 0.078 0.102 0.0017 0.0053 +1.20D+1.60L+0.50S at 4.46 to 4.81 1.475 16.560 0.44 0.00 0.90 2.06 0.078 0.102 0.0017 0.0053 +1.20D+1.60Lr+0.50L at 4.46 to 4.81 1.102 16.560 0.44 0.00 0.90 1.87 0.078 0.096 0.0017 0.0053 +1.20D+1.60Lr+0.80W at 4.81 to 5.15 0.910 16.560 0.44 0.32 0.90 1.77 0.078 0.093 0.0017 0.0053 +1.20D+0.50L+1.60S at 4.46 to 4.81 1.102 16.560 0.44 0.00 0.90 1.87- 0.078 0.096 0.0017 0.0053 +1.20D+1.60S+0.80W at 4.81 to 5.15 0.910 16.560 0.44 0.32 0.90 1.77 0.078 0.093 0.0017 0.0053 +1.20D+0.50Lr+0.50L+1.60W at 4.81 to 5.15 1.079 16.560 0.44 0.64 0.90 1.86 0.078 0.095 0.0017 0.0053 +1.20D+0.50L+0.50S+1.60W at 4.81 to 5.15 1.079 16.560 0.44 0.64 0.90 1.86 0.078 0.095 0.0017 0.0053 +1.20D+0.50L+0.20S+E at 4.46 to 4.81 1.102 16.560 0.44 0.00 0.90 1.87 0.078 0.096 0.0017 0.0053 +0.90D+1.60W at 4.81 to 5.15 0.682 16.560 0.44 0.64 0.90 1.66 0.078 0.089 0.0017 0.0053 +0.90D+E at 4.46 to 4.81 0.699 16.560 0.44 0.00 0.90 1.66 0.078 0.089 0.0017 0.0053 Awf Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio _ k k tt - k f -- -' W4-- in^4in^4 in D+L+Lr at 4.81 to 5.15 1.097 0.44 20.00 331.10 21.01 331.100 0.000 0.0 D+L+W at 5.15 to 5.49 1.078 0.44 0.40 331.10 20.95 331.100 0.107 1,159.6 D+L+W+S/2 at 5.15 to 5.49 1.078 0.44 0.40 331.10 20.95 331.100 0.107 1,159.6 D+L+S+W/2 at 5.15 to 5.49 1.078 0.44 0.20 331.10 20.95 331.100 0.115 1,070.9 D+L+S+E/1.4 at 4.81 to 5.15 1.097 0.44 0.00 331.10 21.01 331.100 0.000 ## ##.# D+0.5(L+Lr)+0.7W at 5.15 to 5.49 0.909 0.44 0.28 331.10 20.44 331.100 0.135 913.4 D+0.5(L+Lr)+0.7E at 4.81 to 515 0.928 0.44 0.00 331.10 20.50 331.100 0.000 #_# Yf ' �` l�ar�miatal ` Load Combination Base Horizontal Top Horizontal Vertical Q Wall Base ........._.._.._---......_......_.._.__.........._._..............__..........---......_.__.._- _- .__._...._..._.......__........-........_........_.._....._............ _..._...._.__...._.._...._ D Only 0.0 Ibs 0.00 Ibs 1.022 k S Only 0.0 Ibs 0.00 Ibs ••00;000 k WOnly0.2 Ibs 0.15 Ibs•••••i i• 06= k •••:�• Only 0.0 Ibs 0.00 Ibs•••••• 0 •40!000 k ••••i• D+L+Lr 0.0 Ibs 0.00 Ibs•••;•• 01.361 k ;0000; D+L+S 0.0 Ibs 0.00 Ibs0.00• �•• • • • • 1.361 k 6+L+W+S/20.2 Ibs 0.15 lbs•••••• .•362 k ••i••• D+L+S+W/2 0.1 Ibs 0.08 Ibs•••••• ••;01491 k 0000•• D+L+S+E/1.4 0.0 Ibs 0.00 Ibs.••;•. 91:361 k •• 1 • • • • 0000•• •00.00 • • 0.00.0 } i I PLF STRUCTURAL ENGINEERS, INC. Project Name: CA# 30758 Project No.: Suet No.: !Z 4960 SW 52nd ST, Suite#401, Davie, FL 33314 Calculated By. Date: Ph: (954) 533-3237 Fax: (954)533-2117 Checked By: Date: email: pfiallo@pifengineers.com lvor �s�t esr. ,1. _ ....... bw �e r12-_ r�cns l6�rf / ' , xi o�P 0 Zic�? !Srb . . I � Z 5 J x Pry 1 _ z f2ir. 3 3 / �h $. lin "� r S l2G c� _. o�,. e Ze 3 x/2 ......._ �� _. l r _ .... • . ...... r X /�5 •....' .••..• *so so �2 c�J11 H 2k/� SXX 3l• (�Y�rr 3 ...... !SZ 9 D lbs SIX /z .37 v : " PLF STRUCTURAL ENGINEERS, INC. Project Name: ,t(,q��/ u� tee- II R4 _ CA# 30758 PN1ect No.: Sheet No.: 4960 SW 52nd ST, Suite#401, Davie, FL 33314 Calculated By: Date: Ph: (954) 534-3237 Fax: (954)533-2117 Checked By: Date: email: pfiallo@plfengineers.com _.. ... . z�ow�t/ a / SSL - � _ �OV�fi r 'trs . lD f . ecl r ¢�hsivr,. .. C �rGS _. _...............--- - ..... ..... ... o ... 336 XI�32 Pit- .............. _ .. 3 lzea,� u-cad C M .. _.. �y . f� _..... ........ per• _. ..... ,�f.._ .... 160 : .... z�0 1VldX Ver MIt . . . AN .. PLF STRUCTURAL ENGINEERS, INC. ProjectNa►ne: MA-22,112-4,1* IR-S(A 5 - CA# 30758 Protect No.: Sheet No.: 4960 SW 52nd ST, Suite#401, Davie, FL 33314 CaWated By' Date: Ph: (954) 533-3237 Fax: (954)533-2117 Checked By: Date: email: pfiallo@plfengineers.com _. - z8o� �s lds L ' -GG. DIS ... Ao. 3 ......... ............................................... .......... r'3S. _ 1 � s� -: . r _. _ . , . .... food . . . . . . .Go. *&*so • is 6 " IS • Anchor Designer""^ Company: Date: 11/23/2016 Software Engineer: I Page: 1/4 ' Version 2.4.5673.2 Project: ® Address: Phone: E-mail: 1.Project Information _e.�....._._.._..._w._._...._.._..__._.__._..__ _..._._..._._.__._...._._,.__.._._._.._..._._.___.__�_.._._..:._.,.�._..._.,__e_. Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2 In A Data 3 Anchor Parameters General Base Material I Design method:ACI 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):8.00 State:Cracked Anchor Information: Compressive strength,f,,(psi):3000 Anchor type:Torque controlled expansion anchor 4).,v:1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.000 Reinforcement provided at comers:No Effective Embedment depth,her(inch):2.500 Do not evaluate concrete breakout in tension:No Code report:ICC-ES ESR-3037 Do not evaluate concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility:Yes Build-up grout pad:No h.n(inch):4.83 cec(inch):6.72 Base Plate Ce,n(inch):4.00 Length x Width x Thickness(inch):17.00 x 12.00 x 0.50 S.i,,(inch):4.00 Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No <Figure 1> ✓• i 0 filth • • • • • •••• • •• ••••• • • • • • •••••• X • • • • • so 0 *000 pi •• • �f i Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com t • Anchor Designer TM Company: Date: 11/23/2016 Software Engineer: Page: 214 + ' Version 2.4.5673.2 Project: Phone: E-mail: <Figure 2> I _ 0 0 N.0 0 0,^ W Q 0 f i 1 Recommended Anchor Anchor Name:Strong-Bolt®2-1/2"0 CS Strong-Bolt 2,hnom:3"(76mm) Code Report:ICC-ES ESR-3037 0000•• � • • • 0000•• 0000•• • •• • •••• 0000•• • � • � 0000•• 0000 •• • • • 0000 • •• 0000• 00000• • • • •• 0000• •• •• 0000 0000•• •0.00• • I • 0 •• • 0000 • • r i Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 44- • Anchor Designer TM Company: Date: 11/23/2016 Software Engineer: Page: 3/4 ' Version 2.4.5673.2 Project: • Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N..(lb) Wax(lb) Vuay(lb) 0u-)=+(V..y)'(lb) 1 487.1 0.0 828.9 828.9 2 487.1 0.0 828.9 828.9 3 487.1 0.0 828.9 828.9 4 487.1 0.0 828.9 828.9 5 166.0 0.0 828.9 828.9 6 166.0 0.0 828.9 828.9 7 166.0 0.0 828.9 828.9 8 166.0 0.0 828.9 828.9 Sum 2612.1 0.0 6631.0 6631.0 Maximum concrete compression strain(%.):0.04 <Figure 3> Maximum concrete compression stress(psi):159 0, 08 Resultant tension force(lb):2612 Resultant compression force(Ib):2613 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.98 Eccentricity of resultant shear forces in x-axis,e'va(inch):0.00 Y Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00f, 7o� { 6 4 I R a4 crj 4.Steel Strength of Anchor in Tension( D.5.11 N.a(lb) d ON..(lb) 12100 0.75 9075 S.Concrete Breakout tr of Anchor in Tension fSec D 5 21 Nb=k.Aagf h.r'•S(Eq.D-6) . kc Aa P.(psi) he(in) Nb(lb) 17.0 1.00 3000 2.500 3681 ONcbg=0(ANc/A-)'F-,NT d,N5K,N'ycp,NNb(Sec.D.4.1 &Eq.D•4) ANc(in') AN.(in') 'yx.N Ted,N y/cN 'Tcp,N Nb(lb) 0 247.25 56.25 0.792 1.000 1.00 1.000 3681 0.65 • 8361 ...••. 6.Pullout Strength of Anchor in Tension(Sec D 5 31 • • ' • • ONm_OKP.iaNp(fc/2,500)"(Sec.D.4.1,Eq.D-13&Code Report) •••••• • %,P A a Np(lb) pc(psi) n 0 ONm(Ib) •••••• •• •• • • 1.0 1.00 3062 3000 0.50 0.65 2180 •••• • •' ••••• • • • • •••••• Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson,Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strangtie.com • Anchor DesignerTM Company: Date: I 11/23/2016 Software Engineer: I Page: 4/4 ' Version 2.4.5673.2 Project: Phone: E-mail: 8 Steel Strength of Anchor in¢hear(See D 6 1) V.(lb) 091out 0 Opr &OVW(Ib) 7235 1.0 0.65 4703 9.Concrete Breakout Strength of Anchor in Shear(S^^ ^6 2) Shear perpendicular to edge in y-direction: Vby=m1nJ7(1./d.)02Nd.A.4f.c.,1•5;9., &c.0-11(Eq.D-33&Eq.D-34) /.(in) d.(in) A, f.(psi) c.,(in) Vby(lb) 2.50 0.50 1.00 3000 8.00 8464 OVcbgy=0(Ave/Av.)'YKvkP.dvP.,vvh,vVby(Sec.D.4.1&Eq.D-31) Av.(int) Avg.(int) W.,v `Yed,v KV KV Vby(lb) 0 OVm9y(lb) 304.00 288.00 1.000 1.000 1.000 1.225 8464 0.70 7659 t 10.Concrete Pnrout Strength of Anchor in Shear(sec n a m OVw=OkcpNeba=Okep(ANc/AN.)'Y.c,N'PedN%,N'Ycp,NNb(Eq.D-41) kap A*(in2) AN.(W) 'Yee,N 'PedN Yo,N 4v ,N Nb Ob) 0 OV�po(lb) 2.0 247.25 56.25 1.000 1.000 1.000 1.000 3681 0.70 22650 11.Results Interaction of Tensile and Shear Forces(Sec 13711 i Tension Factored Load,Nua(lb) Design Strength,oN�(ib) Ratio Status Steel 487 9075 0.05 Pass Concrete breakout 2612 8331 0.31 Pass(Governs) Pullout 487 2180 0.22 Pass Shear Factored Load,Vua(ib) Design Strength,oW(lb) Ratio Status Steel 829 4703 0.18 Pass T Concrete breakout y+ 6631 7659 0.87 Pass(Governs) Pryout 6631 22650 0.29 Pass Interaction check Nu./ON, Vua/OVn Combined Ratio Permissible Status :...:. Sec.D.7.3 0.31 0.87 117.9% 1.2 •• past •• •••�• 1/2"0 CS Strong-Bolt 2,hnom:3"(76mm)meets the selected design criteria. • • • •' • 12.Wamings ...•.. -Designer must exercise own judgement to determine if this design is suitable. ••.••• ; •••' ••••• -Refer to manufacturer's product literature for hole cleaning and installation instructions. • • •� • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com LIN�/ �K� t-f CS d.rx+. styt 1,�J�3.T:.',�f. ( .c`;`refs# 3"' Y'..TIA .i�ItN/�ittYiS1[41�1Y01JOf4R7.� '1R R4'f.4YG r:'�'�.e•� Description: WL-1 General Information Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 Ledger Width 3.0 in Using Load Factoring&Design Methods forASD Ledger Depth 9.250 in Wood Stress Grade: Southern Pine Ledger Wood Species Southern Pine Fb Allow 950.0 psi G:Specific Gravity 0.550 Fv Allow 175.0 psi Bolt Diameter 7/8' in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 21.0 in Concrete as Supporting Member Using 6"anchor embedment length in equations. Using dowel bearing stength fixed at 7.5 ksi per NDS Table 11 E ... .. .......... .... ......... .. Uniform Load I I 21 in Sol Spacing 21 in Bons G -64 21 In Sod Spacing Load Data I Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 0.3280 k/ft k/ft 0.3360 k/ft k/ft k/ft k/ft i Point Load... k k k k k k k Spacing in Offset in Horizontal Shear k/ft klft k/ft kflt k/ft kfft Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing tkailgift ., •• Load Combination... Load Combination... (for sprjlc4WIty&b It dt@;dter) ••• • +D+L+H +D+L+H Ledger,Perp to Graig.:.. • 2.750 Iasi Moment 0.1695 k-ft Max.Vertical Load 1.162 k Ledger,Parallel to GArL. •• • 6,150 V••• fb:Actual Stress 47.533 psi Bolt Allow Vertical Load 1.128 k Supporting Membel,,P*&pyt8 Grain ;+•••• 7.50 W.. Fb:Allowable Stress 950.0 psi Supporting Memb%,Aer~allal to Grair,•..