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WS-18-2458Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address Permit Permit NO. WS-9-18-2458 Permit Type: Windows/Shutters Work Classification: Door Replacement Permit Status: APPROVED Issue Date: 9118/2018 Expiration: 03/17/2019 Parcel Number Applicant 90 NE 96 Street Miami Shores, FL 33138- 1132060130600 Block: Lot: BENJAMIN MANDEL Owner Information Address Phone Cell BENJAMIN MANDEL 90 NE 96 Street MIAMI SHORES FL 33138- (202)246-2444 Contractor(s) Phone THE DOOR DOCTOR OF SOUTH FLOF (954)491-0039 Cell Phone Valuation: Total Sq Feet: $ 3,698.00 0 Type of Work: REPLACE SINGLE FRONT ENTRY DOOR No of Openings: 1 Additional Info: Classification: Residential Scanning: 2 Fees Due CCF DBPR Fee DCA Fee Education Surcharge Permit Fee Scanning Fee Technology Fee Total: Amount $2.40 $2.00 $2.00 $0.80 $110.00 $6.00 $3.20 $126.40 Pay Date Pay Type Amt Paid Amt Due Invoice # WS-9-18-68895 09/18/2018 Check #: 25385 $ 126.40 $ 0.00 Available Inspections: Inspection Type: Window Door Attachment Final Review Building In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity. with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is acc d that all work will be done in compliance with all applicable laws regulating construction and nee ing. Fu r ore, I au horize the above- contractor to do the work stated. September 18, 2018 Authorized Signature: Owner / Applicant / Contractor / Agent Date Building Department Copy September 18, 2018 1 BUILDING PERMIT APPLICATION Miami Shores Village RECEIVE Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 SEP 8 �� Tel: (305) 795-2204 Fax: (305) 756-8972 J� INSPECTION LINE PHONE NUMBER: (305) 762-4949 i.°1 FBC20l c Master Permit No.L cS l - 2,y5 Sub Permit No. •BUILDING ❑ ELECTRIC ❑ ROOFING La REVISION ❑ EXTENSION El RENEWAL El PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE` OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 90 NE 96 Street City: Miami Shores Folio/Parcel#:11-3206-0,13-0600 Occupancy Type: County:, Miami Dade Zip: Is the Building Historically Designated: Yes Load: x Construction Type:. - Flood Zone: BFE: NO X FFE: OWNER: Name (Fee Simple Titleholder): Benjamin & Kristin Mandel phone#: 202-246-2444 Address:90 NE 96 Street City: Miami Shores ' State: FL Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: The Door Doctor of South Florida, Inc. Address: 1188 NE 47 ST Zip: 33138 1 sY - ?vet- A `P-r"7 Phone#: 954-491-0039 City: Oakland Park State: FL Qualifier Name: Gary Feldman Zip: 33334 Phone#: 954-709-2947 State Certification or Registration #: Certificate of Competency #: 13BS00043 DESIGNER: Architect/Engineer: Phone#: Address: City: Value of Work for this Permit: $ 3698 Type of Work: ❑ Addition ❑ Alteration State: Zip: Square/Linear Footage of Work: ❑ New 0 Repair/Replace Description of Work: Replace Single Front Entry Door ❑ Demolition .�.et Specify color of color thru tile: Submittal Fee $ �--� Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ 1 2. C" • 4 0 Structural Reviews $ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior' to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC - OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. • "WARNING TO OWNER: YOUR FAILURE TO -RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING=TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. 'IF YOU -INTEND TO OBTAIN'FINANCING, CONSULT WITH YOUR.LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose -property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection 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 V!J OWNER orAGENT The foregoing instrument was acknowledged before me this 11 � le day of Seelevnb Qv-, 2t6 t g , by 6-day of ar►�cr , 20 IS , by 26« 6 ,who is personally known to ` . 'QY Leg o u fZl who is personally known to i O r 1 i aQnS-{ Signature 2 CONTRACTOR ,, The foregoing instrument was acknowledged before me this me or who has produced as me or who has produced • identification and who did take an oath. NOTARY PUB Sign: Print: Seal: - .0r� ,,* OF FVV's.• My Comm. Expires Feb 25, 2019 Bonded through National Notary Assn. APPROVED BY blic - State of Florida identifica Sign: w Print: Seal: Y'Pugy, =1, YANADY PRIETO :# c MY COMMISSION # FF 214031 EXS: March 25, 2019 R PIRE Plans Examiner as Zoning ti (Revised02/24/2014) Structural Review Clerk Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Inspection requirements for: Windows, Doors, Skylights or Fixed Glass (cladding) Permits Upon issuance of permits for the scope of work involving the removal, changing and/or replacement of any type of windows, doors, sidelites, skylights or fixed glass (cladding) the permit holder or qualifier bearing his signature on the permit application shall abide by the requirements of this department and comply with the following statement: Upon obtaining window and/or door permits for the installation of same, it is the responsibility of the permit holder to request window/door framing in -progress inspection, prior to concealment of any horizontal or vertical clip mullion, bucks, shims, etc. Inspector will also verify anchor type, edge distance, embedment and spacing. The purpose for this inspection, is for the verification of conformance with Product Approval (NOA). Ackno Qualifier/Owner Signature Date Print Name 5. Surety: (Payment bond reoui(ed by owner from contr?otor. if any) Name, eCdrs$3 and phor.e number: r Mount 04 bond $ e Lendername and address; CFN: 20180562825 BOOK 31142 PAGE 273 DATE:09/14/2018 04:04:43 PM HARVEY RUVIN, CLERK OF COURT, MIA-DADE CTY NOTICE OF COMMENCEMENT ltECOROED COPY MUST BE POSTED CU THE JOB SITE AI TIME Of FIAST INSPECTION ;PERMIT NO TAX FOLIO NO, 3C)0iD -0)3 -04:00 STATE OF FLORIDA: COUNTY OF MIAMI-DADE: ThiE UNDERSIGNED hereby grecs notice that improeomeitts wia bra made so certain real property, arid in accordance with Chapter 713, Florlda Statutes, the Tot &wing intorrnaon provlded 4n this Notice of Cert. 1. LegaI description of properly and triset/address., )444. EC 1- 4141D /IR 1.0--20 2, DrocrIpt on of Improvement ReptAs e ....1.Neat_ . Owneifs) mune and addretss. 