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BP-05-988 (2)instion Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 04/14/2009 Inspector: Bruhn, Norman Owner: GROSSMAN, AARON Job Address: 810 95 Street Project: Miami Shores, FL <NONE> Contractor: ORONI INC Permit Type: Residential Construction Inspection Type: Final Building Work Classification: Addition Block: Phone Number (305)758 -8198 Parcel Number 1132060410020 Lot Phone: (305)685 -0412 Building Department Comments Visited site and approved final per Claudio's comments on previous inspection. NB 4 -14 -09 Passed 41*(Mee Inspector Comments 14 ° Q. iv i , 1 �j El OS . 56i Cit_ra el.... Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, April 14, 2009 Page 1 of 1 Mia ii ,Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: ( + _ esL )156.8972 BUILDING PERMIT APPLICATION FBC 2001 Permit No. 13 PC5-90" aster Permit No. Permit Type (circle): 1 uilding ` Electrical Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) C Of5•4Q,✓% Phone # L '3 949g- — 3 si5 .7.- Owner's Address % 10 N ° C cis-6- sk- . City yyl \Q 1 ■ SVlc ✓ze S State 1 ®d k Gla,, Zip a`3 Tenant/Lessee Name Phone # Job Address (where the work is being done) 10 E City Miami Shores Villa ° e County Miami -Dade Zip 3 51 3 48 Is Building Historically Designated YES NO Contractor's Company Name 0 P®M (: L e Q Contractor's Address .'yip LID AI. t!1/4 ± (®'• Phone # (3o) ( 06— -0141'3- City 1.\(1)(141 V l WI t State Fl t Cdo Zip 33 1 ( e Qualifier 00 lc rl c) �� ( S YD. S State Certificate or Registration No. C"6 L 1 g- J 00 54 -Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # _21 000 $ Value of Work For this Permit J Square Footage Of Work: -St Type of Work: ['Addition i Iteration ['New ❑ Repair/Replace ❑ Demolition �, Describe Work: (d•A i � t Y'1 CD-C l ..o\fered bre Oi id.30 ****************************Fees****************************** * * * * *, *, *** * * ** *** ** *** * * * * ** Submittal Fee $ Permit Fee $ (Q 3 ©° ' - CCF $ 12 (9 O CO /CC. sQ • c7 Notary $ Training/Education Fee $ 4••• 20 Technology Fee $ 1'S` �-- Scanning $ 00 - CIO Radon $ 1 • 2-5 Zoning Bond $ Code Enforcement $ Structural Plan Review. $ 5'Or tM ' Ca" = 91r. f 0(1 i0° Total Fee Now Due $ (Continued on opposite side) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice 'f commencement and construction lien law brochure will be delivered to the person whose properly is subject to attachment. Als a certified copy of the recorded notice gf commencement must be posted at the job site for,the first inspection w ich occurs seve /(7) days after the building permit is issues. In the absence of such posted notice, the inspection wi11 .roved and a rr , pection, ee will be charged Sigma Owner or; Agent Signature Contractor The foregoing instrument w.: acknowledged before me this � The foregoing instrument was acknowledged before me this day of , 20& by , day ., Y of by who is personally o to me or who has produced who is personally . s wn to me or who h identification; who did take an oath. ` / as i entification . ;6'd ho did take an oath_ NOTARY P noo My Commission Expires: APPLICATION APPROVED BY: chc 05/13/03 Print: , a !",= My onnnission Expir -s: 20 f c */d5 SiM Plans Examiner d ∎ o' Engineer Zoning Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (3, 85}79 .22,0.axe:_=(305 756.8972 • BUILDING PERMIT APPLICATION FBC 2001 If iL umbing Mechanical Roofing Permit Type (circle):( Building,' Electrical 0f Permit No. 5PCS aster Permit No. Owner's Name (Fee Simple Titleholder) T C �5 < U.°4Ar *1/4.5 Phone # 3 6 r 7 �� d 2 2 3 Owner's Address c' © j— S Cit}VL4 )11 "Wel State Zip 3313 Tenant/Lessee Name Phone # Job Address (where the work is being done) / D N L 95- City Miami Shores Village County Miami-Da •' Zip '3 1 '. 6 Is Building Historically Designated YES NO Contractor's Company Name na Pt Phone # Contractor's Address ._ -. Zip ifier .State Certificate or Registration No. Certificate of Competency No. Architect/Engineer's Name (if applicable) VII - k g _ c..• Phone # Dc '1,4 'Z�l $ Value of Work For this Permit 6 1 3-000 Square Footage Of Work: 3 `1 S P 501 S r ( iv-rr-vu-- Type of Work: 1.7addition ['Alteration []New D Repair/Replace ['Demolition Describe Work: Ar4 0 62 ik,ks or- « Coy ER, 1,04 em_ A-vo 4 f2 MS ,4 4 - F 6.4,-v� ►Z , o W e ac-- /ter( 97) g., c 0,4.2 fi- -W -A- * * * * * * * * * * * * * * * * * * * * * * * * * * ** Fees * * *, ******Fees****************************** Submittal Fee $ d-W LO Permit Fee $ CCF $ CO /CC Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ 50 •OD - IP z O,00 cI:, Total Fee Now Due $ �� (Continued on opposite side) —,. Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspectio which occurs seven ( ..ays after the building permit is issued. In the absence of such posted notice, the inspection will +t .proved and a r sp in fee will be charged. X Signature The foregoing instrumen day of -' , 20�� who is perso r lly knowmo me Signature Contractor The foregoing instrument was acknowledged before me this day of , 20 , by b(.. who is personally known to me or who has produced fication and who did take an oath NOTARY G1riny.}1 G®nell ._ i� PUBLIC: �' = .r p �" s' � •b, 6 200 40 Sl.! ce .L3y' ign: rhn gg C°" Print: My Commission Expires: /nnr,c My Commission Expires: as identification and who did take an oath. * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: chc 05/13/03 *** w*********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** / 7/5 Plans Examiner Engineer Zoning • July 18, 2005 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, Fl 33138 Tel: 305- 795 -2204 Fax: 305-756-8972 Permit No: 05 -988 Job Name: Addition for Grossman Page 1 of 2 Building Critique Sheet 1. Address all comments from lanning & Zoning, Structural and Mechanical P lan review. 2. P_+._ 'el ermit applications from an Electrical Mechanicak and General Contractor and NOC (Notice of ommencement) without these items, the Building permit cannot be issued. G Provide a permit application from a licensed roofing contractor with all the required Product Approvals for the roofing work. Provide a permit application and 2 sets of product approvals for the hurricane shutter installation if the New door is not impact resistance. FBC 1626.1 Provide 2 sets of Product approval for the New door no.3 FBC 1626.1 Provide the wind load design statement as required in FBC 1619 Provide design pressures for new door opening. FBC 2411.3.1.4 Provide Termite treatment statement for new porch slab. FBC 1816 No flat roof allowed in front elevation (see P & Z comments) 0.Provide Manufacture's Shop Drawings for proposed passenger elevator. This review cannot be completed until the plans have been revised and corrected with all the above comments. Follow the procedure for submission of corrected plans for your re- submittal. Claudio Grande, Building Official 305 - 795 -2204 ext.430 'N1(a2A.,L) a. . = -9 Pte' - " PERMIT # F P c- 9,8t5 CONTRACTOR: SUBMITTAL DATE: PAZOJEfT TYPE: p41701T rl 11Th ZONING 19\ FIRE /Z�J• ?/s /05 OIC ID/ .5' STRUCTURAL IMPACT FEES E C,�RCAL e24 7/ MECHANICAL HRS /DERM OK NOC BLD Page 2 of 2 PROCEDURES FOR SUBMISSION OF CORRECTED PLANS 1. REPRINT PAGES WITH CORRECTIONS. 2. REMOVE OLD PAGES FROM ALL PLANS AND SUBSTITUTE WITH CORRECTED PAGES. • MARK OLD PAGES "VOID" ON THE FACE OF EACH SHEET. • DO NOT REMOVE LAST SHEET OF PLANS CONTAINING THE BUILDING DEPT. STAMPS, MARK THE FRONT OF THE SHEET "VOID" AND LEAVE IN SET. • RETURN ONE SET OF VOIDED SHEETS TO BLDG. DEPT, 3. SUPPLY AN ERRATA SHEET SHOEING THE LOCATION OF CHANGES /CORRECTIONS IN THE PLANS. 4. HIGHLITE OR BUBBLE ALL CORRECTIONS ON PLANS. Claudio Grande Building Official 305 - 795 -2204 ext. 430 C!7 7:7Y October 27, zoos Miami Shores Villa e art Building Department A went 10050 N.E. 2nd Avenue Miami Shores, Fl 33138 Tel: 305 -795 -2204 Fax: 305-756-8972 Permit No: 05 -988 Job Name: Addition for Grossman Page 1 of 2 Bulkily Critique Sheet REVIEW The Items below have not been corrected. 1. A � dress all comments mments from Planning & Zoning, ew revised sheet A,_1 the Architect. S 1 A 4 /0 & A -2 are not signed, sealed for rated b ✓� Provide S �-� ll . 1 y•a d or dated by NOC (Notice of Commencement) without this item, the Building permit cannot be issued (A"."- Provide a permit application s ws °�nn�,,� I t . 21- -e-1- with all the from a licensed roofing contractor Provide a required Product Approvals for the roofing ork. the hurricane shutter application and 2 sets of product approvals work. ws� 6 resistance, FB Installation if the New door is not impact or Provide 2 sets of Product . ` � r ` `4`� `'r 1626.1 approval for the New door no.3 FBC 7. Prove •' e esx �1 TR gn pressures or new • oor ...tying. FBC 2411.3.1. ermite treatment statement for new pore, s a .FBC 1816 4 - ( Prove This review cannot be completed until the and corrected with all the above commentsplans have been revised Follow the procedure for submissio re submittal, n of corrected plans for your Claudio Grande, CBO 305 - 795_2204 ext.430 Page 1 of 2 PROCEDURES FOR SUBMSSION OF CO F•CTED PLMAS 1. REPRINT PAGES WITH CORRECTIONS. 2. REMOVE OLD PAGES FROM ALL PLANS AND SUBSTITUTE WITH CORRECTED PAGES. • MARK OLD PAGES "VOID" ON THE FACE OF EACH SHEET. • DO NOT REMOVE LAST SHEET OF PLANS CONTAINING THE BUILDING DEPT. STAMPS, MARK THE FRONT OF THE SHEET "VOID" AND LEAVE IN SET. • RETURN ONE SET OF VOIDED SHEETS TO BLDG. DEPT, 3. SUPPLY AN ERRATA SHEET SHOEING THE LOCATION OF CHANGES /CORRECTIONS IN THE PLANS. 4. HIGHLITE OR BUBBLE ALL CORRECTIONS ON PLANS. Claudio Grande CBO 305- 795 -2204 ext. 430 Page 2 of 2 ZONING CRITIQUE SHEET PERMIT # JOB ADDRESS: APPLICANT: 5 57-741-10 APPLICATION: CeDiseXeW e'ecvs#/ DATE COMMENTS INITIA LS 7//3/05 a.) ni-1-7 /coal- A4407 a ic-1 Ptitsr IAJ re 6 779124c ieo--xv t'/7t! "i< /1-----3,4--L3 6 7--bie- Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. Job Name Date MECHANICAL CRITIQUE SHEET .�k L„�.- me�,i,Q��1 E (2-Q-1 cc` s6- Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 05—/1 8 Job Name Grass»r 4 Pi gJo 6 qg 57 /arcAl h STRUCTURAL CRITIQUE SHEET 32r- 7 /.f/°S ,/ C Wte a( 561/4 57.71 Te"gmT -- f bee. Re re-It-4 is 2 ,4e Useot Subir,if rf Shoes .re'ncarcI7,' of Pock tail, a/ Prom'. aP PoPch Frio:de fs'oles areal 4/9 off' &e'nc-h Nhe -e i5 -Door d3 Icci led. Skb /f' Producf' Grprvv /s for ft pear' 4n-d 5k ,ane /s. vil) Cu f` a .fee -il ien p€ r p i c G ct is r iv 2/S-2 ,v 5 7io %r�s /aJ /ah7 n Df 6'6 r%2" 9P19 /es, v0 Friac.J'7 t� /�' 1 er �/ �xis�. wa t? ayt Pr�rcvi /Caaf. "�® On Kao, "14-7 7 sJiertv 9� -r.�v� i ��'lt � �o rLds JOB ADDRESS: ZONING CRITIOUE SHEET PERMIT # V/0 /41-C=;- r5-- APPLICANT: 6K_ 0 5 s7-1/11-10 APPLICATION: D -TE COLS ABC, COMMENTS INIT S 7 05- Fes% ,e0 or. 4/77 c? L'S' 141157 )5C- 1A) 76.V 1� 4n' 1//77 ,14 17/ AJ8 r 77q-e- cep e_ gpt,) n,et /OZ JY1 y Au IDE 5c7J49 & (/0° pe .L-�ge- `� Co/01r ;, ,.., , u - k 7 ei1. ekis STATE OF FLORIDA, COUNTY OF DAD{E� T FY that is es a truq�j1 I HEREBY CER ece on -� pfegenal fete% i' NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NO. STATE OF FLORIDA: COUNTY OF MIAMI -DADE: TAX FOUO NO. THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1IIIllJIIIlII lIIIIlll1VIIIVIIIIlls!IIII1IIl CFN 2005R1196901 OR Bk 23969 Pa 39291 tips) RECORDED 11/17/2005 12:07:54 HARVEY RUVINr CLERK OF COURT MIAMI -DADE COUNTYe FLORIDA LAST F'AGE 1. Legal description of property and street/address: 3 n) �( 74)1 A"5 19551 I-r� 9 (v '" ? 3 1--°4- �. r i J 3 t- o 1 I % ++ Il 0 2. Description of improvement: 2)dd, 170rn tr) Q ogl e r-e CI -RvC k Cry K1 L . 3. Owner(s) name and address: 7e �- _ y_�5;.,., Interest in property: Name and address of fee simple titleholder: 4. Contractor's name and address: 0 'ROI& i e.. 5. Surety: (Payment bond required by o er from contractor, if any) Name and address: %L Amount of bond $ 6. Lender's name and address: it//hz 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(1Xa)7., Florid Name and address: e 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 and address: 9. E d e of this Not @cifi. = • A mencemenSM ex date is 1 year from the date of recording unless a Print Owner's N Swom to and s "• scrib Notary Public Print Notary's ame • My commission expires: *in tW' Atlantic BondingCO.,tnc. Prepared by befor: e this / day of / +./ , 20 Or' ottr,117,„ Nancy Iglesias r!;!r�, =Commission # DD117024 123.01-52 PAGE 4 8/02 Address: /4-1'Ot N LJ �r 1 . i z BOUNDARY SURVEY ern /7- Aioe..14ble L O C A T I O N S K E T C H SCALE: N T S Ge.G- —5 89a 4.0141C 4/040, •Le✓ly 'ar F /P•3% 1,1/540) —1 —1`;'rZE. $S' • >,dfl• �► •w® s1-o.? - 244.041' "40-, f J/ 4'Atedd, #7,P,a v (4,40) gQ 0 cP4 910 9 a:/ E. 9.5=x' 5 4. ,4/0. 8/0 •.$;70' • e,4f CL —T 3'v. s. r7 NOT VALID UNLESS EMBOSSED WITH SURVEYOR'S SEAL REVISED: / ®/. Gta'ig,'/1f ..S c9' , 'e S "cE 6 a `11 o� x6 ft' ' I� L LEGEND FIP= Found Iron Pip` WE ARE NOT RESPONSIBLE FOR SET BACK VIOLATIONS S.RC =SET1 /2 " PIN & CAP LB4789 'F N /D =Focn3 Rail & Disc S.PCP= SET PERMANENT CONTROL POINT LB4789 Cis CENTERLINE. P /L= PROPERTY LINE, 0 /L= ON LINE M.H.= MANHOLE, WM= WATER METER, PP= POWER POLE F.C.= FENCE CORNER, R= RECORD, M= MEASURED CHAIN LINK OR WIRE FENCE= • . v W000 FENCE= MASONRY WALL= CONCRETE= ‘•••••, ;• :•• •.• • • • • • .,•• .••• •• MAINTENANCE & DRiNAGE EASEL =�Rr•E. NOTES: UNLESS OTHERWISE SHOWN, THE FOLLOWING NOTES APPLY. 1) Record and measured calls are In substantial agreement. 2) Bearings, if shown are based on Plat data. 3) The lands shown hereon were not abstracted for Easements or other recorded emcumbrances not shown on the plat and the same, if any may not be shown on this sketch. 4) Underground portions of Footings. Foundations or other improvsrner.ts were not located. 5) Elevations are based on National Geodetic Datum. 6) Fence Ties are to the Centerline of the fence. 7) Wall Ties to the face of the Wall. S BF- TiRINr 1+11 -EN SHOW ARE REFER ED 70 AN ASSUMED VALUE SAID FIB F ?.GE Eteva!icns based c^ C ='Y' Elev . NGV D:.tun. Locator Index CERTIFIED TO: AARON T. GROSSMAN AND BARBARA PRENDERGAST, 810 N.E. 95TH ST., MIAMI SHORES, FLORIDA 33138., CHRISTOPHER P. KELLEY, P.A., ATTORNEYS' TITLE INSURANCE FUND, INC., AMERIFIRST MORTGAGE COMPANY & INVESTMENT, INC., ITS SUCCESSORS AND /OR ASSIGNS, ATIMA. CHASE MANHATTAN MORTGAGE CORPORATION, ITS SUCCESSORS AND /OR ASSIGNS, ATIMA. LEGAL DESCRIPTION: LOT 2 BLOCK 1 OF JONI HEIGHTS SUBDIVISION ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK_ AT PAGE 23 OF THE PUBLIC RECORDS OF - MIAMI —DADE (COUNTY, FLORIDA. lee 1I HEREBY CERTIFY That the survey represented hereon meets the minimum technical requirements adopted by the STATE OF FLORIDA Board of Land Surveyors pursuant 10 Section 472.027 Florida Statutes. There are no encroachments, overlaps. easements appearing on the plat or visible easements other than as shown hereon ADIS N. NUNEZ Registered Land Surveyor No. State of Florida 5924 SINCE 1987 BLANCO SURVEYORS INC. Engineers • Land_Surveyors • Planners LB # 0007059 555 NORTH SHORE DRIVE MIAMI BEACH FL. 33141 ( 305) 865-1200 tFLOOD ZONE: •GAVEL, : 0 o93 DATE: SCALE: 1I-30-00 SUFFIX : :J C()MMT TNTTY OWN. BY: 1.'8014 co Fax : (305)865 -7810 DATE: 7-17 -95 BASE :a R z JOB No. 00- / 8 T Notice of Preventative Treatments for Termites (As required by Florida Building Code (FBC) 104.2.6) 0 NC 9S-Z/ 7,149ie Pea emoted, 1,16, 949A S.W. 87 Ave. Miami, FL 33174 (305) 274 -5541 Permit #13PC r Address of Treatment or Lot/Block of Treatment 5 1 QC // G tiv. 4 . c / co Date Time Applicator 1, /A %c fi NE (Si r 7; /ar> 60 Product Used Chemical used (active ingredient) Number of gallons applied 0 06c./o 800 7d Percent Concentration Area treated (square feet) Linear feet treated \G%Z /I cGL' Stage of treatment (Horizontal, Vertical, Adjoining Slab, retreat of disturbed area) As per 104.2.6 - If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the fmal exterior treatment, initial and date this line. Autho ed Signature 3 / Q ive qs- r-N\A FL- License# JB846 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 bilt0-1V Inspection Date: 03/06/2007 Inspector: Grande, Claudio Owner: GROSSMAN, AARON Job Address: 810 95 Street NE Miami Shores Village, FL Project: <NONE> Contractor: ORONI INC Permit Type: Windows /Shutters Inspection Type: Doors Work Classification: Window /Door Replacement Block: Phone Number (305)758 -8198 Parcel Number 1132060410020 Lot: Phone: (305)685 -0412 Building Department Comments Tuesday, March 6, 2007 Page 1 of 2 IA AR 062 /Q/nspector Passed Comments Need revision of Product approval for WinGuard impact door brought to Bldg. Dept. for file. 3/6/07 CG. Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Tuesday, March 6, 2007 Page 1 of 2 Notice of Preventative Treatments for Termites (As required by Florida Building Code (FBC) 104.2.6) 8 /0 iv 96— '7L. xvie Pea etutertoi, . r /°� 949A S.W. 87 Ave. Miami, FL 33174 (305) 274 -5541 Permit # Address of Treatment or Lot/Block of Treatment J 7 Q7 i0 t9/, !4 • giev,c 1 a Date Time Applicator 14 70 Svc • (8 f il-�) 7/6"Y,,,,. Product Used Chemical used (active ingredient) Number of gallons applied U,O6/ 300 --70 Percent Concentration Area treated (square feet) Linear feet treated Stage of treatment (Horizontal, Vertical, Adjoining Slab, retreat of disturbed area) As per 104.2.6 - If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the fmal exterior treatment, initial and date this line. GJ� Authoriz ed gn ature JB846 IC ivc 7111 /am� � G MAR 0 7 2001 BY: "Ji • U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION 'MRT.1FICA.TE,• • • • • • • • • • • • • Important: Read be it�struictions on paies�1 -8. ...... ... Al. Building Owner's Name AARON T. GROSSMAN AND BARBARA PRENDERCASii• •04/ ..•# 0e....32'(1: IMP ORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suits, and /or�Bldg• No•)•or P•O. Route and Box No. 810 N.E. 95TH ST. • •••••• • •••• City MIAMI SHORES • • • • • • • • • • For insurance Company Use: Policy Number • • • • • • • St to • • ZIP Code Company NAIC Number FLORIDA 33138 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate #fir (1tccrpuRity official, V) Trysurajic$ agent/company, and (3) building owner. Comments .1 • • • • OF ROAD HLEYATION:' 9'41' (7N CENTERLINE ON CENTER OF ROAD •• ••• •• • • • BM # B -50 •' • u0CAI'OR # 3250 S. Signature • • • • • • Date •• ••• • • • • • •.2 26 07 SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For items E1 -E4; use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. • E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is meters above ❑ below the HAG. p ) ❑feet ❑ ❑ Bove or b) Top of bottom floor (including basement, crawl space, or enclosure) is _ ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6 -8 with permanent flood openings provided in Secti Items 8 and /or 9 (see 7a e 8 of Instructions), the next higher floor - (elevation C2.b in the diagrams) of the building is . ❑ feet meters 0 above or j below the HAG. E3. Aftached garage (top of slab) is 0 feet ❑meters El above or 0 below the HAG. E4. .Top of platform of machinery and /or equipment servicing the building is ❑ feet ❑ meters ❑ above or 0 below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes D No ❑ Unknown. The local official must certify this information in Section G. ELEV. 10.02' ❑ Check here if attachments SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The roe p p owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. The statements In Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address Signature City State ZIP Code Comments "" Date Telephone SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who G2. ❑is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G3. ❑A community official completed Section E for a building located in Zone A (without a FEMA - issued or community - issued BFE) or Zone AO. The following information (Items G4. -G9.) is provided for community floodplain management purposes. G4. Permit Number 0 Check here if attachments G5. Date Permit issued G6. Date Certificate Of Compliance /Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial lmprovement G8: Elevation of as -built lowest floor (including basement) of the building: G9. BFE or (in Zone AO) depth of flooding at the building site: Local Official's Name Community Name Signature Comments z 0 feet ❑ meters (PR) Datum ❑ feet ❑ meters (PR) Datum Title Telephone Date FEMA Form 81 -31, February 2006 ❑ Check here if attachments Replaces all previous editions • • ••• • • • ••• •• •• • • • • • •• •• • • • • • • • • • • • • • • • • • • • • • • ••• • • • • See Instructions for item A6. • ••• • ••• • ••• • • • • • • • • • Building Street Address (including Apt., Unit, Suite, and /or BlOg:No').or Pb :Reute ane� Box f�lo. • • • • • • • • • • 810 N.E. 95TH ST. • • City MIAMI SHORES For Insurance Company Use: Policy Number State FLORIDA ZIP Code " - - ' 3338 • • • If using the Elevation Certificate to obtain NF!P flood insur te: fiI.�,- halt Live, building photographs below according to the instructions for Item A6. Identify all photographs with date taken; -Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." If submitting more photography than will fit or this gene use the Continuation Page, following. Company NAIC Number PICTURES WERE TAKEN ON 2/26/07 FRONT VIEW REAR VIEW October 27, 2005 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, Fl 33138 Tel: 305- 795 -2204 Fax: 305-756-8972 Permit No: 05 -988 Job Name: Addition for Grossman Page 1 of 2 Building Critique Sheet 2nd REVIEW The Items below have not been corrected. /Address all comments from Planning & Zoning, plan review. New revised sheet A -1 & A -2 are not signed, sealed or dated by 7 3. the Architect. S44 I- S L-4,1-6,.. . ` • (y •ar Provide NOC (Notice of Commencement) without this item, the Building permit cannot be issued. 4. Provide a permit application from a licensed roofing contractor with all the required Product Approvals for the roofing work. ."4-: Provide a permit application and 2 sets of product approvals for the hurricane shutter installation if the New door is not impact resistance. FBC 1626.1 56,-; < -ni, 11.1(4.1.- Provide 2 sets of Product approval for the New door no.3 FBC '1626.1 5C ?inu— it. i4.s® 1d7. Provide design pressures for new door opening. FBC 2411.3.1.4 LS:Provide Termite treatment statement for new porch slab. FBC 1816 fs,-I This review cannot be completed until the plans have been revised and corrected with all the above comments. Follow the procedure for submission of corrected plans for your re- submittal. Claudio Grande, CBO 305 - 795 -2204 ext.430 Page 1 of 2 PROCEDURES FOR SUBNIISSION OF CORRECTED PLANS 1. REPRINT PAGES WITH CORRECTIONS. 2. REMOVE OLD PAGES FROM ALL PLANS AND SUBSTITUTE WITH CORRECTED PAGES. • MARK OLD PAGES "VOID" ON THE FACE OF EACH SHEET. • DO NOT REMOVE LAST SHEET OF PLANS CONTAINING THE BUILDING DEPT. STAMPS, MARK THE FRONT OF THE SHEET "VOID" AND LEAVE IN SET. • RETURN ONE SET OF VOIDED SHEETS TO BLDG. DEPT, 3. SUPPLY AN ERRATA SHEET SHOEING THE LOCATION OF CHANGES /CORRECTIONS IN THE PLANS. 4. HIGHLITE OR BUBBLE ALL CORRECTIONS ON PLANS. Claudio Grande CBO 305 - 795 -2204 ext. 430 Page 2 of 2 Miami Shores Village Building Department 10050 N -- ue ani Shores, Florida 33138 Te : CS 756.8972 BUILDING SEP , 3 205 Permit No. alas- 3.01 PERMIT APPLICATIO , Master Permit No. FBC 2001 Permit Type (circle): Building Plumbing Mechanical Roofing Owner's Name (Fee Simple Titleholder) (Da rn c j. n Phone # (3t:\ c q ' — 3 s e 10 dLJ Owner's Address City ril �hbv,2,_ state (oy td Gk. Tenant/Lessee Name • zip 3 3S Phone # Job Address (where the work is being done) 10 ,U q ,5 County Miami -Dade Zip 3'J / 3 8 NO City Miami Shores Village Is Building Historically Designated YES Contractor's Company Name 11, Phone #( ) .5"...5"/ ° 9) 0 g- Contractor's Address ) a-s 0 3 .'%u City fl ' d m i S t a t e ! ,b r t ab Zip 3 3 if Qualifier F v- £v-‘C C_Q State Certificate or Registration No. E i -437 Certificate of Competency No. e 000 0 44- Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permit.) BOO Type of Work: ❑Addition Describe Work: igc10 / / 74. ci (_ >1r) CA Pre Square Footage Of Work: teration ['New ❑ Repair/Replace pc) peeved 9Xy-Cti Ain ni ❑ Demolition U.) t7 v k 01il /00e #• re## Gi Submittal Fee $ Permit Fee $ CCF $ I • a 0 CO /CC. Notary $ Training/Education Fee $ O • 4-© Technology Fee $ 3.7S Scanning $ 3, 00 Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ 1 3S (Continued on opposite side) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the noti o commencement and construction lien law brochure will be delivered to the person whose property is subject ► attachment. A certified copy of the recorded notice of commencement must be posted at the job site for the first insp K `on wh' occurs seV n (7);days after the building permit is issued In the absence of such posted notice, the inspection wi snot b � oved and ion fee will be charged Signa Owner Agent The foregoing instrument w/, acknowledged before me this Z5 day of who is pe by to me or ' 1 o has produced N Sign: Print: 17 13.2005 'arta d who did take an oath. Contractor The foregoing instrument was acknowledged before me this day of , 20i ,y who is perso known 1 e who has NOTARY P Si gn: Pl int: My Commission Expires: ***************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** APPLICATION APPROVED BY: chc 05/13103 :1 uia lsn 4cr�il)i. 5° U) IA who did take an oath. 774 13. 