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REV-18-15224 J rr 10(5 RIPS e — L2) PC,c.w_ -- -Z ! t i i i f Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 N 0 4 2018 BY�.1 Fsc io 1 � � BUILDING Master Permit No.-V-O- I :f S(2 PERMIT APPLICATION Sub Permit No.IM) (9 - TS2 Z ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP �^ /� CONTRACTOR DRAWINGS JOB ADDRESS: / �70� /V r� S Ae l id City: Miami Shores County: Miami Dade ZID' ?? 130(> Folio/Parcel#: Is the Building Historically Designated: Yes NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): 111 li'l dLA 8u Phone#: Address: 9 6 3d /1/25- Ave lnn � d City: 441QML SA01eJ State: FL- Zip: 7?3 13F Tenant/Lessee Name: Email: one#: / CONTRACTOR: Company pany Name: LL r n A CT' U"I1 of,-'k PShone#: Address: 1047- I lF- �`{ # %o City: fi State: Zip: 333ZY Qualifier Name: a < Phone#: j5 -3q? -3g00 State Certification or Registration #: rr//C 6•G D 9, �7)7&J Certificate of Competency #: [� DESIGNER: Architect/Engineer: UJCLV e �iPhone#: Address: I City: &c�t State: Zip: �a a - s , Value of Work for this Permit: $ -' Square/Linear Footage of Work: Q c.'r hqN Type of Work: XAddition Alteration ❑tNew Repair/Replace Demolition Description of Work: 1 ifl�PP aav�--w IA"'harm 6c"-1'VLV'(/C'm - ""e. 2 behtdt4k eAfJKL Specify color of color thru tile: Submittal Fee $ Permit Fee $ 0 3 5• CCF $ CO CC $ Scanning Fee $ ` V (-C) Radon Fee $ - (3 5��7 DBPR $ Notary $ 9 • Technology Fee $ ()G OK) Training/Education Fee $ Double Fee $ Structural Reviews $C:TQ , rA 60 . OQ Bond $ 1ZC �rj - cliz) Pa " a 0 ` . Cb TOTAL FEE NOW DUE $ 1q •- rl� (Revised02/24/2014) . -rT �r •; 't a y..,.y ♦-} Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of ch posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature NER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of s J( ante 20 J by day of by who is personally known -t�ojSC��`�l �1N� ho i 'pers ally known to me or who has produced ��C �� ids me or who has producedd�(�IJC�_ identificati nn nd who did take an oath. identificationAi d who did take an oath. NOTARY UB C: Sign. C. Print: Seal: APPROVED BY (Revised02/24/2014) NOTARY PU Print: 9LOZl£0160sa!dx3 ,P io al: OSL9Sl 33 uassiwwo� �W > z9JeAlV elpulS : ep4013;o Q181S 3!1Qnd tie10N ne ado Plans Examiner Structural Review tl Rjo l+ Notary Public State of Florida Sindia Alvarez a My Commission FF 156750 ,5 F e Expires 0910#€€ Zoning Clerk ` . . TRAVIS HENOAU. Planning & Zoning Director � eu�7� f4w 10050 N.E. SECOND AVENUE MIAMI SHORES, FLORIDA 33138-2382 TELEPHONE: (3051 795-2207 FAX (3051 756-8972 DEVELOPMENT ORDER File Number: PZ-5-24-18-36 Property Address: 9632 NE 5`h Avenue Road Miami Shores FL 33138 Property Owner/Applicant: David Halabu Address: 9632 NE 5`h Avenue Road Miami Shores FL 33138 Agent: Wayne Ferrell Address: 825 SE 81h Avenue #101, Deerfield Beach, FL 33441 Whereas, the applicant David Halabu (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required for an addition. Whereas, a public hearing was held on May 24, 2018 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval. 2) Applicant to create and maintain two (2) legal parking spaces on site. Pagel of 2 VISIT US I www.miamishoresvillage.com 3) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 4) Applicant to apply for and obtain all necessary permits and approvals from outside agencies. 5) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 6) Applicant to meet all applicable code provisions at the time of permitting. 7) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period. of at least one (1) year. The application with conditions was passed and adopted this 241h day of May, 2018 by the Planning and Zoning Board as follows: Motion to approve subject to Staffs recommendations, with a covenant that the declaration of use is assuring the property is only used for single family purposes, the owner will be required to record this covenant with Miami Dade County and provide a copy to Staff prior to final inspection by Mr. Snow, seconded by Ms. Hegedus and the vote was unanimous if favor of the Motion. Mr. Snow Yes Mr. Bergman Yes Ms. Hegedus Yes Mr. Brady Yes Chairman Busta Yes Date John Busta Chairman, Planning Board Page 2 of 2 KMR Construction Management Inc Sales Representative 10424 W State Road 84, 10 Davie, FL 33324 KMR License: FL CGC 025772 WINOKUR David Halabu - FL 1055 Date 7/25/2018 Item Description (;ty� I• Price • Amount . Demolition Demo as specified on plans; 1.Op. • •$9,000.00 $9,000.Ob.... ; . . • • .... . ..... Demo all bathrooms (master bathroom, Kids bathroom, � • ...... ... . ..... and guest bathroom. Demo interior of garage and build opening for new garage • • • .' door • ...... Demo walls as specified on plans ' ..' • • • • • . Building New 2nd floor addition as per revised plans; Including new 1.00 $85,000.00 $85,000.00 structural, support, and roof. Build out new 2nd story bathroom. Electrical New electrical work as specified on drawings; 1.00 $22,500.00 $22,500.00 supply and install new electrical panel. Run electrical in new upstairs bathroom. Plumbing New plumbing work as specified on drawings; 1.00 $21,000.00 $21,000.00 New plumbing in new 2nd floor bathroom. Rearrange layout of plumbing lines at 1 st floor master bathroom, guest bathroom and 2nd floor bathroom. New main plumbing drain line Mechanical Supply and install hvac system as specified on plans 1.00 $16,000.00 $16,000.00 Building Build interior partitions as specified on drawings. 1.00 $41,000.00 $41,000.00 Paint interior and exterior of home. Restucco exterior of the house. Install new flooring throughout entire house. i i Sub Total Totf al �'� S P E C I A L I N S T R U C T 1 0 N S $194,500.00 $194,500.00 .... ...... .... . ..... .. .. .. ...... CONSTRUCTION DEFECT DISCLOSURE CHAPTER 558, FLORIDA STATUTES, CONTAINS IMPORTANT REQUIREMENTS YOU MUST FOLLOW BEFORE YOU MAY BRING ANY LEGAL ACTION FOR AN ALLEGED CONSTRUCTION DEFECT IN YOUR HOME. SIXTY DAYS BEFORE YOU BRING ANY LEGAL ACTION, YOU MUST DELIVER TO THE OTHER PARTY TO THIS CONTRACT A WRITTEN NOTICE, REFERRING TO CHAPTER 558, OF ANY CONSTRUCTION CONDITIONS YOU ALLEGE ARE DEFECTIVE AND PROVIDE SUCH PERSON THE OPPORTUNITY TO INSPECT THE ALLEGED CONSTRUCTION DEFECTS AND TO CONSIDER MAKING AN OFFER TO REPAIR OR PAY FOR THE ALLEGED CONSTRUCTION DEFECTS. YOU ARE NOT .... OBLIGATED TO ACCEPT ANY OFFER WHICH MAYBE MADE. THERE ARE �••••. •••••• STRICT DEADLINES AND PROCEDURES UNDER THIS FLORIDA LAWNWHICH •"•'• '. MUST BE MET AND FOLLOWED TO PROTECT YOUR INTERESTS. • • • • • .... . ...... .... . ..... ...... . 90000 .. .. .. ...... ...... • FLORIDA HOMEOWNERS' CONSTRUCTION • • • • • : "": RECOVERY FUND "•'• PAYMENT, UP TO A LIMITED AMOUNT, MAY BE AVAILABLE FROM THE FLORIDA HOMEOWNERS' CONSTRUCTION RECOVERY FUND IF YOU LOSE MONEY ON A PROJECT PERFORMED UNDER CONTRACT, WHERE THE LOSS RESULTS FROM SPECIFIED VIOLATIONS OF FLORIDA LAW BY A LICENSED CONTRACTOR. FOR INFORMATION ABOUT THE RECOVERY FUND AND FILING A CLAIM, CONTACT THE FLORIDA CONSTRUCTION INDUSTRY LICENSING BOARD AT THE FOLLOWING TELEPHONE NUMBER AND ADDRESS: KMR Construction Management Inc. 10424 West State Road 84 Bay #10, Davie, FL 33324 954-342-3400 -- 954-342-3404 fax Construction Liens ACCORDING TO FLORIDA'S CONSTRUCTION LIEN LAW (SECTIONS 713.001- 713.37, FLORIDA STATUTES), THOSE WHO WORK ON YOUR PROPERTY OR PROVIDE MATERIALS AND SERVICES AND ARE NOT PAID IN FULL HAVE A RIGHT TO ENFORCE THEIR CLAIM FOR PAYMENT AGAINST YOUR PROPERTY. THIS CLAIM IS KNOWN AS A CONSTRUCTION LIEN. IF YOUR CONTRACTOR OR A SUBCONTRACTOR FAILS TO PAY SUBCONTRACTORS, SUB -SUBCONTRACTORS, OR MATERIAL SUPPLIERS, THOSE PEOPLE WHO ARE OWED MONEY MAY LOOK TO YOUR PROPERTY FOR PAYMENT, EVEN IF YOU HAVE ALREADY PAID YOUR CONTRACTOR IN FULL. IF YOU FAIL TO PAY YOUR CONTRACTOR, YOUR CONTRACTOR MAY ALSO HAVE A LIEN ON....• YOUR PROPERTY. THIS MEANS IF A LIEN IS FILED YOUR PROPEM-Y•COULD•••• BE SOLD AGAINST YOUR WILL TO PAY FOR LABOR, MATERIALS,.QR.QTHEt(;•;- SERVICES THAT YOUR CONTRACTOR OR A SUBCONTRACTOR MAY4MVE - FAILED TO PAY. TO PROTECT YOURSELF, YOU SHOULD STIPULAI.�)N TH:S..:. CONTRACT THAT BEFORE ANY PAYMENT IS MADE, YOUR CONTRA r.TAR IS.. REQUIRED TO PROVIDE YOU WITH A WRITTEN RELEASE OF LIEN-WM ANY ••� PERSON OR COMPANY THAT HAS PROVIDED TO YOU A "NOTICew: •• OWNER." FLORIDA'S CONSTRUCTION LIEN LAW IS COMPLEX, AND.I.T IS :.... RECOMMENDED THAT YOU CONSULT AN ATTORNEY. •• •••,•9 Name: Kevin Rafferty' Date: 2 s /P Date: KMR Construction Management Inc. 10424 West State Road 84 Bay #10, Davie, FL 33324 954-342-3400 - 954-342-3404 fax PREPARED BY: Land Surveyors, Inc. www.exactaland.com Toll Free 866-735-1916 • F 866-744-2882 PROPERTY ADDRESS: 9632 NE 5TH AVE STREET, MIAMI SHORES, DA 33138 FIELDWORK DATE: 1/15/2018 17121827 BOUNDARYSURI/EY MIAMI--DADE COUNTY .00K ELEVATIONS: AIN FLOOR = 10.9 'PER FLOOR = 20.9 IDDLE ROOM = 9.45 ACK ROOM = 9.2 REVISION DATE(S): (REvo 1/16/2018) uijy I"FIR NO ID o� �'. 3 , LOT 2 / BLK 86 N SURVEY NUMBER: 1712.1827-01 . TD,BI.F•: .1J:5.44'49'42;W 00 0 3I.99' Goo*. (M) 1�•� 0-29'23-. V.22.58'.;r }. : • •0 • 00 • .. •• •.•• ••••.• .••••• • LOT��•• • 0.•.•• BLK 8G .• • • • ' •• • I" FIP NO ID @ P.C. d \' OO 2 STY. RES #9632 S 11 FIP i, NO ID 11Elf ;•'r ' / NOFID -205.90' (Fj� N 89°3 1143" W 204.38' (M) I1OTE5: LOT APPEARS TO BE SERVICED BY CITY WATER AND SEWER FENCE AND WALL OWNERSHIP NOT DFTERMINED THE ELEVATIONS SHOWN HEREON WERE OBTAINED U51NG GPS IN CONJUNCTION WITH REAL TIME NETWORK L-NET NAVD 88 DATUM AND CONVERTED TO NGVD 1929 DATUM WITH A CONVERSION FACTOR OF + .54 \DMOTIFS EXISTING ELEVATION IN NGVD 1929 DATUM l hereby certify that ory Survey of the hereon described f� en made under MY direction, on o th%4OfSt�� y knowledge and belief, it is c, t e and acc to representation of a surley tho U rds of Practice set forth, by the , !orida Board w rofessional Surveyors &Map s irg^> �ipte P J-17 of the Florida Administrob ,r ode. i RONALD W. WALLING State of Florida Professional Surveyor and Mapper License No. 6473 b.59 @ STONE PATH s� e - � I O 8'G4 @ RW LINE 0: cb - 40 0 20 40 GRAPHIC SCALE (In Feet) 1 inch = 40' ft. N Use ofThis Surveyfor Purposes other than Intended, Without Written Verification, will be at the User's Sole Risk and Without Liability to the Surveyor. Nothing hereon shall be Construed to Give ANY Rights or Benefits to Anyone Other than those Certified. FLOOD INFORMATION: POINTS OF INTEREST BY PERFORMING A SEARCH WITH THE LOCAL GOVERNING NONE VISIBLE MUNICIPALITY OR WWW.FEMA.GOV, THE PROPERTY APPEARS T :) BE LOCATED IN ZONE X. THIS PROPERTY WAS FOUND IN THE VILLAGE OF MIAMI SHORES, COMMUNITY NUMBER 120652, DATED 09/1 1/09. If CLIENT NUMBER: DATE: 1/16/2018 , , I , AFFILIATE �. i s BUYER: David Halabu�� MEMBERS i SELLER: ESTATE OF MARY ALICE BLAKE_ CERTIFIED TO: DAVID HALABU; LEXIUM PLLC .Ex-ACTALAND SURVEYORS,•40Fairway• This is page 1 of 2 and is not valid without all pages. REPORT OF SURVEY 1712.1827-01 Ll This is page 2 of 2 and is not valid without all pages. LEGAL DESCRIPTION: LOT 21, BLOCK 86, AMENDED PLAT OF MIAMI SHORES SECTION 4, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 15, PAGE 14, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. JOB SPECIFIC SURVEYOR NOTES: THE BEARING REFERENCE OF SOUTH 45 DEGREES 00' 00" W IS BASED ON THE NORTHWESTERLY RIGHT-OF-WAY LINE OF NE 5TH AVENUE EAST LOCATED IN AMENDED PLAT OF MIAMI SHORES SECTION 4, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 15, PAGE 14, OF jF1F PODLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. .....a ..•• • GENERAL SUWEI(O NOTES..... • .1. The Legal DescriptiaL used to perform Rtit tIVly was supplied by others. This survey does not determine or imply ownership. 020 6IRilstrvey only slipgv ir�lprovements flit4 plilloove ground. Underground footings, utilities and encroachments are not located on this survey map. 03. Hthere is a septls tank, or drain field shown on this survey, the location is approximate as the location was either shown to Exacta by a third party or it was estimated by metal detection, • •p■abi■g rods, andvDuelabove groundtnSIJItAion only. No excavation was performed in order to determine the exact and accurate location. 04. TRis survey is exgigigely for the use q 4%vey%s to whom it is certified. ? 0AtAtlons or deletionsao this survey reap arlid report by other than the signing party or parties is prohibited without written consent of the signing party or parties. •fie 4DIIn*Rsions are in felAftMecimals thgeobf. 0 70 JDuetovarying constjuctionstandard&bawwiinensionsare approximate. Be Any FEMA flood zone data contained On this survey is for informational purposes only. Research to obtain such data was performed at www.fema.gov. 69R 44R cERlers markgd�a�sr jilt at a min't%um a Yz"Aameter, 18" iron rebar with a cap stamped LBY7337. 910. If you,Tre reading this survey In an elecolonic format, the information contained on this document is only valid if this document is electronically signed as specified in • • Glue/ter 51-17.062 (3) of the Florida AdMirllstrajillb Code and Florida Statute 472.025. The Electronic Signature File related to this document is prominently displayed on the invoice for this survey which is • sent under separjtl Lose? Wanually s gned ansealed logs of all survey signature files are kept in the office of the performing surveyor. If this document is in paper format, it is not valid withcot thp•ignature and original raised seal of a Florida Licensed Surveyor. 11. Unless otherwise noted, an examination of the abstract of title was NOT performed by the signing surveyor to determine which instruments, if any, are affecting this property. 12. The symbols reflected in the legend and on this survey may have been enlarged or reduced for clarity. The symbols have been plotted at the center of the field location, and may not represent the actual shape or size of the feature. 13. Points of Interest (POI's) are selected above -ground improvements which may be in conflict with boundary, building setback or easement lines, as defined by the parameters of this survey. There may be additional POI's which are not shown, not called -out as PON, or which are otherwise unknown to the surveyor. These POI's may not represent all items of interest to the viewer. 14. Utilities shown on the subject property may or may not indicate the existence of recorded or unrecorded utility easements. 15. The information contained on this survey has been performed exclusively, and is the sole responsibility, of Exacta Surveyors. Additional logo or references to third party firms are for informational purposes only. 16. Pursuant to F.S. 558.0035, an individual employee or agent may not be held individually liable for negligence. 17. House measurements should not be used for new construction or planning. Measurements should be verified prior to such activity. LEGEND 5URVEYORI5 LEGEND UNETYPM: ,..e. oa..e wrm, ® IRON PRICE SURFACE TYP5: ® BENCH MARK V FIRE HYDRANT STRUCTURE OVERHEAD UNT5�— f CENTERUNE FIND OR ET ASPHALT BLACK ® THE ® s CENTRAL ANGLE or DELTA E— RtRt ANCHOR C[MLRUNE _ CHAIN-UNK a yARL FENCE BURV[Y Tie LINE WALL OR PARTY WALL CONCRETE a ' A COMMON OWNERSHIP 0 to MANHOLE TRIT EASEMENT ........ ---� WOOD FENCE WATER ® WOOD ® • ■ CONTROL POINT CONCRETE MONUMENT yF UTILITY WELL OR UGHr POLL EDGE OF WATER VINYL FENCE CATCH BA41N ELEVATION E.O.W. EDGE OF WATER N.T.S. NOTTO SCALE R.P. RADIUS POINT A.E. ACCESS EASEMENT IC) CALCULATED ELEV. ELEVATION NAVD88 NORTH AMERICAN VERTICAL R/W RIGHTOF WAY AN.E. ANCHOR EASEMENT IDI DEED EM ELECTRIC METER DATUM OF 1988 RES. RESIDENCE C.M.E. CANAL MAINTENANCE ESMT. (F) FIELD ENCL. ENCLOSURE NGVD29 NATIONAL GEODETIC RGF RANGE C.U.E. COUNTY UTILITY ESMT. (M) MEASURED ENT. ENTRANCE VERTICAL DATUM OF 1929 S.B.L. SET BACK LINE D.E. DRAINAGE EASEMENT (P) PLAT EUB ELECTRIC LmL(TY BOX O.C.S. ON CONCRETE SLAB S.C.L. SURVEY CLOSURE LINE D.U.E. DRAINAGE AND UTILITY ESMT. (R) RECORD F.F. FINISHED FLOOR O.G. ON GROUND S.T.L. SURVEY TIE LINE ESMT. EASEMENT IS) SURVEY F.O.P. EDGE OF PAVEMENT O.R.8 OFFICIAL RECORD BOOK S.W. SEAWALL LEJE.E. INGRESS/EGRESS ESMT. A.S.B.L ACCESSORY SETBACK LINE F/DH FOUND DRILL HOLE O.R.V. OFFICIAL RECORD VOLUME S/GD SET GLUE DISC IRR.E. IRRIGATION EASEMENT A/C AIR CONDITIONING FCM FND. CONCRETE MONUMENT OVA OVERALL S/W SIDEWALK L.A.E. LIMITED ACCESS ESMT. B.C. BLOCK CORNER FIP FOUND IRON PIPE O/S OFFSET SCR. SCREEN L.B.E. LANDSCAPE BUFFER ESMT. B.F.P. BACKFLOW PREVENTOR FIPC FOUND IRON PIPE & CAP OFF OUTSIDE OF SUBJECT PARCEL SEC. SECTION L.E. LANDSCAPE ESMT. B.R. BEARING REFERENCE FIR FOUND IRON ROD OH. OVERHANG SEP. SEPTICTANK L.M.E. LAKE OR LANDSCAPE B.R.L BUILDING RESTRICTION LINE FIRC FOUND IRON ROD &CAP OHL OVERHEAD LINES SEW. SEWER MAINTENANCE EASEMENT B/W BAY/BOX WINDOW FIN FOUND NAIL ON INSIDE OF SUBJECT PARCEL SIRC SET IRON ROD &CAP M.E. MAINTENANCE EASEMENT BLDG. BUILDING FN&D FOUND NAIL AND DISC P.B. PLAT BOOK SN&D SET NAIL & DISC P.U.E. PUBLIC UTILITY EASEMENT But BLOCK FIND. FOUND P.C. POINT OF CURVATURE SOFT. SQUARE FEET R.O.E. ROOF OVERHANG ESMT BM BENCHMARK FPKN FOUND PARKER-KALON NAIL P.C.C. POINTOFCOMPOUND STY. STYMY S.W.E. SIDEWALK EASEMENT BSMT. BASEMENT FPKN&D FOUND PK NAIL &DISC P.C.P. CURVATURE sV SEWERVALVE S.W.M.E. STORM WATER MANAGEMENT C CURVE FRRSPK FOUND RAILROAD SPIKE PERMANENT CONTROL POINT T.O.B. TOP OF BANK EASEMENT C.B. CONCRETE BLOCK GAR GARAGE P.I. POINT OF INTERSECTION TBM TEMPORARY BENCHMARK T.U.E. TECHNOLOGICAL UTILITY ESMT. C.LF CHAIN LINK FENCE GM GAS METER P.O.B. POINT OF BEGINNING TEL. TELEPHONE FACILITIES U.E. UTILITY EASEMENT C.O. CLEAN OUT ID. IDENTIFICATION P.O.C. POINT OF COMMENCEMENT TWP. TOWNSHIP C.V.G. CONCRETE VALLEY GUTTER R. ILLEGIBLE P.P. PINCHED PIPE TX TRANSFORMER CA CENTER LINE INST. INSTRUMENT P.R.C. POINT OF REVERSE CURVATURE TYR TYPICAL C/P COVERED PORCH TNT INTERSECTION P.R.M. PERMANENT REFERENCE U.R. UTILITY RISER cis CONCRETE SLAB L LENGTH MONUMENT UG UNDERGROUND CAN CABLETVRISER LBp LICENSE i- BUSINESS P.T. POINT OF TANGENCY UR UTILITY RISER CH CHORD BEARING LSN LICENSE N-SURVEYOR PIE POOL EQUIPMENT V.F. VINYL FENCE CHBM. CHIMNEY M.B. MAP BOOK PG. PAGE W.F. WOODEN FENCE CONC. CONCRETE M.E.S. MITERED END SECTION PIS PROFESSIONAL LAND SURVEYOR WIC WITNESS CORNER COR. CORNER M.F. METAL FENCE PIT PLANTER W/F WATER FILTER CS/W CONCRETE SIDEWALK MES MITERED END SECTION PSM PROFESSIONAL SURVEYOR AND WM WATER METER/VALVE BOX D.F. DRAIN FIELD MH MANHOLE MAPPER WV WATER VALVE D.H. DRILL HOLE N.R. NON RADIAL R RADIUS or RADIAL DM/ DRIVEWAY ELECTRONIC SIGNATURE: In complete accordance with Florida Statute 472.025 and Pursuant to the Electronic Signature Act of 1996 or Florida Statute TITLE XXXIX, Chapter 668, If this document was received electronically via PDF, then it has been lawfully Electronically Signed. Therefore this survey PDF, I authentic, is completely official and insurable. In order to validate The -Electronic Signature -of PDF surveys sent via w_ww surveystars.com, you must use a hash calculator. A free hash calculator is available for download at, soft,edla com/9e ystem./File Management/Hash Calculator-K,nII html In order to validate the Electronic Signature o/any survey PDF sent via www.surveysrars.com: 1. Download the Hash Calculator available at. .n'tped acam/yet/System/mile-M., ':'_' : 2. Save the Survey PDF onto your computer from www.surveystars.com or from the email sent from www.surveystars.com. 3. Click the square Browse button in the upper right hand corner of the Hash Calculator to find and seket the saved Survey PDF document, and click the COMPUTE button In the lower right hand canner of the Hash Calculator. 4. Compare the 40 digit string of characters in the SHA-1 line to the 40 digit SHA-1 characters for the survey in the job file In www.surveystars.com which is also printed on the invoice for that survey, S. If the 40 digit string of SHA-I characters are exactly the same on the invoice (or In the survey file at w wsurve/ztarzcom) as they are in the Hash Calculator, then this PDF is authentic. If the 40 digit string of characters does not match exactly, then this PDF has been tampered with and it is not authentic. PRINTING INSTRUCTIONS: 1. While viewing the survey in Adobe Reader, select the "Print" button under the "File" tab. 2. Select a printer with legal sized paper. 3. Under"Print Range", click select the "All" toggle. 4. Under the "Page Handling" section, select the number of copies that you would like to print. 5. Under the "Page Scaling" selection drop down menu, select "None." 6. Uncheck the "Auto Rotate and Center" checkbox. 7. Check the "Choose Paper size by PDF" checkbox. 8. Click OK to print. TO PRINT IN BLACK+ WHITE: 1. In the main print screen, choose "Properties" 2. Choose "Quality" from the options. 3. Change from "Auto Color" or "Full Color" to "Gray Scale". OFFER VALID ONLY FOR: David Halabu MAO 0"An i OF FUTURE SURVEYING SERVICES ON THIS PROPERTY, 'Offer valid for fence stakeouts and additions to the existing structures only. Valid only for the buyer as listed on the first page of this survey for up to one year after survey issuance date. Total discount not to exceed $500. — — _ — — _ _ _ _ _ — J Exacta Land SLuv yors_Inc. LB# 7337 www.exactaland.com P.866-735-1916 • F.866-744-2882 11940 Fairway Lakes Drive, Suite 1" Ft. Myers, FL 33913 FORM R405-2017 Envelope Leakage Test Report Performance FLORIDA ENERGY EFFICIENCY CO FOR BUILDING CONSTRUCTION ` ' Envelope Leakage Test Report Performance Method , Project Name: HALABU Street: 9632 NE 5TH AVE City, State, Zip: MIAMI SHORES, FL, Design Location: FL, Miami ` Cond. Floor Area:: 4190 sq.ft. • Envelope Leakage Test Results Regression Data: C: n: R: Sinale or Multi Point Test Data Builder Name: Permit Office: MIAMI SHORES Permit Number: Jurisdiction: Cond. Volume: 41900 cu ft. HOUSE PRESSURE FLOW: 1 Pa cfm 2 Pa cfm 3 Pa cfm 4 Pa cfm 5 Pa cfm 6 Pa cfm Leakage Chara� �ristics::::. ...... .... Required ACH(50) frogn • • • • • FORM R405-2017 : • • • • .. . Tested ACH(50) * : *Tested leakage must be less than or equal to the required ACH(50) shown on Form R405-2017 for this building. If the tested ACH(50) is less than 3 the building must have a mechanical ventilation system. i R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2 ... Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either indoduals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing I shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; ' 3. Interior doors, if installed at the time of the test, shall be open; 1 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 0 4Z14E Sr,��l� trrrrrt n 4/11/2018 12:32 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2017 r ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 85 The lower the EnergyPerformance Index, the more efficient the home. ."". .... ...... 9632 NE 5TH AVE, MIAMI SHORES, FL, •• •••� • ...... .. . ...... 1. New construction or existing Existing(Projecte 9. Wall Types ••.• Insulatioq•..Area a. Concrete Block - Int Insul, Exteripl;..'R=4.1 '.'394t1.00 ftZ 2. Single family or multiple family Single-family • •: • • • b. Concrete Block - Int Insul, Adj�cpp1O • •R=4.1 i44.00 ft 3. Number of units, if multiple family • • • 1 • 4. Number of Bedrooms d. N/A • • • R= • • • • ft2 �' •': • 5 ...... 10. Ceiling Types • • .Insulation Area • 5. Is this a worst case? No a. Under Attic (Vented) ' 'R=30.CC..3,135.00 ft2 6. Conditioned floor area (ft2) 4190 b. N/A ; �' �R= • ftz 7. Windows" Description Area c. N/A • • •R= • • • • • ft2 • • a. U-Factor: Sgl, U=1.02 585.00 ft2 11. Ducts • • •R ftz a. Sup: Attic, Ret: Main, AH: Main 6 450 SHGC: SHGC=0.40 b. U-Factor: N/A ft2 SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 104.0 SEER:16.00 SHGC: d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Strip Heat 68.0 COP:1.00 Area Weighted Average Overhang Depth: 1.500 ft. Area Weighted Average SHGC: 0.400 8. Floor Types Insulation Area 14. Hot water systems Cap: 1 gallons a. Electric a. Slab -On -Grade Edge Insulation R=0.0 3135.00 ftz EF: 0.96 b. N/A R= ft2 c. N/A R= ft2 b. Conservation features None 15. Credits Pstat certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) - in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 4/11/2018 12:31 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 2017 -AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: HALABU Builder Name: Street: 9632 NE 5TH AVE Permit Office: MIAMI SHORES City, State, Zip: MIAMI SHORES, FL, Permit Number: Owner: HALABU Jurisdiction: 0000 Design Location: FL, Miami • • • + • • • 6094 CNTERM COMPONENT AIR BARRIER CRITERIA INSULATION1AWALLATIM General A continuous air barrier shall be installed in the building envelope. Air -permeable insuleNersshall 0000 : • • The exterior thermal envelope contains a continuous air barrier. not be used as a s"io9 material* ++r + • + • requirements Breaks or joints in the air barrier shall be sealed. • Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in dr1y dtepped ceiffrl;sUffit • • • the insulation and an gaps in the air barrier shall be sealed. Y 9 P shall be aligned vAthll"air barrier. • Access openings, drop down stairs or knee wall doors to ; • ; • • unconditioned attic spaces shall be sealed. +•+• • • Walls The junction of the foundation and sill plate shall be sealed. Cavities within co%gs+aT header of frame wall• • The junction of the top plate and the top of exterior walls shall be shall be insulated by completely Qlingthacavity with sealed. a material having a thermal resistaMee & R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/doorjambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spac Ds. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air -sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire snr4nkler cover plates and walls or cealennq a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 4/11/2018 12:32 PM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: HALABU Builder Name: Street: 9632 NE 5TH AVE Permit Office: MIAMI SHORES City, State, Zip: MIAMI SHORES, FL, Permit Number: ease Owner: HALABU Jurisdiction: • • • ,see • Design Location: FL, Miami County:: Miami -Dade (Florida twvle :one 1 1. New construction or existing Existing (Projecte 9. Wall Types (4180.0 sgft.) ' •+• MAsulation *Area • 2. Single family or multiple family Single-family a. Concrete Block- Int Insul, Exteriov•+•R=4.1 •3640.00 ftz • s b. Concrete Block - Int Insul, Adjacent, • 911=4.1 ., "Q.bo ftz 3. Number of units, if multiple family 1 c. N/A e e e s s es elii= ftz 4. Number of Bedrooms 5 d. N/A s s s • •• •A- ••:• ftz 5. Is this a worst case? No 10. Ceiling Types (3135.0 sgft.) +•••+ e s e e eLisulation Area • e a. Under Attic (Vented) • • =30.0 31t5.00 ftz e 6. Conditioned floor area above grade (ftz) 4190 b. N/A a R= ; s s e; a ftz •' •• • Conditioned floor area below grade (ftz) 0 cDuc • • __ • z :+s s"s '� 11 s • • R ftZ 7. Windows(585.0 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main s••',h" 450 a. U-Factor: Sgl, U=1.02 585.00 ftz SHGC: SHGC=0.40 b. U-Factor: N/A ftz 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 104.0 SEER:16.00 c. U-Factor: N/A ftZ SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ftz a. Electric Strip Heat 68.0 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 1.500 ft. Area Weighted Average SHGC: 0.400 14. Hot water systems a. Electric Tankless Cap: 1 gallons 8. Floor Types (3135.0 sgft.) Insulation Area EF: 0.960 a. Slab -On -Grade Edge Insulation R=0.0 3135.00 ftZ b. Conservation features b. N/A R= ftz None c. N/A R= ftz 15. Credits Pstat Glass/Floor Area: 0.140 Total Proposed Modified Loads: 145.72 PASS Total Baseline Loads: 170.93 1 hereby certify that the plans and specifications covered by Review of the plans and S741, this calculation are in compliance with the Florida Energy specifications covered by this O�ZBE Code. calculation indicates compliance �ja„ �''� '- ° with the Florida Energy Code. PREPARED BY: Before construction is completed c� DATE: C7(o_ / 4 this building will be inspected for compliance with Section 553.908 y I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. COp WE OWNER/AGENT: BUILDING OFFICIAL: DATE: 06 / 0ell Oka-' DATE. - Compliance requires certification by the air handier unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no'greater than 5.00 ACH50 (R402.4.1.2). 4/11/2018 12:31 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5 FORM RAnr)-9f117 PROJECT Title: HALABU Bedrooms: 5 Address Type: Street Address Building Type: User Conditioned Area: 4190 Lot # Owner Name: HALABU Total Stories: 2 Block/Subdivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 9632 NE 5TH AVE Permit Office: MIAMI SHORES Cross Ventilation: County: Miami -Dade Jurisdiction: Whole House Fan: City, State, Zip: MIAMI SHORES, Family Type: Single-family FL, 0 • • • % New/Existing: Existing (Projected) � • � Comment: •• • .••• • •••••• •• • •••• CLIMATE .... Design Temp Int Design Temp '��4ing C1�Sit1ft Daily -Fe?V A Design Location TMY Site 97.5 % 2.5 % Winter Summer VbD& :)ays MoiotUf2 Range • • FL, Miami FL MIAMI INTL—AP 51 90 70 75 ..OW*5 56. Low BLOCKS Number Name Area Volume • • • 1 Block1 4190 41900 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 4190 41900 Yes 1 5 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 258 ft 0 3135 ft2 ---- 0 0 1 ROOF V Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Composition shingles 3396 ft2 652 ft2 Medium 0.96 No 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 3135 ft2 N N CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 3135 ft2 0.11 Wood 4/11/2018 12:31 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2017 WALLS / Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt In Wall Typeo Space R-Vallle Et In Ft In Area R-Vahe Fraction Absor 1 NE Exterior Concrete Block - Int Insul Main 4.0999 98 6 10 985.0 ft2 0 0.150000 0 2 NW Exterior Concrete Block - Int Insul Main 4.0999 98 6 10 985.0 ft2 0 0.150000 0 3 SE Exterior Concrete Block - Int Insul Main 4.0999 98 6 10 985.0 ft2 0 0.150000 0 4 SW Exterior Concrete Block - Int Insul Main 4.0999 98 6 10 985.0 ft2 0 0.150000 0 5 N Garage Concrete Block - Int Insul Main 4.0999 24 10 240.0 ft2 0 08.4150000 0 DOORS •• •••• • # Ornt Door Type Space Storms U-Value Wica6 n . Height , Area , Ft I n Ft In 0000 • 1 NE Insulated Main None .46 3 ••.•• • • 8 ,,,, • 24ft2 2 SE Insulated Main None .46 3 • • • • 8 • • • 24 ft6 • • • 3 N Wood Main None .46 3 • • • 8 •" 24 ftt • •' WINDOWS 0 Orientation shown is the entered, Proposed orientation. ' ' • ' • / Wall Overhang • • • • v # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 NE 1 Metal Single (Tinted) Yes 1.02 0.4 N 16.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 2 NE 1 Metal Single (Tinted) Yes 1.02 0.4 N 15.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 3 NE 1 Metal Single (Tinted) Yes 1.02 0.4 N 12.0 ft' 1 ft 6 in 1 ft 6 in Drapes/blinds None 4 NE 1 Metal Single (Tinted) Yes 1.02 0.4 N 24.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 5 NE 1 Metal Single (Tinted) Yes 1.02 0.4 N 12.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 6 NE 1 Metal Single (Tinted) Yes 1.02 0.4 N 16.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 7 NE 1 Metal Single (Tinted) Yes 1.02 0.4 N 12.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 8 NE 1 Metal Single (Tinted) Yes 1.02 0.4 N 8.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 9 NW 2 Metal Single (Tinted) Yes 1.02 0.4 N 12.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 10 NW 2 Metal Single (Tinted) Yes 1.02 0.4 N 12.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 11 NW 2 Metal Single (Tinted) Yes 1.02 0.4 N 117.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 12 NW 2 Metal Single (Tinted) Yes 1.02 0.4 N 16.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 13 NW 2 Metal Single (Tinted) Yes 1.02 0.4 N 12.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 14 NW 2 Metal Single (Tinted) Yes 1.02 0.4 N 12.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 15 NW 2 Metal Single (Tinted) Yes 1.02 0.4 N 8.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 16 SE 3 Metal Single (Tinted) Yes 1.02 0.4 N 9.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 17 SE 3 Metal Single (Tinted) Yes 1.02 0.4 N 12.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 18 SE 3 Metal Single (Tinted) Yes 1.02 0.4 N 20.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 19 SE 3 Metal Single (Tinted) Yes 1.02 0.4 N 24.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 20 SE 3 Metal Single (Tinted) Yes 1.02 0.4 N 8.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 21 SE 3 Metal Single (Tinted) Yes 1.02 0.4 N 12.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 22 SE 3 Metal Single (Tinted) Yes 1.02 0.4 N 12.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 23 SW 4 Metal Single (Tinted) Yes 1.02 0.4 N 8.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 24 SW 4 Metal Single (Tinted) Yes 1.02 0.4 N 95.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 25 SW 4 Metal Single (Tinted) Yes 1.02 0.4 N 12.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 26 SW 4 Metal Single (Tinted) Yes 1.02 0.4 N 21.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 27 SW 4 Metal Single (Tinted) Yes 1.02 0.4 N 16.0 ft2 1 ft 6 in 1 ft 6 in Drapes/blinds None 4/11/2018 12:31 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2017 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 28 SW 4 Metal Single (Tinted) Yes 1.02 0.4 N 16.0 ft' 1 ft 6 in 1 ft 6 in Drapes/blinds None 29 SW 4 Metal Single (Tinted) Yes 1.02 0.4 N 16.0 ft' 1 ft 6 in 1 ft 6 in Drapes/blinds None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height . Expgsed Wall TV&jLaydn 1 382.8ft' 382.8ft' 64ft 8ft •••• 1 •••• • INFILTRATION •••�•• • .... .... .... # Scope Method SLA CFM 50 ELA EgLA ACH ... "ji 50 •... • •; • 1 Wholehouse Proposed ACH(50) .000318 3491.7 191.69 360.5 .2699 " " 5 "" "' • HEATING SYSTEM # System Type Subtype Efficiency Capacity " ' • •11I DdCtS 1 A Electric Strip Heat/ None COP:1 34 kBtu/hr 091 ' sys#1 1 B Electric Strip Heat/ None COP:1 17 kBtu/hr 1 sys#1 1 C Electric Strip Heat/ None COP:1 17 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 A Central Unit/ None SEER: 16 57 kBtu/hr 1710 cfm 0.7 1 sys#1 1 B Central Unit/ None SEER: 16 18 kBtu/hr 540 cfm 0.7 1 sys#1 1 C Central Unit/ None SEER: 16 29 kBtu/hr 870 cfm 0.7 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless Garage 0.96 1 gal 80 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V ---- Supply ---- ---- Return ---- Air CFM 25 CFM25 HVAC # # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 450 ft' Main 30 ft' Default Leakage Main (Default) (Default) 1 1 4/11/2018 12:31 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2017 4 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin an Heating Jan Feb Feb Mar Mar A r Apr Ma May [Xj Jun [ ] Jun X Jul f Jul Au rj Au Sep JXJ Se [ ] Oct [ ]Oct Nov Nov N Dec Dec H lX] Ventin [ ] Jan Feb lX [X Mar [X] A r [ Ma [ ] Jun [ Jul Aug Se [X] Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 ••8O 80 PM 80 80 78 78 78 78 78 78 Z8 . 78 ' • j�' 7$6 • 0 Cooling (WEH) AM 78 78 78 78 78 78 78 78 • • • 78+ • 78 -•is 78 • PM 78 78 78 78 78 78 78 78 78 • 78 i 7� ... • . • Heating (WD) AM 66 66 66 66 66 68 68 68 68•:.• 68 68 U PM 68 68 68 68 68 68 68 68 6$ 68 66• • • Heating (WEH) AM 66 66 66 66 66 68 68 68 • t$•. • * 68 • *66 9 e' 6g • PM 68 68 68 68 68 68 68 68 68 68 6T-: • • • •.•••• •• • •• • . • • . 4/11/2018 12:31 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods FADDRESS: 9632 NE 5TH AVE Permit Number: MIAMI SHORES, FL, ' MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL ••••. *000 R401.3 Energy Performance Level (EPL) display card (Mandatory).The building official shall require that an a*h`ergy performencatevel (EPL • display card be completed and certified by the builder to be accurate and correct before final approval of the buRdlr%M6occupantj. Florida law (Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales"Ptomt for both presold and ; • 0, •; nonpresold residential buildings. The EPL display card contains information indicating the energy performance leaiel &ad efficienoiscO components • installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by t1lb"W4 F accurAgly Wects the.piansj and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can ¢%Loynd in Apptridj4iRD. ***go 00 • •• • ••• •• ••••••• R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage M49ceordance with ttte requirements bj Sections R402.4.1 through R402.4.5. ; • i • • • • • • • • Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shah bepermitted to comply with Section C402.5. 00 • • • R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 InstallationThe components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3. Interior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 4/11/2018 12:31 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5 . MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside! • • • 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Resider*al• • R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit ier l•akage • between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an gr.1@4kage rate ppt.. more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differentisl. A.11rptessed •.... • luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. • • SECTION R403 SYSTEMS •• �'•� R403.1 Controls. • • • • • • • • R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating 0.4ec6ng system "� R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric-resis;wdf h4at shall 4Ve controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load • • • R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free' in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (1 WC) shall be insulated to a minimum of R-3. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory) Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 4/11/2018 12:31 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60oC). • • • • R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to p(VAI the power > WOA*ed to . • electric service systems to be turned off. A separate valve shall be provided to permit the energy supp4"tq the maiA pyrfiels) of • • • • • combustion types of service water -heating systems to be turned off. • R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall rreetthe minimumefficienciesof • Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions•fer. a type olaquiprnent installed. • Equipment used to provide heating functions as part of a combination system shall satisfy all stated rppyiWV1pnts for than ggWopriate• •; • • • water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1. • • • 0*0 R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production;I& &V by the annual solar energy • factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center D4rectory of • • • • • Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806 Test.Methods}or 9oia*r Collectors, • and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. %p Atc:s in instaled yolar : • • • .: water -heating systems should meet the following criteria: • 00 • • 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy.When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM (CFM) MINIMUM EFFICACY a (CFM/WATT) AIRFLOW RATE MAXIMUIV (CFM) Range hoods Any 2.8 cfm/watt Any In -line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfm/watt <90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm = 28.3 L/min. a. When tested in accordance with HVI Standard 916 4/11/2018 12:31 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidityiuse4 too the load • �: calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. •' ' "`•;'" •••••• •• • •••••• Exceptions: • � • • 1. Attached single- and multiple -family residential equipment sizing may be selected so that its c"i:g capacity is "s than the:' calculated total sensible load but not less than 80 percent of that load. *"""• ' •. • • • • • •" 2. • • When signed and sealed by a Florida -registered engineer, in attached single- and multiple-fa?All URir, the cap. ? Gf • • • •" equipment may be sized in accordance with good design practice. • • • • • • • • • • • • • • R403.7.1.2 Heating equipment capacity. • • • • • • • • R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as ca%ulated according motion • • • R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than tho deb ftcooling load even if ; • • • the design heating load is 1.15 times greater than the design cooling load. • • • • • • • • •• • R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (10°C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40oF (4.8°C). R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 4/11/2018 12:31 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5 1 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas (Mandatory�e energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 •••• . . .... ...... ELECTRICAL POWER AND LIGHTING SYSTEMS • ' ' R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed Iig]Iin�:Rtelres shall" • • • • • • • high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-effieay lamps. • • Exception: Low -voltage lighting. 