• 7.50W:..* Stress Ratio 0.05003 :1 Max.Horizontal Load 0.0 k •• .. .... ,••••• Bolt Allow Horizontal Load 1.798 k •••••. •• Maximum Ledger Shear • Load Combination... Angle of Resultant 90.0 deg +D+L+H Diagonal Component 1.162 k •• •••• :• •• Shear 1.679 k Allow Diagonal Bolt Force 1.220 k •• • fv:Actual Stress 60.505 psi Stress Ratio,Wood @ Bolt 0.9528 :1 FY:Allowable Stress 175.0 psi Stress Ratio 0.3457 :1 _ 20 F I s f s F "RINGC�SiNG1V02DATq*t tu1R_A�ZtIteIG I�r Description: WL-1 Allowable Bolt Capacity Boit Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain Note 1 Fern 2.750 Fern 6.150 I Fes 7'50 Fes 7.50 Refer to 2005 NDS Section 11.3 for Bolt Capacity calculation method. Fyb 45.0 Fyb 45.0 Re 0.3667 Re 0.820 Rt 0.50 Rt 0.50 k1 0.2595 k1 0.4064 Q 1.084 k2 1.176 U 1.829 k3 1.175 Z-Im,Eq,11.3-1 2.888 k Z-Im,Eq,11.3-1 6.458 k Z-Is,Eq,11.3-2 7.875 k Z-Is,Eq,11.3-2 7.875 k Z-II,Eq,11.33 2.271 k Z-11,Eq,11.3-3 3.556 k Z-Him,Eq,11.3-4 1.128 k Z-I llm,Eq,11.34 1.798 k Z-Ills,Eq,11.3-5 2.789 k Z-Ills,Eq,11.3-5 3.364 k Z-IV,Eq,11.3-6 1.487 k Z-IV,Eq,11.33 1.927 k Z:Ref.Design Value = 1.128 k Z:Ref.Design Value = 1.798 It 2 /1 ...... . .. ...... 0000v PLF STRUCTURAL ENGINEERS, INC. Project Name: CA# 30758 Project No.: Sheet No.: 4960 SW 52nd ST, Suite#401, Davie, FL 33314 Calculated By: Date: Ph: (954)533-3237 Fax: (954) 533-2117 Checked By: Date: email: pfiallo@plfengineers.com ............ ....... ......................... ................. ......................... FaQ Aw ............ .......... ............ ............. ...... .......... J -�� e......... ........... ............ ............ .......... .......... ............ .......... 94� .......... .........r f ... ............... ............. .......... ............... 7........... I ....................... .......... .................. .............. ............. (............. .............................................. 1.1-................. .......... ........... ......................... ............................... ............ ........................... . ................... ............ ......;........... Tnr 60 .................. ............. ............ L Jae fwn 2S ........... ................- .............. ............. 4 14 .................. 00 V 44 V7 000*0: ***so bL 7 so ........... ............ -0:4,00. .... .... ...... ........ so be, . ............ �- '�� , w•.� ��' �� q',�' �'"'' DEStNC�181024Amanda Y ° SLOnaa16e1I1 re=11=j vfa23: Description: TIE BEAM NEW OPENING GL 3 BETWEEN C&D syw 7s+.i'-• w '«x ,. .,..�x .-y �.-�,-��,"",'71'-- La•r-.:�y,.,,;. �MBteSi"P Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 r no :.er r, z x i. Pc 1/2 = 2.50 ksi Phi Values Flexure: 0.900 fr= Pc ' 7.50 = 375.0 psi p Shear: 0.75 yf Density = 145.0 pcf 01 = 0.850 :. LtWt Factor = 1.0 fi _ Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi E-Stirrups = 29,000.0 ksi " fy-Main Rebar = 60.0 ksi Stirrup gar Size#_ # 3 ; E-Main Rebar = 29,000.0 ksi ;. Number of Resisting Legs Per Stirrup= 1.0 i Load Combination 2006 IBC&ASCE 7-05 , '• i ...._.....__.....___........_................__...-.._..-..._..._.----._..__..__..-------........_._..._-._.._�_. gin D 0.4524 L(0-34I j J4., 4. 8"wx12"h 8"wx12"h I i l Span 4.875 ft Span=4.875 ft l ................__.............................._......_..........._.......--..-..._._...__...........__._....._............. __........._....... -..............__..... -, Rectangular Section, Width=8.0 in, Height=12.0 in Span#1 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 4.875 ft in this span 245 at 3.0 in from Top,from 0.0 to 4.875 ft in this span Span#2 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 4,875 ft in this span 245 at 3:0 in from Top,from 0.0 to 4.875 ft in this span . I�E?88 7• :" '�� 7 Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads ~ Loads on all spans... Uniform Load on ALL spans: D=0.4524, L=0.3480 M, Tributary Width=1.0 ftDesigR OK ' Maximum Bending Stress Ratio 0.162: 1 f Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S DeflectionO D00 in itib'-'• 0,4?€O.I. Mu:Applied -3.611 k-ft Max Upward L+Lr+S Deflection0<369• �O.OQO in R io Mn'Phi:Allowable 22.244 k-ft Max Downward Total Deflection �QQ QQQ1 in Ratio� 04445 0096 • •�� Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection Q.�00 in dation ggg • Location of maximum on span 0.000ft ...... Span#where maximum occurs Span#2 "" '• ' • ....._ _..._ . • • • • x rtr `Ulfa�tar$d t *-r-ti �r r •• POW�8 #i64' �) Support notation:Far left is#1 •••••• • •• ••••• Load Combination Support 1 Support 2 Support 3 • • • ----------- Overall MAXJrnum 1.04u 5. 66 1.64 "" •• D Only 1.004 3.346 1.004 ....:. L Only 0.636 2.121 0.636 • D+L 1.640 5.466 1.640 • ; .... ;"'•; Between 0.00 to 4.74 it Vu<PhiVd2, Req d Vs" Not Reqd use stirrups spaced at 0.000 m Between 4.76 to 4.99 ft, PhiVcf2<Vu<=PhiVc, Rel Vs=Min 11.4.5.1, use stirrups spaced at 4.000 in Between 5.01 to 9.73 It, Vu<Phil Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in .. 04 X10*4"fat Q Ctlttf It l8 {iit r Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 4.852 -3.53 22.24 0.16 'Span#2 2 4.875 -3.61 22.24 0.16 +1.40D I 2.3 �b� Be�� i-•-f.� �r"' �� '" , �sr �ift�IG��DI=.SN+IE�t#i102DAma�tfa 'Ganr"to�tazrJt�!€ sKI�KnB'��* j8;'O�pLGtfEet�reSxt9nce' 8c6�; ,F...n«.3_ vn...,..,, .. ._ .�.... �.•.5.w.? ;,,.�- •� ._._,�,. �.�:: Tt..r„t;'y�,2Tr -:.,,t;a °- �"'i..� �l ��, .s�iA�ty �� Description: TIE BEAM NEW OPENING GL 3 BETWEEN CSD Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio Span#1 1 4.852 -2.23 22.24 0.10 Span#2 2 4.875 -2.28 22.24 0.10 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 4.852 -3.53 22.24 0.16 Span#2 2 4.875 -3.61 22.24 0.16 +1.20D+1.60L+0.50S+1.60H Span#1 1 4.852 -3.53 22.24 0.16 Span#2 2 4.875 -3.61 22.24 0.16 +1.20D+1.60Lr+0.50L Span#1 1 4.852 -2.42 22.24 0.11 Span#2 2 4.875 -2.47 22.24 0.11 +1.20D+0.50L+1.60S Span#1 1 4.852 -2.42 22.24 0.11 Span#2 2 4.875 -2.47 22.24 0.11 +1.20D+0.50Lr+O.50L+1.60W Span#1 1 4.852 -2.42 22.24 0.11 Span#2 2 4.875 -2.47 22.24 0.11 +1.20D+0.50L+0.50S+1.60W ,Span#1 1 4.852 -2.42 22.24 0.11 Span#2 2 4.875 -2.47 22.24 0.11 +1.20 D+0.50 L+0.20 S+E Span#1 1 4.852 -2.42 22.24 0.11 Span#2 2 4.875 2.47 22.24 0.11 E,chr Max[mum'fleiectior►s=iJ�ifacored:Loa�ls V" Load Combination Span Max.""Defl Location in Span Load Combination Max.'+"Defl Location in Span D+L 1 0.0013 2.031 0.0000 0.000 D+L 2 0.0013 2.844 0.0000 0.000 ...... . .• ...... • • i 1 { .2y �? .ry,., y'ygw- `"� .}` , }• {R(�({.y# 1[({i5. 2Li � tli � .��. Description: TIE BEAM NEW OPENING GL D BETWEEN 2&5 77 ftet8t Pl'Oii A {' '`' Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc tr1 = 2.50 ksi Phi Values Flexure: 0.90 fr= fc '7.50 = 375.0 psi Shear: 0.750 ; _ Y Density = 145.0 pcf R 1 = 0.850 X LtWt Factor = 1.0 fir: ' ,< �• Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi ' w fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi ( Ex E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 3T i < Number of Resisting Legs Per Stirrup= 1.0 I L Load Combination 2006 IBC&ASCE 7-05 I D 0.5655 Q0.4350 8"wx12"h 8"wx12"h Span=6.60 ft Span=17.0 ft I __,........___.._......_.................,____..._.._.... ._._...__. _.._....__. rsicrg Dfai8 v Rectangular Section, Width=8.0 in, Height=12.0 in Span#1 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 6.60 ft in this span 245 at 3.0 in from Top,from 0.0 to 6.60 ft in this span Span#2 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 660 ft in this span 245 at 3.0 in from Top,from 0.0 to 6.60 ft in this span - Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... r Uniform Load on ALL spans: D=0 5655 L=0.4350 k/ft, Tributary Width=1.0 ft Maximum Bending Stress Ratio = 1.846: 1� Maximum Deflection �- --� Section used for this span Typical Suction Max Downward L+Lr+S Deflection 0.583 in isfIc • 35p.<3fi0,1 Mu:Applied -41:059 k-ft Max Upward L+Lr+S Deflection • �,(�54 in Rado 1472 .•' Mn*Phi:Allowable 244 k_ Max Downward Total Deflection 1.143 in Watio=. 164<�4p Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection ••*VT197 in Ptetid: 817' Location of maximum on span 0.000ft Span#where maximum occurs Span#2 •••• •• Support notation:Far{eft is#1 •....• • •• •...• Load Combination Support 1 Support 2 Support 3 • Overall MAXimum 19.397 7.5 •• • D Only -0.656 11.757 4.525 • • • ••••.. L Only -0.415 7.702 2.979 • i••�'• • D'I 1.026 19.397 7.522 + NBIf. IrrI1}! x� ° s�"r' ` ,,.. .. . ..•. Between 000 to 141 ft Vu<PhrVcl2, Req d Vs Not Read, use stinups spaced at 0.000 in Between 1.45 to 3.17 ft PhiVc12<Vu<=PhIVc, Req'd Vs=Min 11.4.5.1, use stirrups spaced at 4.000 in Between 3.21 to 13.00 ft PhiVc<Vu, Req'd Vs=0.03424, use stirrups spaced at 3.000 in Between 13.08 to 14.94 ft PhiVcl2<Vu<=PhiVc, Req'd Vs=Min 11.4.5.1, use stirrups spaced at 4.000 in Between 15.02 to 18.42 ft Vu<PhiVd2, Req'd Vs=Not Regd, use stirrups spaced at 0.000 in Between 18.50 to 23,52 ft, PhiVc<Vu, Req'd Vs=2.80, use stirrups spaced at 4.000 in Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING En elope _ ..<x., ve•: z'? ;:6T, v r T' •?