14, interest tn propertyr hlerns and address of fee sbipla htlehofder: s- 4. ConItactoes male, address tf.n0 phoevi number; 77 11,,f• (1-7 S3— r)j4 Prk.. et— 13:11 ty Sena above nostrvell 1Dt 11$4' uorig *WC Ps within thrt &tete of Forka des'ignated by Owner up Section 113.13i1}0)7., FlOrtde Statutes. Name, eflrees and phone number: m not,ces Cr other documents may be served as pravided by 8. In siddieron to himself. Owners designates the 1cw porM o receive a copy of the tienor'Si 'T I 3. 13(1Xb), Flandts Statutes. Name; address and phone mallow: Secton O Extwation date of this Notice of Cornmencamen:: tueave4.1on oibto 4 rew trom veva Owl 94 zaccu0ki t).446•1 e*N.40, *St i41POCIAK1 WAIININO TO OWNER: ANY PAYMENTS MADE aY THE OWNER AFTER THE ExPIRATION OF THE NOTICE OF COtAMENCENIENT ARE CODED IMPROPER PAYM&4TS UNC€R CHAPTER 713, PART sEcnom 7 I3. ta. F1.014,0A STATUTES. ANCECAN RESULT IN YouPAYeiG T1,140E FOR ImPROVFMENTS TO YOUR PROPERTY, A NOTiCk OF OOmNIENCEMENT MUST RF RECORDED ANO POSTED ON THE JOB SITE BEFORE THE FIRST imsPEC.110N. If Y01.1.INTENO TO OBTAW FINANC04G, CC,45LiLT %MTN YO,UFILENCEP OR AN ATTORNEY BEFORE COmMENONO WORK OR f1tC0Ft01N0 TOUR NOTICE OF COMMENCEMENT. gat -es) of Probated Sy Print Name 1ittert0fOce Crixed 011iter/Directod,Dartner/Manager Prepared By STATE OF FLOBIOA COUNre QF MAW-OA-OE The I -no insirumenL.Was acknowieeoed before, me this day of.— if,t) *K4424145 rt,Cir•eQ.. j 29 lndisridua:y. or 0 AS ' tol TOffice 0 Personally known, or 14 produced the folk:iv/Iry type of kientifloallon: Signature of Notary Public: :pi-1 Nome: (SEAL) ................. W.:QM Under ,pcmaltias ot perjury, I declare ttiet:t tw're read.the foreootrig and that the facts staled in it Ara laic to the bast ot my MC:NV.4W pit and baIIef. Aulhortied OffIcar/Direc:or/Partner/Maneger who sect ritiove; By --.....1 q5.51.:(347.7 ' • . ..a -Aft- . .., ad. ..... a_ ama. .m.Y. ,••• ........ A. I • !YONNE LANDERO 1101Ify Peak • Stat. cit Florki0 COiTi011eslori 0 GG 00109 My Comm, Expire. Jun 2$, 2020 .010, N.• 1' CFN: 20180414970 BOOK 31053 PAGE 3753 DATE:07/11/2018 03:14:54 PM DEED DOC 5,640.00 HARVEY RUVIN, CLERK OF COURT, MIA-DADE CTY This instrument prepared by or under the supervision of: Name: Jorge M. Vigil, Esquire Jorge M. Vigil, P.A. Address: 265 Sevilla Avenue Coral Gables, Florida 33134 (Space Reserved for Clerk of Court) Parcel I.D. No. 11-3206-013-0600 WARRANTY DEED THIS INDENTURE is made and entered into as of the a�- day of July, 2018 by VERO HOMES, LLC, a Nevada limited liability company, whose mailing address is 848 Brickell Avenue, Suite 1220, Miami, Florida 33131 ("Grantor"), to BENJAMIN A. MANDEL and KRISTIN R. MANDEL, his wife,, whose address is 90 NE 96th Street, Miami, FL 33138 ("Grantee"). Wherever used herein, the terms "Grantor" and "Grantee" shall include all of the parties to this instrument and their successors and assigns. WITNESSETH: That the Grantor, for and in consideration of the sum of TEN DOLLARS ($10) and other good and valuable consideration to the Grantor in hand paid by the Grantee, the receipt and sufficiency whereof are hereby acknowledged, has granted, bargained and sold to the said Grantee and Grantee's successors and assigns forever, the following described real property situate, lying and being in the County of Miami -Dade, State of Florida to wit: , Lots 1 and 2, Block 5, AN AMENDED PLAT OF MIAMI SHORES SECTION NO. 1, according to the plat thereof, recorded in Plat Book 10, Page 70, Public Records Miami -Dade County, Florida. Subject to 2018 real property taxes, and assessments, conditions, reservations, limitations, easements, covenants, resolutions, agreements, restrictions, and liens of record, not intending to reimpose the same. And the Grantor does hereby fully warrant the title to said land, and will defend the same against lawful claims of all persons whomsoever. CFN: 20180414970 BOOK 31053 PAGE 3754 IN WITNESS WHEREOF, Grantor has hereunto set its hand and seal as of the day and year first above written. VERO HOMES, LLC, a Nevada limited liability company By: Print Name: Print Name: V "vI C�.... STATE OF FLORIDA ) ) ss: COUNTY OF MIAMI-DADE ) H- - or S. De L; anal, Manager The foregoing instrument was acknowledged before me this & day of July, 2018 by Hector S. De La Canal, as Manager of VERO HOMES, 1 .C, a Nevada limited liability company. He either [ )1,1 is personally known to me or [ ] h.. produced a Florida driver's license as identification. My commission expires: 109-2/ 4816-6775-8187, v. 1 Notary Public, State of Florida Commission No. •y 'A- MY COMMISSION # FF 160966 t EXPIRES: October 14, 2018 •F„do V.'s Bonded Thru Notary Public Underwriters [Notarial Seal] CONTRACTOR NAME : 1. OPENING LOCATION pr 2. PRODUCT 00>i ACCEPTANCE NUMBER FL 2 23 73,5 PRODUCT APPROVAL REVIEW FORM Dodk, SITE ADDRESS : 90 A/•F 9 Si 3. PRODUCT APPROVAL DESIGN PRESS.RATING (+)PSF (-)PSF 55,o -S50 • • 000 • • • • • • • •- • • • •• • •• • S. 4 PRESS. RATING REQD. FOR SPECIFIC OPEN. (+) PSF 38>)2 • • • •• ▪ • • • ••• • • • • • • • • • • • (-) PSF -LJI,s/ F r PAGE OF PERMIT #: 5. OPENING SIZES WIDTH X AREA IN HEIGHT SQ FEET 3 n s �Fc SFp; 171 AA Pr 'PROVED MNG DEPi • ••• • • • • • • • • • • • • • • . • •• • • • • -.-. . . • • • • • •• • • • S. • • • Mi, U GOMEL rJ nnr,.,r. 6. SHUTTERS REQUIRED? !ANCE Wi i H ALL -qULhL AND Rcr ZONE # 2427,6 FEDERAL WATIO,NS Y/N 1V IDENTIFY OPENINGS ALPHABETICALLY ON E1.EWATIO4,T •S+ 1 TS•. +IDENTIFY VERTICALLY STACKED GLASS IN THE SAME OPENINGS FROM BOTTOM TO TOP WITH SUB N41BPpi ( ,Al A2„ ETC.). • • • • • • • • • • • • .