000000 • • • • • R404.1.1 Lighting equipment (Mandatory)Fuel gas lighting systems shall not have continuously burl to pilot lights' • • • • • • • • •••••• ••e• ••••• • 4/11/2018 12:31 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5 . Load Short Form Job: HALABUI Wi'19 ht$Qft Date: 4/12/18 Entire House By: MIKEL ABBOTT ENERGY CALCS 4920 N DIXIE HWY, FT LAUDERDALE, FL 33334 Phone: 954-776-2003 License: ENERGY RATER # 37 For: HALABU (AC#1) • • • • • • • • • • • 9632 NE 5TH AVE, MIAMI SPRINGS, FL •••• •••• • •• • ...... .. . • • • • . • .... .... .•..•. . . Design Information • • • • • Htg Clg Infiltrati • • • Outside db(°F) 52 91 Method ......Simplified. .• Inside db (°F) 70 75 Construction quality 0 Average • •.••:. Design TD (°F) 18 16 Fireplaces • • • • • • Daily range - L •••••: • .0 . :••••� Inside humidity (%) 30 5000 •• • • Moisture difference (gr/lb) -13 58 HEATING EQUIPMENT Make RHEEM OR EQUAL Trade Model RH1T6024STAN AHRI ref Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 1 AFUE 10.0 kW 34412 Btuh 16 °F 2000 cfm 0.079 cfm/Btuh 0 in H2O COOLING EQUIPMENT Make RHEEM OR EQUAL Trade Cond RA1660AJ1 Coil AHRI ref Efficiency 13.0 EER, 16 SEER Sensible cooling 39900 Btuh Latent cooling 17100 Btuh Total cooling 57000 Btuh Actual air flow 2000 cfm Air flow factor 0.045 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0.81 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ftz) (Btuh) (Btuh) (cfm) (cfm) AC #1 2397 25388 44428 2000 2000 Entire House d 2397 25388 44428 2000 2000 Other equip loads 0 0 Equip. @ 1.00 RSM 44428 Latent cooling 10437 TnTAI R I OQ07 I Or;200 I CAOCA Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft 2018-Apr-1112:12:26 g Right -Suite® Universal 201717.0.23 RSU18185 C:\Users\Owner\Desktop\Heat Loads\HALABU1.rup Calc = MJ8 Front Door faces: N Page 1 W rightscff" Building Analysis Job: HALABU1 Date: 4/12/18 • Entire House By: MIKEL ABBOTT ENERGY CALCS 4920 N DIXIE HWY, FT LAUDERDALE, FL 33334 Phone: 954-776-2003 License: ENERGY RATER # 37 • • ' • • For: HALABU (AC#1) 9632 NE 5TH AVE, MIAMI SPRINGS, FL . . .... ...... .. . ..•. • ...... • • • • • • • • • Design Conditions Location: Indoor: •Heating '. Gaoling • • • • • Miami, FL, US Elevation: 30 ft Indoor temperature (°F) • • IQ • • •75 ..; • •' Latitude: 26 °N Design TD (°F) Relative humidity (%) 18 " ' 30 16 • • 50 • Outdoor: Heating Cooling Moisture difference (gr/lb) 57.6 '. Dry bulb (°F) 52 91 Infiltration: • • •• • • Daily range (°F) - 12 i ( ) Method 6implifed •••••• Wet bulb (°F) _ Wind speed (mph) 15.0 78 7.5 Construction quality Aye a .. . Fireplaces 0 • Heatinq Component Btuh/ft2 Btuh % of load Walls 2.6 3862 15.2 Glazing 23.0 9287 36.6 Doors 9.4 604 2.4 Ceilings 0.6 1073 4.2 Floors 1.4 3473 13.7 Infiltration 2.2 3779 14.9 Ducts 3311 13.0 Piping 0 0 Humidification 0 0 Ventilation 0 0 Adjustments 0 Total 25388 100.0 Coolin Component Btuh/ft2 Btuh % of load Walls 2.7 4018 9.0 Glazing 55.8 22563 50.8 Doors 16.3 1044 2.4 Ceilings 2.4 4433 10.0 Floors 0 0 0 Infiltration 1.9 3125 7.0 Ducts 7405 16.7 Ventilation 0 0 Internal gains 1840 4.1 Blower 0 0 Adjustments 0 Total 1 44428 100.0 Latent Cooling Load = 10437 Btuh Overall U-value = 0.163 Btuh/ft2-°F Data entries checked. Wall Ducts Infiltration Glazing Floors Ceilings Doors Glazinc a +�_ wrightsoft' Righ2018-Apr-11 12:12:26 ,t-Suite® Universal 201717.0.23 RSU18185 J'M C:\Users\Owner\Desktop\Heat Loads\HALABU1.rup Calc = MJ8 Front Door faces: N Page 1 S 1 -1 - wrightsoft° Project Summary Job: HALABU1 Entire House Date: 4/12/18 MIKEL ABBOTT ENERGY CALCS 4920 N DIXIE HWY, FT LAUDERDALE, FL 33334 Phone: 954-776-2003 License: ENERGY RATER # 37 For: HALABU ((AC#1)) •'"'. 9632 NE 5TH AVE, MIAMI SPRINGS, FL Notes: AC # 1 "':" •"• 0 FIRST FLOOR MAIN HOUSE J Weather: Miami, FL, US Winter Design Conditions Summer Design Gond+tions. • • • - Outside db Inside db 70 52 o of . Outside db 91 °F* ' Design TD 18 ,F Inside db 75 'F Design TD 'F 16 Daily range Relative humidity 50 % Moisture difference 58 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 22077 Btuh Ducts 3311 Btuh Structure 37023 Btuh Central vent (0 cfm) 0 Btuh (none) Ducts Central 0 cfm 7405 Btuh vent ( ) 0 Btuh Humidification 0 Btuh (none) Blower Piping Equipment load 0 Btuh 25388 Btuh 0 Btuh Use manufacturer's data Infiltration Rate/swing multiplier 1.00y Equipment sensible load 44428 Btuh Method Simplified Construction quality Average Latent Cooling ment Load Sizing R Fireplaces 0 Structure 8637 Btuh Ducts 180 Btuh Heating Cooling Area (ft� 2397 Central vent (0 cfm) 0 Btuh (none) 2397 Volume (ft') 23970 23970 Equipment latent load 10437 Btuh Air changes/hour 0.48 0.45 Equiv. AVF (cfm) 190 Equipment Total Load (Sen+Lat) 54864 Btuh 180 Req. total capacity at 0.70 SHR 5.3 ton Heating Equipment Summary Cooling Equipment Summary Make RHEEM OR EQUAL Trade Make RHEEM OR EQUAL Model RH1T6024STAN AHRI ref Tra Trade Tra d RA1660AJ1 Coil Efficiency 1 AFUE Heating input 10.0 kW AHRI ref Efficiency 13.0 EER, 16 SEER Heating output 34412 Btuh Latentcoolingng 300 Btuh Temperature rise 16 °F Actual air flow 2000 cfm 19900 Btuh Total cooling 57000 Btuh Air flow factor 0.079 cfm/Btuh Static pressure Actual air flow 2000 cfm Air flow factor 0.045 cfm/Btuh 0 in H2O Space thermostat Static pressure 0 in H2OLoad sensible heat ratio 0.81 Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- RignFSuite® Universal 201717.023 RSU18185 2018-Apr-11 12:12:26 !� C:\Users\Owner\Desktop\Heat Loads\HALABU1.rup Calc = MJ8 Front Door faces: N Page 1 11 s -- wrightsoft• Right-J® Worksheet Job: HALABU1 Entire House Date: 4/12/18 MIKEL ABBOTT ENERGY CALCS By: 4920 N DIXIE HWY, FT LAUDERDALE, FL 33334 Phone: 954-776-2003 License: ENERGY RATER # 37 1 2 Room name Exposed wall Entire House AC # 1 3 Room height 194.0 ft 194.0 ft 4 Room dimensions 10.0 ft d 10.0 ft heat/cool 5 Room area 2397.0 2397.0 x 1.0 ft ft' 2397.0 ft' • • • • Ty Construction number U-value Or HTM I Area (ft=) I Load I Area (fF, • • • •Load (BtuhRt=-°F) (BtuhRl') or perimeter (ft) (Btuh) • I or per"ter r(ft) I • •(BiEh Heat Cool Gross N/P!S Heat Cool Gross • • • PfPfS Heat • Cool • 13A-flocs 1A-hlom 0.143 ne 2.59 2.87 420 321 831 923 • 420 •••• 321 g23 D 11,10 1.270 ne 22.99 55.69 79 0 1816 4399 ••• 0 • 1 6 0.600 ne 10.86 18.78 20 20 217 376 • 20 • • 4399 13A-4ocs 0.143 se 2.59 2.87 420 323 836 928 • • • • C17 370 11 G 1A-hlom 1.270 se 22.99 56.05 77 0 1770 4316 420 f 3236 • • 0 1�j • 92, 4316 D 11J0 13A-4ocs 0.600 0.143 se 10.86 18.78 20 20 217 376 • • 20 • • 37S 0 1A-hlom 1.270 sw sw 2.59 22.99 2.87 56.05 420 104 316 0 818 2391 908 5829 420 2 316 • • 81 8 908 D WI 11 JO 0.600 sw 0.00 0.00 0 0 0 0 1• 0 239 5829 - 13A-4ocs 0.143 nw 2.59 2.87 420 276 714 793 •276 • 1--c� LLL---D 1A-hlom 11 J0 1.270 0.600 nw nw 22.99 0.00 55.69 0.00 144 0 0 3310 8019 420 1¢} • 0 • • • • f10 • 3310 791• 801 • P �D 126 Osw 0.097 - 0.00 0.00 0 0 0 0 0 b • 0 • • 0 m 01 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0• 0 • 0• •• 0 P �D 13A-4ocs 0.143 - 2.59 1.82 280 256 663 465 0 280 0 256 0 0 C 11D0 16A-30ad 0.390 n 7.06 12.21 24 24 169 293 24 24 663 169 465 293 F 22A-tpl 0.032 0.989 0.58 17.90 2.39 0.00 1852 1852 1073 4433 1852 1852 1073 4433 2397 194 3473 0 2397 194 3473 0 6 c) AED excursion 0 0 Envelope loss/gain 18298 32058 18298 32058 12 a) Infiltration 3779 3125 b) Room ventilation 3779 3125 0 0 0 0 13 Internal gains: Occupants @ 230 8 Appliances/other 1840 8 1840 0 0 Subtotal (lines 6 to 13) 220771 37023 22077 37023 Less external load 0 0 Less transfer 0 0 Redistribution O O 0 0 14 Subtotal 0 0 15 Duct loads 22077 37023 22077 37023 15% 20% 3311 7405 15% 20% 3311 7405 Total room load Air required (cfm) I I I 25388 I 44428 I 25388 44428 I I 2000I 2000I Calculations aggroved b ACCA to meet all requirements of Manual J 8th Ed. wright5Oft" Right -Suite® Lhiversal 2017 17.023 RSU18185 2018-Apr-11 12:12:26 C:\Users\Owner\Desktop\Heat Loads\HALABU1.rup Calc = MJ8 Front Door faces: N Page 1 11, Load Short Form Job: HALABU2 wrightso�yl * Date: 4/12118 Entire House By: MIKEL ABBOTT ENERGY CALCS 4920 N DIXIE HWY, FT LAUDERDALE, FL 33334 Phone: 954-776-2003 License: ENERGY RATER # 37 Project • • For: HALABU (AC#2) • • • ' • • • •••• ' 9632 NE 5TH AVE, MIAMI SPRINGS, FL •••••• •�••`• •••• •••• • • Desi§n Information•• Htg Clg Infiltrafibn" •••• •••:�• Outside db (°F) 52 91 •••••• Method • • • Simplifie ' Av(iragQ:• , •.•••• Inside db (°F) 70 75 Construction quality • :a••• DesignTD (°F) 18 16 Fireplaces : ••• • Daily range - L •• • 0000000 Inside humidity (%) 30 50 Moisture difference (gr/lb) -13 58 HEATING EQUIPMENT COOLING EQUIPMENT Make RHEEM OR EQUAL Make RHEEM OR EQUAL Trade Trade Model RH1T2417STAN Cond RA1618AJ1 AHRI ref Coil AHRI ref Efficiency 1 AFUE Efficiency 13.0 EER, 16 SEER Heating input 5.0 kW Sensible cooling 12600 Btuh Heating output 17000 Btuh Latent cooling 5400 Btuh Temperature rise 26 °F Total cooling 18000 Btuh Actual air flow 600 cfm Actual air flow 600 cfm Air flow factor 0.073 cfm/Btuh Air flow factor 0.049 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.72 ROOM NAME Area Htg load CIg load Htg AVF Clg AVF (f?) (Btuh) (Btuh) (cfm) (cfm) AC # 2 738 8249 12265 600 600 Entire House d 738 8249 12265 600 600 Other equip loads 0 0 Equip. @ 1.00 RSM 12265 Latent cooling 4710 I -inn I 0")An I i6207F I Fnn I 600 I lJ I nL-Q , vv -- •- - - - - Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 201 &Apr-11 12:18:22 . wrigh#raft Right -Suite® Universal 201717.0.23 RSU18185 Page 1 C C:\Users\Owner\Desktop\Heat Loads\HALABU2NEW.rup Calc = MJ8 Front Door faces: N ..} Building Analysis Job: HALABU2 wrightsaft» Y Date: 4/12/18 Entire House By: MIKEL ABBOTT ENERGY CALCS 4920 N DIXIE HWY, FT LAUDERDALE, FL 33334 Phone: 954-776-2003 License: ENERGY RATER # 37 Project Information For: HALABU (AC#2) 9632 NE 5TH AVE, MIAMI SPRINGS, FL . . .... ..... . •. . .... Design Conditions ' Location: Indoor: .1444ting .••Clloling• • Miami, FL, US Indoor temperature (°F) •••070 •••• 75 ••••• Elevation: 30 ft Design TD (°F) • • • • • 38 .... 16 • o o •.' Latitude: 26 °N Relative humidity (%) .. •..30 ..;. 50 Outdoor: Heating Cooling Moisture difference (gr/lb) ....;1.3.2 57.6 .. • • • • Dry bulb (°F) 52 91 Infiltration: �• • Daily range (°F) - 12 (i ) Method Simpplified :...:. ""•' _ Wet bulb (°F) - 78 Construction quality ; Avefage Wind speed (mph) 15.0 7.5 Fireplaces '(r • • • •„ • Heating. Component Btuh/f? Btuh % of load Walls 2.6 2037 24.7 Glazing 23.0 1678 20.3 Doors 0 0 0 Ceilings 0.6 129 1.6 Floors 2.1 1539 18.7 Infiltration 2.1 1790 21.7 Ducts 1076 13.0 Piping 0 0 Humidification 0 0 Ventilation 0 0 Adjustments 0 Total 1 8249 100.0 Cooling Component Btuh/ft2 Btuh % of load Walls 2.9 2262 18.4 Glazing 70.1 5118 41.7 Doors 0 0 0 Ceilings 2.4 531 4.3 Floors 0 0 0 Infiltration 1.6 1389 11.3 Ducts 2044 16.7 Ventilation 0 0 Internal gains 920 7.5 Blower 0 0 Adjustments 0 Total 12265 100.0 Latent Cooling Load = 4710 Btuh Overall U-value = 0.163 Btuh/ft2-°F Data entries checked. Wall Ducts Infiltration Glazing Other Floors Wall Internal Gains Ducts i Infiltration Glazing Ceilings 2018-Apr-11 12:18:22 1 Wrlghtsoft- Right -Suite® universal 201717.0.23 RSU18185 Page 1 C:\Users\Owner\Desktop\Heat Loads\HALABU2NEW.rup Calc = MJ8 Front Door faces: N �.� htsaft° Project Summary Job: HALABU2 Entire House By: 4/12/18 Da MIKEL ABBOTT ENERGY CALCS 4920 N DIXIE HWY, FT LAUDERDALE, FL 33334 Phone: 954-776-2003 License: ENERGY RATER # 37 Proiect Information For: HALABU ((AC#2)) • • • • 9632 NE 5TH AVE, MIAMI SPRINGS, FL '••••• Notes: AC # 2 , ..... ' . •' FIRST FLOOR MASTER SUITE +..:.. Desig-n Information Weather: Miami, FL, US • • f Winter Design Conditions Summer Desig4 pC nit itions•'•* Outside db 52 °F Outside db •' ' • Inside db 70 °F Design TD 18 °F Inside db 75' ' Design TD 16 °F Daily range L Relative humidity 50 % Moisture difference 58 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 7173 Btuh Ducts Structure 10221 Btuh 1076 Btuh Central vent (0 cfm) 0 Btuh Ducts 2044 Btuh Central vent (0 cfm) 0 Btuh (none) Humidification 0 Btuh (none) Blower 0 Btuh Pi In Equipment ipment load 8249 Btuh Use manufacturer's data y Infiltration Rate/swing multiplier 1.00 Equipment sensible load 12265 Btuh Method Simplified Construction Latent Cooling Equipment Load Sizing quality Average " Fireplaces g 0 Structure 3927 Btuh Ducts 783 Btuh Central vent (0 cfm) 0 Btuh Heatingg Cooling - Area (ftz) 738 738 (none) Equipment latent load 4710 Btuh Volume (ft3) 7380 7380 Air changes/hour 0.73 0.65 Equiv. AVF (cfm) 90 Equipment Total Load (Sen+Lat) 16975 Btuh 80 Req. total capacity at 0.70 SHR 1.5 ton Heating Equipment Summary Cooling Equipment Summary Make RHEEM OR EQUAL Trade Make RHEEM OR EQUAL Model RH1T2417STAN Trade Cond RA1618AJ1 AHRI ref Coil Efficiency 1 AFUE Heating input AHRI ref Efficiency 13.0 EER, 16 SEER 5.0 kW Heating output 17000 Btuh Sensible cooling 12600 Btuh Latent cooling 5400 Btuh Temperature rise 26 °F Actual air flow 600 cfm Total cooling 18000 Btuh Actual air flow Air flow factor 0.073 cfm/Btuh Static pressure 600 cfm Air flow factor 0.049 cfm/Btuh 0 in H2O Space thermostat Static pressure 0 in H2O Load sensible heat ratio 0.72 Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed ++' W rightsoft- Right -Suite® Universal 201717.0.23 MU18185 2018-Apr-11 12:18:22 ZC k C:\Users\Owner\Desktop\Heat Loads\HALABU2NEW.rup Calc = MJ8 Front Door faces: N Page 1 wrightsoft` Right-JO Worksheet Job: HALABIJ2 Entire House Date: 4/12/18 MIKEL ABBOTT ENERGY CALCS By: w 4920 N DIXIE HWY, FT LAUDERDALE, FL 33334 Phone: 954-776-2003 License: ENERGY RATER # 37 1 Room name Entire House AC # 2 3 2 Exposed wall Room height 86.0 ft 86.0 ft 4 Room dimensions 10.0 ft d 10.0 ft heat/cool 5 Room area 738.0 ft' 738.0 x 1.0 ft 738.0 ft' • • • • Ty Construction U-value Or HTM Area (ft') I Load Area o (ft24 • • •Load • Mad - number (Btuh)ft,-°F) (Btuhrft' or perimeter (ft) I (Btuh) • or peri•i•ter •(ft) I • •(✓itrh) Heat Cool Gross N/P/S Heat Cool Gross • • • �libi� I refit •Cool • 6�13A-4ocs 0.143 ne 0.00 0.00 0 0 0 0 to-h1om 1.270 ne 0.00 0.00 0 0 0 0 0 • • • 0 0 p • • • � fl D 11J0 0.600 ne 0.00 0.00 0 0 0 0 • 0 •••• • 13A-40cs 0.143 se 0.00 0.00 0 0 0 0 •••• 0 Q 11 G 1A-hlom 1.270 se 0.00 0.00 0 0 0 0 • • • • • 0 0 p • • 0 • D 11J0 13A-4ocs 0.600 0.143 se 0.00 0.00 0 0 0 0 • • • • • 0 ***so Q G 1A-hlom 1.270 sw sw 2.59 22.99 2.87 56.05 430 49 381 986 1095 430 381 986 1095 D 11,10 0.600 0 112E 2746 � • • • • 0 • 11.1E 274E W 13A-4ocs 0.143 sw nw 0.00 2.59 0.00 2.87 0 430 0 406 0 1051 0 1167 0 430 0 406 • Q Q D 1A-hlom 11J0 1.270 0.600 nw nw 22.99 0.00 55.69 0.00 24 0 0 0 552 1337 :4 • • 0 • *10411 • 552 • 1167 1331 P �D 12B-Osw 0.097 - 0.00 0.00 0 0 0 0 0 0 • 0 • • 11D0 0.390 n 0.00 0.00 0 0 0 0 0 0 • •0 •• • 0 P 13A-4ocs 0.143 - 0.00 0.00 0 0 0 0 0 0 0 11 D0 0 390 n 0.00 0.00 0 0 0 0 0 0 0 0 D C F 16A-30ad 0.032 0.58 2.39 222 222 129 531 0 222 0 222 0 129 0 531 22A-tpl 0,989 17.90 0.00 738 86 1539 0 738 86 1539 0 6 c) AED excursion 103E 1 1103E Envelope loss/gain 5383 7912 5383 7912 12 a) Infiltration b) Room ventilation 1790 1389 1790 1389 0 0 0 0 13 Internal gains: Occupants @ 230 4 Appliances/other 920 4 920 0 0 Subtotal (lines 6 to 13) 7173 10221 7173 10221 Less external load Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 0 0 0 15 Duct loads 7173 10221 7173 10221 15% 20% 1076 2044 15% 20% 1076 2044 Total room load Air required (cfm) I I I 82491 122651 I I 12491 122651 6001 6001 600 600 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed Wit tigli1k5.4 Right -Suite@ ihiversal 201717.0.23 RSU18185 2018 Apr-11 12:18:22 C:\Users\Owner\Desktop\Heat Loads\HALABU2NEW.rup Calc = MJ8 Front Door faces: N Page 1 I - - wrightsoft. Load Short Form Entire House MIKEL ABBOTT ENERGY CALCS 4920 N DIXIE HWY, FT LAUDERDALE, FL 33334 Phone: 954-776-2003 License: ENERGY RATER # 37 Job: HALABIJ3 Date: 4112118 By: Project• • For: HALABU (AC#3) •.•. 9632 NE 5TH AVE, MIAMI SPRINGS, FL . . �....� ...... ...... .. . ...... Design Information Htg Clg .... Infiltration .... ..... Outside db ('F) 52 91 Method • • Simplifwd • • • • Inside db (°F) 70 75 Construction quality .. .. ... Averaie ...... Design TD (°F) 18 16 Fireplaces 06. Daily range - L . . . . ...... Inside humidity (%) 30 50 :..... • • • • •.. Moisture difference (gr/Ib) -13 58 .. . •. HEATING EQUIPMENT COOLING EQUIPMENT Make RHEEM OR EQUAL Make RHEEM OR EQUAL Trade Trade Model RH1T3617STAN Cond RA1636AJ1 AHRI ref Coil AHRI ref Efficiency 1 AFUE Efficiency 13.0 EER, 16 SEER Heating input 5.0 kW Sensible cooling 24500 Btuh Heating output 17000 Btuh Latent cooling 10500 Btuh Temperature rise 13 °F Total cooling 35000 Btuh Actual air flow 1200 cfm Actual air flow 1200 cfm Air flow factor 0.101 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.76 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (M (Btuh) (Btuh) (cfm) (cfm) AC # 3 1061 11833 23014 1200 1200 Entire House d 1061 11833 23014 1200 1200 Other equip loads 0 0 Equip. @ 1.00 RSM 23014 Latent cooling 7466 Ti1TA1 0 I .I nn-4 I .1. 0nn I —A— 41/1ll Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018-Apr-11 12:17:53 wrightsoft Right -Suite® Universal 201717.0.23 FSU18185 Page 1 /CA C:\Users\Owner\Desktop\Heat Loads\HALABU3.rup Calc = MJ8 Front Door faces: N - Building Analysis 8 wrightsoft Date: 4/12/1 Entire House By: MIKEL ABBOTT ENERGY CALCS 4920 N DIXIE HWY, FT LAUDERDALE, FL 33334 Phone: 954-776-2003 License: ENERGY RATER # 37 For: HALABU (AC#3) 9632 NE 5TH AVE, MIAMI SPRINGS, FL . . •••. ..•..• Design C• • • :• Location: Indoor: Welling 'Cooling....: Miami, FL, US Indoor temperature (°F) .••'•.70 ."". 75 • Elevation: 30 ft Design TD (°F) • • • • 18 0000 16 • • • • • Latitude: 26 °N Relative humidity (%) •.... •30 ... • 50 ..:.. • Outdoor: Heating Cooling Moisture difference(gr/lb) ••%,13.2 ..;• 57,6•00•• Dry ( 91 Infiltration: l(°F) - 12 (i)thod ••mDairange •Sillifed •• Wet bulb (°F) - 78 Construction quality Average :.•.:. Wind speed (mph) 15.0 7.5 Fireplaces ; 0. •. • • . 000000 • • • • Component Btuhtft2 Btuh % of load Walls 2.6 3067 25.9 Glazing 23.0 4023 34.0 Doors 0 0 0 Ceilings 0.6 615 5.2 Floors 0 0 0 Infiltration 1.9 2585 21.8 Ducts 1543 13.0 Piping 0 0 Humidification 0 0 Ventilation 0 0 Adjustments 0 Total 1 11833 100.0 Cooling —Component Btuh/ft2 Btuh % of load Walls 2.9 3406 14.8 Glazing 55.8 9770 42.5 Doors 0 0 0 Ceilings 2.4 2540 11.0 Floors 0 0 0 Infiltration 1.5 2083 9.1 Ducts 3836 16.7 Ventilation 0 0 Internal gains 1380 6.0 Blower 0 0 Adjustments 0 Total 1 23014 100.0 Latent Cooling Load = 7466 Btuh Overall U-value = 0.122 Btuh/ft2-°F Data entries checked. Wall Ducts Infiltration Glazing Ceilings Wall Intemal Gains Ducts Infiltration Glazing Ceilings 2018-Apr-11 12:17:53 .t wrightsoft' Right Suite® Lhiversal 201717.0.23 RSU18185 Page 1 ,+t'A C:\Users\Owner\Desktop\Heat Loads\HALABU3.rup Calc = MJ8 Front Door faces: N e +- Pro ect Summary Job: HALABIJ3 wrightsoft Date: 4/12/18 Enure House By: " MIKEL ABBOTT ENERGY CALCS .R 4920 N DIXIE HWY, FT LAUDERDALE, FL 33334 Phone: 954-776-2003 License: ENERGY RATER # 37 Project • • For: HALABU (AC#3) 9632 NE 5TH AVE, MIAMI SPRINGS, FL ••�� . . .... ...... - Notes: AC # 3 • • • 0000 • SECOND FLOOR .... .... . . D- • • • • Weather: Miami, FL, US •� �• 0111, •••: �•••:• Winter Design Conditions Summer Design Co;diticftg • •••••• Outside db 52 °F Outside db '..' ; ••• • • • • • • ' Inside db 70 °F Inside db Design TD 18 °F Design TD 11T611' Daily range L Relative humidity 50 % Moisture difference 58 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 10290 Btuh Structure 19179 Btuh Ducts 1543 Btuh Ducts 3836 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 11833 Btuh Use manufacturer's data y Rate/swing multiplier Equipment 1.00 Infiltration sensible load 23014 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 5891 Btuh Ducts 1575 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling (none) Area (ft� 1061 106'f Equipment latent load 7466 Btuh Volume (ft3) 9549 9549 Air changes/hour 0.82 0.75 Equipment Total Load (Sen+Lat) 30480 Btuh Equiv. AVF (cfm) 130 120 Req. total capacity at 0.70 SHR 2.7 ton Heating Equipment Summary Cooling Equipment Summary Make RHEEM OR EQUAL Make RHEEM OR EQUAL Trade Trade Model RH1T3617STAN Cond RA1636AJ1 AHRI ref Coil AHRI ref Efficiency 1 AFUE Efficiency 13.0 EER, 16 SEER Heating input 5.0 kW Sensible cooling 24500 Btuh Heating output 17000 Btuh Latent cooling 10500 Btuh Temperature rise 13 °F Total cooling 35000 Btuh Actual air flow 1200 cfm Actual air flow 1200 cfm Air flow factor 0.101 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.76 Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed ft 2018-Apr-1112:17:54 wri htso Right Suite® Universal 201717.0.23 FSU18185 Page 1 ACC- C:\Users\Owner\Desktop\Heat Loads\HALABU3.rup Calc = MJ8 Front Door faces: N T wrightsoft` Right-JO Worksheet Job: HALABU3 Entire House Date: 4/12/18 MIKEL ABBOTT ENERGY CALCS 4920 N DIXIE HWY, FT LAUDERDALE, FL 33334 Phone: 954-776-2003 License: ENERGY RATER # 37 1 Room name Entire House AC # 3 2 Exposed wall 148.0 ft 148.0 ft 3 Room height 9.0 ft d 9.0 ft heat/cool 4 Room dimensions 1061.0 x 1.0 ft 5 Room area 1061.0 fN 1061.0 ft' Ty Construction U-value Or I HTM I Area (ff=) I Load I Area (ft') I • • • `pad number (Btuh/ft'-°F) (Btuh/r?) or perimeter (ft) (Btuh) or perimeter (ft) • (Blwh) Heat Cool Gross N/P/S Heat Cool Gross • • N:I/S "It. Cool 6 13A-4ocs to-hlom 11J0 0.143 1.270 0.600 ne ne ne 2.59 22.99 0.00 2.87 55.69 0.00 340 36 0 304 0 0 787 828 0 874 2005 0 6 •3 0 • • • 304 • • 0 0 • • 781D •828 0 eA 2�05 • op D 11 13A-4ocs 1 A-htom 11J0 0.143 1.270 0.600 se se se 2.59 22.99 0.00 2.87 56.05 0.00 340 32 0 308 0 0 797 736 0 885 1794 0 3RD � • 0 • • 308 • • • 0 0 • • OM7 • • • •7�a 0 e85 1 j%4 D 13A-4ocs to-hlom 0.143 1.270 sw sw 2.59 22.99 2.87 56.05 340 35 305 0 789 805 877 1962 •34t! • #Ig • • • 305 • • 0 • Cme 49W 12%2 D t l JO 0.600 sw 0.00 0.00 0 0 0 0 0 • 0 • • 0805 0 0 13A-4ocs A-hJ01om 0.143 1.270 nw nw 2.59 22.99 2.87 55.69 340 70 268 694 1650 770 40100 0340 i 70 0 • 0 268 • 6694 770 4p0 D 1 0.600 nw 0.00 0.00 0 • 0 • • • •Q P 126-Osw 0.097 - 0.00 0.00 0 0 0 0 • 00 0• 0 • 0 L--D 11DO 13A-4ocs 11 DO 0.390 0.143 0.390 n - n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 • • 0 0 • • 0 • 0 0 0 • • • • • a •• • 0 • • 0 0 P� D C 16A-30ad 0.032 0.58 2.39 1061 1061 615 2540 1061 1061 615 2540 F 22A-tpl 0.989 0.00 0.00 1061 0 0 0 1061 0 0 0 61 c) AED excursion 01 1 10 Envelope loss/gain 7704 15715 1 1 7704 15715 12 a) Infiltration 2585 2083 2585 2083 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/other 0 0 Subtotal (lines 6 to 13) 10290 19179 10290 19179 Less external load 0 0 0 0 Less transfer Redistribution 0 0 0 0 0 0 0 0 14 Subtotal 10290 19179 10290 19179 15 Duct loads 15 % 20% 1543 3836 15% 20% 1543 3836 Airrequomdl(cfm) 11200I 21200 11200I 230141 I I I I I 1200 Calculations aooroved by ACCA to meet all requirements of Manual J 8th Ed wrightso t' 2018-Apr-1112:17:54 RighFSuite�l Universal 2017 17.023 FSU18185 Page 1 /�r� C:\Users\Owner\Desktop\Heat Loads\HALABU3.rup Calc = MJ8 Front Door faces: N Halabu Residence Residential Remodel 9632 N.E. 5th Avenue Road Miami Shores, Florida Add'1 Structural Calculad-6"n4.";'`' for Relocated Beam "B��" 0 •000000 0 . . . Design Criteria: The 2017 Florida Building Code, 175 m.p.h. 3-second ultimate Gust Velocity, Exposure "C", Enclosed Building (GCpi = +/-0.18), Risk Category II. Sheet Index Page 1 ........................ Cover Sheet Page 2 ............. Design Load Schedule j Pages 3 thru io ......... Analysis for Re -located end Floor Beam " B g"- n E Vi L- Pages i1 thru 14 ......... Analysis for Columns & FouiX4.ations) QED oAre'y Architect: ARCHITECT ONE . COM - ARCHITECTURE 825 S.E. 8th Avenue, Suite 101 Deerfield Beach, Florida 33441 Phone: (954) 427-1069 FAX: (954) 42$-9133 Structural Engineer: Thomas M. Kelaher. P.E. — 1108 Southeast 141h Terrace Deerfield Beach, Florida 3344 Phone: (954) 360-9628�� FAX: (954) 360-0173�; Florida P.E. *40159 rr�+'srnii�� F� a 0 IL cw q"��m �s DESIGN LOAD SCHEDULE -ALL LOADS SHOWN ARE IN .. ..... • • .•••• •..•• .• .•••• • • • • • ••••• . • • • • • • •.•.• •. . * ALSO, 300 LB. POINT LOAD PER TREAD, PER FBC 1615.5 AND ASCE 7, TABLE 4-1 Thomas M. Kelaher P.E. Halabu Residence Structural Consultants "Residential Remodel' Florida P.E. #40159 9632 N.E. 51h Ave. Road, Miami Shores, Florida Details By: T. K- Job No. 18-05-010 Date: 05/23/2018 Architect: 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Architect Checked By: T. K. Rev. Date: Scale: Fax: (954) 360-0173 One.com tkelaherengr@comcast.net Architecture POUNDS PER SQ. FT. a ° w °o E~ z � • COMPONENT � a N � • pq-",j coy,-,r- � rje> vKs — 16' — 0" 8-2 I I I I I I I I I I I� •• • w � I I I I I I I I I I I •••� • I N •••• • I II I I I I I I I I I I I I I I I � •••• • � I I I I � I I I I I I •••• • II, I I I I NEVFLO R USS S ® 16" [.C. • i .i • Fr ••N • nnN(: RFAAA NOTE: CONTRACTOR SHALL TIE THE EXISTING ROOF DECK TO THE NEW WALL CONSTRUCTION USING RIGID FASTENING, SUCH I I I I I I I I I I I I I I I I I AS 2X NAILING WITH 12d NAILS OR PAF'S TO THE STEEL BEA II a 5E TYP Thomas M. Kelaher P.E. Halabu Residence Structural Consultants Florida P.E. #40159 "Residential Remodel" 9632 N.E. 5th Ave. Road, Miami Shores, Florida 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Details By: T. K. Job No. 18-05-010 Date: 05/23/2018 Architect: Phone: (954) 360-9628 Architect Checked By: T. K. Rev. Date: Scale: Fax: (954) 360-0173 One.com tkelaherengr@comcast.net Architecture 23!- coil = 6 to 1--/Lr— . . .... . a % ...... ... ... ...... . 0000 ...... ...... ... . ... :;. :.lay10 000 C'r ..... - .. ..... Wv-o-td - 3 .'1 S' x 3 S rsi' _( 3 l*/L;j= W�� "- ,VV-?<+oF5�= 2.-7*Af W v . L . = I , I - - � W/L4 Uj Wf�,,� _ 3,-15'x � _ -� 57+/L4-- w4ko-0-1 , . 6 —71 x ?s F . 1-1 *,L-I' Thomas A Kelaher P.E. Halabu Residence Structural Consultants Florida P.E. 940159 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 "Residential Remodel" 9632 N.E. 5th Ave. Road, Miami Shores, Florida Details By: T. K Job No. 18-05-010 Date: 05/23/2018 Architect: Phone: (954) 360-9628 Fax: (954) 360-0173 tkelaherengr@comcast.net Architect One.com Architecture L� I Checked By: T. K. Rev. Date: Scale: HALABU RESIDENCE - New Beam "B-3" Re -located Beam to carry Existing Low Roof Try 8" x 28" Concrete Beam Max. Ultimate Loads Archon Beam Design Program INPUT DATA Beam Type = Beam Classification = W Total Length = 23.00(ft) Unbraced Length = 2.000(ft) Young's Modulus = 3.6 1 E+06(psi) 0040 •,,,, • Moment of Inertia = 5333(inA4) •„• ; Section Modulus = 0(inA3) „ , •„•, • Strong Axis Bending! •, Both ends of the beam are pinned. see* • • • • •••••• 0000 LOADS ,,,,,, *00 ( 1) Level Unif. Load = 2285(lbs/ft) • • • • • • • Starting 0(ft) from the left side. • • • • Over a length of 23.00(ft). • • • OUTPUT • • • • • Max. Moment = 1.51 E+05(ft-lbs) Max. Shear = -2.63E+04(lbs) Max Deflection = 0.747(in) Reaction R1 = 2.63E+04(lbs) Reaction R2 = 2.63E+04(lbs) CODE CHECK DATA, AISC (ASD) 9th Ed. HALABU RESIDENCE - New Beam "B-3" Re -located Beam to carry Existing Low Roof Try 8" x 28" Concrete Beam Max. Ultimate Loads SHEAR DIAGRAM MOMENT DIAGRAM DEFLECTED SHAPE BEAM SYSTEM Max. Shear = -2.63E+04I" . . .. ...... ...... .. . ...... ...... ... . ..... .. .. .. ...... . . . . ...... Max. Moment = 1.51 1!-1,060ft-lbs Max. Def. = 0.747 in 7 HALABU RESIDENCE - New Beam "B-3" Re -located Beam to carry Existing Low Roof Try 8" x 28" Concrete Beam Archon Beam Design Program INPUT DATA Beam Type Beam Classification = W .... Total Length = 23.00(ft) • • • • . Unbraced Length = 2.000(ft) • • • • • • • • • Young's Modulus = 3.61 E+06(psi) "" • • • Moment of Inertia = 5333(in^4) "" • Section Modulus = 0(inA3) "" • Strong Axis Bending! ...... ... . Both ends of the beam are pinned. .. .. .. LOADS .... ( 1) Level Unif. Load = 1578(lbs/ft) Starting 0(ft) from the left side. Over a length of 23.00(ft). OUTPUT Max. Moment = 1.04E+05(ft-lbs) Max. Shear = - 1.8 1 E+04(lbs) Max Deflection = 0.516(in) Reaction R1 = 1.81E+04(lbs) Reaction R2 = 1. 8 1 E+04(lbs) CODE CHECK DATA, AISC (ASD) 9th Ed. 2W HALABU RESIDENCE - New Beam "B-3" Re -located Beam to carry Existing Low Roof Try 8" x 28" Concrete Beam SHEAR DIAGRAM MOMENT DIAGRAM DEFLECTED SHAPE BEAM SYSTEM — (O `i' i (C— Max. De£ = 0.516 in "RECTBEAM.xis" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Flexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: JHAILABU RESIDENCE I Subject: Re -located Beam "B-3" Job Number: ITry 8" wide x 28" deep (min.) deep beam Originator: T.K. I Checker: Input Data: r b=8" .... • • Beam or Slab Section? Beam • • • • Exterior or Interior Exposure? Interior " '' ¢ `� �"" " • • • Reinforcing Yield Strength, fy = 60 ksi !'!*44 •• • Concrete Comp. Strength, f'c = 4 ksi h=28" "''°'' d=25.75" Beam Width, b = �8.000 _ in. "'`" r."''';¢" •� ;...,• ' Depth to Tension Reinforcing, d = 25.750 _ in.� Total Beam Depth, h = 28.000 in. As=1•58 Tension Reinforcing, As = ® 1.580 in.-2 Sinaly ReintQr�c�e�,Section • No. of Tension Bars in Beam, Nb = 2.000 • • • Tension Reinf. Bar Spacing, sl = 4.500 in. d' b • • • • • • Clear Cover to Tension Reinf., Cc = 1.500 -.. in. ' Depth to Compression Reinf., d' = 0.0 -.. 00 in. A's Compression Reinforcing, A's = 0.000 in ^2`>>, Working Stress Moment, Ma = 104.00 - _ ft-kips h 4 ,. d Ultimate Design Moment, Mu = 151.00 ft-kips ., Ultimate Design Shear, Vu =26.30 ^0.220 kips Total Stirrup Area, Av(stirrup) = in.^2 As Tie/Stirrup Spacing, s2 = 10.0000 in. Doubly Reinforced Section Moment Capacity Check for Beam -Type Section: R1 = 0.85 c = 4.100 in. a = 3.485 in. pb = 0.02851 p(prov) = 0.00767' p(min) = 0.00333 As(min) = 0.687 in.^2 - As = 1.58 in.^2, OX p(temp) = _ N.A. (total for section) As(temp) = N.A.p� in.^2/face p(max) = 0.02138 As(max) = YT 4.404 _ in.^2 - As = 1.58 in.^2, O.K. f's = N.A�� ksi itiMn = ~ 170.69 ft-k - Mu = 151 ft-k, O.K. Shear Capacity Check for Beam -Type Section: Crack Control (Distribution of Reinf.): Per ACl 318-99 Code: Es = 29000 ksi Ec = 3605 ksi n = -8.04- n = Es/Ec fs = 34.02 ksi fs(used) = 34.02_- ksi sl (max) = _ 12.12 _ in. - s1 = 4.5 in., O.K. Per ACI 318-95 Code: do =IM in. z =Win. z(allow) _Win. - z = 116.83 Win., Moment of Inertia for Deflection: �Vc = TVs = OVn = 0Vc+0Vs = 22.15 28.89 kips kips kips - Vu = 26.3 kips, O.K. fr = kd = Ig = 0.474 ksi 7.5952 in. 14634.67 in.^4 51.04 Ws(max) = �88.59 _ _ kips - Vs = 28.89 kips, O.K. Mcr = 41. 22_+ ft-k Av(prov) _ 0.264 in.^2 = Av(stirrup)'(12/s2) Icr = _ 5357.61 Y in ^4 Av(req'd) =L- 1 of 1 to 0 c. ( \,ft wV-w- e_at.� A-V-� , Thomas M. Kelaher P.E. Structural Consultants Florida P.E. #40159 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Far: (954) 360-0173 tkelaherengr@comcast.net . . .... ...... . . . ...... ... ...... Z L.: �. . .... . ..... �_ . . . . ...... ...... I-L s of x z'r it W/ e, ft.S's o k-- Halabu Residence "Residential Remodel" 9632 N.E. 5th Ave. Road, Miami Shores, Florida Details By: T. K. Job No. 18-05-010 Date: OS/23/2018 Architect: Checked By: T. K. Rev. Date: Scale: Architect One.com Architecture WinCrete Column Analysis I� P BT X o e Y H Bending is about M the Y axis. INPUT DATA: Rect. Column is 8.00 inches by 24.00 inches. Column height is 9.75 ft. Concrete compressive strength is 3000.0 psi Rebar yield strength is 60000.0 psi Concrete cover over rebar is 1.50 inches. Minimum number of bars in column is 8 Top of column is prevented from sidesway. Input eccentricity = 1 inches. Applied Axial load is 65900.00 lbs. OUTPUT DATA: Use 8 #5 Vert. Bars. Total Required Steel Area = 1.92 sq-in Resultant eccentricity = 4.11 inches Moment magnification = 0.00 Ultimate Load Capacity = 240636.60 lbs Use #3 Ties. Maximum tie vert. spacing is 8.00 in IZ Fes. 57 Thomas M. Kelaher P.E. Structural Consultants Florida P.E. 940159 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Fax: (954) 360-0173 tkelaherengr@comcast.net .r" 5 c 5'0x `(." ••• • •• • ••••• .... . ..... . . . . ...... Halabu Residence "Residential Remodel" 9632 N.E. 5th Ave. Road, Miami Shores, Florida Details By: T. K. Job No. 18-05-010 Date: 05/23/2018 Architect: Checked By: T. K. Rev. Date: Scale: Architect One.com Architecture ARCHON SINGLE FOOTING OUTPUT: ANALYSIS OUTPUT: Resultant is within middle third! Punching Shear Stress = 32.16 psi Allowable punching Shear Stress= 219.09 psi Concrete Bearing Stress=341.52 psi Allowable Concrete Bearing Stress=1785.00 psi ---� Soil Bearing Pressure = 1893.3 ps, Allowable Soil Bearing Pressure =2500. f Rebar area for one layer in center = 0.35 sq-in/ft A#6 bar at 12 in. spacing each way will work. ACI Minimum Reinforcement Governs! Rebar area for two layers, top and bottom = 0.17 sq-in/ft A#4 bar at 12 in. spacing each way will work. ACI Minimum Reinforcement Governs! ANALYSIS SUPPORT DATA: Maximum Bending Moment = 6177.8 ft-Ibs Rebar yield strength = 60000.0 psi Concrete Compressive Strength = 3000.0 psi Concrete Density = 145.0 pcf Fill Density = 120.0 pcf Fill Height Over Footing = 0.0 ft Rebar Cover = 3.00 in CORNER PRESSURES Upper Left = 1893.33 psf Upper Right = 1893.33 psf Lower Left = 1893.33 psf Lower Right = 1893.33 psf ACI Minimun Steel Area = 0.35 sq-in ACI Maximum Steel Area =3.08 sq-in GEOMETRY/LOADS: Slab X Dimension = 5.00 ft Slab Y Dimension = 5.00 ft Column X Side Dimension = 0.67 ft Column Y Side Dimension = 2.00 ft Column Location on Slab, X direction = 2.50 ft Column Location on Slab, Y direction = 2.50 ft Slab Thickness = 16.00 in Applied Load on Column, Factored = 65900.00 Ibs Applied Load on Column, Unfactored = 42500.00 Ibs Applied Moment about X axis, Factored = 0.00 ft-Ibs Applied Moment about y axis, Factored = 0.00 ft-Ibs Applied Moment about X axis, Unfactored = 0.00 ft-Ibs Applied Moment about y axis, Unfactored = 0.00 ft-Ibs Uplift load =0.00 Ibs boob • • boob •• • •• • boob•• •• • • •e•o•• • e•e• • • • • boob•• oboe • boo••• ••• • • • • ••e••• • • • • • •••••• • • e • • • •• • •• • • • • boob•• • • • boob•• • boob•• boob• boob• boob•• • • • boob•• boob•• • 14- Halabu Residence Residential Remodel 9632 N.E. 5th Avenue Road Miami Shores, Florida "Structural Calculation's" ••• • Design Criteria: : ' ; The 201 Florida Building Code 1 7 g 75 m.p.h. 3-second ultimate Gust �Vel0%] • Exposure "C", Enclosed Building (GCpi = +/-o.i8), Risk Category II. • • • • • STF�UCiUt - •• • Sheet Index i, Vf E VV Page 1 ........................ Cover Sheet APPROVED Page 2 ........................ Design Load Schedule DAT(�% Pages 3 thru io ......... Design Wind Pressures iaxa Pages ii thru 32 ........ Analysis for 2nd Floor Beams Pages 33 thru 47 ......•• Analysis for Columns & Foundations Pages 48 & 49 ........... Analysis of Wind Uplift & Shear Load Path Appendix A ............... Technical literature for "Wedge Bolt" anchors (by Powers) Appendix B ............... Technical literature for "Kwik Bolt 3" Wedge Anchors (by HILTI) Appendix C ............... Technical literature for "Simpson Strongtie" Connectors Architect: ARCHITECT ONE. COM - ARCHITECTURE 825 S.E. 8th Avenue, Suite 1o1 Deerfield Beach, Florida 33441 Phone: (954) 427-1o69 FAX: (954) 42$-9133 Structural Engineer: Thomas M. Kelaher, P.E. — Florida P.E. *40159 1/ssei<�ioe 11o8 Southeast 14th Terrace,,0" ,VHAE Deerfield Beach, Floridan •••••...!��' Phone: (954) 360-� �GENSF ••.�9� FAX: (954) 364s' 3 No. 40159 I ct, a -'I lon S tkelaherengr(&comcas of Ro STATE OF DESIGN LOAD SCHEDULE -ALL LOADS SHOWN ARE IN .... ...... • • • •••••• • • • • • • • •••• .•.