2006 My ommission Expir Engineer Zoning Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305 -2204 Fax: (305)756 -897 11 iii Inspection Date: 06/16/2006 Inspector: Devaney, Michael Owner: GROSSMAN, AARON Job Address: 810 95 Street NE Miami Shores Village, FL 33138- Project: <NONE> Contractor: ATLANTIS ELECTRICAL CORP Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Addition /Alteration Block: Phone Number (305)758 -8198 Parcel Number 1132060410020 Lot: Phone: (305) 551 -4043 Building Department Comments Thursday, June 15, 2006 Page 2 of 2 Passed Inspector Comments . \ y<,,w-pr_____--- (W' i7- 9/e...67 eV' . e Failed Correction Needed Re- lnspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid . until Thursday, June 15, 2006 Page 2 of 2 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: 95 795.2204 Fax (305) 756.8972 RE _' ElIVED NOV BUILDING PERMIT APPLICATION FBC 2001 Permit Type (circle): Permit No. b - 1634 aster Permit No. 0 — 9S 5 Electrica Plumbing Mechanical Roofing Owner's Name (Fee Simple o der) -'a 0-y(066fes,an Phone # '3 WO g Owner's Address 3 d b , C 9 ,- City m QaW11 Ofe, State -t()\fr(Q ,"0- Zip 3' d Tenant/Lessee Name Phone # Job Address (where the work is being done) riS \ 6 �� > E ° 5 44~h Q.'I-- City Miami Shores Village County Miami -Dade Zip -83 \ 3 Is Building Historically Designated YES NO Contractor's Company Name O'-(;) Contractor's Address WO (40 , CO +4 e.,4- _.° City 00 4-4‘ 1\41 1 State =( 0/ d d it Zip '3te,6 5 Qualifier C:4--- \/1' q Phone # (3o ) (0e35--® 0'-'. State Certificate or Registration No. CV a 1(& 54 Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # $ Value of WorkFor'this Permit Square Footage Of Work: Type of Work: Addition: - Iteration ew ❑ Repair/Replace ID Demolition Describe Work: 41 a , u) pp k.. Submittal Fee $ Notary $ Scanning $ cO Code Enforcement $ * ***** *** * * * * * * * * * * * * * * * * * ** Fees* **** * * * *** **** * ***** * * * * * * *** era Permit Fee $ / 2-0 Training/Education Fee $ Q .40 Technology Fee $ . , CCF $ f ' a-® • CO /CC Radon $ Zoning Bond $ Structural Plan Review. $ Total Fee Now Due $ r3 (Continued on opposite side) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice mmencement and construction lien law brochure will be delivered to the person whose property is .::'ect to attachment. Also, ce tilled copy of the recorded notice of commencement must be posted at the j job site for the first i pect,. which occurs seven ( after the building permit is issued In the absence of such posted notice, the inspection 7l no` approved and a reinsp cti#:!fee will be charged Owner or Age The foregoing instrument was ackn .. ledged before me this 07 day of _ , 2y ir't -f who is personally known to me or who has produced ID dae ti cation and who did take an oath. NU1A1tiLIC-S • F FLORIDA NOTAR UB �." Yorlen f "�� andez Sign: Con '=.. el # ) D476455 •� IT x.,NDV.! r vNa01!]NYS- •.r,,, Print: :. , . .., y.„_ :,.:m. ,,ERT,J1 : 6. My Comm' . ion Expires: Signature Contractor The foregoing instrument was acknowledged before me this day of O ., , 20 ° by Cge- .-, tor f , who is peo me or who has produced NOTARY PUBLIC: Sign: Print APPLICATION APPROVED BY: chc 05/13/03 o c ? ! ".' �'.� Iffigtigtake an oath. # DD117024 Expkes May 2006 Banded lira Bonding Ca.,Tn . My Commission Expires: ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Plans Examiner Engineer Zoning M I ADM BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION 172,036# i53h ,NOTICE OF ACCEPTANCE (NOA) PGT Industries 0170 Technology Drive Nokomis, FL 34275 MIAMI -Dr COQ, +RIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI. FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of constriction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Series "FD -101" Outswing Aluminum French Door APPROVAL DOCUMENT: Drawing No. 944, titled "Aluminum French Door ", sheets 1 through 5, prepared by manufacturer, dated 9/5/97 with revision E dated 7/31/02, signed and sealed by Robert L. Clark, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA # 01 -0417.05 and, consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. NOA No 02- 11625.01 Expiration Date: July 22, 2007 Approval Date: August 22, 2002 Page 1 OPENING 95 /2" MAX. HEIGHT 36' 3" MAX. , 6" MAX. 2 PONT ♦♦ (LOCK OPTION / / / , 84 5/8' MAX. DAYLIGHT OPENING 47 3/4' HINGE CENTERUNE 6" MAX. 13" MAX. 0.C. TYP. HEAD & SILL OHLNING 1 13 1/4' HINGE LOC. 95 /2' MAX. HEIGHT / / L P' `W~ 36' X 13 1/4" HINGE - 13 1/4" CENTERLINE -UNGE CENTERLINE - TYP. BOTH JAMBS A 6" MAX. -- 13" MAX. O.C. TYP. HEAD & 511.1 [t3 TYP. BOTH JAMBS NON- IMPACT DOORS 1.) GLAZING: 3/16' TEMPERED 2.) CONFIGURATIONS: X. XX 3.) DESIGN PRESSURE RATING: SEE TABLES A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300 -98. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300 -98. 4.) ANCHORS: HEAD & SILL; MAX. 6" FROM CORNERS. (XX ONLY) MAX. 6" & 10' ON EACH SIDE OF MEETING RAIL CETTERUNE. MAX. 13" SPACING. JAMBS* • MAX. 6" FROM CORNERS. MAX. 13" SPACING. (STAGGERED - SEE SHEET 4) 5.) MIAMI -DADE COUNTY APPROVED HURRICANE PROTECTIVE UNIT IS REQUIRED. 6.) SEALANT TO BE APPUED AROUND FRAME & PANEL CORNERS. DEAD BOLT & LEVER HANDLE. 7.) REFERENCE TEST REPORT: TL -2333 8.) SEE SHEET 2 FOR SECTION DETAILS. JAMCIJ ■ ♦ 2 POINT ■ /LOCK OPTION X / / ( -1 10'O, �i / // / / , 84 5/8' MAX. DAYUGHT OPENING 47 3/4" HINGE CENTERUNE TYP. BOTH JAMBS 13' MAX. 0'C. 6' MAX. 1NP. BOTH JAMBS ANCHORAGE DETAIL SEE NOTE 4 44.000 (2) NL:(9 -102.6 zes POS 60.0 -a6.8 -63.6 60.0 60.0 30.000 (3) NEG -85.8 -80.9 -69.4 POS 60.0 60.0 80.0 37.500 (3) NEC -60.0 -80.0 -60.0 POS 60.0 60.0 60.0 COMPARATIVE ANALYSIS FOR: XX CONFIG. HEIGHTS WIDTHS 80.000 (7) 84.000 (7) 95.500 (8) 48.000 (6) NEG -102.6 -96.9 -83.8 POS 60.0 60.0 80.0 60.000 (8) NEC -85.8 -80.9 -69.4 POS 60.0 60.0 60.0 71.750 (8) NEC -60.0 -60.0 -80.0 POS 60.0 60.0 80.0 NOTE: JJUMBERS IN PARENTHESISARE MINIMUM QUANTITY OF ANCHORS PER SIDR 3/16" TEMPERED GLASS GLAZING BEAD SILICONE 7/16" GLASS BITE GLAZING DETAIL F.X. 7/31/02 E -ADD ANCHOR LOC. /of 0- 7/ i1 Rehm L Clark, P.E. PE 139712 Structural INDUSTRIES Revsd es Rersd §� D.B. Drawn Oy D. B. Odle: 01/28/02 1 I/17/09 9/5/97 Revisions: ADD SHT 5 & TABLE Recisions: ADD 2P LOCK Approved as complying .rhb tbs Oa OnidingFOak NOM -E Atkm1 Dade Pndoct Caauol Dtcbba By Description: EXTERIOR ELEVATIONS - X & XX 1070 TECHNOLOGY DRIVE NOKOd1S, FL 34275 P.C. 9011 1529 NOKOdIS, FL 34274 Tine: ALUMINUM FRENCH DOOR SertesAladeh FO -101 SMe: NTS Sheet: 1 or 5 Drawing No. 944 Raw. E EXTERIOR 93 5/8" OVERALL PANEL HEIGHT 95 1/2" MAX. HEIGHT® 84 5/8" MAX. DAYLIGHT OPENING 1.489 VERTICAL SECTION 25 11/16" MAX. DAYLIGHT OPENING 68.264" OVERALL PANEL WIDTH TYP. (2) HORIZONTAL SECTION - XX CONFIG. EXTERIOR 25 11/16" DAYLIGHT OPENING 37 1j2" MAX. WIDTH HORIZONTAL SECTION - X CONFIG. F.K. 7/31/02 E —ADD MAX. OIM.S 0//7 Robert L. Clark, P.E. PE ®39712 Structural FAT INDUSTRIES Rend By: F.K. Raysd sr D.B. Drown 97: D.B. Dote: 01/28/02 Doe 11/17/00 Dote: 9/5/97 Revisions: NO CHG THIS SHT Revisions: ADD 2P LOCK Description: SECTJONS Approved as emptying v+lth the Florida Date NOAD A1Lo1 D. 1070 TECHNOLOGY CANE NOKOMIS. FL 34275 PA. BOX 1529 NOKCMIS, FL 34274 00. ALUMINUM FRENCH DOOR Series /MedeC FD -101 Scale: NTS Sheet: 2 w 5 Drawing No. 944 Rev: E 2 POINT LOCK OPTION / (x 7 // / "Z Robert L. Clerk. P.E. PE 83:77)2 Structufnt FAT INDUSTRIES F.K. E —NO CHO THIS SHT pp is `e"pI "� the Code Roof Bi^ Dater Revisions: F.K. 0 /28/02 NO CHO THIS SHT NO A71sml Dada Product C. t. 1 IN B D.B. 9/5/97 / Description: GLAZING DETAIL & EXPLODED VIEWS 7/31/02 Raves ey: D.B. Drown By: uare: 11/17/00 Revisions: ADD 2P LOCK Dote: 1070 TECHNOLOGY DRIVE NOKOMIS. FL 34279 P.O. BOX 1529 NOKOMIS. Fl 34274 ma: ALUMINUM FRENCH DOOR Seriess /MOeek FO -101 Serge: NTS Sheet: 3 ar 5 Deo.ina No. 944 Rev: MUM 3/16' OR 1/4" W/ #12 HO TAPCONS (6, (SEE NOTE 2) TYP. HEAD TYP. HEAD ANCHOR FASTENERS ARE STAGGERED IN JAMBS #10 W000 SCREW MAX. 1 1/2" MIN. 1MIN. 2x WOOD BUCK *. 1/4" MAX. "VV.. .MWO Vfl.. UVw., 111-1/MIMIA AS — U..10U 7 FRAME HEAD (AL. 6063-75/.062 WALL) 60411 ALUMAX AF-12376 8 9 SIUCONE OUTSW. THRESHOLD (AL 6063—T51.050 WALL) 62899C 61069 1 (1) _pow CORNING ALUMAX 899 AF-12375 10 11 5/16x18 THREADED ROD 6TRODA 4 (2) TRUSS CLAMP (AL. 6063—T5_/.062 WALL) 60378M 8 (4) ( 1 /dcor top & bot. rail) (2/ea. door to & bot. rail) FASTEC INDUSTRIAL ALUMAX AF-10378 12 5/16x1/16 TRUSS WASHER 7WASHA 8 (0_ 13 5/16x18 TRUSS NUT 7JNUTA 14 FRAME SCR. COVER CAP 41722W 12/ea. door top & bot. rail) (2/ea. door top & bot. rail) ,180 ((45)T FASTEC INDUSTRIAL FASTEC INDUSTRIAL VINYL TECH. 41722W 15 STRIKE PLATE 7FRSPX 16 STRIKE PLATE INSERT 41721 1 CAMCORP VINYL TECH. 41721 17 18 19 #10x3/4 SCR. FIT. HO. PHIL HINGE ASS'Y. 71034A 7FRMOW 2 (21 6 (3) (3/frame iambs)_ MERCHANTS FASTENER NATIONWIDE IND. #10x1 FLT. HD. PHIL 710X 1W 26 (13) (6/hinge — hinge—door jamb) MERCHANTS FASTENER 20 #10x1/2 FLT. HO. PHIL 710X12PPW 30 (15) (5/hire &hinge—frame iamb) MERCHANTS FASTENER 21 TOP/BOTT. SUDE BOLT LOCK 41720 2 (0) (1 top/bot. of I.h. astragal) VINYL TECH. 41720 22 23 24 18x1 1/2 SCR. PN HD. OUAD. 6 x 5/8 Ph. Fl. SMS 6x1/2 FLT. HD. PHIL 7612FW 78112A 7658PFA 4 4) 12 *12) 28 14) (2/slide bolt locks) (6/hesd & FASTEC INDUSTRIAL 2/ho'. bead, 5/ver. bead) FASTEC INDUSTRIAL AQUA FASTENERS 25 26 27 LOCK SUPPORT ASS'Y. fi6x3/4 FLT. HD. PHIL .200 x .190 OLON 4UBLOK 7634F 60200K 3 (2 6 (4 5 (4) 28 .375 x .190 QLON 60300W 4 (31 1 lock) 2/lock support assy.) (1/asyagals,fr. jambs & head) (1/as:rogals & frame iambs) VINYL TECH. FASTEC INDUSTRIAL SCHLEGEL CORP. 4UBLOK 0200X190 SCHLEGEL CORP. Q375x190 29 30 31 32 33 34 35 36 3 POINT LOCK ASTY. LOCK (ACTIVE) LOCK (DUMMY) FD3PTAY 7LOKAP DEAD—BOLT LOCK 3/16* TEMPERED SEAM SEALER 3/16" GLAZING BEAD 2 POINT LOCK OPTION_ 3/16" OR 1/4" W/ #12 HD TAPCONS (SEE NOTE 2) TYP. JAMB 3/16" OR 1/4' W/ #12 HO TAPCONS (SEE NOTE 2) 1/4" MIN. TYP. SILL GROUT MUST TRANSFER SHEAR LOAD TO SLAB. 1/4" MAX. 7LOKIP 7BLTIP 6SM55W 65170 7978LAB 1 (1) 1 gi 8 (4) r.h. astragal) (© r.h. astragal) (0 I.D. astragal) (@ r.h. astragal) VINYL TECH. HARLOC FD3PTAY 100 HARLOC HARLOC 880 820 1 (1) (used w/3/16" gloss) NOTES; 1. 8.0.14. Q1Y'S IN BRACKETS ARE FOR X CONFGURATION A2. USE MAIM —DADE COUNTY APPROVED TAPCONS. 3. SEE ANCHORAGE SPACING NOTE 4, SHEET 1 OF 5 PPG, LOF SCHNEE IOREHEAD FLORIDA SCREEN SULUVAN & ASSOC. SM5504 05-005 F.K. 7/31/02 E—CHG TO TAPCONS Robert L. ciark. P.R. PE #39712 SOueurrA INDUSTRIES 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34275 P.O. BOX 1529 NOKOMIS, El. 34274 Rend By: F.K. Revs4 Br D.B. Orono Etr D.B. Dater 1 28/02 1 1 / 1 7/00 Dote: 9/5/97 Revisions: NO CHG THIS SHT Mmnioow ADD 2P LOCK API....d18”oguplying with the thatlirt Date NOAH 11414m1DmIt ProdarI IN IsIma IIy °ascription ANC-IORAGE & B.O.M. ALUMINUM FRENCH DOOR Sanas/Mon& FD-101 SOle NTS Sheet 4 a 5 Orrsaing No. 944 Rae — .062 4.000 ODOOR PANEL HEAD & SILL 6063 -T5 ALUM. .250 --i F-- OWEATHER STRIP CHANNEL 6063 -T5 ALUM. 2.125 .125 — .062 4.100 2 O DOOR PANEL JAMS 6083 -T5 ALUM. ODOOR PANEL ASTRAGAL 6063 -T5 ALUM. 3.000 1.272 L___ I __I .750 -- 11 TRUSS CLAMP 6063 -T5 ALUM. .125 18 HINGE EXTRUSION 6063 -T5 ALUM. 1.479 .050 OFRAME HEAD 6063 -T5 ALUM. 3.000 OUTSWING THRESHOLD 6063 -T5 ALUM. ---- 1.480 -- .050 OFRAME JAMB 6063 -T5 ALUM. 7//2 Robert L. Clar4. P.E. PE 939712 Structural INDUSTRIES F.K. Remd Ry F.K. Rome By: D.B. Orem By: F.K. 7/31/02 E.-NO CHG THIS SHT Oate: Revi•iOnS: 01 28/02 OED SHT 5 OF 5 e: Oa Revision,: 11/17/00 ADD 2P LOCK Dote: 1/20/01 Al7tnmmd n complying Mb the Eh rWa t Wial e Date NUAB Mimi Dade Product 1 DiJ� DiJI/0� /l /l OeseAption: EXTRUSION PROFILES 1070 TECHNOLOGY DRIVE NOKOMIS. FL 34275 P.O. BOX 1529 NOKOMIS, Ft. 34274 lithe ALUMINUM FRENCH DOOR Series/Rode F0 -101 Scale: NTS Sheet: 5 a 5 Orawia9 Ka. 944 Rev: 1=- MIAMID PRODUCT CONTROL NOTICE OF ACCEPTANCE JJLP Inc. 8009 N.W. 54 Street Miami ,FL 33166 WILDING C � ' �; ` :' A E O "I.E METRO - i ADE a BUILD G 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375-2908 CONTRACTOR LICENSING SECTION (305) 375.2527 FAX (305) 375-2558 CONTRACTOR ENFORCEMENT DIVISION (305) 375 -2966 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION (305) 375-2902 FAX (305) 372-6339 Your application for Notice of Acceptance (NOA) of: 20 ga. (0.035" w/o galvanic coating) Galvanized Steel Storm Panels Shutter under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01 -0228.11 EXPIRES: 05/28/2006 Raul Rodriguez Chief Product Control Division THIS IS THE CO RSHEET SEE ADD • NAL P G S OR SPECIFIC AND GENE CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 05/03/2001 Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance Office 1%s045000 hpc2000AtemplatesInodce acceptance cover page.dot Internet man address: postmaster ®buildingcodeonline.com Homepage: http : / /www.buildiagcodeonline.com JJLP. Inc. ACCEPTANCE No.: 01- 0228.11 APPROVED 05/03/2001 EXPIRES 05/28/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE This renews the Notice of Acceptance No. 98- 0128.06, which was issued on May 28, 1998. It approves 0.035" Galvanized Steel Storm Panels Shutter, as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code, 1994 Edition for Miami - Dade County, for the locations where the pressure requirements, as determined by SFBC Chaptcr 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION This 0.035" Galvanized Steel Storm Panels Shutter and its components shall be constructed in strict compliance with the following documents: Drawing No. 97 -479, titled " 20 ga. Galvanized Steel Storm Panel ", prepared by Knezevich & Associates, Inc., signed and sealed by V. J. Knezevich, P.E., dated January 12, 1998, last revision #2 dated April 20, 1998, sheets 1 through 4 of 4, bearing the Miami -Dade County Product Control Approval and Renewal stamps with the Notice of Acceptance numbers and approval dates by the Miami -Dade County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS All permanent set components, included but not limited to embedded anchor bolts, threaded cones, metal shields, headers and sills, must be protected against corrosion, contamination and Anne at all times. 4. INSTALLATION This 0.035" Galvanized Steel Storm Panels Shutter and its components shall be installed in strict compliance with the approved drawings. 5. LABELING Each panel shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by. the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installation of this system. Helmy A akar, P.E. - Product Control Examiner Product Control Division 2 JJLP, Inc. ACCEPTANCE No.: 01- 0228.11 APPROVED EXPIRES 05/03/2001 : 05/28/2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1 Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documents, including test - supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. c. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer, who originally prepared, signed and sealed the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages I, 2 and this last page 3. END OF THIS ACCEPTANCE Helmy AF'1Glakar, P.E. - Product Control Examiner Product Control Division 3 Jar - ILS[r .. QT STORM PANEL /Mao r•r -r WOO • PIN NT7y 4 M114A f PLAN DON ULI17m �p,W. TO 'ANC. 4►040 M11* 'TYPICAL ELEVATION B N.T.S. AS7OOt61 tr ILL I ADOIW WOAADS TNAN OR 7p7000 yPOFR61NOM:PINNWOADST001 ATT TNANr 4000T AK[ AMjNDS01[DLRS /OR AMY it VA' MAX OVERLAP PA17INIM 170. On NOT[ •M -, OBOTTOM TRACK KAL[. r.T-r TOP NSW MKT NOOM7 PLAN KW OVERLAP PAMT0•0$ 610E PLAN VEW a NOT[ • X 021 NOWT MONT -0.01107 1 .214. yT; .7617 MP" 1 -1 .7G -RUM ki sar 27r 0 © h HEADER UAL r .T.r “U• HEADER SCALP r. 11.4- OANGLE ® STUDDED ANGLE uu&r • ft SCALD r.rr ACM 1. VMS&TORN PAIR 17017000*01*DN ACCORDANCE WWII 714 SAM KOWA PULPING COOL M A1OR0N. • 2 POSITIVE APO /PGA11*• Mai FIO&fIN1E CALC LATCH& 1MOt1 M 010001110 IN 111070 1RN AKE T4170MRM WNW LOAN OOP PUL00 01 AND 071110 . It &TOMS PAIQS SMALL M • 6*1131 1111E D • AA7100)01*eO TO AWN AM. STRUCTURAL OUALITY [XTIUDONI SHALL q a0-TI UN ILYAMIID COATING A& ALL 4L{IN![M A. PRODUCT IIAMMN MALI K NOM tr • 0111 tic OP M PAWN. WITH A N04. OP OK IIANA•O PO PANG. ON CON MAM0IO ON OWA001011 .1. AM! SHALLOW LAOLLLO AS FOLLOW& SECTION A ©WEDGE PIN 0100• . Rr AMAO SALLOV) O WASHERED WWGNUT 'M NUT 101a,NAV [11[ ® KAIP,1WPtM: 1K•wN ` vf LAMM NW" NL ONOSOOINW PPM= GOMM. A•770707 S. ALL APO WOWS SMALL M GOLVNIGOO ON STANNIS& STEP. WIN A • ALL PAWLS OIAU. K M1T04O AT OVOLOS AT MDl0ANW! 1'4.20 A )-POETS WMN 011 CAST ALUMW WA1M[MO W00Nt1(Sit TOPICAL 131VAT011 000 PANEL SPANS LM THAN W OY10LAP TASMAN& AM MOT PW WK0. 7. POMPOM SP[ONCATI04 NOM MUM AM TMC NAMIFACTYIOri IIPRC0[N7A10N OF MATERIALS MO M P OMICT 7O71N0. & Tat Carats AND SP[0PICAT0161 MOWN NEMfain0SWT TKM1000CT1 7[S7m 001 IMPACT. CYCLIC AND WOMAN STATIC AR MUSLIM 1117[0 M COMFONMA,40 VIM OAM COMITY PROTOCOLS M 706102 AND 002 OE1ON 61 SAMO ON OMTi*K710N ninny COa►ORaTON TEST KTOWOW WAR -04 a NM •400 O AT 14A1T GNI MANIOC NOTE 'SR SOM0 SMALL M PLACID M • CONSPICUOUS LOCATION IOMM m011*0 01 COMPONENTS OP ima STOW WL. NRPKAM PROTECTION LNa[I0 ALL MMOR010 SOLT& AM PROPERLY 161TALLS& Q TOP a 00TT0N MTALI SHOWN NAY M N7Ol0MN6m AS FUN MORONS &CTAMC PAIQS IMO HCIRIZONTKLY WI11M AP/LICMLL ri tM0 ONALMO 0 NOT 0100 WNW? ALP PR NAM PO CONPO0AT1 SLLWM. yrIOLOVERLAP- PRODUCT RENEWED arrAm N_n' -p5t naLDS/2317.404 conacassanori � At PA1770O• 07 OL POI OLS01I LOADS MS& Max 00[OWL TO WI PPP• r OLL PON OMAN LOA01 A MATO MAN MO Pa UM MOOR SCMMa1►OA ANY 1004717(1 AMNON) – [w7P0 AM OS AS CCO2 SUNG 81111 11E [TINICTUM SUVA ijCE1ML SEEM CE D`-r POD= rtt v M ON . 0200O1G COQE AMBIANCE ao.9�E28 .0 A L "ANNE P*C[. tea vo ./LYNNE • r r SWAIN ous•/ r • r a.QS•MAX. —/ PLAN VIEW SCALE, 1 yr w r.07 04/20/69 10:53 DOS TIC WOW FRAMING —^ ANGLE 19 WALL 01T . P* TO AMBLEDETA1. WAL MOUNT SECTION suave. r. r -r CEIUNG/INSIDE MOUNT SECTION ICAtE. r . r-r 04/20/98 11:08 O2111PI01e000.1;OKIerfI OR ROU.OW &LOCI ITPOCTIOT Met. UPAMMO( •ROM GLASS fCItOIA[ MASS OR M 101.E TOWAIJ.o1TAL PANS. m MOLE DUAL WALL MOUNT SECTION SCALE. r. r-0- r //� PR CV MOM 1 ANC R =AMU V LI/ Qom• 00N[Ci10111M7, W,O%NTIITM 114 -21.r PINUPS /ANIMAL DOLT$ OR ]IN'/ 0.0. 4000 MRISO 0 P O.C. Y/ 1/4 -R0. r MPS PAM MAO MOLTS. SQ ANCHOR 1LML W LS full M i S SP•O O. Mpg. c200011011 TO11.Ifd OM 10TT010. PASTT•TR. SET 4MC11011 CONNECTION Niirei T UOSIMO walk COMM 1 OR ROU a Ow OCM OTM XRAIS O WALL MOUNT SECTION SCAM. a" • r-O- CLASS OR OX0 c i.r.r -o- OR0000 • MO[ CLOSIOR MSO'0.IQC RAM VOW) © BUILD -OUT MOUNT SECTION SCALI r • 1-0- PRODUCT RENEWED AOCirMANc3No,O1- Can • 11 ,.,. TlON4DA/E05/ IS 20a(o 000DE0014111 avrrs avxweu AS =PLUS Mt r.: 301RH !MICA BUILDING CODE 't: 1 NCCEPWCEIw. `izb V4a011A[1NIt ROOT V/ "VT NUT & TIWOW • r 0.L Scam tan= LSO HAT K RSVptAW OR OOOR t,4a M•OMq SOLI 64 a. IMMO MAX • 0 * MOM OLAU SOmAL! O OR DOOR S• MS WOO CO O MAY It ORO T T TOR O DOTTON OM POOR. O WALL QOUNT SECTION (TOP) SCALE . t . r.r 1 FLOOR MOUNT SECTION sAUE r. T.r ""- Anras�g wrns WALL MOUNT SECTION (BOTTOM) arxL.r -r-o• 04/20/06 11:3* /ASAIE. SK AVOWS - SCMfAILt. R0•(ROIR CO MECO N TOMS UMW MOOD STRSCTOIIt �gqT 1111 ?A NY Si*1D AT TOP &SOTTO/ OP PAWL 0 FLOOR MOUNT SECTION (IN W00D) SCALE r • rr, O CORNER DETAIL SCALE r•r.5• L ® "PM' NUT ASSEMBLY 5CALG MALE SRt VV. PASTERN. 1[t AMMO CCKATL RTPEPOOt COHLRION THt• -GOAT. puma OTSUCTUN[ • SOI O.OMtl RUM OTT PIAN Q BUILD -OUT MOUNT SECTION V•IO MACHMF SOLI VI VW OUT WORMY • r OL V•40 RADOM SOOT MIT• 12 0C. S CALL, r • T-r O f IRON NO WOO UiCOVW5 ----% Mo nne M00071TNUCTVRS • TIN OSTA;NATKWOO AT TO OR SOTTO. Of RAM A. 6 1 ( ICONT. • Vt. • Si. 40 SOW VI POITTRA }room SLOGS IO • Tr—OC. Vt•• *S. LAO V QC. VI 1•71/V ►ORTfAT0+N1 r .••►.T. 1000 MACO O NOR. UST Of THS OSTAL O UNTO TO •TS OSP. WALL MOUNT SECTION (BOTTOM) SCALD r • rr PRODUCT RENEWED AccErmIK'EN.AI- Q2Z `b . l 1 S /ZS co. 1pLEOV000DECOf VUANCSOt'PILS APPBOYm AS COMPLY= WITH ME SOUTH ROMIDA MOW CODE BT PRODUCT COR''01 DIVSi0N SUMO UM COMPL3*CE OPflUE T A a L STORM F NEL NEGATIVE DESIGN LOAD w NSF) 0012 AI MOUNTING CO 10*0NS TOR STUD ANGLE MOUNTS AND DIRECT MOUNTS ITC" S BOTTOM) • RUN. I T-M) 400 50.0 00.0 100 600 900 100.0 110.0 1».0 1104 140.0 80.0 1000 170.0 100.0 100.0 200.0 2104 220.0 2204 L 1060. ITT -9A -4 -2 • -7 _7 -0 -a -0 _0 -4 • -0 _4 • .0 -10 _9 _7 11-1 N -1 11 -0 10 -5 -• • -2 1 -9 • .4 O -0 T -4 7. 0 -9 0 -0 • - • -0 1 -0 1 -5 1 -2 MIN. SEPARATION FROM GLASS SCHEDULE MAIM( DESIGN 10A0t111 w0•0 ACTUAL PANEL SPAN 0.3 0T• 00 MOEIM SEPARATION 000 MSTALLA710 5 20 OR LESS *SOY! GRADE SOWN l0*lUN SEPARATION FOR OKTALLATKINS 20. OR GREATER GRADE ABM 40.0 S -0 2 -1/2 1-2/1 0 -0 2 -1/2 1.11/6 11 -5 2 -0/0 2-0/0 504 s.0 2-1/2 1-1/0 • -0 - 2-1/2 14/9 e -s 2 -7/0 2 -1/6 00.0 1 -0 2-5/2 1-1/2 •.0 2 -1/2 2 - • 1 1 704 5 -0 2 -V2 1-1/2 • -• 2 -5/2 2 10 -1 2 -1/0 2 -71* 004 1 -0 2-1/2 1-1/; • - 2 -1/2 904 0 -0 2 -0/4 2 -7A -0/4 •.• 2-1/5 • -0 2-1/2 1-0/9 f -2 2.1•• 2 -1/2 10•4 4 -0 2-V2 1-2/0 • -0 2.1/2 1.1/9 • - 2-5/2 2 -1n 112.0 . • 2 -1M 1-5/1 0 -0 2 -1/2 45/0 • -1 1 2 -1/2 INTERIOR FASTENING ANGLE ASSEMBLY 000,1.1. •r -r VA •DROP -IN ANCHOR e r o.C. w r OM. arms. 1120112. OR Veit RAWL STEIL 0050.01 WI r I I. SHED. IN CONCRETE • r o.E. 1/4 V4•-20 STUD WI WIT RR r o,c. INTERIOR FASTENING ANGLE ASSEMBLY a0101N 1011• . r.r.r PUNCH NIXES O RECEIVE IKA�T TO PLACE PANEL OVER EACH ADJACENT PANEL AND FASTEN WRDNUTS FROM 1110 615105 STORM PANEL INTERIOR at FASTENING (ISOMETRIC) suu.r.r -r AMOK NOTES t MM S PENDIO T AND EDGE 011TMSI ECG. 000 WALL 2. WINK 1.A0 SOKINI PAS7EM TO NARROW PACE O• SAD PROWS rumen 1NA WOOD STUD r• LOCATED M CDROOP 3. ANCHORS SMALL 1• NN6TALLEO M GECORO*NCE WON MMRPM,7vgRSR C11100N0NOATDNS l�p4t, Pm *NOON 4. SPAN MD LOAOf1D0R INSTAI1 OoNt *600 5.ROTDi 10 000 T0F9 AIO •1 L00TO TO TIM@ MOW 4765 001 ANT LOADS MUST M TALE L MET 40F a. AAB E 0AER01R 0061101 011[0111 REC010O 100 Mewl MORN LOOM AND VAIN R 11 F8 ANCHOR TYPE L� 950 MAX. K Oa 7 EDGE DISTANCE r EDGE DISTANCE MMAA��ft[•�-��rpp Wail r yy �9 My10 -pry Od SO7E8 5• -pry la'r41 r, -r�a1{ 0X 4 �1�111�'- �fp-,�,t1 lOSN01E4 commecTWN 1 2 TYK 5 4 coNNacram 1 1 TYPE 2 1 4 5 CONNECTION 1 2 TYPO 5 4 CONNECTION E/ TYPE 2 1 4 5 c01/i2CTWN TYPE 1 2 1 4 5 CONNECTION TYPE 1 2 1 4 5 g W vAMvaci • © OCIDDOmm00a ommoomm00000000mm 11 12 •12 ©0© 512 ODIMI7mmCImmmom0mm0 13mmE3mCIDOCI0mmER 72 © 101MEKI oo© Io ©oomonnnIoonnoIomonHomnmmo ]13mDDno1:100mn130mm0130m1G10C7o oonmo0nol3000n13oomo13nmmomomm 7 • f 4 72 7 a 0 4 DM IDES la " 4 if 7. ©C3001313111EME 12 7 • 9 4 210 ICIfl0m13C) 9 412 ©CIEMEI30013Om0001I 9 412 ®13mmmDm0ODO1300mQmCICIDO ooEIDU 4 9 4 E V4NUw GEV/ 461E-1wt w m � 12 12 12 0mnanlIo©an0000nlI IDOUCIon IUMEI E10130C1 oO :;: TOro 12 7 1 • 1 02 CI°m0000mo°n000000°n0000000000 CE7130013121m01010 • 12 fls:10013 412 ICJ ,.w . . ----immonolmonumr . .,..,,.., ,:,... © ® ©lannimmonon oonanoonno f1EMm13Of70EZInDOD i ©CIUMBOEIn©'Mm 1313013© 000mmoononnonmanoomn13ponom0000 m130DERoo121o7Gol3mmamnomoEIDE1fl© mmnnomommomonnomorinn onnohmnnoomnnoomnnno nml %f30Zm1IIMf3m0000n3%f30'//, moonnonmonnmmonon LlTMCIDIBEI *ivlm'iNO,a 'IcznamsoK:Ez72n'//.ommmoo © 1Inn1In0 %n%Am %121KOC:1n013n1WEIEM m tranF11r.nomum ME10 5• ANCHOR SCHEDULE 0AER01R 0061101 011[0111 REC010O 100 Mewl MORN LOOM AND VAIN ANCHOR TYPE LOAD 910 •. NDR4) WC EDGE DISTANCE M•�AAS• -r 101 M•1AA7r�(1�. {�1��AANN Ola0EOE1t 7r -r comecros TYPE CONNECTION 1 TYPE 2 1. 1 COMECTION TYPE 1 eR E uyydyr vN p-1 a05�5.141p(17� T 0 I a0P0 Nom 52 1212121291212.120127 • 9 4 02 12 12 11 12 •12 9 712 512 7 • 9 • 72 12 12 9 12 • 12 7 • f 4 72 7 a 0 4 DM 12 7. 9 412 7. 9 4 12 7 • 9 4 210 12 7. 9 412 7. 9 412 1 4 9 4 E V4NUw GEV/ 461E-1wt w m � 12 12 12 10 12 • 12 12 712 1 12 7 1 • 1 02 12 12 • 12 • 12 9 512 412 7 5 • 1 72 1212 7725/2 7 1 9 3 12 7 • 1 5 750 12 7 5• 111 7 5• 112 7 5 0 1 220 12 7 5 11 112 7 5 0 112 7 1 9 1 11,, . 42 0 7 18 7 7 12 410 1 1 • 210 1 5 4 ayp1p 556 10 3 S A 3 10 1 1 4 1 10 1 2 a a a0mWow6/+•walma 250 /0 7 9 4 1 10 1 5 4 2 10 2 5 4 2 PRODUCT RENEWED AOCBFreg NoL t -OZZ 1 mazQ5L2$/2 nto BUI DIN000DECONP UNCEOETDCE .00001171E AS COIRLTi*B WM THE 802712 *0.221211NOW CODE Et Os �AZ PRODUCT 22* DIMLS:ON MUM CODE =OUNCE CIRCE • ANCi �O 04/20/99 11:49 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Date: 10/12/2006 Inspector: Grande, Claudio OCT 13 2005 Owner: GROSSMAN, AARON Job Address: 810 95 Street NE Miami Shores Village, FL 33138- Project: <NONE> Block: Contractor: ALL IN ONE PROPERTY SERVICES INC Permit Type: Roof Inspection Type: Final Roof Work Classification: Roof - New Phone Number (305)758 -8198 Parcel Number 1132060410020 Lot: Phone: 305 -688 -9550 ilding Department Comments Uplift Report Ok, See attached, 10/12/06 CG. Passed Inspector Comments Failed Correction Needed Re- Inspection Fee ($75) No Additional Inspections can be scheduled re- inspection fee is paid. until Thursday, October 12, 2006 Page 1 of 2 ORIDA Providing Solutions to the Roofing Industry Lab Report No. 06- 100126 CONCENTRATED UPLIFT LOAD TESTING ON ROOF TILE TO COMPLY WITH METRO -DADE COUNTY PROTOCOL TAS -106 PROPERTY ADDRESS: 810 NE 95 St. Miami Shores OWNER: Ted Grossman CONTRACTOR: Oroni Construction TILE TYPE: Spanish "S" ATTACHMENT.: Poly -Foam Testing Equipment: Digital Chatillon DFIS 200 Test Tabulation PERMIT No: 12 -05 -1117 ROOFING SQUARES: 6 ROOF PITCH :: 4:12 INSPECTOR INITIALS: JB /GA TEST DATE: 10/5/2006 Required Testing Force: 35 Ibs No. RESULT No. RESULT No. RESULT No. RESULT No. RESULT 1 -5 Passed 6 -9 Passed THIS ROOF HAS: PASSED IIX FAILED n THE STATIC UPLIFT IN ACCORDANCE WITH MIAMI -DADE COUNTY TAS 106. Reviewed by: "ROOF SKETCH" 9 4 5 Dario Gonzalez, P.E Lic. No. 34876 OCT 0 6 2005 13605 SW 149th Avenue, Unit 1, Miami, FL 33196 South (305) 256 -4550 Fax (877) 379 -0865 Front 6065 NW 167`h Street, Suite B -20, Miami, FL 33015 www.floridatec.net North (305) 828 -1107 • Fax (866)333 -6988 HIGH-VELOCITY HURRICANE ZONES Florida Building Code Edition 2004 Hi h'Volo Hurricane Zone Uniform Permit A I. Off° Section D (Steep Slopeci Ra0f!ystet1) Roof System. iiiianufadturer /.2607 1c44- Ce Minimum Maslen Wind Pressures, tf Applicable (From MS127 or 041eulattot10: BY: ----- - P2t P31 Maxknum Design Pressure. Product Approval Specific System: Method oftlie attachment Roof Slope: 3 : 42 Steep Rgpf $v.stern Descripitton; • DediCnipef .yp.e Underlayment. •insulation: tt)ooD Fhe Barrier_ Ridge Ventjtatten? FaMener Type 84:Slateeing: .AdbeeiveTyp 1)-0 pc Cap Sheet: Mean Roof Hoteht Roof goyering: CelArre Type Size Drip 40.01 MJAMN COUNTY &TRADING CODE COMPLIANCE OPPICE (BCCO) PRODUCT CONTROL DIVISION NOTICE Or ACCEPTANCE (NOA) CerarDlca Cejatel LTDA SASS Corp. 4664 SW 146 Court Mioml, VI. 33175 • • •• • • • • • • • • • • • ••• • . •• • • • • • • • • • • • • •• • • • • •• • • • • • • 0 DAl E CQZT a%FLOR DA I RO- DADEFLAMER RUIL ONG • • • • • • 14Y'ESI �.