•• • • • ••• • • 5 So 9(a Si, ` .. ... . . . . . .. . • • • •• • • • • •• •.• •. • • • •• • •• •• • •• •• •• •. • • • • • . • .. • s . . • • . • • .. • . •. . • • • . • • . • • • • • • • • .•• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •. • • • •• •• • • • • • ••• • • �r�r Dior 8/28/2018 WINDO2 v2-21 Detailed Wind Load Design (Method 2) per ASCE 7-10 Analysis by: JA Company Name: Biagi & Associates Engineering, LLC Description: 90 NE 96th Street Miami Shores Florida 555 W Prospect Rd, Oakland Park FL 33309 User Input Data Structure Type Basic Wind Speed (V) Struc Category (I, II, III, or IV Building 175 ( mph II �, Exposure (B, C, or D) Struc Nat Frequency (n1) Slope of Roof Slope of Roof (Theta) Type of Roof Kd (Directonality Factor) Eave Height (Eht) 1 4.0 18.4 Hipped 0.85 9.00 HZ :12 Deg ft Ridge Height (RHt) Mean Roof Height (Ht) Width Perp. To Wind Dir (B) Width Paral. To Wind Dir (L) 14.00 11.50 80.00 57.00 ft ft ft ft Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.20 Flexible Structure No Calculated Parameters mportance Factor 1 1 Hurricane Prone Region (V>100 mph) Table 6-2 Values Alpha = zg = 9.500 900.000 At = Bt = 0.105 1.000 Bm = 0.650 Cc = I= Epsilon = Zmin = 0.200 500.00 ft 0.200, 16!00 ft .• . Gust Factor Category I: Rigid Structures - Simplified Method — _ Gust1 'For rigid structures (Nat Freq > 1 Hz) use 0.85 1 • Q• . • •• • Gust Factor Category II: Rigid Structures - Complete Analysis .. Zm Zmin 467GG!t "•• Izm Cc * (33/z)^0.167 0!228'F • Lzm I*(zm/33)^Epsilon 4€7.06 ft :.. • Q (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 0:89$6. Gust2 0.925*((1+1.7*Izm*3.4*Q)/(1+1.7*3.4*Izm)) 0.8716 • .•' Gust Factor Summary •' G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.851 Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gcpi Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 -0.18 . • .•. . • • . • • . • . ..••.. • . . • • •• • • Biagi Associates Engineering, LLC WIND Design 8/28/2018 WINDO2 v2-21 Detailed Wind Load Design (Method 2) per ASCE 7-10 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev ft Kz Kzt qz Ib/ft^2 Pressure (Ib/ft^2) Windward Wall* Leeward Wall Total Shear Moment +GCpi -GCpi +GCpi -GCpi +/-Gcpi (Kip) (Kip-ft) 15 0.85 1.00 56.57 28.28 48.65 -34.22 -13.86 62.51 75.01 562.59 Note: 1 B Positive forces act toward the face and Negative forces act away from the face. Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting System hod 2) L 1- t t t t t t t ?, -0 -0 -0 -0 -0 -0 -► -0 -► 14 L Variable Formula Value Units. Kh 2.01*(15/zg)^(2/Alpha) 0.85 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256*(V)^2*I*Kh*Kht*Kd 56.57 psf Khcc Comp & Clad: Table 6-3 Case 1 0.85 Qhcc .00256*VA2*I*Khcc*Kht*Kd 56.57 psf Wall Pressure Coefficients, Cp Surface Cp Windward Wall (See Figure 6.5.12.2.1 for Pressures) 0.8 • • • • • • •• • • • • • • • • • • •• •• • • • • • • • • • • • • • Roof Pressure Coefficients, Cp Roof Area (sq. ft.) Reduction Factor 1.00 Calculations for.Wind Normal to 80 ft Face Additional Runs may be req'd for other wind directions Leeward Walls (Wind Dir_Normal to 80 ft wall) Leeward Walls (Wind Dir Normal to 57 ft wall) Side Walls Roof - Wind Normal to Ridge (Theta>=10) Windward - Min Cp Windward - Max Cp Leeward Normal to Ridge Overhang Top (Windward) Overhang Top (Leeward) Overhang Bottom (Applicable on Windward only) Cp Pressure (psf) +GCpi -GCpi -0.50 - 0.42 -0.70 -34.22 -13.86 -30.34 -9.98 -43.84 -23.48 - for Wind Normal to 80 ft face -0.36 0.14 - 0.57 -0.36 -0.57 0.80 -27.69 -7.32 -3.64 16.72 -37.49 -17.13 -17.50 -17.50 -27.31 -27.31 38.47 38.47 •. • • • • •••• • •• • • • • • • • • • •• • • • • •• • • • • • •• • • • • ••• • .: • • • • � • Biagi Associates Engineering, LLC WIND Design 8/28/2018 WINDO2 v2-21 Detailed Wind Load Design (Method 2) per ASCE 7-10 Roof - Wind Parallel to Ridge (All Theta) - for Wind Normal to 57 ft face Dist from Windward Edge: 0 ft to 23 ft - Max Cp Dist from Windward Edge: 0 ft to 5.75 ft - Min Cp Dist from Windward Edge: 5.75 ft to 11.5 ft - Min Cp Dist from Windward Edge: 11.5 ft to 23 ft - Min Cp Dist from Windward Edge: > 23 ft -0.18 - 0.90 - 0.90 -0.50 -0.30 -18.84 -53.46 -53.46 -34.22 -24.61 1.53 -33.09 -33.09 -13.86 -4.24 Kh = Kht = Qh = Theta = * Horizontal distance from windward edge Figure 6-10 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft 2.01 *(15/zg)^(2/Alpha) Topographic factor (Fig 6-2) 0.00256*(V)^2*ImpFac*Kh*Kht*Kd Angle of Roof Transverse Direction 0.85 1.00 56.57 18.4 Deg Cana . • Longitudinal _Directidii ' • Torsional Load Cases Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh (psf) Min P (psf) Max P (psf) 1 0.52 0.18 -0.18 56.57 19.01 39.38 2 -0.69 0.18 -0.18 56.57 -49.22 -28.85 3 -0.47 0.18 -0.18 56.57 -36.67 -16.31 4 -0.42 0.18 -0.18 56.57 -33.66 -13.30 5 -0.45 0.18 -0.18 56.57 -35.64 -15.27 6 -0.45 0.18 -0.18 56.57 -35.64 -15.27 1 E 0.78 0.18 -0.18 56.57 33.93 54.29 2E -1.07 0.18 -0.18 56.57 -70.71 -50.35 3E -0.67 0.18 -0.18 56.57 -48.25 -27.89 4E -0.62 0.18 -0.18 56.57 -45.12 -24.75 * p = qh * (GCpf - GCpi) Figure 6-11 - External Pressure Coefficients. GCp •• • • . • •• • • • • •• • • • • • •••• • • • • • •• • • • • •• • • • • • • • • • • • • • • •• • •• • • • . • • • . • Biagi Associates Engineering, LLC WIND Design 8/28/2018 WINDO2 v2-21 Detailed Wind Load Design (Method 2) per ASCE 7-10 Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a = 4.6 ==> a Hipned Roof 7 < Theta <= 27 4.60 ft Double Click on any data entry line to receive a help Screen Component Width (ft) Span (ft) Area (ft^2) Zone GCp Nind Press (1b/f02,1 Max Min Max.'. Min" 0.00 • .� , 9 0.00 —(♦-••all— • DOOR 3 7 21.00 4 0.94 -1.04 38•12. -41.§1 0.00 •.... • •" 0.00 • l 0.00 .. .. • • • Note: * Enter Zone 1 through 5, or 1 H through 3H for overhangs. • • • • • • • • •• • .• • • 0.00 • '•• •••• 0.00 • •••� 0.00 • • 0.00 0.00 0.00 0.00 0.00 0.00 0.00 �!