•• * ALSO, 300 LB. POINT LOAD PER TREAD, PER FBC 1615.5 AND ASCE 7, TABLE 4-1 Thomas M. Kelaher P.E. Halabu Residence Structural Consultants "Residential Remodel" Florida P.E. #40159 9632 N.E. 5th Ave. Road, Miami Shores, Florida Details By: T. K. Job No. 18-05-010 Date: 05/23/2018 Architect: 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Architect Checked By: T. K. Rev. Date: Scale: Far: (954) 360-0173 One.com tkelaherengr@comcast.net Architecture POUNDS PER SQ. FT. a O w°o w z a COMPONENT f E- a N ROOF FRAMING &SHEATHING 10 • • . • ROOF SYSTEM 15 - - .... MecaWind Pro v2.2.7.3 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date : 5/24/2018 Project HALABU RESIDENCE - in Miami Shores, Florida Design Wind Pressures Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 175.00 mph • • Structural Category = g Y II • • • • • •••• Exposure Category = C •• • •••••• Natural Frequency = N/A Flexible Structure = Nd Importance Factor = 1.00 Kd Directional Factor = at?5••• • Alpha = 9.50 Zg = 900P"Tt �•••:• At = 0.11 Bt = i•0" • • Am = 0.15 BM = 0.65 Cc = 0.20 1 = 501OV1: •••• Epsilon = 0.20 Zmin = 15f009 St •• Pitch of Roof = 4.2 : 12 Slope of Roof(Theta) = l9•" Poq • h: Mean Roof Ht = 25.50 ft Type of Roof = HIP ED • • RHt: Ridge Ht = 29.00 ft Eht: Eave Height = 2 .00 ft :•••:• OH: Roof Overhang at Eave= 2.00 ft Overhead Type = Ove haW • Bldg Length Along Ridge = 60.00 ft Bldg Width Across Ridge= o f: •• • Length of Hipped Ridge = 20.00 ft Roof Slope on Hip End = 19.29 Deg • • • Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.30 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 428.75 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 11 B 7. J 3 Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.95 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 37.95 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 2600.25 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 60 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Gp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -22.96 -9.30 Side Walls -0.70 -29.41 -15.75 Wall Elev Kz Kzt Cp qz Press Press Total ••• ft psf +GCpi -GGpi +/-GCpi •• • -------------------------------------------------------------------•••••• Windward 22.00 0.92 1.00 0.80 36.79 18.19 31.85 41.15 • •••••• Windward 12.00 0.85 1.00 0.80 33.94 16.25 29.91 39.21 Windward 2.00 0.85 1.00 0.80 33.94 16.25 29.91 39.210•0•0. • • • Roof Location Cp Pressure Pf:*-, * +GCpi (psf)-G"i%pA) --------------------------------------------------------------------------- Windward - Min Cp -0.53 -23.93 :0-*]r-=7 Windward - Max Cp -0.07 -9.09 • 4.i7 Leeward Norm to Ridge -0.59 -25.87 • -12.20 Hipped End (.00 to 12.75 ft) -0.94 -37.11 •-2*3.44 Hipped End (12.75 to 25.50 ft) -0.85 -34.09 0*20A3 Hipped End (25.50 to 44.00 ft) -0.56 -24.74 -11.07 Overhang Top (Windward) -0.53 -17.10 -17.10 Overhang Top (Leeward) -0.59 -19.03 -19.03 Overhang Top (Side Wall)(.00 to 12.75 ft) -0.94 -30.28 -30.28 Overhang Top (Side Wall)(12.75 to 25.50 ft) -0.85 -27.26 -27.26 Overhang Top (Side Wall)(25.50 to 40.00 ft) -0.56 -17.90 -17.90 Overhang Bot (Windward only) 0.80 25.02 25.02 Normal to Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -22.96 1320 .00 30.31 .00 333.4 .0 .0 Side Wall -29.41 880 -25.88 .00 .00 .0 284.7 .0 Side Wall -29.41 880 25.88 .00 .00 .0 -284.7 .0 Windward Wall 18.19 600 .00 10.91 .00 185.5 .0 .0 Windward Wall 16.25 600 .00 9.75 .00 68.2 .0 .0 Windward Wall 16.25 120 .00 1.95 .00 1.9 .0 .0 Roof Windward -23.93 848 .00 -6.70 19.14 20.6 .0 .0 Roof Leeward -25.87 848 .00 7.24 20.69 -22.2 .0 .0 OH Top Windward -17.10 131 .00 -0.74 2.12 28.5 .0 .0 OH Top Leeward -19.03 131 .00 0.83 2.36 -31.7 .0 .0 OH Top (0 to h/2) -30.28 28 0.28 .00 0.79 11.9 18.4 -4.2 OH Top (0 to h/2) -30.28 28 -0.28 .00 0.79 11.9 -18.4 4.2 Roof End (h/2 to h) -34.09 171 1.92 -0.00 5.49 25.4 75.0 -8.9 Roof End (h/2 to h) -34.09 171 -1.92 .00 5.49 25.4 -75.0 8.9 OH Top (h/2 to h) -27.26 20 0.18 .00 0.50 2.3 11.8 -0.8 OH Top (h/2 to h) -27.26 20 -0.18 .00 0.50 2.3 -11.8 0.8 Roof End (h/2 to h) -34.09 77 0.86 0.00 2.46 -4.3 29.7 1.5 Roof End (h/2 to h) -34.09 77 -0.86 .00 2.46 -4.3 -29.7 -1.5 OH Top (h/2 to h) -27.26 7 0.07 .00 0.19 -0.3 4.5 0.1 OH Top (h/2 to h) -27.26 7 -0.07 .00 0.19 -0.3 -4.5 -0.1 OH Top (h to 2h) -17.90 41 0.24 .00 0.69 -8.5 16.2 3.0 OH Top (h to 2h) -17.90 41 -0.24 .00 0.69 -8.5 -16.2 -3.0 OH Bot Windward 25.02 127 .00 -1.05 3.00 40.3 .0 .0 Roof End (0 to h/2) -37.11 61 0.75 .00 2.14 27.5 39.2 -9.6 Roof End (0 to h/2) -37.11 61 -0.75 .00 2.14 27.5 -39.2 9.6 Roof End (h to 2h) -24.74 144 1.18 .00 3.37 -30.3 54.3 10.6 Roof End (h to 2h) ------------------------------------------------------------------------------------- -24.74 144 -1.18 .00 3.37 -30.3 -54.3 -10.6 Total .00 7581 .00 52.50 78.59 671.9 .0 -0.0 Normal to Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz Mx My Mz in ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward wall -22.96 1320 .00 30.31 .00 333.4 .0 .0 Side Wall -29.41 880 -25.88 .00 .00 .0 284.7 .0 Side Wall -29.41 880 25.88 .00 .00 .0 -284.7 .0 Windward Wall 18.19 600 .00 10.91 .00 185.5 .0 .0 Windward Wall 16.25 600 .00 9.75 .00 68.2 .0 .0 Windward Wall 16.25 120 .00 1.95 .00 1.9 .0 .0 ------------------------------------------------------------------------------------- Total .00 4400 .00 52.92 .00 589.1 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip -------------------------------------------------------------------------------------• Kip Kip K-ft K-ft K-ft •••• • Leeward Wall -9.30 1320 .00 12.27 .00 135.0 : .CL•• .0 •••• Side wall -15.75 880 -13.86 .00 .00 .0 1520!5 • .0 •• • Side wall -15.75 880 13.86 .00 .00 .0 -lyZ*59 •• 0• 00•00 Windward Wall 31.85 600 .00 19.11 .00 324.9 0•• 0 Windward Wall 29.91 600 .00 17.95 .00 125.6 •• .0 • .0 Windward Wall 29.91 120 .00 3.59 .00 3.6 •• 0�•••�• Roof Windward 4.57 848 .00 1.28 -3.66 -3.9 ••. •a0•• .0• Roof Leeward -12.20 848 .00 3.42 9.76 -10.5 00*0 0 OH Top Windward -17.10 131 .00 -0.74 2.12 28.5 AD • .0 • • OH Top Leeward -19.03 131 .00 0.83 2.36 -31.7 60.066 .0 •• OH Top (0 to h/2) -30.28 28 0.28 .00 0.79 11.9 44AU •• -4.2 • OH Top (0 to h/2) -30.28 28 -0.28 .00 0.79 11.9 -j8.4• : 4.2• • Roof End (h/2 to h) -20.43 171 1.15 -0.00 3.29 15.2 44.9 -5.3•9•••• Roof End (h/2 to h) -20.43 171 -1.15 .00 3.29 15.2 -14.900• 5.30 OH Top (h/2 to h) -27.26 20 0.18 .00 0.50 2.3 11k • -0.8 •• • OH Top (h/2 to h) -27.26 20 -0.18 .00 0.50 2.3 -11.8 0.80•0•00 Roof End (h/2 to h) -20.43 77 0.52 0.00 1.48 -2.6 17.8 0.9 Roof End (h/2 to h) -20.43 77 -0.52 .00 1.48 -2.6 -17.8 -0.9 OH Top (h/2 to h) -27.26 7 0.07 .00 0.19 -0.3 4.5 0.1 OH Top (h/2 to h) -27.26 7 -0.07 .00 0.19 -0.3 -4.5 -0.1 OH Top (h to 2h) -17.90 41 0.24 .00 0.69 -8.5 16.2 3.0 OH Top (h to 2h) -17.90 41 -0.24 .00 0.69 -8.5 -16.2 -3.0 OH Bot Windward 25.02 127 .00 -1.05 3.00 40.3 .0 .0 Roof End (0 to h/2) -23.44 61 0.47 .00 1.35 17.4 24.8 -6.1 Roof End (0 to h/2) -23.44 61 -0.47 .00 1.35 17.4 -24.8 6.1 Roof End (h to 2h) -11.07 144 0.53 .00 1.51 -13.6 24.3 4.7 Roof End (h to 2h) ------------------------------------------------------------------------------------- -11.07 144 -0.53 .00 1.51 -13.6 -24.3 -4.7 Total .00 7581 .00 56.65 33.19 655.5 .0 -0.0 Normal to Ridge - Base Reactions - Walls Only -GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -9.30 1320 .00 12.27 .00 135.0 .0 .0 Side Wall -15.75 880 -13.86 .00 .00 .0 152.5 .0 Side Wall -15.75 880 13.86 .00 .00 .0 -152.5 .0 Windward Wall 31.85 600 .00 19.11 .00 324.9 .0 .0 Windward Wall 29.91 600 .00 17.95 .00 125.6 .0 .0 Windward Wall ------------------------------------------------------------------------------------- 29.91 120 .00 3.59 .00 3.6 .0 .0 Total .00 4400 .00 52.92 .00 589.1 .0 .0 Normal to Ridge - Base Reactions - Walls+Roo£ MIN Description Press Area* Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Windward Wall 9.60 600 .00 5.76 .00 97.9 .0 .0 Windward Wall 9.60 600 .00 5.76 .00 40.3 .0 .0 Windward Wall 9.60 120 .00 1.15 .00 1.2 .0 .0 Roof Windward 4.80 280 .00 1.34 .00 34.3 .0 .0 Roof Leeward 4.80 280 .00 1.34 .00 34.3 .0 .0 OH Top Windward 4.80 43 .00 0.21 .00 4.5 .0 .0 OH Top Leeward 4.80 43 .00 0.21 .00 4.5 .0 .0 OH Top (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 OH Top (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 OH Top (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 M OH Top (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (h/2 to h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 OH Top (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 OH Top (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 OH Top (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 OH Top (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof End (0 to h/2) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (0 to h/2) 4.80 0 .00 0.00 .00 0.0 .0 0.0 Roof End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 -0.0 Roof End (h to 2h) 4.80 0 .00 0.00 .00 0.0 .0 0.0 ------------------------------------------------------------------------------------- Total .00 1967 .00 15.78 .00 217.0 .0 .0 Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta > 10 Deg base calcs on Mean Ht • • Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) • • •••• •••••• Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal•➢1dg Cress •• • •• Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPI�••• •• •••••• • • • • Note (5) Hipped ends considered as parallel to ridge for all theta. :• Note (6) Ref Fig 27.4-1, Normal to Ridge (Theta>=10), Theta= 19.3 Deg, h1f--'0 U!%3 • �••••� Note (7) No internal pressure considered (GCpi = 0) for Overhang •••• • • • • Note (8) Overhang bottom based upon windward wall Cp and GCpi = 0. • • •••••• •••• • ••••• Note (9) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical • • Note (10) MIN = Minimum pressures on Walls = 9.6 •••••• ••• • • •••• p psf and Roof = 4.8 psf • • • • Note (11) Area* = Area of the surface projected onto a vertical plane notmal•to wind. •• •••••• • •••••• • • MWFRS-Wall Pressures for Wind Normal to 40 ft wall (Along Ridge) • • + • All pressures shown are based upon ASD Design, with a Load Factor of .6 • • �•••�• •••••• Wall Cp Pressure Pressure •••• • •• • •••••• +GCpi (psf) -GCpi (psf) • •• • • • --------------- -------_-------------------- Leeward Wall -0.40 19.74 -6.07 Side Walls -0.70 -29.41 -15.75 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- windward 29.00 0.98 1.00 0.80 39.00 19.69 33.35 39.42 Windward 22.00 0.92 1.00 0.80 36.79 18.19 31.85 37.92 Windward 12.00 0.85 1.00 0.80 33.94 16.25 29.91 35.98 Windward 2.00 0.85 1.00 0.80 33.94 16.25 29.91 35.98 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 12.8 ft -0.90 -35.87 -22.20 Roof: 12.8 ft to 25.5 ft -0.90 -35.87 -22.20 Roof: 25.5 ft to 51.0 ft -0.50 -22.96 -9.30 Roof: 51.0 ft to 64.0 ft -0.30 -16.51 -2.85 OH Top : 0.0 ft to 12.8 ft -0.90 -42.70 -42.70 Overhang Top 12.9 ft to 25.5 ft -0.90 -42.70 -42.70 Overhang Top 25.5 ft to 51.0 ft -0.50 -29.79 -29.79 Overhang Top 51.0 ft to 64.0 ft -0.30 -23.34 -23.34 Along Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -19.74 880 17.37 .00 .00 .0 -191.0 .0 Side Wall -29.41 1320 .00 38.83 .00 427.1 .0 .0 Side Wall -29.41 1320 .00 -38.83 .00 -427.1 .0 .0 Windward Wall 18.19 400 7.27 .00 .00 .0 -123.7 .0 Windward Wall 16.25 400 6.50 .00 .00 .0 -45.5 .0 Windward Wall 16.25 80 1.30 .00 .00 .0 -1.3 .0 Roof (0 to h/2) -35.87 333 -3.95 .00 11.28 .0 -183.4 .0 OH Top (0 to h/2) -42.70 28 .00 -0.39 1.11 14.9 -27.9 -9.8 OH Top (0 to h/2) -42.70 28 .00 0.39 1.11 -14.9 -27.9 9.8 OH Top (0 to h/2) -42.70 89 -1.26 .00 3.59 .0 -84.0 .0 Roof (h/2 to h) -35.87 171 0.00 -2.02 5.77 21.2 -84.4 -29.5 Roof (h/2 to h) -35.87 171 .00 2.02 5.77 -21.2 -84.4 29.5 OH Top (h/2 to h) -42.70 20 .00 -0.28 0.79 10.6 -11.6 -4.0 OH Top (h/2 to h) -42.70 20 .00 0.28 0.79 -10.6 -11.6 4.0 Roof (h/2 to h) -35.87 74 .00 -0.88 2.51 2.7 -20.7 -7.2 Roof (h/2 to h) -35.87 74 .00 0.88 2.51 -2.7 -20.7 7.2 0 OH Top (h/2 to h) -42.70 7 .00 -0.10 0.30 4.0 -2.5 -0.9 OH Top (h/2 to h) -42.70 7 .00 0.10 0.30 -4.0 -2.5 0.9 Roof (h to 2h) -22.96 350 .00 -2.65 7.58 8.1 13.3 4.6 Roof (h to 2h) -22.96 350 .00 2.65 7.58 -8.1 13.3 -4.6 OH Top (h to 2h) -29.79 35 .00 -0.34 0.98 13.2 1.7 0.6 OH Top (h to 2h) -29.79 35 .00 0.34 0.98 -13.2 1.7 -0.6 Roof (h to 2h) -22.96 167 -0.00 -1.27 3.62 13.1 52.6 18.4 Roof (h to 2h) -22.96 167 .00 1.27 3.62 -13.1 52.6 -18.4 OH Top (h to 2h) -29.79 19 .00 -0.19 0.54 7.2 7.8 2.7 OH Top (h to 2h) -29.79 19 .00 0.19 0.54 -7.2 7.8 -2.7 Roof (>2h) -16.51 338 1.84 .00 5.27 .0 84.9 .0 Roof (>2h) -16.51 73 .00 -0.40 1.13 10.4 27.7 9.7 Roof (>2h) -16.51 73 .00 0.40 1.13 -10.4 27.7 -9.7 OH Top (>2h) -23.34 23 .00 -0.18 0.51 6.9 12.6 4.4 OH Top (>2h) -23.34 23 .00 0.18 0.51 -6.9 12.6 -4.4 OH Top (>2h) -23.34 89 0.69 .00 1.96 .0 45.9 .0•04.000 Roof (0 to h/2) -35.87 61 .00 -0.73 2.07 17.2 -67.3 • -16.6 saws Roof (0 to h/2) -35.87 61 .00 0.73 2.07 -17.2 -�Zti� 16.6 Roof (h/2 to h) -35.87 91 -1.07 .00 3.07 .0 -20.8 .00 •• • • • Roof (h to 2h) -22.96 86 0.65 .00 1.86 .0 i2(q••• .0 •• • OH Top (>2h) -23.34 2 .00 -0.02 0.05 0.6 •i,•4••• 0.5 • OH Top (>2h)-----------_23.34-------2 .00 0.02 0.05 -0.6 �ti4• • -0.50 • ------------------------------------------------•-----•-----♦••••• Total .00 7484 29.35 0.00 80.95 0.0 66r." • -0.0• Along Ridge - Base Reactions - Walls Only +GCpi ••sass ••9 sass•• w Description Press Area Fx Fy Fz Mx • •Mz psf ft^2 Kip Kip Kip K-ft It K-ft :a** so -------------------------------------------------------------------------l----l------• Leeward Wall -19.74 880 17.37 .00 .00 .0 -191..e .0 •• • Side Wall -29.41 1320 .00 38.83 .00 427.1 .0 .00000•0 Side Wall -29.41 1320 .00 -38.83 .00 -427.1 .0 .0 Windward Wall 18.19 400 7.27 .00 .00 .0 -123.7 .0 Windward Wall 16.25 400 6.50 .00 .00 .0 -45.5 .0 Windward Wall ------------------------------------------------------------------------------------- 16.25 80 1.30 .00 .00 .0 -1.3 .0 Total .00 4400 32.44 .00 .00 .0 -361.5 .0 Along Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -6.07 880 5.34 .00 .00 .0 -58.8 .0 Side Wall -15.75 1320 .00 20.79 .00 228.7 .0 .0 Side Wall -15.75 1320 .00 -20.79 .00 -228.7 .0 .0 Windward Wall 31.85 400 12.74 .00 .00 .0 -216.6 .0 Windward Wall 29.91 400 11.96 .00 .00 .0 -83.8 .0 Windward Wall 29.91 80 2.39 .00 .00 .0 -2.4 .0 Roof (0 to h/2) -22.20 333 -2.44 .00 6.98 .0 -113.6 .0 OH Top (0 to h/2) -42.70 28 .00 -0.39 1.11 14.9 -27.9 -9.8 OH Top (0 to h/2) -42.70 28 .00 0.39 1.11 -14.9 -27.9 9.8 OH Top (0 to h/2) -42.70 89 -1.26 .00 3.59 .0 -84.0 .0 Roof (h/2 to h) -22.20 171 0.00 -1.25 3.57 13.1 -52.3 -18.3 Roof (h/2 to h) -22.20 171 .00 1.25 3.57 -13.1 -52.3 18.3 OH Top (h/2 to h) -42.70 20 .00 -0.28 0.79 10.6 -11.6 -4.0 OH Top (h/2 to h) -42.70 20 .00 0.28 0.79 -10.6 -11.6 4.0 Roof (h/2 to h) -22.20 74 .00 -0.54 1.55 1.7 -12.8 -4.5 Roof (h/2 to h) -22.20 74 .00 0.54 1.55 -1.7 -12.8 4.5 OH Top (h/2 to h) -42.70 7 .00 -0.10 0.30 4.0 -2.5 -0.9 OH Top (h/2 to h) -42.70 7 .00 0.10 0.30 -4.0 -2.5 0.9 Roof (h to 2h) -9.30 350 .00 -1.07 3.07 3.3 5.4 1.9 Roof (h to 2h) -9.30 350 .00 1.07 3.07 -3.3 5.4 -1.9 OH Top (h to 2h) -29.79 35 .00 -0.34 0.98 13.2 1.7 0.6 OH Top (h to 2h) -29.79 35 .00 0.34 0.98 -13.2 1.7 -0.6 Roof (h to 2h) -9.30 167 -0.00 -0.51 1.47 5.3 21.3 7.4 Roof (h to 2h) -9.30 167 .00 0.51 1.47 -5.3 21.3 -7.4 OH Top (h to 2h) -29.79 19 .00 -0.19 0.54 7.2 7.8 2.7 OH Top (h to 2h) -29.79 19 .00 0.19 0.54 -7.2 7.8 -2.7 Roof (>2h) -2.85 338 0.32 .00 0.91 .0 14.6 .0 Roof (>2h) -2.85 73 .00 -0.07 0.19 1.8 4.8 1.7 Roof (>2h) -2.85 73 .00 0.07 0.19 -1.8 4.8 -1.7 OH Top (>2h) -23.34 23 .00 -0.18 0.51 6.9 12.6 4.4 OH Top (>2h) -23.34 23 .00 0.18 0.51 -6.9 12.6 -4.4 OH Top (>2h) -23.34 89 0.69 .00 1.96 .0 45.9 .0 Roof (0 to h/2) -22.20 61 .00 -0.45 1.28 10.6 -29.3 -10.3 Roof (0 to h/2) -22.20 61 .00 0.45 1.28 -10.6 -29.3 10.3 Roof (h/2 to h) -22.20 91 -0.66 .00 1.90 .0 -12.9 .0 Roof (h to 2h) -9.30 86 0.26 .00 0.75 .0 5.0 .0 OH Top (>2h) -23.34 2 .00 -0.02 0.05 0.6 1.4 0.5 OH Top (>2h) ------------------------------------------------------------------------------------- -23.34 2 .00 0.02 0.05 -0.6 1.4 -0.5 Total .00 7484 29.35 0.00 46.93 -0.0 -669.1 -0.0 Along Ridge - Base Reactions - Walls Only -GCpi Description Press Area Fx Fy Fz Mx My Mz ------------------------------------------------------------------------------------- psf ft^2 Kip Kip Kip K-ft K-ft K-ft Leeward Wall -6.07 880 5.34 .00 .00 .0 -58.8 .0 Side Wall -15.75 1320 .00 20.79 .00 228.7 .0 .0 Side Wall -15.75 1320 .00 -20.79 .00 -228.7 .0 .0 •••• Windward Wall 31.85 400 12.74 .00 .00 .0 2 6.6 .00 • Windward Wall 29.91 400 11.96 .00 .00 .0 -13.8•0• .0 •••• Windward Wall 2.39 .00 .00 .0 20.04 • .0•••••• ------------------------29�91------80 -------------- Total .00 4400 32.44 .00 .00 .0 -3g�.•50•• -0 • Along Ridge - Base Reactions - Walls+Roof MIN • • Osseo* Description Press Area* Fx Fy Fz Mx Mr •••••M. ••• • psf ft^2 Kip Kip Kip K-ft K-tt••••P-ft ••: ----------------------------------------------------------------------------•-,�-------- Windward Wall 9.60 400 3.84 .00 -C�.3:*: • Windward Wall 9.60 400 3.84 .00 .00 .00 .0 -Z6.9 • .0 • Windward Wall 9.60 80 0.77 .00 .00 .0 .0 00.8 • .0• _0:••••• Roof (0 to h/2) 4.80 110 0.53 .00 .00 .0 - %.6• • .0 OH Top (0 to h/2) 4.80 0 .00 .00 .00 .0 10 • .0000000 OH Top (0 to h/2) 4.80 0 .00 .00 .00 .0 .0 .0 •• • OH Top (0 to h/2) 4.80 29 0.14 .00 .00 .0 -3.1 .0 Roof (h/2 to h) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (h/2 to h) 4.80 0 0.00 .00 .00 .0 -0.0 0.0 OH Top (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 OH Top (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 OH Top (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 OH Top (h/2 to h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 OH Top (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 OR Top (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (h to 2h) 4.80 0 0.00 .00 .00 .0 -0.0 0.0 OH Top (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 OH Top (h to 2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 112 0.54 .00 .00 .0 -12.8 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 Roof (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 OH Top (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 OH Top (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 OH Top (>2h) 4.80 29 0.14 .00 .00 .0 -3.1 .0 Roof (0 to h/2) 4.80 0 0.00 .00 .00 .0 -0.0 -0.0 Roof (0 to h/2) 4.80 0 0.00 .00 .00 .0 -0.0 0.0 Roof (h/2 to h) 4.80 30 0.14 .00 .00 .0 -3.9 .0 Roof (h to 2h) 4.80 28 0.14 .00 .00 .0 -3.7 .0 OH Top (>2h) 4.80 0 .00 .00 .00 .0 .0 .0 OH Top (>2h) ------------------------------------------------------------------------------------- 4.80 0 .00 .00 .00 .0 .0 .0 Total .00 1219 10.07 .00 .00 .0 -132.0 .0 Notes - Along Ridge Note (1) OH = Overhang, no internal pressure considered for Overhang (GCpi=O) Note (2) Ref Fig 27.4-1, Parallel to Ridge (All), h/l= 0.43 Note (3) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (4) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (5) Area* = Area of the surface projected onto a vertical plane normal to wind. Total Base Reaction Summary Description Fx Fy Fz Mx My Mz Kip Kip Kip K-ft K-ft K-ft -------------------------------------------------------------------------------------- Normal to Ridge Walls+Roof +GCpi .0 52.5 78.6 671.9 .0 -0.0 Normal to Ridge Walls Only +GCpi .0 52.9 .0 589.1 .0 .0 Normal to Ridge Walls+Roof -GCpi .0 56.7 33.2 655.5 .0 -0.0 Normal to Ridge Walls Only -GCpi .0 52.9 .0 589.1 .0 .0 Normal to Ridge Walls+Roof MIN .0 15.8 .0 217.0 .0 .0 Along Ridge Walls+Roof +GCpi 29.3 0.0 81.0 -0.0 -661.3 -0.0 Along Ridge Walls Only +GCpi 32.4 .0 .0 .0 -361.5 .0 Along Ridge Walls+Roof -GCpi 29.3 0.0 46.9 -0.0 -669.1 -0.0 Along Ridge Walls Only -GCpi 32.4 .0 .0 .0 -361.5 .0 Along Ridge Walls+Roof MIN 10.1 .0 .0 .0 -132.0 .0 Notes Applying to MWFRS Reactions: Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf •••• Note (4) MIN area is the area of the surface onto a vertical plane normal to wind. • • Note 5) Total Roof Area • • •••• •••••• ( (incl OH Top) = 2600.25 sq. ft 0000 • • •• • •• Wind Pressure on Components and Cladding (Ch 30 Part 1) •••••• •••••• • • •••••• • • • 000900 Roof not � , • �ti S7YO�tlt 1,5 •••••• • •• • -.. 15 5:' CFatls f Hip Roof 7< 0 27 8 All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = = 4.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf ----------------------------------------------------------------------- Roof Components 2.00 5.47 10.9 1 0.49 -0.90 25.51 -40.84 Roof Components 2.00 7.74 20.0 1 0.44 -0.87 23.53 -39.85 Roof Components 2.00 12.24 49.9 1 0.36 -0.83 20.51 -38.34 Roof Components 2.00 17.32 100.0 1 0.30 -0.80 18.22 -37.19 Roof Components 2.00 5.47 10.9 2 0.49 -1.68 25.51 -70.61 Roof Components 2.00 7.74 20.0 2 0.44 -1.55 23.53 -65.65 Roof Components 2.00 12.24 49.9 2 0.36 -1.35 20.51 -58.10 Roof Components 2.00 17.32 100.0 2 0.30 -1.20 18.22 -52.38 Roof Components 2.00 5.47 10.9 3 0.49 -1.68 25.51 -70.61 Roof Components 2.00 7.74 20.0 3 0.44 -1.55 23.53 -65.65 Roof Components 2.00 12.24 49.9 3 0.36 -1.35 20.51 -58.10 Roof Components 2.00 17.32 100.0 3 0.30 -1.20 18.22 -52.38 Wall Components 2.00 5.47 10.9 4 0.99 -1.09 44.52 -48.32 Wall Components 2.00 7.74 20.0 4 0.95 -1.05 42.77 -46.57 Wall Components 2.00 12.24 49.9 4 0.88 -0.98 40.10 -43.90 Wall Components 2.00 17.32 100.0 4 0.82 -0.92 38.08 -41.88 Wall Components 2.00 5.47 10.9 5 0.99 -1.39 44.52 -59.44 Wall Components 2.00 7.74 20.0 5 0.95 -1.29 42.77 -55.94 Wall Components 2.00 12.24 49.9 5 0.88 -1.15 40.10 -50.60 Wall Components 2.00 17.32 100.0 5 0.82 -1.05 38.08 -46.56 Roof Overhang 2.00 5.47 10.9 2H 0.49 -2.20 18.68 -83.50 Roof Overhang 2.00 7.74 20.0 2H 0.44 -2.20 16.70 -83.50 Roof Overhang 2.00 5.47 10.9 3H 0.49 -3.65 18.68-138.65 Roof Overhang 2.00 7.74 20.0 3H 0.44 -3.34 16.70-126.75 1: COMPONENTS AND CLADDING WIND LOAD SCHEDULE COMPONENTS CLADDING ROOF ' WIND LOADS - PITCHED ROOFS ROOF AREA (TRIBUTARY) 2 3 10 S.F. 20 S.F. 50 S.F. ?.100 S.F. 10 S.F. 20 S.F. 50 S.F. ?.100 S.F. 10 S.F. 20 S.F. 50 S.F. ?.100 S.F. PRESSURE (PSF) .2.3 Zo. 51 I $' Z�— ZS• 51 23, S 2.0 I $, zZ SUCION (PSF) tob4 31,$5 3S • ✓4 '>'-1- t o4 G5-46 5%.10 5z,3g 70.(0 %9 (wr 5$.10 �Z• 3c, 1 • CORNER DISTANCE, COMPONENTS AND CLADDING WIND LOAD SCHEDULE COMPONENTS CLADDING I PRESSURE (PSF) SUCTION (PSF) WALL WIND LOADS WALL AREA (TRIBUTARY) 4 10 S.F. 20 S.F. 50 S.F. 100 S.F. s 500 S.F. Sz 4z.-I1 o. (O $• o$ — ....... . .. .. 10 S.F. 20 S.f• 50; $.F; �Opf. •� 500 S.F. 5 il-,-7 7 o. to 30. as — . 2 4.1-0 • 5944 ,fig sa6, . . . 1•CORNER DISTANCE, a = tI u "' "' • ... . . . ... . . 16'-0" ` \1 8-2 •••••• • •• • ••••• � I I I I I i l l l l �� Lx ••••• a •••• • ••• • ••••• I I I ( I I I I 11 •• • •• ••••: II I I NEVFLO R TZUSSJS ® 16" .C� • • �•••�• ••••• N • • • EXIST. CONC. BE NOTE: CONTRACTOR SHALL TIE THE EXISTING ROOF DECK TO THE NEW WALL CONSTRUCTION USING RIGID FASTENING, SUCH AS 2X NAILING NTH 12d NAILS OR PAF'S TO THE STEEL BEA r II Z — 11 E 54.0 Typ Thomas M. Kelaher P.E. Halabu Residence Structural Consultants "Residential Remodel" Florida P.E. 940159 9632 N.E. 5th Ave. Road, Miami Shores, Florida Details By: T. C Job No. 18-05-010 Date: 05/232018 Architect: 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Architect Checked By: T. K. Rev. Date: Scale: Fax: (954) 360-0173 One.com tkelaherengr@comcast.net Architecture ` r WvL W Dtr+l.l. . . • • ..••. w b0� _boo `$1 Lilil- -� -:1204 �s-�,,«�) = -di3cO*/w Wv,, = gIX- o0 Tsi ( L,(.C,I,- 3-s�-.4 = (040 t/Lool. IAJ Thomas M. Kelaher P.E. Halabu Residence Structural Consultants "Residential Remodel" Florida P.E. #40159 9632 N.E. 5th Ave. Road, Miami Shores, Florida 1108 S.E. 14th Terrace Details By: T. K. Job No. 18-05-010 Date: 05/23/2018 Architect: Deerfield Beach, FL 33441 Phone: (954) 360-9628 Checked By: T. K. Rev. Date: Scale: Architect Fax: (954) 360-0173 One.com tkelaherengr@comcast.net Architecture wK q., 3 0 ,1 ,,-, ►, 610 + 11 X-ILt),Z. 3, .6 &2-u d C-L), �-y-'s - Qyfil . . .... .... ...... ... .... .... . . ..... .... .. ..... . .. ..... Thomas M. Kelaher P.E. Halabu Residence Structural Consultants "Residential Remodel" Florida P.E. #40159 9632 N.E. 5th Ave. Road, Miami Shores, Florida 1108 S.E. 14th Terrace Details By: T. K. Job No. 18-05-010 Date: 05/23/2018 Architect: Deerfield Beach, FL 33441 Phone: (954) 360-9628 Checked By: T. K. Rev. Date: Scale: Architect Fax: (954) 360-0173 One.com tkelaherengr@comcast_net Architecture '3 HALABU RESIDENCE - Revised Design using CMU Walls Concrete Beam "B-1" Maximum Ultimate design loads Archon Beam Design Program INPUT DATA Beam Type = Beam Classification = W Total Length = 17.33(ft) • Unbraced Length = 2.000(ft) • Young's Modulus = 3.61 E+06(psi) Moment of Inertia = 5333(in"4) Section Modulus = 0(in^3) ,,,, ',,,, • • ; • • • • • Strong Axis Bending! Both ends of the beam are pinned. .. .. . , LOADS ( 1) Level Unif. Load = 3880(lbs/ft) • • • • • Starting 0(ft) from the left side. • • • Over a length of 17.33(ft). OUTPUT Max. Moment = 1.46E+05(ft-ibs) Max. Shear = 3.36E+04(lbs) Max Deflection = 0.410(in) Reaction RI = 3.36E+04(lbs) Reaction R2 = 3.36E+04(lbs) CODE CHECK DATA, AISC (ASD) 9th Ed. 14- HALABU RESIDENCE - Revised Design using CMU Walls Concrete Beam "B-I" Maximum Ultimate design loads SHEAR DIAGRAM MOMENT DIAGRAM DEFLECTED SHAPE BEAM SYSTEM Max. Shear = 3.36E+04 lbs ...... ... . Max. Moment =' 1.46E.+V5�$1bs Max. Def. = 0.410 in I HALABU RESIDENCE - Revised Design using CMU Walls Concrete Beam "B-1" Maximum ASD design loads Archon Beam Design Program INPUT DATA Beam Type = Beam Classification = W Total Length = 17.33(ft) • • • • Unbraced Length = 2.000(ft) • Young's Modulus = 3.61 E+06(psi) • Moment of Inertia = 5333(in^4) �' Section Modulus = 0(inA3) • • • •.... Strong Axis Bending! Both ends of the beam are pinned. • • • • • LOADS • ( 1) Level Unif. Load = 2616(lbs/ft) .. .. Starting 0(ft) from the left side. •..'.' Over a length of 17.33(ft). OUTPUT Max. Moment = 9.82E+04(ft-lbs) Max. Shear = 2.27E+04(lbs) Max Deflection = 0.276(in) Reaction RI = 2.27E+04(lbs) Reaction R2 = 2.27E+04(lbs) CODE CHECK DATA, AISC (ASD) 9th Ed. /( HALABU RESIDENCE - Revised Design using CMU Walls Concrete Beam "B-1" Maximum ASD design loads SHEAR DIAGRAM MOMENT DIAGRAM DEFLECTED SHAPE BEAM SYSTEM a Max. Shear = 2.27E+04 lbs ...... ... . Max. Mombht='9.82Et94.f0t-lbs Max. Def. = 0.276 in 1-7 "RECTBEAM.xis" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS T Flexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: JHALABU RESIDENCE (Concrete / CMU alt.) I Subject: 12nd Floor - Beam "B-1" Job Number: ITry 8" wide x ' deep beam I Originator: IT.K. I Checker: $"x'2a�' Input Data: b=8" Beam or Slab Section? Beam _ 000000 Exterior or Interior Exposure? Interior 0000 .. Reinforcing Yield Strength, fy = 60 ksi " • • • Concrete Comp. Strength, f'c = 4 ksi h=28" "':" d=23.'75• •• Beam Width, b = 8.000 in. ...... _ Depth to Tension Reinforcing, d = 25.750 in. 0000 • 0 :...:. ... r Total Beam Depth, h = 28.000 in. - As=1.58 Tension Reinforcing, As = 1.580 in.A2 Singly ReinfD[Ced Section • No. of Tension Bars in Beam, Nb = 2.000 Tension Reinf. Bar Spacing, sl = 4.500 in. 000000 d' 6 ' ' Clear Cover to Tension Reinf., Cc = + 1.500 in. • • • • • • •.. • Depth to Compression Reinf., d' = 0.000 in. ._•�t. A's {' �. Compression Reinforcing, A's = 0.000 in.A2 �..'.' Working Stress Moment, Ma = 98.20 ft-kips h d Ultimate Design Moment, Mu = 1_46.00 ft-kips Ultimate Design Shear, Vu = 33.60� kips Total Stirrup Area, Av(stirrup) = 0.220 in."2 _TCAs Tie/Stirrup Spacing, s2 = Id.0000 _ in. Doubly Reinforced Section Results: Moment Capacity Check for Beam -Type Section: R1 = 0.85 c = 4.100 in. a = 3.485 in. pb = 602851_ p(prov) = 0.00767 p(min) = 0.00333 As(min) =1 0.687 in."2 - As = 1.58 in.A2, OX p(temp) = As(temp) = p(max) = As(max) = f's = �Mn = N.A. N.A. (total for section) in.^2/face in.A2 - As = 1.58 in.A2, O.K. ksi ft-k >= Mu = 146 ft-k, O.K. 0.02138 4.404 N.A. - 170.69 Shear Capacity Check for Beam -Type Section: Crack Control (Distribution of Reinf.): Per ACI 318-99 Code: Es = 29000 ksi Ec = ksi n = _3605 _ 8.04 - n = Es/Ec fs = 32.12 ksi fs(used) = 32.12 ksi s1(max) = 13. 66 In. >= s1 = 4.5 in., O.K. Per ACI 318-95 Code: do =[Ek/in. in. z =Win. z(allow) = - z = 110.31 k/in., O.K. Moment of Inertia for Deflection: OVc = OVs = OVn = 0Vc+0Vs = OVs(max) = Av(prov) = Av(req'd) = Av(min) = s2(max) = 22.15 kips kips kips >= Vu = 33.6 kips, O.K. kips >= Vs = 28.89 kips, O.K. in.A2 = Av(stirrup)'(12/s2) in.A2 - Av(prov) = 0.26 in.A2, O.K. in.A2 - Av(prov) = 0.26 in.A2, O.K. in. - s2 =10 in., O.K. fr = kd = Ig = Mcr = Icr = Ie = 0._474 7.5952 14634.67 41.3_2 - 5357.6_1 6048.75_ ksi in. in.^4 ft-k in.^4 in ^4 (for deflection) _ 28.89 _ 51.04 88.59 0.264 0.087 _ 0.067 �12.875 1 of 1 1� •,• ' l ,• . I •, .... .. ..... OX) f 5 F) -z- z- i +/ LF `j- - - = Z 1 9 -z -z. *e/ V>' VJ Thomas M. Kelaher P.E. Halabu Residence Structural Consultants Florida P.E. #40159 "Residential Remodel" 9632 N.E. 5th Ave. Road, Miami Shores, Florida Details By: T. K. Job No. 18-05-010 Date: 05/23/2018 Architect: 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Architect Checked By: T. K. Rev. Date: Scale: Fax: (954) 360-0173 tkelaherengr@comcast.net One.com Architecture + .... ...... ... ..... .... . ..... d---- Cz� �-`f M„� bay d- �31�5 � ► � �.� < <. Thomas M. Kelaher P.E. Halabu Residence Structural Consultants Florida P.E. #40159 `Residential Remodel" 9632 N.E. 51h Ave. Road, Miami Shores, Florida 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Details By: T. K. Job No. 18-05-010 Date: 05/23/2018 Architect: Phone: (954) 360-9628 Architect Checked By: T. K. Rev. Date: Scale: Fax: (954) 360-0173 One.com tkelaherengr@comcast.net Architecture O HALABU RESIDENCE - Revised Design using CMU Walls Concrete Beam "B-2" Try 8" x 24" beam Maximum ASD design loads Archon Beam Design Program INPUT DATA Beam Type = Beam Classification = W Total Length = 15.33(ft) Unbraced Length = 2.000(ft) Young's Modulus = 3.61 E+06(psi) Moment of Inertia = 3842(in^4) Section Modulus = 0(inA3) Strong Axis Bending! Both ends of the beam are pinned. LOADS ( 1) Level Uni£ Load = 2916(lbs/ft) Starting 0(ft) from the left side. Over a length of 15.33(ft). OUTPUT Max. Moment = 8.57E+04(ft-lbs) Max. Shear = -2.24E+04(lbs) Max Deflection = 0.262(in) Reaction R1 = 2.24E+04(lbs) Reaction R2 = 2.24E+04(lbs) CODE CHECK DATA, AISC (ASD) 9th Ed. • • .••..• .•• • • 2I HALABU RESIDENCE - Revised Design using CMU Walls Concrete Beam "B-2" Try 8" x 24" beam Maximum ASD design loads SHEAR DIAGRAM Max. Shear = -2.24E+04 lbs ...• • . 00 ...•.. . ...... MOMENT DIAGRAM •..... 6*0*00 ... Max. Moment=$.57E-04 ft 1}bs DEFLECTED SHAPE Max. Def. = 0.262 in BEAM SYSTEM ZZ HALABU RESIDENCE - Revised Design using CMU Walls Concrete Beam "B-2" Try 8" x 24" beam Maximum Ultimate design loads Archon Beam Design Program INPUT DATA Beam Type = Beam Classification = W Total Length = 15.33(ft) Unbraced Length = 2.000(ft) 0000 Young's Modulus = 3.61 E+06(psi) • .... • ...... Moment of Inertia = 3842(in^4) .. .. . Section Modulus = 0(in^3) •••••• •• • • •••••• Strong Axis Bending Both ends of the beam are pinned. • • • • .... . • ..... LOADS •••••• .. .. ••• .. ••••• ...... ( 1) Level Unif. Load = 4351(lbs/ft) ""•' ' • Starting 0(ft) from the left side. :... • • • • •' Over a length of 15.33(ft). • • • • • • • • • • OUTPUT • • • • • Max. Moment = 1.28E+05(ft-lbs) Max. Shear = 3.34E+04(lbs) Max Deflection = 0.390(in) Reaction R1 = 3.34E+04(lbs) Reaction R2 = 3.34E+04(lbs) CODE CHECK DATA, AISC (ASD) 9th Ed. lz—�� HALABU RESIDENCE - Revised Design using CMU Walls Concrete Beam 'B-2" Try 8" x 24" beam Maximum Ultimate design loads SHEAR DIAGRAM MOMENT DIAGRAM DEFLECTED SHAPE BEAM SYSTEM Max. Shear = 3.34E+04 lbs ...... ... . Max. Momer#t =. 1.28E+Oft-lbs 00 Max. Def. = 0.390 in Mi "RECTBEAM.xis" Program Version 3.1 RECTANGULAWCONCRETE_ BEAM/SECTION ANALYSIS Flexure, Shear, Crack Control, and Inertia for Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: JHALABU RESIDENCE (Concrete / CMU alt.) I Subject: 12nd Floor - Beam "B-2" Job Number: ITry 8" wide x 24" deep beam Originator: T.K. I Checker: Input Uata: Beam or Slab Section? Beam Exterior or Interior Exposure? _ . Interior_ Reinforcing Yield Strength, fy = 60 ksi Concrete Comp. Strength, f'c = 4 ksi h=24" A2j.76" Beam Width, b = in. '..' .. . _ 8.000 Depth to Tension Reinforcing, d = 21.750 in. 460006, • .. • . • . Total Beam Depth, h = 24.000 in. As=1!58 Tension Reinforcing, As = in ^2 Singly ReiaLdM SectipI]-,,; 1.580 No. of Tension Bars in Beam, Nb = 2.000 • • • • • • Tension Reinf. Bar Spacing, sl = 4.500- in. d' 'b':": "'. ; Clear Cover to Tension Reinf., Cc = �1.500 .. .. .. in. Depth to Compression Reinf., d' = 0.000 • in. A's 04 -0 Compression Reinforcing, A's = 0. in.^2 �` 0.000 Working Stress Moment, Ma = ft-kips h • • • d _ Ultimate Design Moment, Mu = _ _85.70 128.00 00 ft-kips • • • Ultimate Design Shear, Vu = 33.40 kips Total Stirrup Area, Av(stirrup) = in.A2 As Tie/Stirrup Spacing, s2 = _0.220 10.0600 in. Doubly Reinforced Section Moment Capacity Check for Beam -Type Section: (31 = 0.85 c = 4.100 in. a = 3.485 in. pb = 0.02851 p(prov) = 0.00908 p(min) = 0.00333 As(min) = 0.580 in "2 - As = 1.58 in."2, OX p(temp) = As(temp) = N.A. (total for section) in.^2/face N.A. p(max) = 0.02138^ As(max) = 3.720 in.^2 - As = 1.58 in.A2, O.K. f's = N.A. ksi Wn = ft-k >= Mu = 128 ft-k, O.K. 142.25 Shear Capacity Check for Beam -Type Section: 00*6 •.• ••• Crack Control (Distribution of Reinf.): Per ACI 318-99 Code: Es = 29000 ksi Ec = 3605 ksi n = _ 6 04 - n = Es/Ec fs = 33.45 ksi fs(used) = ^33.45 ksi sl (max) = 12.39 lin. >= s1 = 4.5 in., O.K. Per ACl 318-95 Code: do = 2.2500 in. z = 114.1 Win. z(allow) = 175.00 Win. >= z = 114.87 Win., O.K. Moment of Inertia for Deflection: We = _ 18.71 kips fr = 0.474 ksi OVs = 24.40 kips kd = 6.8750 in. OVn = OVc+oVs = 43.11 kips >= Vu = 33.4 kips, O.K. Ig = 9216.00! in. A OVs(max) = 74.83 kips >= Vs = 24.4 kips, O.K. Mcr = _ ft-k Av(prov) = _ 0.264 in ^2 = Av(stirrup)'(12/s2) Icr = _30.36 3678.85 in. A Av(req'd) = 0.132 _ in.A2 <= Av(prov) = 0.26 in.A2, O.K. Ie = 3924.98 in ^4 (for deflection) Av(min) = 0.067 in.A2 <= Av(prov) = 0.26 in.A2, O.K. s2(max) = 10.875 in. >= s2 = 10 in., O.K. Comments: 1 of 1 25" r taS I. . .... . .... ....'.. .. . .... .... . ..... ...... ... . ..... .... .. ...... Iij ...... W poov " = , VV ,< +o f5 f- = 2,:I *AF wUj w4te-011 (--71 x -to QS F WL-L, a- 1 0Z */L-- Thomas M. Kelaher P.E. Halabu Residence Structural Consultants Florida P.E. #40159 "Residential Remodel" 9632 N.E. 5th Ave. Road, Miami Shores, Florida Details By: T. K. Job No. 18-05-010 Date: 05/23/2018 Architect: 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Architect Checked By: T. K. Rev. Date: Scale: Fax: (954) 360-0173 One.com tkelaherengr@comcast.net Architecture 'Z� Thomas M. Kelaher P.E. Structural Consultants Florida P.E. #40159 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Fax: (954) 360-0173 tkel aherengr@comcast. net UJ, *= 0 lgtx- 0 -Z,?) + (1-1. j,!:;L) -= f, -I 'r-> Halabu Residence "Residential Remodel" 9632 N.E. 51h Ave. Road, Miami Shore Details By: T. K Job No. 18-05-010 1 Date: 05/23/2018 Checked By: T. K. I Rev. Date: I Scale: . . .... ..... ...... ... ..... .... . ..... ...... .... ..... .... .. ..... Florida Architect: Architect One.com Architecture �� HALABU RESIDENCE - Revised Design using CMU Walls Concrete Beam "B-3" Try 8" x 24" beam Maximum Ultimate design loads Archon Beam Design Program INPUT DATA Beam Type = Beam Classification = W Total Length = 23.00(ft) Unbraced Length = 2.000(ft) • Young's Modulus = 3.6 1 E+06(psi) • , • '....' •... Moment of Inertia = 3924(in^4) . • . • . • • . 0. Section Modulus = 0(in^3) ...... . . • ...... . Strong Axis Bending! 000000 • Both ends of the beam are pinned. • 000000 .... . .... LOADS •••••• ••• ••.••• ( 1) Level Unif. Load = 1753(lbs/ft) • • • "• • • Starting 0(ft) from the left side. ' ' • • • • • Over a length of 23.00(ft). ' ' ' ' '060000 •• • •• • • • OUTPUT • • • •' ' Max. Moment = 1.16E+05(ft-lbs) Max. Shear = -2.02E+04(lbs) Max Deflection = 0.780(in) Reaction R1 = 2.02E+04(lbs) Reaction R2 = 2.02E+04(lbs) CODE CHECK DATA, AISC (ASD) 9th Ed. . Zo HALABU RESIDENCE - Revised Design using CMU Walls Concrete Beam "B-3" Try 8" x 24" beam Maximum Ultimate design loads SHEAR DIAGRAM MOMENT DIAGRAM DEFLECTED SHAPE BEAM SYSTEM Max. Shear = -2.02E+04 lbs Does . ...... ...... ... . . .. .. .o Max. Motrenr ..16E +.05 ft lbs ...... Do., . Max. Def. = 0.780 in 2� HALABU RESIDENCE - Revised Design using CMU Walls Concrete Beam "B-3" Try 8" x 24" beam Maximum ASD design loads Archon Beam Design Program INPUT DATA Beam Type = Beam Classification = W Total Length = 23.00(ft) Unbraced Length = 2.000(ft) 0000 Young's Modulus = 3.61 E+06(psi) • • ' • •..' Moment of Inertia = 3924(in^4) ' • •' : • • Section Modulus = 0(inA3) • • • • • • ' • •'.' Strong Axis Bending! 000000 • Both ends of the beam are pinned. • • 000000 LOADS •••••• ••• • • . • • ( 1) Level Unif. Load = 1230(lbs/ft) """ ' Starting 0(ft) from the left side. • • • 0 Over a length of 23.00(ft). •' . • 0 : •• • •• • OUTPUT • • • " ' Max. Moment = 8.13E+04(ft-lbs) Max. Shear= 1.4 1 E+04(lbs) Max Deflection = 0.547(in) Reaction Rl = 1.4 1 E+04(lbs) Reaction R2 = 1.41E+04(lbs) CODE CHECK DATA, AISC (ASD) 9th Ed. 30 HALABU RESIDENCE - Revised Design using CMU Walls Concrete Beam "B-3" Try 8" x 24" beam Maximum ASD design loads SHEAR DIAGRAM MOMENT DIAGRAM DEFLECTED SHAPE BEAM SYSTEM Max. Shear = 1.41E+04 lbs ...... ... . Max. M(Cme$t = 8.13E+04 $-lbs ...... 06. Max. Def. = 0.547 in 3l "RECTBEAM.xis" Program Version 3.1 RECTANGULAR CONCRETE BEAM/SECTION ANALYSIS Flexure, Shear, Crack Control, and Inertia -for Singly or Doubly Reinforced Sections Per ACI 318-99 Code Job Name: JHALABU RESIDENCE (Concrete / CMU alt.) I Subject: 12nd Floor - Beam "B-3" Job Number: ITry 8" wide x 24" deep beam Originator: T.K. I Checker: Beam or Slab Section? Exterior or Interior Exposure? Reinforcing Yield Strength, fy = Concrete Comp. Strength, Vc = Beam Width, b = Depth to Tension Reinforcing, d = Total Beam Depth, h = Tension Reinforcing, As = No. of Tension Bars in Beam, Nb = Tension Reinf. Bar Spacing, sl = Clear Cover to Tension Reinf., Cc = Depth to Compression Reinf., d' Compression Reinforcing, A's = Working Stress Moment, Ma = Ultimate Design Moment, Mu = Ultimate Design Shear, Vu = Total Stirrup Area, Av(stirrup) = Tie/Stirrup Spacing, s2 = Interior 8.000 21.750 24.000 1.580 _ 2.000_ 4.500 in. -1.500 in. in. in.^2 81.30 116.00 ksi ksi in. in. in. in.^2 -_0.220 lin ^2 10.0000 lin. Moment Capacity Check for Beam -Type Section: 01 = 0.85 c = 4.100 in. a = 3.485 in. pb = _ 0.02851 V p(prov) = 0.00908 p(min) = 0.00333 As(min) = p(temp) = As(temp) = p(max) = As(max) = f 's = �Mn = 0.580 in.^2 <= As = 1.58 in.^2, O.K. (total for section) in.^2/face in.^2 >= As = 1.58 in.^2, O.K. ksi ft-k - Mu = 116 ft-k, O.K. N.A. N.A. 0.02138 3.720 _ N.A. 142.25 Shear Capacity Check for Beam -Type Section: b=8" h=24" • X".7e As=f.58 Singly ReirlfbfCrsti Section.;. ....• . d' .b . • •.• . 1 •• •• •• A's • • h • • d __ ... As Doubly Reinforced Section Crack Control (Distribution of Reinf.): Per ACI 318-99 Code: Es = 29000 ksi Ec = 3605 ksi n = 8.04 ____ n = Es/Ec fs = 31.73 ksi fs(used) = _ 31.73 ksi sl (max) _ _ 13.27 in. >= s1 = 4.5 in., O.K. Per ACl 318-95 Code: do = 2.2500 in. z = 108.98 Win. z(allow) = 175.00 k/in. - z = 108.98 Win., O.K. Moment of Inertia for Deflection: �Vc = TVs = �Vn = OVc+TVs = oVs(max) = Av(prov) = Av(req'd) = Av(min) = s2(max) = 18.71 kips kips kips - Vu = 20.2 kips, O.K. kips >= Vs = 24.4 kips, O.K. in.^2 = Av(stirrup)`(12/s2) in.^2 <= Av(prov) = 0.26 in.^2, O.K. in.^2 <= Av(prov) = 0.26 in.^2, O.K. - s2 = 10 in., O.K. fr = kd = Ig = Mcr = Icr = Ie =1 0.474 ksi 6.8750 in. 9216.00 in.^4 30.36 ft-k 3678.85 in.^4 3967.14� in.^4 (for deflection) 24.40 43.11 _ 74.83 0.264 0.013 _ 0.067 10.875 lin. 1 of 1 �j2 Co I,,►,,,,. r,-W Thomas M. Kelaher P.E. Structural Consultants Florida P.E. 940159 1108 S.E.14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Fax: (954) 360-0173 tkelaherengr@comcast.net .... .. ...... � In e �� • • • • (_.IBC C��+/� 1© S O � • • • �_y,�.� Cam. ' :• : Mom, 0 IG, TV, p J, - • ��-'� t, 1 � � .4 1 1- ir✓ i Cp w+ Q Kr'�=vim t 0 VAO,\ S 0 it i %ej p VAL 5 r I.A� Z,Zo6 (C-- Halabu Residence "Residential Remodel" 9632 N.E. 51h Ave. Road, Miami Shor4 Details By: T. K Job No. 18-05-010 1 Date: 05/23/2018 Checked By: T. K. Scale: Florida Architect: Architect One.com Architecture "BEAMCOL9.xls" Program Version 3.4 STEEL BEAM AND COLUMN ANALYSIS / CODE CHECK Per AISC 9th Edition Manual (ASD) For Rectangular HSS (Tube) Shapes Job Name: I HALABU RESIDENCE - Revised Design I Subject: lColumn #1 Job Number: Try HSS 4" x 4" x 3/16" Originator: T.K. I Checker: (Member Size: Select: I HSS4x4x3%16 nber Loadings:_ P = 32.20 Mx(max) = 0.00 Mx1 = 0.00 Mx2 = My(max) = 0.00 My1 = 0.00 My2 = Fy = 46.00 Kx = 1.00 Ky = 1.00 Lx = _ 9.250 Ly = 9.25_0_ Lbx = 9.250 Lby = ~ 9.250 Cmx = 0.85 Cmy = 0.85 ASIF = .1.000 Results: For Axial Compression: Kx*Lx/rx = Ky*Ly/ry = Cc = fa = Fa = Pa = 71.61 71.61 111.55 12.48 19.49 50.27 Stress Ratio: S.R. = 0.641 ft-kips ft-kips ft-kips ft-kips ft-kips ksi ft. ksi ksi kips H = in. B = _4.000 4.000 in. t = 0.1 44 in. A = 2.58 _ in.^2 Ix = 6.21 in.^4 Sx = 3.10 in.^3 rx = 1.550 in. ly = 6.21 in.A4 Sy = 3.10 in.A3 ry = _ 1.550 _ in. wt./ft. = 9.40 wif. For X-axis Bendin : Lcx = 14.13 ft. fbx = _0.00 ksi Fbx = 30.36 _ ksi Mrx = 7.84 ft-kips X-axis Euler Stress: F'ex = 29.12 ksi Y I t=0.1 Z4' • .. .. i ••0 .•.4.• . • • . . • • IC. 174 ••.:.• •• HSS4x21x31f6 Section •. . .. . . • . •• • For Y-axis Bendin : Lcy = 14.13 ft. fby = �0.00 ksi Fby = 30.36 ksi Mry = 7.84 ft-kips Y-axis Euler Stress: F'ey =1 29.12 Iksi 1 of 1 3¢- ARCHON SINGLE FOOTING OUTPUT. - ANALYSIS OUTPUT: Resultant is within middle third! Punching Shear Stress = 29.67 psi Allowable punching Shear Stress= 219.09 psi Concrete Bearing Stress=496.97 psi Allowable Concrete Bearing Stress=1785.00 psi -� Soil Bearino Pressure = 2205.8 psf Allowable Soil Bearing Pressure=2500.0 psf Max bending stress in footing is 118.48 psi This is less than the ACI plane concrete limit of 178.01 psi Based on the above no reinforcement is required if the footing max side dimension is less than 32.0 It or expansion joints are placed at this dimension around the column. For general crack control it is recommended that #3 bars be placed in the center at 12 inch spacing each way. ANALYSIS SUPPORT DATA: Maximum Bending Moment = 3870.4 ft-Ibs Rebar yield strength = 60000.0 psi Concrete Compressive Strength = 3000.0 psi Concrete Density = 145.0 pcf Fill Density = 120.0 pcf Fill Height Over Footing = 0.0 ft Rebar Cover = 3.00 in CORNER PRESSURES Upper Left = 2205.83 psf Upper Right = 2205.83 psf Lower Left = 2205.83 psf Lower Right = 2205.83 psf ACI Minimun Steel Area = 0.35 sq-in ACI Maximum Steel Area =3.08 sq-in GEOMETRY/LOADS: Slab X Dimension = 4.00 ft Slab Y Dimension = 4.00 ft Column X Side Dimension = 0.83 ft Column Y Side Dimension = 0.83 ft Column Location on Slab, X direction = 2.00 ft Column Location on Slab, Y direction = 2.00 ft Slab Thickness = 16.00 in Applied Load on Column, Factored = 49300.00 Ibs Applied Load on Column, Unfactored = 32200.00 Ibs Applied Moment about X axis, Factored = 0.00 ft-Ibs Applied Moment about y axis, Factored = 0.00 ft-Ibs Applied Moment about X axis, Unfactored = 0.00 ft-Ibs Applied Moment about y axis, Unfactored = 0.00 ft-Ibs Uplift load =0.00 Ibs ••• • •.••.• ••• • J CO IV, ^ V,- 12 67 -T t k5S 3ilx?7� I� 3�bir �$.1 S 1 ��s M.�..