& R=EET,scrag 1403 • • • • FLORIDA 33130 1563 • • • • • • • • •. 375 =2901 FAX 005)375290g ew.ba. dineeodeonitae:� • SCOPE This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas Where allowed by the Authority /laving 7urisdic don (AID). This NOA shall not be valid after the expiration date stated below. The Miami Dade Comity Product Control Division an Miami Dade County) and/or the AHI (in areas other than Miami Dade County) reserve the right to have this product ar material tested for quaality assurance purposes. If this product or material :/falls to perform in the accepted manner, the mannfactarer wl incur the expense of such testing and the AM may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the night to revoke this acceptance, if it is decd by Miami-Dade County Product Control Division that this product or material faits to meet the requirements of the applicable building code This product is approved as described herein, and has been designed to comply with the Florida Building Cade, including the SO Velocity Hurricane ane Zone. DESCRIPTION: Ceram ice Cejatel Portuguese 'S' Clay Roof Tile LiPIN TNG: Each unit shall bear a permanent label with the manufacturer's name ox logo, city, state and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product TER IINATION of this NOA wiri occur after the expiration date or if there has been arevision or change in the matedats, use, and/or Imam:facture of the product or process. Misuse of tbls NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Fare to comply with any section of this NOA shaft be cause for termination and removal of NOA. AD SEMENTT The NOA number preceded by the words Miami-Dade County, kiomida, and followed; by the expiration date maybe displayed iu advertising litterature. If any portion of the CM. i !.,,: �, it dull be donne in its entirety. INSPECTION: A copy of this ovate NOA shall be provided to the user by the and abaft be available for inspection at the job site at the request of the Building This NOA revises NOA #03- 0623.03 and consists of pages 1 through 4, The submitted documentation was reviewed by bank Zuloaga, RRC. l d 6CSS 'ON 02 EspiratIonDatft 1 Approval Dater 0613/05 Pagel of ddS O3Ov 11d9Z:Z 9002t '130 ROOFING ASSEMBLY APPROVAL Category: Sub Category: Materlab Roofing Roofing Tiles Clay • • • • .. • • • • • • • • . • • • • • • • • • • 0410 .. • • • • • • • .. .. • .. • . • • .. 000 .. . • • • 00 • .. • • • • • ... .. 1. SCOPE This approves a roofing system using Ceica Cegatel Portnguua'S' Cray Roof The as manufactured Ceramica Cetajel Ltd. described in Section 2 of this Notice of Accece. For the locations where the pressure requirements, as determined by applicable Bantling Code, does not exceed the values listed in section 4 herein. The attachment calculations shall be done as a monk based system. 2. PRODUCT DESCRIPTION Manufactured by A»u 'S' Clay Roof Tile Trim Pieces Test • Dimensions Snecifications 1 =16" w=95' 1s" thick 1 varies w varies varying thickness Product tla ASTM C 1167 U1gh profile, interlockvag, one pied, 'S' shaped, vitrified clay roof the equipped with two nail holes. For direct deck adhesive set applications. AST I C 1167 Accessory trim, clay reef pieces foruse at hips, rakes, ridges and valley terminations. Maunfactured for each tile profile. 3. LIMITATIONS 3.1 Fire classification is not part of this acceptance, 3.2 For mortar or adhesive set the applioationk a static field uplift test in acaxdance with RAS 105 may required, refer to applicable building code. 33 Applicant shall retain the services of a l mi Dade County Certified Laboratory to perform quarterly test in accordance with TAS 112, appendix 'A'. Such testing shall be submitted to the Building Code Compliance Office for review. 3.4 Minimum w iderlayuaents shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein, 34 30/90 hot mopped umderlayment applications may be installed peapendicolar to the reef slope unless stated otherwise by the ulayment material mains published literature. 3.6 This acceptance is for wood deck applications. Minimum deck requirements shall be in compliance with applicable building code. 4. INSTALLATION 4.1 Ceaamica Celatel 'S' any Roof Tile and its components shall be installed in strict compliance with Roof Application Standard RAS 120. zd 61 'ON NOA.No 03 9204.02 Expiratiau Dates 10f12A9 Approval Date: 06t23105 Page 201'4 A1ddnS O3GV 9 wd9l: 9002.E 100 4.2 Data For Attachment Calculations • • • • •• • • • • • • • • . • .. • .. • 00. • . • Table 1: Average Weight ) and Dimensions 1 x t+v Tile Profile 'Weight.W (lbf) 't erc he p :'1/1415th - w (feet) 'S' Clay Roof Tile 6.3 '. :' :14... :' . as .. • • • • • ... .. Table 2 Aero • amic Multi • 11er 2 ft3 'S' CI= Roof Tile 0245 Tile Profile '8' Clay Roof Tile Table 3 Restorinq Moment due to Gravlty likg (lbf) 3:12 4 :12 5:12 0:12 4.53 4.46 4.37 7:12 or ,greater 4.27 4.15 Table 4: Attachment Resistance Expressed as a uplift -- F (lbf) for Single Patter Adhesive Set Systems Tice Profile Tile Application , Minim .: _ merit 'S' Clay Roof Tiler • Polytoam PotyProTM % 83.10 1 .Medium paddy placement of 24crrams of paypwTM. 5. LABELING All tiles shall bear the imprint or identifiable marking of the manufacturer, name or logo, or following statement: "Miami -Dade County Product Control Approved ". 6. EVIDENCE SUBMITTED Tat Aaencv Celotex Couporation Testing Services Celotex Corporation Testing Services IBA Consultants, Inc. Test Identiftei Test Name /Report nag 520639 520639 2947 -1 ASTM C 1167 Tula 2000 Static Uplift Testing May 2000 PA 101 ASTM C 1167 May 2003 7. BOLDING PERMIT RETD:RY+'ME'NTS 6.1 Applicadon'far building penrdt shall be accompanied by copies of the following 6.1.1 This Notice of Acceptance. 6.1.2 Any other doouruents required by the Building Official or the Florida BuUding.Code (FBC) in order to properly evaluate the installation of this system. E '(1 6LSS 'ON NO.& No 054104.02 Expiration Data 10/1148 Appn nlDatea 06123105 Page 3 of A1ddfS 00GVJ Wd9Z :Z 940Zt '100 • • ••• • • • ••• •• •• • • • • •• •• • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • 000 • • • • 000 • • • • •• • • •• •• •• •• • • • • . ! • • • • • • • • • • • • • ••• • • • •• • • • •• 000 10 • • • • i • • • • • • • • ••• 01 ti d 6t55 'ON 'S' CL Y Row Tu x END OF TRES ACCEPTANCE NOANo O5.020102 Exp rats *Pater 10f12108 Approval Date: 06/93105 Page 4of4 Alddns 030M wda:1 9002 ,C 130 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 331 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING 101106 Permit No. -j -12- ®5-111 Z OCT 0 4 2006 PERMIT APPLICATION 1 C Master Perm t No.2 b© -1 cM FBC 2001 Permit Type (circle): Building Electrical Owner's Name (Fee Simple Titleholder) Ted GtOr sSr al Phone # Plumbing Mechanical Owner's Addresss 61O N, 6. % City Mtcmt oI1oes State }t Zip B'6.1%% Tenant/Lessee Name Phone # Job Address (where the work is being done) CO d t4 '6 q5 S� City Miami Shores Village Is Building Historically Designated YES NO V Contractor's Company Name Al1 tt One, County Miami -Dade Zip Contractor's Address City 1V tiuxln j Qualifier fidUlacd0 17t dcOf MO N6 126 Phone # M-7665 7665 State Zip 351 %1 State Certificate or Registration No. Architect/Engineer's Name (if applicable) $ Value of Work For this Permit Certificate of Competency No. Phone # Square Footage Of Work: Type of Work: ['Addition ['Alteration ['New [1] 1 _ Repair/Replace ❑Demolition v Describe Work: . ► IO r(1 +(Ol 1 CJF',1111 �1 6 o ,(QM 1 c c* C _ 3Crte. I (Augazct Cl + -Ft te ***************************6 * ees, * *, * * * * ** * * * * ** * ** * *** * * ** *** Submittal Fee $ Permit Fee $ Notary $ � Training/Education Fee $ Scanning $ Radon $ Zoning Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ ‘ 00 (Continued on opposite side) CCF $ COICC. Technology Fee $ Bond $ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this S day of , 20 by day of ( -- , 20t by who is personally known to me or who has produced who is personally known to me or who has produced NOTARY PUBLIC: Sign: Sign: As identification and who did take an oath. as identific . . n and w I LIC ; NOTARY PUBLIC• did take an oath. OF FLORIDA esi. x'-1.,535 Print: Print: .xpires: MAY ';)3, M My Commission Expires: My Commission Expires: ************************* * * * * * * * * * * * * * * * * * * ** * * * * * * * * * ** * * * * * * * * * ** * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: (Xo Plans Examiner Engineer Zoning Chc 05!13/03 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: ( - ...8972 - IIVU BUILDING PERMIT APPLICATION FBC 2001 Permit No. RP 05 — 1 1 11 aster Permit No.8P06 .. CisB Permit Type (circle): Building Electrical Plumbing Mechanical Owner's Name (Fee Simple Titleholder) —1-e d C ro 53 me ' Phone # i 31as) q9 3r3 Owner's Address 9 10 kt - E q s City '/d ra wl f j fr1 y`2- State 1 ov . cal c Tenant/Lessee Name Zip 33)3B3 Phone# Job Address (where the work is being done) % 10 Li , (= g S `''"` 4-. City Miami Shores Village County Miami -Dade Zip 53 I P Is Building Historically Designated YES NO Contractor's Company Name " v7 O(% Contractor's Address _ ! (0 0 N L9-6 4._. Phone # 't ) (a6 3 City k.1 or-141. t>Y) t own 1 Qualifier , qj c O 4 d le- "., State Certificate or Registration No.(. Architect/Engineer's Name (if applicable) $ Value of Work For this Permit Type of Work: , DAddition Describe Work: d State F I 0.v-tack Zip ce r 'r Certificate of Competency No. q CO 0 ,2o4, Phone # teration DNew ed Square Footage Of Work:: 500 0 Repair/Replace ❑ Demolition Submittal Fee $ Notary $ Scanning $ Code Enforcement $ *, *** * * ** ** * * **********Fees****************************** Permit Fee $ f5"0 CCF $ 3 - czxD CO /CC. CC) Technology Fee $ %v . 2 Radon $ Zoning Bond $ Structural Plan Review. $ Training/Education Fee $ Total Fee Now Due $ %r' . 7:5 (Continued on opposite side) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AIr'FIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice . commencement and construction lien law brochure will be delivered to the person whose property is sub' attachment. Also a - erted copy of the recorded notice of commencement must be posted at the job site for the first ins o, ch occurs seve : (7) , ays after the building permit is issued In the absen' > +1 such posted notice, the inspection wj not ,roved and a ei :pect f n fee will be charged Signat Owner , gent The foregoing instrument w acknowledged before me this who is 1 to me or who has produced As iden "ion and who did take an oath: NOTARY P .! Sign: /� Print: My Commission Expire" - Nancy Iglesias 2006 Signature Contractor The foregoing instrument was acknowledged before me this 1 day of 1.•.-°`J , 20 S" by Vii) gc.i otzo , who is pel ovally known b ie or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign,}: '. Print: Atlantic Bonding C0.01gx. ********************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: Chc 05/13/03 My Commission nn &s Atlantic Bonding Ca, * * * * * ** * * * *> * * * * ** * * * * * * * * * * * * * * * * * ** Z -5 Plans Examiner Engineer Zoning Page 1 of 1 High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION INSTRUCTION PAGE COMPLETE THE NECESSARY SECTIONS OF THE UNIFORM ROOFING PERMIT APPLICATION FORM AND ATTACH THE REQUIRED DOCUMENTS AS NOTED BELOW. Roof System Required Sections of the Permit Application Form Attachments Required See List Below Low Slope Application A, B, C 1,2,3,4,5,6,7 Prescriptive BUR RAS 150 Asphaltic Shingles A, B,C A, B, D 4,5,6,7 1,2,4,5,6,7 Concrete or Clay Tile A, B, D, E 1,2,3,4,5,6,7 Metal Roofs A, B, D 1,2,3,4,5,6,7 Wood Shingles and Shakes A, B, D 1,2,4,5,6,7 Other As Applicable 1,2,3,4,5,6 7 ATTACHMENTS REQUIRED 1. Fire Directory Listing Page 2. From the Miami -Dade County Notice of Acceptance NOA Cover Sheet NOA Specific System Description 1 NOA Specific System Limitations / NOA General Limitations / Applicable Detail Drawings 3. Design Calculations per Chapter 16, or if applicable, RAS 127 4. Other Component Notice of Acceptances 5. Municipal Permit Application 6. Owners Notification for Roofing Considerations (Appendix " F" F Repairs Only 7. Any Required Roof Testing /Calculation Documentation Any other additional data reasonably required by the Building Official to determine the integrity of the roofing system. Page 1 28 t 2/ 05 Re- roofin • or http: / /www.co.miami- dade.fl.us /BLDG /ROOFING PERMITING /INSTRUCTION_PAGE... 3/26/2004 rr II High Velocity Hurricane Zone Uniform Roofing Permi MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRON I( Page 1 of 1 Master Permit No. n5 - isg Contractor's Name: Au._ .X14,, toe X Low Slope I— Asphaltic Shingles r Prescriptive BUR -RAS 150 Section A (General Information) Process No. Job Address: O�N V &O NE. QIS Roof Category i Mechanically Fastened Tile r Metal Panel /Shingles r Other:1 'e Mortar /Adhesive Set Tile r Wood Shingles/Shakes Roof Type PC New Roof r Re- Roofing r Recovering r Repair r Maintenance Are there Gas Vent Stacks located on the roof? f Yes X No If yes, what type? r Natural r LPGX Roof System Information Low slope roof area (ft.2) Steep Sloped area (ft.2) T1= Section B (Roof Plan) Sketch Roof Plan: Illustrate all levels and sections, roof drains, scuppers, overflow scuppers and overflow drains. Include dimensions of sections and levels, clearly identify dimensions of elevated pressure zones and location of parapets. Perimeter Width (a'): I Corner Size (a' x a'): i Total (ft.') I Page 2 http: / /www.co.miami- dade.fl.us /BLDG /ROOFING PERMITING /PERMIT APP SECTI... 3/26/2004 Page 1 of 1 High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION Section C (Low Sloped Roof System) Fill in the Specific Roof Assembly components and Identify Manufacturer (If a component is not used, identify as "NA ") System Manufacturer: TAwt�a Rc_1i�,4t5 NOA No:.! rot -0508 . Di Design Wind Pressures, From RAS 128 or Calculations: Pmax1: IjQ Pmax 2: Pmax3: r- 1'JJ1. + Maximum Design Pressure, From the Specific NOA System: I --440 , a Deck type: 5/8" Plywood �.,_. *These decks require a fastener pull test by an approved test labratory Other Deck Type: Joist Spacing: A Slope: ,rill} t, 12„ Anchor/Base Sheet & No. of Piy(s): Anchor /Base het Fastener /Bonding Material: Insulation er /Size & Thickness: Base Insulation Fastener /Bonding Material: Top Insulation tFastener/Bonding Material: }y Insulation Top Layer/Size & Thickness: I� R Wood Nailer: Base Sheet(s)g& No. of PIy(s): 16 112. 1 ro Base Sheet Fastener /Bonding Material: rl eAp w r RI�i uA cl.S. Ply Sheet(s) & No. of Piy(s): Ply Sheet Fastener /Bonding Material: iktrt WPPEC) A*WNAe • Drip Edge Size & Gauge: 13" face 26 ga. Drip Edge Material Type: l GalVinized Metal Hook Strip /Cleat gauge or weight: N/A Coping Metal: tN(A Top Ply: Clap SIMerr Top Ply Fastening /Bonding Material: 1 , �,. Surfacing: 1 Kt A- • FASTENER SPACING FOR BASESHEET ATTACHMENT Fastener Type: 1 IA" R.S. Nails Alternate Fasteners:-- ---- -W 1. Field: ' _l " o% taps & 11:- rows @ r—` " o/c 2. Perimeter: r IP " o/c CO laps & Fr rows @ l (p " o/c 3. Corners: rL "o /cis laps &f LI rows @f NUMBER OF FASTENERS PER INSULATION BOARD Field: Ialp Perimeter: p p Corner: 441N, Page 3 http:// www. co.miami- dade.fl.us /BLDG/ROOFING PERMITING /SECTION_C_4.HTML 3/26/2004 Page 1 of 1 High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION Illustrate Components Noted and Details as Applicable: Woodblocking, Gutter, Edge Terminations /Stripping /Flashing, Continuous Cleat, Cant Strip, Base Flashing,Counterflashing, Coping, Etc. Indicate: Mean Roof Height, Parapet Height, Height of Base Flashing, Component Material, Material Thickness, Fastener Type, Fastener Spacing Or: Submit Manufacturers Details that Comply with RAS -111 and Chapter 16. Ap Pep s- '? P yoT , °et MMP14 r Pe D4oPPeA .,.gpii t c-r fzy N &Pico I01" R.s. tit storeigioihaa Page 3a Perapet Watt height c6 Ft. Mean Roof H*igAt 11) Ft http: / /www.co.miami- dade.fl.us/ BLDG /ROOFING PERMITING /SECTION_C_4_2.HTML 3/26/2004 Page 1 of 1 High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION Section D (Steep Sloped Roof System) _e Roof System Manufacturer• Minimum Design Wind Pressures, If Applicable (from RAS 127 or Calculations): P1:17.0 P2: '24.Z1 P3 2Z72l Maximum Design Wind Pressures, (From the PCA Specific system): Roof Slope:—y12. Roof Mean Height: /0 Ridge Ventilation: tokrtirivDvS Method of Tile Attachment: Alternate Tile Attachment Method: Clip Spacing for Metal Roof Panels Field: 1.1 a1 Perimeters:.. Corners: i #41A Perimeter Width: N p Sloped System Description Deck Type: 15/8" Plywood J Alternate Deck Type: NIA Underlayment type: 1 Win-Mate -New Insulation/Fire Barrier Board: •J Page 4 lala Optional Nailabie Substrate: Fasteners: �' 'k 'IZ.g. CO' OS►ON -ffil tr Cap Sheet Type /Adhesive Type: A►� � 2Nq •>iltgo Roof Covering: Roof Covering Attachment Method: .pol,`'1�ota�+1 A1,V VE—. Drip Edge Size & Gauge: iiface 26 ga. Drip Edge Material Type: alVlnl2ed Metal Drip Edge Fastener Type: Hook Strip /Cleat ga. or weight: N/A http : / /www.co.miami- dade.fl.usBLDG /ROOFING PERMITING /SECTION D 3.HTML 3/26/20 — — 04 1 Page 1 of 1 1 High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION Section E (Tile Calculations) For Moment based tile systems, chose either Method 1 or 2. Compare the values for Mr with the values from Mf. If the Mf values are greater than or equal to the Mr values, for each aea of the roof, then the tile attachment method is acceptable. Method 1 "Moment Based Tile Calculations Per RAS 127" P 1: f ir7.4 x A 161. Mg: 44'4 134'4 = Mr1: S 35 NOA Mf: 1 44.5 P 2: I-Itb. 4 x A 1o.274 - Mg: r2'!•5G = Mr1 • S 3S NOA Mf: FTGZIT P 3: 1a0.(, x A f a . ti ' n f - Mg :121 Sii = Mr1: 1 5.35 NOA Mf: (olo S Method 2 "Simplified Tile Calculation Per Table Below" Required Moment of Resistance (Mr) From the Table Below: Mr Required Moment Resistance* Mean Roof Height in Feet Roof Slope 15' 20' 25' 30' l 1 4 1 1 2:12 4 1 36. 8.2 39.7 42.2 3:12 4.4 36.0 37.4 39.8 4:12 0.4 32.2 33.8 35.1 37.3 28.4 30.1 31.6 32.8 34.9 26.4 28.0 29.4 30.5 32.4 7:12 24.4 25.9 27.1 28.2 30.0 NO *This Ta • must be used in conjunction with a list of moment based tile syste endorsed by the Broward county Board of Rules and Appeals. Page 5 http: / /www.co.miami- dade.fl.us /BLDG /ROOFING PERMITING /SECTION_E 3.HTM 3/26/2004 1 Page 1 of 1 High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION For Uplift based tile systems use Method 3. Compare the values for F' with the values for Fr. If the F' values are greater than or equal to the Fr values, for ea area of the roof, then the tile attachment method is acceptable. Method 3 "Uplift Based Tile Calculations Per RAS 127" (P1: - xl:._ _ ��_._ _ xw:E )-W:1 -- xcos9: =F NOA F'_.. (P2: xI :( =r (P3:�... x Description Design Pressure x w: )•W: co : =F - NOA F' 'x w:[ ).W:I NOA F' Where to Obtain Infor Symbol ation x cos 0: = Fr3.j Where Find 7 Table 1 or by an engineering analysis prepared .E. based on ASCE 7 -98 Mean Roof Height Roof Slope Aerodynamic Multiplier Restoring Moment due to Gravity Attachment Resistance Required Moment Resistance Minimum Attachment Resistance Required Uplift Resistance Average Tile Weight Tile Dimensions Site Job Site NOA NOA NOA Calculated NOA Calculated W I = length w = width NOA NOA All calculations st be submitted to the Building Official at the time of permit application. Page 5a http:// www .co.miami- dade.fl.usBLDG/ROOFING PERMITING /SECTION E 3_2.HTML 3/26/2004 SECTION 1524 HIGH VELOCITY HURRICANE ZONES REQUIRED OWNERS NOTIFICATION FOR ROOFING CONSIDERATIONS 1524.1 As it pertains to this section, it is the responsibility of the roofing contractor to provide the owner with the required roofing permit, and to explain to the owner the content of this section.. The provisions of Chapter 15 of the Florida Building Code, Building govern the minimum requirements and standards of the industry for roofing system installations. Additionally, the following items should be addressed as part of the agreement between the owner and the contractor. The owner's initial in the adjacent box indicates that the item has been explained. esthetics- Workmanship: The workmanship provisions of Chapter 15 (High Velocity Hurricane Zone are for the purpose of providing that the roofing system meets the wind resistance and water intrusion performance standards. Aesthetics (appearance) issues are not a consideration with respect to workmanship provisions. Aesthetic issues such as color or architectural appearance, that are not part of a zoning code, should be addressed as part of the agreement between the owner and the contractor. Renalling Wood Decks: When replacing roofing, the existing wood roof deck may have to be renailed in accordance with the current provisions of Chapter 16 (High Velocity Hurricane Zones) of the Florida Building Code. (The roof deck is usually concealed prior to removing the existing roof system). Common Roofs: Common roofs are those which have no visible delineation between neighboring units (i.e. townhouses, condominiums, etc.). In buildings with common roofs, the roofing contractor and/or owner should notify the occupants of adjacent units of roofing work to be performed. dh� Exposed Ceilings: Exposed, open beam ceilings are where the underside of the roof decking can be viewed from below. The owner may wish to maintain the architectural appearance, therefore, roofing nail penetrations of the underside of the decking may not be acceptable. The Florida Building Code provides the option of maintaining this appearance. onding Water: The current roof system and/or deck of the building may not drain well and may cause water to pond (accumulate) in low -lying areas of the roof. Ponding can be an indication of structural distress and may require the review of a professional structural engineer. Ponding may shorten the life expectancy and performance of the new roofing system. Ponding conditions may not be evident until the original roofing system is removed. Ponding conditions should be corrected. vertlow scuppers (wall outlets): It is required that rainwater flow off so that the roof is not overloaded from a build up of water. Perimeter /edge walls or other roof extensions may block this discharge if overflow scuppers (wall outlets) are not provided. It may be necessary to install overflow scuppers in accordance with the Florida Building Code, Plumbing. a r s entilation: Most roof structures should have some ability to vent natural airflow through the interior of the structural assembly (the building itself). The existing amount of attic ventilation shall not be reduced. It may be beneficial to consider additional venting which can result in extending the service life of the roof. CADOCVME.IkmyLLOCALS -Vrein \S¢CTIOY 1321Aa n C: ntra or's Signatu MM I� At]E MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Tamko Rooting Products, Inc. 220 West Fourth Street Joplin ,MO 64804 Your application for Notice of Acceptance (NOA) of: Tamko BUR Roof System over Wood Deck under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. BUILDING CODE COMPLIANCE OFFICE METRO -DADF: FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -29(11 FAX (305) 375 -2908 CONTRACTOR LICENSING SECTION (305) 375 -2527 FAX (305) 375 -2558 CONTRACTOR ENFORCEMENT DIVISION (305) 375 -2966 FAX (305) 375 -2908 PRODUCT CONTROL DIVISION (305) 375 -2902 FAX (305) 372 -6339 The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01- 0508.01 EXP1R S: 08/23/2006 Raul Rodriguez Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 08/23/2001 Francisco J. Quintana, R.A. Director Miami -Dade County Building Code Compliance Office 11 s0450000pc2000lItemplaceAnopce acceptance corer page.dot Internet mail address: postmaster @buildingeodeonline.com 41) Homepage: http : / /www.buildingcodconline.com TAMKO ROOFING PRODUCTS, INC. ROOFING ASSEMBLY APPROVAL Category: Sub- Category: Deck Type: Maximum Design Pressure Fire Classification: Roofing Built -up Roofing Wood -60 psf See General Limitation #1 Acceptance No:01- 0508.01 Approval Date: August 23, 2001 Expiration Date: August 23,2006 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Product Awaplan 170 FR Dimensions Roll weight: 98 lbs.; 33' 11 "x393/8" Awaplan 170Th Roll weight: 98 lbs.; 33' 11 "x393/8" Awaplan Heat Roll weight: 96 lbs.; WeldmgTM 25' 5" x 39 3 4" Awaplan Premium FRTM Roll weight: 101 lbs.; 33' 11" x 39 3/8,, Awaplan Premium"M Roll weight: 101 lbs.; 33' 11" x 393/8" Awaflcx Awaflcx FR Test Specification ASTM D 6164 Type T ASTM D 6164 Type I ASTM D 6164 Type II ASTM D 6164 Type TT ASTM D 6164 Type II Roll weight: 76 Ibs; ASTM D 5147 33' x 39 -3/8" Roll weight: 76 Ibs; ASTM D 5147 33' x 39 -3/8" Page 2 Product Description A 180 g/m2 polyester reinforced SBS modified bitumen membrane surfaced with granules and treated for additional fire resistance. Applied in hot asphalt or cold adhesive. A 180 g/m2 polyester reinforced SBS modified bitumen membrane surfaced with granules. Applied in hot asphalt or cold adhesive. A 250 g /m2 polyester reinforced SI3S modified bitumen membrane surfaced with granules. Applied by torch and also used as a walkway material. A 250 g/m2 polyester reinforced modified bitumen membrane surfaced with granules. Applied by hot asphalt and also used as a walkway material. A 250 g/m2 polyester reinforced SBS modified bitumen membrane surfaced with granules. Applied in hot asphalt or cold adhesive, and also used as a walkway material. SBS modified cap sheet constructed with a 155gm/m2 non- woven polyester mat saturated with asphalt, coated on both sides with SBS rubber modified asphalt and surfaced with ceramic granules for UV protection. SBS FR modified cap sheet constructed with a 155gm /m2 non- woven polyester mat saturated with asphalt, coated on both sides with SBS rubber modified asphalt, FR treated, and surfaced with ceramic granules for UV protection. Frank Zuloaga, RRC Roofing Product Control Examiner TAMKO ROOFING PRODUCTS, INC. Acceptance No:01- 0508.01 Deck Type 1: Wood, Non - insulated Deck Description: 1942" or greater plywood or wood plank decks System Type E: Base Sheet mechanically attached. All General and System Limitations apply. Base Sheet: One ply of Tamko Glass -Base, Vapor -Chan or Base -N -Pty fastened to the deck as described below: Fastening: (Option #1) Attach base sheet using 11 ga. annular ring shank nails and 1 -5/8" diameter tin caps spaced 9" o.c. in a 4" lap and 9" o.c. in two staggered rows in the center of the sheet. (Meets —52.5 psi; See General Limitation #7.) (Option #2) Attach base sheet using CF Dekfast or #14 Dekfast Fasteners with CF Hex Plates, SFS #12 or 1-ID Insulfixx S, or Buildex Accutrac Fasteners and 3" Square Plates spaced 12" o.c. in a 4" lap and 12" o.c. in two staggered rows in the center of the sheet. (Meets —60.0 psf, See General Limitation #7.) Ply Sheet: Two or more plies of Tam -Glass Premium® or Tam Ply IV ply sheet adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20- 40 lbs. /sq. Cap Sheet: Surfacing: (Optional) One ply of Tam -Cap® adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20 -40 lbs. /sq., (See Tamko application instructions for approved method of installation). (Required if no cap sheet is used) Install one of the following: 1. 