„ti 0.00 �.! :a N. 0.00 � ..... 0.00 _A- .. \:, 0.00 -`" • ti/ ( r 0.00 <r• 0.00 0.00 4 , 0.00 _ 0.00 r r • • • •• • • • • • .• • • • • Biagi Associates Engineering, LLC WIND Design Log In ; User Registration Hot Topics Submit Surcharge Stets & Facts ! Publications s. Contact Us BCIS Site Map Links Search Product Approval USER: Public User Product Approval Menu > Application Detail _FL #..rr Application Type Code Version Application Status Comments Archived r22378-R� L Revision `/ 2017 Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Product Manufacturer Masonite International Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory 1955 Powis Road West Chicago, IL 60185 (800) 663-3667 sschreiber@masonite.com Steve Schreiber sschreiber@masonite.com Exterior Doors Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By •• • • • • •- •••• • • • • •• • • •• • • • • • •••• • • • •••• • • • • •••• • • • • • •• •• •• • • • • •• • • • • • • • • • • • • • • • • • • • • •• • •• • • • • • • • •• • National Accreditation & Management Institute National Accreditation & Management Institute Standard Year TAS 201 1994 TAS 202 1994 TAS 203 1994 Product Approval Method Method 1 Option A Date Submitted 07/18/2018 Date Validated Date Pending FBC Approval Date Approved Summary of Products 07/18/2018 07/27/2018 FL # Model, Number or Name Description 22378.1 Stormguard Fiberglass Side -Hinged Door Unit 6'-8" Opaque I/S Single Door Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +60/-65 Other: Evaluated for use in locations adhering to the Florida Building Code, including the High Velocity Hurricane Zone, and where pressure requirements do not exceed the design pressures listed. 3'-0" x 6'-8" max nominal size. Hurricane protective system is NOT required. See DWG-MA-FL0170 for anchor details and water performance where required. Certification Agency Certificate FL22378 R3 C CAC NI007077.07-R2.pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL22378 R3 II FL0170.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL22378 R3 AE 514010A.pdf FL22378 R3 AE 514014A.pdf Created by Independent Third Party: Yes 22378.2 Stormguard Fiberglass Side -Hinged Door Unit 6'-8" Opaque O/S Single Door Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +60/-60 Other: Evaluated for use in locations adhering to the Florida Building Code, including the High Velocity Hurricane Zone, and where pressure requirements do not exceed the design pressures listed. 3.-0" x 6'-8" max nominal size. Hurricane protective system is NOT required. See DWG-MA-FL0170 for anchor details and water performance where required. Certification Agency Certificate FL22378 R3 C CAC NI007077.07-R2.pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions •••• FL22378 R3 II FL0170.pdf • • Verified By: National Accreclita. fl &S 1m anageent stitute Created by Independent Third• Party: • • • •In• Evaluation Reports • FL22378 R3 AE 514010A.psli • . • • FL22378 R3 'AE 514014A.pdi • • • Created by Independent Third Party•Yes •••• • •••• • • • • • • • • 22378.3 Stormguard Fiberglass Side -Hinged Door Unit 6'-8" Opaque I/S Single or Dbeletilor w/ o606JU•S delites • •• •• •• • • •. • • •••• • • •••• Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +50.5/-50.5 Other: Evaluated for use in locations adhering to the Florida Building Code, including the High Velocity Hurricane Zone, and where pressure requirements do not exceed the design pressures listed. 12.-0" x 6'-8" max nominal size. Hurricane protective system is NOT required. See DWG-MA-FL0170 for anchor details and water performance where required. Certification Agency CertiVaal •: FL22378 R3 C CAC NI007S77.07-42.pdf • • Quality Assurance Contragt Expiiation D3t?e • • • 12/31/2020 • • • • Installation Instructions •• • • r •• • FL22378 R3 II FL0170.pdf • • • Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL22378 R3 AE 514008A.pdf FL22378 R3 AE 514012A.pdf Created by Independent Third Party: Yes • • • • • • •• • 22378.4 Stormguard Fiberglass Side -Hinged Door Unit 6'-8" Opaque O/S Single or Double Door w/ or w/o Sidelites Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +55.0/-50.5 Other: Evaluated for use in locations adhering to the Florida Building Code, including the High Velocity Hurricane Zone, and where pressure requirements do not exceed the design pressures listed. 12.-0" x 6'-8" max nominal size. Hurricane protective system is NOT required. See DWG-MA-FL0170 for anchor details and water performance where required. Certification Agency Certificate FL22378 R3 C CAC NI007077.07-R2.pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL22378 R3 II FL0170.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL22378 R3 AE 514008A.odf FL22378 R3 AE 514012A.pdf Created by Independent Third Party: Yes 22378.5 Stormguard Fiberglass Side -Hinged Door Unit '6'=8"2Impact Glazed,I/S or O/S^Single Door w/ or w/o Sidelites Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes 1' Design Pressure: +55/-55 Certification Agency Certificate FL22378 R3 C CAC NI007077.09-R2.pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions • NOTICE OF PRODUCT CERTIFICATION Company: Masonite International Corporation 1955 Powis Road West Chicago, IL 60185 Certification No.: Certification Date: Expiration Date: Revision Date: NI007077.07-R2 05/22/2017 12/31/2020 05/02/2018 Product: Fiberglass Impact Rated Opaque Inswing or Outswing Door w/ and w/o Impact Rated Sidelites (w/Wood Frame or Worldwide Composite Frame3 unless noted) Specification: TAS 201/202/203-94/ASTM E330-02 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at www.Namicertification.com. NAMI's Certification Program is accredited by The American National Standards Institute (ANSI). Configuration Inswing or Outswing Glazed or Opaque Maximum Size Structural Design Pressure Water Test Pressure Missile Impact Rated Test