� 4 C I� • ••••• ••••• 1 •••••• •• • ••••• • ••••• 0 `�. GL/l� ( W4 ,, o vim, � � 1� •"�-1l. � • • • � QL. �.Q. • w\-O-k Q ,' I Iti f vQ s 1, o & -7 Ps r ✓� (D��— Thomas M. Kelaher P.E. Halabu Residence Structural Consultants "Residential Remodel" Florida P.E. 940159 9632 N.E. 5th Ave. Road, Miami Shores, Florida 1108 S.E. 14th Terrace Details By: T. K. Job No. 18-05-010 Date: 05/23/2018 Architect: Deerfield Beach, FL 33441 Phone: (954) 360-9628 Checked By: T. K. Rev. Date: Scale: Architect Fax: (954) 360-0173 One.com tkelaherengr@comcast.net Architecture "BEAMCOL9.xls" Program Version 3.4 STEEL BEAM AND COLUMN ANALYSIS / CODE CHECK Per AISC 9th Edition Manual (ASD) For Rectangular HSS (Tube) Shapes Job Name: HALABU RESIDENCE - 2nd Floor Beams I Subject: lColumn #2 Job Number: ITry HSS 3" x 3" x 3/16" Originator: T.K. I Checker: Select:I HSS3x3x3/16 P = 11.30 �0.00 kips Mx(max) = ft-kips Mx1 = _ 0.00 ft-kips Mx2 = ft-kips My(max) = 0.00 ft-kips My1 = 0.00 - ft-kips My2 = ft-kips Fy = 46.00 ksi Kx = _ 1.00 Ky = 1.00 Lx = 9.250 ft. Ly = 9.250 ._. ft. Lbx = 9.250 __ ft. Lby = 9.250 ft. Cmx = _ 0.85 Cmy = 0.85� ASIF = 1.000 Results: For Axial Com pression: Kx*Lx/rx = 97.37 Ky*Ly/ry = 97.37 Cc = 111.55 fa = ksi - 5.98 -- Fa = 14.90 Pa = _ __lksi 28.17 kips (Stress Ratio: '4 S.R. = F 0.401 miler rro ernes: H = 3.000 in. B = .- in. t = _3.000 0.174 in. A = _ 1.89 in.^2 Ix = 2.46 __ in.^4 Sx = _ ^ in.^3 rx = _1.64_ 1.140 _ in. ly = 2.46 in.^4 Sy = 1.64 A in.A3 ry = 1.140 in. wt./ft. = 6.85 pif. For X-axis Bendin : Lcx = 10.60 ft. fbx = _ 0.00 _ ksi Fbx = 30.36- ksi Mrx = 4.15 ft-kips X-axis Euler Stress: F'ex = 15.75 ksi Y i t=0.1W... ..� ••.• •• . .0 H=3 .••f•. *M0. ...... :•8:3 : . HSS3x:x3kl*sSection .• . •• • . . . •. . For Y-axis Bendin : Lcy = 10.60 ft. fby = 0.00 ksi Fby = �30.36 mm ksi Mry = 4.15 _ ft-kips Y-axis Euler Stress: F'ey = 15.75 ksi 1 of 1 31 ARCHON SINGLE FOOTING OUTPUT: ANALYSIS OUTPUT: Resultant is within middle third! Punching Shear Stress = 16.51 psi Allowable punching Shear Stress= 219.09 psi Concrete Bearing Stress=175.40 psi Allowable Concrete Bearing Stress=1785.00 psi -3�'oil Bearing Pressure = 1067.4 psf .L owable Soil Bearing Pressure=2500.0 psf Max bending stress in footing is 75.94 psi This is less than the ACI plane concrete limit of 178.01 psi Based on the above no reinforcement is required if the footing max side dimension is less than 24.0 ft or expansion joints are placed at this dimension around the column. For general crack control it is recommended that #3 bars be placed in the center at 12 inch spacing each way. ANALYSIS SUPPORT DATA: Maximum Bending Moment = 1265.7 ft-Ibs Rebar yield strength = 60000.0 psi Concrete Compressive Strength = 3000.0 psi Concrete Density = 145.0 pcf Fill Density = 120.0 pcf Fill Height Over Footing = 0.0 ft Rebar Cover = 3.00 in CORNER PRESSURES Upper Left = 1067.45 psf Upper Right = 1067.45 psf Lower Left = 1067.45 psf Lower Right = 1067.45 psf ACI Minimun Steel Area = 0.26 sq-in ACI Maximum Steel Area =2.31 sq-in GEOMETRY/LOADS: Slab X Dimension = 3.50 ft Slab Y Dimension = 3.50 ft Column X Side Dimension = 0.83 ft Column Y Side Dimension = 0.83 ft Column Location on Slab, X direction = 1.75 ft Column Location on Slab, Y direction = 1.75 ft Slab Thickness = 12.00 in Applied Load on Column, Factored = 17400.00 Ibs Applied Load on Column, Unfactored = 11300.00 Ibs Applied Moment about X axis, Factored = 0.00 ft-Ibs Applied Moment about y axis, Factored = 0.00 ft-Ibs Applied Moment about X axis, Unfactored = 0.00 ft-Ibs Applied Moment about y axis, Unfactored = 0.00 ft-Ibs Uplift load =0.00 Ibs 2✓ � � -5 2� Soo F 0ic, • PM ILA. VV\ Y\, *3 -- Thomas M. Kelaher P.E. Structural Consultants Florida P.E. #40159 1108 S.E.14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Fax: (954) 360-0173 tkelaherengr@comcast.net x 1', I-C>x 4O x l 4 �1 So 1, rV-,t 5 S V�� V/V G) (--- Halabu Residence "Residential Remodel" 9632 N.E. 5th Ave. Road, Miami Shores, Florida Details By: T. K. Job No. 18-05-010 Date: 05/23/2018 Architect: Checked By: T. K. Rev. Date: Scale: Architect One.com Architecture WinCrete Column Analysis o �:-:::1 P B X o e Y H Bending is about M the Y axis. INPUT DATA: Rect. Column is 16.00 inches by 8.00 inches. Column height is 9.75 ft. Concrete compressive strength is 3000.0 psi Rebar yield strength is 60000.0 psi Concrete cover over rebar is 1.50 inches. Minimum number of bars in column is 6 Top of column is prevented from sidesway. Input eccentricity = 1 inches. Applied Axial load is 30000.00 lbs. Applied Moment is 740.00 ft-lbs OUTPUT DATA: Use 6 #5 Vert. Bars. Total Required Steel Area = 1.28 sq-in Resultant eccentricity = 4.11 inches Moment magnification = 1.17 Ultimate Load Capacity = 80831.84 lbs Use #3 Ties. Maximum tie vert. spacing is 8.00 in ...... ... . ...... . • . . . ...... .. . .. . . • . .. . Edo ARCHON SINGLE FOOTING OUTPUT: ANALYSIS OUTPUT: Resultant is within middle third! Punching Shear Stress = 16.74 psi Allowable punching Shear Stress= 219.09 psi Concrete Bearing Stress=233.79 psi Allowable Concrete Bearing Stress=1785.00 psi -�-Soil Bearinp Pressure = 1418.3 osf Allowable Soil Bearing Pressure=2500.0 psf Max bending stress in footing is 79.56 psi This is less than the ACI plane concrete limit of 178.01 psi Based on the above no reinforcement is required if the footing max side dimension is less than 32.0 ft or expansion joints are placed at this dimension around the column. For general crack control it is recommended that #3 bars be placed in the center at 12 inch spacing each way. ANALYSIS SUPPORT DATA: Maximum Bending Moment = 2599.0 ft-Ibs Rebar yield strength = 60000.0 psi Concrete Compressive Strength = 3000.0 psi Concrete Density = 145.0 pcf Fill Density = 120.0 pcf Fill Height Over Footing = 0.0 ft Rebar Cover = 3.00 in CORNER PRESSURES Upper Left = 1418.33 psf Upper Right = 1418.33 psf Lower Left = 1418.33 psf Lower Right = 1418.33 psf ACI Minimun Steel Area = 0.35 sq-in ACI Maximum Steel Area =3.08 sq-in GEOMETRY/LOADS: Slab X Dimension = 4.00 ft Slab Y Dimension = 4.00 ft Column X Side Dimension = 0.67 ft Column Y Side Dimension = 1.33 ft Column Location on Slab, X direction = 2.00 ft Column Location on Slab, Y direction = 2.00 ft Slab Thickness = 16.00 in Applied Load on Column, Factored = 30000.00 Ibs Applied Load on Column, Unfactored = 19600.00 Ibs Applied Moment about X axis, Factored = 0.00 ft-Ibs Applied Moment about y axis, Factored = 0.00 ft-Ibs Applied Moment about X axis, Unfactored = 0.00 ft-Ibs Applied Moment about y axis, Unfactored = 0.00 ft-Ibs Uplift load =0.00 Ibs • 41 ,I t"Ki"X • • • • . • 09 0 • •.•..• .. .. .. .000 • 00000 •••.•• 000 0 •••.• • • • • • • �0 OW J '? 'I-r 4-v, i- - _ '22, too t1—, 4 o c-o-t wj ek, -.- 1 1 r �-e5 Thomas M. Kelaher P.E. Halabu Residence Structural Consultants "Residential Remodel" Florida P.E. #40159 9632 N.E. 5th Ave. Road, Miami Shores, Florida Details By: T. K. Job No. 18-05-010 Date: 05/23/2018 Architect: 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Architect Checked By: T. K. Rev. Date: Scale: Fax: (954) 360-0173 tkelaherengr@comcast.net One.com Architecture "BEAMCOL9.xls" Program Version 3.4 STEEL BEAM AND COLUMN ANALYSIS / CODE CHECK Per AISC 9th Edition Manual (ASD) For Rectangular HSS (Tube) Shapes Job Name: HALABU RESIDENCE - Revised Design I Subject: lColumn #4 Job Number: 1Try HSS 4" x 4" x 3/16" Oriainator: T.K. I Checker: Input Data: Selecd HSS4x4x3/16 P = 36.50 kips ^ 0.00 Mx(max) = ft-kii Mx1 = _ 0.00 ft-kil Mx2 = ft-kii 0.00 My(max) = ft-kii Myl = 0.00 ft-kii My2 = ft-kii Fy = 46.00 kE Kx = 1.00 Ky = _ 1.00 _ Lx = 9.250 ft. Ly = ~ 9.250 ft. Lbx = 9.250 ft. Lby = _ 9.250 Cmx = 0.85 Cmy = 0.85 ASIF = y _ 1.000 Results: miler rro enies: H = 4.000 in. B = 4.000 in. t = 0.174 in. A = 2.58 _ in.-2 Ix = 6.21 in.^4 Sx = 3.10 in ^3 rx = _ 1.550 in. ly = _ 6.21 in.^4 Sy = 3.10 in.A3 ry = 1.550 in. wt./ft. = _ 9.40 pif. Axial Com ression: For X-axis Bendin : Kx*Lx/rx = 71.61 Lcx = 14.13 ft. Ky*Ly/ry = 71.61 fbx = 0.00_ ksi Cc = _ 111.55 Fbx = 30.36 ksi fa = 14.15 ksi Mrx = 7.84 ft-kips Fa = 1949.ksi Pa = ^ 50.27 kips X-axis Euler Stress: �--� F'ex =1 29.12 lksi ,.,auo: S.R. =1 0.726 Y i t=0.174 H=4 ..4. t=0.174 .... ••Bs4 HSS4x4x3/l a SectM , ; For Y-axis Bendin : Lcy = 14.13 ft. fby = 0.00 ksi Fby = 30.36 ksi Mry = _ 7.84 _ ft-kips Y-axis Euler Stress: Fey = F 29.12 1 ksi 1 of 1 ARCHON SINGLE FOOTING OUTPUT: ANALYSIS OUTPUT: Resultant is within middle third! Punching Shear Stress = 33.65 psi Allowable punching Shear Stress= 219.09 psi Concrete Bearing Stress=563.50 psi Allowable Concrete Bearing Stress =17P5.00 psi -Soil Bearing Pressure = 1653.3 psf Allowable Soil Bearing Pressure=2500.0 psf Max bending stress in footing is 148.78 psi This is less than the ACI plane concrete limit of 178.01 psi Based on the above no reinforcement is required if the footing max side dimension is less than 32.0 It or expansion joints are placed at this dimension around the column. For general crack control it is recommended that #3 bars be placed in the center at 12 inch spacing each way. ANALYSIS SUPPORT DATA: Maximum Bending Moment = 4860.2 ft-Ibs Rebar yield strength = 60000.0 psi Concrete Compressive Strength = 3000.0 psi Concrete Density = 145.0 pcf Fill Density = 120.0 pcf Fill Height Over Footing = 0.0 ft Rebar Cover = 3.00 in CORNER PRESSURES Upper Left = 1653.33 psf Upper Right = 1653.33 psf Lower Left = 1653.33 psf Lower Right = 1653.33 psf ACI Minimun Steel Area = 0.35 sq-in ACI Maximum Steel Area =3.08 sq-in GEOMETRY/LOADS: Slab X Dimension = 5.00 ft Slab Y Dimension = 5.00 ft Column X Side Dimension = 0.83 ft Column Y Side Dimension = 0.83 ft Column Location on Slab, X direction = 2.50 ft Column Location on Slab, Y direction = 2.50 ft Slab Thickness = 16.00 in Applied Load on Column, Factored = 55900.00 Ibs Applied Load on Column, Unfactored = 36500.00 Ibs Applied Moment about X axis, Factored = 0.00 ft-Ibs Applied Moment about y axis, Factored = 0.00 ft-Ibs Applied Moment about X axis, Unfactored = 0.00 ft-Ibs Applied Moment about y axis, Unfactored = 0.00 ft-Ibs Uplift load =0.00 Ibs • • •••••• ••• • ••.••• • • • • • •••••• •• • •• • • • • •• • Hi (f 0 1 Lk vvl� V11- �s I Thomas M. Kelaher P.E. Structural Consultants Florida P.E. #40159 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Fax: (954) 360-0173 tkel aherengr@comcast.net -C, �-- -�:- Lv�� 0 V-0- I' Aoo loo�) := Z-,C3. 5,5 - •• 0960 •••• •„•• 0090 . ...... , . • -fv-�7 2�'tX �?, II -�r 4 0 J-) 11� ' P Halabu Residence "Residential Remodel" 9632 N.E. 5th Ave. Road, Miami Short Details By: T. K Job No. 18-05-010 1 Date: OS/23/2018 By: T. K. I Rev. Date: I Scale: Florida Architect: Architect One.com Architecture WinCrete Column Analysis o P B X o e Y H FV Bending is about M the Y axis. INPUT DATA: Rect. Column is 34.00 inches by 8.00 inches. Column height is 9.75 ft. Concrete compressive strength is 3000.0 psi Rebar yield strength is 60000.0 psi Concrete cover over rebar is 1.50 inches. Minimum number of bars in column is 10 Top of column is prevented from sidesway. Input eccentricity = 1 inches. Applied Axial load is 46330.00 lbs. OUTPUT DATA: I Use 10 #5 Vert. Bars. Total Required tee Area = 2.72 sq-in Resultant eccentricity = 4.11 inches Moment magnification = 1.12 Ultimate Load Capacity = 171446.00 lbs Use #3 Ties. Maximum tie vert. spacing is 8.00 in ....ease .. .. . .. . .• . 0 ARCHON SINGLE FOOTING OUTPUT: ANALYSIS OUTPUT. Resultant is within middle third! Punching Shear Stress = 59.93 psi Allowable punching Shear Stress= 219.09 psi Concrete Bearing Stress=168.84 psi Allowable Concrete Bearing Stress=1785.00 psi -�> Soil Bearing Pressure = 2373.2 psf Allowable Soil Bearing Pressure =2500. sf Max bending stress in footing is 126.80 psi This is less than the ACI plane concrete limit of 178.01 psi Based on the above no reinforcement isTegnaed-ifthe footing max side dimension is less than 32.0 ft or expansion joints are placed at this dimension around the column. For general crack control it is recommended that #3 bars be placed in the center at 12 inch spacing each way. ANALYSIS SUPPORT DATA: Maximum Bending Moment = 4142.1 ft-Ibs Rebar yield strength = 60000.0 psi Concrete Compressive Strength = 3000.0 psi Concrete Density = 145.0 pcf Fill Density = 120.0 pcf Fill Height Over Footing = 0.0 ft Rebar Cover = 3.00 in CORNER PRESSURES Upper Left = 2345.34 psf Upper, Right = 2373.23 psf Lower Left = 2345.34 psf Lower Right = 2373.23 psf ACI Minimun Steel Area = 0.35 sq-in ACI Maximum Steel Area =3.08 sq-in GEOMETRY/LOADS: Slab X Dimension = 2.33 ft Slab Y Dimension = 6.00 ft Column X Side Dimension = 0.67 ft Column Y Side Dimension = 2.83 ft Column Location on Slab, X direction = 1.17 It Column Location on Slab, Y direction = 3.00 ft Slab Thickness = 16.00 in Applied Load on Column, Factored = 46100.00 Ibs Applied Load on Column, Unfactored = 30280.00 Ibs Applied Moment about X axis, Factored = 0.00 ft-Ibs .Applied Moment about y axis, Factored = 0,00 ft-Ibs Applied Moment about X axis, Unfactored = 0.00 ft-Ibs Applied Moment about y axis, Unfactored = 0.00 ft-Ibs Uplift load =0.00 Ibs J ojr v • • •s • 41-7 EXISTING m • � I_ , Q vv&,s ' A iticJ�O ✓� v`A �C Cx� 01 C �ZS # roe x © irWITIM.,-Zo„ Aptvu.ss ,�� -2i ` ' c°" ( = linos" Thomas M. Kelaher P.E. Halabu Residence Structural Consultants Florida P.E. #40159 "Residential Remodel' 9632 N.E. 5th Ave. Road, Miami Shores, Florida Details By: T. K. Job No. 18-05-010 Date: 05/23/2018 Architect: 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Architect Checked By: T. K. Rev. Date: Scale: Far: (954) 360-0173 tkelaherengr@comcast.net One.com Architecture C O-ya-c I +-I �- 5',1,a.�p j,,&IOtL,5- C > (� Z © ✓�/ Thomas M. Kelaher P.E. Structural Consultants Florida P.E. #40159 1108 S.E. 14th Terrace Deerfield Beach, FL 33441 Phone: (954) 360-9628 Fav (954)360-0173 tkel aherengr@comcast. net . . .... ...... ...... ... ...... U' jam' ,,,,YJ ; • J J . . • ...... I sc Halabu Residence "Residential Remodel" 9632 N.E. 5th Ave. Road, Miami Shores, Florida Details By: T. K. Job No. 18-05-010 Date: 05/23/2018 Architect: Checked By: T. K. Rev. Date: Scale: Architect One.com Architecture Wedge -Bolt` PRODUCT INFORMATION Wedge -Bolt Screw Anchor PRODUCT DESCRIPTION The Wedge -Bolt anchor is a one piece, heavy duty screw anchor with a finished hex head. It is simple to install, easy to identify, fully removable and vibration resistant. The Wedge - Bolt has many unique features and benefits that make it well suited for many applications in a variety of base materials. Optimum performance is obtained using a combination of patented design concepts. The steel threads along the anchor body self tap into the hole during installation and provide positive keyed engagement_ The benefit to the designer is higher load capacities, while the benefit to the user is ease of installation. The Wedge -Bolt can be installed with either a powered impact wrench or conventional hand socket. Wedge -Bolt screw anchors are designed to be used with a matched tolerance Wedge -Bit for optimum performance. The Wedge -Bolt works in fixture clearance holes that are 1/16" over nominal, which is typical of standard fixture holes used in steel fabrication. • • • Racking and Shelving • Material Handling • Support Ledgers • Storage Facilities • Fencing • Repairs • Maintenance • Retrofits • Interior Applications/Low Level Corrosion Enviroments FEATURES AND BENEFITS + One-piece design eliminates possibility of lost anchor parts or improper assembly + Can be installed with an impact wrench or conventional hand socket + Fast installation and immediate loading minimizes downtime + High load capacities and full contact along thread length + Diameter and length ID stamped on head of each hex head anchor for easy inspection + Finished hex head provides attractive appearance and eliminates tripping hazard + Can be installed closer to the edge than traditional expansion anchors + Versatile installation in concrete, block and brick masonry + Ratchet teeth on underside of hex washer head lock against the fixture + Removable and will not leave components in the hole APPROVALS Tested in accordance with ASTM E488 and AC106 criteria CSI Divisions: 03151-Concrete Anchoring 04081-Masonry Anchorage and 05091 Fastenings. Screw anchors shall be Wedge -Bolt as supplied by Powers Fasteners, Inc., Brewster, NY. -Powers FASTENERS SECTION CONTENTS Page No. General Information ...................... 1 Installation Specifications............ 2 Material Specifications ................. 3 Performance Data .......................... 4 Design Criteria ............................. 13 Ordering Information .................. 16 . . .... ...... ,•i040a.w ',•din 4'.. `l.'..... • Carhm Steel Wedge -Bolt : * •' • .... . ..•.• ...... ... . ..... HEA'dSttLES ••� •••••• Hex Head • • • • • • • • . ANCHOR NIATERL4& . Zinc Plated Carbon Steel ANCHOR SIZE RANGE (TYP.) 1/4" through 3/4" diameter SUITABLE BASE MATERIALS Normal -weight Concrete Structural Lightweight Concrete Grouted Concrete Masonry (CMU) Brick Masonry APPENDIX A 1 www powers.com Canada: (905) 673-7295 or (514) 631-4216 Powers USA: (800) 524-3Z44 or (914) 235-6300 ?owers. FASTENERS PRODUCT INFORMATION Wedge -Bolt' INSTALLATION SPECIFICATIONS Installation Procedure Wedge -Bolt (Blue Tip) Dimension Nominal Anchor Diameter, d 1/4" 318" 1/2" 518" 314" Wedge -Bit Size, dba (in.) 114 3/8 12 5/8 314 ANSI Drill Bit Size Range (in.) 0.255-0.259 0.385-0.389 0.490-0.495 0.600-0.605 0.720-0.725 Fixture Clearance Hole, dh (in.) 5/16 7/16 9/16 11/16 13/16 Head Washer Height (in.) 7/32 21/64 7/16 12 19132 Washer O.D., d,, (in.) 9/16 47/64 1 1-3/16 1-13/32 Wrench/Socket Size (in.) 7116 9/16 314 15116 1-1/8 Nomenclature d = Nominal diameter of anchor dm, = Diameter of drill bit dh = Diameter of fixture clearance hole d., = Diameter of washer h = Base material thickness The minimum value of h should be 1.5h,or 3" minimum (whichever is greater) h, = Minimum embedment depth .l = length of anchor t = Fixture thickness dbit INSTALLATION SPECIFICATIONS Maximum Clamping Torque (ft.-lbs.) Select the proper diameter Wedge - Bit for the Wedge - Bolt Using the proper drill bit, drill a hole into the base material to a depth of at least one anchor diameter deeper than the embedment required. •"" IrtsgrLthe itchor jr• ` • through the fixture : • irW8 thC Rrithor hole. • • • • • • • • Begirt*toning the • • soc et : . : • • • • u1nWitth i a➢911Dr10�• �. •• pressure m4oward «• ••••• tRe'bas4tnaterial. A . °> • < • • • • • • poweredirrpact • • �tendfmay also be used. This will engage the first few • • • • • • • • • tl read�Ajhe anchdr • • begrrr6 o advance. •.•••• 0 • Continue tightening [! the anchor until the head is firmly seated against the fixture e . while achieving the required embedment t depth. Base Material Anchor Diameter 1/4" 3/8" 1/2" 5/8" 314" 2,000 psi Concrete 5 30 45 75 150 4,000 psi Concrete 10 40 60 95 200 6,000 psi Concrete 10 40 60 95 200 3,000 psi Lightweight Concrete 10 15 40 60 1 70 Grout Filled Block 10 15 40 60 70 Solid Red Brick 10 30 45 75 100 H Hex Head ex..� A Washer �•-�----' ".-'...y., —Blue Tip i Diameter/Length Head I Marking Identification Serrated Dual Thread Underside Profile MATERIAL SPECIFICATIONS Carbon Steel Wedge -Bolt Anchor Component Component Material Anchor Body Case Hardened Carbon Steel Zinc Plating ASTM B633, SC1, Type lit (Fe/Zn 5) Minimum plating requirments for Mild Service Condition c Powers USA: (800) 524-3244 or (914) 235-6300 Canada: (905) 673-7295 or (514) 631-4216 www.powers.com 2 -Powers FASTENERS PERFORMANCE DATA PRODUCT INFORMATION Allowable load Capacities for Wedge -Bolt installed in Normal -Weight Concrete at 16 Diameters Spacing and Edge Distances,-1-3 Wedge -Bolt` Nominal Minimum Spacing Minimum Concrete Compressive Strength (f j Anchor Embed. and Edge 2,000 psi (13.8 MPa) 4,000 psi (27.6 MPa) 6,000 psi (41.4 MPa) Diameter Depth Distance at d h, 16d Tension Shear Tension Shear Tension Shear in. in. in. lbs. lbs. lbs. lbs. lbs. lbs. (mm) (MM) (mm) (kN) (kN) (kN) (M) (kN) (M) 1 (2 5.4) 230 0.0) 230 (1.0) 380 (1.7) 475 (2.1) 415 (1.9) 555 (2.4) 1 112 (38.1) 440 (2.0) 585 (2.6) 590 (2.7) 630 (2.8) 620 • (2.0 • • • •(ZAi) 1 /4 4 2 (50.8) 700 630 1,060 630 61!245• ••765 (6.4) (101.6) (3.2) (2.8) (4.8) (2.8) •j • • • •t�61 2 1/2 (63.5) 1,055 (4.7) 701 (3.1) 1,225 (5.5) 700 (3.1) � 0 0 5.9 ($32) 1 1 /2 (38.1) 535 (2.4) 735 (3.2) 665 (3.0) 998 (4.3) • 760 • 0t3M +• •1l5t15 • (6.6) 2 (50.8) 825 (3.7) 925 (4.1) 1,030 (4.6) 1,130 (5.0) ••t31Jb; • • (S.9j •••1 0 n; 21/2 (63.5) 1,115 (5.0) 1,115 (4.9) 1,390 (6.3) 1,265 (5.6) ••i,836• (n); 1?505 (6.6) 3/8 (9.5) 6 (152.4) 3 (76.2) 1,545 (7.0) 1.300 (5.7) 1,995 (9.0) 1,395 (6.2) • 2,475 • 01 .i1t ; • •I!ns (6.8) 31/2 (88.9) 1,975 (8.9) 1,490 (6.6) 2,600 (11.7) 1,525 (6.7) 3,110 (14.0) • ••(A) 2 (50.8) 740 (3.3) 1,425 (6.3) 985 (4.4) 1,615 (7.1) 1,195 (5.4) 1,960 (8.7) 2112 (63.5) 1,025 (4.6) 1,615 (7.1) 1,300 (5.9) 1,735 (7.7) 1,620 (7.3) 1 2,110 (9.3) 3 (76.2) 1,480 (6.7) 1,675 (7.4) 1,950 (8.8) 1,900 (8.4) 2,345 (10.6) 2,110 (9.3) 112 (12.7) 8 (203.2) 31/2 (88.9) 1,515 (6.8) 1,920 (8.5) 2,120 (9.5) 2,100 (9.3) 2,975 (13.4) 2,150 (9.5) 4 (101.6) 1,905 (8.6) 2,165 (9.7) 3,315 (14.9) 2,100 (9.3) 3,315 (14.9) 2,400 (10.8) 2 112 (63.5) 855 (3.8) 1,950 (8.8) 1,180 (5.3) 2,690 (11.9) 1,725 (7.8) 2,585 (11.4) 3 (76.2) 1,140 (5.1) 2,150 (9.5) 1,845 (8.3) 2,690 (11.9) 2,240 (10.1) 2,720 (12.0) 31/2 (88.9) 1,430 (6.4) 2,350 (10.4) 2,510 (11.3) 2,690 (11.9) 2,760 (12.4) 2,850 (12.6) 5/8 10 4 (101.6) 2,070 (9.3) 2,610 (11.6) 3,190 (14.4) 2,925 (13.0) 3,580 (16.1) 3,025 (13.4) (15.9) (254.0) 41/2 (114.3) 2,715 (12.2) 2,870 (12.7) 3,875 (17.4) 3,160 (14.0) 4,400 (19.8) 3,200 (14.2) 5 (127.0) 3,360 (15.1) 3,130 (13.9) 4,555 (20.5) 3,395 (15.1) 5,215 (23.5) 3,375 (15.0) 3 (76.2) 1,080 (4.9) 2,425 (10.7) 1,620 (7.3) 3,065 (13.6) 2,565 (11.5) 3,710 (16.5) 31/2 (88.9) 1,440 (6.5) 2,755 (12.2) 2,330 (10.5) 3,560 (15.8) 3,035 (13.7) 4,150 (18.4) 4 (101.6) 1,800 (8.1) 3,085 (13.7) 3,035 (13.7) 4,545 (20.2) 3,505 (15.8) 4,510 (20.0) 41/2 (114.3) 2,450 (11.0) 3,695 (16.4) 3,410 (15.3) 4,915 (21.8) 4,180 (18.8) 4,970 (22.1) 3/4 (19.1) 12 (304.8) 5 (127.0) 3,100 (14.0) 4,310 (19.1) 3,780 (17.0) 5,290 (23.5) 4,850 (21.8) 5,430 (24.1) 51/2 (139.7) 3,750 (16.9) 4,920 (21.8) 4,150 (18.7) 5,660 (25.1) 5,520 (24.8) 5,895 (26.2) 6 (152.4) 4,395 f19.8) 5,535 (24.6) 4,520 (20.3) 6,030 (26.8) 6,190 L (27.9) 6,355 (28.2) 1. Allowable load capacities listed are calculated using an applied safety factor of 4.0. 2. Linear interpolation may be used to determine allowable loads for intermediate embedments and compressive strengths. 3. Tabular loads are for anchors installed at a minimum spacing distance between anchors and an edge distance of 16 times the anchor diameter. c Powers USA: (800) 524-3244 or (914) 235-6300 Canada: (905) 673-7295 or (514) 631-4216 www powers.com 6 Wedge -Bolt" PRODUCT INFORMATION • Load Adjustment Factors for Normal -Weight Concrete Spacing, Tension (FNs) Dia. (in.) 1/4 3/8 1/2 5/8 314 scr (In.) 3 4 1 /2 6 7 1 /2 9 Smin (in.) 1 1 112 2 2 1/2 3 1 0.50 N 1 112 0.63 0.50 2 0.75 0.58 0.50 E 2112 0.88 0.67 0.56 0.50 3 1.00 0.75 0.63 0.55 0.50 4 1 /2 1.00 0.81 0.70 0.63 n 6 1.00 0.85 0.75 ^ 7 1/2 1.00 0.88 9 --d 1.00 Spacing, Shear (Fvj Dia.(in.) 1/4 3/8 112 5/8 3/4 scr (in.) 3 4 112 6 7 12 9 smin (in.) 1 1 112 2 2 112 3 1 0.75 1 1/2 0.81 0.75 Z 0.88 0.79 0.75 2 1/2 0.94 0.83 0.78 0.75 3 1.00 0.88 0.81 0.78 0.75 c 4 1/2 1.00 0.91 0.85 0.81 c 6 1.00 0.93 0.88 '^ 7 1/2 1.00 0.94 9 1.00 Edge Distance, Tension (FNc) Dia.(in.) 1/4 3/8 1/2 5/8 3/4 Ccr (in.) 2 3 4 5 6 smin (in.) 3/4 1 118 1 12 1 7/8 2 114 314 0.70 - 1 1/8 0.79 0.70 �°- 1 1/2 0.88 0.76 0.70 1 7/8 0.97 0.82 0.75 0.70 c 2 1.00 0.84 0.76 0.71 2 2 1 /4 0.88 0.79 0.74 0.70 ar 3 1.00 0.88 0.81 0.76 W 5 1.00 0.90 0.84 1.00 0.92 6 1.00 Edge Distance, Shear (Fvc) Dia.(in.) 114 318 1/2 5/8 3/4 ccr (in.) 3 4 112 6 7 12 9 Cmin (in.) 314 1 1/8 1 112 1 718 2 1/4 3/4 0.15 - 11/8 0*29 0.15 11/2 0.43 0.24 0.15 1 7/8 0.58 0.34 0.22 0.15 m 2 1/4 0.72 0.43 0.29 0.21 0.15 N 3 1.00 0.62 0.43 0.32 0.24 d 412 1.00 0.72 0.55 0.43 W 6 1.00 0.77 0.62 7 2 1.00 0.81 9 1.00 2owers FASTENERS Notes: For anchors loaded in tension, the critical spacing (scr) is equal to 12 anchor diameters (12d) at which the anchor achieves 100% of load. Minimum spacing (sn;,,) is equal to 4 anchor diameters (4d) at which the anchor achieves 50% of load. , • ••• •••••• S • • •A •• •••• • ••••• • • • • • • • • 0000 • • • • • • Notes: For anehors4mded in shear, the trRical • • • • • • spacing (sa) 4 @QV0 J%12 anchor diameters (12 d) • • at which the anchor adNeves 100% of [gad. Minimum spacing (S- 0 is equal;* 4 enthor diameters (4c: at' cb the anchor achieves 75% : • • • • of load. • • • • • • • • ro • • • Notes: For anchors loaded in tension, the critical edge distance (cor) is equal to 8 anchor diameters (8d) at which the anchor achieves 100% of load. Minimum edge distance (cmin) is equal to 3 anchor diameters (3d) at which the anchor achieves 70% of load. Notes: For anchors loaded in shear, the critical edge distance (ccr) is equal to 12 anchor diameters (12d) at which the anchor achieves 100% of load. Minimum edge distance (cmn) is equal to 3 anchor diameters (3d) at which the anchor achieves 15% of load c 13 www.powers.com Canada: (905) 673-7295 or (514) 631-4216 Powers USA: (800) 524-3244 or (914) 235-6300 3.3.6 KWIK Bolt 3 Expansion Anchor 3.3.6.4 Allowable Stress Design - Table 5 - KWIK Bolt 3 Specifications and Properties' Bolt Size in. 1/4 3/8 1/2 Details (mm) (6.4) (9.5) (12.7) dbit nominal bitdiameter2 in. 1/4 3/8 1/2 . h_M� depth of embedment in. 1-1/8 2 3 1-5/8 2-1/2 3-1/2 2-1/4 3-1/2 4-3/4 (mm) (29) (51) (76) (41) (64) (89) (57) (89) (121) h minimum/standard/deep hole in. 1-3/8 2-1/4 3-1/4 2 2-7/8 3-7/8 2-3/4 4 5-1/4 ° depth (mm) (35) (57) (83) (51) (73) (89) (70) (V2f * • 4133) dh fixture hole in. 5/16 7/16 ; 9/16� (mm) (8) (11) �. (t� • � • � Normal Carbon Steel ft-lb 4 20 s 40 weight & HDG (Nm) (5) (27) ... () . Th ` Installation Light weight Stainless Steel ft-lb 6 201090 40 Torque Concrete (Nm) (8) (27) � � � � � (941 Grout Filled Carbon Steel ft-lb 4 15 • • Block (Nm) (5) (20) : : (3,4) • h min. base material thickness in. 3 inch (76 mm) or 1.3 times embedment, whichever U&pr is grater Bolt Fracture Carbon Steel 2900 lb4,6 7200 lb4.6 ' 12 I • Load HOG no offering no offering 12406 Ib4 Stainless Steel 29M Ib4.2 7200 lb4.7 12400 Ib4 Boft Size in. 5/8 3/4 1 Details (mm) (15.9) (19.1) (25.4) dbh nominal bit diameter-2 in. 5/8 3/4 1 hm.dh.M,, depth of embedment in. 2-3/4 4 5-1/2 3-1/4 4-3/4 6-1/2 4-1/2 6 9 (mm) (70) (102) (140) (83) (121) (165) (114) (152) (229) h minimum/standard/deep hole in. 3-3/8 4-5/8 6-1/8 4 5-1/2 7 5-1/2 7 10 ° depth (mm) (86) (117) (156) (102) (140) (178) (140) (178) (254) dh fixture hole in. 11/16 13/16 1-1/8 (mm) (17) (21) (29) Normal Carbon Steel ft-lb 60 110 150 HDG weight & Light (Nm) (81) (149) (203) T".` Installation weight Stainless Steel ft-lb 60 110 150 Torque Concrete (Nm) (81) (149) (203) Grout Filled Carbon Steel ft-lb 65 120 Block (Nm) (88) (163) - h min. base material thickness in. 3 inch (76 mm) or 1.3 times embedment, whichever number is greater Bolt Fracture Carbon Steel 19600 Ib4 28700 Ib4.6 flh Z 88 ksi, f Z 75 ksi5 Load HDG 19600 Ib4 28700 Ib4 no offering Stainless Steel 21900 Ib4 fut Z 76 ksi, fy a 64 ksi5 f, Z 76 ksi, fY Z 64 ksi5 V • V I I VUWA LII IC 1 aide In oection S.s.b.b Tor a Tu11 list and anchor length and thread length configurations. 2 Loads for KWIK Bolt 3 are applicable for both carbide drill bits and matched tolerance Hilti DD-B or DD-C diamond core bits in sizes ranging from 1/2 inch to 1 inch. 3 The deep embedment depth for stainless steel KWIK Bolt 3 anchors is 8 inch (203 mm). 4 Bolt fracture loads are determined by testing in a jig as part of product quality control_ These values are not intended for design purposes. 5 Bolt strength specified by minimum tensile and yield strength. Bolt fracture load not applicable. 6 Bolt fracture load not applicable to carbon steel Countersunk KWIK Bolt 3. The tensile and yield strengths are f W a 105 ksi and fr 2 90 ksi. 7 Bolt fracture load not applicable to stainless steel Countersunk KWIK Bolt 3. The tensile and yield strengths are f� Z 90 ksi and fY a 76 ksi. 8 For 3/4 x 12, f°, Z 88 ksi and fY Z 75 ksi. Bolt fracture load not applicable. •••• sees .sees • • • sees• • R D,C A'.D 298 Hilti, Inc. (US)1-800-879-8000 I www.us.hilti.com I en esparld 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-3*W-"58 I www.hitti.ca I I v I KWIK Bolt 3 Expansion Anchor 3.3.6 Table 10 - Hot -Dip Galvanized KWIK Bolt 3 Allowable Loads in Normal -Weight Concrete' Anchor Embedment f c = 2000 psi (13.8 MPa) f'� = 3000 psi (20.7 MPa) f'� = 4000 psi (27.6 MPa) f'� = 6000 psi (41.4 MPa) Diameter Depth Tension Shear Tension Shear Tension Shear Tension Shear in. (mm) in. (mm) lb (W) lb (kM lb (M) lb (kM lb (M) lb (W) lb (M) lb (M) 2-1/4 (57) 1125 1785 1265 1785 1400 1655 (5.0) (7.9) (5.6) (7.9) (6.2) (7.4) 1/2 1895 2115 2335 2190 3105 2190 (8.4) 2190 (9.4) 2190 (10.4) (9.7) (13.8 (9�� 4-3/4 (121) 2215 2530 2845 (9 (9.7) 374Q • (9.9) (11-3) (12.7) • • • • • • 16. • • • • 2-3/4 (70) 1785 1965 2140 • • • • • 2749 • • • • • 4 (7'9) (8.7) (9.5) • • • :. 0 (12.2) . • 4 (102) 2545 3155 3765 52&.. 5/8 3780 3780 37,p0'' • . 3796 (15.9) (11.3) (16.8) (14.0) (16.8) (16. � • • • (16.�).. • (23.5 • • (16.�• 5-1/2 (140) 3375 4030 4030 • 6055 • • • • • • • • � ; • • • (15.0) (17.9) (17.9) • • .... (26.9) • 3-1/4 (83) 2355 4240 2545 4240 2735 • • 28216 • • • (10.5) (18.9) (11.3) (18.9) (12.2 • • • • • • • 3/4 �) 534C • • 5346 4-3/4 (121) 3730 4350 4970 58W • • (16.6) 5340 (19.3) 5340 (22.1) (23.8) (25.8) • (23.8) 8 (203) 5115 5805 6495 7520 (23.8) (23.8) (22.8) (25.8) (28.9) (33.5) ,•.,...- ,o,� v ur iur umer concrete strengths and embedments can be calculated by linear interpolation. Table 11 - Hot -Dip Galvanized KWIK Bolt 3 Ultimate Loads in Normal -Weight r-nine--rafal Anchor Embedment f = 2000 psi (13.8 MPa) f'. = 3000 psi (20.7 MPa) f'� = 4000 psi (27.6 MPa) Diameter Depth Tension Shear Tension Shear Tension Shear in. (mm) in. (mm) lb (M) lb (kM lb (M) lb (k" lb (kl) lb (M) 2-1/4 (57) 4220 6695 4740 6695 5255 (18.8) (29.8) (21.1) (29.8) (23.4) 1/2 (12.7) 3-1/2 (89) ::7100 7935 8765 8210 1.6) 8210 (35.3) 8210 (39.0) (36.5) 4-3/4 (121) 8310 9495 10675 (36.5) (36.5) (37.0) (42.2) (47.5) 2-3/4 (70) 6690 7360 8030 (29.8) (32.7) (35.7) 4 (102) 9550 11835 14120 5/8 14170 14170 14170 (15.9) (42.5) (63,0) (52.6) (63.0) (62.8) (63.0) 5-1/2 (140) 12650 15115 17575 (56.3) (672) (78.2) 3-1/4 (83) 8825 15900 9545 15900 10260 (39.3) (70.7) (42.5) (70.7) (45.6) 3/4 (19.1) 20030 4-3/4 (121) 13995 16315 18635 (62.3) 20030 (72.6) 20030 (82.9) (89.1) 6-1/2 (165) 19180 21770 24355 (89.1) (89.1) (85.3) (96.8) (108.3) „ 1111wjdLe ioau vaiues Tor other concrete strengths and embedments can be calculated by linear interpolation. f'c = 6000 psi (41.4 MPa) Tension Shear lb (M) lb (M) 6210 (27.6) 11645 8210 (51.8) (36.5) 14030 10295 (45.8) 14170 19800 (88.1) (63.0) 22705 (101.0) 10600 (47.2) 20030 21765 (96.8) (89.1) 28210 (125.5) HIM, Inc. (US)1-800-879-8000 1 www.us.hilti.com I en espanol 1-800-879-5000 1 HE (Canada) Corp. 1-800-363-4458 1 www hifti ca I Anchor Fastening Technical Guide 2011 303 m W 120 \�EERt:p This product is preferable to similar connectors because of Cs a) easier installation, b) higher loads, e) lower installed cost, W or a combination of these features yV A 5" s The BA hanger is a cost effective hanger targeted at high capacity ;114 > °` I -joists and common Structural Composite Lumber applications. A min/max joist nail option gives dual use of this hanger. Minimum values featuring positive angle nailing are targeted at I=)oist without web stiffeners requirement and the maximum nailing generates higher loads to support structural composite lumber. The unique two level embossment provides added stiffness to the top flange. The newly improved LBV, B and HB hangers offer wide versatility for I joists and structural composite lumber. The enhanced load capacity widens the range of applications for these hangers. The LBV still features positive angle nailing and does not require the use of web stiffeners for standard non modified I -joist installations. for hangerpFlange modifications, which result in r2. educed loader Options on pages 233 243 MATERIAL: See tables on pages 124-132. FINISH: LBV, B, BA and HB—Galvanized; all saddle hangers and all welded sloped and special hangers —Simpson Strong Tie® gray paint. LBV, B, BA and HB may be ordered hot dip galvanized; specify HDG. INSTALLATION: • Use all specified fasteners. See General Notes and nailer table. • LBV, B, BA and HB may be used for weld -on applications. Weld size to match material thickness (ap�roximate thickness shown). The minimum required weld to the top flanges is Ys" x T fillet weld to each side of each top flange tab for 14 and 12 gauge and 3/6 x 2" fillet weld to each side of each top flange tab for 7 gauge and 10 gauge. Distribute the weld equally on both top flanges. Welding cancels the top and face nailing requirements. Consult the code for special considerations when welding galvanized steel. The area should be well -ventilated, see page 17 for weld information. Weld on applications produce the maximum allowable down load listed. For uplift loads refer to technical bulletin T WELDUPLFT. • LBV hangers do not require the use of web stiffeners for non -sloped or non -skewed applications. • B and HB hangers require the use of web stiffeners. BA MIN nailing does not require web stiffeners. BA MAX nailing requires the use of web stiffeners. • Ledgers must be evaluated for each application separately. Check TF dimension, nail length and nail location on ledger. • Refer to technical bulletin T-SLOPEJST for information regarding load reductions on selected hangers which can be used without modification to support joists which have shallow slopes (<_3/4:12). OPTIONS: • LBV, B and HB • Other widths are available; specify W dimension (the minimum W dimension is 1'/,6?. • The coating on special B hangers will depend on the manufacturing process used. Check with your Simpson Strong Tie representative for details. Hot -dip galvanized available: specify HIM • Refer to technical bulletin T-BSERIES for the complete line of LBV, BA, B and HB hangers, including models not shown here, their available modification combinations and their associated reduction factors. • Modified hangers have reduced loads, see Hanger Options, pages 233-243. CODES: See page 12 for Code Reference Key Chart. Model No. Nailer Top Flange Nailing Uplift' (160) Allowable Loads DF/SP SPF/HF 2, 10-10dx11h 265 2280 2085 2-2x 10-10d 265 1955 1530 LBV 3x 10-16621/z 265 2490 — 4x 10-16d 265 2590 — 2x 10-10dx1'h 265 2220 1755 2-2x 14-10d 265 2695 2235 BA 3x 14-16dx2'h 265 3230 — 4x 14-16d 265 3230 — 2-2x 14 10d 710 3615 2770 B 3x 14-16dx2'/z 825 3725 I — 4x 14 16d 825 3800 — HB 4x 2216d 1550 5500 — n�nil ueen[o ADDi iraTintm NAILER TABLE The table indicates the maximum allowable loads for LBV, BA, B and HB hangers used on wood milers. Nailers are wood members attached to the top of a steel I-beam, concrete or masonry wail. LBV . . HB • • • (9 Similar) BA Installed•LVL• • to LVL Max tfa A Nailer attachment per Designer BA, B, HB and �- LBV are acceptable for nailer applications (BA shown on 2x nailer) NAILS: 16d = 0.162' dia. x 3% long, 16dx2'/z = 0.162' dia. x 21h' long, 10d = 0.148' dia. x 3' long, 10dx1'/z = 0.148" dia. x 1'/z" long. See page 22-23 for other 1. Uplift values are for DF/SP members nail sizes and information only. LBV and BA hangers resist more uplift when web stiffeners are used. Refer to technical bulletin T-NAILERUPLFT for additional information. 2. See page 239 for reductions on modified hangers on nailers. 3.13 hangers require 6-10dx1 Yz joist nails to achieve published loads. For joist members 21/z" or wider, 16dx2'/z' joist nails should be installed for additional uplift loads on the 3x and 4x nailer applications of 970 lbs. and 1010 lbs., respectively. o ACnIGU vn u...,..........r .__... - - Fasteners Allowable Loads Header Type Code Model Series — Top Face Joist Uplift (160) LVL, PSL LSL DF/SP SHIF I -Joist' Ref. DF/SCL SPF/HF 6-10dx1'h 4-10dx1'h 12-10dx11h 265 2295 2610 2270 1790 1835 1495 1340 LBV 6-10d 4-10d 1, 2-10dx1'h 265 2295 2610 2645 2310 2060 — I — (Min) 616d 6-10dx1'h 416d 4-10dx1'/z 2-i0dx1'/z 6-10dx11A 265 635 2910 2295 2885 2610 31901 2270 2590 1790 20601 1835 — 1495 — 1350 LBV 6-10d 4-10d 6-10dx1'/z 785 2295 2610 2645 2310 2060 — — (Max) 4-16d 6-10dx1'h 895 2910 2885 3190 2590 2060 119 6-16d 6-10dx1'/z 10-10dx1'h 2-10dx1'/z — — — -- — 1495 1495 L14, BA 6-10d 10-10d 2-10dx1Yz 265 3230 i 3630 4005 3080 2425 — — F21 (Min) 6-16d 1016d 210dx1'h 265 4015 3705 40051 3435 2665 — — 6-10d I 10-10d 8 10dx1'h 1170 3555 3630 4120 1 3625 2665 — — BA Max 6 i6d 1016d 810dx1'h 1f70 4715 4320 ' 4500 J!"I 2665 — — 6-10d 8-10d 6-10dx1'/z 990 3555 3195 3640 : 3625 i 2190 — I — B s 6-16d 8-16d 6-16dx2'h 1010 4135 3355 14500 13800 2650 — — 6-16d 16-16d 10-16dx2'h 2610 5815 5640 6395 1 56511 1 3820 — — HBz SIMPSON it O H sees • BA 0000 U.S. PatOhlf ha,372 .e • • Typical Double LBV. .. Hsnnger Insj?15 6: . e h LBV features positive angle nailing, no web stiffeners are required BA, B, HB and LBV are acceptable for weld -on applications (LBV shown). See Installation Information. 1. This table assumes joists with Fc-L = 750 psi. For other bearing and joist nails are 2. Loads for ists, check t B's and HB's assumeequate. a joist width 2'/z' or greater. 3. Uplift loads are based on DF/SP lumber and have been increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern.For SPF/HF use 0.86 x DF/SP uplift load. 4. Loads may not be increased for short term loading. 5. Web stiffeners required when more than two joist nails are used. 6. SCL (structural composite lumber) is LVL (laminated veneer lumber), LSL (laminated strand lumber), and Parallam® PSL. 7. Code values are based on DF/SP header species. 8. Applies to LVL headers made primarily from Douglas Fr or Southern Pine. For LVL made primarily from Spruce -Pine -Fir or similar less dense veneers, use the values found in the SPF/HF column. 9. DF I joists include flanges made from solid sawn Douglas Fir, LVL made primarily of Douglas Fir/ Southern Pine, or LSL. For flanges with thicknesses from 15i6 to 1%, use 0.85 of the [-joist header load. For flanges with thicknesses from 1 Aa to 1'/- use 0.75 of the 1-joist header load. APPENDIX C i Engineered Wood & Structural Composite lumber Connectors SIMPSON Strow Actual Joist Size Model No. Web' Stiff Reqd Ga Dimensions Fasteners' Allowable Loads Header Type'•Z,' W H B TF Solid Header Joist Uplift (160) LVL PSL LSL OF/SP SPF/ HF DF/SCL I -Joist' Top Face ITS1.56/9.25 - 18 1% 93/16 2 1%6 4-10d 2-10d - 105 1550 1365 1780 1520 1150 1085 1'1/ x 9'/a LBV1.56/9.25 - 14 1% 9'/a 3 2'/z 6-16d 4-16d 2-10dx1 % 265 2910 2885 3190 2590 1925 1495 WP2925 ✓ 12 1'/6 9'/4 4 2Y,s 2-16d - 2-10dx1 % - 3635 3320 3635 3255 2600 2030 ITS1.56/9.5 - 18 1% 9%6 2 1M6 4-10d 2-10d - 105 1550 1365 1780 1520 1150 1085 1'/zx9Yz LBV1.56/9.5 - 14 1% 9'h 3 2'h 6-16d 4-16d 2-1Odxl!z 265 2910 2885 3190 2590 1925 1495 WP29.5 ✓ 12 1% 9'h 4 2'/,6 2-16d - 2-10dxl!6 - 3635 3320 3635 3255 2600 2030 1'/z x 11'/a LBV1.56/11.25 - 14 13/6 11%3 2'/z 6-16d 4-16d 210dx1'/z 265 2910 2885 3190 2590 1J25 1495 WP211.25 ✓ 12 19/s 11'/4 4 23/,6 2-16d - 2-10dx11h - 3635 332Q 3V5 325% 26ab 20" ITS1.56/11.88 - 18 1% 11131,6 2 1 ti6 4-10d 2-10d - 105 1550 1369 • • 1789 1520• 1650 1085 1Yzx11% LBV1.56/11.88 - 14 1`);6 11% 3 2'h 6-16d 4-16d 2-10dx1h 265 2910 2886••610 2590• 1 1925 149'50 1'h x 14 1'h x 16 WP211.88 LBV1.56/14 LBV1.5611fi ✓ - - 12 14 14 13/,6 11% 1e/,6 ; 14 1e/,6 16 4 3 3 2A6 2'h 2'h 2-i6d 6-16d 616d - 4-16d 416d 2-10dx1'h 2-10dx1'h 210dx1'h - 265 265 3635 2910 2910 332E • 2885 • 2885 • SMI • 31% 190 3255 259b• 2590 NOO && 1925 201), 1495 1495 BA1.81/7.25(lkin.) BA1.81/7.25 (Pdlax.) - ' 14 14 1 ��; 714 3 3 2'; 2 %; 6-16r1 6 16r1 1016d 1016[i 210dx1'-' 8 10t1:t17_ 265 1170 4015 17i5 3705 432� •4005 •a4 3435 3800 2Fi $665 14cy5 1495� LBV1.81/7.25 - 14 113/6 7'/< 3 2'h 6-16d 4-16d 2-10dx1'h 265 2910 288� 19 2590 2060 1496• WP1.81/7.25 LBV1.81/9.25 ✓ - 12 14 1'M6 113/,6 7'/4 9'/4 3'/z 3 2'/16 2'h 2-16d 6-16d - 4-16d 2-10dx1'h 2-10dx11/2 - 265 3635 2910 3320• 2885 3695 •3190 3259 259Q' 2600 • Z(16Q 203: • 149t 1'/4 x 9'/a WP9.25 ✓ 12 1 t3/,6 9'/4 3'h 2% 2-16d - 2-10dx1'h - 3635 3320 3635 3255 • 26 0 2030 WPU1.81/9.25 ✓ 12 11V6 9'/4 4 2% 3-16d 4-16d 6-10dx1'h 1095 4700 4880 3650 4165 4165 - ITS1.81/9.5 - 18 1Vee 9% 2 1'/,6 4-10d 2-10d - 105 1550 1365 1780 1520 1150 1085 MIT9.5 - 16 1"/s 9% 216 2VI6 416d 416d 2-10dx1'/2 215 2550 2140 2115 2305 1665 1230 13/4 x 9'/z BA1.81/9.5 (Prlin.