- �,�, y,.. ,�'vy �, g IeS�IK�B':�-e-� 2-5 Description: TIE BEAM NEW OPENING GL D BETWEEN 2&5 Load Combination Location ft) Bending Stress Results (k-ft) Segment Length Span# in SpanMu:Max PhI*Mnx Stress Ratio Span#1 1 6.569 110.71 22.24 1.83 Span#2 2 6.600 -41.06 22.24 1.85 +1.40D Span#1 1 6.569 -25.32 22.24 1.14 Span#2 2 6.600 -25.54 22.24 1.15 r +1.20D+0.50Lr+1.60L+1.60H Span#1 1 6.569 -40.71 22.24 1.83 Span#2 2 6.600 -41.06 22.24 1.85 +1.20D+1.60L+0.50S+1.60H Span#1 1 6.569 -40.71 22.24 1.83 Span#2 2 6.600 -41.06 22.24 1.85 +1.20D+1.60Lr+0.50L Span#1 1 6.569 -27.64 22.24 1.24 Span#2 2 6.600 -27.88 22.24 1.25 +1.20D40.50L+1.60S Span#1 1 6.569 -27.64 22.24 1.24 Span#2 2 6.600 -27.88 22.24 1.25 +120D+0.50Lr+0.50L+1.60W Span#1 1 6.569 -27.64 22.24 1.24 i Span#2 2 6.600 -27.88 22.24 1.25 +1.20D+0.50L+0.50S+1.60W Span#1 1 6.569 -27.64 22.24 1.24 Span#2 2 6.600 -27.88 22.24 1.25 +1.20D+0.50L+0.20S+E Span#1 1 6.569 -27.64 22.24 1.24 Span#2 2 6.600 -27.88 22.24 1.25 �t€1�roris-Unfac#or""yed k.taads,,"�( Load Combination Span Max. - Defl Location in Span Load Combination Max."+'Defl Location in Span D+L 1 0.0323 6.883 D+L -0.0969 4.290 D 2 1.2434 9.350 0.0000 4.290 ...• . •. ....• ..•..• • .. ••... .• .. ...• •..... i • • . . .•.•.• i PLF STRUCTURAL ENGINEERS, INC. Project Name: 1f4W1 rJ- 5i �✓ ` CA# 30758 Project No.: Sheet No.: 4960 SW 52nd ST, Suite#401, Davie, FL 33314 Calculated By: Date: Ph: (954) 533-3237 Fax: (954)533-2117 Checked By: Date: email: pfiallo@plfengineers.com ?............... ... , 1f �}/jowg6( . .. 22,2,1 ,� f .....: 192 . ... 1 ... GJ1t�f s .u�/ Qhs. 36 Au Itsi v 3 k�l( re, ,.f h 8. 8 �Sxx .r6 / g .. x!Z ..... ..... vse C_/OX/� . . P s�� ,Y�hfi�yor� �c��asi�.e�-ing '�/Seal- ........ . 1 4 1A z _.......... ._. ..... . _. ... . ... i r 'r �Y++� 'RR�9;➢'�.t/gl''I" T.f1. "y„` vr4 L� r�� u'�.-1� +iR7i �71� '- 'k�' lY4 T.7_ �� v Description: TIE BEAM NEW OPENING GL 6 BETWEEN C&D Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05• fc1/2 = 2.50 ksi Phi Values Flexure: 0.90 p 7 _ fr= fc * 7.50 = 375.0 psi Shear: 0.750 - yf Density = 145.0 pcf R 1 = 0.850 ! + •I� r. LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi ( ' Stirrup Bar Size#= # 3 E-Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup= 1.0 i Load Combination 2006 IBC&ASCE 7-05 1 L D(2.806)L(2.039) { r I i 8"wx12"h , Span=3.0 ft Rectangular Section, Width=8.0 m, Height-12.0 in - Span 41 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 3.0 ft in this span 245 at 3.0 in from Top,from 0.0 to 3.0 ft in this span -- 4,-L' `• , ��v.: Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Point Load: D=2.806, L=2.039 k(a)1.50 ft iMaximum BendingStress Ratio = ....-...._...--................._.....-__.........-__.___.__._-................_..........._............_.___.__.._._® 0.229. 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0<360 1 Mu: lied YP 0.000 in Ratio= Applied 5.103 k-tt Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 j Mn'Phi:Allowable 22.244 k-ft Max Downward Total Deflection 0.001 in Ratio= 26533 i Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in MOO'. 999 � Location of maximum on span 1,500ft • •••!•• Span#where maximum occurs Span#1 •• • �rti _ �s Support notation:Far left is#1 •••••• • • • Load Combination Support 1 Support 2 � • � • • Overall MAXimum 7 .567 D Only 1.548 1.548 •....• • { •• .s i.. • • • • • L Only 1.019 1.019 •• •• •..• •....• D+L 2.567 2.567 `°°qy:.'..G,��.{`Y"l i1n A '�i`�sR•�. +nmY.c�Y� 'Ft.Yw++".ry�W�. .Y Between 000 m 107 ft, Vu<PhiVd2, Req'd Vs Not Regd use stirrups spaced at 0.000 in • • • • • Between 1.07 t01.93 ft, PhiVG2<Vu<=PhiVc, Req'd Vs=Min 11.4.5.1, use stirrups spaced at 4.000 in •• • •••• • • Between 1.93 to 2.99 ft, Vu<PhiVc12, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in •..• , it cftt ttl�; e.Sses;f01'L'oaiE#nCOm# aatlons Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 1.500 5.10- 22.24 0.23 +1.40D Span#1 1 1.500 3.10 22.24 0.14 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 1.500 5.10 22.24 0.23 +1.20D+1.60Lt0.50S+1.60H + i�^b+c� ifinr, r3 day 4 �• i i 1�lit(s1�®QESi'NC76lf}20AmSFtdazl�tR°SktenC@ M&hOt@gi5 !{wSbnariitzlll r9StdeFK2FC6�a` T a..EN€Rt;ALC iF#C';19832Et;1^16:t1623.�1er&11.623 Description: TIE BEAM NEW OPENING GL 6 BETWEEN C&D Load Combination Bending Stress Results (k-ft) Segment Length Span# Location(ft) in Span Mu:Max Phi'Mnx Stress Ratio Span#1 1 1.500 5.10 22.24 0.23 +1.20D+1.60Lr+0.50L 'Span#1 1 1.500 3.42 22.24 0.15 +1.20D40.50L+1.60S Span#1 1 1.500 3.42 . 22.24 0.15 +1.20D+0.50Lr+0.50L+1.60W Span#1 1 1.500 3.42 22.24 0.15 +1.20D+0.50L+0.50S+1.60W Span#1 1 1.500 3.42 22.24 0.15 +1.20 D+0.50 L+0.20 S+E Span#1 1 1.500 3.42 22.24 0.15 � � � �mu�-t�yi�et�ictis Ut'�fact� `Lcads >`" Load Combination Span Max.^'Defi Location in Span Load Combination Max.^+^Defl Location in Span D+- 1 0.0014 1.470 0.0000 0.000 • •••• • •• ••••• • • • • • •••••• .24l i:: Vl 01 10SA ftWftGMnib_'## elA p is✓r• --y Description: Description: WL-2(AT STEEL BEAM SIDES) General Information Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7.05 Ledger Width 3.0 in Using Load Factoring&Design Methods forASD Ledger Depth 7.250 in Wood Stress Grade: Southern Pine Ledger Wood Species Southern Pine Fb Allow 950.0 psi G:Specific Gravity 0.550 Fv Allow 175.0 psi Bolt Diameter 3/4' in Fyb:Bolt Bending Yield 45,000 psi Bolt Spacing 22.0 in Concrete as Supporting Member Using 6'anchor embedment length in equations. Using dowel bearing stength fixed at 7.5 ksi per NDS Table 11 E ....... ..... ......... . ............ ............._..__....._._..... ..... ................ . _--- Uniform Load � I l I I I "in Soft$ �'IA 80@$ '(7 22il1 BOit$ CIA Load Data � ------ Dead Roof live Floor Live Snow Wind Seismic Earth Uniform Load... 0.280 k/ft 0.0 k/ft 0.2160 k/ft 0.0 k/ft 0.0 k/ft 0.0 k/ft i 0.0 k/ft Point Load... 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k Spacing 0.0 in Offset 0.0 in Horizontal Shear 0.0 k/ft 0.0 k/ft 0.0 k/ft 0.0 k/ft 0.0 k/ft 0.0 k/ft 0.0 k/ft Di�sign OK' Maximum Ledger Bending Maximum Bolt Bearing SummaryDowel Bearing Strengths :...:. Load Combination... Load Combination... (for s*ifi(;*avity&bblt diameter) ****:a +D+L+H +D+L+H Ledger,Perp to Gram• • •• •.2.950 ksi • . . Moment 0.1389 k-ft Max.Vertical Load .. . .. .... 0.9093 k Ledger,Parallel tot �IQ 6.150 k fb:Actual Stress 63.433 psi Bolt Allow Vertical Load 0.9106 k Supporting Membdt,*F1eVtb Grain ' 7.50 191...i Fb:Allowable Stress 950.0 psi Supporting Membes,'Fa�allol to Gra* . •. 7.50 ksi Stress Ratio 0.06677 :1 Max.Horizontal Load 0.0 k ••'• • " •••. f Bolt Allow Horizontal Load 1.416 k :00: • •' •0000 • Maximum Ledger Shear •• •• •••• •••••• Load Combination... •••••• •• Angle of Resultant 90.0 deg ; • ; � � ��• +D+L+H Diagonal Component 0.9093 k •••••• Shear 1.327 k Allow Diagonal Bolt Force 0.9809 k •••••• fv:Actual Stress 60.990 psi Stress Ratio,Wood @ Bolt 0.9270 :1 ' • • Fv:Allowable Stress 175.0 psi Stress Ratio 0.3485 :1 F d i &ESlt>i-1&tEY�t AmmiduemW, .r. r,... maeaucnt �yt�.rpt `cT "*MW,.. n.. Description; WL-2(AT STEEL BEAM SIDES) Allowable Bolt Capacity Bolt Capacity-Load Perpendicular to Grain Bolt Capacity-Load Parallel to Grain.1Note! Fern 2.950 Fem 650 Fes 7.50 Fes 7.50 Refer to 2005 NDS Section 11.3 for Bolt Fyb 45.0 Fyb 45.0 Capacity calculation method. Re 0.3933 Re 0.820 Rt 0.50 Rt 0.50 k1 0.2652 k1 k2 0.9805 k2 0.1 1008 U 1.732 k3 1.157 Z-Im,Eq,11.3-1 2.655 k Z-Im,Eq,11.3-1 5.535 k Z-Is,Eq,11.3-2 6.750 k Z-Is,Eq,11.3-2 6.750 k Z-11,Eq,11.3-3 1.989 k Z-1I,Eq,11.3-3 3.048 k 1 Z-Him,Eq,11.3-4 0.9106 k Z-Illm,Eq,11.34 1.452 k Z-Ills,Eq,11.3-5 2.402 k Z-Ills,Eq,11.3-5 2.839 k Z-IV,Eq,11.3-6 1.121 k Z-IV,Eq,11.3.6 1.416 k Z:Ref.Design Value = 0.9106 k Z:Ref.Design Value = 1.416 k .•.•.• . .• .•.•.. .... . .. ..... .•.•.• . .• ..••. .. .. ..•• •..... f F d PLF STRUCTURAL ENGINEERS, INC. Project Name: L�F �-l/' Z�(' CA# 30758 Project No.: Sheet No.:—9/ 4960 SW 52nd ST, Suite#401, Davie, FL 33314 caic'iated By: Date: Ph: (954)533-3237 Fax: (954)533-2117 Checked By: Date: email: pfiallo@plfengineers.com jf x f � 63 . G (bs . s Cvt��v2 Sls�1(> US _3lO ��cz! er•�-�d nr, ....... ....... - j .... ... ... 66.ujA 2 ._h ... Z 6�) MA . . ... ,•• , ,G s /4fo PLF STRUCTURAL ENGINEERS, INC. Project Name: CA# 30758 Project No.: Sheet No.: 32 4960 SW 52nd ST, Suite#401, Davie, FL 33314 Calculated By. Date Ph: (954)533-3237 Fax: (954) 533-2117 Checked By: Date: email: pfiallo@plfengineers.com : __. _. a.......... ' Pry .23 LAM .... �...,.. _ ....,.. .. _.__.. ..... ... ......... 1 .. ;..._J s 124 2. �. 1 ►s r f/ X2 g 3 x 2,a� _ 'J_.__. ... ..... _ ... �. 3� (Ab . .• �!!J VUR ,1/f/,. _3��. .... .. ...... ....... _.. . . �'"� �g� �` yrs ;, s s .• �$.�. G oak�rr �-s�-�-�r5 Gh ` �� ...... ` . � .,,• . . • E ..... aexp .� 616s PLF STRUCTURAL ENGINEERS, INC. Project Name: _ CA# 30758 Project No.: Sheet No.: 3 3 4960 SW 52nd ST, Suite#401, Davie, FL 33314 Calculated By. Date: Ph: (954)533-3237 Fax: (954)533-2117 Checked By. Date:, email: pfiallo@plfengineers.com L . ... ... f ga=g, .._.. 2. '..... ...... . .... P � r,,�, a /Y u- ve; /vI/r�'TA �� ass_ 1 .... ... ��a) laa� /� � .... • �6� - 2 . ... ....... p00. .. .... t ... r d 6 r PLF STRUCTURAL ENGINEERS, INC. Project Name: ALL/ vcE CA# 30758 Project No.: Sheet No.:� _ 4960 SW 52nd ST, Suite#401, Davie, FL 33314 C&ulated By. Date. Ph: (954)533-3237 Fax: (954) 533-2117 Checked By: Date: email: pfiallo@plfengineers.com �OiG�c1A v l 2 sx.� k SIG':� ,�f f ' ............... • x ..3 . iXa.; .. /6s .. ....... ... /��_ 6' �s. _. S�/ 6_ lbs __. _ . d... .. ....... .. .... ............. ._ _ . __ _ . . _ • . ••i••• . . . • • 0 so ....._.j r , _ ............. ....._. .._ ` .. x.. PLF STRUCTURAL ENGINEERS INC. Project Name: BZW _ CA# 30758 Project No.: Sheet No.: 35 4960 SW 52nd ST, Suite#401, Davie, FL 33314 Calculated By: Date: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: Date: email: pfiallo@plfengineers.com _ 0000 : ....... 0000. _........; _ . .... � y p� 40 x a' a--2/x .. _ � �.vb�1s7`� u 7C . ;. 2t3`� ..... _.. . .. . .... ... .................. Yfi�L LL 0000. 0000.. _N v /f . .,_ails _�...�.E�. 0000:0 . _ _ • y �e:• .. .. 0000 0000.. • 0000. . ....... 0000 0000.. si.��°sawt�s • 0000 0000. • 00 .. . ' '.. .