1 -1'/2 gallons fibered aluminum coating per square (Tropical Asphalt Products AlumaBrite 120, Tam -Pro FR Aluminum Roof Coating), 3 gallons emulsion roof coating per square, or asphalt surface at an application rate of 20 -25 Ibs.sq.. Coatings shall be applied according to the manufacturers' recommendations regarding specific application rates and weathering. 2. Flood coat with an application rate of 60 Ibs./sq.; plus gravel or slag with an application rate of 400 or 300 lbs. /sq. respectively. Maximum Design Pressure: See Base Sheet Fastening Options above Page 17 Frank Zuloaga, RRC Roofing Product Control Examiner TAMKO ROOFING PRODUCTS, INC. Acceptance No:01- 0508.01 WOOD DECK SYSTEM LIMITATIONS: 1 A slip sheet is required with Ply 4 and Ply 6 when used as a mechanically fastened base or anchor sheet. GENERAL LIMITATIONS: 1. Fire classification is not part of this acceptance, refer to a current Approved Roofing Materials Directory for fire ratings of this product. 2. Insulation may be installed in multiple layers. The first Layer shall be attached in compliance with Product Control Approval guidelines. All other layers shall be adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20 -40 lbs. /sq., or mechanically attached using the fastening pattern of the top layer 3. All standard panel sizes are acceptable for mechanical attachment. When applied in approved asphalt, panel size shall be 4' x 4' maximum. 4. An overlay and/or recovery board insulation panel is required on all applications over closed cell foam insulations when the base sheet is fully mopped. If no recovery board is used the base sheet shall be applied using spot mopping with approved asphalt, 12" diameter circles, 24" o.e.; or strip mopped 8" ribbons in three rows, one at each sidelap and one down the center of the sheet allowing a continuous area of ventilation. Encircling of the strips is not acceptable. A 6" break shall be placed every 12' in each ribbon to allow cross ventilation. Asphalt application of either system shall be at a minimum rate of 12 lbs. /sq. Note: Spot attached systems shall be limited to a maximum design pressure of -45 psf. 5. Fastener spacing for insulation attachment is based on a Minimum Characteristic Force (F') value of 275 Ibf., as tested in compliance with Testing Application Standard TAS 105. If the fastener value, as field- tested, are below 275 lbf. insulation attachment shall not be acceptable. 6. Fastener spacing for mechanical attachment ofanchor/base sheet or membrane attaclunent is based on a minimum fastener resistance value in conjunction with the maximum design value listed within a specific system. Should the fastener resistance be less than that required, as determined by the Building Official, a revised fastener spacing, prepared, signed and sealed by a Florida Registered Engineer, Architect, or Registered Roof Consultant may be submitted. Said revised fastener spacing shall utilize the withdrawal resistance value taken from Testing Application Standards TAS 105 and calculations in compliance with Roofing Application Standard RAS 117. 7. Perimeter and corner areas shall comply with the enhanced uplift pressure requirements of these areas. Fastener densities shall be increased for both insulation and base sheet as calculated in compliance with Roofing Application Standard RAS 117. (When this limitation is specifically referred within this NOA, General Limitation #9 will not be applicable.) 8. All attachment and sizing of perimeter nailers, metal profile, and/or flashing termination designs shall conform with Roofing Application Standard RAS 111 and applicable wind Load requirements. 9. The maximum designed pressure limitation listed shall be applicable to all roof pressure zones (i.e. field, perimeters, and corners). Neither rational analysis, nor extrapolation shall be permitted fior enhanced fastening at enhanced pressure zones (i.e. perimeters, extended corners and corners). (When this limitation is specifically referred within this NOA, General Limitation #7 will not be applicable.) Page 18 Frank Zuloaga, RRC Roofing Product Control Examiner TGFU.R3225 - Roofing Systems Page 1 of 4 Underwriters Laboratories Inc. Page Bottom Guide Information TGFU.R3225 Roofing Systems Questions? Roofing Systems TAMKO ROOFING PRODUCTS INC . 601 N HIGH ST JOPLIN, MO 64801 USA Previous Page I R3225 For Uplift Resistance Classifications, See TGIK Found in this Directory. Pittsburg - Corning foam glass insulation is a suitable alternative for use in any of the following roofing systems. "Awaplan 170 "is a suitable alternate for "Awaplan Premium" in any of the following roofing systems using "Awaplan Premium ". 1 in. min tongue and groove board is a suitable alternate for 1/2 in. plywood decks with all joints blocked. "Versa- Base" or "Versa -Base FR" are suitable alternates for the first base sheet in any oI'the following roofing systems. "Awaplan Premium "is a suitable alternate for "Awaplan Versa - Smooth" in any of the " Awaplan" systems listed below. Awaflex FR is a suitable alternate for Awaplan 170 in any of the following roofing systems. Polyisocyanurate and Polystyrene insulation can be used in any of the following insulated noncombustible systems when covered with a min thickness of 1/2 in. perlite or wood fiber board. "AwaFlex" is a suitable alternate for "Awaplan 170" in any of the following systems. "Awaplan Heat Weld" is a suitable alternate for "Awaplan Premium" and "Awaplan Versa Flex" is a suitable alternate to "Awaplan Versa Smooth ". "Awaflex FR" is a suitable alternate to " Awaplan 170 FR" in any applicable noncombustible http: // database. ul. com /cgi- bin/XYV /template /LISEXT /1 FRAME /showpage.html ?name==... 10/26/2004 TGFU.R3225 - Roofing Systems Page 2 of 4 Classification. "Tam Pro Fibered Emulsion" is acceptable for use in any of the following systems which utilize an emulsion roof coating. ASPHALT FELT SYSTEMS WITH HOT ROOFING ASPHALT "Tam -Ply IV "ply sheet can replace "Tam -Glass Premium" in the following Class A, B or C roofing systems. "Vapor Chan "venting base sheet can replace "Glass- Base" base sheet in the following Class A, B or C roofing systems when limited to noncombustible decks. "Base -N- Ply "is a suitable alternate to "Glass- Base" in any of the following systems. "MasterSmooth "is a suitable alternate to "43 #Base Sheet" in any of the following systems. The following noncombustible systems may be installed over a min 1/2 Type X gypsum hoard mechanically fastened to a combustible deck for the rating to be maintained. Unless otherwise indicated, these constructions may utilize any thickness of perlite, glass fiber, polyurethane, isocyanurate, combination isocyanurate /perlite or polyurethane /perlite insulation hot mopped or nailed. Wood fiber insulation is a suitable substitute on noncombustible decks only. M -3 adhesive may be utilized in any of the following noncombustible roof deck systems. Class A 1. Deck: NC Incline: 3 Base Sheet (Optional): One or more layers Vent -Ply, hot mopped in place. Ply Sheets: Three layers Type 15 perforated asphalt organic felt ( "Tri -Six" ) or four layers conventional Type 15 perforated asphalt organic felt, hot mopped at 25 lb /sq /layer. Surfacing: Gravel, crushed stone or slag. 2. Deck: C -15/32 Incline: 1 Base Sheet: Type 15 asphalt organic felt base sheet, hot mopped. Ply Sheets: Three layers Type 15 perforated asphalt organic felt, hot mopped. Surfacing: Gravel, crushed stone or slag. 3. Deck: C -15/32 Incline: 3 Base Sheet: Type G2 "Glass Base ", "Tam Ply IV ", "Vapor Chan ", "43 lb Base Sheet" or "Tam - Glass Premium ", hot mopped or nailed. Ply Sheets: Min two layers Type GI "Tam -Glass Premium" or "Tam -Ply IV ", hot mopped. Surfacing: Gravel in a flood coat of hot roofing asphalt at 60 lb /sq. http : / /database.ul.com /cgi -bi n/XY V /template /LIS EXT/ 1 FRAME. /showpage.html ?name -... 10/26/2004 TGFU.R3225 - Roofing Systems 4. Deck: NC Incline: 3 Page 3 of 4 Base Sheet: Type G1 "Tam -Glass Premium" or "Tam -Ply IV" ply sheet or Type G2 "Vent -Ply" base sheet, hot mopped or nailed. Ply Sheets: Min 2 layers Type G1 "Tam -Glass Premium" or "Tam -Ply IV ", hot mopped. Surfacing: Gravel in a flood coat of hot roofing asphalt at 60 lb/sq. 5. Deck: C -15/32 Incline: 3 Insulation: 1 in. min glass fiber or perlite, nailed or sprinkle mopped. Base Sheet (Optional): Type G2 base sheet, "43 Ib. Base Sheet ", "Glass- Base" or "Vent -Ply" or Type GI ply sheet. "Tam -Glass Premium" or "Tam -Ply IV ", hot mopped or nailed. Ply Sheets: 3 layers Type GI "Tam -Glass Premium" or "Tam -Ply IV ", hot mopped. Surfacing: Gravel in a flood coat of hot roofing asphalt at 60 lb /sq. 6. Deck: NC Incline: 1 -1/2 Base Sheet: Type G2 "Glass- Base ", "Tam -Glass Premium" or "Tam -Ply IV ", hot mopped. Ply Sheets: Two or more layers Type 01 "Tam -Glass Premium" or "Tam Ply IV ". hot mopped. Surfacing: Type G3 "Tam- Cap ", hot mopped. 7. Deck: NC Incline: 2 Insulation (Optional): 1 -5/16 - 3 -1/4 in. max. in. glass fiber perlite or woodfiber. isocyanurate sprinkle mopped. Base Sheet (Optional): One or more Type G2 "Vent -Ply ", "Vapor- Chan" ; Type 01 "Tam -Glass Premium ", "Tam -Ply IV" or "Glass- Base ", hot mopped. Ply Sheets: One layer "Awaplan Versa- Smooth" surface (modified bitumen), hot mopped or heat fused. Surfacing: Type G3 "Tam- Cap ", hot mopped. 8. Deck: C -15/32 Incline: 1/4 Base Sheet: Type 15 "43# Base Sheet ", Type GI "Tam -Glass Premium ", "Tam -PI) IV " "Glass- Base", nailed. Ply Sheets: Two or more layers Type G1 "Tam -Glass Premium" or "Tam -Ply IV ". hot mopped. Surfacing: Type G3 "Tam- Cap ", hot mopped. 9. Deck: C -15/32 Incline: 1 Base Sheet: One or more layers Type G2 "Glass - Base ", "Versa- Base" or "Vapor - Chan ", hot mopped or mechanically fastened in place. Ply Sheet: One or more layers Type 01 "Tam -Ply IV" or "Tam -Glass Premium ". hot mopped in place. Cap Sheet: Type G3 "Tam- Cap ", hot mopped in place. 10. Deck: C -15/32 Incline: 2 http: / /database.ul. cam /cgi- bin/XYV /template/LISEXT /1 FRAME /showpage.html ?name:... 10/26/2004 TGFU.R3225 - Roofing Systems • Page 4 of 4 Base Sheet: One or more layers Type 15 "43# Base Sheet ", hot mopped or mechanically fastened in place. Ply Sheet: Two or more plies Type G1 "Tam -Ply IV" or "Tam -Glass Premium ", hot mopped in place. Cap Sheet: Type G3 "Tam- Cap ", hot mopped in place. 11. Deck: C -15/32 Incline: 2 Insulation (Optional): Perlite 3/4 in. thick min. or polyisocyanurate, 2 in. thick inin. Base Sheet: One or more layers Type G2 "Glass - Base ", "Versa- Base" or "Vapor- Chan ", hot mopped or mechanically fastened in place. Membrane: One layer "Awaplan Versa - Smooth" (modified bitumen), hot mopped or heat welded. Cap Sheet: Type G3 "Tam- Cap ", hot mopped in place. 12. Deck: NC Incline: 3 Base Sheet: One or more plies "Tam -Ply IV ", hot mopped or mechanically fastened. Ply Sheets: One or more plies "Tam -Ply IV ", hot mopped or mechanically fastened. Surfacing: Gravel, crushed stone or crushed slag, in a flood coat of hot roofing asphalt. http: / /database.ul.com /egi- bin /XYV /template /LISEXT /1 FRAME /showpage.html?name - ... 10/26/2004 '04/2140 s MON 11:84 FA$ $54 878 1042 C ' MINIM T • ur Li- Ju POLYPOAM PRODUCTS,INC. T C N E Polyfoam Products, Inc. 2400 Spring- Stucbnce Road Spring ,TX 77383 -1132 ' MIAMI -DADE COUNTY. FLORIDA METRO -OADE FtAGLER BUILDING BU1LOING COD COMPLIANCE OrPICE MIT 11..OADC F7..A LER OUILOING 140 WWI' 1 O1V R STMT. SUITE 1601 MIAMI. FLORIDA 33130-103 013$1.173.2,001 (30S) 378.iDt1 CONTRA Cttrn LICENSING SI C TI N • (39.1)375.2$17 MX Oa) 375:5$ CONTRACTOR � s 6 } U6 FAX (3U$) 37549os txoDvCrCOterk OLDIVt51ON (303337S -2901 I'AX 00513714330 Your.. application for Notice o € Acceptance (140A) of: Two Component Polyurethcnc Foam Adhesive Types of under Chapter 8 ofthe Coda ofMiturti -D1.dc County govcining the use of Alternate Materials and 'Construction, and completely described herein, has been recommended for acceptance by the Miami -Dad County Building Code Compliance Office (1 CCO);uadcrthe eondidons specified heroin. 1 not be after the cxpiradon data stated. below: BCCO reserves the right to secure this This NOA steal ao valid product or material at any time From a jobsite or paanuf4cturcr's plant for quality control testing. If't is product or material faits to perform in the approved manner: BCCO mny revoke, modify,'or suspend the use of such product or u tutc ial irnrnedlatcly. OCCO reserves the 'right to revoke this approval, if it is determined by BCCO that this product or material fails, to meet the requirements of ;he South Florida Building Code. ; The expense of such testing will be incurred by the rn nufwturcr. . ACCEPTANCE N01: OS 01• .as ' EXPIRES* asrtenf06 i TNT Ts • C• RSH DD r ION. AGF' R at T1 Fxr CONDITIONS tron.DING CODE & rrtODtrre'TltRVTFtiy COIV •R r . $ • 'e' 'This application for i'tod4at Approval has been reviewed by the BCCO and approved by the $vilding Code and Product Review Committee to be used ill IAiami-Dade County, Florida under the conditions set forth above. f�. • Raul Rodriguez Chicr Product Control Division • • t. APPROVED: Ad/t1 • ' 11104540011140A011tto rrpbraebe44o aaeapDt4* caw pate l d 91LlEl'EltS'ON /OE: i411S /OE: It £OOZ LZ (3A1) Francisco 3. Quintana. R.A. Director Miami -Dude County Building Code Conryl ianee Off'' 4O 0/2 /1 11:41 i1=baabo3e 04/21/03 LION 11:54 PAXI a 578 1042 Pgyhasa aducts. a ROOFING ASSEMBLY APPROVAL Oftener!: Roofing Estum floorTile Adhesive Materials; Polyurethane P0L P0A1L PR0DUcTS.INC. • ' t ACCEPTANCE No. 01. 0521.02, Approval Data: JWe 1443001 Expiration Tic: ,may 10,4006 .t 1. SCOPE This approves Potyproci s A11160 as manufacturui by Peiytbam Procinata, Xnc. acs• • described inSeation 2 of this Notice ox Acceptance. For the locations;where the design pressure requirements. as determined by o.pplicalile building code, daps not exceed the design pressure values obtained by calculations la compliance with Roofing Application Standard 1'tAS 127, for use with approved fiat low; and high profile rbof tiles system using • Polyprol) Ali 160. Where the attachment calculations ace done as a moment based system for single patty plalcemctit, and as an uplift bused system for double patty systems 2. PIEtODUCT DESCRIPTION Manufactured by Aoplic;►nt Polyprote AH160 Foamprot® RTF1000 ProPick ®30 & 100 NIA Tmc SpegiGzAinirIS . PA 101 Product • Dfte_._r °n Two component. polyurotiaata . D pcnsang Equtpmesu Dispensing Equip then 2.1 Components or nirnclucts manufactured by others: Any Miami-Dade Couniy Product Control Accoptod RoofTile AFSOfnbly laving a currant NOA which list uplift resistance Values with the use of POlypm Af1160 rooftileladhesivc. . I 22 Typical Physical Properties: ASTM 01622 ASTM D 1 621 Density Compressive Strength Tonsils Strength ASTM D 1623 Water Absorption ASTM D 2127 Moisture Vapor ASTM E 96 Transmission Dimcnsionnt ASTM A 2126 Stability d 01LIStrZII6'ON /OS:II.ls /IS:II 6002 LZ 9 (MLL) t 1.6 Ibsdlt 1 .18 PS1'Paraliol to rise 12 Psi :Perpendicular to rise 3$' PST- Parallel to rise 0.08 tbs./Ft= 3.1 Perin / Inch +0.0714 Volume Ctuungv Ct -400 F..: wevkS +6.0% Voluiuo Chan Humidity. 2 svci:lts 0 la 603 Frank Zu1isa RUIC Product Control Examiner w0b4 et�r L r! op 1L:' z .7103000733 J 04/21/03 YON 11:66 PAX 064 678 1042 urt.w iL.0 P0L7FOAX PRODUCTS. INC. 4. : Pulvfourn Pzyduck,'Ctic. ACCLtiTANCE No. : pt..0521.02 r Nato; The pkysiesi properties Iisted above are presented us typical average values es determined by . accepted ASTM teit methods and are subject to nornuti manufacturing variation. 3. LIMITATIONS , j . ' 3.1. lire classification is not part a tilt acceptance. Refer to thc•Preparcd Roof Tile Assembly for fire rating, 1 . 3,2 Poiypro® Alit. 60 shell solely be used:with fiat, low, & high tile profiles. 3.3 Minimum undcrlayu.ents shall be in compliance with the Roofing Application Standard ftAS 120. 3.4 Root Tile mnn.tfaotures acquiring acceptance) for the 1.4641 orPolyproe A1-111S0 roof tile adhesive with their the assernbfies shalt test in accordance with PA 10 L. 3.5 RootTile manufactures acquiring acceptance for two paddy placement with the Use of Polypro® AH160 roof tile adhesive with their tile easembiies shall test in accordance with PA 101 and with section 10.4 as modified herein_ .f.). : 145 4. INSTALLATION . . 4.1. Polypro® AR160'zy be used with any raaf tile assembly having a current NOA that lists uplift resistance values with the use of Polypro® A1-1160. 4.2 Polypro® AH160 shall be applied in Compliance with the Component Application section and the corresponding Placement Details noted herein, . The roof tilt assembly's adhesivc,attachment with the use of Pelyproe Alt 160 shall provide sufficient attachment resistance, expressed as an uplift based system, to meet or exceed Ihn uplift rrslstantw determined In compliance with h4lami -Clu d'e County 1koafin5 Application Standards It..S 127.. The adhesive attachment data is noted in the roof Inc assembly NOA 4.3 Polypro® Al -1160 roof tile adhesive and its components shall be installed in "co Mamas with Itioc !nnn,.'.pplicaiton Gym i.k1d R4i3 i2O, and rtolyrbarnrroctucte, Lno. Polypro® A►H160 Operating Instruction and Maintenance Booklet. 4.4 Installation must be by a Factory Trained'Qualifted Applieatos .approved and licensed by Polyfoam Products, Inc. Polyfoam Products Inc, shall supply a list of approved applicators to the authority having1uiisdiction. 4.5 Calibration of the Poatnpro'. dispensing equipment is required perore application of any adhesive. The mix ratio between the 'A" component and the' B" component shall be maintained between 1.0 -1.15 (A) : 1.0 (B). The dispense timer shall be set to deliver 0.0175 to 4.15 pounds per tile as determined at calibration, Tro other settings shall be approved. • 4.6 Polypro® At41G0 shall be applied with Coajmpro ttTC1000 or ProPack® 30 & 100 1 dispensing equipment only. • , 4.7 Polypro® A14160 shall nut be exposcd .per nafwuly to with .3 s d 9lLlet+Zll9'ON /OS:11'ls /LS:.L Soot Za 9 (3l1) 004 frank Zuloaga. RAC Product Control Examiner WU Yid /YIP'al.4 12:44 ibVbtfb oir) UKLMNL)U ' 04/21/Q3 MON 11:3S FAX 954 578 ;042 POLY Aid FFODUCTS,INC. • .1 h raam Product_ s Tnc_ ' ACCEPTANCE No. ; 01,- 0521,Q2 , 4 -a Tilos must he adhered in freshly 4ptied 4dhesive. Tile must birset within 2 to 3 minutes after Polypro® AH160 has been:clispensed. 4.9 PolyprveD All 16O placement and minirnupi patty weight shall be in accordance with the 'Placement Details' herein, Each gcncric the profile requires the specific placement noted herein. rmot QUitIO lat 005 Table I: Adhesive Placement Not Each Ci `n JC Tfl Pi oflIC ` TilcProfilt . Plium, nni►t Detail 4u`i * k Pit tltl�r W`iyht : 14Ziu, ( rams) Two Pndtl�'Wci� t pct' paddy Min. ikrart ) Flat, Low. High Profiles. if 1 ` Nish Profile (2 Piccc Barrel) # 1 i #2 17 /side on cap and 34 /pan , NI i Piat, Low. Hilt Profiles Plat, Low High Profiles _i 3 _:_i, , - .. , S • , 5. LABELING All Polyproet AFE160 containers shall comply with the Standard Cpndiilons listed herein. 6, BUILDING PERMIT REQUIREMENTS . 6.1 As required by the Building Official or applicable Bui1diing Code in order to properly evaluate the installation of this system. AO �4 t d 9ILL£tiZltS'4N /OE:1t'1S /Z£:11 SOOZ 1.z S (NW Prank Zuloaga. RRC Product Control Examiner Weeb ti. a. �-.'. a.wv.r .S.. •�c. JVJVVVJJJV 04/21/v AVIV 11:54 rAx 204 678 1042 • Polvfoann Products 'Inc. URLHIYLU AOLTFOA3 ODUCY'0 r INC. q�i, I • • ACCEPTANCE No.: 01 -0 521.02 ADHESIVE HESI'VE P 1J ME1V4EN' DETAIL 1 SINGLE PATTY rib 000 USN* moo adhauftsulm 11 h3:1 isik ishos IOmoo AN Mem Nix • rim own op* tow& 11411 Slush* 0214. • !Yi{11I1Aa111 5 5 d 9L L &tiZ 1 lS 'ON /0£: l l 'is /ZE: l L 8002 LZ 2 (3f 1) • • Frank Zutoaga, RRC L rOducc Contra Examiner w0a3 6/ 1 // 2hb.J 11:4Z JU300ti700 J 04/21/03 YON 11:66 FAX 964 478 1042 • Pcivs49m P['odtrCf5.�T[1C. ur LF -+IYLU POLYFOA�C PRODUCTS .INC. • ACCEPTANT: C No. ; b L 'Q52 t.02 • ADHESIVE PLACEMENT DETAIL 2 SINGLE 1'vn'Y e007 • 9 d 9lL LSt Zrl l9 'ON /0£: t l '1S /Z£: l l £00Z lZ c (3(11) 6 • • } • • Frank Zulnagx, RRC Product:Control Examiner • WOdA W.OrielfiUW.4 14.44 JUJO007;JWO UM—HMUU 04/21./03 MON II: 59 -FAX 954 578 1042 POLIT0411 PRODUCTS . •I.th Pollvfonn: rer_oducts, Inc. a; ACCEPTAN4 No, : 01-0521.02 ADHESIVE PLACEMENT DeTAli. 3 DOUBLk PArry IIITtustt plata consent Old/ Slagle paddy undtr 518016 giddy becalms W 2 la. 7 in. nniat alai pasty man aray re-1U. x In. Singta 4 111. Par on Endo. 1111ffital Staple paddy : Fud an top of illy waolek bat breelattaa COSI edlat yijg thfough p1llc eament • .* 7 L d 9ILLOZLIS'ON/08:n 'IVES:11 £00Z a 9 (3ni) Rank Zialoogal. RIte P ['O&M! *Fonvol Examiner WON . CJd4 <ri ct9p.0 1Z:44 .sbobi a cn S ii4/21/03 YON 11:56 P 54 578. 1042 V • ro 1v roam Protium, Toe. UkLANUU PAGE 09/09 POLYFOAM PRODUCTS, INC. ACCEPTANCE No.: 0 t -o5 t.0i 1. Renewal of this Acccpaancu: (approval) shalt bo considered after a renewal 3pptlattion has bout filed and chc original submitted documents, including test• supporting data, art &inuering documntts. arc no older than eight (h) years. 2, Any and all approved products shall be permanently ithulc:d with tlx: pauuracturcrsr name, city, state, and the following statement: "Mialtti•Dade County Product Control Approval er as specifically reeled in the specific conditions of this Accpotance. 3, Renewals of Acceptance will not be considered if: a. There: has hxhut a change in the South TIorida Building Code. affuedng the evaluation of Ws product and the product is not in oompl'turcc with dto code changes. b. The product is no longer the sane product (identical) as the one originally apprcvtad. c. if me Atseeplane() holder tos not complied with all the ruquirc,mmts of this acceptance, including the correct installation of rite product. d. The engineer who, originally prepared, si cod and sealed the required documentation initially submitted, is no longer practicing the engineering profession. • 4. Any revision or ahangc In the materials, use. ardor manufacture of this product or process shall automatically be cause .for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appiapriatc, fiw) :uu,d granted by this office:. S. Any of the following slmil also be grounds for removal of this Aeceptaneut: a. Unsatisfactory performance of this product or proms. b. Misuse of this Accepta,ticc as an endorsement of any product. {roil salts. advertising or any other purposes, 6. The: Notice ofAe lance numbt:r preceded by the words Miami -Dada County, Florida. and followed by the expiration data may be displayed in advertising literature, If any portion of the Notice of Acceptance is displayed, then it shell be done in its ottirc ty, 7. • A copy of this Acceptance as well as approvcd;drswntbs and other documents, where k appilts, shall be provided to the user by the manufacturer or its distributors and shall bo available for inspection at the job site at of duty:. The engineer need not rescal the copies. 8. Failure to comply with any section of thi a Acceptance shall be cause foe teert,inauon and remotion of ACCCpt.1RCC, t O. This Node* ofAaaaptenea consists of pages 1 through 8, END OF THIS ACCEPTANCE :5 d 911.1£621 l9 'ON/0£: l l '1S /E£: l l EON tZ 9 (3f11) 1:1=1: Zuloagaa. mac Product Control Ecamincr • w08A MIA M I RAQE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Santafe Tile Corporation 8825 NW 951h Street Medley, FL 33178 MIAMI-DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by the BCCO and accepted by the Building Code and Product Review Committee to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Santafe Spanish `S' Clay Roof Tile LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 00- 1212.06 and consists of pages 1 through 5. The submitted documentation was reviewed by Frank Zuloaga, RRC NOA No.: 034125.03 Expiration Date: 02/01/06 Approval Date: 03/25/04 Page 1 of 5 ROOFING ASSEMBLY APPROVAL Category: Sub - Category: Material: Deck Type: Roofing 07320 Roofing Tiles Clay Wood 1. SCOPE This revises a roofmg system using Santa Fe "Santafe `S" Clay Roof Tile, as manufactured Santafe Tile Corporation and described in Section 2 of this Notice of Acceptance. For locations where the pressure requirements, as determined by applicable Building Code does not exceed the design pressure values obtained by calculations in compliance with RAS 127 using the values listed in section 4 herein. The attachment calculations shall be done as a moment based system. 