} - 1-1 1 °<= «' 3 2h 6 16d 10-16d 2-10dx1'`r 265 4015 3705 4005 3435 2665 1495 BA1.81/9.5(Max_) ✓ 1�1 3 2» 6-160. 10-16d 8-10dx1';; 1170 4715 4320 4500 3800 2665 1495 LBV1.81/9.5 - 14 11/16 9'h 3 2'h 6-16d 4-16d 2-1Odx1'h 265 2910 2885 3190 2590 2060 1495 WP9 ✓ 12 173/s 9'/z 4'/s 2�s 216d - 2-1Odx1'h - 3635 3320 3635 3255 2600 2030 1%x11'/4 LBV1.81/11.25 - 14 113/,6 11'/4 3 2'/z 6-16d 4-16d 2-10dx1'h 265 2910 2885 3190 2590 206 11495 WPU1.81/11.25 ✓ 12 1t31,s 11'!4 4 2'/,6 3-16d 4-16d 6-10dx1'/z 1095 4700 4880 3650 14165 4165 - ITS1.81/11.88 1 - 18 1'/e 11''i6 2 1'/,6 410d 210d - 105 1550 1365 1780 1520 1150 1085 MIT11.88 - 16 113/6 117/e 2'h 2Vis 4-16d 4-16d 2-10dx1'/z 215 2550 2140 2115 2305 1665 1230 8481/11.88 (Min) - 14 VM6 11% 3 2'h 6-16d 10-16d 2-10dx1'h 265 4015 3705 4005 3435 2665 1495 1Y4 x 11'/s BA1.81/11.88 (Max) ✓ 14 VM6 11% 3 2% 6-16d 10-16d 8-10dx1'/z 1170 4715 4320 4500 3800 2665 1495 LBV1.81/11.88 - 14 173/,6 11% 3 2'Fi 6-16d 4-16d 2-10dx1'h 265 2910 2885 3190 2590 2060 1495 WP11 ✓ 12 1'�s i1'/a 3'h 2'/s 2-i6d - 2-10dx1'h - 3635 3320 3635 3255 2600 2030 WPU1.81/11.88 ✓ 12 113/,6 11'/e 4 23/16 3-16d 4-16d 6-10dx1'h 1095 4700 4880 3650 4165 4165 - ITS1.81/14 - 18 1'/e 13'Yie 2 1'/6 4-10d 2-10d - 105 1550 1365 1780 1520 1150 1085 MIT1.81/14 - 16 113/,6 14 2'h 2Y16 4-16d 4-16d 2-10dx1'h 215 2550 2140 2115 2305 1665 1230 1'/4x14 8.41.8-1/14 (Min.) - 14 1 -- 1-1 3 2 = 616ci i0161' 10m''-� 265 4J15 37�� 005 3435 2665 1495 BA1.81/'14 (iMiax.1 14 ' _. 14 3 2'-!, 6-16d 10-16d 8 10Cv1'-- 1177 1715 4320 4500 3800 2665 495 LBV1.81/14 - 14 VM6 14 3 2'h 6-16d 4-16d 2-10dx1'h 265 2910 2885 3190 2590 2060 1495 WP14 ✓ 12 VY16 14 3% 23/s 2-16d - 2-10dx1'h - 3635 3320 3635 3255 2600 2030 1. Loads may not be increased for duration of load. 2. Uplift loads are based on DF/SP lumber and have been increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern. For SPF/HF use 0.86 x DF/SP uplift load. 3. When 1-joist is used as header, all nails must be 10dx1'h and allowable loads assume flanges that are at least 1 !6' thick made of Douglas Fir, LVL or LSL. For other flange thicknesses, apply load adjustment factors found in the table below. 4. Hangers sorted in order of recommended selection for best overall performance and installation value. 5. Other nail schedules and loads are listed on pages 121-123. 6. See pages 119-122 for Code reference numbers. 7. Web stiffeners are required where noted and when supporting double 1-joists with flanges less than I Y%" thick in hangers that are 14 gauge and thinner. 8. For 21/4'x22' and 24' joist sizes, refer to technical bulletin T-BSERIES. 9. NAILS:16d = 0.162" dia. x 31h° long, 10d = 0.148' dia. x 3' long, 10dx1'h = 0.148' dia. x 1 %z' long. See page 22-23 for other nail sizes and information. 124 Parallaur= is a registered trademark of Weyerhaeuser. - [-Joist Header Load Adjustment Factors Flange Material or Thickness Hanger Series ITS MIT LBV WP BA 1'/e to 1'/ 0.75 0.75 0.75 0.75 0.75 1'/eto 1% 1 0.85 0.85 0.85 0.85 0.85 j SPF 0.86 0.72 0.90 1.00 1.00 Refer to page 109 for backer block information Flange Thickness The embedded truss anchor series provides an " engineered method to properly attach roof trusses to concrete and masonry walls. The products are designed with staggered nail patterns for greater uplift resistance. Information regarding the use of two anchors on single- and multi -ply trusses is included. The TSS, a companion product of the META, provides a moisture barrier between the concrete and truss. The preassembled unit is riveted with no height adjustment. The DETAL20 is a high capacity embedded truss N anchor for attachment of single -ply trusses to concrete and masonry walls. it combines dual embedded anchors with a structural moisture -barrier seat that is partially embedded in the concrete or grout. This seat serves to protect the truss and also provides additional lateral and uplift capacity. The embedded anchors are pre -attached to the moisture barrier through slots that allow for a' slight amount of adjustability, providing flexibility during installation to avoid rebar. The moisture -barrier seatnt includes tabs at each end for optional attachment to the E01 form board in concrete tie -beam applications. MATERIAL: HHETA-14 gauge; HETA-16 gauge; HETAL—strap 16 gauge, truss seat 18 gauge; META-18 gauge; TSS-22 gauge; DETAL-16 gauge (Barrier-18 gauge) META with TSS FINISH: Galvanized. Some products available in ZMAX® coating; see Corrosion Information, pages 13-15. Model W INSTALLATION: • Use all specified fasteners. No. See General Notes. TSS2 1Y4 • The META, HETA and HHETA are embedded 4" into a 6' min. concrete beam or 8' nominal grouted block wall; TSS2-2 3Ya HETAL is embedded 51/,s'; DETAL is embedded 4'/2". 1 TSS4 1. 3% • The DETAL20 is installed centered and flush on top of an 8' masonry bond beam or concrete tie beam. The moisture barrier seat bears on masonry face Moisture barrier h II or concrete tie beam form boards; the two not shown (Typ.) se flanges embed into grout or concrete. The two embedded anchors shall be installed vertically into grout or concrete. • The TSS moisture barrier may be preattached to c the truss using 6d commons. +-• For mislocated truss anchors which are greater than'/a° but less than 1'/2 from the face of the truss, a shim must be provided. Shim design by Truss vEngineer. When gap is greater than 1'h', install new anchors. ,� • In double embedded anchor installations, do not install fasteners where the straps overlap when wrapped over the truss heel. CZ y CODES: See page 12 for Code Reference Key Chart. 42 See note 9 for edge distance -These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. Rinnia Fmhedded Anchor Installation 180 N DETAL20 U.S. Patent 7,987,636 6 Typical HETA20 Mill Installation Model Na. H (in.) SP Uplift Load 160 Load Duration Increase Lateral Loads (160) Code Ref. 10dx1Yz 16d Qoanfity Load IQuantity Load F1 F2 META12 8 7 1450 6 1450 340 725 META14 Discontinued — See META12 and META16 META16 12 7 1450 6 1450 340 725 META18 14 7 1450 6 1450 340 725 META2V 16 7 1450 6 1450 340 725 META22 18 7 1450 6 1450 340 725 META24 20 7 1450 6 1450 340 725 36 7 1450 6 1450 340 725 8 7 1520 7 1780 340 725 12 9 1810 8 1810 340 725 F27 16 9 1810 8 1810 340 72 725 20 9 1810 8 1810 340 V 36 9 1810 8 1810 340 725 ' 6 12 10 2235 9 2235 3407 815 01 16 10 2235 9 2235 340' 815 4 20 10 2235 9 2235 3407 815 0 36 10 2235 9 2235 340' 815 HETAL12 7 104 1085 104 1270 4155 1100 HETAL16 11 144 1810 134 1810 4155 1100 kJ HETAL20 15 144 1810 134 1810 415' 1100 #5 Rebar ° (min.) SIMPSON StrongTid' I i • .. . i _. . E(n r••Y•Y . . yII ii:1AL jj 0 ...... smilar) �(HV );l si • � r Fi Typical META ' � 6,00, Installed with TSS Typical DETAL Installation v Straps may be installed straight or wrapped over to achieve listed loads 1. Loads have been increased for wind or seismic loading. Reduce where other loads govern. 2. Minimum f'c = 2500 psi. Minimum f'm =1500 psi. 3. For simultaneous loads in more than one direction, the connector must be evaluated as described in Note e, page xx under Instructions to the Designer. 4. Five nails must be installed into the truss seat of the HETAL. 5. Parallel -to -wall load towards face of HETAL is 1975 lbs. 6. It is acceptable to use a reduced number of fasteners provided that there is a reduction in uplift bad capacity. See example on page 190. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6-16d or7-10dxl1A fasteners are used with the META anchor. 7. The HHETA allowable Ft load can be increased to 435 lbs. if the strap is wrapped over the truss and a minimum of 12 nails are installed. 8. Minimum spacing for multiple anchor installation is 2 times the embedment depth for full load. See Double Embedded Anchor Installation table on page 181 for loads on closer spaced anchors. 9. Minimum edge distance for HETAIMETA is 1'/:' for concrete and 2' for masonry. 10. NAILS: led = 0.162" dia. x 3'/z' long, 10dx1'h = 0.148' dia. x 1 %z' long. See page 22-23 for other nail sizes and information. a Double Embedded Anchor Installation SP Uplift Load Capacity (160) Lateral Loads (160), Code I Moisture barrier Model 2 or 3 PI not shown (Typ.) No. Dty• Application 1 Ply Y F1 F2 Ref. ` Fasteners, Load Fasteners, Load CMU 18-10dx1'/z 2480 I — — 20001 1370 XIC"F DETAL2 1 Concrete 18-10dx1'/z 480 1 — — 2000 150 2 CMU 10-10dx1'/2 985 14-16d 1900 1210' 1160 j META 2 Concrete 10-10dx11/2 1985 14-16d 2565 1210' 1160 F27 CMU 10-10dx1'/2 2035 12-16d 2500 12257 1520 HETA 2 Concrete 10 10dx1'/2 2035 1216d 2700 1225' 1520 #5 Rebar CMU 10-10dx1'/z 2035 i9ARri 2500 1225' 1520 Mir'. a F� ••• HHETA 2 Concrete 10-10dx11/2 2035 14-16da 1 1225' 1520 _ • • l 1. Loads include a 60% load duration increase on the fasteners for wind or seismic loading. • • • • 2. Minimum f'c = 2500 psi. Minimum I'm =1500 psi. 3. For simultaneous loads in more than one direction, the connector must be evaluated as described in Note e, • • •I Meal Installttlbn - page xx under General Instructions for the Designer. • • • •with two METAs• 4. Install with spoons facing outward and straps spaced no more than'/a wider than the truss width. 6000 . • 5. The DETAL20 requires 6-10dx1'/2' nails in the truss seat and 6-10dx1'/2 nails into each strap. • • • • • *0600 For all other models, install half of the required fasteners in each strap. 6. Lateral loads for META, HETA and HHETA anchors apply only to 2- or 3-ply applications with anchors spaced a minimum of 3" apart. For single -pig • • • . * 0 0 • applications use lateral loads from the Single Embedded Anchor Installation table on page 180, DETAL lateral loads apply for single -ply application. • • • . 7. Ft lateral loads listed may cause an additional''/W deflection beyond the standard 'A" limit where the straps are installed not wrapped over the hedI A sl dAjn. B. Two HHETA anchors may be installed in a concrete tie beam on a 2- or 3-ply truss with 2 fewer nails for an allowable uplift load of 3050 Ibs. : • • : •' • 9. Noted F1 lateral loads for the DETAL20 may cause an additional'/az deflection beyond the standard 'A' limit. • s. • • • • • • • • 10. Single -ply trusses may use either 10dx11/2 or 16d nails with allowable loads limited to the single ply column. 2 or 3 ply trusses shall use 16d naff • • • 11. NAILS:16d = 0.162' dia. x 3'/z' long, 10dx11/2 = 0.148' dia. x 1 % long. See page 22-23 for other nail sizes and information. • • • • • • MSTAM and MSTCM models are designed for wood to masonry applications. The MSTC series has countersunk nail slots for a lower nailing profile. FINISH: Galvanized. Some products are available in stainless steel or ZMAX® coating; see Corrosion Information, pages 13-15. INSTALLATION: • Use all specified fasteners. See General Notes. • Attaches to grouted concrete block and wood framing. • Minimum end and edge distance for Titan® screws is 1'/2'. CODES: See page 12 for Code Reference Key Chart. -These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. ••_......... Ann l:no}inn Typical MSTAM36 Installation 9/16" i 1W, 1 Clear Span nZ Dimensions Fasteners (Total) Allowable Tension/Uplift Loads Code Model Ga DF/SP SPF/HF Ref. (160) (160) No. W L Nails CMU Concrete MSTAM24 18 1'/4 24 9-10d 5-'/4&ATiten 5-''/xi'/,Titen 1500 1500 MSTAM36 16 1Y< 36 1310d 8'/4x2'/<Titen 8-'/ax1v/Titen 1870 1870 F27 MSTCM40 16 3 40'/4 26-16d sinkers 14-'/4x2'/4 Titen 14-'/4x1'/ TRen 4220 4220 MSTCM60 16 3 59'/2 26-16d sinkers 14-'/4x2'/4 Titen 14-'/4x1Y4 Titen 4220 4220 1. Loads include a 60% load duration increase on the fasteners for wino or earrnquaKe ludulliv. 2. Minimum edge distance 1'/i using Titen• screws. 3. Minimum I'm =1500 psi and f'c = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to the weather. 5. See page 173 for Titan screw information. 6. NAILS: 16d Sinker = 0.148' dia. x 3'/4' long, 10d = 0.148' dia. x 3' long. See page 22 23 for other nail sizes and information. ra_.... M..... Cn v Tehle Model No. Clear�DF/Sp Span Fasteners (Total) Allowable Tension/Uplift Loads Code Ref./SP Ref. Nails CMU Concrete SPF/HF SPF/HF (160) (160) MSTAM36 MSTGM40 MSTCM60 MSTCM60 16 or 18 16 or 18 22'i4 26'/4 710d 14-16d sinkers 2616d sinkers 20-16d sinkers 4 '/<x2'/4 Titan 10-'/4x2'/4 Titen 14 '/4x2'/4 Titen 14-'/4x2'/4 Titen 4-'/4x11/4 Titen 10-'/4x1 1/4Titen 14'/4x1Y/ Titen 14-'/4x1'/. Titen 1400 2800 4220 1 3840 1210 2420 4220 3320 F27 m rn 0 0 O 0 0 O 0 0 � n y 1'/2 Tatoo Masonry 0 L 401/4" 0 0 �4 0 t 0 311 0 0 0 0 2' Typ. 0 1/2 1 r— 11/4'� MSTAM36 0 0 O 0 0 -T-1 MSTCM40 (Other MSTCM similar) 181 See notes above. Subsoil Investigation Report prepared by: •••• 8 TE•SrT.IX� INC. yvww .. Contact: David Halabu � • • � • Address: 9632 NE Sth Avenue Roa Miami Shores, FL 33138 Project: Proposed Residence e: d e" ' ' r ia% •eng.Fom .... • • H• ...... Address: 9632 NE 5th Avenue Road Miami Shores, FL 33138 Date: Thursday, June 14, 2018 laterials Testing I Inspections I Environmental edera Phone 954-784-2941 800-848-1919 & TESTING INC. Fax 954-784-7875 250 SW 13th Ave Pompano Beach, Ft- 33069 fed-eng.com Table of Contents ClientInformation------------------------------------------------------------------------ pg. 1 Project Information---------------------------------------------------------------------- pg. 1 General Soil Descriptions-------------------------------------------------------------- pg. 1 Foundation Recommendations--------------------------------------------------------- pg. 2 SoilParameters-------------------------------------------------------------------------- pg. 3 Excavations------------------------------------------------------------------------------- pg. 3 Settlement---------------------------------------------------------------------------------- pg. 4 Grading------------------------------------------------------------------------------------ pg. 4 Appendices----------------------------------------------------------------------------- — : pg..5. . Soil Boring Log(s) Project Location • • • . Soil Boring Location(s) ":": "', ; Soil Classifications • • • • • • Sampling Procedures Limitations of Liability For Your Information Our findings in this report are based on soil conditions encountered in the test bore locations only, proposed structure to be built, (if available at this stage), Florida Building Code requirements and standard engineering practices. If your report is preliminary (i.e. vacant land or building to be demolished) additional borings are required within the foot print of the proposed structure once the location & layout of the proposed structure is known. Please read this report in its entirety and follow all recommendations. Failure to do so may result in the permitting agency (Building Department, etc.) withholding the Certificate of Occupancy. This will cause delays and additional costs. The Permitting Agency will require a final certification or signing off of the project prior to issuing the Certificate of Occupancy. All of our recommendations need to be followed to receive a final certification from F.E.T., including densities on each lift, demucking verification, piling inspection, etc., whichever recommendation applies to your project. Please schedule us at least 24 hours in advance for all tests and inspections. If you choose to use another Engineering Firm, you must verify they will provide you with the proper certification in writing, as outlined in our report. Our firm will only provide a certification letter if it has verified all work as recommended in our report. • i MIAMF Construction Material American Concrete Miami Dade Engineering Council Institute County 0 Florida Department of Transportation edera Phone 954-784.2941 .ij800-848-1919 & TESTING INC. Fax 954-784-7875 250 SW 13th Ave Pompano Beach, FL 33069 fed-eng.com Thursday, June 14, 2018 David Halabu 9632 NE 5th Avenue Road Miami Shores, FL 33138 Attn.: David Halabu RE: Subsoil Investigation Proposed Residence 9632 NE 5th Avenue Road Miami Shores, FL 33138 Dear Sirs: Job Order Number 18SB031 . . .... ...... ...... .. . ...... • .... . ..... ...... ... . ..... Pursuant to your request, Federal Engineering & Testing, Inc. has completed a subsoil inve�sig�ton on 06/13%2018 at'tfie" above referenced site. The purpose of our investigation was to verify subsoil conditions: relative to foundatiot. preparation and design. • A total of one (1) SPT boring was performed according to ASTM D-1586 drilled down to a depth of twenty-five feet (25) and one (1) DCP boring was performed according to ASTM D-6951 drilled down to a depth of fifteen feet (15) below the existing ground surface. (See attached field sketch for locations). The following is a general description of soil stratas for the subject site: Depth From To Description of Soils 0" 8" Topsoil & Vegetation 8" 10, Light Brown Sand 10, 18' Pale Brown Sand with Limerock 18, 25' Light Brown Sand Groundwater table elevation was measured immediately at the completion of each boring and was found at an average depth of five (5) feet below existing ground surface. Fluctuation in water level should be anticipated due to seasonal variations and run off as well as varying ground elevation, construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected by the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. Thursday, June 14, 2018 9632 NE 5th Avenue Road Miami Shores, FL 33138 Page 2 ENGINEERING, The boring log(s) attached present a detailed description of the soils encountered at each location. The soil stratification shown on the boring log(s) is based on the examination of the recovered soil samples and interpretation of the driller's field log(s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. From a geotechnical engineering perspective, the site is suitable for the construction of the proposed structure, provided that the surface sand layers are compacted in place and proof rolled. Localized areas of loose materials, if present, will become evident during site clearing, grubbing and proof rolling, and must be removed prior to filling operations. Based on our understanding of the proposed structure and the information obtained from our field boring log(s); we recommend the following procedures for foundation design: • • • • • • • • • • • .... .. . ...... 1) Strip the entire footings and building construction areas plus five (5) feet past the o;Sir perimeterof topsoil and. ground vegetation (when encountered) down to clean granular material. Any ujiftgsound:gq&4pres, utility • lines, root systems and drainage trenches, etc. must be removed in their entirety from beneath the profoied. ..... ... . .... construction areas. The city arborists should be contacted prior to any land clear -jug ip'verify cof aiance yl • any local codes. • • • • • • . . . . ...... 2) Saturate and compact all construction areas with a heavy self propelled vibratory'roiSer to a minimum of AMU: U: the ASTM D-1557 modified proctor method. Make a minimum of ten (10) passes with tl" r811er in each direction. 3) Care should be taken when using vibration in case of existing structures in the vicinity of the construction area. If vibration cannot be used for compaction, static compaction may be applied. However, in this case, the compacted layer should not exceed 6 inches in thickness. 4) Backfill construction areas to proper elevation if needed using a clean granular material placed in lifts not to exceed twelve (12) inches in thickness and compacted as per item 2. 5) Representative samples of the on -site and proposed fill material should be collected and tested to determine the classification and compaction characteristics. 6) All construction fill material above the water table shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm) and have a Unified Soil Classification (USCS) designation of GP, GW, GP -GM, GW-GM, SP or SW. No particle size greater than three (3) inches shall be used in the top 12 inches of the building pad. 7) Fill Material below the water table shall be washed free draining gravel such as FDOT No. 57 stone or equivalent to about 12 inches above the water table unless dewatering is used. When dewatering is used, fill material shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm). Thursday, June 14, 2018 9632 NE 5th Avenue Road Miami Shores, FL 33138 Page 3 ENGINEERING 8) Verify all densification procedures by taking an adequate number of field density tests in each layer of compacted material. Density tests shall be performed on the slab areas, footing areas, interior bearing wall footings and column pad footings. This must be scheduled immediately after Tamp and Spray and/or Compaction, but before Reinforcing Steel Placement. If reinforcing steel is already in -place, it must be removed from all areas to be tested prior to performing densities. 9) After the installation of any plumbing and electrical piping; we recommend that the disturbed area be recompacted and additional densities tests be performed to verify proper compaction of the disturbed areas. 10) All of the above Geotechnical work shall be performed under the supervision of Federal•ineering & Testing's geotechnical engineer or his representative to verify compliance wi*i %% specif?Mf'ons arf" th0• Florida Building Code. Please call us at 954-784-2941 for scheduling. • 11) In the event of existing structures, existing footings or proposed drainage lines, pridVi9fons shill b4wde By the' structural engineer and site contractor to protect all footings from undermining ar4l,e00%sure.:Tbe geotecMe engineer shall be notified of these conditions to evaluate the applicability of his rev* hiendations.0.: .. •... The above foundation recommendations being achieved and verified; it is our opinion' that tie prog6e& Structgre te, designed for a shallow foundation system with a permissible soil bearing pressure not to exceed 2500,P.S.F. Buiidingo pad certification requires satisfactory completion and verification of all the above foundation recomm4dsti4s. Slabs placed upon compacted fill may be designed using a modulus of subgrade reaction value of 200 pci. The following soil parameters shall be used for retaining wall designs: • Soil unit weight moist--------------------------------------------------------------------------- 110 pcf • Soil unit weight buoyant------------------------------------------------------------------------ 48 pcf • Angle of internal friction ----------------------------------------------------------------------- 300 • Active Earth pressure coefficient(Ka)------------------------------------------------------ 0.33 • Passive Earth pressure coefficient(Kp)----------------------------------------------------- 3.0 • Angle of wall friction for steel piles --------------------------------------------------------- 300 • Angle of wall friction for concrete / brick walls------------------------------------------- 200 • Angle of wall friction for uncoated steel---------------------------------------------------- 150 Excavations shall not extend within one (1) foot of the angle of repose next to existing footings or structures unless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act requirements. Shorings shall be designed and inspected by a Florida licensed professional engineer. Provisions shall be made by the architect, engineer of record and contractor to address differential settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to address differential settlement. Thursday, June 14, 2018 9632 NE 5th Avenue Road Miami Shores, FL 33138 Page 4 ENGINEERING Detailed settlement analysis was beyond the scope of this report. Comparing the field test data obtained in this exploration with our experience with structures similar to those proposed for this project, the estimated magnitude of these settlements is 0.5 to 1 inch. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. All outside ground surfaces must be sloped away from the structure to avoid water accumulation and ponding. All rain waters shall be discharged away from all building foundations. Verify all water, sewer, plumbing, sprii0trUd drainage . . .... ...... lines are properly functioning with no leaks in the vicinity of the foundation. • .. . .. . •••••• •• • •••••• Regardless of the thoroughness of a geotechnical exploration, there is always the possibilif} that conditions 4W.be: different from those of the test locations; therefore, Federal Engineering & Testing, Inc. do'ja'ot guar es temany s tl qil• condition between the bore test holes. A site plan showing the location of the proposed stRwtare was, provided at the' time the soil borings were performed. Once plans and specifications have been finalized and dvhvn, Federal EngineMn:• & Testing, Inc. shall be provided a copy of the finalized plans and specifications for -9rev*#ew. For a more accurate portrayal of subsurface conditions, the site contractor should perform test pits. If different cotiditionC ttte tbcour4ered„ Federal Engineering & Testing Inc., shall be notified to review the findings and make any recori mendatiorrs as ne (fe(f: In accepting this report the client understands that all data from the soil borings is intended for foundation analysis only and is not to be used for excavating, backfrlling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. For Environmental due diligence, a Phase I and/or Phase 11 Environmental Site Assessment is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Federal Engineering & Testing, Inc. appreciates the opportunity to be of service to you at this phase of your project. Please feel free to contact us if we may be of further service to you. Sincerely; Kp,iih &Blan-c, R.E.. Federal Engineering & Testing, Inc. Floriaa•Reg. No. 59394 Certit'rc*' of Authorization # 5471 Thursday, June 14, 2018 9632 NE 5th Avenue Road Miami Shores, FL 33138 Page 5 Appendices ENGINEERING Phone 954-784-2941 ederal 800-848-1919 S TESTING INC. Fax 954-784-7875 250 SW 13th Ave Pompano Beach, FL 33069 fed-eng.Com SPT Test Boring Report Client: David Halabu Project: Proposed Residence Address: 9632 NE 5th Avenue Road Miami Shores, FL 33138 Date of Test: June 13, 2018 Hole No.: B-1 Location: See Attached Drawing Depth (FT) Soil Descriptions Hajnmeg Blows• 1 0" - 8" Topsoil & Vegetation 3. • .. • 4 • , • • 7 2 5.0..• 3 . 3 3 • 5 ••9 4 4..... 5 6 8" - 10' Light Brown Sand . . 9 .18 1:1 7 9 8 •••• • 15 9 6 7 16 10 9 8 11 A A A 12 A A 13 A A 10'- 18' Pale Brown Sand with Limerock A 14 A A 15 17 18 36 16 18 19 17 A A A 18 A A 19 A A A 20 A A 21 13 14 18'- 25' Light Brown Sand 28 22 14 15 23 A A A 24 A A 25 A A 26 27 28 29 30 Water Level: 610" Below Land Surface A = Auger Phone 954-7$4-2941 ederal 800-848-1919 8 TESTING INC. Fax 954-784-7875 250 SW 13th Ave Pompano Beach, FL 33069 fed-eng.Com Test Boring Report Client: David Halabu Project: Proposed Residence Address: 9632 NE 5th Avenue Road Miami Shores, FL 33138 Date of Test: June 13, 2018 Hole No.: B-2 Location: See Attached Drawing Depth (FT) Soil Descriptions Hammer Blows . • 1 0" - 8" Topsoil & Vegetation A..... 4 2 8" - 1'6" Light Brown Sand -3--:-- 2 • 3 e3 . 4 .... 1'6" - 5' Very Pale Brown Sand • • • • 8 4 A...•. 3 . . 7 5' - 7' Brown Sand V •:.: .15 6 9 7 10 11 •..• • 19 8 8• • 7 • 9 12 14 • 28 10 T - 15' Pale Brown Sand Limerock .14 11 11 13 15 29 12 14 15 13 15 13 25 14 12 11 15 14 16 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Water Level: 516" Below Land Surface A = Auger 6 vt i - ��,,,, qL AP . Fo", It A r �� :ram►\'"'ar ' y R � � 3 M ti f rn .Sit@ �JC t�' •.. w. } R7 +, '� j Y .Z %A _1' H � Y ' ..., h 1• l �Y a5 Ise I pp . Y. it � �. � �9 - � i� i "� � �a � �f'� + • 4 'f' S � .,-y } ,�,a',! � � e � � 40 of ve 41, ,t #'fix -`3 asp t W, !," w b. PAO is qb OL I . sip i 1,41 . �', Soil Boring Location Map Federal Engineering & Testing Inc. 250 SW 13th AVE Pom Client: David Halabu Project Test: Subsoil Investigation Project Address (site map is not to scale) ENGINEERING'.. Beach, FL 33069 (954) 784-2941 Proposed Residence 9632 NE 5th Avenue Road Miami Shores, FL 33138 Soil Classifications Correlation of Penetration Resistance with Relative Density and Consistency Sands Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows Relative Density 0 - 10 0-4 Very Loose 11 - 25 5 - 10 • • Loosesee- 26 - 45 11 - 20 '.. F411 .. • 45 - 75 21 - 30 • k4oryFirm • • • 76 -120 1 31 - 50 "'DFhse ' > 120 1 > 50 Dense• • • • • • ...... ... . Silts & Clay • • • • • • Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows :'' .' : ' Relative Density • • ... • • Ip LI 0-6 0-2 .We3 Soft •. . 7-15 3-5 Soft •• • 16-30 6-10 Firm 31 - 45 11 - 15 Stiff 46 - 90 16 - 30 Very Stiff 91 - 150 31 - 50 Hard Rock Hardness Description Soft Rock core crumbles when handled Medium Can break core with your hands Moderately Hard Thin edges of rock core can be broken with fingers Hard Thin edges of rock core cannot be broken with fingers Very Hard Rock core rings when struck with a hammer Sand Quantity Modifiers Very Slight Trace 0 - 2 % Slight Trace 2 - 5 % Trace 5 - 10 % Little Trace 10 - 15 % Some 15 - 30 % With > 30 % Silt - Clay Quantity Modifiers Slightly Silty /Clayey 0 - 5 % Silty / Clayey 5 - 30 % Very Silty / Clayey 30 - 50 % Particle Size Boulder > 12 in Cobble 3 - 12 in Gravel 4.76 min - 3 in Sand 0.074 mm - 4.76 mm Silt 0.005 mm - 0.074 min Clay < 0.005 min ENatNEERIN(i Drilling & Sampling Procedures The soil borings were installed in accordance with Standard Penetration Tests procedures as set forth in ASTM D-1586. Representative samples were collected utilizing spilt -barrel techniques in accordance with the procedures set forth in "Penetration Tests and Spilt -Barrel Sampling of Soil in ASTM D-1586. The following field tests, measurements and laboratory analysis were performed/collected during the installation of each soil boring. Penetration Tests • • During the sampling procedures, Standard Penetration Tests were performed at five (51'fool* intervals *to obtat%.tlhe: standard penetration value (N) of the subsurface soil. The standard penetration value (N) ZS �lg�itified a3 the num rrrr pf blows of a 140-pound hammer falling thirty (30) inches, required to advance the spilt -barrel crmller ono-F1) foot info Ike' subsurface soil. The sampler was lower into the bottom of the previously cleaned drill hold tntl'advanced byblows' t T4 the hammer. The number of blows was recorded for each of the three (3) successive%incerernents of six (6) inches . • . . ...... penetration. The "N" value is obtained by adding the second and third incremental numbers. :""' • Water Level Measurements Water Level depths were obtained during the test boring operations. In relatively pervious soils, such as sandy soils, the indicated depths are usually reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land -use and recent rainfall conditions may influence the depths to groundwater levels. Soil Properties / Classification All samples collected were classified in accordance with the Unified Soil Classification System criteria to determined soil material properties and compared with published literature of the USDA Soil Conservation Survey. Ground Surface Elevations Ground surface elevations have not been provided .for the proposed boring locations. Therefore, all references to depth of the various strata and materials encountered were from existing grade at the time of the drilling operations. ENGINEERING Limitations of Liability Warranty We warrant that the services performed by Federal Engineering and Testing, Inc. (F.E.T.) are conducted in a manner consistent with the level of skill and care ordinarily exercised by members of the profession currently practicing under similar conditions. No other warranties, expressed or implied, are made. While the services of F.E.T. are an integral and valuable part of the design and construction process, we do not warrant, guarantee, or insure the quality or completeness of services or satisfactory performance provided by other members of the construction process and/or the construction plans and specifications which we have not prepared, nor the ultimate performance of building site materials. As mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Reports are not intended for 3rd party use. Subsurface Exploration Subsurface exploration is normally accomplished by test borings. The soil boring log includes sampling information, description of the materials recovered, approximate depths of boundaries between soil and rock strata and groundwater data. The log represents conditions specifically at the location and time the boring was made. The boundaries between different soil strata are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling. The transitions between soil stratum are often gradual. Water level readings are made at the time the boring was performed and can change with time, precipitation, canal levels, local well drawdown, and other factors. Regardless of the thoroughness of a Geotechnical exploration there is always a possibility that conditions may be different from those of the test locations; therefore F.E.T. does not guarantee any subsoil condition surrounding the bore test holes. For a more accurate portrayal of subsurface conditions, the site contractor should perform tests pits. If different conditions are encountered, F.E.T. shall be notified to review the findings and make any recommendations as needed. Laboratory and Field Tests Tests are performed in accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed. Each test report indicates the measurements and determinations actually made. Ownership of Tests /Reports All test results and/or reports prepared by F.E.T. pursuant to this agreement and/or Addendum(s) thereto, shall remain the property of F.E.T. until all monies due and owing to F.E.T. under this Agreement and/or Addendum(s) thereto, are paid in full. Analysis and Recommendations The Geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient for these purposes, it is not intended to determine the cost of construction or to stand alone as construction specifications. Analysis and Recommendations cont. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with tlteeporsite conditions. Soil boring(s) on unmarked vacant:propertyy or exisiing structuieJ?r:e be demolished is considered preliminary wit% furtherVosing(s) to be performed after proposed building pad is stateenout.*Report recommendations aieVased primarily on data from test borings made at the locations show; "etblitest boring reports. Soil variations ana� �e�+ist betvra mAkirings and may not become evident until construction.'I?variations are then noted, Y.C."4nust be contacted so that field conditionsican be exaliunerl aid recommenuations revised if necessary. The Geotechnical report states our understanding as to the location, dimensions, and stltict N features proposed of the sitev Any significant changes in the nature, designz or Iocatkmeofthe site improvements must be communicated to • F.F.T. sd • that the Geotechnil# •ama sis, conclusions, and recommendations can be approptiate "justed. Construction Observations Construction observation and testing is an important element of Geotechnical services. The Geotechnical Engineer's Field Representative (Field Rep.) is the "owner's representative" observing the work of the contractor, performing tests, and reporting data from such tests and observations. The Geotechnical Engineer's Field Representative does not direct the contractor's construction means, methods, operations, or personnel. The Field Rep. does not interfere with the relationship between the owner and the contractor, and except as an observer, does not become a substitute owner on site. The Field Rep. is only collecting data for our Engineer to review. The Field Rep. is responsible for his/her safety only, but has no responsibility for the safety of other personnel and/or the general public at the site. If the Field Rep. does not feel that the site is offering a safe environment for him/her, the Field Rep. will stop his/her observation/ testing until he/she deems the site is safe. The Field Rep. is an important member of a team whose responsibility is to observe the test and work being done and report to the client whether that work is being carried out in general conformance with the plans and specifications. Limitations of Report Federal Engineering & Testing, Inc. shall have no liability, in contract, tort'or otherwise, for any inaccuracy, defect, or omission in interpreting this report and shall not in any event have any liability for lost profits or any other indirect, special, incidental, consequential, exemplary or punitive damages. In the event of future conflict between owners and contractors the following applies: F.E.T.(s) legal and/or company representation and preparation for representation fees will be billed on an hourly rate, i.e. deposition, expert witness, etc. F.E.T. has no obligation to amend its conclusions or recommendations after the date of this report. Any alterations or changes in the location of the project should be brought to our attention at the earliest convenience for review and applicability of this report. Phone 954-784-2941 ederal800-848-1919 & TESTING INC. Fax 954-784-7875 250 SW 13th Ave Pompano Beach, FL 33N9 fed-eng-Com Soil / Aggregate Tests Soil Borings Density Compaction Tests Grain Size Analysis Moisture Contents Soil Classifications Limerock Bearing Ratios Florida Bearing Values Specific Gravity Carbonate Analysis Hydraulic Conductivity Organic Contents L.A. Abrasion FDOT Inspections QC Management Earthwork Inspections QC Concrete Inspections QC Asphalt Inspections Partial List of Services Geotechnical Engineering Services Field Inspection Services Fill & Quality Control Inspections Demucking Inspections Building Inspections Pile Driving Inspections Pile Load Tests Steel Inspection Threshold Inspection Bolt Inspection Weld Inspection Vibration Monitoring Geotechnical Engineering Foundation Engineering Foundation Design & Recommendation Subsoil Investigation Pile Load Calculations Piling Installation Monitoring Asphalt Services Backscatter Density Tests Extractions & Gradations Marshall Limits o••• Bulk:Spg6Dc Gravity— •••••• Coreetbr Fhickngs3p%terminatic% Asphalt rrement'Monitoring— • • • AsphaltASSessment• ;9000; •••• . . • • • • •••••9 Conctefe Tests • • • : • • • Conelt:e4*rengtSrTgsrg • • • • • SlumpTb%ts S• ••Soso WinjMr*,PCobe Testing •0 Schehidt H1Imme=TV;ppg •••••• CorE:Te§Mgg o • Air CCrttent • • ° • • • • • Concrete Unit Weight• Flexual Strength Testing Environmental Engineering Services Phase I Site Assessments Phase II Site Assessments Lead Base Paint Surveys Site Inspections Phase I Follow up on Contaminated Sites Report and Analysis Research of Property Records Installation of Monitoring Wells Air Monitoring Soil Borings Soil and Ground Water Analysis Roof Testing & Inspection Services TAS 105 Field Fastener Withdrawal Test TAS 106 Tile Uplift Test TAS 124 Bell Chamber / Bonded Pull Test TAS 126 Moisture Survey Windload Calculation Drainage Calculations Lightweight Concrete placement Inspection Roof Assessment / Evaluation Cap Sheet Inspection Fastener Spacing Inspection Tile/ Shingle/ Standing Seam Inspection Base Sheet Installation Inspection Insurance Mitigation Retrofit Mitigation/ Certification Roof Drainage Calculations SO CD MIMI®is Construction Material American Concrete Miami Dade Engineering Council Institute County 0 Florida Department of Transportation SINCE 119 H H M Florida, California, New York, Maine, New Jersey, Louisiana, Pennsylvania, Virginia, Brazil 825 S.E. 811 Avenue DATE: 7/ 30/2018 Suite 101 .... . . .... ...... Deerfield Beach, FL, 33441 00 0 90 0 111,' ...... .. . .•.... 954.427.1069 ...:.. Halabu Residence Address: 9632 NE 5" Avenue Rd, Miami • • • • • • • • - 00000* Shores, FL 33138 owes • • ... Permit# 18-1522 *00900 ..