�:.. 00 ; _2-�.2�� s 0000 •0000• 0000.. a,(' urn ,... :0000. ` .• , .. _ 0000 e _✓�c�Q6�c y�Do .6s �,' 0000. ;0.000 •. .' 0000.. .. 0000 11/2312016 Florida Building Code Online BCIS Home Log In User Registration i Hot Topics Submit Surcharge i Stats&Facts ( Publications i FBC Staff i BCIS Site Map i Links •Search Product Approval r USER: Public User Product Approval Menu>Product or Application Search>Application List>Application Detail l` + FL# FL11468-113 Application Type Revision �J Code Version 2014 Application Status Approved Comments Archived ; Product Manufacturer Simpson Strong-Tie Co. Address/Phone/Email 2221 Country Lane McKinney,TX 75070 (972)439-3029 rshackelford@strongtie.com Authorized Signature Randall Shackelford rshackelford@strongtie.com Technical Representative Randall Shackelford Address/Phone/Email 1720 Couch Drive McKinney,TX 75069 (800) 999-5099 rshackelford@strongtie.com Quality Assurance Representative Shelby Troth Address/Phone/Email 5956 W. Las Positas Blvd Pleasanton, CA 94588 (925) 560-9000 Ext 9049 stroth@strongtie.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Archin"q.*$Licensed Florida Professional Engineer • • • ••••+• �!- Evaluation Report- Hardcopy Re&4ved• •• • +• 006.90 • •• 0000•• Florida Engineer or Architect Name who developed Jeff Arneson ••'••• • ; • •; the Evaluation Report •••• 9• • • • Florida License PE-58544 00000 0 • 0••• **see Quality Assurance Entity Benchmark Holdings, L.L.C. 9 g •00.0• • •• 90••9 Quality Assurance Contract Expiration Date 12/31/2016 " '• 9000 •'•••• • Validated By Joseph A Reed, PE 6 '0 • • i • •• i 90.0 Validation Checklist- Hardcopy eceiled •••••• • • • 990••• Certificate of Independence • • • P FL11468 R3 COI Cert of Ind IRIDcnn_nrif •� � Referenced Standard and Year(of Standard) Standard Year AF&PA NDS 2012 AISI S100(Si, 52-2010) 2007 ASTM D1761 2000 ASTM D7147 2005 Equivalence of Product Standards Certified By htWAvww.floridabuilding.org/pr/pr app o.aspx?param=wGEVXOwtDgv8JyggZ9WuEAet7dZCiDOi00Hrd2fH%2bPad9p3Pw7M2A°/p3d%3d 1/4 11/23!2016 Florida Building Code Online 77 Approved Testing Lab FL11468 R3 Eauiv D1761 and D7147 Eouival nce odf i Sections from the Code - r Product Approval Method Method 1 Option D Date Submitted 05/01/2015 Date Validated 05/01/2015 Date Pending FBC Approval 05/10/2015 �• Date Approved 06/22/2015 Summary of Products FL# Model,Number or Name Description 11468.1 HGUQ210-2, HGUQ210-3, Joist Hanger HGUQ210-4, HGUQ410, HGUQ46, NGUQ48 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL11468 R3 II SIM201504 WoodHangers EOR Approved for use outside HVHZ:Yes Seal 05012015.odf Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 Design Pressure: N/A Created by Independent Third Party: Yes Other: Evaluation Reports FL11468 R3 AE odHangers EOR Seal 05012015.odf Created by Independent Third Party: Yes 11468.2 HGUQ26-2, HGUQ26-3, HGUQ26-4, Joist Hanger HGUQ28-2, HGUQ28-3, HGUQ28-4 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL11468 R3 II SIM201504 WoodHang r OR Approved for use outside HVHZ:Yes Seal 05012015.adf Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 Design Pressure: N/A Created by Independent Third Party: Yes Other: Evaluation Reports f FL11468 R3 AE SIM201504 WoodHanners EOR Seal 05012015.gdf Created by Independent Third Party: Yes i 11468.3 HGUS26, HGUS28, HGUS7.37/10, Joist Hanger HGUS7.37/12, HGU57.37/14 Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11468 R3 II SIM201504 WoodHangers EOR Approved for use outside HVHZ:Yes Seal 05012015.12df • • Impact Resistant: N/A Verified By: Randall Shackelfvrd P.E. *tV*6 •••••• Design Pressure: N/A Created by IndependentoW Porty: Yds. • Other: Evaluation Reports • • FL11468 R3 AE SIM2011C,? 8dHano;rS•t6R. • Seal 05012015.fL 000000 a • • Created by Independent Tbiird party: Yas• • 11468.4 HHUS210-3, HHUS210-4 Joist Hanger 401000 • •0 •0:•• Limits of Use Installation Instructiong* •• •••• ••••• Approved for use in HVHZ:Yes FL11468 R3 II SIM2015949 osdHangers EQR • Approved for use outside HVHZ:Yes Seal 05012015.odf • • • • I Impact Resistant: N/A Verified By: Randall Shackelford P.E. 61070:004 • t Design Pressure: N/A Created by Independent'hird darty: Yes :0000: Other. Evaluation Reports •• • 0••:•0 • FL11468 R3 AE SIM201504 WoodHangem*EOP# Seal 05012015.odf Created by Independent Third Party: Yes 11468.5 HUCQ210-2-SDS, HUCQ210-3-SDS, Joist Hanger HUCQ310-SDS Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11468 R3 II SIM201504 WoodHangers EOR Approved for use outside HVHZ:Yes Seal 05012015.adf Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 Design Pressure: N/A Created by Independent Third Party: Yes Other: Evaluation Reports httpsJ/www.ftoridabuiiding.org/pr/pr app o.aspx?param=wGEVXQwtDgvB.JyggZ9WuEAet7dZC1DOi00Hrd2H%2bPad9p3Pw7M2A%3d%o3d 2/4 11/23/2016 Florida Building Code Ondine 38 FL11468 R3 AE SIM201504 WoodHangers EOR Seal 05012015.Ddf An a Created by Independent Third Party: Yes 11468.6 LU5310 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL11468 R3 II SIM201504 WoodHangers EOR Approved for use outside HVHZ:Yes Seal 05012015.odf Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 Design Pressure: N/A Created by Independent Third Party: Yes Other: Evaluation Reports FL11468 R3 AE SIM201504 WoodHang r•s EOR Seal 05012015.Ddf Created by Independent Third Party: Yes 11468.7 THA426,THA422-2,THA426-2 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL11468 R3 II SIM201504 WoodHangers EOR Approved for use outside HVHZ:Yes Seal 05012015.odf Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 Design Pressure: N/A Created by Independent Third Party: Yes Other: Evaluation Reports FL11468 R3 AE SIM201504 WoodHangers EOR I Seal 05012015.Ddf Created by Independent Third Party: Yes 11468.8 THGB2,THGB3,THGBH2, THGBH3, Joist Hanger ITHGBH4 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL11468 R3 II SIM201504 WoodHangers EOR Approved for use outside HVHZ:Yes Seal 05012015.Ddf Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 Design Pressure: N/A Created by Independent Third Party: Yes Other: Evaluation Reports FL11468 R3 AE SIM201504 WoodHangers EOR Seal 05012015.Ddf Created by Independent Third Party: Yes 11468.9 THGQ2-SDS3,THGQ3-SDS3, Joist Hanger THGQH2-SDS3,THGQH3-SDS3, THGQH4-SDS3 Limits of Use Installation Instructions Approved for use in HVHZ:Yes F111468 R3 II SIM201504 WoodHangers FOR Approved for use outside HVHZ:Yes Seal 05012015,p& Impact Resistant: N/A Verified By: Randall Shackelford P.E. 68675 Design Pressure:N/A Created by Independent Third Party: Yes Other: Evaluation Reports (( FL11468 R3 AE SIM201504 WoodHangers EOR Seal 05012015.Ddf Created by Independent Third Party: Yes 11468.10 THGW3-3,THGW3-4,THGW4-3, Joist Hanger :000:0 THGW4-4 • • i 00.000 • Limits of Use Installation Instructions• • :•• 0• 0• Approved for use in HVHZ:Yes FL11468 R3 II SIM2015t4= Hangd*rs •••••• Approved for use outside HVHZ:Yes Seal 05012015.Ddf 000000 9 9 • Impact Resistant: N/A Verified B Randall Sha 00•••0 Y: cjcQl�d P.E. 6$F75• • • Design Pressure:N/A Created by Independent•rpirg0P9rty: IS •••• 00000 Other. Evaluation Reports • • FL11468 R3 AE SIM201SU �ndHana rc Ma •••0• Seal 05012015.Ddf 0• •9 •009 900000 Created by Independentj44WOdParty: Yes • •0 • • • ' 0 ••090• •0090• Back Next • • • •9•••9 •• • 0000 • • • 9 • Contact Us:; 2601 Blair Stone Road.Tallahassee FL 32390 phone:850-487-1824 { The State of Florida Is an AA/EEO employer.Copyright 2007-2013 State of Florida. ::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.*Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emaiis provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455,F.S.,please dick here. Product Approval Accepts: ® RE IM httpsJAvww.floridabLildirig.org/pr/pr app dd.aspx?param=wGEVXQwtDgv8JygqZ9WuEAet7dZCIDOiOOHrd2fH°/`2bPad9p3Pw7M2A*/o3d*/o3d 34 DocuSign Envelope ID:1695DB4E-4C4C-4AB6-9489-379642514D5C 39 .t T H FIGURE 2 Typical LUS Hanger TABLE 3 LUS Hanger Allowable Loads i t 'j :by .ti, ,l a u,. a511181'S; oil � s �Q��1'1:8I'C#t�S�IU�It6tTt�t��lOYf18b�8�10�E�S eCaprr�yrtg rt 1W 1W �{�,{ it .jItr5191�4I► Ilt�ctt� {N(tts� •'. iq �'� f r .4 f.'P fiF14 ' �' Y�F4 J�l": i��,��tlf US310 ,2 9/16 71/4 .. 6-16d 4-16d 1165 1325 1525 1655 2120 { �2%x x k ��--L 0000•0 '" �., .�„ . �/ • • • 0000•• ..fix'-�-A� • • • • 900••• • ( •• 00.00• 0000•• 0000 •• • • • FIGURE 3 Typical HGUQ Hanger • .... . .. ..... ...... . .. ..... .. .. 0000 •••••• Page 7 of 14 Simpson Strong-Tie 11/23(2016 Florida Building Code Online !f0 F •rte ,, ,., dr; :,j7' '' e BCIS Home Log In j User Registration ( Hot Topics Submit Surcharge stats&Facts i Publications 1 FBC Staff BCIS Site Map , Links Search 1 a Product Approval USER: Public User r 0 { Product Approval Menu>Product or ADDli ation Search>Application List>Application Detail t! FL# FL10655-R3 Application Type Revision Code Version 2014 Application Status Approved J all *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Simpson Strong-Tie Co. Address/Phone/Email 2221 Country Lane McKinney, TX 75070 (972)439-3029 rshackelford@strongtie.com Authorized Signature Randall Shackelford rshackelford @strongtie.com Technical Representative Randall Shackelford (new) Address/Phone/Email 2221 Country Lane McKinney, TX 75069 (972)439-3029 rshackefford@strongtie.com Quality Assurance Representative Shelby Troth Address/Phone/Email 5956 W. Las Positas Blvd Pleasanton, CA 94588 (925) 560-9000 Ext 9049 stroth@strongtie.com p Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity ••• •••••• Evaluation Entity ICC Evaluation Service, LLC ••*:•• • i•••• 6966** Quality Assurance Entity Benchmark Holdings, L.L.C. •••••• • • • Quality Assurance Contract Expiration Date 12/31/2016 *00000 •• • • Validated By ]oseph A Reed, PE • • t �' ";••. •••••• • •• ••••• ✓' Validation Checklist- Hardcopy l%ec;iyge • • • •••• •••••• • Certificate of Independence FL10655 R3 COI Cert of rndepe;de4co ead • • •••• • Referenced Standard and Year(of Standard) Standard •• • • • • AF&PA NDS Al2 • ASTM D1761 2000 ASTM D7147 2005 i Equivalence of Product Standards Certified By Approved Testing Lab FL10655 R3 Eouiv D1761 and D7147 Equivalence nrlf httpsJ/www.floridabuilding.orglpr/pr app o.aspx?param=wGEVXQwtDgtE3NbEY5Vpk2boOTICLIAhT5s5207TvJOGcliN09SO61DRZXAp/o3dp/o3d I/S 12/1/2016 Florida Building Code Ondine 41 Approved for use In HVHZ:Yes FL10655 R3 II ESR-2549 Hangers.12d _ Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. FL10655 R3 AE--ESR-2549 Hanoers.pdf 10655.8 HTU26, HTU28, HTU210, HTU26-2, Joist Hanger HTU28-2, HTU210-2 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10655 R3 II ESR-2549 Hangers.odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, where HTU26 is installed with minimum FL10655 R3 AE ESR-2549 Hang rare _s.odf nailing and with 1/2"gap, and is resisting wind uplift, supplemental connectors must be used to achieve minimum 700 lbs. uplift. i10655.9 HU24-2, HU26-2, HU28-2, HU210-2, Joist Hanger HU212-2, HU214-2, HU216-2 --{ Limits of Use Installation Instructions ! Approved for use in HVHZ:Yes FL10655 R3 II ESR-2549 Hang re s_ndf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:In HVHZ, when HU24-2 is resisting wind uplift, install FL10655 R3 AE ESR-2549 Hanaers.odf supplemental connectors to achi minimum 700 lbs uplift. 