Report Number Drawing Number & Comments X Single I/S Opaque 3'0" x 6'8" +60/-65 0 psf Yes NCTL-210-3102-1/ATLNC 0129.02-15/ATLNC 1012.01-16 Maximum Panel Size: 3'0" x 6'8" Anchor Details-MA-FLO170-07/W-1807 X • Single O/S Opaque 3'0" x 6'8" +60/-60 3.75 psf/ 6.0 psf' 10.5 psf 2/9.0 psf 4 7.5 psf 5 Yes NCTL-210-3102-1/ATLNC 0129.02-15/ATLNC 1012.01-16 Maximum Panel Size: 3'0" x 6'8" Anchor Details-MA-FLO170-07/W-1807/W-1835/ W-1860 XX Double US Opaque 6'0" x 6'8" +50/-50.5 0 psf Yes NCTL-210-3105-1/ATLNC 0129.01-15/ATLNC 1012.01-16 Maximum Panel Size: 3'0" x 6'8" Anchor Details-MA-FLO170-07/W-1807 XX Double O/S Opaque 6'0" x 6'8" +55/-50.5 3.75 psf/ 6.0 psf' 8.25 psf 2/8.25 psf 4 Yes NCTL-210-3105-1/ATLNC 0129.01-15/ATLNC 1012.01-16 Maximum Panel Size: 3'0" x 6'8" Anchor Details-MA-FLO170-07/W-1807/W-1835 XO/OX Single w/Sidelite US Opaque Door Glazed Sidelite 6'0" x 6'8" +50.5/-50.5 0 psf Door -Yes Sidelite-Yes NCTL-210-3105-1/ATLNC 0129.01-15/ATLNC 1012.01-16 Maximum Panel Size: 3'0" x 6'8"/Sidelite: 3'0" x 6'8" Anchor Details-MA-FLO170-07/W-1807 XO/OX Single w/Sidelite O/S Opaque Door Glazed Sidelite 6'0" x 6'8" +55/-50.5 3.75 psf/ 6.0 psf' 8.25 psf 2/9.0 psf 4 Door -Yes Sidelite-Yes NCTL-210-3105-1/ATLNC 0129.01-15/ATLNC 1012.01-16 Maximum Panel Size: 3'0" x 6'8"/Sidelite: 3'0" x 6'8" Anchor Details-MA-FLO 170-07/ W-1807/W-1835 OXO Single w/Sidelites US Opaque Door Glazed Sidelite 9'0" x 6'8" +50.5/-50.5 0 psf Door -Yes Sidelite-Yes NCTL-210-3105-1/ATLNC 0129.01-15/ATLNC 1012.01-16 Maximum Panel Size: 3'0" x 6'8"/Sidelite: 3'0" x 6'8" Anchor Details-MA-FLO170-07/W-1807 OXO Single w/Sidelites 0/S Opaque Door Glazed Sidelite 9'0" x 6'8" +55/-50.5 3.75 psf/ 6.0 psf 1 8.25 psf 2/9.0 psf 4 Door -Yes Sidelite-Yes NCTL-210-3105-1/ATLNC 0129.01-15/ATLNC 1012.01-16 .Maximum Panel Size: 3'0" x 6'8"/Sidelite: 3'0" x 6'8" Anchor Details-MA-FLO170-07/W-1807/W-1835 OXXO Double w/Sidelites US Opaque Door Glazed Sidelite 12'4" x 6'8" . • . • • .fSG/-10.S • • • • • •. • • • • • • • • • •0 psi. • • • ••Maximum • • • • • . o o • Door -Yes Sidelite-Yes NCTL-210-3105-1/ATLNC 0129.01-15/ATLNC 1012.01-16 Panel Size: 3'0" x 6'8"/Sidelite: 3'0" x 6'8" Anchor Details-MA-FL0170-07/W-1807 OXXO Double w/Sidelites O/S Opaque Door Glazed Sidelite 12'4" x 6'8" • a • •+•5:/-19.: • • • 3.15 Csf/ 6.00psf' 8.25 psf 278.25 psf el Door -Yes Sidelite-Yes NCTL-210-3105-1/ATLNC 0129.01-15/ATLNC 1012.01-16 Maximum Panel Size: 3'0" x 6'8"/Sidelite: 3'0" x 6'8" Anchor Details-MA-FLO 170-07/W-1807/W-1835 - 1 -Denotes Z-Series Thresho d Design 2 -Denotes High Dam Threshold De ign 3-W-1815 4-Denotes Worldwide Pro T4 Threshold 5-Denotes HP Outss ing Threshold National Accreditation & Management Institnte;Xhc./4794 Gddrge Wishjf gton Memorial Highway/Hayes, VA 23072 Tel:.(8b4)%84.5f24'/Fait: (60ij684-S122 • • • . •• . • • • •• • •• • • ... . . . . ... . NAMI AtT1.11!? SG1;4TPRE: ... . • • • 000 • • • ••• • • .• •• • • • •• • • • • • •• •• •• • • . •• • • • •••• •• • • • • •• •• • •• • • • • • 000 • • • • • • . MASONITC. STORMGUARD FIBERGLASS DOOR UNIT 6'-8" DOUBLE DOOR WITH / WITHOUT SIDELITES _ENE_RL&L....NOTES 1. EVALUATED FOR USE IN LOCATIONS ADHERING TO THE FLORIDA BUILDING CODE AND WHERE PRESSURE REQUIREMENTS AS DETERMINED BY ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. DOES NOT EXCEED THE DESIGN PRESSURES LISTED. 2. THIS PRODUCT DOES NOT REQUIRE THE USE OF A HURRICANE PROTECTIVE SYSTEM (SHUTTERS). 3. POLYURETHANE CORE FLAME SPREAD INDEX OF 50 AND SMOKE DEVELOPED INDEX OF 60 PER ASTM E84. 4. PLASTICS TESTING: TEST DESCRIPTION DESIGNATION FACING LITE FRAME LSELF IGNITION TEMP 1 ASTM D1929 752 'F > 650 'F 842 'F > 650 'F 1 RATE OF BURNING ASTM D635 0.56 IN/MIN - -., 1.28 IN/MIN ` SMOKE DENSITY 1 ASTM D2843 53.4% �1 70.2% ! (TENSILE STRENGTH* ASTM D638 3.2% DIFF ( 1.8% DIFF , 5. PLASTICS TESTING OF WORLDWIDE COMPOSITE FRAME (WHERE USED): TEST DESCRIPTION DESIGNATION RESULT SELF IGNMON TEMP 1 ASTM D1929 779 'F > 650 'F 1 RATE OF BURNING ASTM D635 0.0 IN/MIN - ada•imONN,l SMOKE DENSITY 1 ASTM D2843 39.0% TENSILE STRENGTH' 1 ASTM D638 3.6% DIFF Cadiegke Lb.:. MLf]n7B7'f Dtla.Rcn • COMPARATIVE TENSILE STRENGTH AFTER WEATHERING 4500 HOURS XENON ARC METHOD 1 SI.NGLE...Q.Q.QR..:.UNLIi DOUBLE DOOR UNIT SINGLE DOOR UNIT .WITH.....S1QEL.0TE • • • • • • • • ...a • • • • • • 149" MAX. OVERALL FRAME WIDTH • • • • • • • •• • • • • • • • • • • 21" *AAX • • 30.375" MAX. • • • • • 0?L.0. -10 •'1--'PANEL WIDTH •W/ASTRAGAL I • • • • n m • • •.......•... •.• • • • • • • O (0 SINGLE._QQQR._.UNLT WITH SLQELIIE DOUBLE DOOR UNIT VJSIDELLTES SINGLE DOOR UNIT W/SIDELITES 37.5" MAX. 1-- FRAME WIDTH DOUBLE DOOR Ud1I...WLSIDELITES STRUCTURAL DESIGN PRESSURE RATING WHERE WATER INFILTRATION PERFORMANCE IS REQUIRED TO BE 15% OF DESIGN PRESSURE I CONF1G MAX WIDTH INSWING ALL OUTSWING INSWING BUMPER 0/S Z-SERIES O/S HP 0 S T4 0/S i. HIGH DAM O/S X 37.5" +55.0 7 -55.0 +55.0 55.0 N A +25.0 / -25.0 +40.0 / -40.0 +50.0 -50.0 +55.0 / -55.0 +55.0 / -55.0 XX 1 74' +50.0 / -55.0 i +55.0 -55.0 N /A +25.0 / -25.0 I +40.0 I -40.0 , N/A +55.0 / -55.0 ' +55.0 / -55.0 OX or X0. 75" +55.0 / -55.0 ( +55.0 55.0 N�/A +25.0 -25.0 I +40.0_2 -40.0 ? N/A +55.0 1 -55.0 +55.0 f -55.0 OXO 112.5' I +55.0 / -55.0 +55.0 -55.0 N/A +25.0 / -25.0 +40.0 / 40.0 N /A f +55.0 / -55.0 I +55.0 1 -55.0 OXXO 149` +50.0 -55.0 +55.0 -55.0 N/A +25.0 -25.0 +40.0 / -40.0 N/A 1 +55.0 / -55.0 I +55.01 -55.01 TABLE OF CONTENTS SHEET # . DESCRIPTION 1 TYPICAL ELEVATIONS & GENERAL NOTES 2 . ANCHORING LOCATIONS & DETAILS 3 ANCHORING LOCATIONS & DETAILS 1 MAX. PANEL HEIGHT 79. 6i it KURT BALTHAZOR FLORIDA P.E. #56533 >- U g cn NNN N((00) 0 W N 0 W 0 0 m< Z DATE: 4/9107 SCALE: N.T.S. DW BY: SWS CHK. BY: DRAWING NO.: DWG-MA-FLO172-07 SHEET 1 OF 3 SEE DETAIL "C" DETAIL "D" 1.375" T INSWING THRESHOLD 3" —I #8 x 2" #8x2" 6" —j 3" SEE DETAIL { E" • . .•. • .. .