• • • • • *0:000 633 N Franklin Street " " •• •••••• ...... • 00 Tampa, FL 33602 • • • • • To: Miami Shores Village • • • • • Building Department ..' : • 0 0 •••••• 813.318.9100 10050 NE 2"d Ave, Miami Shores, FL • • • Dear Building Reviewer, - Please see attached revised drawings- Revision #1 with answers for comments: Buildin¢ Review Comments 1031 LaSalle Street 1- See Revised Sheet A2.2 and A2.3 for finish floor elevations and changes of elevations as requested 2- See Revised Sheet A2.2 with id for existing outside room as requested Jacksonville, FL 32207 3- sheet a2.2, see elevations 4- See Revised Sheets A2.2 and A2.3 with direction of travel for stairs and steps as requested 5- See note at Sheet A2.3 for handrail as requested by code 954.387.2091 6- See Revised Elevations at Sheets A3.0 and A3.1 for bottom sill elevation for the new windows as requested - 7- see sheet A2.4 for note, u factors and shgc are on the energy calculations 8- See Revised Sheets A2.3, A3.0 and A3.1 with clarification of 2nd floor balcony (to be removed) 9- No More 2' Floor Balcony- Existing Balcony to be removed 240 Burt Street, #407 10- See Revised Drawings for new construction in CBS instead of wood 1 l- Geotechnical Investigation and recommendation by others Santa Rosa, CA 95407 12-All changes are clouded, marked and delta- All Revision #1 Structural Comments 415.391.1080 1. See attached structural calculations, removed all i-beams 2. Removed detail "J" and changed detail "D" to another detail (removed all i-beams) - 3. Changed all wall sections to sheet A5.0, now using all CBS block. Electrical Comments 1. See sheet E 1.0, for revised elec riser www.Architectl.com 2. See sheet E2.0, for revised kitchen recepts and is rated note for luminaries 3. See sheet E2.1, for revised laund room and is rated note for luminaries NCARB 44090 If you have any additional comments or questions, please feel free to contact me at 954.427.1069. AR0014855 Respectfully, AA2600248 O7R,,AwmcT Toll Free 1.877.427.1069 Miami Shores Village Building Department 10050 NE 2nd Ave. Miami Shores, Fl- 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by to perform special inspector services under the Florida Building Code 6th Edition (2017) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered architect/professional engineer licensed in theStateState of Florida. Process Number: [L l J _ Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 6th Edition (2017) _ Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for _ Trusses > 35 ft long or 6 ft. high _ Steel Framing and Connections welded or bolted Soil Compaction . • • • • . _ Precast AttachmentsDODO too _ Roofing Applications, Lt. Weight. Insul.Conc. '. • . • • ` _ �nlu_ ...... .. Other • .�.... Note: Only the marked boxes apply. • • • • :. • • • The following individuaI(s) employed by this firm or me is authorized representative to pe,Zln` : • ` • • • ... • inspection* • • • • • • • • • . DODO*** 1. �t� K�e1aIw..P.�. 2. . . 3. 4. .•.••• • DO 'Special inspectors utilizing authorized representatives shall insure the authorized representative isqualifted by • • • education or licensure to perform the duties assign by Special Inspector. The qualifications shall irieiude licensure ac 4a . :' • • •: professional engineer or architect: graduation from an engineering education program in civil or structural engineering;' •' graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. 40,59 10(11 or XX L EV% ...►s� Engineer/Architect Name 11Q V^4&5 tk[&L V ; p . Print Address O $ 5. F, . K Tp►r✓tit�-t— V& A„ -,* k fma.d-, l: L 3IM+ EEbG Environmental Services, LLC January 10, 2018 EE&G Project No. 2018-2017 Mr. David Halabu 1413 20th Street, Apt. 409 Miami Beach, Florida 33139 5751 Miami Lakes Drive Miami Lakes, Florida 33014-2417 Tel (305) 374-8300 Fax (305) 374-9004 www.eeandg.com Ra59-,5�� z�v ie -IS'LZ Subject: Asbestos Pre -Renovation Survey 0000 Single Family House Interior Renovation Project . . '....' 9632 NE 5th Avenue Road ' • • : • • • Miami Shores, Florida 33139 Dear Mr. Halabu: ."". :...:. EE&G Environmental Services, LLC (EE&G) was retained by David Halaby.(C.IIjent) to conopct an asbestos survey of the sin le family house located at 9632 NE 5th Avpry.Aroad in Poiami Shores, Florida. The survey w s performed on January 9, 2018, by Mr. Hiiam'Aj uiar of EE&G certified under the Asbestos azard Emergency Response Act, (AHERA).-The •p�urpose oft is asbestos survey was to i ntify the presence, extent, and condition of ast*estos-cgntginjpg materials (ACM) that m y be impacted as a result of planned renovations for compliarfM With the Environmental Protection Agency (EPA) National Emissions Standards for Hazardous Air Pollutants (NESHAP), Miami -Dade County and applicable State and Federal Guidelines. INSPECTION METHODS The interior building materials were inspected for suspect ACM, unless otherwise noted. Each observed suspect material was described and sampled. Samples were collected according to procedures established by EPA in 40 CFR 763. Samples were sent to EMSL Analytical, Inc. in North Miami Beach, Florida for analysis. Upon arrival at the laboratory, the samples were logged -in and stored for analysis. Analyses were performed using the polarized light microscopy (PLM) method of asbestos detection using guidelines and procedures established in the Method for the Determination of Asbestos in Bulk Building Materials (EPA-600/R-93-116 July, 1993). Results were provided as percent (%) asbestos by volume. Samples found to contain greater than 1% asbestos were considered positive and listed as ACM. LIMITATIONS OF SURVEY This asbestos inspection report has been prepared by EE&G in a manner consistent with industry standards exercised by members of the profession practicing under similar conditions. No other warranty, expressed or implied is made. The intent of this survey report is to assist the owner or client in locating ACM. Under no circumstances is this survey to be utilized as a proposal or a project specification document without the expressed written consent of EE&G. The survey was conducted to identify suspect ACM in accessible interior areas of the subject areas. If other areas at this location are to be impacted during planned or future renovations, a separate asbestos survey of these areas will be required. Some ACM may not have been discovered due to inaccessibility or missing/incomplete plans. Suspect materials discovered subsequent to the issue of this survey report should be sampled and analyzed to determine asbestos content and to initiate appropriate responses. Miami Melbourne Orlando Tampa Mr. David Halabu January 10, 2018 Page 2 Analyses were carried out by PLM. While the most commonly accepted analytical method for detecting asbestos in bulk materials, PLM is known to have limited resolution and may not detect extremely small asbestos fibers. Certain materials, notably vinyl floor tiles, may contain extremely fine asbestos fibers that are beyond the resolution of PLM. EE&G's interpretations and recommendations are based upon the results of sample collection and analyses in compliance with environmental regulations, quality control and assurance standards, and the scope of work as indicated in EE&G's proposal. The results, conclusions, and recommendations contained in this report pertain to conditions observed at the timQAf.the survey. Other conditions elsewhere in the subject building(s) may differ. from thoskia.the ...... inspected/surveyed locations and, such conditions are unknown, may change over time, and have not been considered. ...... .. . ...... This report was prepared solely for the use of EE&G's client, and is not interad2d'for us$byit�ird party beneficiaries. The client shall indemnify and hold EE&G harmless again'sIliability for loss '•:••. arising out of or relating to reliance by a third party on work performed:lAi**under,*;%a ,,,,;• contents of this report. EE&G will not be held responsible for the interpretat4lgpf•use by others •• of data developed pursuant to the compilation of this report, or for use of set reoa:ed portions of ....:. this report. : • • • • SURVEY AREA DESCRIPTION AND OBSERVATIONS •• • Single Family House - 9632 NE 5tn Avenue Road, Miami Shores, FL 33139 The interior walls were observed to be finished with plaster board and painted wood. The ceilings were finished with plaster board and painted wood. The floors were finished with ceramic tile and hardwood. No suspect flooring was observed. The heating, ventilation and air conditioning (HVAC) ductwork was observed to be uninsulated sheet metal and insulated flex duct. Plumbing components observed were PVC and metal. The interior living area is approximately 3,656 square feet and was built in 1937 according to county records. At the time of the survey, no renovation plans were available for review by EE&G. As such, EE&G assumed that the renovation would impact most of the interior areas and designed the asbestos survey to include and be limited to sampling of the interior walls, flooring, ceilings, HVAC ductwork, and plumbing components. RESULTS The results of the PLM analyses and assessment of suspect ACM are as follows: Asbestos -containing materials (ACM) Asbestos was found in amounts greater than 1 percent in the black HVAC duct mastic insulation and therefore is considered ACM. There was approximately 100 square feet of ACM black HVAC duct mastic in the dining room and east bedroom. Nonasbestos-containing materials Asbestos was not detected in the following materials: White wall plaster system (plaster board with drywall). White/grey ceiling stucco. 9632 NE 5 AVE ROAD ASB SURVEY REPORT.DOCX Mr. David Halabu January 10, 2018 Page 3 The original laboratory report is attached. CONCLUSIONS The black HVAC duct mastic was found to be ACM. If other specific areas at this location are to be impacted during planned renovations, an asbestos survey of these areas will be required. Suspect materials discovered after this inspection should be sampled and analyzed to determine asbestos content and to initiate appropriate responses. RECOMMENDATIONS FOR CATEGORY I NONFRIABLE ACM '....' ...... The black HVAC duct mastic material must be removed prior to renovationgrWities•414141ill •••• • crush, abrade, or pulverize its matrix. Removal and disposal of this material'Mfiltobe performed ;�•�•; by a Florida -licensed Asbestos Contractor. If this material is not to be 4VACted ddriag:the ' renovation, then no other special handling is required. ' �' • •' • •' ...... ... . ..... .. .. .. The Miami -Dade County Department of Regulatory and Economic Resourcp,% QRER) regpires ...... •' notification of intent to abate/renovate an area that contains ACM. A courtety Notification roust ....:. be sent at least 2 working days prior to the start of any abatement activities. The general • contractor should also keep a copy of this survey at the site during the entire•project as�prgof•of ��••�� compliance with 40 CFR 61 (NESHAP). •• ' EE&G appreciates the opportunity to provide you and your organization with environmental consulting services. If you have any questions or require further clarifications, please do not hesitate to contact us at (305) 374-8300. Sincerely, Certified AHERA Building Inspector Senior Project Professional, EE&G Attachments Reviewed by Jay W. Sall, CIH IH Practice Director, EE&G Asbestos Consultant #AX0000011 9632 NE 5 AVE ROAD ASB SURVEY REPORT.DOCX Mr. David Halabu January 10, 2018 Attachments PLM LABORATORY RESULTS ...... .. . ...... •••• • ••••• •••••• ••• • ••••• • 11 • • •• •• •• •••••• • 9632 NE 5 AVE ROAD ASB SURVEY REPORT.DOCX EMSL Analytical, Inc. 19501 NE 10th Ave. Bay AN. Miami Beach, FL 33179 Tel/Fax: (305) 650-0577 / (305) 650-0578 http://www.EMSL.com / miamilab@emsl.com Attention: Hiram Aguiar EE&G 5751 Miami Lakes Drive East Miami Lakes, FL 33014 Project: 9632 NE 5 Ave Road EMSL Order: 171800141 Customer ID: EEG50 Customer PO: Project ID: Phone: (305)710-6124 Fax: (305)374-8301 Received Date: 01/10/2018 9:50 AM Analysis Date: 01/10/2018 Collected Date: 01/09/2018 Test Report: Asbestos Analysis of Bulk Materials via EPA 600IR-931116 Method using Polarized Light Microscopy .•.. } Non -Asbestos • • • • • Mbestos • • • • • Description Appearance % Fibrous %, Non -Fibrous • • • • • • •11 Type • • 1 Wall Plaster System Gray/White <1 % Cellulose 100% Non -fibrous (Otherj i None Detected Non -Fibrous • • • • • • • • • 171800141-0001 Heterogeneous • • • • • • • • 2 Wall Plaster System Gray/White <1 % Cellulose 100% Non -fibrous (Othti") • • • None Detected* • • • • Non -Fibrous •••••• ••• • ••••• 171800141-0002 Heterogeneous • • • • • • • • : • • • • • • 3 Wall Plaster System Gray/White <1 % Cellulose 100% Non -fibrous (0!*0 • • • Nate Detected • Non -Fibrous • • • • • • •• • •••• 171800141-0003 Heterogeneous ! • • • • • 4 Ceiling Stucco Gray <1 % Cellulose 100% Non -fibrous (Ot r� • 4Vn%Detected: • • • • Non -Fibrous • • • 171800141-0004 Homogeneous 5 HVAC Duct Mastic Red/Black 10% Glass 80% Non -fibrous (Other) 10% Chrysotile Fibrous 171800141-0005 Heterogeneous Analyst(s) Joe McOscar (1) Ronald Alvarez (4) Kimberly Wallace, Laboratory Manager or Other Approved Signatory EMSL maintains liability limited to cost of analysis. This report relates only to the samples reported and may not be reproduced, except in full, without written approval by EMSL. EMSL bears no responsibility for sample collection activities or analytical method limitations. Interpretation and use of test results are the responsibility of the client. This report must not be used by the client to claim product certification, approval, or endorsement by NVLAP, NIST or any agency of the federal government. Non -friable organically bound materials present a problem matrix and therefore EMSL recommends gravimetric reduction prior to analysis. Samples received in good condition unless otherwise noted. Estimated accuracy, precision and uncertainty data available upon request. Unless requested by the client, building materials manufactured with multiple layers (i.e. linoleum, wallboard, etc.) are reported as a single sample. Reporting limit is 1% Samples analyzed by EMSL Analytical, Inc. N. Miami Beach, FL NVLAP Lab Code 200204-0 Initial report from: 01/10/2018 14:21:48 J ASB_PLM_0008_0001 - 1.78 Printed: 1/10/2018 2:21 PM Page 1 of 1 OrderID: 171800141 / 71 �uwY/ BULK TRANSMITTAL FORM CHAIN OF CUSTODY CLIENT:1-1G V/w ��6v PROJECT:96 3 Z 'V4 .3"/�✓c. �� CLIENT CONTACT: PROJECT NUMBER: DATE COLLECTED: S r PHASEITASK: Survey DATE SENT: DATE VERBAL NEEDED: 24 Hours ."". . . .... . .... STOP AT FIRST POSITIVE: Y (circle one) DATE WRITTEN NEEDED•. • • • • • ...... .. . ...... SAMPLE PREFIX SAMPLE NUMBER COLOR SAMPLE DESCRIPTION ��F&PLELgcAjiON ,,;,,• / 10 s//%��riS 2. 3. 4. 6. 7. 9. 10. 1 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. CHAIN OF CUSTODY: DATEITIME PRINT NAMEISIGNATURE C= Collection T= Transportation A= Analysis PURPOSE (235A C T A C T A Pane 1 Of 1 Mr. David Halabu January 10, 2018 Attachments INSPECTION PHOTOGRAPHS 9632 NE 5 AVE ROAD ASB SURVEY REPORT.DOCX Mr. David Halabu January 10, 2018 Attachments Photo 1: Subject property. .... ...... 0000% • 0 0 0 • • •• • • • • • • • Photo 2: Typical interior view of subject property scheduled for interior renovations. 9632 NE 5 AVE ROAD ASB SURVEY REPORT.DOCX Mr. David Halabu January 10, 2018 Attachments . . Photo 3: Typical interior view of subject property scheduled for interior renovations. Photo 4: Typical interior view of subject property scheduled for renovations. 9632 NE 5 AVE ROAD ASB SURVEY REPORT.DOCX Mr. David Halabu January 10, 2018 Attachments . 0 0 0 0 . 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I7TUN Jluw :(S)IoulpjjL L S{,# JapinoJd :)VVGN '(WOO 0.9) In pue 6LZ9000-NO/020 t000-6b"19 do sTuawannbaJ aaels slaaw ao `JNINVY4 NPJ IHJ UNV L I -.add-L OZ L I -� �-L TTOT 1 SuOug us pajaidwoo Allnissaoons seLl Z, 10C£ IA `q-L',9luM 'MN ZtOI I ££66-996-008- l 0— x x— x x x Ir' oo-6uiuieJjiin6e9s-nnnnnn III (I��I4II�I) II�II IIIII �� (Iti I�I�I eagi:Wa0 r xa pauat4iny of q :A9 passaaOJd ` jL't�/,� , i .lG of SI S Lu 80ZL-bZ5 (t,96) I I £££ upiold 'aleplapnr, I Tlo3 `onuand H.I.S 'M N 006 Mlg/.L21HD868b OL£ It STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION ASBESTOS LICENSING UNIT (850) 487-1395 �..t 2601 BLAIR STONE ROAD TALLAHASSEE FL 32399-0783 SALL, JAY WALTER EE & G ENVIRONMENTAL SERVICES LLC 5751 MIAMI LAKES DRIVE MIAMI LAKES FL 33014 Congratulations! With this license you become one of the nearly r one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you betFor information about our services, please to onto vvww.myflter.oridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and learn more about the Department's initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, and congratulations on your new license! RICK SCOTT, GOVERNOR ...... ... . STATE OF FLORID%.••; •.. s DEPARTMENT OF BUSINESS ANV.• PROFESSIONAL• REGULATION AX0000011 r 1 ISSUED:'%10/25/2016 ASBESTOS CONSUL-TANT�.J- F � SALL, JAY WAL>T.ER'=`" EE & G ENVIRONIVIENTA�L SERVICES LLC yJyy IS LICENSED under the provisions of Ch.469 FS. Expiration date : NOV 30, 2016 L1610250005421 DETACH HERE KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION ASBESTOS LICENSING UNIT AX0000011;- the ASBESTOS CONSULTANT ` Named below IS LICENSED w x Under the provisions of Chapter 469 FS. Expiration date: NOV 30, 2018 't f-i• <t SALL, JAY WALTER EE & G ENVIRONMI 2922 FLAMINGO DF MIAMI BEACH:,,, 10/25/2016 DISPLAY AS REQUIRED BY LAW ISSUED ZESLC SEQ # L1610250005421 Mr. David Halabu January 10, 2018 Attachments CERTIFICATES 9632 NE 5 AVE ROAD ASB SURVEY REPORT.DOCX Environmental-Miltigatibn Services, Inc 3151 W. Atlantic Blvd. Pompano Beach, FL 33069 954-971-3959-Ofc. — 954-984-0576-Fax State of Florida License # - CJC1154168 — ZA0000072 January 18, 2018 Mr. David Halabu 1413 20th Street, Apt. 409 Miami Beach, Florida 33139 PROJECT NAME: ABATEMENT LOCATION ADDRESS: EMSI-2018-011718-01 • •. : • • *Good* ...... ... . Single Family House HVAC DiXt MAtic Rt4V9141 Floor 1 HVAC Ductwork Areas: • • • • 9632 NE 5th Avenue Road, Miami ShOr�,s0,,FL 33139 Environmental Mitigation Services, Inc. (EMSI) completed removal of- 100 square feet of Nonfriable black HVAC duct mastic on the first floor of the single family residence located at 9632 NE 5th Avenue Road, Miami Shores, Florida. On: 17th day of January 2018 It was a pleasure working with you on this project. If you have any questions, or if we can be of further assistance, pleas do not hesitate to contact me. Respectfully, Environmental Mitigation Services, Inc. Deir oy Daddy Delroy Dadd President J A & F APPRAISAL SERVICES Residential Appraisal (eport File No. 9632ne5th The purpose of this appraisal report is to provide the client with a credible opinion of the defined value of the su3 Client NamelIntended User DAVID HALABU E-mall david ct prooerty, given the intended use of the appraisal. 10IIc.COM Client Address city State Zip • Additional Intended Users NONE NOTED T— • Intended Use COST APPROACH TO VALUE Pro ert Address 9632 NE 5TH AVENUE RD city MIAMI HORES State FL zip 33138 Owner of Public Record DAVID HALABU County MIAMI-DADE Legal Description AMD PL OF MIAMI SHORES SEC 4PB 15-14LOT 21 BILK 86 T— " Assessor's Parcel 1 11-3206-017-0140 Tax Year 20' 7 R.E. Taxes $ 5658 Neighborhood Name MIAMI SHORES Ma Referena!53=42-06 Census Tract 11.04 Pro en Ri his A raised Fee Sim le Leasehold Other describe M research X did LJ did not reveal any prior sales or transfers of the subject property for the three year. rlor to the effective dale of this appraisal. Prior Sale/transfer: Date 12/29/2017 Price $715 000 Sources RE LISWIMAPP Analysis of prior sale or transfer history of the subject property (and comparable sales, if applicable) NONE T— • • so Offerings, options and contracts as of the effective date of the appraisal '— • rbPro ert Values Increasin X Stable Decllnin PRICE AGE Built-U X Ove =StableSlow Demand/Su I Shorta X In Bal: a Over Su i $ 000 s 2-4 Unit 5% Growth Ra Marketin Time Under 3 mths 3-6 ml tLJ Over 6 mths 200 Low 2 Mull Fame Neighborhood Boundaries THE NEIGHBORHOOD IS LOCATED SOUTH OF 103RD TRI=ET 1,500 Hi h 95 C•omrPetal 15 % • NORTH OF 91ST STREET WEST OF BISCAYNE BLVD AND EAST OF N E AMI AVE. 650 Pred. 65 mi*reW0NT 5'/ • Neighborhood Description ALL TYPICAL RESIDENTIAL AMENITIES ARE LOCATE=' WITHIN CLOSE PROXIMITY INCCUDI G DCH00615, " PLACES OF WORSHIP SHOPPING FACILITIES AND PUBLIC TRANSPORT TIGN. • • • •• Market Conditions (Including support for the above conclusions) TYPICAL FINANCING IN THE SUB� CT';i MARKET AREA INCLUDES CONVENTIONAL LOANS! • FHA, VA, AND SOME SELLER FINANCING. PROPERTY VALUES ARE STABLE IN TI E SUBJECTS MARKET. DEMAND AND SUPPLY IS IN BALANCE AND MARKETING TIME IS AVERAGING UNDER 3 MONTHS. T Dimensions UNKN - NO SURVEY PROVIDED Area 12636 S .Ft. 2pe IRREGULAR View RESIDENTIAL Specific ZoninClassification R23 Zoning Description SINGLE-FAMIL'r PESIDENTIAL Zoning Compliance FX1 Legal FILegal Nonconforming Grandfathered Use No Zoning I al describe 1 Is the highest and best use of the subject property as improved (or as proposed per plans and specifications) th gpresert use? Yes ONO If No, describe. T— lJtilities Public Other describe Public Other des;be) Off-siteimprovements—Type Public Private Electricit X Water XW Street ASPHALT X 11 Gzs IXJ Li Sanitary Sewer T— Alley NONE Li Li W Li Site Zommems SITE IS TYPICAL FOR THE AREA. T � I It�f(.l3fQ :r C�a, 3 nuts UNs I X I One LJ One w/Acc.unit LJ X I Concrete Slab LJ Crawls ace Foundati Its CONCRETE Floors TILE WD,CPT A of Stories 2 Li Full Basement LJ Partial Basement Exterior Its CBS Walls DRYWALL Type W Del. Alt, S-Del./End Unit Basement Area 0.0000 A. Root Sur'ace SHINGLE Trim/Finish WOOD LXJ Existing Proposed Li Under Connt. Design (Stye) TWO STORY Basement Finish 0 % LJ Outside Entry/Exit Sum Pum Gutters d, owns outs ALUM Windowripe AWNING Bath Floor TILE Bath Wainscot TILE Year Built 1937 stormStsNlnsutated NONE car storage None Effective Age rs 15 Screens T MESH 7XI Driveway b of Cars 2 Attic None Healing X FWA HW I Ll Radiant Ameritler— WoodSioves 40 Drivewa Su cc ASPHALT Drp -- Ll Stairs Fuel ELEC T Fire laces t 0 Fence Garage d or Cars 0 Floor X Scuttle Central Air Condition Patic eck Porch Carport of of Cars 0 Finished Heated Other j�lndKfidu!al Pool Other An. Del. Built-in Ap liances X Refd eralor X Ra elOven sher X Dis sal 1XIMIcirnwave JXJ he,N er Other describe Finished area above grade contains: 12 Rooms 6 Bedrooms 4.1 Balh s 3 621 Square Feet of Gross Living Area Above Grade ` Additional Features NO ADDITIONAL FEATURES OR ENERGY EFFICIENT ITEM3 WERE NOTED AT THE TIME OF THE INSPECTION. Comments on the Improvements THE SUBJECT PROPERTY IS IN AVERAGE CONDITION. T— page t of 4 (gPAR) i ewal Purpose A�ryalsal Repp� 11201 q [;PARSIIIA_14 0"0,01h f A & F APPRAISAL SERVE E$ Residential Appraisalteport File No. 9632ne5th FEATURE I SUBJECT COMPARABLE SALE NO. t dOMPARABLE SALE NO. 2 COMPARABLE SALE NO. 3 9632 NE 5TH AVENUE RD Address MIAMI SHORES FL 33138 Proximity to Subject Sale Price 7+ $ 136,000 t . . Sale Pdce/Gross Liv. Area f 37.56 s . ff. S s . ff. S s . A. Frs;, . ' "+�.. S q ft., Data Source(s) Verification Sources VALUEADJUSTMENTS DESCRIPTION DESCRIPTION ,(-)SAtl usimeM -r— DE RIPTION .(-)SAd ushnrax DESCRIPTION ,f)SA ust-1 Sale or Financing Concessions Date of Sale/Time Location SUBURBAN Leasehold/Fee Simple FEE SIMPLE Site 12636 S .FL r— View RESIDENTIAL Design (Style) TWO STORY T— Quality of Construction AVG T— Actual A e 81 Condition AVERAGE Above Grade Total Bdm Balls Total Btlrms Baths Total & s. Baths Total etlrms Bahl • • Room Count 121 6 1 4.1 • • • Gross Living Area 3,621 s . ft. s . f. s . rl. • i . ff. • • Basement & Finished Rooms Below Grade OSf �— • • Functional Utility AVERAGE Heatin ICoolin CENTRAL A/C 0000 • Energ y Efficient Items NONE • • • • Gara e/Ca rt DRIVEWAY Porch/Patio/Deck PORCH/PATIO • • POOL POOL •••••• • • • Nei Adjustment ota Adjusted Sale Price cfCom arables + S Net Adj. 0.0% Gross 0.0% E 0 0 + S Nei Adj. 0.0% GrossAd', 0. 0% S 0 0 . Net Adj. 17.00 •• Gross Ad'. 0.0% f • • • • • a Summary of Sales Comparison Approach 00 T untt., Site Value Comments HIGH LAND TO VALUE RATIOS ARE TYPICAL TO THE Sll JECT"S MARKET SEGMENT DUE TO THE LIMITED AVAILABILITY OF BUILDABLE LOTS. SITE VALUE IS DERIVED THROUGF ABSTRACTION FROM IMPROVED SALES. I ESTIMATED LJ REPRODUCTION OR M REPLACEMENT COST NEW OPINION OF ITE VALUE ........................................ = S 300 000 Source of cost data CRAFTSMAN NATIONAL BUILDING COST ESTIMATOR Dwellin 3,621 S . Ft. o S 200.00 ........... = $ 724 200 • Qualityratio from cost service AVG Effective date of cost data 05/2018 . Fl. C- $ ............ = $ 0 Comments on Cost Approach (gross living area calculations, depreciation, etc. ENCLO: TFD PORCH 20 000 = COST ESTIMATES DERIVED FROM CRAFTSMAN NATIONAL Gara e/Ca o t 0 S . Ft. 0 $ 0.00 ........... = f 0 BUILDING COST ESTIMATOR. SITE VALUE DERIVED FROM Total Estima' of Cost -New = S 744 200 MARKET ABSTRACTION AND FROM LAND SALES. THE LAND Less 65 Physical Functional External TO VALUE RATIO IS TYPICAL FOR THE AREA. SEE Depreciation 1 171,7381 1 171,738) ATTACHED SKETCH FOR FLOORPLAN AND AREA Depreciated Jost of improvements ........... I .................... = S 572,462 CALCULATIONS. 'As-Is'Valur: if Site improvements ............................... = $ 30000 " NOT TO BE USED FOR INSURANCE PURPOSES" INDICATED tLUE IiY COST APPROACH ...................... = S 902,500 Estimated Monthly Market Rent f X Gross Rent Multiplier = S Indicated Value by Income Approach Summary of Income Approach (Including support for market rent and GRM) The Income approach *s not used or required on this report. -A Methods and techniques employed: Ll Sales Comparison Aroach LXJ Cost A roach roach Other: Discussion of methods and techniques employed, including reason for excluding an approach to value: ONLY THE COST APPROACH TO VALUE WAS REQUESTED. I Reconciliation comments: NIA Based on the scope of work, assumptions, limiting conditions and appraiser's certification, my (our) opinion of the defined value of the real property that is the subject ofthis report as of 05/15/2018 , which Is the effpolvefd-�aTte ofthis appraisal, Is: Range S to S Greater than ❑ Less than $ ❑X Singlepoint S 900 000 LJ This appraisal is made X 'as is,' LJ ubject to completion per plans and specifications on the basis of ahypothetical condition that the improvements have been completed, ❑ subject to the uiiowing repairs or alterations on the basis of a hypothetical condition that the repairs or akeriptlons have been completed ❑ subject to the following: Page 2 d (gPAR"') General Papose Agpralsal Renal 1/]014 PARSu1J� 4 a73ala16 THANK YOU VERY MUCH A & F APPRAISAL SERVICES Residential Appraisal'Rteport File No. 9632ne5th Scope of Work, Assumptions and Limiting Conditions Scope of work is defined In the Uniform Standards of Professional Appraisal Practice as ",the type and extent of research and analyses In an assignment." In short, scope of work Is simply what the appraiser did and did not do durinp the course of the assignment. It Includes, but is not limited to: the extent to which the property is identified and Inspected, the type and extent Tfdata researched, the type and extent of analyses applied to arrive at opinions or conclusions. The scope of this appraisal and ensuing discussion In this report are specific to the needs 9f the client, other identified intended users and to the intended use of the report. This report was prepared for the sole and exclusive use of ihecgent and other identified Intended users for the Identified intended use and Its use by any other parties is prohibited. The appraiser Is not responsitte for unauthorized use of the report. The appraiser's certification appearing In this appraisal report is subject to the following conditions and to such other specific conditions as are set forth by the appraiser in the report. All extraordinary assumptions and hypothetical corfdltions are stated in the report and might have affected the assignment results. I 1. The appraiser assumes no responsibility for matters of a legal nature affecting the property appraised or ttfe thereto, nor does the appraiser render any opinion as to the title, which is assumed to be good and marketable. The property is appraised as though under responsible ownership. 2. Any sketch in this report may show approximate dimensions and is Included only to assist the reader in visu)rlizing the property. The appraiser has made no survey of the property. 3. The appraiser is not required to give testimony or appear in court because of having made the appraisal with reference to the property in question, unless arrangements have been previously made thereto. 4. Neither all, nor any part of the content of this report, copy or other media thereof (Including conclusions as to the properly value, the identity of the appraiser, professional designations, or the firm with which the appraiser Is connected), shall be used for any purposes by anyone but the client and they Intended users as identified In this report, nor shall it be conveyed by anyone to the public through advertising, public relations, news, sales, or other media, without the written corn nI of the appraiser. 5. The appraiser will not disclose the contents of this appraisal report unless required by applicable law or as 1peclfied in the Uniform Standards of Professional Appraisal Practice. • b. Information, estimates, and opinions furnished to the appraiser, and contained in the report, were obtained �om sources considered reliable and believed to be true and correct • However, no responsibility for accuracy of such items furnished to the appraiser Is assumed by the appraiser. • • • 7. The appraiser assumes that there are no hidden or unapparent conditions of the property, subsoil, or structyres, which would render it more or less valuable. The ap�alser *ssumes • no responsibility for such conditions, or for engineering or testing, which might be required to discover such favors. This appraisal Is not an environmental assessmWIl; 4 ijieir4iperty and • • should not be considered as such. • B. The appraiser specializes in the valuation of real property and Is not a home Inspector, building contractor, structural engineer, or similar'expert', unless otherwise noted. The appraiser did not conduct the intensive type of field observations of the kind intended to seek and discover properly defa41s. The, viewing of the property and any improveme%st"Ibloptposes of • developing an opinion of the defined value of the roe • • p g p property, rty, given the intended use of this assignment. Slalem�nts regarding condition are based on surface observatiyr j qp� he • appraiser claims no special expertise regarding Issues including, but not limited to: foundation settlement, basement moisture problems, wood destroying (or of her) Insects, pest Infestation, radon gas, lead based paint, mold or environmental issues. Unless otherwise indicated, mechanical systems Jere no! activated or tested. 000090 • • • • This appraisal report should not be used to disclose the condition of the property as it relates to the presence'apsence of detects. The client is invited and encourageRlo dlnoloy qualified experts to inspect and address areas of concern. if negative conditions are discovered, the opinion of value ropy be affected. • • • • • • Unless otherwise noted, the appraiser assumes the components that constitute the subjec1 property improvement(s) are fundamental sound a:d In • working order. • • Any viewing of the property by the appraiser was limited to readily observable areas. Unless otherwise noted,'ttics and crawl space areas were not accessed. TZ appraiser *d not move furniture, floor coverings or other items that may restrict the viewing of the property. • • • • • 9. Appraisals involving hypothetical conditions related to completion of new construction, repairs or alteration are based on the assumption [hat such completion, alteration or repairs will • be competently performed. 10. Unless the intended use of this appraisal specifically Includes Issues of property insurance coverage, this qppraisal should not be used for such purposes. Reproduction or Replacement cost figures used In the cost approach are for valuation purposes only, given the Intended use off he assignment. The Definition of Value used in this assignment is unlikely to be consistent with the definition of Insurable Value for property Insurance coverage/use. 11. The ACI General Purpose Appraisal Report (GPAR—) Is not Intended for use In transactl�ons that require a Fannie Mae 1004/Freddie Mac 70 form, also known as the Uniform Residential Appraisal Report (URAR). , Additional Comments Related To Scope Of Work, Assumptions and Limiting Conditions ��,...a, e.y,,., y.,e�. ..............,,.,..,... ........._.._. _..._...____ Page 3 of � � OP AR Gereral Purpose W•»a►�sk. Ar Ri*%R-d. FLOORPLAN SKETICH 'lient: DAVID HALABU File No.: 9632ne5th Property Address:9632 NE 5TH AVENUE RD Case No.: �ity: MIAMI SHORES State: FL Zip: 33138 r- i � l3' t� k o A F- I ••• • • • ••• -" r •• • •• • •••• •• • ro wm • • • • • • �: 3na 11on6 666 • 3' ••• ••• 6 • • 2 T • • i • • ••• • • 3 • • • N • :see a 1 WIC • m • • 5 • • • • • • • 1 • • 31. 19 I Sk by Asti Ske4 v5Sbn rd^ Comments: code AR r. „T ON stz• X �7at i 1 iNG AAREA �R44 D kaadown Sa6tatab GLAl First Floor 3045.00 3045.06 ir• Floor GLA2 S•cond Floor 575.75 S75.15 32.0 x 23.0 736.00 OTH Enclosed porch 378.00 378.00 21.0 x 16.6 420.00 S.0 x 14,0 70.00 5.0 x 19.0 96.00 I5.0 x 16.0 240.00 28.0 x 53.0 1484.00 3d Floor 15.5 x 17.5 211.25 18.5 x 8,5 157.25 9.5 x 15.5 147,25 I o Nit LIVABLE Area {rtttfed; 3621 r _ ) 3621 DIMENSION LIST ADDENDUM 3,621 GROSS LIVING AREA (GLA) 3,621 ••.•• ••..••• •.• ••.•••.• see I .•••• AreaMeasurements AreaType • Measurements Factor Total Levell I_evel2 Level3 Other Bsmt. Ga48 :*so 0• •• PrA"usN ACI wr—B.23/.8727w. DIMM07M 13 G R O S S BU I LDIN G AREA EA ( G B A) ��` ._ Area(s) Area % of GLA % of GBA Living 3,621 100.00 Level 3,045 84.09 84.09 Level 2 576 15.91 15.91 Level 0 0.00 0.00 Other 378 10-4410.44 GBA Basement ❑ 0 Garage ❑ 0 xxxxxxxxxxxx _===_=____===_____ — . ❑o❑❑❑❑ ❑DO ri�r�f�(k F��O❑OQoQX OOD❑❑❑❑ O❑ �®�❑ :�• 23.00 x 32.00 x 1.00= 736.0019000❑ 20.00x21.0x1.00= 420.00❑O❑❑❑"• 14.00 x 5.00 x 1.00 = 70.00❑❑00 1�.94x�¢Qx�= ss.00OD O O 16.42x15-04x1.00= zao.00OIO O D O 53.00x28.00x1.00= 1.484.00x ❑❑❑ X X 17.50x 15.50x1.�Q 271.25 Q❑❑ 8.50x18.50 x7.0Q 157.2� D o 15.50x9.50 x1.00,a75°fR°°° x Do x x x x � x x fl ❑❑ x x x x xx x ❑❑❑❑ x ED❑❑❑❑ O O x 0 O O O x x ❑D ❑❑❑❑ x ❑D D ❑❑❑ x ❑❑❑❑D ❑ x ooDOo0 x x ❑O❑❑❑❑ x x x x x x x x ❑❑ x xooaDDD x xOaDD❑O x x D ❑❑ x x ❑❑❑❑ x Ej ( xx x P x x ❑D ❑❑❑❑ x xD t0 D O Cl D XO O O O O Elx xO x x O O El O x Xx xx x ❑O ❑❑❑❑ G R O S S BU I LDIN G AREA EA ( G B A) ��` ._ Area(s) Area % of GLA % of GBA Living 3,621 100.00 Level 3,045 84.09 84.09 Level 2 576 15.91 15.91 Level 0 0.00 0.00 Other 378 10-4410.44 GBA Basement ❑ 0 Garage ❑ 0 xxxxxxxxxxxx _===_=____===_____ — . ❑o❑❑❑❑ ❑DO ri�r�f�(k F��O❑OQoQX OOD❑❑❑❑ O❑ �®�❑ :�• 23.00 x 32.00 x 1.00= 736.0019000❑ 20.00x21.0x1.00= 420.00❑O❑❑❑"• 14.00 x 5.00 x 1.00 = 70.00❑❑00 1�.94x�¢Qx�= ss.00OD O O 16.42x15-04x1.00= zao.00OIO O D O 53.00x28.00x1.00= 1.484.00x ❑❑❑ X X 17.50x 15.50x1.�Q 271.25 Q❑❑ 8.50x18.50 x7.0Q 157.2� D o 15.50x9.50 x1.00,a75°fR°°° x Do x x x x � x x fl ❑❑ x x x x xx x ❑❑❑❑ x ED❑❑❑❑ O O x 0 O O O x x ❑D ❑❑❑❑ x ❑D D ❑❑❑ x ❑❑❑❑D ❑ x ooDOo0 x x ❑O❑❑❑❑ x x x x x x x x ❑❑ x xooaDDD x xOaDD❑O x x D ❑❑ x x ❑❑❑❑ x Ej ( xx x P x x ❑D ❑❑❑❑ x xD t0 D O Cl D XO O O O O Elx xO x x O O El O x Xx xx x ❑O ❑❑❑❑ xxxxxxxxxxxx _===_=____===_____ — . ❑o❑❑❑❑ ❑DO ri�r�f�(k F��O❑OQoQX OOD❑❑❑❑ O❑ �®�❑ :�• 23.00 x 32.00 x 1.00= 736.0019000❑ 20.00x21.0x1.00= 420.00❑O❑❑❑"• 14.00 x 5.00 x 1.00 = 70.00❑❑00 1�.94x�¢Qx�= ss.00OD O O 16.42x15-04x1.00= zao.00OIO O D O 53.00x28.00x1.00= 1.484.00x ❑❑❑ X X 17.50x 15.50x1.�Q 271.25 Q❑❑ 8.50x18.50 x7.0Q 157.2� D o 15.50x9.50 x1.00,a75°fR°°° x Do x x x x � x x fl ❑❑ x x x x xx x ❑❑❑❑ x ED❑❑❑❑ O O x 0 O O O x x ❑D ❑❑❑❑ x ❑D D ❑❑❑ x ❑❑❑❑D ❑ x ooDOo0 x x ❑O❑❑❑❑ x x x x x x x x ❑❑ x xooaDDD x xOaDD❑O x x D ❑❑ x x ❑❑❑❑ x Ej ( xx x P x x ❑D ❑❑❑❑ x xD t0 D O Cl D XO O O O O Elx xO x x O O El O x Xx xx x ❑O ❑❑❑❑ LOCATION MAP Client: DAVID HALABU File No.: 9632ne5th Property Address:9632 NE 5TH AVENUE RD Case No.: CitV: MIAMI SHORES State: FL Zip: 33138 0 Client: DAVID HALABU File No.: 9632ne5th Property Address: 9632 NE 5TH AVENUE RD Case No.: City: MIAMI SHORES State: FL Zip: 33138 STATE Qf MOMDA r ' . DEPARTMENT OF BUSINESS AND PROFES ONAL REGULATION FLORIDA R ESTATE APPRAISAL BD 85 -487 139 - 2601 BLAIR, ONE ROAD TALLAHA L 323 9-476 MELTZER, ANQK 630 BLUE N MIAM3 IS y.. .. !iYdliFlyKS ......:i1Alf 9v8 do txli6s$ in Ewdet' ow WAiYIG"- Offm `Chi Y1tfit+��:al'ty�1�t[Fr�stnsairt�rr. .�ttcen(iet��ar� a a�br�l i�tlf I6io�tJQ Zfk1 Yn.= rlria�a�t � tie ti.pat is-� ,* >' +snYw new t f04 • f • • •• • •• • . • • ... • • • •••••• • • ••• f •1• • I • w • • MAl I ri 6 ,a Client: DAVID HALABU File No.: 9632ne5th Property Address: 9632 NE 5TH AVENUE RD Case No.: City: MIAMI SHORES State: FL Zip: 33138 a+ • F _ _ Al xT ,z ,A z% v aM �..n t gg e ,t s Q ti A & F APPRAISAL SERVI E$ Residential Appraisal �eport File No. 9632ne5th Appraiser's Certification The appraiser(s) certifies that, to the best of the appraiser's knowledge and belief: 1. The statements of fact contained in this report are true and correct. 2. The reported analyses, opinions, and conclusions are limited only by the reported assumptions and Ilmitimlicorditlons and are the appraiser's personal, impartial, and unbiased professional analyses, opinions, and conclusions. 3. Unless otherwise stated, the appraiser has no present or prospective interest in the properly that is the srdljfct of this report and has no personal interest with respect to the parties involved. 4.: he appraiser has no bias with respect to the property that is the subject of this report or to the parties invr Ived with this assignment. 5. The appraiser's engagement in this assignment was not contingent upon developing or reporting predeter tined results. L. The appraisers compensation for completing this assignment is not contingent upon the development or reporting of a predetermined value or direction in value that favors the cause of the client, the amount of the value opinion, the attainment of a stipulated result, or the occurrence of a subsequent event directly related to the Intended use of this appraisal. f 7. The appraiser's analyses, opinions, and conclusions were developed, and this report has been prepared,:nlconfonnity with the Uniform Standards of Professional Appraisal Practice. S. Unless otherwise noted, the appraiser has made a personal inspection of the property that is the subject o° this report. Ilr 9. Unless noted below, no one provided significant real property appraisal assistance to the appraiser signing this cerification. Significant real property appraisal assistance provided by. • Additional Certifications: • • •• • 04 • • •••••• • • • • • • • • • •••• • I • • • • • • • • • • • • • • • .; - • • • Definition of Value: Market Value XX Other Value: COSTAPPROACH _ • • • • Source of Definition: ACDRESS OF THE PROPERTY APPRAISED: 9632 NE 5TH AVENUE RD MIAMI SHORES, FL 33138 EFFECTIVE DATE OF THE APPRAISAL: 05/15/2018 APPRAISED VALUE OF THE SUBJECT PROPERTY $ 900,000 I APPRAISER SUPERVISORY APPRAISER Signature: Signature: Name: ANDREW S MELTZER CERT RES RD3190 Name: _ Company Name: A&F APPRAISAL SERVICES Companyy Npme: Company Address: 2200 N COMMERCE PKWY #200 Company Address: WESTON, FL 33326 Telephone Number: 305-573-1577 Telephone Number; EmallAddress: AFAPPBPOAGMAIL.COM Email Address: Slate Certification # RD3190 Slate Certl i affon _ or License # or License if _ or Other (describe): State C Slate: State: FL Expiration Date of Certification or License: Expiration Date of Certification or License: 11 /30/2018 Dale of Sifrlature: Late of Signature and Report: 01 /05/2016 Date of Property Viewing: Date of Property Viewing: 05/15/2018 Degree of properly viewing: Degree of property viewing: ❑ Interio- end Exterior ❑ Exterior Only ❑ Did not personally view ❑ Interior and Exterior ® Exterior Only Q Did not personally view Ruud u V AGI sdlwere. SW 234.8727 wiw. .cam TMs Iwm Gopy W ° 1005 2016 AG, F✓51 A ken Cd,o" AN Ripil Re,. d Page 4 d 4 (gPARTM) General Pwpose Atyaisal Re pq� 1/1e14 PARSUM_14 0712r." THANK YOU VERY MUCH ii ,ACHiTiCTtvir' PHON15: (Of lastpro14."Al p� W�T rLro�u:T��r �:� 0 r�'a4; XOntsMY=4�KkCki tAar�:isS�Wip #TtD>dump tan riven in *w e T 5200 W. CENTURY BLVD. foT . _ LOS ANGELES CA 90045 °" " Smooth /Wood Grain /White Wood Gralff -Ty Rustic / Mahogany'" Series O Fiberglass Door INSWING / OUTSWING "IMPACT" GENERAL NOTES 1. This product has been evaluated and is in complKmce with the 5th Edition (2014) Florida Budding Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product complies with Section 1626 of the Florida Budding Code and does not require an impact resistant covering. 