10655.10VH1 H 28, HU21 HU212 Joist Hanger , HU216 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10655 R3 II ESR-2549 Hang rare s.odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other. In HVHZ, for HU26, HU28, and HU210 only, when FL10655 R3 AE ESR-2549 Hanaers odf resisting wind uplift supplemental connectors must be used to achieve minimum 700 lbs. uplift. 10655.11 HU26-3, HU210-3, HU212-3, Joist Hanger HU214-3, HU216-3, HU210-4 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10655 R3 II ESR-2549 Hanaers.Ddf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. FL10655 R3 AE ESR-2549 Hangers.g_df 110655.12 HU310-2, HU312-2, HU314-2 Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL10655 R3 II ESR-2549 Hanaers.odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: ...... Design Pressure: N/A Evaluation Reports ' • • •••••• Other: FL10655 R3 AE ESR-2544iiang r odfi. . .� 10655.13 HU34, HU36, HU38, HU310, HU312, Joist Hanger ...:.. HU314, HU316 ••�• •� • �•...� Limits of Use Installation Instruction9••• • •• •••.. Approved for use in HVHZ:Yes FL10655 R3 II ESR-2548.h"ars.odf. Approved for use outside HVHZ:Yes Verified By: ICC Evaluaggrf 5grbice, LL%,: • •• • Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports """ ' • Other:In HVHZ, for HU34, HU36,and HU38 only, when FL10655 R3 AE ESR-2A9 Hanaers.odt`... • •••••• --. .. resisting wind uplift supplemental connectors must be used to . . , achieve minimum 700 lbs. uplift. • • • ...... 10655.14 HU44, HU46, HU48, HU410, HU412, Joist Hangers I HU414, HU416 Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL10655 R3 II ESR-2549 Hangers.p_df, Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:In HVHZ,for HU44 only, when resisting wind uplift FL10655 R3 AE ESR-2549 Hangers.odf supplemental connectors must be used to achieve minimum 700 lbs. uplift. httpsJ/www.floridabuildinI.org/pr/Pr_app O.aspx?param=wGEVXQwtDgtBNbEY5V%2boQTICuAhT5s5207TvJOGcljN09SO61DRZXA%3d%3d 35 12!1/2016 Florida Building Code Online a Sections from the Code �Z .i 1 Product Approval Method Method 1 Option C Date Submitted 03/24/2015 Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/10/2015 Summary of Products � Go to Page 0 ® Page 2/3 0 0 FL# Model,Number or Name Description 10655.21 HUC44, HUC46, HUC48, HUC410, Joist Hanger HUC412, HUC414, HUC416 Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL10655 R3 II ESR-2549 Hangers odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, for HUC44 only, when resisting wind uplift FL10655 R3 AE ESR-2549 Hangers odf supplemental connectors must be used to achieve minimum 700 lbs. uplift. 10655.22 HUC66, HUC68, HUC610, HUC612, Joist Hanger HUC614, HUC616 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10655 R3 II ESR-2549 Hancers,pdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports 1 Other: FL10655 R3 AE-ESR-2549 Hangers odf 10655.23HUC88, HUC810, HUC812, HUC814, Joist Hanger, Concealed Flange HUC816 Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL10655 R3 II ESR-2549 Hang r odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Alb by Independent Third Party: Design Pressure: N/A j )� Evaluation Reports Other — FL10655 R3 AE rs ESR-2549 Hangeodf f 10655.24 HUS26 HUS28, HUS210 Joist Hangers Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL 10655 R3 II ESR-2549 Hangers odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, Llx;.•;• Impact Resistant: N/A Created by Independent•Thir&Party: • •••••• Design Pressure: N/A Evaluation Reports •..• : .: . •• Other:. FL10655 R3 AE ESR-2582 i4pg r Dd T_ • • • 110655.25 HUS26-2, HUS28-2, HU5210-2, Joist Hangers •••••• HUS212-2 •••• •• • • • • • • • • Limits of Use Installation Instructiorb%•,,• • 0• 0:6 •• Approved for use in HVHZ:Yes FL10655 R3 II ESR-2549 Ran r df• • • Approved for use outside HVHZ:Yes' Verified By: ICC Evaluation ervice, LLC•••• ••••;' Impact Resistant: N/A Created by Independent.m"*Irty: • • Design Pressure: N/A Evaluation Reports • . . • .90000 Other: FL10655 R3 AE ESR-25J9 Hacg mad••• • • --f10655.26 HUS46, HUS48, HUS410, HUS412 Joist Hangers • • • Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL10655 R3 II ESR-2549 Hangers odf Approved for use outside HVHZ:Yes, Verified By:ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10655 R3 AE ESR-2549 Hangers odf 10655.27 HUSC46, HUSC48, HUSC410, Joist Hanger, Concealed Flange i HUSC412 tittpslt,www.floridab LiIding.org/pr/pr app o.asp c?param=wGEVXQwtDgtBNbEYSV%2boQTICuAhT5s520TTvJDGcljNO9SO61DRZXA%3d%3d 215 �3 ESR-2549 Most Widely Accepted and Trusted Page 5 of 14 TABLE 3-ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS HANGER DIMENSIONS' FASTENERS ALLOWABLE LOADS(lbs)3,4,5 MODEL (Inches) (Quantity-Type) NO. Uplift9 Download W H B Header Joist Co=1.6 CD=-1.0 Co=1.15 CD=1.25 HU26 19/16 31/1e 214 4164 2-104 x 1'/ 335 595 670 725 19/18 5114 214 6-16d 4-10d x 1'/2 605 895 1,010 1,085 HU210 19/16 77/a 21/4 8-16d 4-1 1'12 605 11190 1,345 1,450 HU212 19/16 9 2'/4 10-164 6 104 x 1'/2 1,135 1,490 1,680 1,810 HU214 19/1s 101/8 2'/1, 12-16d 8- x 2 1,135 1, 90 2,015 2,170 HU216 19/16 127511e 2'/1, 18-16d 8-10d x 11/2 1,510 2,680 3,025 3,260 HU34 29/16 33/a 21/2 4-16d 2-10d x 11/2 380 595 670 725 HU36 29/16 53/8 2'/2 1 8-16d 4-10d x 1'12 605 1,190 1,345 1,450 HU38 29/1e 71/a 21/2 10-16d 4-10d x 1'12 605 1,490 1,680 1,810 HU310 29/16 87/6 21/2 14-16d 6-10d x 1'/2 905 2,085 2,350 2,535 HU312 29/16 105/6 21/2 16-16d 6-10d x 1'/2 905 2,385 2,690 2,895 HU314 1 29/16 123!6 21/2 18-16d 8-10d x 11/2 1,510 2,680 3,025 3,260 HU316 29/16 14'18 21/2 20-16d 8-10d x 11/2 1,510 2,980 3,360 3,620 HU44 39116 2'/a 2112 4-16d 2-10d 380 595 670 725 HU46 39116 53/16 21/2 8.16d 4-10d 755 1,190 1,345 1,450 , HU48 39/18 673/16 21/2 10-16d 4-10d 755 1,490 1,680 1,810 HU410 39/16 65/a 21/2 14-16d 6-10d 1,135 2,085 2,350 2,535 HU412 39/16 105!16 21/2 16-16d 6-10d 1,135 2,385 2,690 2,895 HU414 39/1e 125/6 2112 18-16d 8-10d 1,510 2,680 3,025 3,260 HU416 39/16 135/8 2112 20-16d 8-10d 1,510 2,980 3,360 3,620 1 HU66 51/2 43/16 21/2 8-16d 4-16d 900 1,190 1,345 1,450 HU68 5112 513/1s 21!2 10-16d 4-16d 900 1,490 1,680 1,810 HU610 51/2 75/8 2'/2 14-16d 6-16d 1,350 2,085 2,350 2,535 HU612 51/2 93/6 21/2 16-16d 6-16d 1,350 2,385 2,690 2,895 HU614 51/2 115/8 2112 18-16d 8-16d 1,800 2,680 3,025 3,260 HU616. 51/2 121'/16 21/2 20-16d 8-16d 1,800 2,980 3,360 3,620 HU24-2 3118 3'/1e 21/2 4-16d 2-10d 380 595 670 725 HU26-2 31/8 53/8 21/2 8-16d 4-10d 755 1,190 1,345 1,450 HU28-2 3'/s 7 21/2 10-16d 4-10d 755 1,490 1,680 1,810 HU210-2 3'/a 673/18 21/2 14-16d 6-10d 1,135 2,085 2,350 2,535 HU212-2 3'/s 109/16 21/2 16-16d 6-10d 1,135 2,385 2,690 2,895 HU214-2 31/8 1213/16 21/2 18-16d 8-10d 1,510 2,680 3,025 3,260 HU216-2 3111, 137/6 21/2 20-16d 8-10d 1,510 2,980 3,360 3,620 HU310-2 51/8 87/8 21/2 14-16d 6-10d 1,135 2,085 2,350 2,535 HU312-2 5'/8 105/6 21/2 16-16d 6-10d 1,135 2,385 2,690 2,895 HU314-2 5'/s 125/6 21/2 18-16d 8-10d 1,510 2,680 3,025 3,260 HU26-3 411!16 51/2 21/2 8-16d 4-10d 755 1,190 1,345 • ',•450 HU210-3 411/16 89/16 21/2 14-16d 6-10d 1,135 2,085 • • 350 • 2,535 •••• • HU212-3 411/1s 105/1s 21/2 16-164 6.104 1,135 2,385 • 2,690 •• 2,'195 •• HU214-3 411/16 121/16 21/2 18-16d 8-10d 1,510 2,680 •• •3,025 • •3260 •••••• HU216-3 411/16 13"/8 21/2 20-16d 8-10d 1,510 2,980 •• ••3,360 •3,620 • • HU210-4 6118 83/8 21/2 14-16d 6-16d 1,350 2,085 •• ••$,350 •• 2,435 • • HU88 71/2 6% 21/2 10-16d 4-16d 900 1,490 1,680 •'1',810 ••�••• HU810 71/2 83/6 21/2 14-16d 6.16d 1,350 2,085 350 • • F.35 ••••• •••.•• HU812 71/2 101/8 21/2 16-164 6-164 1,350 2,385 2,690 2,895 • HU814 71!2 11'/s 2'12 18-16d 8-16d 1,800 2,680 • • 3,025 3,260 •• HU816 7'/2 13% 21/2 20-16d 8-16d 1,800 2,680 a 3,360 ••••3,8+20 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. F • • • •••••• 'Refer to Figures 3a and 3b(previous page)for definitions of hanger nomenclature(W,H,B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3 H series hangers with widths(W)equal to or greater than 2 9/16 inches(65 mm)are available with header flanges turned in(concealed)and are identified with the model designation HUC#.See Figure 3b(previous page). °Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 5HU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm).The height,H,of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided,as designed by others. 