2. PRODUCT DESCRIPTION Manufactured by Test Applicant Dimensions Specifications Santafe `S' Clay Roof Tile Trim Pieces N/A 1= varies w = varies varying thickness 2.1 SUBMITTED EVIDENCE: Test Agency, The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. Redland Technologies Redland Technologies Redland Technologies TAS 112 TAS 112 Product Description One piece high profile clay roof tile equipped with two nail holes. For nail -on, mortar set and adhesive set applications. Accessory trim, clay roof pieces for use at hips, rakes, ridges and valley terminations. Manufactured for each tile profile. Test Identifier 94 -156 -8 94 -156 -9 25- 72054 Project: 07 -07 -00 -91 (307023) 7161 -03 Appendix II 7161 -03 Appendix III P 0402 Test Name/RRport Date Aug. 1994 TAS 101 TAS 102 TAS 101 TAS 100 TAS 108, (Nail -On) March 1995 Sept. 1994 Dec. 1991 Static Uplift Testing Dec. 1991 TAS 102 & TAS 102(A) Withdrawal Resistance Sept. 1993 Testing of Scrw vs smooth shank 'nails NOA No.: 03- 1125.03 Expiration Date: 02/01/06 Approval Date: 03/25/04 Page 2 of 5 Test Agency Redland Technologies Redland Technologies Celotex Corporation Testing Services IBA Consultants, Inc. PRI Asphalt Technologies, Inc. IBA Consultants, Inc. IBA Consultants, Inc. 3. LIMITATIONS Test Identifier Test Name/Report Date P 0647 -01 P 0631 -01 520305 -01 thru 05 2353 -4 SFTC- 003 -02 -01 2353 -70 2353 -71 TAS 108 (Mortar Set) PA 108 (Mortar Set) PA 102 Aug. 1994 July. 1994 June 1999 Restoring Moment Aug. 1999 TAS 101 12/06/02 TAS 101 09/22/03 TAS 101 09/22/03 3.1 Fire classification is not part of this acceptance. 3.2 For mortar or adhesive set tile applications, a static field uplift test shall be performed in accordance with RAS 106. 3.3 Applicant shall retain the services of a Miami -Dade County Certified Laboratory to perform quarterly test in accordance with TAS 112, appendix 'A'. Such testing shall be submitted to the Building Code Compliance Office for review. 3.4 Minimum underlayment shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 3.5 30/90 hot mopped underlayment applications may be installed perpendicular to the roof slope unless stated otherwise by the underlayment material manufacturers published literature. 3.6 This acceptance is for wood deck applications. Minimum deck requirements shall be in compliance with applicable building code. 4. INSTALLATION 4.1 Santafe 'S' and its components shall be installed in strict compliance with Roofmg Application Standard RAS 118, RAS 119 and RAS 120. 4.2 Data For Attachment Calculations Table 1: Average Weight (W) and Dimensions (I x w ) Tile Profile Weight -W (Ibf) Length -I (ft) Width -w (ft) Santafe 'S' 6.7 1.5 0.958 NOA No.: 03-1125.03 Expiration Date: 02/01/06 Approval Date: 03/25/04 Page 3 of 5 Table 2: Aerodynamic Multiplyers- X(ft3) Tile X (ft) X (ft3) Profile Batten Application Direct Deck Santafe 'S' 0.274 0.297 NOA No.: 03-1125.03 Expiration Date: 02/01/06 Approval Date: 03/25/04 Page 3 of 5 Table 3: Restoring Moments due to Gravity - M0 (ft-1W) Tile Profile 2 ":12" 3 ":12" 4 ":12" 5 " :12" 6 ":12" 7 "•12" greater Battens or Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck Battens Direct Deck Santafe 'S' 5.93 5.90 5.85 5.82 5.73 5.69 5.56 5.53 5.32 5.29 5.03 N/A Table 4: Attachment Resistance Expressed as a Moment - Mf (ft-Ibf) for Nail -On Systems Tile Profile Fastener Type Direct Deck Battens Santafe 'S' 2 -12d Ring Shank Nails 21.8 N/A One #8 Screw 29.16' N/A Two #8 Screws 38.28' N/A One #8 Screw w/ Clip 57.31' N/A Two #8 Screws w/ Clip 57.601 61.77' 1. Approved screws as noted 'Product manufactured by others'. I Table 5: Attachment Resistance Expressed as a Moment Mf (ft -Ibf) for Two Patty Adhesive Set Systems Tile Profile Tile Application Minimum Attachment Resistance Santafe 'S' Tile Bond 38.96 28.54 Polyfoam Polypro AH 160TH 2 See manufactures component approval for installation requirements. 3 Flexible Product, Inc. Average weight per patty 10.4 grams. 4 Polyfoam Product, Inc. Average weight per patty 9.4 grams. Table 5A: Attachment Resistance Expressed as a Moment - Mf (ft-Ibf) for Single Patty Adhesive Set Systems Tile Profile Tile Application Minimum Attachment Resistance Santafe 'S' Polyfoam Polypro AH 160TH 63.8° Polyfoam Polypro AH 160T14 61.9" 5 Paddy placement of 63 grams of Polypro AH 1SOTM. 6 Paddy placement of 24 grams of Polypro AH 160T"". 5. LABELING 5.1 All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo, or following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this system. NOA No.: 03-1125.03 Expiration Date: 02/01/06 Approval Date: 03/25/04 Page 4 of 5 PROFILE DRAWING SANTAFE "SANTAFE S" CLAY ROOF TILE END OF THIS ACCEPTANCE NOA No.: 03-1125.03 Expiration Date: 02/01/06 Approval Date: 03/25/04 Page 5 of 5 • • • Of -OS' gs� COMPUTATIONS GROSSMAN RESIDENCE 810 N.E. 95th Street Miami Shores, Florida Mark Campbell, Architect Date: 09/08/2005 ALL COMPUTATIONS AND WRITTEN MATERIALS HEREIN CONSTITUTE ORIGINAL WORK OF THE ENGINEER AND MAY ONLY BE DUPLICATED WITH THE ENGINEERS WRITTEN CONSENT ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 PHONE NO. (305) 891 -5049 FAX. N0. (305) 891 -0504 EB NUMBER: 0007488 PE NO. 35460 ALIAK,BAR ARBAB FL P.E. NO. 35460 51.67 -57.05 rim Eel Almawl 11 tom ow A EAST ELEVATION ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BISCAVNE sunt 508 NORTH MAW, FLORIDA 33181 Sheet No OF: Project: Grossman Residence Drawn By — Date: ARBAB ENGINEERING, INC. Consulting 9 e • Desican Loads • • Roof Ground Floor Wood Truss -Joist / Sheathing : Tile Roofing : Ceiling : Mech 1 Elect / Miscl : Insulation : Total DL : LL : Total : Concrete Slab 4" : Partition : Tile : Mech, Elect & Mscl : Total DL : LL : Total : 8" Masonry Wall : 8" Reinforced Masonry Wall : Grossman Residence 7.00 psf 12.00 psf 6.00 psf 5.00 psf 3.00 psf 2.00 sf 35.00 psf 30.00 psf 65.00 psf 48.33 psf 20.00 psf 20.00 psf 3.00 sf 91.33 psf 40.00 psf 131.33 psf 60.00 psf 100.00 psf 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 -891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Design Wind Pressure Zone Gross Uplift P Net Uplift Wall, Windows & Door Pressure (P.S.F) Roofing (1) Negative -67.25 -67.25 (2) Negative - 122.91 - 122.91 (3) Negative - 122.91 - 122.91 (2) Over Hang - 102.04 - 102.04 (3) Over Hang - 171.61 - 171.61 Long Truss (1) Negative -62.61 -52.61 (2) Negative -90.44 -80.44 (3) Negative -90.44 -80.44 (2) Over Hang - 102.04 -92.04 (3) Over Hang - 171.61 - 161.61 Short Truss (1) Negative -67.25 -57.25 (2) Negative - 122.91 - 112.91 (3) Negative - 122.91 - 112.91 (2) Over Hang - 102.04 -92.04 (3) Over Hang - 171.61 - 161.61 G.T. (1) Negative -64.60 -54.60 (2) Negative - 104.22 -94.22 (3) Negative - 104.22 -94.22 (2) Over Hang - 102.04 -92.04 (3) Over Hang - 171.61 - 161.61 Skew G.T. (1) Negative -67.25 -57.25 (2) Negative - 122.91 - 112.91 (3) Negative - 122.91 - 112.91 (2) Over Hang - 102.04 -92.04 (3) Over Hang - 171.61 - 161.61 a= Grossman Residence 3.00 ft 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 - 891 -0504 • • Input ARBAB ENGINEERING, INC. Consulting Engineers Wind Loads Computations B= L= Mean Roof Height ( H ) = Wall Height = Roof Angle = Roofing Area = Roof Area of OverHang = Long Truss Area = Area of OverHang for Truss = Short Truss Area = Area of OverHang for Truss = GT Area = Area of OverHang for GT = Skew GT Area = Area of OverHang for GT = 17.00 ft 27.00 ft 11.83 ft 8.67 ft 20.67 ° 10.00 ft2 4.00 ft2 176.33 ft2 4.00 ft2 4.67 ft2 4.00 ft2 40.29 ft2 4.00 ft2 5.44 ft2 10.57 ft2 Basic Wind Speed : 146.00 MPH Exposure : C Importance : II ASCE Combinations: No Structure type : Partially Enclosed Structure Rigidity : Rigid Max Opening Height = 5.00 ft See Computer Output : Windward + Leeward 51.20 psf Grossman Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305- 891 -0504 • • Arch Wind 98 : Grossman Residence Wind CASE A 3 Direction CASE B 3 Plan GABLE Any Height A B L AVERAGE WALL PRESSURE : For overturning calculations. WALL LINE PRESSURE AND HEIGHT ABOVE GROUND ACROSS WALLS 1 AND 2 LOAD = 419.51 lb/ft HEIGHT ABOVE GROUND = 5.0 ft ACROSS WALLS 3 LOAD = 461.25 LB/FT HEIGHT ABOVE GROUND = 5.0 ft MAXIMUM ROOF LOAD MAX POS = 28.39 psf MAX NEG = -60.99 psf II 2 1 L Elevation • • ArchWind 98 : Grossman Residence Structures of Any Height Main Wind Resisting System WALL PRESSURE OUTPUT (psf) WALLS 1 AND 2 HEIGHT WINDWARD LEEWARD SIDE ABS WIND +LEE(NO Internal) 1 57.0 -40.6 -53.1 46.6 2 57.0 -40.6 -53.1 46.6 3 57.0 -40.6 -53.1 46.6 4 57.0 -40.6 -53.1 46.6 5 57.0 -40.6 -53.1 46.6 6 57.0 -40.6 -53.1 46.6 7 57.0 -40.6 -53.1 46.6 8 57.0 -40.6 -53.1 46.6 9 57.0 -40.6 -53.1 46.6 WALLS 3 HEIGHT WINDWARD LEEWARD SIDE ABS WIND +LEE(NO Internal) 1 57.0 -45.2 -53.1 51.2 2 57.0 -45.2 -53.1 51.2 3 57.0 -45.2 -53.1 51.2 4 57.0 -45.2 -53.1 51.2 5 57.0 -45.2 -53.1 51.2 6 57.0 -45.2 -53.1 51.2 7 57.0 -45.2 -53.1 51.2 8 57.0 -45.2 -53.1 51.2 9 57.0 -45.2 -53.1 51.2 ROOF OUTPUT PRESSURES (psf) DIST FROM WINDWARD EDGE. POS NEG 0.0 TO 5.9 5.9 TO 11.8 11.8 TO 23.7 23.7 TO END 28.4 -61.0 28.4 -61.0 28.4 -45.2 28.4 -39.8 • • ArchWind 98 : Grossman Residence CONSTANTS USED Dim Perp. to Ridge = 27.00 ft Dim Parallel to Ridge =17.00 ft Roof Angle = 20.67 deg. Mean Roof Height = 11.83 ft Wall Height = 8.67 ft Max Height of Openings = 5.00 ft Gust Factor Walls 1, 2 = 0.85 Gust Factor Walls 3 = 0.85 Gust Factor Roofs = 0.85 Wind Speed, V = 146.0 mph Exposure Cat. = C Importance Cat. = 2 Internal Pressure Exposure coef., Kzi = 0.85 Internal Velocity Pressure, qi = 46.38 psf Internal Pressure Coef., GCPi = 0.55 Topographic Factor, Kzt =1.00 Wind Direction Factor, Kd =1.00 MAIN PRESSURE EQUATIONS ARE AS FOLLOWS: P = qGCp-qi(GCpi) or P = gGCp +gI(GCpi) The worst case of the above are used. If any component across the walls is less than 10 psf, 10 psf is used as a minimum pressure. Constants are described as follows: qi, Internal Velocity Pressure q, Velocity Pressure Kz, Velocity Pressure Exposure Coef. Cp, External Pressure Coef. Main wind force resisting systems are based on ASCE 7 -98 Section 6.5.12.2 CONSTANTS FOR WALLS 1 AND 2: TREATED AS WINDWARD SIDE Kz at Bottom of Wall = 0.85 6 or 5? Kz at Top of Wall = 0.85 q at Bottom of Wall= 46.38 psf q at Top of Wall = 46.38 psf Cp at Bottom of Wall = 0.8 Cp at Top of Wall = 0.8 TREATED AS LEEWARD SIDE Kz = 0.85 q = 46.38 Cp = -0.38 TREATED AS SIDE WALLS Kz = 0.85 q =46.38 Cp = -0.70 CONSTANTS FOR WALLS 3: TREATED AS WINDWARD SIDE Kz at Bottom of Wall = 0.85 Kz at Top of Wall = 0.85 q at Bottom of Wall = 46.38 psf q at Top of Wall = 46.38 psf Cp at Bottom of Wall = 0.8 Cp at Top of Wall = 0.8 TREATED AS LEEWARD SIDE Kz = 0.85 q =46.38 Cp = -0.50 TREATED AS SIDE WALLS Kz = 0.85 q = 46.38 Cp = -0.70 CONSTANTS FOR ROOF: Kz 0.85 q = 46.38 psf Cp values vary and are based on ASCE 7, fig. 6 -3 • • • Archwind 98 : Grossman Residence 3 2 3 3 2 3 2 1 2 2 1 2 3 2 3 3 2 3 a as Gable a a aL COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 MAX = 48.70 1 MIN = -67.25 2 MAX = 48.70 2 MIN = - 122.91 3 MAX = 48.70 3 MIN = - 122.91 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 VALUE = 0.00 VALUE _ - 102.04 VALUE _ - 171.61 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. Hip HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 20.67 deg Eave Height = 11.83 ft Area = 10.00 sf Area of Overhang = 4.00 sf Cp VALUES AREA Cp 1 0.50, -0.90 2 0.50, -2.10 3 0150, -2.10 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V =146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.55 Topographic Factor, Kzt =1.00 Wind Direction Factor, Kd = 1.00 • • • Archwind 98 : Grossman Residence 2 3 3 23 2 1 2 2 1 2 3 2 3 3 2 3 a a a,a, a Gable COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 MAX = 39.42 1 MIN = -62.61 2 MAX = 39.42 2 MIN = - 90.44 3 MAX = 39.42 3 MIN = -90.44 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 j ang' �. VALUE = 0.00 VALUE = - 102.04 VALUE _ - 171.61 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. Hip 8 pr HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 20.67 deg Eave Height = 11.83 ft Area = 176.33 sf Area of Overhang = 4.00 sf Cp VALUES AREA Cp 1 0.30, -0.80 2 0.30, -1.40 3 0.30, -1.40 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.55 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 • • Archwind 98 : Grossman Residence 2 3 3 2 3 2 1 2 2 3 2 3 3 2 3 as Gable a -i ang COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 MAX = 48.70 1 MIN = -67.25 2 MAX = 48.70 2 MIN = - 122.91 3 MAX = 48.70 3 MIN = - 122.91 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 VALUE = 0.00 VALUE = - 102.04 VALUE _ - 171.61 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. h Hip cf of 51 HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 20.67 deg Eave Height = 11.83 ft Area = 4.67 sf Area of Overhang = 4.00 sf Cp VALUES AREA Cp 1 0.50, -0.90 2 0.50, -2.10 3 0.50, -2.10 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.55 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 • Archwind 98 : Grossman Residence 3 3 2 2 1 2 2 1 2 3 2 3 3 2 3 as Gable COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 MAX = 43.24 1 MIN = -64.60 2 MAX = 43.24 2 MIN = - 104.22 3 MAX = 43.24 3 MIN = - 104.22 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 a �ang VALUE = 0.00 VALUE _ - 102.04 VALUE _ - 171.61 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. h Hip to cot s1 HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is Less than or equal to 60 ft high. Roof Angle = 20.67 deg Eave Height = 11.83 ft Area = 40.29 sf Area of Overhang = 4.00 sf Cp VALUES AREA Cp 1 0.38, -0.84 2 0.38, -1.70 3 0.38, -1.70 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.55 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 • • Archwind 98 : Grossman Residence 3 2 3 3 2 3 1 2 2 1 2 3 2 3 3 2 3 a a Gable a a 3 2 _1I 3 COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 1 MAX = 48.70 1 MIN = -67.25 2 MAX = 48.70 2 MIN = - 122.91 3 MAX = 48.70 3 MIN = - 122.91 Over Hang Along Area 1 Over Hang Along Area 2 Over Hang Along Area 3 VALUE = 0.00 VALUE = - 102.04 VALUE = - 170.68 Dimension a = 3.00 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. h 213 2 2'213 Hip HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 20.67 deg Eave Height = 11.83 ft Area = 5.44 sf Area of Overhang = 10.57 sf Cp VALUES AREA Cp 1 0.50, -0.90 2 0.50, -2.10 3 0.50, -2.10 Along Area 1 Over Hang 0.00 Along Area 2 Over Hang -2.20 Along Area 3 Over Hang -3.68 Velocity Pressure Roof, q = 46.38 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.55 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 1.00 ARBAB ENGINEERING, INC. 2 off: 'S j Consulting Engineers Diaphragm Design - Direction "X" Height Tributary = Width = Windward + Leeward = Total Horizontal Load = Total Horizontal Load per Side = Length of Nailing Dir. X = Total Horizontal Load per foot = Nailing Design : Using 10d Nails Allowable Shear per Nail = N° of Nails required per foot = Space required between Nails = Grossman Residence 3.83 ft 27.00 ft 51.20 psf 5.30 kips 2.65 kips 17.00 ft 155.86 Ibs /ft 142.50 Ibs /Nail 1.09 Nails /ft 10.97 inches Use (1) Row of 100 Nails @ 6" c.c. AJ ng the Edge 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Rhone : 305 -891 -5049 Fax : 305 - 891 -0504 • ARBAB ENGINEERING, INC. Consulting Engineers Diaphragm Design - Direction "Y" Height Tributary = 3.83 ft Width = 17.00 ft Windward + Leeward = 51.20 psf Total Horizontal Load = Total Horizontal Load per Side = Length of Nailing Dir. X = Total Horizontal Load per foot = Nailing Design : Using 10d Nails Allowable Shear per Nail = N° of Nails required per foot = Space required between Nails = Grossman Residence 3.34 kips 1.67 kips 27.00 ft 61.79 Ibs /ft 142.50 Ibs /Nail 0.43 Nails /ft 27.68 inches Use (1 ) Row of 10d Nails Co? 6" c.c. Along the Edge, 13 s� 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305- 891 -5049 Fax: 305 -891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers U plift Roof Short Truss : Width Tributary = Spacing = Width Tributary = Spacing = Long Truss : Width Tributary = Spacing = Width Tributary = Spacing = GT: Width Tributary = Spacing = Width Tributary = Spacing = Skew GT: Width Tributary = Spacing = Width Tributary = Spacing = Grossman Residence Inner Part 2.35 ft 2.00 ft Outer Part ( Over Hang ) 2.00 ft 2.00 ft Inner Part 11.50 ft 2.00 ft Outer Part ( Over Hang ) 2.00 ft 2.00 ft Inner Part 11.50 ft 3.35 ft Outer Part ( Over Hang ) 2.00 ft 2.00 ft Inner Part 3.33 ft 3.00 ft Outer Part ( Over Hang ) 3.17 ft 2.46 ft way Uplift = - 531.62 Ibs Gravity = 306.04 Ibs Uplift = - 368.16 Ibs Gravity = 260.00 Ibs Total Uplift = - 899.78 Ibs Total Gravity = 566.04 Ibs Uplift = - 1850.12 lbs Gravity = 1495.00 Ibs Uplift = - 368.16 Ibs Gravity = 260.00 Ibs Total Uplift = - 2218.28 Ibs Total Gravity = 1755.00 Ibs Uplift = - 3634.34 Ibs Gravity = 2507.24 Ibs Uplift = - 368.16 Ibs Gravity = 260.00 Ibs Total Uplift = - 4002.50 Ibs Total Gravity = 2767.24 Ibs Uplift = - 1129.10 Ibs Gravity = 650.00 Ibs Uplift = - 716.51 Ibs Gravity = 506.01 Ibs Total Uplift = - 1845.61 Ibs Total Gravity = 1156.01 lbs 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 -891 -5049 Fax : 305- 891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Short Truss and Beam Maximum Horizontal Forces = Maximum Uplift = Maximum Gravity = Computation for reaction : B= Height = Reaction H = Reaction H = L= Truss Spacing = Reaction H = Reaction V = 51.20 psf 899.78 lbs 566.04 Ibs 17.00 ft 3.83 ft 3.34 Kips 1.67 Kips 27.00 ft 24.00 in 123.58 lbs 899.78 Ibs ( total ) ( per side ) ( per Truss ) ( per Truss ) Type Use: Uplift Lateral Acceptance 1 NVSTA 22 1221.00 1671.00 03- 0224.10 Lateral interaction Horizontal Force + Uplift Farce < Horizontal Capacity Uplift Capacity 123.58 899.78 1671.00 + 1221.00 Grossman Residence ic 0.81 OK! 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 -891 -5049 Fax : 305 - 891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers • Connection Between Long Truss and Beam Maximum Horizontal Forces = Maximum Uplift = Maximum Gravity = Computation for reaction : B= Height = Reaction H = Reaction H = L= Truss Spacing = Reaction H = Reaction V = 51.20 psf 2218.28 lbs 1755.00 lbs 27.00 ft 3.83 ft 5.30 Kips 2.65 Kips 17.00 ft 24.00 in 311.72 lbs 2218.28 Ibs ( total ) ( per side ) ( per Truss ) ( per Truss ) Type Use: Uplift Lateral Acceptance 2 HLPTA75 2125.00 1860.00 03- 0508.04 TA22 1155.00 255.00 01- 0912.05 Lateral interaction Horizontal Force + Uplift Force < ,I Horizontal Capacity Uplift Capacity 311.72 2370.00 Grossman Residence 2218.28 4435.00 Ca► 01- S-5 0.63 OK! 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049. Fax : 305 - 891 -0504 1 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Lonq GT ( Left Side ) and Beam (High Roof ) Maximum Uplift = Maximum Gravity = - 4002.50 lbs 2767.24 Ibs Type Use: Uplift Gravity - Acceptance - 3 2 Ply GT Single Bolted 5800.00 (2) 5/8" Hilt Kwik Bolt Max. Uplift = 5800.00 Ibs Uplift per Leg = 2900.00 Ibs Uplift per Bolt = 2900.00 Ibs Use Hiiti Kwik Bolt II o = 5/8" Allowable Shear = Allowable Tension = TO• OF CONC. BEAM 3826.00 Ibs OK!! '4 2925.00 lbs Min. Embedment (in) = 4.00 Min. Edge Distance (in) = 4.00 Min. c.c. Distance (in) = 6.00 Wood Member Check Material Properties : Checking For Shear : f„= (3v) /(2bd)x(d /d) 1'_4. 9 1/2' d 4' Southern Pine N° 2 v = Shear b = total net width d = net height d' = min. distance from the edge to center of the bolt Allowable Shear = Wet Service factor = Load Duration Factor = Allowable Shear = 175 psi 0.97 0.90 152.78 psi v= b= d= d' = 5800.00 Ibs 3.00 in 36.00 in 20.00 in Condition for a 2 "x 4" member N° 2 Adjustment Factor Adjustment Factor Adjusted 145.00 psi < 152.78 psi ( Allowable Shear) Ok!! Grossman Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305- 891 -5049 Fax : 305-891-0504 • ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Skew GT and Beam Maximum Uplift = Maximum Gravity = - 1845.61 lbs 1156.01 Ibs Type Use: Uplift Gravity Acceptance 4 2 Ply GT Skew 3300.00 - - (2) 518" HIT 150 Hilti Max. Uplift = Uplift per Leg = Uplift per Bolt = 3300.00 Ibs 1650.00 lbs 1650.00 lbs Use Hilti HIT 150 cp = 518" Allowable Tension = 1665.30 Ibs OK!! Min. Embedment (in) = 4.75 Min. Edge Distance (in) = 4.00 Min. c.c. Distance (in) = 6.00 Wood Member Check 40 Material Properties : Checking For Shear : k= (3v) /(2bd)x(d /d') TOP OF CONC. BEAM lq ov TWO PLY TRUSS SKEW (MAX. UPLIFT = 6,2500 Southern Pine N° 2 v = Shear b = total net width d = net height d' = min. distance from the edge to center of the bolt Allowable Shear = Wet Service factor = Load Duration Factor = Allowable Shear = 175 psi 0.97 0.90 152.78 psi v = 3300.00 Ibs b = 3.00 in d = 36.00 in d' = 24.00 in Condition for a 2 "x 4" member N° 2 Adjustment Factor Adjustment Factor Adjusted f„ = 68.75 psi < 152.78 psi ( Allowable Shear) Ok!! Grossman Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 - 891 -0504 1 D.4.1.1 ARBAB ENGINEERING, INC. Consulting Engineers Anchor Bolt Design as per ACI -302 ppN, >Nu (D -1) Nu = 2214.84 Ibs (c/ D.4.4 ( Strength Reduction Factors ) For Bolt Use c) Anchor governed by concrete breakout, side face blowout, pullout, or pryout strength Note : Condition A Condition B i) Shear Loads : 0.75 0.70 ii) Tension Loads : 0.75 0.70 ( Hooked Bolts ) 1) Condition A applies where the potential concrete failure surface are crossed by supplementary reinforcement 2) Condition B applies where such supplementary reinforcement is not provided 3) Strength Reduction Factors are for Service Loads Will Use Condition B = 0.70 0.70 ( For Shear ) ( For Tension ) TENSION D.5.1.2 Nominal Strength of an anchor or group of anchor in tension shall not exceed: Ns= nA30F„t (D -3) n = Number of Anchors ASe = Effective cross section area of an Anchor F,t = Shall not be greater than 1.9 Fy or 125 ksi n= 1 Ase = 0.31 in2 ( For 5/8" Anchor Bolt ) Fut = 58.00 ksi Ns = 17.98 kips Grossman Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 - 891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers D.5.2.1 Nominal Concrete breakout Strength Nob or Nnbg of an anchor or group of anchor in tension shall not exceed : 2‘7 For a single anchor : Ncb= (An /Ano)4'24'3Nb (D-4) Ann = 9 hef 2 het Length of Emb. An = From Fig. RD.5.2.1(b) ACI 318 -02 / 413 Nb = k ../fn hef1.5 k = 24 Cast in place anchors k = 17 Post Installed anchors *2= 1 Ifcmin >1.5hef Cmin = Min. Edge distance of Bolt Cmin = 4.00 < 1.5 he +2= 0.7 + (0.3 Cmin / 1.5 het ) *2= 0.8684211 3 = 1.25 Cast in place anchors *3= 1.40 Post Installed anchors het 4.75 in Ano = 203.06 in2 An = 158.53 in2 *2= 0.8684211 413= 1.40 = 3000.00 psi Nb = 9.64 kips Nth = 9.15 kips 1 Grossman Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305- 891 -0504 1 ARBAB ENGINEERING, INC. Consulting Engineers D.5.3.1 The Nominal Pullout Strength Npr, of an anchor in tension shall not exceed : Np„ _ 4`4Np ( D -12 ) 21 eot-.` Np= 0.9 fo eh do (D -14) 3do <eh <4.5do a = 1 ( worst case for section cracked ) do = 5/8 in eh = 3do= 1.88 in Np = 3.16 kips I Np„ _ 3.16 kips I ooNn= 2.21 kips D.8.1 Minimum Distance center to center D.8.2 Minimum Edge Distance Grossman Residence 4do= 6 do = 2.50 in OK!! 3.75 in OKI! 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 - 891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers 2z tor. --6'i Fastener Schedule No Type Seat / Header Straps / Truss Uplift N.O.A. 1 NVSTA 22 6 10d x 1 1 /2" 24 10d 1221.00 03-0224.10 2125.00 03- 0508.04 2 HLPTA75 2 10d x 1 1/2" (20) 1d x 1 1/2" TA22 s x 10 10d x 1 1/2" 1155.00 01- 0912.05 8 2 Ply GT Single Bolted SEE DETAIL 5800.00 - (2) 5/8" Hilti Kwik Bolt 01- 1001.03 4 2 Ply GT Skew SEE DETAIL 3300.00 (2) 5/8" HIT 150 Hilti 01- 1001.03 11900 Biscayne Blvd., Suite# 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 - 891 -0504 Grossman Residence ARBAB ENGINEERING, INC. Consulting Engineers • Beam Design • L1 = L2 = Loads : 6.67 ft 7.25 ft From Roof : From GT : See Computer Output b= 8.00 in h= 12.00 in Reaction 1 = Reaction 2 = Reaction 3 = Deflection Check : q= P= L= x= Due to Distributed Load: RB -1 / RB -2 = RB -3 / RB-4 (Arched ) L1 A L X .I' .1 Wtrib = Uniform DL = Uniform LL = Point DL = Point LL = x= 13.50 ft 472.50 Ibs /ft 405.00 lbs/ft 1.49 kips 1.28 kips 4.00 ft Use 2 # 6 Top & Bottom w / Stirrups # 3 @ 6" c.c. 3.40 kips 10.60 kips 2.70 kips 73.13 Ibs /in 2767.24 Ibs 80.00 in 4.00 in A = 0.017 in Due to Point Load: A = 0.002 in Total A = 0.019 in D/T = 0.57 D/T = 0.57 D/T = 0.58 Clear Cover = 1.50 in • Maximum Deflection = L/360 = 0.222 in OK!! Grossman Residence fc = 3000.00 psi E = 3.12E +06 psi I = 771.75 in4 lc, = 733.16 in 4 24S of-. 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305- 891 -5049 Fax : 305 -891 -0504 [ Output ] <RB- 1 /RB -2 = RB- 3 /RB -4> Page 1 of 2 PROJECT: RB- 1 /RB -2 = RB- 3 /RB -4 ** *BASIC DATA * ** CODE PIN ALT SWAY LAST MOMRED NO YES YES NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT ft. ft. ksi ksi pcf ksi psi 3 4 0.0 0.0 3.0 60. 145. 40. 273.9 ** *SPAN DATA * ** BM SPAN B D BLFT BRT WLD ft. in. in. in. in. ft. 2 6.7 8.0 12.0 0.0 0.0 0.0 3 7.3 8.0 12.0 0.0 0.0 0.0 * * *UNIF. LOADS * ** BM TYPE LOAD START END WIDTH psf ft. ft. ft. 2 DL 472.5 0.0 6.7 1.0 3 DL 472.5 0.0 7.3 1.0 2 LL 405.0 0.0 6.7 1.0 3 LL 405.0 0.0 7.3 1.0 ** *CONC. LOADS * ** BM TYPE P LOC kips ft. 2 DL 1.5 4.0 2 LL 1.3 4.0 ** *EFFECTIVE COVER (in /mm.) * ** BM LEFT MID RIGHT 2 1.50 1.50 1.50 3 1.50 1.50 1.50 ** *MOMENTS AND SHEARS (kip -ft, kips) * ** BM MLEFT MMID MRITE VLFT VRITE 2 0.0 6.0 -7.6 2.57 5.20 3 -7.6 3.8 0.0 3.73 1.88 ** *REACTIONS (kips) * ** COL R D/T 1 3.4 0.57 2 10.6 0.57 3 2.7 0.58 ** *DEFLECTIONS (in.) * ** BM DEFL. 2 0.29 3 0.20 * ** DESIGN MOMENTS (kip -ft) * ** M -LEFT M -MID M -RITE , AM NO. 2: WKG 0.00 5.99 -7.63 GR WKG 0.00 -1.39 -4.38 COMB ULT 0.00 9.30 -11.66 COMB ULT 0.00 -2.28 -6.13 z Y or-* 5� [ Output ] <RB- 1 /RB -2 = RB- 3 /RB -4> Page 2 of 2 BEAM NO. 3: GR WKG -7.63 3.84 0.00 R WKG -4.38 -2.60 0.00 OMB ULT -11.66 5.97 0.00 COMB ULT -6.13 -4.09 0.00 * ** SHEAR ANALYSIS * ** BM END VU VUS VC VMULT S -MAX kips psi psi in. 2 L 4.0 55.5 109.5 100.0 5.3 2 R 8.0 111.4 109.5 100.0 5.3 3 L 5.7 79.7 109.5 100.0 5.3 3 R 2.9 40.8 109.5 0.0 0.0 * ** REINFORCING STEEL (sq. in., in.) * ** BM ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 0.00 0.00 0.00 0.27 0.00 0.06 0.28 0.00 0.00 10.5 10.5 10.5 3 0.28 0.00 0.00 0.17 0.00 0.12 0.00 0.00 0.00 10.5 10.5 10.5 ** *REINFORCING * ** 2 S �l - 5 LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS VERT.RIGHT STIRRUPS NO. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. LEGS NO.SIZE SPAC. 2 2# 5 0# 0 1 2# 5 0# 0 1 2 [ 4 # 3 @ 5" 2 [ 9# 3@ 5" 3 0# 0 0# 0 1 2# 5 0# 0 1 2 [ 6 # 3 @ 5" 0 [ 0# 0@ 0" 3R* 0# 0 1 * TOP BARS AT RIGHT END NOTES: (1) TOP LONG bars are assumed to be fully effective over both adjacent supports (see Bar Placement Diagram in the CONBM documentation). (2) Bar letters refer to the Bar Placement Diagram found in the CONBM program documentation. (3) Bar schedule does not necessarily satisfy reversal and compression steel requirements, as noted in the * ** REINFORCING STEEL * ** table. End of CONBM L1 = L2 = L3 = Loads : 8.00 ft 7.00 ft 8.00 ft From Roof : From GT : See Computer Output b= 8.00 in h= 12.00 in Reaction 1 = Reaction 2 = Reaction 3 = Reaction 3 = Deflection Check : 9= P= L= x= Due to Distributed Load: ARBAB ENGINEERING, INC. Consulting Engineers Beam Design RB -5 / RB-6 / RB -7 (Arched ) L1 L A L A ir Wtrib = 6.00 ft Uniform DL = 210.00 lbs/ft Uniform LL = 180.00 Ibs /ft Point DL = 0.00 kips Point LL = 0.00 kips x= 0.00 ft b Use 2 # 6 Top & Bottom w / Stirrups # 3 @ 6" c.c. 1.60 kips 4.20 kips 4.20 kips 1.60 kips 32.50 lbs/in 0.00 Ibs 96.00 in 0.00 in 0.016 in Due to Point Load: A = 0.000 in Total = 0.016 in D/T = 0.63 D/T = 0.63 D/T = 0.63 D/T = 0.63 Clear Cover = 1.50 in fc = 3000.00 psi E = 3.12E +06 psi I = 771.75 in4 I=. = 733.16 in" 40 Maximum Deflection = L/360 = 0.267 in OK!! Grossman Residence 11900 Biscayne blvd, Suite # 508 North Miami, Fla 33181 Phone : 305 -891 -5049 Fax : 305-891-0504 [ Output ] <RB- 5 /RB- 6 /RB -7> Page 1 of 2 PROJECT: RB- 5 /RB- 6 /RB -7 ** *BASIC DATA * ** CODE PIN ALT SWAY LAST MOMRED NO YES YES NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT ft. ft. ksi ksi pcf ksi psi 3 5 0.0 0.0 3.0 60. 145. 40. 273.9 ** *SPAN DATA * ** BM SPAN B D. BLFT BRT WLD ft. in. in. in. in. ft. 2 8.0 8.0 12.0 0.0 0.0 0.0 3 7.0 8.0 12.0 0.0 0.0 0.0 4 8.0 8.0 12.0 0.0 0.0 0.0 * * *UNIF. LOADS * ** BM TYPE LOAD START END WIDTH psf ft. ft. ft. 2 DL 210.0 0.0 8.0 1.0 3 DL 210.0 0.0 7.0 1.0 4 DL 210.0 0.0 8.0 1.0 2 LL 180.0 0.0 8.0 1.0 3 LL 180.0 0.0 7.0 1.0 4 LL 180.0 0.0 8.0 1.0 * * *CONC. LOADS * ** 1110BM TYPE P LOC kips ft. 2 LL 0.0 0.0 ** *EFFECTIVE COVER (in /mm.) * ** BM LEFT MID RIGHT 2 1.50 1.50 1.50 3 1.50 1.50 1.50 4 1.50 1.50 1.50 ** *MOMENTS AND SHEARS (kip -ft, kips) * ** BM MLEFT MMID MRITE VLFT VRITE 2 0.0 2.8 -3.0 1.22 1.90 3 -3.0 0.8 -3.0 1.42 1.42 4 -3.0 2.8 0.0 1.90 1.22 ** *REACTIONS (kips) * ** COL R D/T 1 1.6 0.63 2 4.2 0.63 3 4.2 0.63 4 1.6 0.63 ** *DEFLECTIONS (in.) * ** BM DEFL. 2 0.20 3 -0.06 0.20 * ** DESIGN MOMENTS (kip -ft) * ** M -LEFT M -MID M -RITE ,[ Output ] <RB- 5 /RB- 6 /RB -7> Page 2 of 2 BEAM NO. 2: GR WKG 0.00 R WKG 0.00 OMB ULT 0.00 COMB ULT 0.00 2.78 -0.18 4.23 -0.31 -3.00 -1.77 - 4.57 - 2.48 BEAM NO. 3: GR WKG -3.00 0.79 -3.00 GR WKG -1.77 -1.19 -1.77 COMB ULT -4.57 1.31 -4.57 COMB ULT -2.48 -1.86 -2.48 BEAM NO. 4: GR WKG -3.00 2.78 0.00 GR WKG -1.77 -0.18 0.00 COMB ULT -4.57 4.23 0.00 COMB ULT -2.48 -0.31 0.00 * ** SHEAR ANALYSIS * ** BM END VU VUS VC VMULT S -MAX kips psi psi in. 2 L 1.9 26.0 109.5 0.0 0.0 2 R 2.9 40.2 109.5 0.0 0.0 3 L 2.2 30.4 109.5 0.0 0.0 3 R 2.2 30.4 109.5 0.0 0.0 4 L 2.9 40.2 109.5 0.0 0.0 4 R 1.9 26.0 109.5 0.0 0.0 ** REINFORCING STEEL (sq. in., in.) * ** BM ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 0.00 0.00 0.00 0.12 0.00 0.01 0.13 0.00 0.00 10.5 10.5 10.5 3 0.13 0.00 0.00 0.04 0.00 0.05 0.13 0.00 0.00 10.5 10.5 10.5 4 0.13 0.00 0.00 0.12 0.00 0.01 0.00 0.00 0.00 10.5 10.5 10.5 Z. 5? Pr 57 ** *REINFORCING * ** LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS VERT.RIGHT STIRRUPS NO. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. LEGS NO.SIZE SPAC. 2 2# 5 0# 0 1 2# 5 0# 0 1 0 1 0 # 0 @ 0" 0 [ 0# 0@ 0" 3 0# 0 0# 0 1 2# 5 04 0 1 0 [ 0 # 0 @ 0" 0 [ 0# 0@ 0" 4 2# 5 0# 0 1 2# 5 0# 0 1 01 0# 0@ 0" 01 0# 0@ 0" 4R* 0# 0 1 * TOP BARS AT RIGHT END NOTES: (1) TOP LONG bars are assumed to be fully effective over both adjacent supports (see Bar Placement Diagram in the CONBM documentation). (2) Bar letters refer to the Bar Placement Diagram found in the CONBM program documentation. (3) Bar schedule does not necessarily satisfy reversal and compression steel requirements, as noted in the * ** REINFORCING STEEL * ** table. •End of CONBM Wall Geometry : Reinforcing : Loads : ARBAB ENGINEERING, INC. Consulting Engineers Masonry Column ( Worst Case ) Unbraced Wall Height = Wall Thickness = Tributary Wall Width = 8.67 ft 8.00 in 2.00 ft Bar N° = 5 N° of Bar = 1 Units Bar Location = center Windload = Vertical Load : From Roof : DL = LL = Total DL = Total LL = See Computer Output : Grossman Residence 51.20 psf 2.65 kips 1.55 kips 2.65 kips 1.55 kips 2 11900 Biscayne Blvd, Suite # 508 North Miami, Florida 33181 Phone : 305 - 891 -5049 Fax : 305 - 891 -0504 • [ Output ] < Masonry Column> Page 1 of 2 Job Title: Maso 4110WARNING: ACI provisions 5.9.1.4 are not met. reinforcement percentage should be within 0.25% and 4% of the net masonry area. INPUT DATA GENERAL DATA BUILDING CODE = ACI 530 -92 /ASCE 5 -92 Fm : MASONRY Fs : REINFORCING Fsc: REINFORCING = 1500 psi = 24000 psi 0 psi ELASTIC MODULUS = 1350 Ksi MODULAR RATIO = 21.48 PILASTER UNIT WEIGHT = 100 psf SPECIAL INSPECTION ? = YES WALL DATA TOTAL HEIGHT = 8.67 ft TRIB. WALL WIDTH UNSUPPORTED HEIGHT = 8.67 ft PILASTER WEIGHT PILASTER DEPTH = PILASTER WIDTH = PILASTER GROSS AREA = 8.00 in 24.00 in 180.14 in ^2 LOAD DATA 410 GIRDER DEAD LOAD = 2650.00 lb GIRDER LIVE LOAD = 1550.00 lb GIRDER LOAD ECC. = 0.00 in REINFORCEMENT DATA REBAR SIZE " #" = 5 # BARS E/F = 0 DEPTH TO REINF = 5.00 in ANALYSIS RESULTS ALLOWABLE STRESSES AXIAL STRESS = 370 psi BENDING STRESS: Masonry : 499 psi Steel 24000 psi COLUMN LOCAT <VERTICAL LOADS> DEAD LIVE LOAD LOAD (lb's) (lbs) WIND LOAD SEISMIC FACTOR WALL WEIGHT = 2.00 ft = 125.10 plf = 51.20 plf = 0.00 = 100.00 psf AREA OF STEEL = 0.307 in ^2 REBAR % = 0.260 % ««««< ACTING MOMENTS » » » »> DEAD LIVE WIND SEISMIC LOAD LOAD LOAD LOAD (1b -ft) (1b -ft) (lb -ft) (lb -ft) AT TOP AT MIDHEIGHT LOAD CASE 2650 1550 3192 1550 0 0 0 0 962 0 «««««< LOAD FACTORS » » » » »> DEAD LIVE WIND SEISMIC COLUMN LOCAT. LOAD LOAD LOAD LOAD 70 51 [ Output ] <Masonry Column> Page 2 of 2 1 AT TOP 0.00 0.00 0.00 0.00 • 2 AT TOP 1.00 0.00 0.00 0.00 3 AT MIDHEIGHT 1.00 0.00 0.00 0.00 4 AT MIDHEIGHT 1.00 1.00 0.00 0.00 5 AT MIDHEIGHT 1.00 0.00 1.00 0.00 6 AT MIDHEIGHT 1.00 1.00 1.00 0.00 ««««« ACTUAL STRESSES »» » »» COMBINED « BENDING » « BENDING » LOAD MOMENTS AXIAL MASONRY STEEL « COMBINED STRESSES » CASE (lb -ft) (psi) (psi) % MAX (psi) % MAX ACTUAL MAX STATUS 1 0 0 0 0.00 0 0.00 0.000 : 1.00 GOOD 2 0 14 0 0.00 0 0.00 0.029 : 1.00 GOOD 3 0 22 0 0.00 0 0.00 0.046 : 1.00 GOOD 4 0 34 0 0.00 0 0.00 0.068 : 1.00 GOOD 5 962 22 197 0.39 16186 0.67 0.441 : 1.33 GOOD 6 962 34 197 0.39 16186 0.67 0.463 : 1.33 GOOD End of PILASTER • • • Loads : Footing Dimensions : ARBAB ENGINEERING, INC. Consulting Engineers Footing Design Footing -1 Wall Thickness = 8.00 in Wall Type = Masonry Soil Bearing Capacity = 2000 psf From Roof : Width Tributary = DL = LL = From Wall : Height = DL = Total : See Computer Ouput : • Use : Grossman Residence 7.00 ft 245.00 Ibs /ft 210.00 Ibs /ft 0.00 ft 0.00 Ibs /ft DL = 245.00 Ibs /ft LL = 210.00 Ibs /ft Width = Height = 24.00 in 12.00 in (3 ) # 5 Continuous Bottom # 4 @ 24" c.c. S.W. Bottom Z of =' 59 11900 Bicayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 -891 -5049 Fax : 305 - 891 -0504 [ Output ] < Footing F -1> Page 1 of 1 •ROJECT: Footing F -1 WALL FOOTING DATA: TYPE TW BF QA PLL PDL PV TV CTR in. ft. psf ( kips /feet ) in. 1 8.00 2.00 2000. 0.21 0.25 0.00 0.00 1 DESIGN DATA: FC FY DMIN DMAX MINS MAXS CLRB CLRT ksi ksi ( inches ) ( inches ) 3.00 60. 12.0 12.0 #5 #5 3.00 3.00 FOOTING SIZE: WIDTH THICK 2'- 0" X 12" WALL FOOTING PARAMETERS: BL BR XBAR CL CR QS QDL ( inches ) in. in. in. psf psf 8 8 0.00 2.00 2.00 227 122 TRANSVERSE REINFORCING: #5 @14.0" X 1'- 6" bottom layer As Areq'd d 0.27 0.26 8.69 LONGITUDINAL REINFORCING: 2 #5 bottom, 2nd layer, continuous •UANTITIES PER LINEAR FOOT OF WALL FOOTING: Reinf. Concr. (lbs) (cu.ft.) 3.47 2.00 End of WALLFOOT • Loads : ARBAB ENGINEERING, INC. Consulting Engineers 9-F tin 2- Width = Length = Thickness = Soil Bearing Capacity = From Steel Column 2 : Total : See Computer Ouput : Use Grossman Residence 36.00 in 36.00 in 12.00 in 2000,00 psf DL = 4.00 kips LL = 3.00 kips Uplift = 0.00 kips DL = 4.00 kips LL = 3.00 kips Uplift = 0.00 kips (4) #5E.W. Bottom 11900 Bicayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 - 891 -0504 ( Output ] < Footing F -2> Page 1 of 1 1 JOB TITLE: Footing F -2 * * * ** GEOMETRIC DATA * * * ** BMIN 3.00 feet TMIN 12.00 inches L/B INCR 1.00 BMAX 3.00 feet BCOL 4.00 inches LMIN 3.00 feet DCOL 4.00 inches LMAX 3.00 feet H 2.00 feet * * * ** LOAD DATA * * * ** PD 4.00 kips MD 0.00 ft -kips WD 0.0 psf PL 3.00 kips ML 0.00 ft -kips WL 0.0 psf PW 0.00 kips MW 0.00 ft -kips * * * ** MATERIAL PROPERTIES AND REINFORCING DATA * * ** QMAX 2000.0 psf BARMIN 5 DP 3.00 inches GAM 100.0 pcf BARMAX 5 FC 3.0 ksi SPAMIN 4.00 inches FY 60.0 ksi SPAMAX 24.00 inches CASE SERVICE SERVICE SOIL PRESSURE STRESS SERVICE MOMENTS SERVICE SHEARS LOADS MOMENT MIN MAX LENGTH LONG. TRANS. LONG. TRANS. kips ft -kips psf psf feet ft -kips ft -kips kips kips 1 6.20 0.00 688 688 3.00 1 1 1 1 2 9.20 0.00 1021 1021 3.00 2 2 1 1 3 4.65 0.00 516 516 3.00 1 1 0 0 4 4.65 0.00 516 516 3.00 1 1 0 0 5 6.90 0.00 766 766 3.00 1 1 1 1 6 6.90 0.00 766 766 3.00 1 1 1 1 REQUIRED REINFORCING CASE LONGITUDINAL TRANSVERSE sq(in/mm) sq(in /mm) TOP BOT TOP BOT 1 0.00 0.78 0.00 0.78 2 0.00 0.78 0.00 0.78 3 0.00 0.78 0.00 0.78 4 0.00 0.78 0.00 0.78 5 0.00 0.78 0.00 0.78 6 0.00 0.78 0.00 0.78 DEVELOPMENT LENGTH DICTATES BAR QUANTITY * * * * *,r* SIZE * * * * * * * ** WIDTH LENGTH THICKNESS ft ft in 3.00 3.00 12.00 * * * * * * * * * * * * * * * * * * * * * * * ** REBAR * * * * * * * * * * * * * * * * * * * * * * * * * * ** LONG WAY SHORT WAY AS /COL TOP BOT TOP BOT sq (in /mm) 0 # 0@ 0.00 4 # 5 @10.00 0 # 0@ 0.00 4 # 5810.00 0.00 End of rectfoot ARBAB ENGINEERING, INC. Consulting Engineers P.T. Wood Anchor Bolt Ledger Type 1 Anchor Bolt P.T. Wood (1 ) P.T. Wood 2" x 8" continuous along the wall with 5/8" Hilti kwik Bolt -II min. 6" embedment spaced at 24" c.c., NOA : 01- 1001 -.03 Bolt Diameter = Bolt Area = Min. Embedment = Vertical Load = W tributary = Load = spacing = Shear per Bolt = Effective Height ( H ) = Effective Width (W) = N° of Ledger = Shear ( Bolt) = Tension ( Bolt) = Ledger Check f„= (3v) /(2bd)x(d /d') 5/8 in 0.31 in2 6.00 in 80.44 psf 1.00 ft 80.44 Ibs /ft 2.00 ft 160.88 Ibs 7.50 in 1.50 in 1 Units 160.88 Lbs 64.35 Lbs ( Bolt Place @ Midheight of the ledger ) v = Shear b = total net width d = net height d' = min. distance from the edge to center of the bolt v= b= d= d' _ Allowable Shear = Wet Service factor = Load Duration Factor = Allowable Shear = 160.88 Ibs 1.50 in 7.50 in 3.75 in 175 psi 0.97 0.90 152.78 psi Condition for a 2 "x 8" member N° 1 Adjustment Factor Adjustment Factor Adjusted 1 f„ = 42.90 psi < 152.78 psi ( Allowable Shear ) OKI! 11900 Grossman Residence Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305-891-0504 D.4.1.1 ARBAB ENGINEERING, INC. Consulting Engineers Anchor Bolt Design as per ACI -302 ppNn > Nu (D -1 ) �PVn V� (D -2 ) Nu = 85.59 Ibs Vu = 213.97 Ibs D.4.4 ( Strength Reduction Factors ) For Bolt Use c) Anchor govemed by concrete breakout, side face blowout, pullout, or pryout strength Note : Condition A Condition B i) Shear Loads : 0.75 0.70 ii) Tension Loads : 0.75 0.70 ( Hooked Bolts ) 1) Condition A applies where the potential concrete failure surface are crossed by supplementary reinforcement 2) Condition B applies where such supplementary reinforcement is not provided 3) Strength Reduction Factors are for Service Loads Will Use Condition B _ _ 0.70 0.70 ( For Shear ) ( For Tension ) TENSION D.5.1.2 Nominal Strength of an anchor or group of anchor in tension shall not exceed: Ns = n ASe Fut (D -3 ) n = Number of Anchors Ase = Effective cross section area of an Anchor Fut = Shall not be greater than 1.9 Fy or 125 ksi n =1 Ase = 0.31 in2 ( For 5/8" Anchor Bolt ) Fut = 58.00 ksi N$ = 17.79_ kips Grossman Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305- 891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers D.5.2.1 Nominal Concrete breakout Strength Ncb or N0bg of an anchor or group of anchor in tension shall not exceed : For a single anchor : Ncb= (An / An. )`I'2 413 Nb (D-4) An0 = 9 hef 2 he= Length of Emb. An = From Fig. RD.5.2.1(b) ACI 318 -02 / 413 Nb k V f c hef" k = 24 Cast in place anchors k = 17 Post Installed anchors 412= 1 If cmin > 1.5 he Cmin = Min. Edge distance of Bolt Cmin = 3.75 < 1.5 hef ''2= 0.7 +(0.3Cmin /l.5hef) *2= 0.825 413= 1.25 Cast in place anchors 'Y3= 1.40 Post Installed anchors he= 6.00 in Ano = 324.00 in2 An = 229.50 in2 4'2= 0.825 'Y3= 1.40 f c = 3000.00 psi Nb = 13.68 kips Nth = 11.20 kips Grossman Residence Avg 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305 - 891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers D.5.3.1 The Nominal Pullout Strength Non of an anchor in tension shall not exceed : Npn ='I'4Np (D -12) Np = 0.9 f C eh do (D -14 ) 3 do< eh < 4.5 do = 1 ( worst case for section cracked ) do = 5/8 in eh = 3 do = 1.88 in No = 3.16 kips Npn = 3.16 kips cpNn- 211 kips SHEAR D.6.1.2 Nominal Strength of an anchor or group of anchor in Shear shall not exceed: V$= 0.6nAseFut (D -18) n = Number of Anchors AS0 = Effective cross section area of an Anchor Fut = Shall not be greater than 1.9 Fy or 125 ksi [� n= 1 As8 = Fut= 0.31 in2 ( For 5/8" Anchor Bolt ) 58.00 ksi Vs = 10.68 kips Grossman Residence 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Ve op D.6.2.1 Nominal Concrete breakout Strength Vab or Vcbp of an anchor or group of anchor in shear shall not exceed : For a single anchor : ( Shear Perpendicular to the edge ) VCb= (Av /Avo) 4's4'7Vb (D -20 ) Avo = 4.5 c12 (D -22 ) c1= edge distance Av = From Fig. RD.6.2.1(b) ACI 318 -02 / 421 Vb = 7 (1/ do )O.2 Jdofc (c1)1.5 (D -23 ) 4,s = 1 4's= 0.7 +0.3(c2/1.5c1 if c2 > 1.5 c1 ifc2 <1.501 4s = 1 417 = 1 Worst case c1= 3.75 in No = 63.28 in` Av = 67.50 1n` do = 0.625 in fc = 3000.00 psi Vb = 2.42 kips Vcb = 2.58 kips 1 D.6.3.1 The Nominal Pryout Strength Vpn of an anchor in shear shall not exceed : Vcp = KopNcb (D -28 ) Nab= (An / Ano) 4'24'3 Nb Kop =2 (forhef >2.5in) Nee = 11.20 kips Vcp = 22.39 kips 'pvn= 1.81 kips Grossman Residence (D-4) 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305- 891 -0504 ARBAB ENGINEERING, INC. Consulting Engineers D.7.3 Interaction of tensile and shear forces Nu V �PNn + V < 1.2 S° n 85.59 213.97 2214.8 + 1805.50 ° 0.2 OK!! D.8.1 Minimum Distance center to center 4 do = 2.50 in OK!! D.8.2 Minimum Edge Distance 6 do = 3.75 in OK!! Grossman Residence ar 51 11900 Biscayne Blvd., Suite # 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Ll2 Ledger Schedule Mark Description Fastener L -1 (1 ) 2" x 8" 5/8" Hilti Kwik Bolt II @ 24" c.c. 6" min. Emb. 11900 Biscayne Blvd., Suite# 508 North Miami, Fla 33181 Phone : 305 - 891 -5049 Fax : 305- 891 -0504 Grossman Residence -' AL ARBAB ENGINEERING, INC. CONSULTING ENGINEERS 11900 BI5CAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 Pro; No. Grossman OF. i 2 Ply Truss Connection Drawn By. _ Date: File: — / �` =, PHONE NO. (305) 891 -5049 FAX. NO. (305) 891 -0504 ' 12" 1� 91/2 a VARIES 2" TO 1'�" el © 7 i 1� � 1,/e /4 T1P. TO CO CONC. OF BEAM � `. __. 00 3 1. 1‘ Ngli o 20 GA. SHEET METAL �d 4 . d • O . d . D d 4' d v ih L_• '0 3 �.a3 g•• 0 O 1+) d ao Q. . • • 1 i--P • d 3•i .4 r f —sal • " . • • © i d 4 . ' ■ ■ �■ MIN. EMBEDMENT (TYPICAL) . ■ ' A 1' •4" 1' -4" 32° 1 TWO PLY TRUSS (MAX. UPUFT = 5,800 #) ® \ . vi ui , - ,Po WI • SCHEDULE MARK DESCRIPTION MARK DESCRIPTION 1 ANGLE 3'x3 "x1/4" W/ EXTENDED LEG (Fy=36 KSI), SEE DWG. 5 (2) 5/8" HILTI KWIK BOLTS II 2 STEEL PLATE 9 1/2 "x4 "x1/4" (Fy=36 KSI) 6 PREFABRICATED TWO PLY TRUSSES CONN. 3 NOT IN USE 7 MIN. 5/8" EXTERIOR GRADE PLYWOOD. SEE PLAN FOR NAILING REQ. 4 ONE (1) 5/8" DIAM. THRU BOLT FOR TWO PLY TRUSS 8 MIN. 8 "x12' CONC. 11E BEAM (f c =3,000 PSI, MIN.) g CONCRETE MASONRY BLOCK PLATE ASSEMBLY CONNECTION 3 511 _� %CI_, �� - ARBAB ENGINEERING INC, CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 NORTH MIAMI, FLORIDA 33181 Pro ect o Grossman Residence Two Ply Truss Skew Drawn By: — Date: - File: — PHONE NO. (305) 891 -5049 FAX. NO. (305) 891 -0504 0 i" %I. Fill ,4 "Tom. TOP OF CONC. BEAM �„��,' 3 1• /' 0 1 1 0 1 4" IJ d- ' NI *. 12" 0 / O CORNER VARIES 7" TO 11'.000 -, TWO PLY TRUSS SKEW (MAX. UPLIFT = 3,300 #) �pII a� < ' .6 20 GA. SHEET METAL © 4,/ 0 1 . !tti, 0 0 a e..• 0 ■ ■ ■ ■ ■ ■ SECTION TOP VIEW 1 SCHEDULE MARK DESCRIPTION MARK DESCRIPTION 1 STEEL PLATER "xVARIESx1 /4" (Fy=36 KSI), SEE DWG. 5 (2) 5/8" HILTI HIT HY 150, 5" MIN. EMB. 2 STEEL PLATE 10 "(MIN.) x 4 "x1/4" (Fr 36 KSI) 8 PREFABRICATED TWO PLY TRUSSES 3 STEEL PLATE 7 1/2" x 8" (Fy=36 KSI), SEE DWG. 7 MIN. 8 "x12" CONC. TIE BEAM (4=3,040 PSI, MIN.) 4 ONE (1) 5/8" DIAM. THRU BOLT FOR TWO PLY TRUSS 8 CONCRETE MASONRY BLOCK PLATE ASSEMBLY CONNECTION BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) iF �r NIIAMI DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 Nu -Vue Industries, Inc. 1053 -1059 East 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material flails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors NVTP, NVHTA, NVSTA & NVHC. • APPROVAL DOCUMENT: Drawing No. NU -1, sheets 1 through 2, titled "Truss Anchors and 5-Way Clip & Truss and Top Plate Anchors," with no revisions, dated 05/29 /00, prepared by Nu -Vue Industries, Inc. signed and sealed by V. N. Tolat, PE, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's norm or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has -been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA# 00- 0327.03 consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Candido F. Font PE. • NOA No: 03- 0224.10 Expiration Date: May 22, 2008 Approval Date: April 17, 2003 Page 1 Nu -Vue Industries, Inc. A 1. ro Vi NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED (For File ONLY. Not part of NOA) DRAWINGS Drawings prepared by Nu -Vue Industries, Inc., titled "Truss and Top Plate Anchors" and "Truss Anchors and 5-Way Clip ", drawing No. NU -1, sheets l and 2, dated 05/29/2000 with no revisions, signed and sealed by V. N. Tolat, PE. B TEST Test reports on wood connectors per ASTM D1761 by Atec Associates, Inc., signed and sealed by P. G. Read, Report No. 1. 03697.0001 2. 03697.0001 3. 03697.0001 4. 03697,000 1. C 1. 2 3. 4. 5. PE. Wood Connector NVSA44 NVHC NVBH24 NVHTA Direction Down Lateral & Uplift Down & Up Lateral & Uplift Date 11/27/96 11/27/96 11/27/96 11/27/96 Test reports on wood connectors per ASTM D1761 by QCM Metallurgical, Inc. signed and sealed by F. Grate, PE. Report No. Wood Connector 6EM -1364 NVTP4 CALCULATIONS Report of Design Capacities Product Model NVHTA NVBH NVSA NVHC NVTP prepared by V. N. Tolat No. of Pages 2 through 4 5 through 5 7 through 7 • 6 through 6 1 through 1 Direction Uplift Date 12/06/96 12/06/96 12/06/96 12/06/96 12/06/96 Date 07/17/96 Signature V. N. Tolat, PE V. N. Tolat PE. V. N. Tolat, PE V. N. Tolat, PE V. N. Tolat, PE. D STATEMENTS • . 1. No Financial Interest letter issued by Vipin N. Tolat PE. on 12/18/96 signed and sealed by V. N. Tolat, PE. 2. No change letter issued by Nu -Vue Industries, Inc. on 03/17/03 and signed by M. R. Guardado. E -1 Candido F. Font PE. Sr. Product Control Examiner NOA No 03- 0224.10 Expiration Date: May 22, 2008 Approval Date: April 17, 2003 • Product Code Lumbar Size Plate Gauge Dimensions A B NVTP4 2x4 20 3 - 5/8" 7 - 3/16". NVTP6 2x6 20 5 - 5/8" 8" NVTP8 2x8 20 7 - 3/8" 8 - 3/16" NVTP4H 2x4 18 3 - 5/8" 7 -3/16" NVTP6H 2x6 18 5 - 5/8" 8" NVTP8H 2x8 18 7 - 3/8" 8 - 3/16" 1) 1vnwimum Nail Penetration 10d =1.776" & 1.572" Fastener 8d Uplift Lbs. Fastener 106 Uplift Lbs. 6 800 6 968 8 1067 8 1200 10 1200 10 1200 12 1200 12 1200 GENERAL NOTES: a) The approved products shall be made of galvanized steel conforming to ASTMA653 structural quality Grade 33 ( min. yield 33 ksi) and a minimum coating of G90 according to ASTM A525. b) Allowable loads are based on National Design Specifications for wood construction 1991 Edition & 1993 Eaata. c) Design loads are for Souther Pine species with a specific gravity of 055. Allowable loads for other species or conditions shall be adjusted accordingly. d) Fasters are common wire nais, lag screws or bolts for single shear as showed and noted on the approval e) All tests were conducted in accordance with ASTM D -1761. f) Allowable loads forwinduplifthave already been increased by aduratian load factor of 33% and no other increase is allowed. • UPLIFT Product Code Strap Gauge Dimension H Fastener IOd' Uplift Lbs. Fastener 16t1' Uplift Lbs. Fastener 10dx 13 4 Li Lbs. 12 Lbs. NVHTA 8 14 8" 8 1935 8 2028 6 1617 1943 NVHTA 10 14 10" 10 2133 10 2133 6 1617 1943 NVHTA 12 14 12" 12* 2133 12* 2133 6 1617 1943 NVETA 14 14 14" 14* 2133 14* 21.33 6 1617 1943 NVHTA 16 14 16" 18* 2133 18* 2133 6 1617 1943 NVHTA 18 14 18" 20* 2133 20* 2133 6 1617 1943 NVHTA20 14 20" 22* 2133 22* 2133 6 1617 1943 NVHTA 22 14 22" 24* 2133 24* 2133 6 1617 1943 1) mum embedment into concrete 4 ". 2) * number of fasteners can be reduces to 10 without lowering anchor capacity. 3) 3 Total rumba of fastener in both straps. 4) 4 Total number of fastener inert. 5) Nails are necessary in straps and seat to achieve design loads. 6) See Note 1 under Fiveway Grip clip ( sheet 2) for combined loading. 7) Nails tbrough chords shall not force the truss plate on the opposite side. APPROVED AS tU.YINU WITH THE SOUTH FLORIDA aUI111148 cOna DA •� 2,.o BY PRODUCT CONTROL DIVISION BUDDING CM CqO9 ACCEPTANCE N0. I//I� -D2�• VItiNPL TOLAT, P.E. (CIVIL) FL )190.#12A47 FROMM'trElVEWED es eamvisiap with the Florida A pea=No" •. 10 &O aka s FrWr rr•,• Nu -Vue 1 1053 -1039 East 29 Strad Hialeah, Maids 33013 (305) 694 -0397 Fa= (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWGW: NU -1 Sheet: 1of2 Date May 29, 2,000 RIMER as: • Deep Seat Truss Anchor. They are designed to resist lateral and uplift forces. The strap is made of 14 gauge steel and the seats of 20 gauge steel UPLIFT Product Code Strap Gauge Dimension H Fastener 10d' Uplift Lbs. Fastener 16d3 Uplift Lbs. Fastener 10da 114 Li Lbs. L2 Lbs. NVSTA 8 14 8" 5 1221 5 1221 6 1671 1541 NVSTA 10 14 10" 6* 1221 6 1221 6 1671 1541 NVSTA 12 14 12" 7* 1221 7 1221 6 1671 1541 NVSTA 14 14 14" 9* 1221 9 1221 6 1671 1541 NVSTA 16 14 16" 9* 1221 9 1221 6 1671 1541 NVSTA 18 14 18" 10* 1221 10 1221 6 1671 1541 NVSTA20 14 20" 11* 1221 11 1221 6 1671 1541 NVSTA 22 14 22" 12* 1221 12 1221 6 1671 1541 1) Mnnn m embedment into concrete 4 ". 2) * number of fasteners can be reduced to 5 without lowering anchor capacity. 3) 3 Total number of fastener in strap. 4) 4 Total number of fastener in seat. 5) Nails are necessary in strap and seat to achieve design loads. 6) See Note 1 under Fiveway Grip clip for combined loading. 7) Nails through chords shall not force the truss plate on the opposite side. • Fiveway Grip Clip ( 520). They are designed from 18 gauge steel to secure rafter and trusses to wall studs or top plates and wall studs to sill plates. Product Code. Description Fastener Header Joist Allowable Loads Uplift LI L2 NVHC 37 Sway Clip 16 - 8d or 16 -10d or 16 -6d 12 - 8d or 12 -10d or 12 -6d 710 560 730 1) Combined load of Uplift with L1 or Uplift with L2 must satisfy the following equation: Actual Uplift Actual Ll or L2 + < =1.0 Allowable Uplift Allowable Ll or 1,2 2) For GeneralNotes see Sheet 1. I APPROVED AS COMPLYING WITH THE soot FLORIDA BUILDING CODE 2906 OA BY PRODUCT CONTROL .DIVISION BUILDING 1NIDE �EOFFICE � ACCEPTANCE UO. .J�-- y -^- - -. VIPINN. TOLAT, P.H. (CIVIL) Fb $.130. # 12847 PROMO' RIMMED Dace/waving with the Mato Acattme 0• ot4• �� .x� • 8 ileami Dade Product Centred Nu —Vue kickstrice,I. 1053 -1059 East 29 Street Hialeah, Florida 33013 (305) 6940397 Fax (305) 694-0398 TRUSS ANCHORS AND 5-WAY CLIP DWG# NU -1 Sheet 2 of 2 Data May 29, 2,000 Revisions: M 1 A M I•DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE OA of- MIAMI-DAM COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 United Steel Products Co. 703 Rogers Drive. Montgomery, MN 56069 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors HLPTA75. APPROVAL DOCUMENT: Drawing No.MD0503, titled' HLPTA75" sheet 1 & 1, with no revisions, dated 05/05/03, prepared by United Steel Products Company signed and sealed by R W. Lutz, PE, bearing the Miami - Dade County Product Control Approval stamp with the Notice of Acceptance (NOA) number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING:. Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA: ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1, evidence page & approval document mentioned above. The submitted documentation was reviewed by C . Font PE. 2003 NOA No: 03- 0508.04 Expiration Date: November 20, 2008 Approval Date: November 20, 2003 Page 1 • 4111 rY tor '54 United Steel Products Company. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS 1. Drawings prepared by United Steel Products Company, titled "HLPTA75 ", Drawing No. MD0503, sheets No. 1 & 1, dated 05/05/03 with no revisions, signed and sealed by R. W. Lutz, PE. B TEST Test reports on wood connectors per ASTM D1761 by Stork Twin City Testing Corporation, signed and sealed by J. D. Lee PE. Report No. Wood Connector Direction Date 1. TCT # 033047 HLPTA75 Parll, Perp & Up 04/29/03 CALCULATIONS Report of Design Capacities prepared for United Steel Products Co. Product Model No. of Pages Date Signature 1. HLPTA 1 through 3 05/01/03 R. W. Lutz, PE D QUALITY ASSURANCE 1. Miami -Dade Product Control Division. E STATEMENTS 1. No interest letter issued by United Steel Products Co, on 04/02/03, signed & sealed by R. W. Lutz, PE and notarized by K. L. Kozlowski 2. Code compliance letter issued by United Steel Products Co on 04/02/ signed and sealed by R. W. Lut PE. 0 3 E -1 Can do F. Font PE. Sr. Product Control Examiner NOA No 03- 0508.04 Expiration Date: November 20, 2008 Approval Date: November 20, 2003 e•.