• • • • • • • • •• •• • • •• • ••• • . •• •• • • . • • • • • • • . •• . •• • •• • 6" 14 3 ••• • . ..• •• •• • • • • • . • • • • • . • • • • r 3� • . • . • • • . . • • • • • • — I II I I s" 6' 6" J s" �•�. 3" CD-- 3"1 6" 11 •••• • • .... 0 • • f• ••I-, • • • . 1 1.482" 3" #10 x 5/8\ #10 x #10 x #10 x 5/8' DETAIL "C" 0.9621 T BUMPER 0/S THRESHOLD 1.75" 11.047" T #10 x 1" `410 x 1" #8 x 2" w 0 a SEE DETAIL w LI 0 DETAIL "E" ASTRAGAL ATTACH ASTRAGAL RETAINER BOLT STRIKE PLATE TO FRAME AS SHOWN. 1.437" HP 0/s THRESHOLD 1 1.437" T T 41721111.1 Z—SERIES 0/5 THRESHOLD HIGH DAM QJS THRESHOLD T4 0/S THRESHOLD 0.124" NEAT STRENGTHENED 0.000' SAME (1101 15-1201.11) 0.124' HEAT STRENCTIIENLD-r DOW 005 6" ,,..-ASTRAGAL RETAINER BOLT HOLE MUST BE DRILLED THROUGH j THE THRESHOLD & INTO THE STRUCTURE DEEP ENOUGH FOR A 1.375" THROW DETALL "F" ASTRAGAL. Minim b NIJI DEOMIA]NE INSERT .0124. TTAP. 1/2' 01L .TYPICAL GLAZING DETAIL /MPACTR4TTG�CI STEQ _&LL1.5S 010 0.121' HEAT SIIMOOMAL" +ti_ 0.090 SKID( (N01 15-1201.11) 0.124' IFAT SIRDGTHENED-19.4- DON 005 DCOORATWE INSERT (OPTIMAL) f- .0124' 101P. 1/2. •1E DOZY 005 DaLIODB _ Kane ALTERNATE GLAZING DETAIL IMPACT RATED GLASS 0 0 Q a zQ r 333 a. x 0 0 0 1- 0 0 0 (n 0 51 1.41 0 D_ U1 Cr 0 0= U _— > Q 0) 0 D_ U m (n CATE:__ 4/9107 SCALE: N.T.S. DWG. BY: SWS CHIT. TM DRAWING NO.: DWG—MA—FL0172-07 SHEET 2 of 3 • • ••• • • • ••• •• •• • • • •• •• -• • • • • • • .• • • • • • • ••• • • • • • • • • • • • • • ••• • • • • ••• SEE DETAIL "C" SHT. 2 A�. SEE DETAIL "E" SHT. 2 3" -y SEE DETAIL _ "F" SHT. 2 ATTACHM, NT DETAIL 1. ANCHOR ANALYSIS FOR LOADING CONDITIONS PREPARED, SIGNED AND SEALED BY ROBERTO LOMAS, PE (FLORIDA #62514) WITH THE LOWEST (LEAST) FASTENER RATING FROM THE DIFFERENT FASTENERS BEING CONSIDERED FOR USE. JAMB, HEAD, AND THRESHOLD FASTENERS ANALYZED FOR THIS UNIT INCLUDE #10 WOOD SCREWS, 1/4" TAPCONS, AND #10 TEK SCREWS. A PHYSICAL SHIM MUST BE PLACED IN SHIM SPACE AT EACH ANCHOR LOCATION. TAPCON EDGE DISTANCE MIN 2-1/2". WOOD SCREW EDGE DISTANCE MIN 3/4". TEK SCREW EDGE DISTANCE MIN 1/2". • • • • • • • • 6" • • •• • • •• • • • • • • • 3" • • 3r -• • • • • • '41 •• • • • • • • • • ••• • • • 0 • • • • •• • • • UW • • 0_ SEE DETAIL > "0" SHT. 2'? 0 Id 0 1.25" .. MIN 2. ANCHORING INTO STEEL STRUCTURE MUST BE SUFFICIENT TO ACHIEVE 3 THREADS MINIMUM BEYOND STEEL INTERIOR SURFACE. 3. THE WOOD SCREW SINGLE SHEAR DESIGN VALUES COME FROM ANSI/AF&PA NDA FOR SOUTHERN PINE LUMBER AND ACHEIVEMENT OF 1-1/2" MINIMUM EMBEDMENT. THE TAPCON MUST ACHIEVE MINIMUM EMBEDMENT OF 1-1/4". 4. WOOD BUCKS BY OTHERS MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO STRUCTURE. 5. MINIMUM DESIGN VALUE STRENGTH OF ANCHORS 155 LBS. CL —I MAX SHIM TYPICAL MASONRY ANCHOR INSTALLATION •; •I 1a1,04 " ' I CL —I • •• • — •• • • •• 6" HARDWARE SCHEDULE 1. KWIKSET SERIES 400 GRADE 3 CYLINDRICAL LATCH AND SERIES 980 GRADE 1 DEADLOCK HARDWARE TO BE INSTALLED AT 5-1/2" CENTERLINE. 2. 4" X 4" FULL MORTISE BUTT HINGES. MIN CL —i 1"X1/2" CORRUGATED 3" FROM EACH END AND 7" OC I.. 0M.25 ,LI1 SHIM #10X2" WOOD SCREW 6" FROM EACH END AND 12" OC ACRYLIC LATEX "' CAULK ALATEXC 1 II CAULK CL 1X BUCK MASONRY COMBINATION WOOD COMBINATION WOOD ANCHOR INSTALLATION MULLION (BOXED) MULLION (BOXED) 0.25" yy • IM WOOD SCREEWS" MAX EACH END TYPICAL WOOD BUCK ANCHOR INSTALLATION i J INTEGRAL WOOD MULLION (CHS) WOOD SCREWS" EACH END INTEGRAL WW MULLION (CHS) oo O Q p Z `I O c" z cno cD w pQ Z 2 t LnU O 01 LLJ 0 a N '0 CO CO (n CO CON N 2 0 0 (al U 0 0_ m¢o z 0 w DATE 4 9 07 SCALE N.T.S_.. DWG. BY: SWS CHIC BY: DRAWING NO.: OWG-MA-FL0172-07 sRDET 3 OF 3 L. Roberto Lomas P. E. 1432 Woodford Rd. Lewisville, NC 27023 434-688-0609 rIlomas(o1Irlomaspe.com Manufacturer: Masonite Report #: 514008A- Date: 10/10/2017 Test Report: N/A Product: Double Door with and without sidelites 12'x6'8" (wood frame) Scope: This analysis provides calculations, quantities, and spacing requirements for installing product to substrate, and it applies only to the product described herein. These calculations comply with requirements of the Florida Building Code. Anchor capacity in shear condition: Solid members w/ & w/out gap: a. With threads present in shear plane .Fastener type: #10 wood screw (NDS 2012, NDS 2015, TR12) Nominal diameter: Root diameter: Minimum required penetration: D: Dr: P: 0.190 in 0.152 in 1.140 in Side member: Douglas Fir -Larch (G=0.50) Side member thickness: Side member dowel bearing strength: Side member dowel bearing length: Mode I Mode I, qm = P= KD = Zm= 636.5 Ibs/in 725.61 Ibs 2.400 302 lbs qs = P= KD = Z,= t, _ F„= 1, _ 884 Ibs/in 884 Ibs 2.400 368 Ibs Min. Design value: Z= 110 Ibs Duration Factor: CD = 1.6 Allowable Design Value (ZCD): Z.= 1.000 in 4,650 psi 1.000 in Mode II A: B: C: P= KD = Z= 0.0007 1.07 -427.674 331 Ibs 2.400 138 Ibs 175 Ibs/anchor Gap: g: 0.0000 in Moment arm: 0.0000 in Screw bending yield strength: Fny = 80,000 psi Main member: Spruce -Pine -Fir (G=0.42) Main member thickness: Main member dowel bearing strength: Main member dowel bearing length: Mode III„ Mode III, A: B: C: Ms= P= KD= Z= t„ _ F,,, _ Im = 1.500 in 3,350 psi 1.140 in 0.00096 A: 0.00107 0.57 B: 0.5 -253.623 C:-267.699 46.8 in-Ibs Mm = 46.8 in-Ibs 297 Ibs 2.400 124 Ibs P= KD = Z= 319 Ibs 2.400 133 Ibs • Mode IV A: 0.00135 B: 0.000 C: -93.6 P= KD = Z= • 263 lbs 2.400 Fastener type: 1/4 ITW Tapcon N.O.A. 16-1222.06 Substrate: Hollow block Minimum embedment: Actual edge distance: Actual C To C spacing: Allowable Design Value: 1.25 in 2.50 in 3.00 in Z"= Tabulated values edge distance spacing (in) 2.00 4.00 2.00 130 161 4.00 163 202 155 Ibs/anchor (per interpolation when needed) •• • • • • • • • • • • • • Fastener type: Substrate: Tabulated design value: Safety factor: Allowable Design Value (ZFs): #10 Tek screw 18 GA, Steel Z= 1266 Ibs Fs= 4 Z'= 316 Ibs/anchor •• • • • • • • • • • • • •• • Minimum anchor capacity: 155 Ibs/onchor