6Ailowable uplift loads have been increased for wind or earthquake loading with no further increase allowed.The allowable uplift loads must be reduced when other load durations govern. i ESR-2549 Most Widely Accepted and Trusted Page 7 of 14 TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS DIMENSIONS' COMMON NAILS ALLOWABLE LOADS"' MODEL (inches) (Quantity-Type) (lbs) NO. 5 UPlift, Download W H B Header Joist Co=1.6 Co=1.0 CD=1.15 Co=1.25 MUS26 19/,s 531,6 2 6-10d 6-10d 1,090 1,300 1,485 1,615 MUS28 19/,s 63/4 2 8-10d 8-10d 1,555 1,735 1,985 2,150 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 'Refer to Figure 5(this page)for definitions of hanger nomenclature(W,H,B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. °MUS series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm).The height,H,of the'joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided,as designed by others. sJoist nails must be driven at a 45 degree angle through the joist into the header/beam(double shear nailing)to achieve the tabulated loads. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed.The allowable uplift loads must be reduced when other load durations govern. , c ' p, s • " c � • H I b ' a FIGURE 5-MUS HANGER(see Table 5) FIGURE 6-HUS SERIES HANGER(see Table 6) TABLE 6-ALLOWABLE LOADS FOR THE HUS AND HUSC SERIES HANGERS DIMENSIONS' COMMON NAILS2 ALLOWABLE LOADSa,417 i MODEL (inches) (Quantity-Type) (Ibs) NO. Uplift, Download W H 8 Header Joists �ruro� CK) 1.6 CI)=1.0 Co=1.15 Co=1.25 �J HUS2 lslg 516 3 14-16d 6-16d1,500 2,720 3,090 3,335 HUS28 1s/e 7'/,e 3 22-16d 8-16d 2,000 3,895 3,980 HUS210 15/0 9'/,e 3 30-16d 10-16d 3,000 4,010 4,165 9 4,275 HUS46 3/1g 45!1s 2 4-16d 4-16d 1,235 1,045 • 91,190 • 1,290 ••••• HUS48 39/,6 675/16 2 6-16d 6-16d 1,550 1,565 • 1P,785 • 4,930 • HUS410 39/,6 8'5/,e 2 8-16d 8-16d 2,970 2,090 • ••03080 • •£,575 •••:• HUS412 39/,6 10/4 2 10-16d 10-16d 3,635 2,610 9 •••3,975 •3,220 • HUS26-2 3'/s 5/,e 2 4-16d 4-16d 1,235 1,045 •••1,190 • 4,290 '0•': HUS28-2 3/e !16 2 6-16d 6-16d 1,550 1,565 ••• ,785 • •4, 30 *:969 HUS210-2 3'/e 93/,6 2 8 16d, 8-16d 2,970 2,090 • •••1,380 • •2,575 •i•• HUS212-2 3'/g 11 2 10-16d 10-16d 3,635 2,610 • •• ,975 ••8,7220 ••••• For SI:1 inch=25.4 mm,1 pound=4.45 N. •••••. • .' 'Refer to Figure 6(this page)for definitions of hanger nomenclature(W,H,B). ' ' ' ' '••••• 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. • • • • • 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building oosle. : •••• :•••• 4HUS series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times TW t epos of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm).The height,H,of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided,as designed by others. SJoist nails must be driven at a 45 degree angle through the joist into the header/beam(double shear nailing)to achieve the tabulated loads. 6Ailowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed.The allowable uplift loads must be reduced when other load durations govern. 'HUS series hangers with widths(W)equal to or greater than 39/16 inches(90 mm)are available with header flanges turned in(concealed)and are identified with the model designation HUSC#. Florida Building Code Online r�S 1 t 5..b1t�N:08f`�f'1@Ili;d BM Home top In ; User RepMMUGn Ha Topics t Submit Surcharge Stats a Facts Publications ; FBC Stag { SCIS Site Map I Links ; Search i BusTf'1lnesj 1i PMaua Appr0"ll Pr- esii 1 UM:Public User Regulation \\\ product Approval genu>Product or Aoolication Search>Aooiication List>Appl►CatlOnDetaill FL# NOW r Application Type Revision Code version 2014 Application Status Approved Comments Archived W f Product Manufacturer Nu-Vue Industries Inc. Address/Phone/Email 1055 E 29th street Hialeah,FL 33013 (305)694-0397 vtolatesbcg loba i.n et Authorized Signature Maria Guardado vtolat@sbcglobal.net Technical Representative i Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report_Hardcopy Received Florida Engineer or Architect Name who developed Vipin N.Tolat the Evaluation Report Florida License PE-12847 Quality Assurance Entity National Accreditation&Management Institute Quality Assurance Contract Expiration Date 12/31/2016 • • 0000•• Validated By ]esus Gonzalez,P.E. • • • •••••• r Validation Checklist-Hardcopy Received 0 0• 0 0• 00`0•6• • •• •••••• • Certificate of Independence Fl 16294 R2 COI scanQ205.Ddf so**** • •0 0000 •• • • • yed ••0i •• •006• Referenced Standard and Year(of Standard) Standard • • ••.••• 201 •• Alslsiao p •0000. . ASTM D1761 •• •• 20060000 •660`06 NDS •••••• 2012 • •+ • • • • 0.00.0 •0000• Equivalence of Product Standards • • • •0000•••• Certified By 00 0 00•00 0 6 0 •• • Sections from the Code i httns://www.floridabuilding.org/pr/pr app_dtl.aspi9parain=wGEVXQwtDgsNc735fDbM... 12/11/2015 } 1 a 'Florida Building Code Online Product Approval Method Method 1 Option D • Date Submitted 08/31/2015 Date Validated 09/01/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Surnmary of Products PL Model,Number or Name Description 16294.1 ABS,AB7,NVHC 37,Tables 16 and 18 gage angle Clips and 5 way grip clip 17 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 R2 II scan0349.odf Approved for.use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports fie; FL16294 R2 AE scan0349.odf Created by Independent Third Party:Yes 16294.2 NVBH 24 and NVUH 26,Tables 2 Joist hangers and 3 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 6994 R2 II scan(3349.odf Approved for use outside HVHZ:Yes Verified By: Vipin N.Tolat,P.E.PE 12847 impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports n0349 Ddf Other; Fi 16294 R2 AE ' Created by Independent Third Party:Yes 16294.3 NVHCR,NVHCL,NVSTA,NVHTA i8 gage Hurricane clips and 14 gage single and double Tables 9,10,11 r� straps Limits of Use Instailation Instructions Approved for use in HVHZ:Yes FL16294 R2 II scan0349.Ddf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 impact Resistant-N/A Created by Independent Third Party:Yes Deign Pressure:N/A Evaluation Reports Other; FL16294 R2 AE scan0349.odf Created by Independent Third Party:Yes 16294.4 NVJH,NVSO Tables 12 and 13 18 Gage and 16 Gage Joist hangers Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 R2 II scan0349.odf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other; FL16294 R2 AE scan0349.odf Created by Independent Third Party:Yes 16294.5 NVRT,Table 4 14 Gage Flat and twisted rafter ties. Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 R2 11 scan0349.odf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 • • impact Resistant:N/A Created by Independent Third Party:Y es :••+•• .•••• Design Pressure:N/A C Evaluation Reports %00 A, •• . •• Other: FL16294 R2 AE scan0349.odf • • • • Created by Independent Thirt 1*V:•Yes • •• ••••• 16294.6 NVSNP3,NV 358,NV 458,Tables Skewed Nail Plate and 14 Gag&*wpie straps•. . • 6,7 8 • • • • • Limits of Use Installation Instructions v••••• • •• +i••• Approved for use In HVHZ:Yes FL16294 R2 I1 scan0349,odf_• • •+ ••• ••••• Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P-.6.PE12847 + Impact Resistant;N/A Created by Independent ThirPbr-Yes • ++ Design Pressure:N/A Evaluation Reports • • • { • ••••• Ott; FL16294 R2 AE scan0349.edf • ••••+ Created by Independent Third Pasty+Yes + • 16294.7 NVSTA,NVHTA Tables 20 and 21 14 Gage Single and Double Straps •' • Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL 16794 R2 II scan0349.odf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: httt)s://www.floridabuilding.oriz/nr/pr_app_dtl.aspx?param=wGEVXQwtDgsNc735fObM... 12/11/2015 i ,Florida Building Code Online r age �l F1 16294 R2 AE scan0349-i df Created by Independent Third Party:Yes 16294,8 NVTA,NVTAS,NVl'H,NVTHS, 14 Gage Truss anchors wood to concrete 1 Tables i and 5 Limits of Use installation instructions Approved for use in HVHZ:Yes FL16294 R2 II scan0349.Ddf Approved for use outside HVHZ:Yes Verified By: Vipin N.Tolat,P.E.PE 12847 impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other; F116294 R2 AE scan0349.odf Created by Independent Third Party:Yes 16294.9 NVTHJ and IKE,Tables 18 and 19 12 Gage Truss and Hip&Jack Hangers and 20 gage Stud Plate ties. Umits of use Installation Instructions Approved for use in HVHZ:Yes FI 16294 R2 II scan0349.odf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant;N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other- F116294 R2 AE scan0349.odf Created by Independent Third Party:Yes 16294.10 NVTP,NVTPH,NVHC Tables 14 and 20 gage Top Plate anchors and 18 gage Hurricane Clips 115 Omits of Use Installation Instructions Approved for use in HVHZ:Yes FI 16294 R2 II scan0349.0df Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant;N/A Created by Independent Third Party:Yes Design Pressure;N/A Evaluation Reports Off; Ft 16294 R2 AE scan0349 odf Created by Independent Third Party:Yes east 0 I ::1447 North Monroe Street.Tallahassee FL 32399 Phone:850-487-1824 The State of Florida Is an AA/EEO employer.r"^^-Bright 2007-2013 Stele of Florida.::Privacv Statement::,Accessibility stabament::Refund StAtUM i Under Florida law,email addresses are pudic records.if you do not want your e-mall address released in response to a public-records request do not send electronic mall to this artily.Instead,mntact the office by phone or by traditional mail.If you have any Questions,please contact 850.487.1395.-Pursuant to Section 455.275(i),Florida Statutes,effective October 1,2012,licensees licensed under chapter 455,F.S.must provide the Departmart with an email address If they have one.The arralls provided may be used for of(iaal communication with the Ikgnsea.However email addresses are public record.If you do riot wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine If you are a licensee under chapter 455,F.S.,please dick DXL. Prod=Approval Accepts: fiETR" a 0000•• • ♦ • 0 • • • • 0000•• • •• 0000•• • 000•• 0000 •• • •0 • } 0000 • •• 0 0000 •••••0 • •• 0.000 • • •••00• • • A • . • • • • • . 