4. When used in areas outside of the "HVHZ" requiring wind bome debris protection this product complies with Section 1609.1.Impact of the FBC and does not require an pact resistant covering. This product meets missile level "D" and includes Wind Zone 4 as defined 1n ASTM E 1996 and Section 1609.1.2.2 of the FBC. 5. For 2x stud construction, anchoring of these units shad be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the detals of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations meet water infiltration requirements for "HVHZ". All other configurations do not meet the water Infiltration requirements for the "HVHZ" and must be Installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to still is less than 45 degrees. TABLE OF CONTENTS S1 M I DESCRVITON 1 I Typical eievowns oesign pressures & general rotes 2 1 Door Panel diet 3 1 Sklelite panel details 4 1 life frame details and dot 5 BevaBoro 6 Hor¢ontd cross sections 7 1 Vertical cross sections 8 3-Point lock details 9 3-Point lock details to Buck and I 1 Buck and ame anchorrrg OXXO 12 Astragal details 13 Ash details 14 Astragai details 15 Components I6 Bill of materials -. . FRAME WIDTH -� 3 Z > x e x w c� W I1� 1 CONFIGURATION MAX, FRAME -:DIMENSION:. SWING DESIGN PRESSURE (PSF) ENDURAASTRAGAL WASTRAGAL COLUMOMASTRAGAL POS. NEG. POS.' NEG. 74.0"x82.0" INSWING +60.0 -60.0 +50.0 -60.0 qPOS.EG. 0.0xx74.0" x 81.13" OUTSWING +75 00 -75.0 +75.0 -75.0 0.0 See sheets 2 & 4 for hardware and lite frame design pressure limitations 152.0" MAX. OVERALL FRAME WIDTH 37.5" MAX. 74.0" MAX. OVERALL 1� FRAME WIDTH FRAME WIDTH O I? �z a3 3 w� Z 09 0 x e x 0 M • x Mx w �a mLj - AX. • • • •. • = • DESIGN PRESSURE (PSF) - CONFIGURATION - * RAME••* SW DUAM% AING• E�.GAT DLPASTRAGAL COLUMNAASTRAGAL DIMENSION POS. I NEG.;I POS. NEG. - POS. NEG. - �52.0;,68J.0- •INSWING +50.0 -50.0 +50.0 -50.0 +50.0 -50.0 OXXO 19R.0" x@81.13" L=WNG: +50V ;50i0 50.0 -50.0 +50.0 -50.0 See sheets 2 & 4 ta-hpCwarejxla lite frame aesigtl pressure li -Latin • ••• • • • • ••• • SCALE: N.T.S. ey: JK CHK. eY: LFS FL-75210.6 :E 1 or 16 0.7" n b. CAP (PVC) HINGE STILE (LVL) 35.75" DOOR WIDTH Z Z ;n 2 /\ d O • SEE HARDWARE See sheets 8 and 9 for muRkpoint lock details. TABLE j SEE HARDWARE TABLE EXTERIOR INTERIOR 1 HORIZONTAL CROSS SEC17ON 2 DOOR PANEL 0. 2. 0.4" —� CAP (PVC) LATCH STILE (LVL) HARDWARE TABLE MAXDESIGN MANUFACTURER MODEL - PRESS PRPRESSURE S KNOB: SIGNATURE SERIES KWIKSET DEADBOLT: SIGNATURE SERIES (980) t _75 KNOB: "P' SERIES (F51) SCHLAGE "B" t 75 DEADBOLT: SERIES (960/62) PAMIX LEVER: FL7B SERIES ± 75 DEADBOLT: FD7 SERIES HOPPE MULTI -POINT LOCK: 3-POINTTONGUE t 50 W t F MULTI -POINT LOCK: TRILENNIUM "3000" SERIES t 75 TOP RAIL � .•• / (COMP.) ' q CD- o Cg; o u UN •• o o Z i y zm•a `i • �l g L p [ t 9 C W ota 5if T 4 O E v= a INTERIOR I I 111 EXTERIOR • .6 FIBERGLASS SKIN (0.125 MIN. THK.) FOAM CORE (POLYURETHANE - 1.9 PCF MIN.) • •• • • • • ••• • • • • • • • •BOTTOM QAI • (COMP.) • • • • : • ; . ' • i VEfMCAL CROSS SEMN ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• 0 a � " w - m Q � o - _o � z � E:02/16/12 uE N.T.S. 3. BY. X ° K. Br: LFS 3 MNc No.: n FL-15210.6 .E _L of 16 CAP(PVC) \ ST LE (LVL) EXTERIOR0.63' -� INTERIOR 1 HOMONTAL CROSS SECTION 3 35.75" DOOR WIDTH 50 Srog raNET. TOP RAIL (COMP.) * : J22� ti Z ► co ; J O` a j�• o -co n Oh i • 2V 1� • U N •• •' . u • ° • E i m o c{i • a . v Laa O S1 IL if €Z d c li 00 2p y � Gl G2 oN Y W D_m INTERIOR DQERIOR ii lo fA •` o N N •y W Z O h FIBERGLASS SKIN o ly (0.125' MIN. THK.) `' F FOAM CORE a i (POLYURETHANE- h ' ^' 1.9 PCF MIN.) F w � • • • • •BOTTOM • • • i = DATE. 02116112 � (COMP.) xxe N.T.S. DWO. BY: JK B • • • • ; • ; VERTICAL CROSS SECTION CH(. BY: LF S 3 . . • • • • • • • B w+Awwc NO, n ••• �• • • • • • •• • • FL-15210.6 0 • • • • ••• ••• SHEET _L OF i6 p a ••• • • • • ••• • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • % MAX.2/.22" �,'`t * , ,'''�''• ` O.. ... • •�' w FRAME wlDni 20.SM MAX. 12 3 5/8" GLASS BITE DLO. WIDTH 13 12 I' OVERALL GLASS THK 1 /Ir ANNEALED GLASS N 1 86" 1.86" �� " •.......... �� c n o FO 0.09(1'SARD(*PVB ''��Ittt ittt ��``` o n o z0 INTERLAYER h 0 a u !E 1 /Er ANNEALED GLASS ��+ E a 9 O AIR SPACE � �: `0 a = 5 1 /8" TEMPERED GLASS "� m a o �.) ALUMINUM SPACER $ EXT. FRAME 4 INf FRAME 9`o Z o f 40 5 12 a�rT. 1 R (; G1 GLAZING DETAIL pp c4 Ln N C C3 �O ptn at, a m W 2y 42s m o (TYP.) ODL LITE FRAME " K J 0 o 24' MAX a a FRAME WIDTH m 20.75 MAX. D.L.O. WIDTH ' N �? EXT. Y O 1 /2" GLASS BITE W z 15 1-1/4"OVERALL THK.GLASS n 0 � I /8" ANNEALED GLASS 13 13 x ~ w x 0.090"SAFLEX®PV8 � p 6 MERLAYER I z o �•) I /8" ANNEALED GLASS 1.06" C w i O AIRSPACE • • • • • • • t, j � O1 a 1 /8" TEMPERED GLASS • • • • • • • _ o z 1 /T NON -GROOVE SWIGGLE 17 40 • • • • • • • • • i i • • w�: 02116112 Y w/ DELCHEMA80 POLYSULFIDE 1 o L LiIfir BACKFILL 16 6 SCALE N.T.S. 0wc. tn: JK ° g�ypp . G2 GLAZBVG DEVIL • • • 1S • • • • 16 M. FRAME 17 scRtwcA► CHK. BY: LFS 3 ORAWW ND.: • • • • • • • • • • • • FL-15210.E RSL LITE FRAME • • • • • • . • .. • • . • � a II 66 0 LI1EFlUlNETAlIE MANUFACfd� MAX. DESIGN rlrEssrn�e ODL ± 75 RSL ± 60 'n AAyFZ�o `LpP) N•• \ y s$Q Z o Z U E Y 3 p o LL m daE 1 1 Z 4 o 0 �5 m OL 6 � o 3 v X e X 6 8 F s H z w O 4 D Q o � 6 3 7 6 4 5 W ELEVATION =1 • • • • • • • ELEVATION IOXXOI � a •• ••• • • • • • • DATE02116112 i scut N.T.S. ° owc• BY: JK •' • • • • • • ax BY.. LFSDRAWM NO.: 3 • • • • • • i•• • • • �•• • FL-15270.6 0 • • • • • • • weft _L of 16 0 4 1 6 X 9 X O 6 4 D 4 D ••• • • • • ••• • • ••• • • •• •• NOTE: E 1. Spafor Rem K: C from ends 1 2ckg 1 2 C A `.�C .," ;�':' a 9) 9) and 7 more equaly spaced along *JeBe (9 total). ` G crS # —" _? get, •• :�Y�. •• °an 7 SEE NOTE I EXTERIOR L o i EXTERIOR o a •: 11 E az_�Zc0i �1 E p 9 C W 5 a L a, da cZ a • . fn Z SEE NOTE I K INTERIOR g0 0 O W 88 11 9 40 INTERIOR ` ' oocn a� y HORIZONTAL CROSS SECTION J w " Q kvwwg shown - ouiswlrg also approved ag m � z o o N E 2 HORIZONTAL CROSS SECTION o _ O.1S 6 Shown w/1Xsub-buck a a C m D CSINK L (n'P•I • II 1 2 a o EXTERIOR 7 EXTERIOR 27 M w o = 40 n I IN I r 11 •. •; • • • :• 7 INTERIOR L 11 INTERIOR • • • • • • • • • 40 ♦ •65 02116 12 ; 9 70 80 scue N.T.S. 1-1/tMIN. B In P 1 • • GROSS SE ON cWL n. LFs 3 4 HORRONTAL CROSS SECTION �t�ORRONTAL • 6 Oulswi • -'*--g aW approved, DROM NO.: e " 6 Wb-i*9 shown' ouhwkg also approved • • • • • • • • • • • • • • • • • FL-15210.6 • • • • • • • ♦ • sNEE7 6 or i 6 O • • • • • • • • • • 0 INTERIOR - I;��,� MtKIVK 1 VEIMCALCROSS EEC71ON 7 inswing shown - outswing also approved s i 2 VERTICAL CROSS SECTION 7 Outswing shown - Ymviis also approved NOTE 1. Spacing for Rem K: 6" from each end and at centerline. INTERIOR EXTERIOR INTERIOR 39 4O $ SEE NOTE 1 36 37 38 K ® �m E E D D 3 VERTICAL CROSS SECTION 7 inswing shown 5 VERTICAL CROSS SECTION 7 Outswing down INTERIOR EXTERIOR \\` C. • w i �.`/ ZO s U i 96oOW d OIL r c=° v 1a z EXTERIOR o 40 $ N O H ID-N Y O 30 31 32 aE W 33 34 m ?I 0 id 6 VEIMCAL CROSS SECTION 7 Outswing shown 36 37 38 8 40 2 0 n :• •• • • • 4 VERTICAL CROSS SEC77ON • • 7 knwkrg shown • • • • • • • .• • : • • • • ' E • ; • • • • • • ••. • • • •7 VEIMCAL • • • i 7 Shown w/ • • • Z a CROSS SECTION ADA threshold W DAM 02116112 SCAU N.T.S. D•o. er. JK Cm. er. LFS DRAWM NO. FL-15210.6 src[r 7 ov 16 ••• • • • • ••• z2 Ho "VIM oigflue' rOW,OC"IT 3�dnt •f C T� t�n !2 !2 '4aS Lo zs Muut-ronaTsr>v1�ruTe MANUAL RAISED TONGUE GEAR SYSTEM 0 i 0 } 1.7" �- 'o e' M i p O N W = 0 m o . .. . . . . ... . DATE 02 16 12 SCAM N.T.S. O DWG. er: JK • • . • • • • • • • • • • • • • • • a«. BY. LFs n urc►1 uud,,�r,,eo,• n�fE • DRAWW ND.' FL-15210.6 system • • • • • • • • • _ a �_Lr?_ ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... MS g w • ••• • • • •• •fill O N_Z • • • • • • • • • h �' O Z G Z V �g 56 La a r mda� c° Eoz ?a N b � 0 > cn ol a D n e o � a a m mUm Y O S7 N W O 62 n O ti M n ° w i J 17 0 J i O o Z O DATE 02116112 i SCALE: N.T.S. ° owc. m: JK m W 3 F Tftmlurn 300D SERIES ASTRAGAL STRIKE DETAIL oNK W; LFS a oRAWIC No.: 3 p t. Lock FL-15210.6 0 94m 9 ov 16 TYP. HEAD MASONRY & JA MRS OPENING 12X BUCK -\ I I _ m . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . ••• ••• ••• i •i ••• �. SEE HINGE 3. 4' --{ • • • • • • • • • • • (rYp.) 3 DETAIL (iYP.) (TYP-) 1 -T... .. • --� • • • • : i • • : • • L 2X BUCK SEE DETAIL 2 I} ' • P, • •MRSOART' • G 1 X BUCK OPENING TYP. HEAD FRAME — & JAMBS — to T - - O Tn 2X BUCK ( a b TYP. o, SILL D — . Uo BLOCK ANCHORING XX CONCRETE ANCHOR MOM: 1. Concrete anchor Lxadons of pro canal may be adt ~ to maMoh to M*L edge ddance ro madarpinf:_ 2 Concrete anchor locators noted as •MAX. ON CENTER' must be adkrsled to mahAoh fhe mh. edge dhfonce fo maf r Joints, oddllorwl concreteanchors may be mq ~ fo ww a me %W ON CEPAEIK dhxnslon are not mcmded. J. Concrete anchor table: ANCHOR ANCHOR MQ�L MCLEARANCE tN'TO.MASOW MM CLEARANCE tYtE SITE: EMBEDMENT 1'OiIU:fACEfLI'..:' EDGE i__. ANENOR rTw 1/r 1-vr r e TA►CON ELCO 1/� i•1/P 1' ,' ULTRACOrrW • 3/11' I.1/P r 1•i/I TAtCON WOOD SCREW INSTALLATION NOTES: 1. Mdnfoln a n**mwn 5/B' edge dsionce, 1"end dstance. & l'o.c. spochp of woodsaews to prevent No spff ft of wood. \ SEE DETAIL 1 AS►RAGAL STRIKE JAM! FRAME ANCHORING XX I M 27 LATCH i DEAD BOLT DETAIL HINGE JAMB I X BUCK 2X BUCK DETAIL I DETAIL 2 AS throw bolts Attach ashagd throw bolt at t ttweOidd shire plate to home (Out5WIL18) a1 st10Wr1 1X 2X I 2X Qs= Z � Lan z zpqo 2 U N.: im°z E� 9 0W 60 n if o co Eoz ?u HINGE DETAIL ft-*Q HrN6�t L O qa n � i Zk —o z c DATE: 02116112 i O SCALE: N.T.S. ` o•o. BY: JK s JL 1 aiK. er: LFS 3 trow bolts NO.: r ••- e� p SKEET 0, • • • • • • • • • • MULLION a • • • • • • • • • • • /. T 11 11 11 II L • • �••• MASONRY, D •• • • • • • ••• Ai OPENING _ TYP. HEAD _ 3 2JAMBS — X BIK:K r �O (TYP) 3" RrP.) T (") (TYP ) 3' (rrP.) I �Lcr SEE DETAIL 2 L BUCK G X BUCK iYP. HEAD MUTyp.= MULLION — & JAMBS D �• 4 L SILL I 1 1 i t — SEE DETAIL I BUCK ANCHORM ASTRAGAL SIRIILP JAMB FRAME ANCHORING OXKO OXXO CONCREIEANCHOR NOTE: 1. Concrete anchorbcaborn at me cornea may be ocpaled to maintain the mh. edge dslance to mortar jofnb. 2 Concrete anchor locofiore rated as 7AAX. ON CENTER'mu°t be adlusled to maintain the mh. edge a0once to mortar joirft odd honof Concrete anctaa may be mquted to enure the %(AX. ON CEWW dknerdan are not exceeded. * Concrete anchor!able: ANCHOR ANCHolt A�IIL. MW.CLEARANCE MIN.CtEARANCE tCH `577E EMBElfMENT_ TOMASONRY TOADJACENT , . EDGE- ANCHOR f11M VI 1-1/* 7 4 TA►CON• ELCO 1' r ULTRACON rtw E/Ic• i-1/r r TAfCON• WOOD SCREWWOOD SCREW RISTAUATIONN db1' end dWanae. i P o.e. soac► o of Maintain a niinrm 1. S/8'edgetanC e, wood screws to prevent the spilift of wood. LATCH B DEAD BOLT DETAIL HINGE DETAIL HINGE DETAIL knwing Outswmg O g DETAIL I ��' DETAIL I �Ot }h81 hrow bolts throw both threshold OT Tn8 ithreshold (fig) (Ouhwml •'ei �"� '�I ••� ... \\\ J O O O ll* L % = pp o 0 V N .Z SEE HINGE \` o DETAIL PP.) lti L 9 m c W N p oa m dad �EE ?a � " o D >Z K� WO o r, a w 1� m Q j o Y ain a a HINGE JAMB m UCK ,LICK DETAIL 2 Aftach asiTagd BYow fw6 shtke plate to harTle as shown e 02116112 3 uc N.T.S. ` BY; JK c. BY.. LFS 3 urwc ta.: ° FL-15210.6 fl 11 of 16 a 0s 7 3.7 DlP . . ... . . . ... .. .. . . . .. .. . . . . . ... . . . . . . . . . ... . . . . .. . .. • • • • • • •• • • • • •• • • • • • • • • . . . . . ... .. 19.38" 19.38' 21-V 21-V ASTRAGAL SCREW LOCATIONS 3.99" 0.478" � ----- 0.478' K 00.3447 0 0.975 mygg�Im STIFFENER uo 2oa SLR)E BOLT ROD 67 Typ. lap 8 bottom of mftwd top Ifrmo 1.98' bottom ffwwgh I ST 0-7 7 3.S _`mil'• ............... 0. Z ��i %''•. �� F t n n r i O N^ Z hg s C.,g20 hg 9oLa M & f T g 4 .o oZ —: 02 16 12 °z ScAa: N.T.S. ° oW- BY: JK m cw. ar: LFS 3 auwc NO.: a FL-15210.6 0 SMEE7 12 or 16 N — — O Q . . . ... . . . . . . . . . . . . ... . . . . .. . • • • • • • •• • • • • •• • • • • • • • • 5,S .... ..... . . O7S •• • • • •• •• •• 115" ••• • • • • • • • • • • • • • • 15, • • • • • • •• •• OI 30r 41, .375 I� I N 1.38 ALUMINUM ASTRAGAL By Cokmibla DEAD BOLT (THRU HOLE) LATCH (THRU HOLE) 6'4r ALUMINUM ASTRAGAL ASSEMBLY By Columbla 83 884 80 VIEW" Akm4Wlm A$togal Assembly O FLUSHBOLi RETAINER Top I bottom Akn *xan 6063-T5 33.125 _Gj n =NO :L17S' I Z g;;! ` ` UN•; I `h BEG, ?$•o 21.75 K 6 Q maD.Ln 0 — 32.75 g `o Z 8 a 2 RUSHBO[i ROD I ri Sleel �DATTE- 02 11 LE: N.° DWG. BY. cnK. er. LFS 0.E ]FLL-52a13 1 . . ... . . . ... .. .. . . . .. .. . . . . . .. . . . . ..• . . . ... . . . . .. . • • • • •. • . • • • • • • • • • • • • �`Q�'• • ''i W i • . . . . . . • • • �'� �ci ro A� O DEAD BOLT IHRU HOLE) LATCH (BLIND HOLE)%''•.•. `�� ti CIO e • • • • • • • • • '''�11I111'1��, 8r wo 090 • • •.• •• M g E i$zo 2.75 2 50" h g c 9 c 37S IOJS 2S0" 3ST [ �' m a. d 0 18.75 10.50' 0 6 .-I I8 50' `o z 26.75 26.50' m D 0 g 0 6'4r ALUMINUM ASTRAGAL ASSEMBLY a W ti By Erldm m W o z a a z71 73 70 4 VIEW A -A Akmtkwm Ash W Assembly } CI h►1.7S 70 ALUMINUM ASTRAGAL By Enduuro Procklct 19.63" 73 � OLLTROD UT 71 REI9ETAIMIR*. n q r Q j DATE: 02116112 i Ste: N.T.S. a 3 Dm. ffn JK cox ..r LFS ; m DAAY/IHfM 1q.: N FL-15210.6 a s'ccr 14 or 16 N OIrtSWTNG 1HRESHOID * TU IM— 4 oLnSwIGNG THRESHOLD D� IOSI1 oLRSWING THRESHOLD rs,aura (Z4.i.1 INSWING THRESHOLD Endua Cider ) . . ... . . . ... .. .. . . . .. .. . . . ... . . . . .. . . . . . . . .. . . n • Jam. • • OHIRWINPTHRESHOIO• .. Colunbfa Fib Dan (581) 31 OUTSWING THRESHOID Cokncda (575) 38 INSRONG THRESHOLD coWn,cb IND, SWING THRESHOLD 37 1,_ o T—�-214•—#-213" CIOLY' FlLIER JAMB 4S6 A 2 wooD.IAMR O O �/LJI� 0.5r wEATHERSTRn race S 29 ADA TMESHOLD DLP T � OURWINGSIDELDEADA/TER 39 INSWING SIDE!!TE ADAflER a 2.DW —r{ O 8 DOOR ROITOM SWEET z .* j z n t- z �pN oo � •D Z. ry 0 OXI V �mc- xgr maf E s c O = a s Ian:02116112 1 o•a er: JK arc. er: LFS FL-15210.E :ET 15 of 16 .. .. . . . .. .. . . • . . . • . . . . . . ... . . . . ... ' % o pl ==I�` O o:1Di UN •; s KZ� 9�CW poa madL ¢� 0 a • i Z- • `�•p* •i •• /Ir1 �� • :.. z 0 z g� 0 0 a '^ N J o a �m N z o D u Q h 0 O n z 0 w 0 N w 0 . DATE 02116112 i N.T.S. ° owc BY. JK m' apc er: LFS 3 ow.wc No.: � FL-15270.6 0 sim i 6 or i 6 0 MLL OF MATERIALS • • • • • • � • DESCN110N • • • • �MAEpN . • A IX BUCKSG>=0.55 . • WOOD • B 2X BUCK SG >= 0.55 WOOD C 1/4 MAX. SHIM SPACE - D 1/4" X 2-3/4" PFH ELCO OR fT1N CONCRETE SCREW • • • i MASONRY - 3.000 PSI MIN. CONCRETE CONFORMING TO A � • • • • • � 5� #10 X i-1/2" PFH SCREW STEEL BACKING PLATE HEEL 58 #8 X 7 PFH WS STEEL 60 MULTI -POINT STRIKE PLATE STEEL 62 LOCK ASSEMBLY STEEL 65 DLP ASTRAGAL ALUM CONCEALED STIFFENER ALUM •67 SLIDE BOLT ROD ALUM ASTRAGAL BY ENDURA ALUM • 71 BOLT RETAINER (9�/4'� ALUM 73 SLIDE BOLT ROD STEEL 80 ASTRAGAL BY COLUMBIA ALUM 81 FLUSHBOLT RETAINER ALUM 82 1,)y FLUSHBOLT RETAINER ALUM 83 FLUSHBOLT ROD 88 REINFORCEMENT SG >= 0.55 WOOD 11 , WAOt FEE AN.'A in. CIURE PHONV: ;ate) 427- i f 3 �oar=t=rs or, tiwl `tC � c,urirg M1AM1•DADE MIANSI--DADS COUNTY _ !qua}t r¢r,rrnrE r �urawt , i ns. TODUCT CONTROL SECTION ,g, DEPARTMENT OF REGULATOR ski E(301NO4i &RFA S6 UR4C,r �'�R)r, �'1b in-ana- 11805 SW 26 Street Room 208 BOARD AND CODE ADMINIST11I5`FC3i der ras,n. Tina . o^ r (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEP r -z.w s �,rrtw.,,qum or n_,i.aq;,m, www.miamidade aoy/econotzay CGI Windows and Doors, IIlc,1 'a7.;- .-A lt v.vrn wrtn a C"r8."3y.:e a n,rn s urxu, ea s w^� ra> ry �nev:r•m 10100 NW 25 Street Miami, FL 33172 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -.Dade Couniv.RER- Product Control Section to be used in Miami Dade County and other areas where'all4wQd by th *X6 thority *' Having Jurisdiction (AHJ). • This NOA shall not be valid after the expiration date stated below. The Miami -Dada• @Kisty Product Control, • • • Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami -Dade Camty) reser%i%the right * •; to have this product or material tested for quality assurance purposes. If this protimt or matmial•l'ails ta.... perform in the accepted manner, the manufacturer will incur the expense of such!ntfg and the:A!HJ may • :.. immediately revoke, modify, or suspend the use of such product or material within• their jurisdibtibn. RER ..... reserves the right to revoke this acceptance, if it is determined by Miami -Dada Ctour.ky Product Control • Section _tnat this product or material fails to meet the requirements of the applicabl% building code • •:. This product is approved as described herein, and has been designed to comply%,, h tpe Florida Buildini....: Code, including the High Velocity Hurricane Zone. . DESCRIPTION: Series "Sentinel 150" Aluminum Sliding Glass Door w/ wo Reinforcements - L.M.I. APPROVAL DOCUMENT: Drawing No. W10-31 Rev M, titled Series "Sentinel 150 Alum Sliding Glass Door ( M.1)", sheets 1 through 28 of 28, prepared by Al-Farooq Corporation, dated 05/20/10 and last revised on 07/27/17, signed and sealed by Javad Ahmad, P. E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and series and following statement: "Miami -Dade County Product Control Approved", 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 No. 15-0619.06 and consists of page 1, this page 2 and evidence pages E-1, E-2, E-3 and E-4, as well as approval document mentioned above. The submitted documentation was reviewed by Jorge M. Plasencia, P. E. NOA No. 17-1011.18 Expiration Date: September 22, 2020 ti url s? Approval Date: November 22, 2017 Page 1 CGI Windows and Doors, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS NOA's A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. W10-31 Rev L, titled Series "Sentinel 150 Alum Sliding Glass Door", sheets 1 through 28 of 28, prepared by Al-Farooq Corporation, dated 05/20/10 and last revised on 01/11/16, signed and sealed by Javad Ahmad, P. E. .... • • .... ..... Or B. TESTS ' • " ' 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94..:.. • 2) Uniform Static Air Pressure Test, Loading par:FBC TASaQ2-94 ; • • • • 3) Water Resistance Test, per FBC, TAS 202-19-4• • • •..... ..... 4) Small Missile Impact Test per FBC, TAS 20J' 9V ; • • • • • • • • 5) Cyclic Wind Pressure Loading per FBC, ZS•203-94" " .... • • 6) Forced Entry Test, per FBC, TAS 202-94; ; along with marked -up drawings and installation diagram of- 8-far e1, AiAM S�GD xy/ 0 • Pockets & 135' and 90' comers, prepared by Architectural Testing, Inca •T-es(RepoV' * No. D8502.01-450-18, dated 12/07/15 respectively, both signed and sealetl'by Joseph A. Reed, P.E. 2. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of a series 7500FW Vinyl Flange Frame Impact Fixed Window, to qualify DuPont `Butacite"PVB interlayer, Duraseal(V and Super Spacer® insulating glass spacer, prepared by Certified Testing Laboratories, Test Report No. CTLA-3056 WA dated 03/03/15, signed and sealed by Ramesh Patel, P. E. 3. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of a series 7400PO Vinyl Impact Flange Frame Project Out Windows, to qualify DuPont `Butacite" PVB interlayer, Duraseal® and Super Spacer® insulating glass spacer, prepared by Certified Testing Laboratories, Test Report No. CTLA-3056 WB dated 03/03/15, signed and sealed by Ramesh Patel, P. E. 4. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of a series 238 Aluminum Fixed Flange Frame Window with Vent to qualify DuPont `Butacite" PVB interlayer, 17 Jorge M. Plasencia, P. E. P oduct Control Unit Supervisor NOA No. 17-1011.18 Expiration Date: September 22, 2020 Approval Date: November 22, 2017 E-1 CGI Windows and Doors, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (continued) Duraseal(V and Super Spacer® insulating glass spacer, prepared by Certified Testing Laboratories, Test Report No. CTLA-3056 WC dated 04116115, signed and sealed by Ramesh Patel, P. E., with addendum letter dated 03/09/16 signed and sealed by Ramesh Patel, P.E. 5. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 .... 2) Uniform Static Air Pressure Test, Loading j,-r ) BC TAA•202'94 3) Water Resistance Test, per FBC, TAS 202-94' •"• 4) Large Missile Impact Test per FBC, TAS 2Q1 0 ; 5) Cyclic Wind Pressure Loading per FBC, TASZW-94 .... 6) Forced Entry- Test, per FBC 2411 3.2.1, TA�-282-94 '....' along with marked —up drawings and installation diagram of 6-Dn8NAlum %. F>w/ Pockets & OXXX, prepared by Certified Testing Laboratories:Tes? Report 146. CTLA-3011-W & -W-1, dated May 22 & 23, 2014 respectivgly, b4h sigped'and sealed by Ramesh Patel, P. E. (Note: These test reports have been revised by an addendum letter dated 09/P,4,r14, issued by Certified Testing lab.) (Submitted under previous NOA# 14-0627.15) 6. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202-94 along with marked —up drawings and installation diagram of Alum SGD, prepared by Hurricane test Laboratory-, LLC, Test Report No. HTL-0080-1208-090, dated July 30, 2010, signed and sealed by Vinu J. Abraham, P. E. (submitted under files #12- 0119.04/11-1031,05) along with marked —up drawings and installation diagram of Alum. SGD (OX) prepared by Architectural Testing, Inc., Test Report No. ATI—00733.03-450-18, dated 08/09!12, signed and sealed by Vinu J. Abraham, P. E. (Submitted under previous NOA 413-1121.081412-0821.16) • C. CALCULATIONS 1. Anchor verification calculations and structural analysis, conformance to, complying with FBC 2010 and with FBC 50' Edition (2014), prepared by Ai—Farooq Corporation, dated 02/24/16, signed and sealed by Javad Ahmad, P.E. 2. Glazing complies with ASTM E1300- 09. orge M. Plasencia, P. E. Prod ct Control Unit Supervisor NOA No. 17-1011.18 Expiration Date: September 22, 2020 Approval Date: November 22, 2017 E-2 CGI Windows and Doors, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami —Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.11 issued to Kuraray America, Inc. for their "Sentry Glas® (Clear and White) Glass Interiay ers" dated 06/25/15, ex-Viixg on 07/04/18. •••• •••••• 2. Notice of Acceptance No. 14-0423.15 issued Eastman Chemical &any{lU Nfor •. their "Saflex CP-Saflex and Saflex HP Composites Interlaye VIXET core; dated • • 06/19/14, expiring on 12/11/18. • • • • .... ; • • • •; 3. Notice of Acceptance No. 15-1201.11 issued Eastman Chemical C"npany(?VW ..... "Saflex Clear and colored glass interlayer", dated 03/17/16 VMrir3g on 0.5V?11. • • • • 4. Notice of Acceptance No. 14-0916.10 issued to Kuraray Amerj!' „�. for Me;: "' � :' "Butacite® PVB Glass Interlayer" dated 04/25/15, expiring 12/1.1/16. •• •069 F. STATEMENTS • • • 1. Statement letter of conformance to, complying with FBC 5`1 Edition (201%)' and of no financial interest, dated 02/24/16, signed and sealed by Javad Ahmad, P. E. 2. Laboratory compliance statement, part of above referenced test reports. G. OTHERS 1. Notice of Acceptance No. 14-0627.15, issued to CGI Windows and Doors, Inc. for their Series "Sentinel 150" Aluminum Sliding Glass Door w/ wo Reinforcements — L.M.I., approved on 03/05/15 and expiring on 09/22/20. 2. Test proposal for the qualification of Butacite® PVB glass interlayer by Kuraray America, Inc., as well as Duraseal® and Super SpacerO Standard warm -edge flexible insulating glass spacers, dated December 16, 2014, issued by REP, Product Control Section, signed by Jaime Gascon, P.E., Supervisor, Product Control Section. 3. Test proposal # 14-0198, approved on 02/26/2014, signed by Ishaq I. Chanda, P.E. 4. Test proposals # 13-1098, approved on Oct 02, 2013 and revised on FEB 24, 2014, signed by Manuel Perez, P.E., test proposal # I1-1225 dated DEC 16, 2011 signed by Jaime D. Gascon, P.E. Test proposal # 09-1073, approved on Nov. 05, 2009 and E- mail test proposal dated 07-19-2010, approved by BCCO. (Submitted under previous NOA# 14-0627.15) Jorge M. Plasencia, P. E. Product Control Unit Supervisor NOA No. 17-1011.18 Expiration Date: September 22, 2020 Approval Date: November 22, 2017 E — 3 CGI Windows and Doors, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 2. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. W10-31 Rev M, titled Series "Sentinel 150 Alum Sliding Glass Door", sheets 1 through 28 of 28, prepared by Al—Farooq Corporation, dated 05/20/10 and last revised on 07/27/17, signed and sealed by Javad Ahmad, P. E. B. TESTS • • • • 1. None, C. CALCULATIONS Y . • . 1. None. • • • • • ... ...... .... D. QUALITY ASSURANCE .. •• ••••• • • • • • 1. Miami —Dade Department of Regulatory and Economic Resour:es MR). . E. MATERIAL CERTIFICATIONS '' ' • • •. • • 1. Notice of Acceptance No. 17-0712.03 issued Eastman Chemical Company W) for their "Saflex CP-Saflex and Saflex HP Composites Interlayer w/ PET core" dated 09/07/17, expiring on 12/11/18. 2. Notice of Acceptance No. 17-0712.05 issued Eastman Chemical Company (MA) "Saflex Clear and Color Glass Interlayers", dated 09/07/17 expiring on 05/21/21. 3. Notice of Acceptance No. 16-1117.01 issued to Kuraray America, Inc. for their "Trosi%1J Ultraclear, Clear and Color PVB Glass Interlayer" dated 01/19/17, expiring 07/08/19. F. STATEMENTS 1. Statement letter of conformance to, complying with FBC 51h Edition (2014) and FBC 61 Edition (2017), and of no financial interest, dated 09/14/17, signed and sealed by Javad Ahmad, P. E. G. OTHERS 1. This NOA revises NOA #15-0619.06, expiring on 09/22/2020. �t rge M. Plasencia, P. E. Prod ct Control Unit Supervisor NOA No. 17-1011.18 Expiration Date: September 22, 2020 Approval Date: November 22, 20I7 E-4 .. .. . . . .. .. . . . . . . . . . . . • • • • • • ••• • • • 0 Z N + + • • • • • • • • Y • • • •• • • 0?r Oyyu� • • • •• • • • • • • • • • • • ••• •• 0 .0. 0obi zO a i O C g — n � W b G o W N h 0 II M M THESE DOORS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. v 3; 9i SHUTTERS ARE NOT REQUIRED. LN_ SERIES SFNTFL 150 ATU�TTNLTM SLIDING GLASS DOOR 13 CD U o ¢ J �4 DOORS ALLOWED FOR MAX. NUMBER OF PANELS AS LISTED ON DESIGN LOAD CAPACITY CHART ON SHEET 13 OF 28, USING MEETING STILE COMBINATIONS TESTED AND SHOWN IN DRAWING DETAILS. APPLICABLE EGRESS REQUIREMENTS PER FBC TO BE REVIEWED $ BY BUILDING OFFICIAL c THIS PRODUCT HIS BEEN DESIGNED AND TESTED TO COMPLY WITH THE m u a REQUIREMENTS OF THE 2014 (5TH EDMON)/2017 (6TH EDITION) FLORIDA u g a BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). 1BY OR 26Y WOOD BUCKS & BUCK FASTENERS BY OTHERS, MUST BE DESIGNED AND INSTALLED ADEQUATELY TO TRANSFER APPLIED PRODUCT LARDS TO THE BUILDING STRUCTURE I LAMINATED GLASS AND ANCHORS SHALL BE CORROSION RESISTANT, SPACED AS SHOWN ON DETAILS INSTRUCTIONS: LAMINATED INSULATING GLASS a c x AND INSTALLED PER MANUF'S INSTRUCTIONS. SPECIFIED EMBEDMENT TO BASE USE CHARTS AS FOLLOWS. LARGE/SMALL MISSILE IMPACT MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. Q A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO W000 ONLY. STEP 1 DETERMINE DESIGN WIND LOAD REQUIREMENT BASED ON WIND VELOCf1Y, BLDG. FHEIGFR, WINO ZONE Y ALL SHIMS TO BE HIGH IMPACT, NON-METALLIC AND NON -COMPRESSIBLE. USING APPLICABLE ASCE 7 STANDARD. �`�� •• ... ... MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT STEP2 DETERMINE DOOR CAPACITY FROM TABLES ON SHEET 13 PRODUCT REVISED cE.NsF '= DISSIMILAR COME INTO CONTACT WITH OTHER MATERIALS SHALL MEET THE FOR THE GL SS TYPE AND REINFORCING TO USE as cam lyi g with the Florida •'. � REQUIREMENTS OF THE 2014/2017 FLORIDA BLDG. CODE & ADOPTED STANDARDS. STEP 3 USING CHARTS ON SHEET 15 SELECT ANCHOR OPTION Building Code 06M NOA-No. 17-1011.10 {7 * g THIS PRODUCT APPROVAL IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SITE SPECIFIC PROJECT, i.e. LIFE SAFETY OF THIS PRODUCT, ADEQUACY WITH DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED IN STEP 1 ABOVE. -* - - Expiration Date 09/22/2020 OF STRUCTURE RECEIVING THIS PRODUCT AND SEALING AROUND OPENING FOR OFF drawing no. WATER INFILTRATION RESISTANCE ETC. CONDITIONS NOT SHOWN IN THIS DRAWING ARE TO BE ANALYZED SEPARATELY, STEP 4 THE LOWEST VALUE RESULTING FROM STEPS 2 AND nOft1pN,: SHALL APPLY TO ENTIRE SYSTEM. ' Miallu-D • Proauc! Control S �` W 10-31 AND TO BE REVIEWED BY BUILDING OFFICIAL ullnl shoot 1 of 28 A • ... ... .. .. . . . .. .. . . . . . . . . . . . . . .•• . . . . ... 6. 3" • • ••, • • 4t .... • .• • n s • • MlY. • • • • • 282 13/i 6" MAX, n 1 f3/18' FALSE MUNTIN OPRONAL� 3 TRACK JAMB ANCHORS DOOR FRAME WIDTH HEAD ANCHORS 14" MAX. • • Qg 8" • • • • • MOM. • • • • _ _ • (ci ANCHORS IN PAIRS P-eyT HE"SILL/JAMBS �\„ \ •nE 2, 3 OR 4 PAIRS AT STILE ENDS C. SEE3CHART ON SHEET 15 TOR CAPACITY HEAD/SILL SEE SHEET 15 . (1) NFPP CLUSTER (2) ME1P AT 3- O.C. SEE CHART ON SHEET 15 FOR CAPACITY ]I-- 3 TRACK HEAD ANCHORS 6" MAX. HEAD/SILL CORNERS I � N I ci O 0 •n °o a� �� mo 0 aeI IX .0 in n I � z ox rc to 30 wM r i Y wl d -03 a Uml cZ POCKET JAMB (SEE SHEET 8. 8, 11 . 12 ETM ON POCKE S SHEET 23) JAMB ANCHORS 3 TRACK SILL ANCHORS (2) WEEP MUSTER (2) var MUSTER (2) KEP CLUSTER (2) RE'7P CLUSTER (1) WU OUSTER TYPI .A t ION PRODUCT REVISED TESTED UNR as complying with the Florida Building God* NOa-No. 17-1011.18 D.L. OPENING Expiration Date 09/22/2020 D.L.O HEIGHT DOOR FRAME HEIGHT - 9 11/16" D.L.O. WIDTH a MOM. PANEL WIDTH - 6BY PANEL HEIGHT DOOR FRAME HEIGHT -1 3/16" Miami - a Product control r ucerysa� 8 n 70602 9 s STATE OF drawing no. ��WAt\��` sheet 2 ofQ8 1 13/16" 2 TR JAMB . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . 6' 3' • • • •a. � 190 9/I6' MAX. DOOR FRAME WIDTH 14' MAX. • • • •ANCHORS INo%JRS HEAD ANCHORS HEAD/5R1 • • •AT •IEAfySllb/JVBS• • • • • • 2. 3 OR 4 PAIRS AT STILE ENDS SEE SHEET • • • • • • • • • • rrAT 3' O.C. • • • • • • • •_SEE CHART ON SHEET 15 IUNTIN •� • • • • • FOR CAPACITY f10NAL—\ • • 1H71 • • } • , • • _ . x ro x o W n 5 \ J in N 2 TRACK HEAD ANCHORS REINFORCING AT INTERLOCKS OPTIONAL SEE SHEET 13 FOR CAPACITY , I M � li it 2 POINT 42 1/8' 1 42 1/8• II I�___ SINGLE LOCK SEE SHEET 24 D.L OPG. D.L OPG. a g II II FOR DESCRIPTION i o I 1 1 r / SILL TYPE 02 ANCHORS �` 48 1/8- 48 1/8" POCKET 2, 3 OR 4 PAIRS AT STILE ENDS PANEL WIDTH PANEL WIDTH JAMB ANCHORS AT 3' O.C. SEE CHART ON SHEET 15 FOR CAPACITY 2 TRACK SILL ANCHORS v 6'A1TYP. D.LOD OPENING EIGHT = DOOR FRAME HEIGHT - 9 11/15• 19. GB D'D.LO.WIDTH a NOM. PANEL WIDTH - 6"Sa r a PANEL HEIGHT DOOR FRAME HEIGHT -1 3/16' B.��,�J ```t 1111111JiJr o ,j Dl an aurrA (z)maxvA fd@alel0l W�9° (0 ab alma PRODUCT REVISED as complying with the Florida o Euliding Cod• L (TESTED UNTn NOA-No. 17-1011.1 S N TYPI -A EVATIO Papiratlon Oate08/22/2020 �- drawing no. ' '• ATE OF fly OInO�•.•' �� —31 REFER TO PAGES 14, 15, 17 dt 18 FOR WEEP SIZE MW10 iami-B ePro Product Control '��SS�'•••••'�1i�?� 11NAL,,% � eheet 3 of 28 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . r' U •• •'•• •i•'• i • ;• • •.. 1` 14• • • • • • •• • • • • EX'IRIOR • 00410 4.148 • EXTERIOR 3 TAACK HEAD ANCHORS 0 » . 19 L4A%. 149 5/16' 9/18- 97 3/4' Z al DOOR FRAME WIDTH DOOR FRAME WIDTH DOOR FRAME WIDTH Is, a 0 FALSE MUNDN • • • • 1 RS • • • • HEAD ANCHORS 2, 3 OR 4 PAIRS 14" MAX. HEAD/SILL HEAD ANCHORS 2 OR 4 PAIRS �j S N a 0 µr Q' D C u OPTIONAL 48 1/8" • • •yT H I vM1 • • • • AT STILE ENDS SEE SHEET 15 AT CORNER STILE ENDS CHART ON SHEET 15 6• MAX. HEAD 0 �i W R NOM. PANEL WIDTH • • • .• AT 3" O.C. SEE CHART ON SHEET 15 1 7SEE FOR CAPACITY SILL 1 13/16' t• A • • • • • (,` • • E • • • a-- FOR CAPACITY -_` _ - CORNERS MIN. u CC O 1 1 REINFORCING LL •O 8 1 ---1H A�N� INTERLOCKS W Q R 2 J M He— 0 OPT FOR cAP�AcrIY 0- 0 1 � 01 Ij -_ jl n=�__=qt=- 1 2 1/8ti i 2 POINT DOUBLE LOC SEE SHEET 2 S % p zO t l U 1 81 � co FOR 42 1/8- 2 POINT 42 1/8• S C I .L OP 91 D.L..OPG. D.L. OPG. % \ o 1 8 1 _ -- _�____�_= = 10 OOUBLE DESCRIPTION LOCKS SEE SHEET 24 ^ FOR DESCRIPRON //. O F n O W Lu 0 sa a a 3 oIn =No r NN� m v 3I's n , . � -� \ �y�{ `- POCKET SILL TYPE 82 µCHORS SILL TYPE 82 ANCHORS 2.-3 OR 4 PAIRS �- 411 1/8. 48 1/8- 48 1/8, PANEL WIDTH 48 1/8' PANEL WIDTH !n JAMB ANCHORS 2 OR 4 PAIRS AT STILE ENDS PAN0. WIDTH PANEL WIDTH 3 TRACK AT CORNER STILE ENDS SEE CHART ON SHEET 15 AT 3' O.C. C. JAMB ANCHORS FOR CAPACITY SEE CHART ON SHEET FOR CAPACITY ... ... 3' EXTERIOR EXTERIOR 3 TRACK n _ TYP SILLT ANCHORS (TESTED UNrT) TYPICAL EVATTON PRODUCT REVISED as complying with the Florida Building Code .0A-No. 17-1011.18 Expiration Data 09/22/2020 By / Mifmi-D • Product Control 7705M 'p STA7E OF drawing no. . . ... . . . ... FRAME WIDTH -_ DOOR FRAME W. • a • A L DTH • • • NON CHART INTERLOCKS • • • • • • SEE CHAON SHEET 13 CHART H • • • L • • XXX (SHOWN) • • • 1Q• • • • • 1tJ EXTERIOR 0 OXX • • • • • • • • • XXO •• • • • • • ••o •. XXX (REVERSE) DOOR FRAME WIDTH NON-REINF. UITERLOCKS SEE CHART ON SHEET 13 H L Ji H }{ L E XXXXXX (SHOWN) © p(TERIOR OXXXXO DOOR FRAME WIDTH O H J H rc Q K �S XXXXXX (SHOWN) DOOR FRAME WIDTH H Q APPROVED CONFIGURATIONS NON -POCKETED T)OORS (NON -REINFORCED SHOWN) SEE SHEET 13 FOR Dp AND REINFORCING OPTIONS THREE�3�TRACKS J1 .1 90• CORNER DETAIL '0' ON SHEET 22 I-W CORNER DETAIL 'P. ON SHEET 22 OPTIONAL IN LIEII OF A 90' CORNER DETAIL '0' ON SHEET 22 135* CORNER DETAIL 'P' ON SHEET 22 OPTIONAL IN LIEU OF J O THIS APPROVAL QUALIFIES DOORS WITH APPROVED CONFIGURATIONS SHOWN WITH 9V AND 135' CORNERS �w ll� WHERE STILE CONRGURATIONS SHOWN ON SHEET 22 �Y ARE PRESENT. FOR DOORS USING 9C• & 135' CORNER STILES Z ^� m O m LIMB MAX. DESIGN LOADS TO ±60.0 PSF PRODUCT REVISED C 0 0 g as complyin with the Florida Building o * a g 09 LL NOA-No. 17-1011.18 Q.' C 8 N 1` lxp4ation vat* 09/22/2020 a roduct enVo C you i 4min O / u NON-REINF. INTERLOCKS SEE CHART ON SHEET 13 I I O Ii H EXTERIOR H J H H ED' CORNER DETAIL '0' ON SHEET 22 NON—REINF. INTERLOCKS 135' CORNER DETAL 'P' ON SHEET 22 SEE CHART ON SHEET 13 OPTIONAL IN DELI OF J1 NOTE: 1. CONFIGURATIONS SHOWN FOR ILLUSTRATION PURPOSES ONLY. 2. FOR APPLICABLE NON REINFORCED OR REINFORCED DESIGN PRESSURES SEE SHEEF 13. 3. FOR ANCHOR DETAILS SEE SHEETS 15 THRU 23. 4. DOOR SHALL MEEF EGRESS REQUIREMENTS AS APPLICABLE PER FBC. l0 g u 33 � UqBq• ?Y 8 € C e N c-. x . . O ' ``11111. ....1.. �O•. �� ;J� � �/'ji11VALIE�� ail drawing no. sheet 5 of 28 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . DOOR FRAME W. • • • • • • •• • • rA H L • • • • • j• • • M sib 10 I lb I g I M •• • • ei e• ••• •• • • • • to-_ Ike Pxxx(sHowN) • • • • • • • • • XXXP •• • • • • • ••• •• DOOR FRAME WIDTH EL WIDTH i w j� I H H tij la p M MMMT PXXXXXXP (SHOWN) DOOR FRAME WIDTH r- I I H J H 4- E I M I L PXXXXXX(SHOWN) XXXXXXP DOOR FRAME WIDTH I N J — Q g Y o 0 F° O I N S i M PXXXXXO(SHOWN) OXXXXXP APPROVED CONFIGURATIONS POCKED DOORSDOORS (NON-RONFORCED SHOWN) SEE SHEET 13 FOR Dp AND REINFORCING OPTIONS THREE(3)TRAQTRAQ POCKETS ARE NOT PART OF THIS APPROVAL AND TO DE REVIEWED BY AHJ. INTERLOCKS ON SHEET 13 NON-RDNF. INTERLOCKS THIS APPROVAL QUALIFIES DOORS WITH APPROVED CONFIGURATIONS SHOWN WITH 90' AND 135' CORNERS(me WHERE STILE CONFIGURATIONS SHOWN ON SHEET 22b ARE PRESENT. Z 3 FOR DOORS USING 90' He 135' CORNER STILES LIMIT MAX. DESIGN LOADS TO ±60.0 PSF C h m 1, PRODUCT REVISED as complying with the Florida H Z8 aq I Building Code O lu NOA-No. 17-1011.1E d�nyy�t XOc G Expiration Date 09/22/2020 Q t; H �ra , �� w i w T //► ECTERIOR v v 90' CORNER DETAIL 'O' ON SHEET 12 136 CORNER DETAIL 'P' ON SHEET 22 OPTIONAL. IN LIEU OF J • •a 7iiRE =.,NJ ■� _ -1 li I_POCKET CAVTTY NOT FTY CGI NOT PART OF THIS NOA 135 CORNER DETAIL 'P' ON SHEET 22 OPTIONAL IN UEU OF J 13S CORNER DETAIL 'P' ON SHEET 22 �Q• "" OPTIONAL IN LIEU OF J �� S NOTE: 1. CONFIGURATIONS SHOWN FOR ILLUSTRATION PURPOSES ONLY. 2. FOR APPLICABLE NON REINFORCED OR REINFORCED DESIGN PRESSURES SEE SHEET 13. 3. FOR ANCHOR DETA)LS SEE SHEETS 15 THRU 23. 4. DOOR SHALL MEET EGRESS REQUIREMENTS AS APPLICABLE PER FBC. ci o D M o rol Qa GO< �l 0 a lit 2 Q �iW'c s � M 7 u0¢ R drawing no. W10-31 5 e C . •.. ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . DOOR FRAME W. • • • 1 • • 1 5 • • 1 W . • 1 o G MAX. FRAME WIDTH *0 R EIN INTERLOCKS ON SHEET 13 IC � -NO l �y� wj ig • • (j • • 1 • • • I@ E:W%OR C7 XO (SHOWN) • • • • . • • • • • OX • • • GO• •• • • .. . . . . . ... .. OOR,y F> ,fE W. MAX. FRAME WIDTH I(� I REINF. INTERLOCKS SEE CHART ON SHEET 13 �H rc QL1 0 EXTERIOR O Li XX iR X 3/4' SMS DOOR FRAME WIDTH _, DV CORNER DETAIL '0' ON SHEET 22 OXO (SHOWN) 133' CORNER DETAIL 'P' ON SHEET 22 OXO(REVERSE) OPTIONAL IN DELI OF J7 DOOR FRAME WIDTH G G li OXXO XXXX(SIMRNi) APPROVED CONFIGURATIONS NON —POCKETED DOORS (NON —REINFORCED SHOWN) SEE SHEET 13 FOR Op AND RE3NFORCING OPTIONS TWO (2) TRACKS THIS APPROVAL QUALIFIES DOORS WITH APPROVED U 8 CONFIGURATIONS SHOWN WITH 90' AND 135' CORNERS Ift� n WHERE STILE CONFIGURATIONS SHOWN ON SHEET 22 �Y o ARE PRESENT. Z ro i 1 FOR DOORS USING 90' & 135' CORNER STILES 0 F y $ LIMB MAX. DESIGN LOADS TO ±60.0 PSF PRODUCT REVISED Q the Florida 0 as complying with Building Coda q II. E NOA-No. 17-1011.18 J% D 0 Expiration Data 09/22/2020 c R N BY a0Ki7 0 Miam a Product ontrol 0 a o p s 0 bE Qi§,z4�• Ll.zo_11 �J_ a n V C — n N ca n C o3 d v 3� m c z 30_� }n �?m v U 1 INTERLOCKS SHEET CON 99 CORNER DETAIL 'O' ON SHEET 22 135' CORNER DETAIL 'P' ON SHEET 22 OPTIONAL W LIEU OF J1 NOTE: 1. CONFIGURATIONS SHOWN FOR ILLUSTRATION PURPOSES ONLY. 2. FOR APPLICABLE NON REINFORCED OR REINFORCED DESIGN PRESSURES SEE SHEET 13. 3. FOR ANCHOR DETAILS SEE SHEETS 15 THRU 23. 4. DOOR SHALL MEET EGRESS REQUIREMENTS AS APPLICABLE PER FBC. ram, b druning no. 3`��' W10-31 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . DOOR POCKET CAVITY NOT BY CGI FRAME NOT PART OF THIS YCi, • • • • WIDTH - • • DOOR WAM6 W16TH• • • I r I Kim •• • o ly q O ly ig I o I M K1 • • • • •. . . Z• PX (SHOWN) • . • . . • • • XP • • . • • . • . • • • • I DOORFRAMEW. I I r2 j I m d o g of x Ia a L _-- PXXP DOOR FRAME WIDTH I I � 1 I I 1 I � L PXXXXP DOOR FRAME WIDTH r-�1 � H H I J ¢ j0 a M K I L PXXXX (SHOWN) PXXXO xxxxP OXXXP DOOR FRAME W. r-- LI S j ILj i 3 jU O .I M ja° I M Li PXX (SHOWN) XXP DOOR FRAME WIDTH I I I I ly - y1 ja I I EXTERIOR JI O 91 CORNER DETAIL'.' ON SHEET 22 135' CORNER DErA1L 'P' ON SHEET 22 OPTIONAL IN LIEU OF J1 DOOR FRAME WIDTH �t..-U NON-REINF. INTERLOCKS SEE CHART ON SHEET 13 Z to O EXTERIOR O L1 O ti V 'a �It .mot Sao 8 THIS APPROVAL QUALIFIES DOORS WITH APPROVED G O .Dt¢ g CONFIGURATIONS SHOWN WITH 90' AND 135' CORNERS WHERE STILE CONFIGURATIONS SHOWN ON SHEET 22 a R ARE PRESENT. LL z = FOR DOORS USING 99 do 135' CORNER STILES -1 o °o LIMIT MAX. DESIGN LOADS TO ±60.0 PSF NOTE. 1. CONFIGURATIONS SHOWN FOR ILLUSTRATION PURPOSES ONLY. 2. FOR A-PUCA13LE NON REINFORCED OR REINFORCED DESIGN PRESSURES SEE SHEET 13. 3. FOR ANCHOR DETAILS SEE SHEETS 15 THRU 23. 4. DOOR SHALL MEET EGRESS REQUIREMENTS AS APPLICABLE PER FBC. NON-REINF. INTERLOCKS CHART ON SHEET 13 _ arm _mwm lim V " CAItKIUK It) U U U 9V CORNER DETAIL 'C' ON SHEET 22 13T CORNER DETAIL 'P' ON SHEET 22 OPTIONAL IN LIEU OF J7 DOOR FRAME WIDTH NON-RDNF. INTERLOCKS a� U U ulcrttvrt U U 90' CORNER DETAIL '0' ON SHEET 22 135' CORNER DEVIL 'P' ON SHEET 22 OPTIONAL IN LIEU OF J1 APPROVED CONFIGURATIONS POCKETED DOORS (NON -REINFORCED SHOWN) SEE SHEET 13 FOR DP AND REINFORCING OPTIONS POCKETS ARE NOT PART OF THIS APPROVAL AND TO BE REVIEWED BY AHJ. PRODUCT REVISED' v ...m In th. Florida 9'�with — — a NOA-No. •17-1011.1E F.piratlon Oat. 09/22/2020 drawingo no. Miamt-0 Prod.Ct ontro '�9;SS+�O • TOL.w1 Q_3 DOOR FRAME WIDTH H HQ— - O Xxxx (SHOWN) oxxx XXXO XXXX (RBOME) . . ... . . . ... .. .. . . . .. .. . •• • • • .• •.