••� Fl GROUT (C FILLED -90) °•° CONCRETE W/ TYPE BLOCK S MORTAR °• ° °° o� °,� 11111101111111111111!!!!!1111 14 „. $$��3311 ffe�11 ■ • • 4 „ , 44,000 I '' -4111% 2 11: j > HLPTA75 REINFORCING REQUIRES UPLIFT WALL EI (1) #7 BAR @ CENTER OR (2) # 5 BARS @ SIDES. FLORIDACBUIILDINGICODE) THE L 2 HLPTA75 L 1 TIE BEAM REQUIRED PER SECTION 2121.2.3 ■ 18 GAUGE GALVANIZED (TYP) OF FLORIDA BLDG. CODE PRODUCT CODE DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) W1 W2 H1 H2 TRUSS SEAT • Li L2 UPLIFT HLPTA75 7 3/8 1 9/16 5 1/8 9 9/16 (20) 10d X 1 -1/2 (2) l0d X 1 -1/2 1860 1715 2125 GE\ —RAL \RTES b� - ' •` a� �. Jt o 0 1) STEEL SHALL CONFORM TO ASTM A653 pa, , D Owing STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING OF G90. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS HAVE BEEN INCREASED BY A SHORT TERM DURATION FACTOR OF 33% FOR WIND LOAD CONDITION. NO FURTHER INCREASE IS ALLOWED. 4) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1997 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER). LL TEST PERFORMED IN ACCORDANCE WITH ASTM D1761. 5) MINIMUM 2000 PSI GROUT. 6) PENETRATION IS ASSUMED TO BE 1 1/2' INTO WOOD. BETWEEN RAFTER & STUD. i /i .7 (1J '�`� UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE <507) 364 -7333 NAME' HLPTA75 DATE, 5/5/03 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 SHEET' 1 OF 1 DWG. #: MD0503 MDADE P. D. CONTROL. OT CE OF ACCEPT VOW Stpottroots pompom/ 703 -Rogers Witte (P. O. Box 80) Montgomery ,MN 56069 Your application for Notice of Acceptance (NOA) of: Mr Lumber Connectors under Chapter 8 of the Code of Miami-Dade County goveming the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by theMiami-Dade County Building Code Compliance Office (BCCO) under the conditions specified herein, This NOA shall not be valid after the expiration date stated below, BCCO reserves the tight to secure this product or matetial at any time from a jobsite or manufacturer's plant for quality control testing, If this product or material fails to perform in the approved manner, 13CCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material Pails to meet the requirements of the South Florida Building Code. NE T44 tap-. 51 MIAlv11-DADE COUNTY. FLORIDA, METRO-DADE FLAOLSRBUILDINO BUILDING CODE COMPLIANCE OFFICE 8011.0.0d 140 WEST FLAGLER STREET. Stint, 1603 IIAMI, ,FIORIDA111 tso (305) 375-214 FAX 305 3754905 CONTRACICIR LICENSING OECIIDN (305)31$w252? TAX (305)3154555 CONTRACTOR INFORM:OEM. DIVISION (305137549a FAX 005)375490S PRODUCT COPITROI, DIVISION (205)315#2902 "AN-005)3724339 The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO: 01-0912,05 EXPIRES: 10109/2008 Raul Room= Chief Product Control DiViSi011 T IS IS 'ME VERSHE SEE r_WNnM.:).GEN,ERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE0 Thi applidation for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Cotnmittee to be used in Miami-Dade County, Florida under the conditions' set forth above. APPROVED:, 11/01/2001 W1045000110200011templateilnotict acceptance over pattsiot Internet emit address: postmaster(pbuildiapodeortline.com Pmcisco J. Quintana, R.A. Director IVIianti-Dade County Building Code Compliance Office oniepaget httpdAvimbuitdingeodeanibmtlitti 54 op '5 't • WWI Steel Products Company. ACCEPTANCE NO: 01- APPROVED: NOY 0 2111 EXPIRES: 19/09/20-08 NOTICE ACCEPTANCE: smaPic CONDITIONS 1, SCOPE 1.1 This renews trod revises the Notice of Acceptance No, 00-0913.07, which was issued on 12/07/2000. It approves wood connectors; as described in Section 2 of alit Notice of Acceptance, designed to comply with theSouth Florida Banding Code (SPEC) 1994 Edition for Miami-Dade County. For tholocations where the actual Math as determined by SPEC Chapter 23, do not exceed the design load indicated in the-approveddrawings. 2. PRODUCT BESCRIFIION 2.1 The USP Wood Connectors shall be fabricated and used in strict compliance with the foliowing documents: Drawing No, MDADE and sheets1 of 1, titled "RT AND TA SERIES", prepared by United Steel Products Company, dated 10/06/00 with no revisions. The drawings shall bear the Miami-Dade County Product control Approval stamp with the Notice of Acceptance number and approval date by the Miami-Dodo Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS AllOwableloads are fir Southern Yellow Pine or better with e specific gravity of 0,55 and moisture content of 19%, or less. 3.2 Allowable loads arobased on testing per ASTIvi D.1761 and calculations. per National Design Specifications for Wood Construction 1591 Edition & 1993 Errata. • INSTALLATION 4.1 '1110 wood connectors shall be illStitiksti in strict compliance with the approved drawings. 5. LABELING 5.1 Each wood connector shall bear a permanent label with the menu facturcesname or logo, city, state and the followingstatement: "Mianti-Dade County Product Control Approved". 6. EU iLDING PERMIT 6.1 Application for Building Permit shall be accompanied by copio of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice, of Acceptance, clearly marked to show the hangers and angles selected for the proposed installation. 6.1.3 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. 2 • Candid() FOrit, PE, Sr. Product Control..Elt Miner Product Control Division • NttitddiSteed.ftoOets,COntpapy. ACCEPTANCE NO: 01491105 APPROVED: NOV 0 1 2! int EXPIRES: 10/0$2008 NOTICE e P ACCEPTANCE STAND RD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered Acta renewal application has been fitedand the original submitteddoctunentation, including test supportingdata, engineering documents, areno Older than eight(8) years. 2. Any and alt approved products shall be permanently labeled with the tuanufactureaname, eity,state, end the following, statement "Miami-Dade County Product Control Approved", or as specifically stated in the-specific condition's-of this ACceptenee. 3. Renewals of Acceptance will not be considered if a) There has been a change in the South Florida Building Codeaffectitig the evaluation ofthis •prod ct and theproduct it not in complianee with the code eltangeg b) Thoproduet Is no longer the sameproduct (identical) as the one originally approved; , e) Willa Acceptance holder has not compiled with all the requirements of this acceptance, including the cot...tact installation •oftheproduct d) Mc -engineer whooriginally prepared, signed and sealed the required documentation initially submitted Is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manurticture er the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested•(through the filingeta • revision applicatiott with appropriate lee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactotyperfomance of this product or process. b) Misuse •of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose, 6. The Notice of Acceptance number preceded by the words Miami-Dade County, Florida, and followed bythe expiration date may be displayed in advertising literature. !fatty portion of the Notice or Acceptanea.fs displayed, then it shall be done in its entirety, 7. A copy or Otis Acceptance as well as approved drawings and other documents, where it applies, shall be ,provided to the user by the manufacturer or its distributors and shall be available for inspection at the job. site atall time. The engineer need not reseal the copies. S. Failure to comply with any section of this Acceptanceshall'be cause for termination and removal or Acceptance. 9. This Notice of Acceptance consists or pages 1,2 and this last page 3. Candido, Fent, P END Or Tins ACCEPTANCZ E, Sr. ProductCourol *Ex ppduct Coratet Division , 3 • t • • • • • RT RAFTER TIE SERIES 14 GAUGE Product Code PIM ension L Fasteners 16d Allowable Lead , D own 100% Uplift 123% RT8 8.. 6 340 ---. RT10 10" 8 455 -- 1T12 12" 8 455 — RT14 14" 10 665 755 RTI6 46" 12 680 905 147.11 8 46" 14 766 1020 R120 20" 16 905 1620 R.T22 22" 18 1020 1020 RT24 24" 18 1020 1020 Ferla 28" 18 1.020 1.020 RT30 30" 18 120 RT32 32" 18 1020 .1020 Iola RT34 34" • 18 1020 400 RT36 6... 18 1,60 4614 R138. • 38" 18 1020 1616' RT40. 40" 18 16/0 1020 RT44 : 44". 18 1020 • 1020 k1•48 48" 18 1020 1020 TA/TAR TRUSS ANCHOR SERIES 14 GAL/CIE GENERAL [CITES 1) STEEL SHALL. EONFEDM TO ASTNI A653 STRUCTURAL raw 331 AND A MINIMUM GALVANIZED COATING OF G90 CI FASTENERS ARE COMMON VIRE NAILS UNLESS OTHERVLSE ourre 3) ALt.dvA,E uPLJCT LELA= HAVE BEEN INCREASED at A WIRY TERM DURATION FACTOR: OF 33Z FOR. ‘roin LOAD CONDITION, Na FURTHER INCREASE IS ALLI)WED 4) ALLED‘ABLE. nasal t.43s ARE NOT INCREASED BY SHORT TERN DURATION FACTOR 5) ALLENABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR wOLID CEINSTRUCTION 3991 EDITION 1993 ERRATA, FOR SOUTHERN YELLEIV PINE M.= 0.55 EIR BETTER) I- TEST PERFEIRNED 114 ACCORDANCE WITH ASIR 51761 Product . Code ! Dimension Length Fastener led X1.5" Allow0teLead tift L.1 L2 1Al2/TA12R 12" 5 — 215 246 TAU/TA-14k 14" 6 830 115 245 TA181TA18R 18 6 610 215 245 TM8ITAIBR i8 .• 7 970 21 345 TA20/TMR, 29 9 1040 115 345 TA22/17OR 22" 10 1156 256 • 345 TA24ITA24R, 24" 11 1270 255 346 Notes 1) 2) 4) 1) Number of fasten era shall be eq ually divided between rafter and s 2) Penetration Is assumed to be 1 112" into wood 14 are toads applied potatieli:o bearing wall L2 are loads apptiedpetpendimitar to bearing wall &Wm= embecinterit of ties V AllOwable toads for Wirt, LA and 1.2 are nct to be combined Mnimum nzfl penetration1.5" Oftittrin M OMPUPA YAW Tilt MR RADA. DIIIID96 COE 6.01 WOEJ8 t BY PRDUi1. MIMI Outtalk 0111E MOM* ME AttEPTARCE e:Y-01124) Itr TA R TA t UNITED Si:MEL 703 CI kMICRS UMW. PRODUCTS COMPANY KINIZatteRY. t4t4 Zatta maw cse7) 364-7333 # 1 RT AND TA SERIES gal sm. 11404S 0a.LE)4 Hat.m34 10/06/0(3 mart Stlittf411. rsamEER (C1V1 FLORraft PM MI. %ass ott). p.,G6 1 1 MOADE tit Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING PERMIT APPLICATION FBC 2001 Permit No. aster Permit No. 05 - gge Permit Type (circle): Building Electrica/y Plumbing Mechanical ,� / Roofing Owner's Name (Fee Simple Titleholder) \ € e 1 V DE6 n aI(1Phone # (30,5 75 `C - &O Owner's Address A I D ), E q s ` -. City M LG r 1 i\ (phiws State i Tenant/Lessee Name Zip 1k�j Phone # Job Address (where the work is being done) `b 14. E Q City Miami Shores Village County Miami -Dade Is Building Historically Designated YES NO Contractor's Company Name ( 01 10 L. Contractor's Address No `T JV . of co,th City ij pi /a'J / Zip 3'3 ) 0 Phone # (3_ V) 6s 5" °' c' 1 �r State /. Zip 3 3 i &7Ed Qualifier 0 -c a c q seas State Certificate or Registration No. Glp 1 X-6 lib Certificate of Competency No. Architect/Engineer's Name (if applicable) In16,,V IC YV\ 10-011 Phone # 3b3-) '7 5-1-1- ) S $ Value of Work For this Permit Type of Work: Describe Work: !4 Addition DAlteration [New Square Footage Of Work: ij ❑ Repair/Replace ❑ DemoIition * * *** * ** * * * * ** ** **********Fees********* ** * ** * * * * ** * * * * * * * * ** ** ** Submittal Fee $ Permit Fee $ S .. (Vi CCF $ CO /CC. Notary $ Training/Education Fee $ Technology Fee $ Scanning $ Radon $ Zoning Bond $ Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ (Continued on opposite side) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Signature Owner or Agent The foregoing instrument was acknowledged before me this day of , 20 by who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Contractor The foregoing instrument was acknowledged before me this day of ?rJ , 20e94-, by 4i ii? �45 who is personally known to me or who has produced as identification an did take an oath. NOTARY PUBLI Sign: Print: My Commission Expires: s!u� .z:•� -,�,, esias My ommission not Tres: Atlantk Bonding Co., Inc. ***************************************************************** 1******* y*** * * * * ** * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY: chc 35113/03 Plans Examiner +� Engineer Zoning Engineering Cover S h e e t ••; , .. ,• . ,•• • • • • • • •• • ••0 •••• • • • • • • .• • • • • • ••• • • • • This cover sheet is provided as per Florida Statute 61015- 31.003 in lieu of signing and sealing each individual sheet. An index sheet of the truss'd.�s1gxtis i�'at bckyd which is numbered and with the identification and date'of daft. dra ,'ing;: •• . • • • 01 ••• • Engineer of Truss Design Package John A. Ilter, P.E. FL Reg. Eng. No. 36205 3320 Paddock Road Weston, FL 33331 (954) 600 -7123 Project Name: ORONI CONSTRUCTION N °1 -46 -06 GROSSMAN- RESIDENCE 810 N.E.95 STREET MIAMI SHORES•, FLORIDA Building Authority: MIAMI SHORES, FLORIDA Design Load: 30 + 15 + 0 + 10 PSF, Building Code: FBC2001 /ASCE 7/98 Software Used: MiTek 2000 Ver. 5.1 Project Engineer. of Record: ilLeB 1/ 0(a 6 4 } • To: •earti0 fal • •Job NQmb*: • • • • • • • • • • • • • • •Page:• .•• • 1 • • ••• Date: 01 -23 -2006 - 10:19:36 PM Project t ID: • • • 141606 • • • • Project: Block No: Model: Lot No: Contact: Site: office: Deliver To: i . • • • • • • .Ac`c.'eunt No: • • :Der • • • • • • • Sa1&?erson: • • • • Quote Number: Name: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: • • • • • •• • • • • • ••• •• 2 CJ5 25 lbs. each 6 - 10 - 14 MONO TRUSS 1 -9 -5 1.96 0.00 Joint2 Joint6 434 lbs. 420 lbs. -421 lbs. -246 lbs. 3 H7 92 lbs. each 23 - 0 - 0 HIP 2 -4 -5 2.75 0.00 2.- Joint2 Joint6 1441 lbs. 1441 lbs. -1061 Ibs. -1061 Ibs. Il1I-■.�� 2 (1) 2 -Ply HG5 98 lbs. each 23 - 0 - 0 HIP I - 10 - 13 2.75 0.00 Joint 2 Joint 7 21771bs. 21771bs. -1529 lbs. -1529 lbs. „. d 4 J1 9lbs. each 2 - 0 - 0 JACK 1- 2- 9 2.75 0.00 Joint 2 Joint 3 Joint 4 rNe 398 lbs. 121 lbs. 19 lbs. - 5981bs. -19 lbs. Q 4 J3 12 lbs. each 3 - 0 - 0 JACK 1- 5- 5 2.75 0.00 Joint 2 Joint 3 Joint 4 452 lbs. 86 lbs. 25 lbs. -650 lbs. 6� ----- 8 J5 18 lbs. each 5 - 0 - 0 JACK 1 -10 -13 2.75 0.00 Joint 2 Joint 3 Joint 4 5171bs. 148 lbs. 451bs. - 6271bs. -78 lbs. �, -s �.. — Zvi Zvi —��_ 2 Ti 94 lbs. each 23 - 0 - 0 COMMON 3 - 4 - 11 2.75 0.00 Joint 2 Joint 6 1441 lbs. 1441 lbs. -1026 lbs. -1026 lbs. Job 14606 Truss CJ5 Truss Type • • ••• • • • ••• MONO TRUSS Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies -2-0 -0 2-0-0 •• •. • • • •• • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• Job Reference (optional) 5.200 s Jan 16 2004 MTek Industries, Inc. Mon Jan 23 22:18:55 2006 Page 1 • • ••• • • •• • • • • • • • • • • 6-10-14 • • • • • • I.IO-1q 6 -10-14 • • • • • • • i • • 11 • • • • • • • • 4-2-0 Scale: 3/4 ° =1' Qty 2 Ply 1 •• • • • •• ••• •• • • • • • • • ;5x4 II 1.96 12 •• • • • • • ••• •s 4 6 -10-14 6 -10-14 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 CSI TC 0.75 BC 0.20 WB 0.00 (Matrix) DEFL in (Ioc) Udefl Ud Vert(LL) n/a - n/a 999 Vert(TL) 0.15 1 >195 240 Horz(TL) -0.00 6 n/a n/a LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 REACTIONS (Ib /size) 2= 434/0 -8-0, 6 =420/0 -3-8 Max Horz2=191(load case 2) Max Uplift2-- 420(Ioad case 2), 6=- 245(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -7 =0/23, 2 -7 =0/24, 2- 3=- 90/34, 3- 4 =-8/0, 3-6=- 337/286 BOT CHORD 2- 6=- 31/0, 5 -6 =0 /0 BRACING TOP CHORD BOT CHORD PLATES GRIP MI120 249/190 Weight: 26 Ib Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 146mph (3- second gust); h =15ft; TCDL =5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 Ib uplift at joint 2 and 245 Ib uplift at joint 6. 3) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard JOHN A. ILTER, P.E. 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 REGISTERED STRUCTURAL ENGINEER Uniform Loads (plf) STATE OF FLORIDA #36205 Vert: 1 -7 = -90 3320 PADDOCK ROAD, WESTON, FL 33331 Trapezoidal Loads (plf) Vert: 2=- 2(F =9, B= 9)- to- 5=- 35(F = -7, B = -7), 7= -0(F =45, B= 45)- to- 3=- 149(F = -29, B = -29), 3=- 149(F = -29, B=- 29)- to- 4=- 155(F = -33, B = -33) JAN 2 4 CM ko Job - Tru0' Truss Type Qty Ply • • •• • • • •• •• • • • • • • • • • • •• • • •• • • ••• • • 14606 H7:1:{1i1}11 iO M rn HIP 3 1 • • • • • • • Job Refererlt:e (eptioltalp • • • • • • oyal I russ c:orp, rualeaIl Garlien3 AFL 33016, Eddie Davies a> I -2-0 -0 1 2-0-0 7-0-0 2 7-0-0 2.75 FIT 1 4x6 = 11 -6-0 4-6-0 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Jan 23 22:18:56 2006 Page 1 1 16-0 -0 3x4 = 3 4 4-6-0 1 • • • • •• • • • • • • • • 7-0-0 • • • • • • • ••• • 23 4x6 = 5 • •r•0•-0 • • • • •• • • • • 8-040 • • • • • • Sgale = 1:47.2 •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• •• 6 7 Ire 3.5x5 = 10 9 8 3.5x5 = 3x4 = 7 -1 -12 7 -1 -12 1 3.5x4 = 3x4 = 15 -10-4 8-8-8 1 23-0-0 7 -1 -12 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 •Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.90 BC 0.90 WB 0.29 (Matrbc) DEFL in (Ioc) l/defl Lid Vert(LL) 0.48 8-10 >555 360 Vert(TL) -0.75 8-10 >359 240 Horz(TL) 0.14 6 n/a n/a PLATES GRIP M1120 249/190 Weight: 92 Ib LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 2-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. REACTIONS (Ib /size) 2=1441/0 -8-0, 6= 1441/0 -8-0 Max Uplift2=- 1060(load case 2), 6= 1060(load case 2) FORCES (Ib) - Maximum Compression/Ma dmum Tension TOP CHORD 1- 2=0/39, 2- 3=- 3722/1786, 3-4 =- 3575/1786, 4-5=- 3575 /1786, 5-6 =- 3722/1786, 6- 7=0/39 BOT CHORD 2- 10=- 1579/3545, 9-10=- 1997/4010, 8-9=- 1997/4010, 6-8=- 1579/3545 WEBS 3-10 =- 53/416, 5-8 =- 53/416, 4-10 =- 721/441, 4-8=- 721/441 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3- second gust); h =15ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category 11; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1060 Ib uplift at joint 2 and 1060 Ib uplift at joint 6. LOAD CASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 JAN 2 b 2006 Job 14606 Truss HG5 Truss Type HIP Qty 1 Ply 2 • • ••• • •• •• • • • • • • • • • • • • ••• Job Refere :ce•(eptio►ial: • •• • • • • •• • • • • • ••• • • • • • 000 9 oyal i russ c:orp, la ea Gardens, FL 33016, Etltlie Davies -2 -0-0 2 -0-0 2.75 12 5-0-0 5-0-0 9-4-9 4x12 3 4-4-9 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Jan 23 22:18:56 2006 Page 1 13-7 -7 3x4 = 4 4-2 -13 1 1x4 11 5 18-0 -0• • • • • • • • :3-�• •' 284-0 4-4-9 • • • • • • .5-ti0 : ' • • a 0r0 ••• •• • ••• ••• ••• ••S1e= 1:47.2 00 • • • •• ••• 00 • • • • • • • • • ••4x1.2 6 1 3.5x4 = 13 12 11 10 1x4 11 3x4 = 4x5 = 3x8 = 5-1 -12 5-1 -12 9-4-9 4-2 -13 f 13-7 -7 4-2 -13 1 9 1x4 11 17-10-4 23-0-0 3.5x4 = 4-2 -13 5-1 -12 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 CSI TC 0.65 BC 0.52 WB 0.45 (Matrix) DEFL in (Ioc) I/defl Ud Vert(LL) 0.61 10-12 >438 360 Vert(TL) -0.8210 -12 >327 240 Horz(TL) 0.10 7 n/a n/a PLATES GRIP M1120 249/190 Weight: 197 Ib LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-7 -9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-3-12 oc bracing. REACTIONS (Ib /size) 2= 2177/0 -8-0, 7= 2177/0 -8-0 Max Uplift2=-1528(load case 2), 7=- 1528(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2- 3=- 6836/3689, 3-4 =- 9415/5396, 4-5 =- 9367 / 5365, 5-6 =- 9367/5365, 6-7 =- 6846/3696, 7-8 =0/39 BOT CHORD 2 -13 =3441/ 6576,12 -13 =3447/ 6626,11 -12 =- 5228/9415,10 -11 =- 5228/9415, 9- 10=- 3454/6637, 7 -9= 3447/6586 WEBS 3-13 =- 50/414, 6-9 =- 57/425, 4-12=-641/529, 5 -10==- 617/526, 3-12 =- 1844/3002, 4-10=-121/32, 6-10 =- 1805/2943 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. J ®� N �, LEER, P.E. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOA I EGISTERED STRUCTURAL ENGINEER CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless STATE OF FLORIDA #36205 otherwise indicated. 3 p ppp00CK R ®AD, WESTON, FL 83331 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 146mph (3- second gust); h =15ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category 11; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide adequate drainage to prevent water ponding. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1528 Ib uplift at joint 2 JAN 2 4�o� and 1528 Ib uplift at joint 7. 7) Girder carries hip end with 5-0-0 end setback 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 320.81b down aahnd 188.21b up at 18 -0-0, and 320.8Ib down and 188.2Ib up at 5-0-0 on bottom chord. The design/selection Continued f h special connection device(s) is the responsibility of others. Job 14606 Truss HG5 Truss Type HIP Qty 1 Ply A L • • • • � • • • • • • • • • • • • • • • Job FteferenceZ8piioriai)' • • • • • • • • • • • � • • • • • • • Hialeah Gardens, FL 33016, Eddie Davies .200 s an 16 2004 MiTek Industries, Inc. Mon Jan 23 22:18:56 2006 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Of) Vert: 1-3=-90, 3- 6=- 142(F =-53), 6- 8 = -90, 2- 13 = -20, 9-13 — 32(F = -12), 7 -9 = -20 Concentrated Loads (lb) Vert: 13=- 321(F) 9= 321(F) • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • •• • • • •• ••• •• • • • • • • • • • •• • • • • • ••• •• JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 JAN 2 4 2006 { Job 14606 Truss J1 Truss Type JACK Qty 4 Ply 1 • • • • • • •• •• • • • • • • • • • • • • • ••• Job Reference (optional) • • • • •• • • • • •• • • • • • • • • • • • • • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies -2-0 -0 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Jan 23 22:18:57 2006 Page 1 2-0-0 2.75 FT 2 • • • • • • • • • IS •- 2-0 -0 • • • • • • • • • • i2 -0-- • • • • • • • • • • • • ••• • • • • • • ••• ••Sale =1:6.9 •• • • • •• ••• •• • • ••• • • • • • • • • 2x5 = 2-0-0 2-0-0 1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.72 BC 0.02 WB 0.00 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) 021 1 >123 240 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MI120 249/190 Weight: 9 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD Sheathed or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib /size) 3= 18/Mechanical, 2= 398/0 -8-0, 4= 19/0 -3-8 Max Horz 2= 117(load case 2) Max Uplift3=- 18(Ioad case 1), 2= 597(load case 2) Max Grav3= 121(load case 2), 2= 398(Ioad case 1), 4= 19(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2- 3= -46129 BOT CHORD 2 -4 =0/0 NOTES 1) Wind: ASCE 7-98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 Ib uplift at joint 3 and 597 Ib uplift at joint 2. LOAD CASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, EL 33331 Job Truss Truss Type Qty Ply • • • : • • • • • • • • • •, • • • • • • • 14606 J3 JACK 4 1 • • • Job RRferen?e ro •`• oritiI) • • • • • • • • • Royal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies -2-0 -0 5.200 s Jan 16 2004 MiTek Industries, Inc. Mon Jan 23 22:18:58 2006 Page 1 • • ••• • • 3+04 • • •• • • • • • • 2-0-0 • • • • • • •3.0.0 • • • • • • • • • `•` ••• ••• ••• ••• • 1gcale = 1:8.6 1 2x5 = 3-0-0 3-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.90 BC 0.03 WB 0.00 (Matrix) DEFL in (Ioc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) 0.35 1 >81 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP M1120 249/190 Weight: 12 Ib LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND BRACING TOP CHORD BOT CHORD REACTIONS (Ib /size) 3= 14/Mechanical, 2= 452/0 -8-0, 4= 25/0 -3-8 Max Horz 2= 134(Ioad case 2) Max Upliift2=- 649(Ioad case 2) Max Grav3= 86(Ioad case 2), 2= 452(load case 1), 4= 25(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2- 3= -55/22 BOT CHORD 2 -4 =0 /0 Sheathed or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 Ib uplift at joint 2. LOAD CASE(S) Standard JOHN. A. ELTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 JAN 2 4 2006 Job Truss Truss Type Qty Ply • • • • AMA • • • • • • • • • • • • • • • 14606 J5 JACK 8 1 • • • • • • • • Job Deference (Si tonal)• • • • • • •7 4 Hialeah Gardens, FL 33016, Eddie Davies -2-0 -0 2-0-0 .200 s an 16 2004 MiTek Industries, Inc. Mon Jan 23 22:18:58 2006 Page 1 2 2.75 Fir • • ••• • • •• 5-0-0 • • • • • • • • • • I • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • Scale:1 " =1' •• • • • •• ••• •• 3 • • • • • • • 2x5 = 5-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.90 BC 0.10 WB 0.00 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) n/a - n/a 999 Vert(TL) 0.38 1 >74 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MI120 249/190 Weight 18 lb LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND REACTIONS (Ib/size) 3=148/Mechanical, 2= 517/0-8-0, 4= 45/0 -3-8 Max Horz 2= 173(Ioad case 2) Max Uplift3=- 77(Ioad case 2), 2=- 626(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2- 3= -63/26 BOT CHORD 2 -4 =0 /0 BRACING TOP CHORD Sheathed or 5-0-0 oc purfuis. BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 Ib uplift at joint 3 and 626 Ib uplift at joint 2. LOAD CASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 JAN 2 4 2006 Job 14606 Truss TI Truss Type COMMON Qty 2 Ply 1 • • • • • • • • • • • • • • • • • • • • ••• • Job Rtferente toVlorfal). • • • • • • • • • • • • • • oyal Truss Corp, Hialeah Gardens, FL 33016, Eddie Davies x,,11 I -2-0-0 I 2 -0-0 3.5x5 = 6-4-1 6-4-1 2.75 r1 2 8-0-12 11-6 -0 5-1 -15 .200 s Jan 16 2004 MTek Industries, Inc. Mon Jan 23 22:18:59 2006 Page 1 4x6 = 4 •• 16 -7 -15 . • •• 1. • • • •23:04•• • •• • • • 25-0 -0 I I.. 5-1 -15 • • • 64-1• • • • • •• • • • • • •• • • • • • • • • • Scale = 1:46.2 •• • • • •• ••• •• • • • • • • • • •• • • • • • ••• •• 1x4 91_ 1x4 3 5 10 3x4 = 8-0-12 9 3x4 = 14 -11-4 8 3x4 = 6-10 -9 23-0-0 • 3.5x5 = 8-0-12 7 r 141 O LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.53 BC 0.80 WB 0.25 (Matrix) DEFL in (Ioc) I/defl Ud Vert(LL) 0.34 8-10 >797 360 Vert(TL) -0.50 8-10 >536 240 Horz(TL) 0.12 6 n/a n/a PLATES GRIP M1120 249/190 Weight: 95 Ib LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-7 -11 oc bracing. REACTIONS (lb /size) 2= 1441/0 -8-0, 6= 1441/0 -8-0 Max Uplift2= 1025(Ioad case 2), 6=- 1025(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/39, 2- 3=- 3746/1714, 3-4 =3285/ 1494, 4-5 =- 3285 /1494, 5-6 =- 3746/1714, 6- 7=0/39 BOT CHORD 2- 10=- 1512/3574, 9-10 =- 1049/2544, 8-9= 10492544, 6- 8= 1512/3574 WEBS 3-10 =- 579/367, 4-10= 216/814, 4-8 =- 216/814, 5-8 =- 579/367 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =15ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1025 Ib uplift at joint 2 and 1025 Ib uplift at joint 6. LOAD CASE(S) Standard JOHN A. 1LTER P Ee REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 JAN 2 42006 Ilter Engineering, Ltd. Co. • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• 3320 PADDOCK ROAD, WESTON, FL 33331 • • •• ••• ••• ••• • •• PHONE (954) 600 -7123 • FAX.