4, •000•• • • •0.000 •• • 0000 • • • • I httt)s://www.floridabuilding.org/pr/pi_app_4tl.aspx?param=wGEVXQwtDgsNc735fDbM... 12/11/2015 l '^ Page 8 TABLE 6 — SKEWED NAIL PLATE Product Steel Schedulesten er Allowable.Loads Obs) 3V Code Gauge Each End Gravity UPIM 1NaX 1 • NV�iP3 18 (8) 8d x IV 544 594 �� • 3W o O For Uplift, use two NVSNP3, one at top chord and 1- l one at bottom chord of the supporting and supported Trusses in compliance with section 2321.7 of the FBC. • • 0 0 0 CD=1.0-Gravity • 136 0 0 CD--1.5-Uplift Supporting Tuss ° x �' INS, op debottom o s 0 0 0 31}• 336" • S2' • Supported • 1Yi ix• �i8 Truss Top Cc bottom chord Hole pattern is Holes ' dio. mirror image of the max oppsite side NVSNP3 .}� SS t S Installation + 'r t rr"x 14 G Straps NV358/NV458 .�x o- W Assembly 14G Strap Dimension Total No. Total No. T Allowable Total No. Total No. Allowable Product Product H of Fasteners of Fasteners Loads (lbs) of Fasteners of Fasteners Loads (Ibs) in 2 Straps In Sedt in 2 Straps in Seat Code Code {Inches) 10d x 3" 10d x 3" Uplift L1 L2 10d x 3" 10d x 3" Uplift L1' I L2 i. ire 12 NVTHiB 12 83 2078 8 :.. _ 274 198, i 8 8 2245 27 1 —14 NVTH18 1i10 g 2525 2208 10 8 2525• 3131 2338 { —16 NVTH2O i6 12 8 2806 2452 2298 12 8 2808 3479 2597 20 NVTH24 20 14 --_-8 3088 2e97 2528 14 8 3088 3827 2857 22 NVTH20 22 t6 g 3367 2942 2758 16 8 3367 4175 3117 —24 NVTH28 24 -26 NVTH3o 26 10=1.6 for Uplift, L1 & L2. 1Y.. 32 NVTH36 32 ii' $' 3'NV358 —44 NVTH48 44 ! 4�•NV458 714" J2V 1x' � 711 a #•. • 3UN Y358 ••• 0 y4• • •••••• • •• V458 •• • •• l 2 Cly=at MY354 • • • • 13 py and 24M O ••• yyew • •• •••••• / H UPUFT Holes Dio.i(i •••••• • • • 140 NViH•: elf' •••••• • r . . .�•- • 4WA. • ..... � sme a ans'1c,• ••••• PM 1 elaw fenenet� • • • En�OeGMunt Haien •• •S. •i 2W••••.• �+.T Oia.34•• • 1f • • oorTieeBeam formed ••••i• 1 ;" with Concrete filied • 1•••• • • Masonry. 2V • • : 1#••••••• •t•• • • Holes Dia. ib' i • I. L'113a 4 • • IrSlotDetail t _.,. _ TABLE 9 Page 9 HURRICANE CLIPS S P =at Fasteners I x - a 0 8 a 1 Description GauLl 4E* mumcom CP- RtGHT 15 6 8 US 253 333 mvmmAWMAKE CUP -LEFT 18 a 8 -526 253 333 i For Uplift, use two clips, one an each side to comply wft section 2321.7 of the FBC CD=1-6 for Uplift, L1 & L2. TOP dwd UPUFT TOP, NVHOR N$MCL hda Wa-0 t7W r. dwrd .2-2x PWW battMM &"d SCALL- yL2 i i 2-2♦P1, tw N 14WCR VHCR TABLE 11 14G NvrH straps NvSTA/NwiTA Assembly 14G Strop Dimension Total No. Total No, of Allowable Loads (lbs) Total No. total No. of Allow*W* Loads (lbs) Product Product -t H of Fasten" Fasteners in F'c-2500 Psi of Fasteners Fasteners in F'c-25W Psi Unless Noted Code Code (inches) In Strop 20 GA. Sect In two Straps 20 GA. Seat NVSTA-12H Iod x IV 10d x OF UPHt Ll L2 10d x 1V 10d x Or UP" L1 L2 NWTA-12H NYTH15 .72.E 5 6 1306 700 1 1772 =-j -20V IOW 1480 N%STA-14H Nvyms 14 1426 760 1144 12 6 1994 2338 11181 1831 N%MTA-14H 7 6 is" =3 1239 14 1 6 2215 2598 1312 1812 IPAW WATA-16M NVrr= Is 5 1664 95--= -is a- 1 2437 2858 14" 1294 A(TA-16W NVrPQ4 0 --T 175 950 1430 i8 e 1 2556 .3117 1575 2175 10,951TA-20H j k TA-20H NVSTA�2W C -1.6 for Uplift, L1 L2. _1* A-10 A-201 'k 2* A_= WnM 22 xrf W*"TA-22H It 'S N%TA-24AN WWT,_2. W44TA-24H 24 KWTA-nMMYTH30 26 NWTA-2$H 0- .0 W14TA-32H Nyrlm 32 NWTA-32H NVSTA-44H NVTM4e 44 _T 0 177 C) HeNd o via. i Swe Mew 0 20 GA. Seat 1'%8 WvTm -V4- H m • • V MUL 4'W� Cwwete UPLIFT Omw*te UPUFIT St OjarX I • Pin f NVHTA 12kL 44H NVSTA 1211 00 0 44H Rehfor*ed Comwets Ral"fa commate -w- tie bum Min. 2#5 tie beam Mh 2 TOP &bottom or rainforced Top&bottom or'.';'&cW Cona*te block Owers bkxk Wd 'Ll 11/30@016 Florida Building Code Online 7� r r BCIS Home j Log In i User Registration I Hot Topic Submit Surcharge ! Stats&Facts Publications FBC Staff �` BCIS Site Map j Links Search .' Product Approval USER: Public User Product Approval Menu>Product or Application Search>Application List>Application Detail L I� i FL# FL10456-R3 IF- Application Type Revision Code Version 2014 h Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived [} Product Manufacturer Simpson Strong-Tie Co. Address/Phone/Email 2221 Country Lane McKinney,TX 75070 (972)439-3029 rshackelford@strongtie.com Authorized Signature Randall Shackelford rshackelford@strongtie.com Technical Representative Randall Shackelford (new) Address/Phone/Email 2221 Country Lane McKinney,TX 75069 (972)439-3029 rshackelford@strongtie.com s Quality Assurance Representative Shelby Troth Address/Phone/Email 5956 W. Las Positas Blvd i Pleasanton, CA 94588 (925) 560-9000 Ext 9049 i stroth@strongtie.com 0000•• Category Structural Components • • ' 0000V l Subcategory Wood Connectors *0 • " ' 00 •00.00 • •• •00.00 { Compliance Method Evaluation Report ; from a Product Evl *on Enti • 0000'• p �1'��l tY• • 0 • • • 0000 • •• 00006 Evaluation Entity ICC Evaluation Service, LLC •••••• • •• ••*0•• Quality Assurance Entity Benchmark Holdings, L.L.C. ••*••• • •• •••••• Quality Assurance Contract Expiration Date 12/31/2016 •••••• • • Validated By Joseph A Reed, PE 0 0000• • • • •• 0000•• Validation Checklist- Herdcopy'jtecW'v%d • :0099: i 0 0 0 l •••• • • Certificate of Independence FL10456 R3 COI ICC Cert of Independence.p_df i i Referenced Standard and Year(of Standard) Standard Year ASTM D1761 2000 ASTM D7147 2005 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2012 Equivalence of Product Standards Certified By Approved Testing Lab FL10456 R3 Eauiv D1761 and D7147 Eauivalence.odf httpsJlwww.floridabdlding.org/pr/pr app o.aspx?param=wGEVXQwtDqudsDrIH614&A9MCap/p2flofYGp/o2fbRFSez%2fD29RJPR5FcTp/o2bgp/o3d%3d 1/3 11/3012016 Florida Building Code Online Sections from the Code • i Product Approval Method Method 1 Option C Date Submitted 05/01/2015 Date Validated 06/13/2015 Date Pending FBC Approval Date Approved 06/21/2015 Summary of Products FL# Model,Number or Name Description 10456.1 DSP, SSP Stud to Plate tie Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL10456 R3 II ESR-2613 6-1-15 odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:The following applies in HVHZ only. SSP: FL10456 R3 AE ESR-2613 6-1-15,Rdf Supplemental connectors may be required to achieve 700# uplift. DSP: Use 10 common nails in SP or DF lumber to achieve min. 700 lbs. uplift. 10456.2 FTA2, FTA5, FTA7, LFTA Floor Tie Anchor Llmlts of use Installation Instructions Approved for use in HVHZ:Yes FL10456 R3 II ESR-2613 6-1-15.W Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R3 AE FGR-2613 6-1-15.pd 10456.3 1-11, H10, H10A, H10-2, H15, H15-2, Hurricane Tie H2, H2.5, H2.5A, H3, H4, H5, H6, H 7Z, Limits of use Installation Instructions I Approved for use in HVHZ:Yes FL10456 R3 II ESR-2613 6-1-15 odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: I Design Pressure: N/A Evaluation Reports Other:In HVHZ, for H1, H2, H2.5, H2.5A, H3, H4, and H5, 2 FL10456 R3 AE ESR-2613 6-1-15.pdf connectors must be used to achieve 700# uplift. 10456.4 HGT-2, HGT-3, HGT-4 Heavy Girder Tiedown :•••:• ••• Limits of Use Installation Instruction5**' Approved for use In HVHZ:Yes FL10456 R3 II ESR-2613 6-1-1 S Ddf • • • • ••••• Approved for use outside HVHZ:Yes Verified By: ICC Evaluatfbfiice, LLL` •• Impact Resistant: N/A Created by Independent drAlyd'Party: ' Design Pressure: N/A Evaluation Reports *000 •• • • Other: FL10456 R A R- 61'3•S3-1i 2df p ; *00* .•..• 00 10456.5 HS24 Hurricane Tie • • • • • so •• •••• ••••• Limits of use Installation Instructions••••• • • Approved for use In HVHZ: No FL10456 R3 II ESR-26136-1'1 odf ; • •••••• Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLI••••• Impact Resistant: N/A Created by Independent thircipParty: ••••• Design Pressure: N/A Evaluation Reports " ' f Other: FL10456 R3 AE ESR-2613 6-1-15 odf •• • 10456.6 HTS16, HTS20, HTS24, HTS28, Heavy Twist Strap HTS30, HTS30C Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R3 II ESR-2613 6-1-15 Qdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R3 AE-ESR-2613 a-1-1G „Y 10456.7 LTS12, LTS16, LTS18, LTS20 Light Twist Strap Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R3 II ESR-2613 6-1-15.odf httpsJM,ww.fic idsWiding.orgtpr/pr app o.aspx?wam=wGEVXQwtDqudsDrIH6W&AgMCa%2flof`fG%2foRFSez%2fD29RJPR5FcT%ZVO/.3d%3d 213 11/30+2016 Florida Building Code Online 52 1 Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC J Impact Resistant: N/A Created by Independent Third Party: r Design Pressure: N/A Evaluation Reports • Other: FL10456 R3 AE ESR-2613 6-1-15.odf 10456.8 MTS12, MTS16, MTS18, MTS20, Medium Twist Strap { MTS30 {Limits of Use Installation Instructions ! Approved for use in HVHZ:Yes FL10456 R3 II ESR-2613 6-1-15.odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports I Other: FL10456 R3 AE ESR-2613 6-1-15,(�df 10456.9 RSP4 Stud to Plate Connector { Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R3 II ESR-2613 6-1-15.pdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:Supplimental connectors must be used to acheive FL10456 R3 AE ESR-2613 6-1-15,pdf 700# uplift for HVHZ. 10456.10 RST-i, RST-2 Hurricane Tie Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL10456 R3 II ESR-2613 6-1-15,-odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:Supplimental connectors must be used to acheive FL10456 R3 AE ESR-2613 6-1-15p-df 700# uplift for HVHZ. 10456.11 SP1, SP2, SP4, SP6, SP8 Stud Plate Tie Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL10456 R3 II ESR-2613 6-1-15 odf f Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:In HVHZ, for SP1 only, supplemental connectors FL10456 R3 AE ESR-2613 6-1-11pdf must be used to achieve 700# uplift. 