Note: Anchors with the least capacity is used for calculations to qualify anchors with higher capacity. Anchor calculations, minimum required anchors 36.38 36.38 r Al /\ �Y / Al Al / YA Al Al N ) 72.75 79.25 37.50 36.38 36.38 37.50 fi fi Al ^ A4 ^ A47\ Al / YA,YA5YA3Y � A2 Al U A4 v A4 , Al 147.75 1 of 4 79.25 Design pressure: 60.0 psf Zone Area (ft2) Load (Ibs) Ind. (in) Max. O.C. (in) Anchor Result Cap. (lbs) Qty Load (Ibs) Al 2.3 138 N/A N/A 155 1 138 OK A2 7.7 463 6.00 21.00 155 5 93. OK A3 7.7 463 N/A N/A 155 3 154 OK Design pressure: 60.0 psf Zone Area (ff2) Load (Ibs) Ind. (in) Max. O.C. (in) Anchor Result Cap. (Ibs) Qty Load (Ibs) Al 2.4 146 N/A N/A 155 1 146 OK A2 7.9 473 6.00 21.00 155 5 95 OK A3 7.8 468 N/A N/A 155 4 117 OK A4 2.3 138 N/A N/A 155 1 138 OK A5 7.7 463 N/A N/A 155 3 154 OK • •• • • • • • • • • • • • • • • • • •• • • • • • • •• • • • • • • • • • • • • •• • • • • •• • • • \``L� Rf I + o L//! •�\,�C'ES<4` •s��i 0451 TAr OF ';'° • 0RPGS A: /7/0NAL�S \\N Luis R. Lomas P.E. FL No.: 62514 10/10/2017 • L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 434-688-0609 rIlomasno Irlomaspe.com Manufacturer: Masonite Report #: 514008A Date: 10/10/2017 Anchor Locations: Double door 79.25 2 of 4 6.00 TYP. 6.00 18" MAX O.C. 6.00 36.38 6.00 TYP. 3.00 TYP. I II 18.19 TYP. 36.38 • • • • •••• •. • •• •• • • •• • • •••• • • •••• • • • • •••• • • • • • • • • •• • • • • • • •• •• .• • • • • • • • • • • • • • • • • • • •• • • •• • • • • • • • • Luis R. Lomas P.E. FL No.: 62514 10/10/2017 L. Roberto Lomas P. E. 1432 Woodford Rd. Lewisville, NC 27023 434-688-0609 rIlomas(O((7Irlomasoe.com Manufacturer: Masonite Report #: 514008A Date: 10/10/2017 Double door with sidelites 7 TYP. - 18.75 37.50 TYP. - 36.38 36.38 - 37.50 6.00 �1 6.00 TYP. 3.00 TYP. -� f 18.19 TYP. 1 I I I I I 6.+0 I I I I I I I 1 I 18' MAX O.C. 1 9.25 • • • • • • • • • • • • I • • • •• • • •• • '• • • • • • • • • • • • •• • • _ .1_- 6.00 • • • • • 1 1 1 I I 'I I I t I I I I I 1 • • • 1 3 of 4 • •• •• • • • • • •• • • • • •• • • • • • • • • • • • • • • • • • • • • •• • • • • • • \co11111111,, *' 0 . ,255t •yt-_ • yff�r .. ;13 , TAT DF i c,� :- O . • Z O R tOP . `.\�� Luis R. Lomas P.E. FL No.: 62514 10/10/2017 L. Roberto Lomas P. E. 1432 Woodford Rd. Lewisville, NC 27023 434-688-0609 rIlomasi6Irlomasoe.com Manufacturer: Masonite Report #: 514008A Date: 10/10/2017 Installation instructions: 1. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN BELOW. 2. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 1/4"TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN BELOW. 3. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL WITH 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN BELOW. 4. ALL FASTENERS TO BE CORROSION RESISTANT. 5. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KS1 OR ALUMINUM 6063-T5 FU=30KSI .052" THICK MINIMUM 6. ANCHOR LOCATIONS SHOWN IN THIS DOCUMENT ARE THE MINIMUM REQUIRED FOR THE DESCRIBED PRODUCT EXPOSED AT THE DESIGN PRESSURE INDICATED HEREIN. 7. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 8. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 9. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" UNITS MUST BE ANCHORED THROUGH FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 10. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 11. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 12. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 4 of 4 •••• • • • • •••• • • • •• • •••• • • ••• • • • •• •• • • • • • •• • • • •••• • • • •• • • • • •• • • • • • • • • • • • • • • • • • • •• • •• • • • • • • 01111100, \,\51 RiL0,/// i-A1 • TAT OF cc', r�'%';cC ORI�P��\� ,�� jYONAL�E�G� Luis R. Lomas P.E. FL No.: 62514 10/10/2017 L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 434-688-0609 rIlomas a( Irlomaspe.com Manufacturer: Masonite Report #: 514012A Date: 10/10/2017 Test Report: N/A Product: Double Door with and without sidelites 12'x6'8" (composite frame) Scope: This analysis provides calculations, quantities, and spacing requirements for installing product to substrate, and it applies only to the product described herein. These calculations comply with requirements of the Florida Building Code. Anchor capacity in shear condition: Solid members w/ 8 w/out gap: a. With threads present in shear plane Fastener type: #10 wood screw (NOS 2012, NOS 2015, TR12) Nominal diameter: D: 0.190 in Gap: g: 0.0000 in Root diameter: Dr: 0.152 in Moment arm: 0.0000 in Minimum required penetration: p: 1.140 in Screw bending yield strength: = 80,000 psi Side member: PVC Main member: Spruce -Pine -Fir (6=0.42) Side member thickness: t,= 1.000 in Main member thickness: t„= 1.500 in Side member dowel bearing strength: F. = 10,000 psi Main member dowel bearing strength: F,„ = 3,350 psi Side member dowel bearing length: I, = 1.000 in Main member dowel bearing length: 1„ = 1.140 in Mode I„ Mode I, gm = P= Ko= Z„= 636.5 Ibs/in 725.61 lbs 2.400 302 Ibs qs = P= Ko = Z,= 1900 lbs/in 1900 lbs 2.400 792 Ibs Min. Design value: Z= 125 lbs Duration Factor: Co = 1.6 Allowable Design Value (ZCo): Z = Mode II A: B: C: P= Ko = Z= 0.0005 1.07 -681.799 510 lbs 2.400 212 Ibs 199 Ibs/anchor Fastener type: 1/4 ITW Tapcon N.O.A. 16-1222.06 Substrate: Hollow block Minimum embedment: Actual edge distance: Actual C To C spacing: Allowable Design Value: 1.25 in 2.50 in 3.00 in Z"= Mode III„ Mode III, A: B: C: Ms= P= Ko= Z= 0.00066 0.57 -253.623 46.8 in-Ibs 324 Ibs 2.400 135 lbs Tabulated values A: 0.00092 B: 0.5 C:-521.824 Mm= P= Ko = Z. edge distance spacing (in) 2.00 4.00 2.00 130 161 4.00 163 202 155 Ibs/anchor (per interpolation when needed) Mode IV A: 0.00105 B: 0.000 C: -93.6 46.8 in-Ibs 529 Ibs P 2.400 Ko = 221 Ibs • • Z= • • • • • • • • • • • • • • • •• • • Fastener type: Nominal screw diameter: Actual edge distance: #10 Self tapping screw D: 0.190 in de: 1.085 in Side