(305) 512 -9424 • E -MAIL ILTER(413/I.3OLTTH%15 • • • ••• • • • • • • • • • • • • ••• • • • • January 14, 2004 Eddie Davies Royal Truss, Inc. Medley, FL • •• • • • •• ••• •• • • • • • • • • •• • • • • • ••• •• Re: End Jack Connection Detail- Top chord to corner jack /Hip girder Dear Eddie, As you requested, I investigation the connection requirements for open -ended jacks in a standard corner set based on the following parameters: Spacing: 2' - 0" o.c. • . Qravity Load: 30 + 15 + 0 + 10 PSF Wind Load: 146 MPH, Components and Cladding loads, ASCE 7 -98 per FBC 2001 Occupancy category 11, exposure C, 25 ft. above ground, .10 PSF dead load. Lumber: 2x4 No. 2 SYP minimum top and bottom chord (no webs) Pitch: 2 :12 to 6:12 16d Toe -Nail Capacity = 154 * .83 * .77 * 1.33 = 130# Approved Hurricane Clip Min. capacity 400# each direction Mark Span J1 1' -0" Top Chord Reaction Gravity 45# Uplift Bottom Chord Reaction Top Chord Bott. Ch. Connection Connection 77# 10# (2), 16d Toe -nails J3 3' -0" 135# 179# 30# (2), 16d Toe -nails J5 5' -0" 225# 331# 50# J7 7' -0" 315# 395# 70# (3), 16d Toe -nails Hurricane Clip If you have any questions =garding this matter, please do not hesitate to call. Sincerel Jo A. Ilter, P.E. FL Reg Eng. No 36205 (2). 16d Toe -nails (2). 16d Toe -nails (2). 16d Toe -nails (2). 16d Toe -nails russ Piggy base Truss Type ROOF TRUSS • • ••• • • • ••• •• •• • • • •e •• • • • • • • • • • • • ty ly • • • • • • • • • ••• • • • • ••• • • ••• • • •• Notes: Brace structural top .:nord at 2' 0" o.c. rnax. Attach to top or bottom chord of supporting truss with 2, 1 Od nails. Bracing to be secured at each end and diagonally braced as required by project engineer or architect Note: Vertical members may be connected to supporting truss with 3x6 Nail -on plate, using (8), 1 -1/2" long, 11 gage nails par plate 2x4 cont. bracing spa auwf at 24" o.c., corm. to base truss and pigijyback truss w/ (2), 16d to nails. Bracing to properly secured at ends. 4x4 • • •• ' • • • • • • • • • • • • • • • • R+ quir Web •teem§:• • • • • • • • Web Length up to 4' - 0" : No Bracing Web Length 4' - 0" tp 8' - 0": 2x4 "T" -Brace •• • • • •• ••• •• • •••,• • • • •• • • • • • •• • • • • • ••■ •• 2x4 ram Piggyback Hip Detail LOADING (psf) SPACING TCLL 30.0 Plates increase TCDL 15.0 Lumber Increase BCLL 0.0 Rep Stress Incr BCDL 10.0 Code 2 -0 -0 1.33 1.33 YES BRACING TOP CHORD BOT CHORD NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 25 ft above ground level located 10 mi from the hurricane oceanline. ASCE 7 -98 components and cladding external pressure coefficients for the interior (1) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category II, terrain exposure C and internal pressure coefficient condition I. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Sheathed or 2 -0 -0 oc purlins. Rigid ceiling directly applied LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 liter Engineering, Ltd. Co. 3320 Paddock Road Weston, FL 33331, (954) 600 -7123 John A. Titer, P.E. FL Reg. Eng. No. 36205 4-4 cPLL • • ••• • • • ••• • •• • •• •• • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • ••• • • • • • • ••• National Evaluation Service, Inc. • ... . • 5203 Leesburg Pike, Suite 600, Falls:C)pucch •Vir'gir 0aV2 CM-3401 Phone: 703 /931 -2187 www.natevaLofg• FA: 7(13/931- 505'• • •• • • • ••• • • • • INTERNATIONAL CODE COUNCIL NATIONAL EVALUATION REPORT Report No. NER-510 Re- Issued May 1, 2003 DIVISION 06 — WOOD AND PLASTICS Section 06090 — Wood and Plastic Fastenings REPORT HOLDER: EVALUATION SUBJECT: UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE MONTGOMERY, MN 56069 -1324 800 - 328 -5934 infoAUSPcon nectors.com www.USPconnectors.com USP LUMBER CONNECTORS Page 1 of 10 Copyright© 2003, National Evaluation Service, Inc. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independent tests were performed by the National Evaluation Service, Inc. (NES), and NES specifically does not make any warranty, either expressed or implied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. Page 2 of 10 • • ••• • • • ••• •• •• • • • • • • • •• • • • • • • • • • • • • • • • • A• l at1oga6Evatuatten Report No. NER -510 NATIONAL EVALUATION SERVICE, INC. Copyright@ 2003 RIP'.: k to the NES home page 1.0 SUBJECT • • ••. • • •• USP Lumber Connector$:. "• • • • • • • • 1.1 Butterfly Hanger CL$F'• Settles • • • • • ' • • • • 1.2 Rafter Clip and Stud plat'I''ACPRA Series 1.3 Hurricane Anchor HCPL Series 1.4 Truss Tie Down Strap ('tir4ie•Tie) FiDPT•Seniea • • 1.5 Girder Truss Strap/Holti;Do � P:Stries. • • • • 1.6 Joist Hanger HUS Series• • • • " • • •• • • • • • ••• •• 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Structural connection for wood construction 3.0 DESCRIPTION 3.1 Models 3.1.1 Butterfly Hanger CLPBF Series: The Butterfly hanger is a U- shaped connector that supports structural lumber and is nailed to the face of the supporting wood member. It is die formed from No. 18 gauge galvanized steel. Refer to Table 1 for connector dimensions, fastener schedules and allowable loads. 3.1.2 Rafter Clip and Stud Plate HCPRS Series: The rafter clip and stud plate, fabricated from No. 18 gauge galvanized steel, are irregular- shaped connectors that connect the top and bottom plates to stud members. Refer to Table 2 for fastener schedules and allowable loads. 3.1.3 Hurricane Anchors HCPL Series: The Hurricane anchor is a framing anchor that connects rafter members to the double top plate or to stud members. The anchors are die formed from No. 20 gauge galvanized steel. Refer to Table 3 for anchor dimensions, fastener schedules and allowable loads. 3.1.4 Truss Tie Down Strap (True Tie) HDPT Series: The truss tie down strap is a 1 3/4-inch-wide strap that is U- shaped with 19- inch -long twisted ends. The strap straddles the top chord of a truss and connects to the double top plate. The strap is die formed from No. 18 gauge galvanized steel. Refer to Tables 4 for connector dimensions, fastener schedules and allowable Toads. 3.1.5 Girder Truss Strap /Hold -Down SGP Series: The girder truss strap is an L- shaped connector that resists tension forces only. The connector is used with an ASTM A1011 steel washer, measuring 3 by 3 by 1/4 inches that has a long -slot hole, and a 1 /-inch- diameter bolt. The strap is manufactured from 14 gauge steel. Refer to Table 5 for strap /hold -down dimensions, fastener schedules and allowable loads. 3.1.6 Joist hanger HUS Series: The HUS hangers are designed to support nominal 2x dimensional lumber and 1 -3/4 inch structural composite lumber. The joist hangers are fabricated from 16 gauge steel. The joist hangers are pre - punched for 16d common wire nails. The joist nails are driven at a 45° horizontally toward the header so as to penetrate through the joist end into the header, so that the joist is also toe - nailed to the header. Refer to Table 6 for joist hanger dimensions, fastener schedules and allowable loads. 3.2 Design The design of the connected wood members shall be submitted to and acceptable to the local code official. Tabulated design loads for the connectors are based on the lowest load obtained from comparing: • least test load that causes 1/8 inch (3.18 mm) deflection. • lowest ultimate test load with a safety factor of 3. • allowable fasteners and compression perpendicular -to -grain values in accordance with the 1997 AFPA National Design Specification® for Wood Construction, based on wood with a specific gravity of 0.55. Page 3 of 10 SERVICE, INC. Copyright©, 2003 NES ct Evaluation Listing OPERTY FOR WHICH ►IUATION IS SOUGHT ck to the NES home page • • ••. • • • •.• •• •• • • • • • •. •• •• • • • • • • • • • • • • • • • • • ••• • • • • .:1)140:14 EvaauaGon Report No. NER -510 The connected wood member shall be designed for the design loads. Allowable values are for connections in wood seaeoneono a VisttsVcontent of 19 percent or less and used under cdhaubLsl•dry•coriditions;FQr Gdi nections in wood that is unseasoned or partially steamed, the allowable lead fn this report shall be multiplied by the moisture Contbtit facto?, Cm,' specified in the applicable building code. 3.3 Materials •" • • ••• • •• • • • • • • • •• • • 3.3.1 Steel: All devices listeei1i?i ijii$rdport are f3brlicateci from ASTM A653, SS Grade 33 steel, with galvanizing complying with ASTM A924, G60. Steel coated or galvanized thicknesses are No. 10 gauge (0.1345 inch), No. 11 gauge (0.1196 inch), No. 12 gauge (0.1046 inch), No. 14 gauge (0.0747 inch), No. 16 gauge (0.0598 inch), No. 18 gauge (0.0478 inch), No. 20 gauge (0.0359 inch) and No. 22 gauge (0.0299 inch). The uncoated minimum steel thickness of the connectors shall not be less than 95 percent of these listed thicknesses. 3.3.2 Wood: Lumber shall be nominal dimension lumber having a minimum specific gravity of 0.55, such as southern pine, with a moisture content of 19 percent or less. 3.3.3 Fasteners: Nails shall be common wire nails having a minimum bending yield strength, Fyb, of 90,000 psi. Common wire nails conform to the nominal sizes specified in Federal Specification FF- N -105B. Bolts have a minimum bending yield strength, Fyb, of 45,000 psi. 4.0 INSTALLATION 4.1 General USP Lumber Connectors shall be installed in accordance with the manufacturer's published installation instructions. The . manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. The instructions within this report govem if there are any conflicts between the manufacturer's published installation instructions and this report. 4.2 Design Tabular load capacities are based on wood with a minimum specific gravity of 0.55 and a moisture content less than 19 percent. Tabulated allowable design Toads are for loads of normal duration. Adjustments to these values shall be permitted for other durations of loading, i.e. plus 15 percent for two months duration (snow), or plus 33 percent for wind or seismic. Tabulated allowable design loads shall be reduced 10 percent for design load durations longer than 10 years. The resulting allowable design Toad after adjustment shall not exceed the maximum design load shown in the tables. 5.0 IDENTIFICATION Each of the USP Lumber Connectors covered by this report shall be labeled with the manufacturer's name /and or trademark, series designation and this National Evaluation Service evaluation report number, NER -510 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Calculations prepared and sealed by Dole J. Kelley, Jr., P.E. 6.2 Reports of Load Tests, prepared by ATEC Associates, Inc., for the following joist hangers and timber connector devices: CLPBF (Report No. 8555 dated November 19, 1992; and Report No. 33504 dated August 4, 1987); TPP4 (Report No. 4964 dated July 20, 1991); HCPR/L (Report No. 4955 dated July 10, 1991); HCPLR/L (Report No. 4954 dated July 10, 1991); HCPLR/L (Report No. 9805 dated October 21, 1993); HCPEL (Report No. 4996 dated July 17, 1991); HCPTA (Report No. 4402 dated May 7, 1991); HDPT2 (Report No. 9803 dated October .18, 1993); HCPRS (Report No. 7503 dated June 17, 1992); HA5(HCPRS) (Report No. 0583 dated November 30, 1988; and Report No. 7503 dated June 17, 1992). 6.3 Reports of Load Tests prepared by Product Testing, Inc., for the following joist hangers and timber connector devices: CPC44 (Report No. 94- 0036/6251 dated April 9, 1994); HDPT (Report No. 94- 0010/1349 dated Page 4 of 10 NATIONAL EVALUATION SERVICE, INC. Copyright©" 2003 NES duct Evaluation Lisi IJBJECT i .ROPERTY FOR WHICH rALUATION IS SOUGHT TIFICAT e- Issued May 1, 2003 to the NES home page • • •.• • • • ••• .. .. . • • • • • • • • • • • • • • • • • . • •• • • • • • • • •.• • • • • • • o;+ial jopat Eva=uaflon Report No. NER -510 January 17, 1994); HCPFA (Report No. 94- 0029/6251 dated March 29, 1994). • • • •• • • •• 6.4 Engineering calcul4tic s';or LIUSLx :a%ds 3.75x tgjst hanger connector Series, signed and 4e4edly Th9n s•A:Kolccen; Rp, 9-13 -2002. 6.5 Test reports on load 4estirtg of HC1S Series Jdst hangers under ASTM D 1761, Stork Twin City Testing Corporation, Project No. 3018 02- 50331, September 6, 2002, sign edob. Scott a B0,zjus And Derrick J. Swanson, P.E. ..••••I • • • 7.0 CONDITIONS OF USE •• • The ICC -ES Legacy Evaluation Subcommittee for the National Evaluation Service finds that USP Lumber Connectors described in this report complies with or are suitable altemates to that specified in the 2000 International Building Code© with 2002 Accumulative Supplement, the 2000 International Residential Code© with 2002 Accumulative Supplement, the BOCA National Building Code /1999, the 1999 Standard Building Code©, the 1997 Uniform Building Coder"", and the 1998 International One and Two Family Dwelling Code subject to the following conditions: 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 Connector loads are determined in accordance with the applicable Code. The allowable loads shall not exceed those shown in the tables of this report. Loads in the tables are predicated on the use of fasteners indicated in the tables, wood with a minimum specific gravity of 0.55 and lumber moisture content less than 19 percent. The scope of this Evaluation Report is limited to use of these connectors with lumber that has not been pressure treated with chemicals such as those for fire- retardant treatment and preservative treatment. 7.3 Allowable loads in the attached tables are for connectors only. All framing members shall be designed in accordance with the requirements of their appropriate design specifications as referenced in the applicable Code 7.4 Loads designated as "normal" loads are permitted to be increased for duration of load in accordance with the 1997 AFPA National Design Specification® for Wood Construction up to the allowable tabulated for 115 %, 125 %, 133% and 160 %. 7.5 Calculations are to be submitted at time of permit application. The individual performing such calculations shall possess the necessary credentials regarding competency and qualifications as required by the applicable Code and the professional registration laws of the state where the construction is undertaken. 7.6 This report is subject to periodic re- examination. For information on the current status of this report, consult the ICC -ES website. Footnotes for Tables 1 through 6: (Refer to the bottom of each table for applicable footnotes.) 1. Design loads are based on calculations that assume a wood species having a minimum average specific gravity of 0.55, such as southern yellow pine. 2. Nails shall be common wire nails having a minimum bending yield strength, Fyb, of 90,000 psi. The nails shall also conform to the nominal sizes specified in Federal Specification FF- N -105B. Bolts shall have a minimum bending yield strength, Fyb, of 45,000 psi. 3. Header material shall be at least 3 inches thick. 4. Allowable loads are based on the lowest of the following: 4.1 Seat bearing of 460 psi. 4.2 Ultimate test load divided by three. 4.3 Test load producing 1/8 -inch deflection. 5. Uplift loads include a 331/3 percent increase for compliance with the Uniform Building Code and Standard Building Code, and a 60 percent increase for compliance with the BOCA National Building Code for wind or seismic load conditions. When using products in jurisdictions which have adopted the International Building Code, uplift loads include 331/3 percent for wind and seismic conditions and require use of load combinations of Section 1605.3.1 or 1605.3.2 of the International Building Code. No further increase is permitted. 6. Allowable loads are beyond the scope of this report for conditions where permanent load adjustment factor, 0.90, controls. 7. Connector installation shall be restricted to concrete construction. Concrete shall be normal weight having a minimum compressive strength of 2,500 psi. 8. Lateral loads are perpendicular to the rafter or joist. 9. Allowable loads are for the number of fasteners specified in the table installed in each end of the straps. Page 7 of 10 • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • ••• • • • fat1oaacEvatusition Report No. NER -510 • • ••. • • •• • • • • • • • • • • • • • • Table 3— HCPL Sen . . • • • cs • • • • • • • • • • • • • • • • • Stock Steel Dimensions (in.) Fastener Schedule •' rRrh' alk Liatt9{LtL • • — • F1• :*:Ft • • • No. Ga. W H Rafter Plate Stud 133%=61% 13 Wit 0333 1 HCPLL 20 1 -12 6 (4)6d (4)6d (4)6d' 145 145 95 95 400 480 (4)8d (4)8d (4)8d• 145 145 95 95 510 520 HCPLR 20 1 -12 6 (4)6d (4)6d (4)6d* 145 145 95 95 400 480 (4)8d (4)8d (4)8d• 145 145 95 95 510 520 Notes: 1, 2, 6,8 'Applies to stud application. Figure 3 HCPL Hurricane/Seismic Anchors H •• • • • • •• HCPL(L) shown ( HCPL(R) opposite bend) This safety alert symbol Is used to attract your Aattention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. ®CAUTION: A CAUTION identifies safe operating practices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES@ it is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiorto the projectArchitect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof orfloor. These recommendations are based upon the collective experience of leading technical CAUTION: The builder, building contractor lice i contractor, erector or erection contracto s v vised to obtain and read the entire booklet "Col mentary and Recommendations for Handling, In stalling & Bracing Metal Plate Connected Wood Trusses, HIB -91 • from'the Truss Plate Institute. `� • .•• • • • ••. • • • • • •• •• • DANCR'r•A 7ANCEli designates a condition ®wlher felkire to follbvt i'ttstructions or heed warn- Ing will most likely result In serious personal • injury ouleath or dama9eto structures. • .• : VV,ARNINq: AVVAIMIND Vescribes a condition. weere failure to folio* instructions could result in severe personal injury or damage to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel inthewoodtruss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer.Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less at 2x4' grade marked Iumtier All connect tons Rn should be made with minimum of 216d41lsAi trusses assumed 2' on- center or less: All linulti ply trusses should be connected together lif acco dance with design drawings prior to instaliation.- TRUSS STORM CAUTION: Trusses should not be unloaded on rough terrain or uneven surfaces which could cause damage to the truss. Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. AWARNING: Do not break banding until installs= tion begins or lift bundled trusses by the bands. AWARNING: Do not use damaged trusses.;,;;:; Trusses stored vertically should be braced to prevent toppling or tipping. ADANGER: Do not store bundles upright unless properly braced. , ®DANGER: Walking on trusses which are Tying flat Is extremely dangerous and should be stn) ally prohibited. µ Frame 1 A WARNING Dornot attach cables,,chaine, hooks to the web members { Tag Une ! '1 ! -I Approximately Approximately Y. truss length 1/2 truss length Truss spans Tess than 30'. Spreader Bar Toe In Toe In !\ �I \' %i %'I/il Approximately %to1 truss len, h Spreader Bar Toe in Less than or equal to 60' Approximately 1/2 to 35 truss len, th Tag Une • • ••• • • • ••• •• •• • • • •• . •• • a VI�ARWING•Dp • notlifiNngle trusses with spans greater than 30' by tine peak. MECHANICAL.. INSTALLATION+ • •.• • ••• • •.• • • •• • • • • • • • go .. • • ••• • • • • • • • • • •• ••• • • • a it • • • •• • Lifting devices should be connected►td the truss top chord with a closes Toop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Une Toe In Less than or equal to 60' Tag Une Tag Une • • • • • ••• Strongback/ SpreaderBar At or above mid - height Tag Une • •• AIL 10' Approximately 1 to % truss length •Strongback/ SpreaderBar Greater than 60' 10' 10' I II ,�.�,�� I I ►i I %iii Approximately >� V3 to 3/4 truss length Greater than 60' .� t CAU O ►1. em • ovary bracin s o th s �I _ Q' AI,.i °ors f Id U z v'r 9 ate., truss muar ca gurata • n��■s ` Cons : star :. . of lone e: OOPS,- if a differen. rating!. arrangement Is desired v The eng nee may design arac ng, n accordance with TPI's ,, W ecommended+ Design Speeiffcadon for Temporary Bra ig of Metal Plate Connected Wood.'"' • rusies DSe;89,andIn some; cases ermine that a wi der spacingis possible. - ,,. ade uate or the InstaIation o GROUND BRACINGBUILDING INTERIOR:" GROUND BRACING: BUILDiNG EXTERIOR Typical vertical attachment Plan End Wall Sid `�-- -tee � ►@. mat, r // / , Ground Brace f6 l '� Verticals GBy) w fi_: r; • Backup ground stake / Typical horizontal tie member wlth multiple Makes (HT) Driven ground Makes CAUTION: Ground bracing required for all installations. Strut (Si) A Frame 2 of bri oup of truss= (ES) 12 4 or greater • . ••• • • • ••• .. •• • • • •• •• • • • • • • • • • • SPAN w • • • • ••• • • : • • • • •• • • MINIMUM Pitgli _ — — • • • a TOP CHORD ,' LATERAL BRACE SPACING(L8 TOP CHORD DIAGONAL BRACE SPACING (DB& (# trusses] • • •• •. • . '!. r. SP /DF SPF /HF UP Si z' : s 4/1.2• • i ' • • • 20 15 Over fit' .44: 4714e • • • i • • • 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer • • •• • C/� -•Qgiu >;; Figiarolt: • •t�-.Ham r• • • • • •• • • • • • ••♦ •• All lateral braces lapped at least 2 trusses. Topchords that are laterally braced can buckle togetherand causecollapse Ifthere isnodi ago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. SP - Southern Pine SPF - Spruce - Pine -Fir Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required CHED TRUSS WARNING :Failure to follow these reco . e ere ersonal Injury or damage to tc: dtlons could" buildings MINIM PITC DIFFERENCE OP CHO LATERAL BRACE SPACING(LB)j; TOP CHORD DIAGONALBRACE SPACING (DBc0 :. 't# trusses] Up to 28' 2.5 7' SP /DF 17 SPF /HF 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required SP - Southern Pine SPF - Spruce - Pine -Fir All lateral braces lapped at least 2 trusses. 12 5 /i.41r'. AmorAiror ANSI INPW AIM ! /� ■ Frame 3 Top chords that are laterally braced can buckle together and cause collapse if there ism) diago- nal brecing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. SCISSORS TRUSS 12 -1 4 or greater / • ••• • • • ••• •• .• • - 45 °� IP4r- • • • • • • BOTTOM CHORD • • • • • • • • Bottom CHORD DIAGONAL BRACE MINIMUM LATERAL BRACE SPACING (DB& SPAN • • PITCH ••• • • • SP• • ACINC4(LBS) • • • (# trusses] - 1 - a t.k to 32: • •.4/ :2: • .1 ' • 20 15 e: 32'4- 48' • •4/P?4 • • ..16%. 10 7 Over 4$ " --•60' • 4/12 15' 6 4 Over 60' See a registered professional engineer • • • • H�F -•H@rtt f Doug's* Rit -Le• • ••• • • • •. • • • e • • • • • ••• •• • Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. BOTTOM CHORDP 1 yam, _F i +v 'L m... "V*K,yJ ARNING Failure to follow these. ecomme idationscouldresulltIn r,,., t;ceve�re;persona Injury or d a d age es or::buildings Cross bracing repeated at each end of the building and at 20' intervals. WEB MEMBER PLANE <-a Permanent continuous lateral bracing °c: as specified by the truss engineering. Frame 4 45 °� IP4r- WEB MEMBER PLANE <-a Permanent continuous lateral bracing °c: as specified by the truss engineering. Frame 4 SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBs) TOP CHORD DIAGONAL BRACE SPACING (DBs) [# trusses] SP /DF SPF /HF Upto32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 — Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 2; • • ••• • •• •• • • • a • • • • • • • 2x4 /2xd PAtAILLE.• CHORD Ttili §§ • • • •• •• • • • • • Top chords that ere latel)bly bracadin bulkisi together and eluatcoliap• se Were isnod ags nal bracing. Dt•ganal baring shouldbe rb5i1 to the underside ofthe_t chord �R+e�i per are attached to ft a topp.e1 a of the top chord. •• • • • •• • • • • • • • Oontinuous --` •fop Chord Lateral Brace Regyiied • • • • • 10° or Greater • • • • • • • • •.. .Attachment / ,Required g or greater The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. End diagonals are stability and must be dup both ends of the truss system. WARNING Failure tofollowtheserecomiendatlonscouidresult n severe personal Injury' or damage to tru orbuildngs, 4x2 PARALLEL CHORD TRUSS :TOP CHORD Top chords that are laterally braced can buckle togetherand cause collapse tither* is no dingo- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when puriins are attached to the topside of the top chord. Continuous Top Chord Lateral Brace Required End diagonals are stability and must be dup both ends of the truss system. Frame 5 31 /Za Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. SPAN MINIMUM PITCH TOP CHORD LATERAL *BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SP /DF SPF /HF Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce- Pine -Fir • • ••• • • • •• •• • • • •• •• • • • • • 42 • • • • • • �• N3 or • • • • . •�•greattlr • • • • • N / ••• • • • /4. • All lateral braces lapped at least 2 trusses. Diagonal brace also required on end verticals. Continuous Top Chord Lateral Brace Required Top chords that are laterally braced can buckle togetherand cause col lapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MONO :TRUSS 10' or Greater Attachment Required � ARNING* Failure to chowtthes�e recommendations could ult.1 ,'severe pe sonal injury, or damage-to trusses or bu idings. PLUMB Truss Depth D(In) Maximum Misplacement INSTALLATION TOLERANCES D(in) D /50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1 -1/4" 5' 72" 1 -1/2" 6' 84" 1 -3/4" 7' s6' 2" 8' 108" 2" 9' Lesser of D /50 or 2" Plumb Line OUT -OF -PLUMB INSTALLATION TOLERANCES. WARNING: Do not cut trusses. L(in) Length L(in) BOW t Lesser of L/200 or 2" f L L(in) { L(in) L/200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' t Lesser of 1/200 or 2" L(in) L/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2' 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses. Frame 6