10456.12 SPH4, SPH6, SPH8 Heavy Stud Plate Tie Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL10456 R3 II ESR-2613 6-1-15,odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R3 AE ESR-2613 6-1-15.odf 0•••0• Back Next 4,006% • • Contact Us:;2601 Blair Stone Road Tallahassee F 3 1�/1 Phone, 850-4 &26• • so** ••••• The State of Florida Is an WEED employer.Coovriaht 2007-2013 State of Florida. :: Privacy Statement::Al"N" :+tlgln d StaterRtlitt • •••• •• • Under Florida law,email addresses are public records.If you do not want your e-mail address released in response itI pt}6i1c-records request,so not send•ele•ctro•i•c mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,Pleas%Wjjtt4$50.487.1395. 'tursuant to Section* 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Departnent with an email address if y te• one.The emails provided may be used for official communication with the licensee.However email addresses art public rdtord.If yCu 5.0 ri sh to slily I personal address,please provide the Department with an email address which can be made available to the public jo deterjnine if you t�a i nsee und4V Chapter• 455,F.S.,please dick here. 0 0 • + •••••• Product Approval Accepts: •• • •••• :0090:• ® • • • 7 t Credit Card- - !I 1f i>>rWwww.floridabuiiding.org/pr/pr_app dtl.asp(?param=wGEVXCIwtDqudsDrIH6W&A9MCa%2flofYG%2foRFSez%2fD29RJPR5FcT%2bg°%o3d%3d 313 s� L ESR-2613 i Most Widely Accepted and Trusted Page 7 of 11 TABLE 4—LTS,MTS,AND HTS TWIST STRAPS lift tlRN" 1Cydl~�' 191 ,x3PL1 ' �' tithe t d e '1� ist�le ' 1!V)Sen l0 s�` Nh�er%In"s#BRe 'Mr n LTS12 12_ } LTS16 16 fi> LTS` LTS18 18 12 12 775 720 \v/ LTS20 20 ext ;*,�+.�`�.s� v ,. P, r '^Es ,�-. !`IE�t AMWW ,.-r O/t�t.r Fx. k41 «�'k X .p L ' -Ai.i�'i^.,� iiGa' LIYt Af ,u�FT`'.Tf' HTS16 16 16 16 1,260 1,150 HTS20 20 HTS' HTS24 24 HTS28 28 20 24 1,450 1,450 HTS30 30 HTS30C 30 For SI:1 inch=25.4 mm, 1 lbs=4.45 N 'Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 2Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. sTabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. `Each model of the LTS and MTS twist strap series(except for the MTS30)has more nail holes than the minimum quantity of nails specified in the table. ! 6HTS30C has the twist in the center of the strap length. 1,TyP• �� r ;,, "—i 0000•• .,.; 66666• • ' 0000•• •66i•• • • o � - 0000•• p 0000 • •• 0000• �e 0000•• • � •• 66166• •• •• 0000 ••••6• LTS12 Typical MTS Installation— Ty®icaldllTS Installation— •• (MTS and HTS Similar) Rafter to Stud T:uss'to pouble;6p P4ate0000 • •0060• •• • • 6 0000•• FIGURE 4—TWIST STRAPS 6 0 • i f 7 Department of Regulatory and Economic Resources MIAMI- Impact Fee Receipt Process Number:-M2017007460-0 Batch: Collection Number: 119607 Folio: 1132060135230 Site Address: 373 NE 101 ST I Fee Payer: MELISSA LEE MAZZTELLI Collection Date: 04/28/2017 I 373 NE 101ST STREET MIAMI SHORE,FL 33138 ................... ......................... .......... Fee T e Dist Cate o Cat Category Description Units Fee Extended Deferral Deferral YP 9 rY 9 rY P I Id Code :Suffix 3 Amount Amount Admin :AREA 1 15002 00 UNIT SIZE(SQ FT) 218.00 $0.92 $200-12 Total: $200.12 -Deferred Amount: +Deferred in: �tlmmu N I Total Amount Due: $200.12 ..... ................._._._............ _._.�. __..___ _. - _...- _......., i..__.__ ______ _.__ ._____.. Paid Check: $0.00 Paid Cash: $0.00 Paid Credit: $200.12 Paid Convenience Fee: $4.06 RECEIVED Total Paid: $204.18 APR 2 8 2017 J .. . •969 • .... ...... • •• •9699 . . . . . •.... .. .: 60 . 99*000 999969 ...... •• • 999 , •0096• • • 0 Report run on:April 28,2017 01:29 PM Page 1 of 1 I M1)C'3ER (BCUG) DEPT- 1 11805 SW 26TH ST RM 149 MIAMI, FL.. 33175 l� 4 } 786-315-2381 Merchant IU: 530314459,,"", Term ID: 0010540000530314459295 Sale zzzzzzzzzzzz2292 4 VISA Entry Method: Chia Total: $ ,,204.18 Inv 4: 000000001 40Code: 05235D - Aaarvd: Online r CHASE VISA AID: AOOBOOOW31010 TVR: 00 80 00 80 00 TSI: F8 00 1 � Customer Co1+r f r r i IHANH Y0111 I I R 1 I 4 Miami Shores e Villa � g Building Department , 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)79S-2204 Fax:(305)756-8972 UNIFORM MUNICIPAL TCO/TCC INSPECTION REPORTING FORM Master Permit No. Miami-Dade County from Municipality: RC 1216 3485 Municipal Permit No.(MBLD): Job Address:373 NE 101 ST MIAMI SHORES FL 33138Unit: Project Name: MAZZITELLI qualifier's Name: JAVIER LOSADA Qualifier's Phone: 305 7216567 Email:JLOSADAGCG@GMAIL.COM Owner's Name: Rir1ARna R MFl iSSA MA77iT i Owners Phone:917 575'6246 Email: MELISSA.C.LEE@GMAIL.COM This Uniform Municipal TCO/TCC Inspection Reporting Form is used to gather trade approvals for Temporary Certificate of Occupancy(TCO)or Completion(TCC). Once validatedby the Municipal Building Department personnel,the form must be present at the job site for the field inspectors. When all approvals have been obtained,take the signed form back to the Municipal Building Department for TCO/TCC issuance. Y ' V 1 Form Validated by Vi � ,t��1��`� Date: Bldg Dept Personnel: Print Name Signature 2 All"Re uired"TCO/TCC inspections indicated below must be s' ned"Approved"before certificate issuance. Inspector's Approval q d. Trade Name Signature Date Comments Building ❑ Electrical ❑ Fire ❑ Mechanical { ❑ Plumbing, ❑ Public Works ❑ Zoning ❑ Other - important Note: The TCO/TCC is not valid and building and/or.space may not be occupied unless signed by the Building Official. Occupying the building and/or space without obtaining a TCO/TCC issued by the Municipal Building Department is prohibited and is in violation of the Florida Building Code Section 110.3. OBuilding Official's Approval: Date: 01 Sk TCO/TCC ❑ Extension TCC/TCO Duration: Conditions of TCO/TCC: 4 • If Master Permit expires,the TCO/TCC will automatically be revoked and the space must be vacated. • A TCO/TCC may be revoked if any action by the contractor, owner or tenant'creates any code violation affecting the proper occupancy of the area. • Any TCO/TCC that expires without renewal or has been revoked can result in a notice of violation, civil violation and/or disconnection of utility services. • OthPr rnnditinnv Miami Shores Village Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tei:(305)79S-2204 Fax:(30S)756-8972 Website:www.mwmWwre:tltli mm= TEMPORARY CERTIFICATE OF OCCUPANCY APPLICATION(T.C.0) Please be advised that the TCO expiration date is based on conditions from Miami-Dade County Fire Dept. Date: 04/03/2018 Folio#:11-3206-013-5230 Master Building Permit#:RC 12- 16-3485 Square Footage of Space: 2.300 Miami-Dade Municipal Process#: Miami-Dade Municipal Permit#: Contracting Company: SDA CONSTRUCTION owner/Tenant: RICARDO&MELISSA MAZZITELLI Lot: 11,500 Block: Subdivision:MIAMI SHORES.FL SFC 1 AMD Street Address: 373 NE 101 ST,MIAMI SHORES,FL 33138 Signature of applicant verifies the above Information is true and correct.The Temporary Certificate of Occupancy is'issued to the above named for building at the above location only upon the express provisions that the applicant will be able by and comply with all conditions of the Zoning ordinances and all ordinances of Miami Shores Village and/or Florida Building Code pertaining to erection,construction or remodeling of buildings or structures. jalftsocerfifies; electrical wiring and or equipment,and the plumbing work has been inspected and approved. Javier Losada Print Name of Applicant or qualifier t or Qualifier i FOR OFFICE USE ONLY TCO Number: Fee: Expiration Date: Technology Fee: Approved Use for Occupancy: Total: Remarks: Building Official/Designee: Inspect!ons•. Zoning Yes/No Plumbing Yes/No Building Yes/No Fire Sprinkler Yes/No Electrical Yes/No Fire Yes/No Mechanical Yes/No I _ Request for TCO/TCC b Date:4/4/18 To: Ismael Naranjo, Miami Shores Village Building Department Permit Number: Master Permit No. RC 12 16 3485 Address: 373 NE 101St, Miami Shores, FL 33138 Owners/Contact: Melissa &Ricardo Mazzitelli (319) 321-1561; (917) 575-6246 Dear Mr. Naranjo: I We respectfully request that a TCO/TCC be granted for our home. We purchased our�home in September of 2016. Since then, we have been engaged in a long and arduous home renovation that is nearing completion. While our home underwent renovation, our family rented an apartment. When our lease expired in the middle of February, our landlord was kind enough to allow us to`extend our lease through the end of March. However, we could not extend our lease any further, as our landlord will be moving into the apartment. Our home renovation has taken more time than expected and we'urgently need to begin living in our home, as we have a very active 18 month old son and a 3 month old daughter who also need somewhere to live. Both of our children were born after we purchased our home and we hoped to move out of our small apartment before our daughter's birth in late December. It is now April E and we are so close to completion that searching for and renting a new apartment would be both cost prohibitive and disruptive to our small children. We have only one permit that remains to be closed: a building permit for our outside deck. The inspection for the deck was scheduled for April 2, but due to a misunderstanding by our contractor, no inspection was conducted while the deck was initially being built.We are in the process of rectifying this issue with a report from the engineer, as was instructed by the Miami Shores Building inspector. We therefore are requesting a TCO for only 45 days while we submit proper paper work in order for the building inspector to close our deck permit.Note,the permit relating to our outside deck is the only permit outstanding.This is a minor issue that Will be quickly resolved. We hereby hold harmless and release Miami Shores Village Building Department and Miami—Dade Fire Department from any liability that may arise during the use of designated areas in the aforementioned facility while under the limitation of the Temporary Certificate of Occupancy. r Further,we hereby certify that all means of egress shall be kept clear and accessible and that all like safety systems will be maintained and operable at all times while the building is being occupied. F Homeowners: nr Melissa C. L. Mazzitelli icar o F. az it li r t a