member material: Thickness: t, Ultimate tensile strength: F,ut Nominal strength per bearing (side member): Nominal strength per bearing (main member): Nominal strength per tilting: Nominal screw shear strength: Safety factor: Allowable shear and bearing capacity: P. Vinyl PVC 1.000 in 14 ksi Rn = 2Dt,F,ue Rn = 2Dt2F, 2 Rn = 4.2(t23D)t'2F,.2 Rn = A„Fa/1.25 n= 3 145 Ibs/anchor (Calculations per 2015 Aluminum Design Manual, section J•54)• • • • Screw root area: Ar 0.C:51 in. • • Screw shear ultimate strength: F. 54.0 ksi Per table J3.2 of 2010 Steel Construction Manual 14th Eition • • • Main member material: 6063-T5 aluminuet • • Thickness: t2 0.052 in Ultimate tensile strength: F„2 22 ksi Rn1= 5320 lbs (Eq J.5-12) Rn2 = 435 Ibs (Eq J.5-12) Rn = 478.Ibs (Eq J.5-13) Rn = 654 lbs (Eq J.5-14) Fastener type: Nominal screw diameter: Screw root area: #10 D: A,. Side member material: Thickness: tt Ultimate tensile strength: Fut Nominal strength per tilting: Nominal strength per bearing (side member): Nominal strength per bearing (main member): Nominal screw shear strength: • Safety factor: Allowable shear and bearing capacity: Pa. Self tapping screw 0.190 in 0.0151 in2 Vinyl PVC 1.000 in 14 ksi Rn = 4.2(t23D)1/2Fuz Rn = 2.7Dt1Fat Rn = 2.7Dt2Fa2 Rn = A„F„,/1.25 n= 3 218 Ibs/anchor (Calculations per AISI-5100-12, sections A2.3.2 and E4.3.1) Screw shear ultimate strength: F. 54.0 ksi Per table J3.2 of 2010 Steel Construction Manual 14th Edition Main member material: Metal framing t2 0f :_ Faz \\\'t' 1111 / / j,/ 1001 lbs `\ 5 R '• .. 0 ,��//�i 7182 lbs � .`� • • • ' // 1280 lbs � No • \- N • 0_67 f' 654 lbs ti • •• *: into 6251/ �1 n r10 STAT ._ �ti �'rtc�•:cIORtOP, \, Luis R. Lomas P.E. FL No.: 62514 10/10/2017 Rn = Rn1 = Rn2 = Rn = 299 Ibs 2.494 • • • •• • • • • • • • • • • • • • • • �• • • • • •• • • • • • • • • • • •• • • • • •• • • • • Thickness: Ultimate tensile strength: (Eq E4.3.1-1) (Eq E4.3.1-2 and -4) (Eq E4.3.1-3 and -5) Minimum anchor capacity: 145 Ibs/anchor Note: Anchors with the least capacity Is used for calculations to qualify anchors with higher capacity. 1 of 4 • L. Roberto Lomas P. E. 1432 Woodford Rd. Lewisville, NC 27023 434-688-0609 rllomas@Irlomasce.com Manufacturer: Masonite Report #: 514012A Date: 10/10/2017 Anchor calculations, minimum required anchors 36.38 36.38 t t 79.25 Al ) 72.75 37.50 36.38 36.38 37.50 f f f t \ Al /.\ PO A4 /1 PS A4 7 !Q \ Al IC aj Al \/A4\_,/A4\/Al \ 147.75 Anchor Locations: Double door 6.00 TYP. 79.25 Design pressure: 60.0 psf Zone Area (ffz) Load (Ibs) Ind. (in) Max. O.C. (in) Anchor Result Cap. (Ibs) Qty Load (Ibs) Al 2.3 138 N/A N/A 145 1 138 OK A2 7.7 463 6.00 21.00 145 5 93 OK A3 7.7 463 N/A N/A 145 4 116 OK Design pressure: 60.0 psf Zone Area (ftz) Load abs) Ind. (in) Max. O.C. (in) Anchor Result Cop. (Ibs) QtY Load (Ibs) Ai 2.4 146 N/A N/A 145 2 73 OK A2 7.9 473 6.00 21.00 145 5 95 OK A3 7.8 468 N/A N/A 145 4 117 OK A4 2.3 138 N/A N/A 145 1 138 OK A5 7.7 463 N/A N/A 145 4 116 OK 36.38 79.25 6.00 18" MAX O.C. 6.00 6.00 TYP. 3.00 TYP. --s 1 1 1 18.19 TYP. I 36.38 2 of 4 • • • • • • • • • • • • • • • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • •• •• •• • • • • • • • • • • • •• .• • • • • • • • • • • • •• • • • • • • •• • \`,s R • L 0 A!, r • *• ��51 • * = TAT OF /SiONAL0��`� Luis R. Lomas P.E. FL No.: 62514 10/10/2017 L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 434-688-0609 rIlomas(o�Irlomasoe.com Manufacturer: Masonite Report #: 514012A Date: 10/10/2017 Double door with sidelites 7 TYP. 18.75 37.50 TYP. -.- 6.00 TYP. 18.19 TYP. 36.38 - 36.38 37.50 6.00 3.00 TYP. -- f 9.25 6.00 I I I I t 1 I J I J - I I 1 1 1 I 1 l I I 1 I I 1 1 I I • • • • •• • •••• • 1•t•• • • • I • • • • • • •••• • •Y • • • • • • • • • • I• I _ _ -. - 18° MAX O.C. 1 B—• 3 of 4 • • •• • • • • • • • • • • • • •• • •• • • • • •• • • • • • •• • • • • \\`,, W J\S . • E • • • • • • • • • •• • • • *• kefic • 1`AT 4 F t-; <476 0 RIOP .., .\�. SJONA'L N4, lift Luis R. Lomas P.E. FL No.: 62514 10/10/2017 • L. Roberto Lomas P.E. 1432 Woodford Rd. Manufacturer: Masonite Lewisville, NC 27023 Report #: 514012A 434-688-0609 Date: 10/10/2017 rllomas(8i lrlomaspe.com Installation instructions: 1. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN BELOW. 2. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 1/4" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN BELOW. 3. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL WITH 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN BELOW. 4. ALL FASTENERS TO BE CORROSION RESISTANT. 5. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KS1/FU=52KS1 OR ALUMINUM 6063-T5 FU=30KSI .052" THICK MINIMUM 6. ANCHOR LOCATIONS SHOWN IN THIS DOCUMENT ARE THE MINIMUM REQUIRED FOR THE DESCRIBED PRODUCT EXPOSED AT THE DESIGN PRESSURE INDICATED HEREIN. 7. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 8. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. •••• 9. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" UNITS MUST BE ANCHORED THROUGH • • • •• •• • FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. • • •• • ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER • • • • STRUCTURAL SUBSTRATE MATERIAL. • • • • • 10. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO • • • MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. UNITS MAY BE ANCHORED THROUGH • • • • • • • • FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED • INSTALLATION INSTRUCTIONS. • • • • • 11. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED • • • •• • • • COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE •• •• •• • • ARCHITECT OR ENGINEER OF RECORD. • • 12. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS •• • •• • PROVIDED. • • • • • • • • •• • •• • • • • • • 4 of 4 ``os RI.1 t1/b ///i/ •• G•ENSfig �cfs TAT OF •c am <v '"•:cZORV. •'�� Luis R. Lomas P.E. FL No.: 62514 10/10/2017