• •• • 000 • • • . • • 0 FRAME WIDTH A EL WIDTH • NON-REINF. INTERLOCKS • • • • . • so SEE CHART ON S 13 DOOR FRAME WIOTFI b 0 o XXXXXXXX (SHOWN) OXXXXXXO ® Q EXTERIOR Q OH APPROVED CQNGURATIONS NON —PO -K ET FID DOORS (NON -REINFORCED SHOWN) SEE SHEET 13 FOR Dp AND RENFORCING OPTIONS FOUR (4) TRACKS 135' CORNEA DETAIL 'P' ON SHEET 22 OPTIONAL IN LIEU OF J1 THIS APPROVAL QUALIFIES DOORS WITH APPROVED CONFIGURATIONS SHOWN WITH 90' AND 135' CORNERS WHERE STILE CONFIGURATIONS SHOWN ON SHEET 22 ARE PRESENT. Z m^ m FOR DOORS USING 90' do 135' CORNER STILES UMIT MAX. DESIGN LOADS TO t60.0 PSF F 44 g x N K° .16 PRODUCT REVISED O [� ^ as complying with the Florida Building Code Q' C t Noa-No. 17-1071.18 0 N n Expiration Date 09/22/2020 O o O By 0wI -g Miam - ro uct ontro1 0 o r LLio�i� a� NOTE: 1. CONFIGURATIONS SHOWN FOR ILLUSTRATION PURPOSES ONLY. 2. FOR APPLICABLE NON REINFORCED OR REINFORCED DESIGN PRESSURES SEE SHEET 13. 3. FOR ANCHOR DETAILS SEE SHEETS 15 THRU 23. 4. DOOR SHALL MEET EGRESS REQUIREMENTS AS APPLICABLE PER FBC. " m N 0 °0 Ci 3 0L'i vV') c O M d v 3 � cZti� � a O ML 0 ;�°�� drowing9 no. ��. W10-31 . . ... . . . ... • • • •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • ••• • • ••• • • • • •• • DOOR FRAME WIDTH H ghJ ll— S XXXXXXXX (SHOWN) OXXXXXXO DOOR FRAME WIDTH H J H S " XXXXXXXO (SHOWN) OXXXXXXO APPROVED CONFIGURATIONS NON —POCKETED DOORS (NON —REINFORCED SHOWN) SEE SHEET 13 FOR Dip AND REINFORCING OPTIONS FOUR (4) TRACKS THIS APPROVAL QUALIFIES DOORS WITH APPROVED CONFIGURATIONS SHOWN WITH 90' AND 136 CORNERS WHERE STILE CONFIGURATIONS SHOWN ON SHEET 22 ARE PRESENT. FOR DOORS USING 90' k 135' CORNER STILES LIMIT MAX. DESIGN LOADS TO ±60.0 PSF PRODUCT REVISED as complying with the Florida Bullding Code NDA-No. 17-1011.1 E E.Piration Date 09/22/2020 By Mlam Produc ontro 90' CORNER DErNL '0' ON SHEET 22 135' CORNER DETAIL 'P' ON SHEET 22 OPTIONAL IN LIEU OF J 90' CORNER DETAIL '0' ON SHEET 22 135' CORNER DETAIL 'P' ON SHEET 22 OPTIONAL N UEU Or J NOTE 1, CONFIGURATIONS SHOWN FOR ILLUSTRATION PURPOSES ONLY. 2. FOR APPLICABLE NON REINFORCED OR REINFORCED DESIGN PRESSURES SEE SHEEP 13. 3. FOR ANCHOR DETAILS SEE SHEETS 15 THRU 23. 4. DOOR SHALL MEET EGRESS REQUIREMENTS AS APPUCA13LE PER FBC. m�V 0 12 q W h rf Zn 0 Nop N 0. goff otHp on of ti g� s 110. o o_ o�app a NNc O U. J Om� 02 13 N u gC 00 t � N M 00 M n �FEEj1c v 3 n Ea N a 'I7 ` 11 I fill, a 70692 9 gip• TXTE OF ;'[yam drawing no. . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... • • • • • • •• • • • • •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • •• • • • •• ••• •• • • • • • • • • • DOOR FRAME WIDTH • ••• • • • • •• • • • • • • • OOp1 PANEL WIDTH NON—REINF. INTERLOCKS DOOR FRAME WIDTH • • • • _ • • • I • SEE CHART ON S 13 i L I H o I M H � I I� rll PXXXX (SHOWN) MO HO EXTERIOR Q OH XXXXP �ti ti��i Ali DOOR FRAME WIDTH r— L I I I� 1 1oO10 I o I S i M 1 1 I I I I� Ld I D 0o ! : a °'I I 1 I I I 1 I PXXXXXXXXP (SHOWN) U APPROVED CONFIGURATIONS POCKETED DOORS (NON -REINFORCED SHOWN) SEE SHEEF 13 FOR Op AND REINFORCING OPTIONS FOUR (1) TRACKS POCKETS ARE NOT PART OF THIS APPROVAL AND TO BE REVIEWED BY AHJ. THIS APPROVAL QUALIFIES DOORS WITH APPROVED �v $ CONFIGURATIONS SHOWN WITH 90' AND 135' CORNERS WHERE STILE CONFIGURATIONS SHOWN ON SHEET 22 �Y o ARE PRESENT. • 3 FOR DOORS USING 90' & 135' CORNER STILES 0 q R LIMIT MAX. DESIGN LOADS TO ±60.0 PSF PRODUCT REVISED a or plyingwith the Florida� Building Code 17 NO,... -1011.18 R a r r Expiration Date 09/22/2020 p• �z2u1 d n 6y �K¢M Mia'n" a rodoct Control ° 4 O ° „¢ Q' Z g N J002 ab&�d N c n 0 o r m N p M n 1 n O O _ •_- I O i U U U U U GCfFRIOR U U U � 90' CORNER DETAIL '0' ON SHEET 22 o g ^ SIB € 139 CORNER DETAIL 'P' -ON SHEET 22 OPTIONAL IN LIEU OF J R NOTE: 1. CONFIGURATIONS SHOWN FOR ILLUSTRATION PURPOSES ONLY. 2. FOR APPLICABLE NON REINFORCED OR REINFORCED DESIGN PRESSURES SEE SHEET 13. 3. FOR ANCHOR DEVILS SEE SHEETS 15 THRU 23. 4. DOOR SHALL MEET EGRESS REQUIREMENTS AS APPLICABLE PER FBC. _ 1\1111 I11iiT �_ ATE OF .'2� drowing no. W10-31 • ... ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • THIS APPROVAL QUALIFIES DOORS WITH APPROVED CONFIGURATIONS SHOWN WITH 90' AND 135' CORNERS WHERE STILE CONFIGURATIONS SHOWN ON SHEET 22 ARE PRESENT. FOR DOORS USING 90' do 135' CORNER STILES �v v �. • • • LIMIT MAX. DESIGN LOADS TO ±BO.0 PSF 0 • • • • • • • • • • • PRODUCT REVISED as comp)ying with the Florida O 0 - 9 C • • • 000 • • • • BuRdinI, Code 17-1011.18 • • • • • • • • • • • • • • • • • • • • NOA-No. 1% •• • • • • • ••• •• Expiration Date 09/22/2020 By () �1 MiaraF;"Tre Product Contra 011.09 C*31-.F z N FRAME WIDTH Q a m DOOR FRAME WIDTH MOM. PANEL WIDTH NON-RE1NF. INTERLOCKS L� I SEE CHART ON SHEEP 13 �1 r'i� � i'�1 . ,j WR g Q ,1 i I L ( Li jaQOH H H I � o � M I I PXXXXXXXX (SHOWN) XXXXXXXXP OXXXXXXXP POCKET CAVITY NOT BY C NOT PART OF THIS N( DOOR FRAME WIDTH r- I W I PXXXXXXXO (SHOWN) APPROVED CONFIGURATIONS POCKED DOORSDOORS (NON-REWFORCED SHOWN) SEE SHEET 13 FOR Dp AND REINFORCING OPNONS FOUR�TRA.CKS POCKETS ARE NOT PART OF THIS APPROVAL AND TO BE REMEWED BY AHJ. O G 0 I EXTERIOR 90' CORNER DETAIL '0' ON SHEET 22 135' CORNER DETAIL 'P' ON SHEET 22 OPTIONAL IN LIEU OF J 90' CORNER DETAIL '0' ON SHEET 22 135 CORNER DETAIL 'P' ON SHEET 22 OPTIONAL IN LIEU OF J NOTE 1. CONFIGURATIONS SHOWN FOR ILLUSTRATION PURPOSES ONLY. 2. FOR APPLICABLE NON REINFORCED OR REINFORCED DESIGN PRESSURES SEE SHEET 13. 3. FOR ANCHOR DETAILS SEE SHEETS 15 THRU 23. 4. DOOR SHALL MEET EGRESS REQUIREMENTS AS APPLICABLE PER FBC. U O n C n 0 QO Wn � c O=N o 3�M i O M d 03Jn �oL.g e o 70592 y a � 0c'�• 7A71: of ��+. drawingo no. ' �o.!2omv...�C��,��` I W10-31 •• •• • • • •• •• • • • • • • • • • • • • • • • • • • • • • • • DESIGN LOAD CAPACITY - PSP (GLASS) NON. FAMM WIN �� DOOR E rvnO 111,111801 " P"183 GLASS TYPES 'A' A 'AI' •C STre 'E 8; 1NTLRLOCYS W/O REMP. • 12i"1131LI WILE • •RI'W' N15NP.• -.(+) I INT.(-) D#..(+) -) 24-1/8 30-1/a 36-1/f 42-1/8 48-1/8 64-1/9 e0 10 80.0 00.0 10 80.0 00.0 10 50.0 e0.0 t0 W53,35313 00.0 •00.1f to 80. 9 71.1 --TAL 71. 24-1/8 30-1/5 36-1/8 42-1/8 48-1/9 54-1 8 84 10 00.0 1 Out 80.0 •80.a• 10 50.0 60.0 eon ao. to 60.0 60.0 80.0 80.0 10 60.0 60.0 a0.0 80.0 t0 80.0 60.0 80.0 60.0 9 53-3 33.3 71.1 71.1 24-1/8 30-1/8 36-1/8 42-1/a 46-1/8 90 10 60.0 60.0 solo Bo.O 10 60.0 60.0 90.0 80.0 10 60.0 60.0 80.0 600 10 60.0 00.0 80.0 s0.a 9 60.0 60.0 80.0 ao.0 2h1/8 30-1/8 38-1/8 42-1/0 48-1/8 96 10 60.0 ma 00.0 90.0 10 60.0 60.0 80.0 60.0 10 60.0 solo 50.0 80.0 IO a0.0 60.0 1 80.0 80.0 9 60.0 60.0 solo 80.0 GJ.A96 TYI'8S 'RI' INTDRLOC63 EI'1'R Itl6D1P. 24-1/8 30-i/a 36-1/8 42-1/a 4a-1/6 54-1/8 102 10 60.0 Soto 10 60.0 Soso 10 - - 00.0 60.0 10 60.0 so.o 10 60.0 60.0 9 54.4 54.4 24-1/0 30-1/8 36-//a 42-1/8 48-1/8 53-1/8 10a to 60.0 1 80.0 10 50.0 60.0 10 - - 60.0 60.0 10 90.0 60.0 10 60.0 60.a 9 54.4 54.4 24-1/8 30-1/6 36-1/0 42-1/0 46-1/8 114 10 60.0 60.0 10 60.0 60.0 10 60.0 60O 10 --aw e0.0 9 60.0 60.0 24-1/1 30-,/a 36-1/8 42-1/0 48-1/8 120 10 60.0 eo.a 10 $0.0 60.0 /0 60.0 50.0 10 - 60.0 mo 9 60.0 60.0 Ld It -Ell --, UEN.I. GLASS CAPACITY CILARTS • • • • • • • • • • • • ry 4. • • I • •JOAi •NEL K•TH NOM. PANEL WIDTH "AmEL APPLICABLE FBC EGRESS REQUIREMENTS TO BE REVIEWED BY A)-U. EB E8 1 N N SILL RISER ITEMS E8 OR E8.1 ARE REQUIRED FOR LOADS ABOVE +80.0 PSF ONLY. NOTE: GLASS CAPACITIES ON THIS SHEET ARE c o = = = BASED ON ASTM E1300-09 (3 SEC. GUSTS) q o ' $ AND FLORIDA BUILDING COMMISSION - 8 DECLARATORY STATEMENT DCA05-DEC-219 PRODUCT REVISED �' '•. s comp with !ha Florida Autldiode ng NOA-N4>. r.plraUon Dat•09/22/2020 . ATE OF drawing no. 6y ZZ Miam a roduc Control�iw�,s.�•' {g� W 1 1 Q`,,f . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . 3/16- ANN. GLASS 3/16- ANN. GLASS 075' Intedayer • • • • • • • • .075' Intedayer Safex CP With PET Ci . • • • • • • • • • • i • • Saflex CP With PET Core Chemiwl�Co.• • • • • • • • • • • • 'Eastman Chemical Co: OR'Epstrtwn .OX Intedayer • • • • • • • • • • OR • .090' Intedayer Safi.. Clear And Color Glass • • • 000 Saflex Clear And Color Glass By 'Eastman Chemical Co: By 'Eastman Chemical Co.' OR OR 090' Intedayer 3/8' AIR SPACE 090' Interloyer SentryGlaa • • • • By'Kuroroy America, Inc... • • • • • • • SentryGloe 'Kummy America, inc.' OR • • • • • • • • DYR .090' Interioytr • • • • • • t/JdP �P C�5 .090' Intedayer Trosifol PVB • • • • • f • Trosifol PVB By 'Ku -ray America. 1—.'•0 • • • • • • • • By 'Kumray America, Inc.' • • • • • ••• •• 3/16- HEAT STREWD GLASS 3/16- HEAT STREN'D GLASS SILICONE GE S(S 1200 SILICONE GE SCS 1200 DOW CORNNG 899 m DOW CORNING 899 rn DOW CORNING 995 DOW CORNING 995 yN XL EDGE SPACER n I. O j. j ST. STEEL BY 'CARDINAL' OR :l DURASEAL BY 'QUANEX' SETTING BLOCKS �+ OR SUPER SPACER BY 'QUANEX' O AT 1/4 POINTS ON UTES OM 1 WIDER THAN 36' ai 1 SETTING BLOCKS W EPDM DUROMETEt 05*5 AT 1/4 POINTS ALL SIZES [y t" EPDM W W DUROMETER 85t5 GLASS TYPE 'A' GLASS TYPE 'Al 7/16' OVERALL LAM. GLASS 1' OVERALL INSUL LAM. GLASS 3/16' HEAT STREN'D GLASS 3/16' HEAT STREWD GLASS .07V Intedoyer .075' Intedayer Saflex CP With PET Core Saflex CP With PET Core By 'Eastman Chemloal Co.' By 'East... Chemical Co.' OR OR 090, Intedayer 090' Intedayer fle Sax Clear And Color Glass Saflex Clear And Color Clan By 'East—. Chemical Co.' By 'Eastman Chemical Co.' OR OR .090' Intedayer 3/8- AIR SPACE 090' Intedayer S.ntwoa S.ntryGlas By 'Kuraray America, Inc.' By 'Kuroroy America, Inc.' OR OR 090' Intedayer 3/16- TEMP. GLASS 090' Intedayer T.If. PVEroy PVB By 'Kuroray America, Inc.' By Kul By 'Kurorpy America, Inc.' By 'Kul roy 3/16- HEAT STREN'D CLASS 3/16- HEAT STREWD GLASS SILCONE SILICONE rr m GE SCS 1200 DOW CORNING 899 Ig GE SCS 1200 DOW CORNING 899 z DOW CORNING 995 i DOW CORNING 995 y M1 Mi XL EDGE SPACER. rs SETTING BLOCKS n u I. I ST. STEEL BY 'CARDINAL' p AT 1/4 POINTS ON UTES j. OR DURASEAL BY 'QUANEX' .i WIDER THAN 36' I OR O DUROMETER 85f5 O SUPER SPACER BY 'QUANEX' a , 1 H 4 POINTS ALLSIZES AT�DM% EP W OUROMETER 85t5 GLASS TYPE V GLASS TYPE IV 7/16' OVERALL LAM. CLASS 1' OVERALL INSUL LAM. GLASS GLAZING OPTIONS My ftU O A F H 0m 2�` W o 0 t R U O �.i 00nco 0'3 �u¢ zO n Q�In iI, Z N -: g PRODUCT REVISED as oompiying with the Florida' •• �� o B Building Coda NOA-No. 17-1011.18 •• Expiration Date 09/22/2020 dr""ng no. Illy DP Miamn-07Produpt Control 'rrrr��A1At �\\\`� W10-31 ,unlr+ sheet 14 of 28 3 KSI IN CONCRETE AT & INTEA EDGE 51" '.fOR+ 9 ANCHOR TYPE A INTO 29Y WOOD BUCKS nR Wnnn STRUCTURES . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... TYPICAL ANCHORS 28y WOOD "KS • • IN CLUSTERS >iEE yOTE•SHEET 1 • • • AT MTG. STILE • & INTERLOCR ODDS • • • • • • 45 KM • • *SEE DIART • •/ • • N•REIi • FOR QUANTITIES • • • y • • • f m �• • • DEMON LOAD CAPACr'r'Y - PST (ANCHORS) NOLL PANEL wmTH BvoO DOOR MU& 010 NAIlB HEAD ANCHORS (TYPE A. R r< C) BILL ANCHORS (PYFE NO) CLUSTER AT S8Lvilirmom EM5 CLUSTER AT SHE/mum EMS 4 EXT.(+) NT.(-)IW.(- 6 I EXT.(+) a EXT.(+) IW. - 4 EXT.(+) . - INY_(_) e EXT.(.) INr.C- 6 EXT.(+) IW.(- 24-1/8 30-1/a 38-1/a 42-1/9 4e-1/0 54-1/a 62 60.0 - - a0.0 - - 80.0 80.0 - - 00.0 - - 70.2 BOLD - 72.4 90.0 6a.7 80.0 - 68.e a0.0 e3.4 80.0 - 62-8 90.0 59.5 80.0 50.0 24-t/B 3o-1/a 36-1/a 42-1/8 48-t/a 54-1/8 84 ao.o W.O - ao.o 80.0 75.5 00.0 - W.0 - 87A 80.0 - L. a4.3 SOLO - 62.3 a0.0 - 59.1 80.0 80.0 58.4 W.0 60.0 a3.3 90.0 80.0 24-1/a 30-t/a 36-1/6 42-1/8 48-1/8 90 1 ao.o - - a0.0 - - 79.7 60.0 - 75.6 ac.0 - 99.2 80,0 - 61.2 80.0 - N.6 58.7 a0.0 Bobo 50.7 80.0 90.o 53.7 aO.0 ..0 24-1/a 30-1/a 38-7/a 42-1/B 48-1/a 96 60.0 - - Bop - - 73.5 50.0 - 69.0 80.0 - 63.9 80.0 - 60.6 ao.o - 57.0 .0.0 BOp 54.0 80.0 .0.0 51.9 7T9 e0.0 40.3 73A BOLO 24-1 /a 30-t/8 36-1/a 42-1/8 48-1/8 54-1/a 1aZ 60.0 - - Bobo - - 800 - - 80.0 - - 59.3 BOLO BOLO sa.2 60.0 00.0 ON 50.0 BOLO 5o.0 60.0 BOLO 47.9 00.0 60.0 43.5 W.0 SO.0 44.3 60.0 80.0 +2.0 00.0 60.0 24-1/8 3o-1/a 38-1/8 42-1/6 48-i/8 108 60'0 - - BOLO - - so.- - 90.0 - - 55.3 60.0 604 52.5 80.0 60.0 49.1 BOLO BOLO 48.6 00.0 BOLO 44.5 60.0 60.0 42.2 60.0 60.0 24-1/a 30-1/a 36-1/a 42-1/a 48-1/8 114 a0.0 - - 80.0 - - 60.0 - - 57.2 60.0 60.0 61.9 $0.0 60.0 49.2 60.0 60.0 45.9 40.0 40.0 43.6 1 60.0 M. 4L.5 90.0 6U.0 39.4 59.1 ..a24-1/0 30--1/8 36-1/8 42-1/a 48-1/B 120 60.0 - - 60.0 - - 58.9 BOLO 50.0 54.0 60.0 90.0 40.S 90.0 60.0 40.3 .0.0 60.0 43.t 90.0 10.0 40.8 00.0 80.0 LIMIT EXT LIMIT EXT L"T ENT TYPICAL ANCHORS IN CLUSTERS WOOD BUCKS AT MTG. STILE NOTE SHEET 1 & INTERLOCK ENDS SEE CHART / FOR QUANiTTIES S EDGrD)' �3 S/8'_ 3 KSI CONCRETE TYPICAL ANCHORS {�u IN CLUSTERS METAL STRUCTURES AT MTG. STILE SEE SPEC BELOW k INTERLOCKSECHARRST Z FOR QUANTRIES 2 35/8' Ff $N p00-110 0. liOt ud• �4••••��n�yN� I II ��jy �� IIII ---- IIII �I��y z IIII ? O G 9'1 ,+ W • � • � � 3z � U Tl.uy ICI Tull � � �� S u � m� C1 01.tH ;CHSR ;"A • • � � ANCHOR TYPE B r m ca ANCHOR TYPE C � � C & G � $ THRU 10Y WOOD BUCKS DIRECTLY INTO 3 KSI CONCRETE INTO METAL STRUCTURES C 3.01 , INTO 3 KSI CONCRETE OR APPROVED MUWONS 1 -3 z jR F WOOD BUCKS AND METAL STRUCTURES NOT BY CGI WINDOWS INSTALLATION CONDITIONS SHOWN APPLY TO = y a a MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND BOTH 2 TRACK AND 3 TRACK SYSTEMS WITH J $ EIS TYPICAL ANCHORS• SEE ELEV FOR SPACING TRANSFER THEM TO THE BUILDING STRUCTURE STD. FRAME HEAD AND SILL a f AT HEAD- • - ' - ' - - AT JA6U35- TYPE "A'- 1 /4" X 3-1 /4" ULTRACON BY 'ELCO' (Fu-177 KS, Fy-155 KSI) TYPE 'A'- 1 /4" D1� ULTRACON 13Y 'ELCO' (Fu-T77 KSI, Fr1SS KSI) i THRU 18Y BUCKS INTO CONCRETE INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1-1/4" MIN. EMBED IN -to CONCRETE II 1-1/2" MIN. PENETRATION INTO WOOD THRU 213Y BUCKS INTO CONCRETE THRU 1BY BUCKS INTO CONC. OR MASONRY 1/2" MIN. EMBED INTO CONCRETE II 1-1/4" MIN. EMBED INTO CONC. OR MASONRY • TYPE '8'- ,1/4' X 3-1/4' ULTRACON 13Y TLCO' (F9-177 KSL Fy-155 KSI) TYPE V- 1/4" DLL. ULTRACON BY 'ELCO' (Fu-177 KS, Fr155 KS) I DIRECTLY INTO CONCRETE CI DIRECTLY INTO CONC. OR MASONRY I 2" MIN. EMBED 1-1/4" MIN. EMBED INTO CONC. OR MASONRY TYPE 'C'- 1/4* DUl SELF DRILLING SCREWS (GRADE 5 CRS) I ( TYPE 'C'- 1/4" DOA. SFLF DRILLING SCREWS (GRACE 5 CRS) INTO MUJAI-DARE COUNTY APPROVED MULLIONS INTO MIAMI-DADE COUNTY APPROVED MULLIONS OR I I OR INTO METAL STRUCTURES (HEAD/SILL/JAMBS) .. INTO METAL STRUCTURES (HEAD/SILL/JAMBS) (3) THREADS MIN. PENERIATION BEYOND SUBSTRATE I I (3) THREADS MIN. PENETRATION BEYOND SUBSTRATE ALUMINUM: 1/8' THK. MIN. (6063-TS MIN.) ALUMINUM: 1/6" THK. MIN. (6063-T5 MIN.) STEEL 1/0' THK. MIN. (Fy - 36 KSI MIN.) STEEL: 1/8" THK. MIN. (Fy = 36 KSI MIN.) f (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PANTED) (STEEL N CONTACT WITH ALUMINUM TO 8E MATED OR PAINTED) - L- AT SAIL - ' - ' - ' - ' - ' ANCHOR FDOE D6'FANCFSFTIP-J E 'B2'- 1/4' DLk ULTRACON BY 'ELCO' (Fu-177 KSL FY-155 KSQ TWO CONCRETE OR MASONRY = 2-1/2' MIN. DIRECTLY INTO CONCRETE INTO WOOD STRUCTURE 1" MIN. 1-3/4- MIN. EMBED INTO CONCRETE INTO METAL STRUCTURE - 3/4' MIN. � WOOD AT HEAD OR JAMBS SC-055 MIN. 4 NOTE: CONCRETE LOW% HOLLOW/FILLED SILL BLOCK ATAJAMBS r. - 2 OPSI PSI MN. ANCHOR CAPACITIES LISTED ON THIS SHEET TO BE USED IN CONJUNCTION SILL RISERS WITH GLASS CHARTS ON SHEET 13 AND SHEET 13 FOR CAPACITY FOR OPTIONAL SILL DETAILS LOWER APPUCA13LE VALUES CONTROL �x 3 TRACK SYSTEM SHOWN ALSO APPLICABLE ANCHOR TYPE B >< ANCHOR TYPE 8 o TO 2 AND 4 TRACK FRAMES. DIRECTLY INTO 3 KSI CONCRETE DIRECTLY INTO 3 KSI CONCRETE PLEASE SEE FOLLOWING SHEETS FOR DETAILS. m3: PRODUCTREVISED mplyIng with the Florida Building Cod• NOA1-No" 17-1011.18 O F ERpiratl.nOate09/22/2020 a 6y Miam a oduet control Sa.9 66.4 BOLO 36.9 65.1 BOLO - LOADS TO 60.0 PSF FOR DOORS W/O REINFORCING ALL SIZES LOADS TO a0.0 PSF FOR DOORS W/ REMF. PTO 95 IN. lfr. LOADS TO BOLO PSF FOR DOORS w/ REINF. ABOVE 96 N. HT. UPTO 120 IN._HIGH, PO lD k HARDENED fc - 5000 PSI MIN. NOT BY C.GI. TRUST TRANSFER SHEAR LOADS TO STRUCTURE TYPICAL ANCHORS IN CLUSTERS AT MTG. STILE & INTERLOCK ENDS SEE CHART FOR QUANTITIES A 011� AT HEAD- • - ' - ' - - AT JA6U35- TYPE "A'- 1 /4" X 3-1 /4" ULTRACON BY 'ELCO' (Fu-177 KS, Fy-155 KSI) TYPE 'A'- 1 /4" D1� ULTRACON 13Y 'ELCO' (Fu-T77 KSI, Fr1SS KSI) i THRU 18Y BUCKS INTO CONCRETE INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1-1/4" MIN. EMBED IN -to CONCRETE II 1-1/2" MIN. PENETRATION INTO WOOD THRU 213Y BUCKS INTO CONCRETE THRU 1BY BUCKS INTO CONC. OR MASONRY 1/2" MIN. EMBED INTO CONCRETE II 1-1/4" MIN. EMBED INTO CONC. OR MASONRY • TYPE '8'- ,1/4' X 3-1/4' ULTRACON 13Y TLCO' (F9-177 KSL Fy-155 KSI) TYPE V- 1/4" DLL. ULTRACON BY 'ELCO' (Fu-177 KS, Fr155 KS) I DIRECTLY INTO CONCRETE CI DIRECTLY INTO CONC. OR MASONRY I 2" MIN. EMBED 1-1/4" MIN. EMBED INTO CONC. OR MASONRY TYPE 'C'- 1/4* DUl SELF DRILLING SCREWS (GRADE 5 CRS) I ( TYPE 'C'- 1/4" DOA. SFLF DRILLING SCREWS (GRACE 5 CRS) INTO MUJAI-DARE COUNTY APPROVED MULLIONS INTO MIAMI-DADE COUNTY APPROVED MULLIONS OR I I OR INTO METAL STRUCTURES (HEAD/SILL/JAMBS) .. INTO METAL STRUCTURES (HEAD/SILL/JAMBS) (3) THREADS MIN. PENERIATION BEYOND SUBSTRATE I I (3) THREADS MIN. PENETRATION BEYOND SUBSTRATE ALUMINUM: 1/8' THK. MIN. (6063-TS MIN.) ALUMINUM: 1/6" THK. MIN. (6063-T5 MIN.) STEEL 1/0' THK. MIN. (Fy - 36 KSI MIN.) STEEL: 1/8" THK. MIN. (Fy = 36 KSI MIN.) f (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PANTED) (STEEL N CONTACT WITH ALUMINUM TO 8E MATED OR PAINTED) - L- AT SAIL - ' - ' - ' - ' - ' ANCHOR FDOE D6'FANCFSFTIP-J E 'B2'- 1/4' DLk ULTRACON BY 'ELCO' (Fu-177 KSL FY-155 KSQ TWO CONCRETE OR MASONRY = 2-1/2' MIN. DIRECTLY INTO CONCRETE INTO WOOD STRUCTURE 1" MIN. 1-3/4- MIN. EMBED INTO CONCRETE INTO METAL STRUCTURE - 3/4' MIN. � WOOD AT HEAD OR JAMBS SC-055 MIN. 4 NOTE: CONCRETE LOW% HOLLOW/FILLED SILL BLOCK ATAJAMBS r. - 2 OPSI PSI MN. ANCHOR CAPACITIES LISTED ON THIS SHEET TO BE USED IN CONJUNCTION SILL RISERS WITH GLASS CHARTS ON SHEET 13 AND SHEET 13 FOR CAPACITY FOR OPTIONAL SILL DETAILS LOWER APPUCA13LE VALUES CONTROL �x 3 TRACK SYSTEM SHOWN ALSO APPLICABLE ANCHOR TYPE B >< ANCHOR TYPE 8 o TO 2 AND 4 TRACK FRAMES. DIRECTLY INTO 3 KSI CONCRETE DIRECTLY INTO 3 KSI CONCRETE PLEASE SEE FOLLOWING SHEETS FOR DETAILS. m3: PRODUCTREVISED mplyIng with the Florida Building Cod• NOA1-No" 17-1011.18 O F ERpiratl.nOate09/22/2020 a 6y Miam a oduet control Sa.9 66.4 BOLO 36.9 65.1 BOLO - LOADS TO 60.0 PSF FOR DOORS W/O REINFORCING ALL SIZES LOADS TO a0.0 PSF FOR DOORS W/ REMF. PTO 95 IN. lfr. LOADS TO BOLO PSF FOR DOORS w/ REINF. ABOVE 96 N. HT. UPTO 120 IN._HIGH, PO lD k HARDENED fc - 5000 PSI MIN. NOT BY C.GI. TRUST TRANSFER SHEAR LOADS TO STRUCTURE TYPICAL ANCHORS IN CLUSTERS AT MTG. STILE & INTERLOCK ENDS SEE CHART FOR QUANTITIES A 011� PRODUCTREVISED mplyIng with the Florida Building Cod• NOA1-No" 17-1011.18 O F ERpiratl.nOate09/22/2020 a 6y Miam a oduet control Sa.9 66.4 BOLO 36.9 65.1 BOLO - LOADS TO 60.0 PSF FOR DOORS W/O REINFORCING ALL SIZES LOADS TO a0.0 PSF FOR DOORS W/ REMF. PTO 95 IN. lfr. LOADS TO BOLO PSF FOR DOORS w/ REINF. ABOVE 96 N. HT. UPTO 120 IN._HIGH, PO lD k HARDENED fc - 5000 PSI MIN. NOT BY C.GI. TRUST TRANSFER SHEAR LOADS TO STRUCTURE TYPICAL ANCHORS IN CLUSTERS AT MTG. STILE & INTERLOCK ENDS SEE CHART FOR QUANTITIES A 011� IRM • ... ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . SHEET•1a P.&"ORS • • • • • • • • • • • • • • • • • • EDGIADIST. • 5� - ' • I •4 is I .. SHEET 15 FOR ANCHORS POURED k HARDENED HIGH STRENGTH GROUT NON -SHRINK, NON-METALLIC f'o - 5000 PSI MIN. - NOT BY CGI WINDOWS MUST TRANSFER SHEAR LOADS TO STRUCTURE ■ O THREE (3) TRACK DOOR DETAILS r, PRODUCT REVISED U n as eom Iying with the Florida Building Code �4%V of Z NOA-No. 17-1011.18 g expiration net•09/22/2020 01 w I ry a a e Mlam -WX Product Conti e U O O a ao� o,„I� WEEP SIZE 1/4- X 1/S" 0 .&2 • o 0600.� 0412 REFER TO SHEET 15 FOR VARIOUS INSTALLATION CONDITIONS. a 3 6 LLZo OPTIONAL SLANT SIADAPTORS LL Q W 0 N � ' U C I 0 .. O t l 4 DECORATIVE 2 SILL COVER z C! ul a �u rn OPTIONAL cl F-csI O rY 1 i � pNl'1ri V 3 j h E 3O� G Mn SILL RISER REOD. FOR LOADS ABOVE +90 PSF SILL RISER READ. FOR LOADS ABOVE +so PSF ```\\\1111111/1//j // O • ; '• �y � drawing r OF oraoA:'' ...... W10-31 I111111\\\ sheet 16 of 28 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... TYPICAL ANCHORS SEE ELEV. PANG TH • FOR SPACING • • • • • • • • • t /2' MAX. © • • • • • • D,M. • • • • • H• • HO LOAD BEARING 8 • SEE cFA iROND• SHIM • • Mtyt 1 • • • • • • SHEEP 13 FOR CAPACITY E3 1 1 t n n Qo OQ O O _ M74A M161 � e E27 1 E4 • I OL OPG. 1 EXTERIOR NON. PANEL WIDTH TYPI< LOCK STILE n WOOD STRUCTURE EXTERIOR INTERLOCK (REINFORCED) DOOR FRAME 1/2" MAX. LOAD BEARING SHIM W 0 � z z o c�o ,.. TYPICAL ANCHORS SEE ELEV. 1 FOR SPACING 1 _ t a :,n INTERLOCK (REINFORCED) 110 X 1-1/4' SS PH 1 PER O 3 PER PANEL AT 18" FROM EACH END AND AT MIDSPAN 3/4SS FH SMS 1 PER CUP— O C MAX. BFARI! SHIM w RXED PAN E1 EXT. DOOR FRAME WIDTH PRODUCT REVISED as complying with th• Florida Building Code Non-N.. 17-1011.18 Expiration Date 09/22/2020 By Miam a roduct Control THREE�TRACK DOOR DETAILSDOOR DETAILS )R SPACING n 7 � drawingo no. W10-31 �` sheet 17 of 2 . . ... . . . ... .. .. . . . .. .. . . . ... . . . . .. . SEE SHEET 15 FOR ANCHO)4' • • • • • SEE SME%15 FOR ANCHORS EDGE DIST. 1• • • • • _ • •EDO• DISf.3 KSI CONC, BE 3 KSI CONC. •• • • • t • • • • • • • • Al 6 C1 1 II 101 f e = 5000 PSI MIN. NOT BY CCI WINDOWS MJ NUST TRANSFER SHEAR LOADS TO STRUCTURE B1 D1 � O -OR LOADS +60 PSF WEEP SIZE 1/4" X 1/8" REFER TO SHEET 15 FOR VARIOUS INSTALLATION CONDMONS OPTIONAL SLANT SILL ADAPTORS DECORATIVE SILL COVER OFMSILL r 1 �l i l II �1 II II J SILL RISER E6.1 OPTIONAL FOR LOADS OVE +60 PSF N •.'. I .rr.. ..'.' r'.'::.-. . i .:::.'.'.':.' I '.'..'.':. PRODUCT REVISED c m 1y1n9 with the Florida 9'•10 Building Code a B 15 NOA-No. 17-1011.18 - • �', •�' . •+ ' I : a� r , m 3 KSI CONC. \ �' •a" , :� ' I , Vie- I . • •-3 KSI CONC. Ezplratlon Oat- 09(2212020 ( - EDGE DISF. 1, 3�4' EDGE DIST. �. S%4• . SEE SHEET 15 FOR ANCHORS By TE OF ��yj: drawing no, a Product Control Miami- SEE SHEEP 15 FOR ANCHORS TWO (2) TRACK DOOR DETA1?S �fff lrll\\\\ sheet 18 of 28 . . ... . . . ... . . . . . . . . . . . . ... . . . . ... TYPICAL ANCHORS • • • • • • • (� 1h T� U SEE ELEV. FOR SPACING • • • • • • • • • • `Y r� 1/2' MAX. • • • • • • • • • • • • • • • • • • • • • • • • PANEL MOTH I Z o m • j LOAD BEARING • �tOOA 1R1/4' S1 PH•SMS • t • • t • • PANEL WIDTH Q e S SH , G 1 1 PER•CUP • • • O D.Lo. J 1 _ F' z a SS FH SMS D.LO. yE 0 O U W G I PER3CCUP I O .... 0 o • • • • • a �QK - II •• • . 0.0 O a � ZZU �N do ' o E6 E4 E9 O ' � FlXFD PANFI_ INTERLOCK (REINFORCED) ASTRAGAL d p C n 1 EXTERIOR S y NOM. PANEL WIDTH yCa� n O DOOR FRAME WIDTH 0 ._. /,BY Ld WOOD BUCKS SEE NOTE SHEET 1 O�n� 1/2' MAX. LOAD BEARING K1 O L1 O tj 0 1/4- 10 X 1-1/4' SS PH SMS MAX d '13 F C 3M Z� SHIM PANEL WIDTH g 1 PER CUP LOAD BEARING 3 O= n 1/2- MAX. LOADSBIEARING U o TYPICAL. ANCHORS SHIM �B X 3/4' SP MSTTRRUCTU _ g U U O O s v r- DLO. SEE ELEV. "FOR SPACING 1 R CUP 0 TYPICAL AN RS TYPICAL ANCHORS SEE FOR SPACI C� _- II A SEE ELEV.SPAC FOR SPACING � -_-_- O 15 -CI g i W 7• E2O ' o C � y O • :. . r - 5W� EXT. �' " S2 o EXf. EXTERIOR W - DOOR FRAME WIDTH c " /.R DOOR FRAME WIDTH DOOR FRAME WIDTH FIXED PANE`��7 WOOD BUCK . Jp.O•„ WOOD STRUCTURE PRODUCT �... . cN SEE NOTE SHEET 1 BREVISED Building ly1 g Cot1 = c ^ NOA-No.17-1011.18 _ 7 Expiration Oat. 09/22/2020 -;�lY` OP � dmwinq no. By Mia—Vvera Product Control '� S ... `y�A�� W 10-31 sheet 19 of 28 TWO (2) TRACK DOOR DETAILS art �P1ALt.� i 1g= CIA • • • • • • • • • • • • • • • • • • • • • • • • • SEIP SHEET 15 PER ANC • • • • HERS • • • • • • • •• • • • • • • • • • • • • • • • • 3 i'a �E • • • • rncr i• . • • • EDGC D POURED & HARDENED HIGH STRENGTH GROUP NON -SHRINK, NON-METALLIC Pc - .9000 PSI MIN. NOT BY CGI WINDOWS (JUST TRANSFER SHEAR LOADS TD STRUCTURE SHEET 15 FOR ANCHORS O FOUR (4) TRACK DOOR DETAIIS REFER TO SHEET 15 FOR VARIOUS INSTALLATION CONDRIONS. (a n 0 PRODUCT REVISED ea com in with the Florida gg Z m G Buliding od• NOA-No. 17-1011.18 � F- Expiration Date 09/22/2020 S. 6 D �. o 0 J By Miami ro ect �o6trol NO C N p 0 (GJT WEEP SIZE 1/4- X 1/8" °0ve .'tm m o pa1 04 �4t o W (a Ja$EC aa�f� U C I N 0.1 C• M OPTIONAL a o SLANT SILL ADAPTORS 7 �' ciJ y O n a 3 N � U � n v 3 y, DECORATIVESI OPRONAL 6-4 � cZ12 30 -� n O 41 d J SILL RISER E8,1 REOD. FOR LOADS ABOVE +60 PSF $ gg ''��J SER LOADS - IABOVEI+6R dl�� d L L b a �.J.Pfl. eF .0 � �� drawing no. 1P111q, Itt"I� sheet 20 of 28 . . ... . . . •.. .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . TYPICAL. ANCHORS . .. SEE ELEV. FOR SPACING • • �• • .-4L IT, • • • • • ® . • • • • ••• • • • • • • ! •-- • • • • 1/2' MAX. LOAD BEARING • • • • . • • SHIM MiSA 1 D.LO. ' . • • _ - -DID=- ,•. •..... . U • •00 •. I IN N _ M14A M15A ®II I Qi EXTERIOR 3 DOOR FRAME WIDTH 1X8 OR LARGER WOOD BUCKS TYPICAL FOR SUCK WOOD STRUCTURE PRODUCT REVISED as complying with th. Florida Euildiny Cod. .OA-No. 17-1011.18 expiration Date 09/22/2020 Dy Miam�$J3rl�i roduct Control 1 /4' MAX. JID X 1-1/4- SS PH SMS L2 1 PER CUP 3 PER PER AT 18' FROM EACH END M2 1/2' MAX. AND AT MIDSPAN 1/4- MAX. LOAD BEARING /8 X 3/4- SS FH SMS LOAD Brit SHIM 1 PER CLIP SHIM � z z o _ II coi o TYPICAL ANCHORS SEE ELEV. II FOR SPACING q q b u q n II� - n B P n \ n N I n • . L W 0 EXTERIOR EXTERIOR DOOR FRAME WIDTH DOOR FRAME WIDTH OUR 4 'TRACK DOOR DETAILS ro U 0 O y q zMETAL J /-STRUCTURE I� QOQ; . TYPICAL ANCHORS -SEE ELEV. In � {u FOR SPACING 0 �ye~/ a� o 0ILIng io -4 w0 o-.A N LL'ZON Q W�f O 0 B J N C n L oL R -0 C) 1- f\ METAL M � I —STRUCTURE C Z i< 0 TYPICAL boa U 2 ANCHORS SEE ELEV. FOR SPACING h r- O a 3 ¢ N 3 I OF ,• 4 o r drowing no. 11 V W10-31 sheet 21 of 28 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . U� . •. • ..see .. . .. o • • • • • •• • f or o .. 000 .. ... .. IL 5 ... • • • • _ • • • • • • • • • • • HHOSELF DRILLING SCREWS a p� AT 6' FROM ENDS k 12 O.C. a n O drrc O O a i. LL QC;il�f C Ft J a O BO' CORN'cR © 135' CORNER 110-24 X 1/Y #10-24 X 1/2' U e o FN THREAD CUTTING SCREWS FH THREAD CUTTING SCREWS AT 6' FROM ENDS k 12' O.C. ¢ a I I do AT 6' FROM ENDS 12' O.C. _ h I. N K 0 C 0 N o 2 ©2 m N ^ ro d M 30 M o F 5 � � EXTERIOR 9 8 E EXTERIOR `o_ D.L. oPc. W 6 PANEL WIDTH PANEL mmH �za DOOR FRAME WIDTH DOOR FRAME WIDTH 10-16 X 1/2' HH SELF DRILNG SCREWS e o AT s- FROM ENDS & 12' D.C. DETAILS APPLICABLE FOR OUMIDE CORNERS ONLY 0 o c y PRODUCT REVISED mplyio with the Florida Building Code Noy -No. 17-1011.18 Expiration Mate 09/22/2020 s r of '•� drawing no. By Miarn�Da%16 Product ontrol •'••• O� �?`� W10-31 MAL711�.�� sheet 22 of 28 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • TYPICAL PAD PILE INSTA=O:J1•0GA*f10 • • • • • • • ••• • • • • •• • TYPICAL AT PANEL 4 CORNERS k:Xj'GKJ.uK EXTERIOR MOUNTED POCKETED JAMB O 1-1/8" MIN.-.{ p ur_ EDGE DIST. I I POCKET CAVITY NOT BY NOT PART OF THIS TO BE REVIEWED BY TYPICAL ANCHORS TYPE A. B OR C AT 6" FROM ENDS AND B- O.C. INTO WOOD/CONC./METAL e" O.C. INTO BLOCK ONLY 1-1/2" MIN. WOOD EMBED 1-1/4- MIN. BLOCK EMBED 1-314" MIN. CONC. EMBED 1/8 MIN. METAL THICKNESS ii ii. CONC. ,I PRODUCT REVISED s complying with the Florida Building God, 77.10I I.18 NOA No. Expiration Date 09/22/2020 U O a ... u _OF drawing no. . . ••.• .•. . . • .. .. .. .. •.• . . . . . . . . . . . ....... .... CODE PART No. DESCRIPTION MATERIAL MA2w. ILR UM El CGI-183 FRAM 2 •6063-T8 CGI EXTRUDER - E2 CGI-151 FRAME•JAM* 24WCK • • • • • • • 0E063-T8 CGI EXTRUDER E3 CGI-186 FRAML•HEOS 2 gRAC1< • • • • • • • 0163-TS CGI EXTRUDER E4 CGI-153 EXIERKI 32TS CGI EXTRUDER - ES OCI-154 INTERIOR INTERLOCK 6063-T6 CGI EXTRUDER - E6 CGI-155 MAIN STILE 8063-TB CGI EXTRUDER - E7 CGI-156 TOP & BOTTOM HORN 6063-TB CGI EXTRUDER EO CGI-157. SILL RISER • • • • • • • • • • • • 6053-TB CGI EXTRUDER - E5.1 CGI-181 ALT. SILL (OPT 6083-T6 CGI EXTRUDER - E9 CGI-158 INTERIOR TRACKSASi111ACAI. • • • • • • 6003-TO CGI EXTRUDER - E70 CGI-159 INTERLOCK OR E 87 • 6063-T8 CGI EXTRUDER - EY1 CGI-182 FRAME SILL 3 TRACK 6063-T6 CGI EXTRUDER - E12 CGI-1 al FRAME JAMB 3 TRACK 6063-Tel CGI EXTRUDER - EI3 CCI-185 FRAME HEAD 3 TRACK 6063-T6 CGI EXTRUDER - E14 CGI-188 OUTER TRACK ASTPACAL 6063-TB CGI EXTRUDER E15 CGI-170 POCKET HOOK 6063-TB CGI EXTRUDER - E16 CGI-121 7/I6- GLASS GLAZING BEAD 8003-T5 CGI EXTRUDER E17 CCI-123 1' GLASS GLAZING BEAD 6063-T5 CGI EXTRUDER E18 CGI-153A EXTERIOR INTERLOCK (OPTIONAL) 6063-T6 CGI EXTRUDER E19 CGI-154A INTERIOR INTERLOCK (OPTIONAL) 6063-76 CGI EXTRUDER E20 CGI-155A MAIN STILE (OPIIONAta 8063-T8 CGI EXTRUDER - E21 CGI-156A TOP & BOTTOM HORIZ (OPIIoNAL) 6083-TB CGI EXTRUDER E22 CGI-155A ASTRAGAL (0-0—) 6063-TB CGI EXTRUDER - E23 CGI-16BA OUTER -TRACK ASTRAGAL (OPTIONAL) 6063-76 CGI EXTRUDER - E24 CGI-180 DECORATIVE SILL COVER (OPTIONAL) 6063-T8 CGI EXTRUDER - E25 CGI-184 2, 3 & 4 TRACK FRAME SILL SCREW COVER 8063-T8 CGI EXTRUDER - E26 CGI-187 2, 3 & 4 TRACK FRAME HEAD SCREW COVER 6063-TS CGI EXTRUDER - E27 CGI-188 FRAME JAMB SCREW COVER (OPTIONAL) 6063-T5 CGI EXTRUDER E28 CGI-1028 FRAME HEAD 4 TRACK 6083-T6 CGI EXTRUDER E29 CCI-1029 FRAME SILL 4 TRACK 6053-TB CGI EXTRUDER - E30 OGI-1030 FRAME JAMB 4 TRACK 0003-TO CGI EXTRUDER - E31 OGI-1057 FEMALE CORNER ADAPTOR (W) 6083-TO CGI EXTRUDER - E32 CGI-1058 FEMALE CORNER ADAPTOR (1357) 6083-T6 CGI EXTRUDER E33 CGI-1059 MALE CORNER ADAPTOR 6063-TB CGI EXTRUDER - MI CGI-382V GLAZING BULB VINYL (DUROMETER 75-50 SHORE A) PVC - M2 CGI-171C FIXED PANEL CUP (2-1/2' LONG) 6063-T5 3 O FIXED PANEL M3 CGI-173 FIXED PANEL SHIM NYLON 2 PER FIXED PANEL MIO CGI-178 FRAME HEAD ANRLIFT h PAD PILE WOOL/NYLON SULLIVAN 1 PER INTERLOCK/ASTR. M11 W2320ING PILE WITH CENTER FIN WOOL ULTRAFAB OR EQUIV. - M12 BOTTOM RAIL STIFFENER, i' LONG, 2 AT EACH END ALUMINUM CGI EXTRUDER 4 PER BOTTOM RAIL M13 TA-51 ROLLER ASSEMBLY AT PANELS WITHOUT CORNERS ST/ST AMESBURY 2 PER OPERABLE PANEL M13A 1984 ROLLER ASSEMBLY AT CORNER PANELS -/ST AMESBURY 2 PER OPERABLE PANEL M14 SGD-500 DUAL MORTISE LOCK ST/ST SULLIVAN ATTACHED TO SGD-503 M14A PS01-0036-117 DUAL MORTISE LOCK ST/ST INTERLOCKS ATTAOHED TO M1BA U15 SCD-507 KEEPER ZINC SULLNAN INST. W/ 2 JIOX3/4' PH MI5A SGD-507H KEEPER ZINC INTERLOCKS INST. W/ 2 `10X3/4- PH M15 SGO-503 RECESSED ADAPTOR ZINC SULLIVAN INST. W/ 2 JIOX3/4- FH U16A PSOI-0030-117 RECESSED ADAPTOR ZINC INTERLOCKS INST. W/ 2 /1OX3/4- FH M17 SGD-5500 HANDLE SET ZINC SULLNAN/INTERLOCK9 M18 SM2300WH HANDLE SET OPTIONAL ZINC SULLIVAN - MI9 SC52000 SILPRUF SEALANT SILICONE GE - M20 CGI-177 PANEL TOP & BOTTOM DUST PILE WOOL/PVC SULLIVAN OR EQUIV. 4 PER PANEL M21 WS-202 HEAD AND SILL SMALL PILE PAD WOOL ULTRAFAS OR EQUIV. 1 PER INTERLOCK/ASTRAGAL U22 WS-201 SILL INTERLOCK PILE PAD WOOL ULTRAFAS OR EQUIV. U23 HD-12-10042 .350" REACH POCKET SEAL - AMESBURY - S2 - /10 X 1 1/4- LG. PHL PH. SMS. ST/ST. ASSEMBLY SCREW - - 2 OR 3 PER CORNER SINGLE LOCK: FOR ALL PANELS WITHOUT CORNERS TWO POINT LOCK BY 'SULLIVAN' OR 'INTERLOCK' LOCATED AT MAIN STILE AT 40' FROM BOTTOM SS MORTISE LOCK (PART #SGD-500) (PSOi-0036-117) ZINC RECESSED ADAPTOR (PART #SGD-503) (PS01-0036-117) ZINC HANDLE SET (PART #SM55DO) & (PART #SM23DOWH) ZINC KEEPER (PART #SGD-507) (PART #SGO-507N) DOUBLE LOCKS: REDD. AT 90' AND 135' CORNER PANELS ONLY TWO POINT LOCKS LOCATED AT MAIN STILE AT 40" AND 78" FROM BOTTOM SS MORTISE LOCKS WITH RECESSED ADAPTORS (PART #HD-3310141) SECURED WITH -(2) 10-24 X 1/2' FH SCREWS BOTTOM LOCK ACTIVATES TOP LOCK WITH A MECHANICALLY ATTACHED CONNECTING BAR (PART #HD-3310142) ZINC HANDLE SET SECURED WITH (2) 6-32 X 1-1/2" OH MS STEEL KEEPER (PART #HD-3310143) SECURED WITH (4) 10-24 X 1/2" PH THREAD FORMING SCREWS PRODUCT REVISED as complying with the Florida Building Code NOA-No. 17-1011.18 Expiration Date 09/22/2020 BY Mlami-Dade Product Control y%U 0Fz q• F W q S i 0 �O�'O V ry0 O Cf 2 o OSOON o��a$ t as a 4 o) .f1 � 'I/� b •I 7 {T- QP drowingv no. OR601"," 'c W10-31 4 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... 4.735 • • • • 05.921 • • -ryI 1.340 .070 • • • • _.0� • • • I 675 120 10 U �1 r �� .860 .847 • 1 • • • 7- --� - •.25• • • • .847 • • �250 995 .050 975 995 050 973 i. m ; 3.255 I 3.255 11.. m 4.250 1.184 F- 1.184 Q FRAME HEAD (2 TRACK) 1 E H (3 ) • • .070 Q 4.250 0 o U • • • • • • • • • GLAZING BEAD GLAZING BEAD .070 0 • • • • • • • • • • _LAM. GLASS INSUL. LAM. CLASS R p7 • • • • • • • • .995 0: G C �• .075 • • • • • • • • .995 0 H +1)0 • • • • • • • ••07� 1508 7.186 V 0 M .070 •070 260o Q TOP/BOTTOM HORIZ ® C a L- 3.000 '725 .oa5 .6e4 T� TOP/BOTTOM HORIZ (OPTIONAL) OO 753 4.735 .070 •995 I-¢ 1.501 .060 1.831 3.000 Q s 6 5.921� F^-.125 .070� J EI FRAME SILL (2 TRACK) FRAME SILL (3 TRACK) 1.490 1.415 u2 FIX. PANEL CUP 00 1.415 Q WT G-) i 3.000 1.490 3.750 1-2.005 120 3 2.005 2.005 tj .155 07o EXTERIOR INTERLOCK (OPTIONAL) ® 5>; c EB MAIN STILE .895 1.366 3.750 MAIN STILE (OPTIONAL) $ d1 n ` o .070 3.000 I 2.755 O 1.995 .265 Itr .125 3.000 1 o 0 3.510 .095 .095 I �' 'O 2 � O � C 1.800 1.a701.770 M Cq ' 415 SILL RISER (OPTIONAL) Cl 1.610 1.870 y v~j 3� .060 1.770 1.415 3 N rMi 7124 3.572 '060 0- N c 2� 2.a65 2.0os m0 3 O o O 5 2005L3 r,E5INTERIOR INTERLOCK .582 M U om�05INTERIOR INTERLOCK (OPIONAL)OUTER TRACK ASTRAGAL STILE E9 INTERIOR TRACK ASTRAGAL STILE ® 2.005-� -� 1.186 qi3.000 .572 INTERIOR TRACK ASTRAGAL C POCKET HOOK (OPTIONAL) 741 8 u o 1..060 1.531 T6,2 p 2.591 Ug3 3 156 3.750 J.341 33 3 1..062 .155 0 r. o;a E4 EXTERIOR INTERLOCK .070 % © I .fi25 �- S 3.510 SILL COVER(OPTIONAL) Eat SILL RISER (OPTIONAL) �1.825 5 1.600 \ `P�a111a11u..A..l..,.• d •r N PRODUCT REVISED S• OENSLc .- 1.310 as com 1ying with the Florida .125 Building Code 2005 Now -No- 17.1011.18 Expiration Date 09/22/2120 aB DF drawing no. Q By • pro uct onl mlaml-D tro INTERLOCK REINFORCING OUTER TRACK ASTRAGAL (OPTIONAL) � �i�/fjjjjll 11 sheet 25 of 2$ 1. FEMALE CORNER ADAPTOR . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . .. . • •*0,/19 2270. • .128 .190• •.7741.886 Am 1.485 ••• . 1 S20 at .349 E72 FEMALE CORNER ADAPTOR (135•) ©3 MALE CORNER ADAPTOR �1 1.375 r .80 4.765 .065 O80 1.6, II F—.625 © FRAME JAMB (2 TRACK) Q FRAME JAMB (3 TRACK) PRODUCT REVISED as complying with the Florida Bulld,.9 Code NOA-No. 17-1011.18 F.xplmtlon Date 09/22/2020 By Mlam • product ontrol 51a .060 y�U �Y 5 .260 .640 • O b r . ® FRAME HEAD COVER 1-1 r.640 .344- .060� 0, O9p OZ� 9 ® FRAME SILL COVER d 0 .1 .243 a 9 = SO LL. 1.791 �wmi� .060 © FRAME JAMB COVER 4 m c 25 Al 725 0 9 1 .125 V w � O 1.508 C �i 4 I 065 3 r N :.Y FIXED PANEL CUP 3 p �D' ; � drawing no. . . ... . . . ... .. .. . . . .. .. . . . ... . . . . .. . 7.750 • • • • .OEIO • r • • • • • t • • .925 ,g�j • • • • • •7.250 • • • • • Qe FRAME HEAD (4 TRAC f • • • • • • • • • • . ... . . . . .. . .080 2.600 .77533 7.730----�I Fly FRAME SILL (4 TRACK) FRAME JAMB (4 TRACK) FRAME TOP CORNER 4 TRACK SHOWN ERAMF POTTOM CORNER 4 TRACK SHOWN S2 UCT REVISED Plying with the Florida g Cod. o. 17-1011.18 Ion Date 09/22/2020 MIam4-D� a Product control U S ;'6y�: ATE OF drawing n0. Om 9 1 1 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... ....Al..... . . FRAME TOP CORNER 3 TRACK SHOWN FRAME BOTTOM CORNER 3 TRACK SHOWN FRAME TOP CORNER 2 TRACK SHOWN FRAME BOTTOM CORN a. 2 TRACK SHOWN PANEL TOP/BOTTOM QQEt4Eg MITERED BEAD CORNER (TYPICAL) PANEL. TOP/BOTTOM COR_NE b x o z SQUARE BEAD CORNER (OPTIONAL) O , aF! i PRODUCT REVISED P�••' •''�� Yv as CO in with the Florida N Ouild1% Code NOA-No. 174011.18 _ Ix_ Gcpiragon Bate 09/2212020 4'= By �p0 s AB OF drawing no. Mlaml- rodnct cenvc '�S omD�. G`�`` W10-31 f I ' mammism MiAMI•DADE DEPARTMENT OF REGULA BOARD AND CODE ADhIINI NOTICE OF ACCE y4 . ARCHTEC T t RIE PHONE i� ) 427- 01S,9 L i�JccCTci? �- rU i; i ks CQ?4 t�C Ld Owr 1> es ear ooru..sn ;r:aja on r, Whoa •."<+'aev:n c rrur'irg WAS jk= do I� rfni}ei'c makrr- , ty ngtrn�s �itc=p.+r:PR7rn o:r,111IDADS COUNTY, PLORII7A ODUCT CONTROL SECTION .11805 Sw 26 Street, Room208 r (786) 315-2$99 ui rS oftr k oft*e r PO4` vnvlv.itlilnli(ii(le.gov/ecolionly Eco Window Systems, LLCd' 9114 NW 106 Street `1 ` Miami, Fl. 33178 --- SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami —Dade County REM — Product Control Section to be used in Miami —Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). 0 0 * 0 This NOA shall not be valid after the expiration date stated below. The Miami• -Dade County Product Control Section (In Miami --Dade County) and/ or the AHJ (in areas other than M1am1-9adt;CounD*)-tjsejtve the right to have this product or material tested for quality assurance purposes. If flits product ormaterial fails to perform in the accepted mariner,. the manufacturer will incur the expense of stieh Wing and tht; AHJ may immediately revoke, modify, or suspend the use of such product or material 0llhf Viehr ji&r%"(!tyon. RER reserves the right to revoke this acceptance, if it is determined by Miami—fladt County Pidduct Control Section that this product or material fails to meet the requirements of the applic'4'16r cuuildin code. This product is approved as described herein, and has been designed to comply wi"tt fie* Florida'9t*ildiug Code, including the High Velocity Hurricane Zone. • DESCRIPTION: Series "ECO—Guard Clipped" Aluminum Tube Mullion — L.N.I. : • • • • • APPROVAL DOCUMENT: Drawing No. M14-01, Series titled "Aluminum TAM Mo tfllion";3'l w%.01 through 09 of 09, dated 05/19/14 with the latest revision dated 05/23114, prepared by Al *Farooq Corporation, signed and sealed by Javad Ahmad, P. E., bearing the Miami —Dade County Product Control Section Approval stamp with the Notice of Acceptance number and Approval date by the Miami —Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami --Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Faiiiire to comply with any section of this NOA shall be cause for termination and removal ofNOA. 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 i and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E. _ NOA No.14-0529.16 .`' Expiration Date: October 23, 2019 tow t Approval Date: October23, 2014 Page 1 Eco Window Systems, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. M14-01, Series titled "Aluminum Tube Mullion", sheets 01 through 09 of 09, dated 05/19/14 with the latest revision dated 05/23/14, prepared by Al— Farooq Corporation, signed and sealed by Javad Ahmad, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 94 2) Unifoirn Static Air Pressure Test, Loading per F4C, TAS.*11 -94 3) Water Resistance Test, per FBC, TAS 202-94.' : • .... along with marked —up drawings and installation diagram of•a:6hpped'altuAunn mullion at fixed windows, prepared by Hurricane Engineering *,Testing, Inc., Test Report No. HETI-08-2192A, dated 01/15/09, signed and sealed CandiO 7.1ont, P. E. ...... .... 2. Test reports on: 1) Large Missile Impact Test per FBC, TAS 2QL-2% • 2) Cyclic Wind Pressure Loading per FBC, TAS =,-94 along with marked up drawings and installation diagram o% a clipped : ;1u pq inum mullion at a fixed window/ a single hung window, prepared by�[IuVlgane ftineering & Testing, Inc., Test Reports No.'s HETI-0$ 219213 and FM,LTI 08-21 AIC, both dated 01115109, signed and sealed by Candido F. Font, P. E. 00 4. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked —up drawings and installation diagram of a clipped aluminum mullion single hung window, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI-08--2166A, dated 01/15/09, signed and sealed by Candido F. Font, P. E. C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC--2010 acid FBC 5tu' Edition (2014), prepared by Al Farooq Corporation, dated 05/05/14, signed and sealed by Javad Ahmad, P. E. D. QUALITY ASSURANCE 1. Miami —Dade Department of Regulatory and Economic Resources (RER). .E. MATERIAL CERTIFICATIONS I. None. E-1 Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No.14-0529.16 Expiration Date: October 23, 2019 Approval Date: October 23, 2014 Eco Window Systems, LLC NOTICE Or ACCEPTANCE: EVIDENCE SUBMITTED T. STATEMENTS I. Statement letter of no financial interest, conformance to and complying with IBC 2010 and FBC 5"' Edition (2014), issued by Al Farooq Corporation, dated 05/23/14, signed and sealed by Javad Ahmad, P. E. 2. Department of State Certification of Eco Window Systems, LLC as a limited liability company, active and organized under the laws of the State of Florida, dated 03/21/13 and signed by Kurt S. Browning, Secretary of State. 3. Laboratory compliance letter -for Test Reports No.'s HETI-0$ 2192A, HETI48 2192B, HETI-08 2166A and HETI--08 2166C, all isStr d. by Hurricane Engineering & Testing, Inc., dated 01 /15/09, signed, and 96,ilbd by . .... Candido F. Font, P. E. '•�• 4. .••••� Proposal No. 08-0236 issued by the Product Control, dated.WQ4/08, siWred by ••�� • • Manuel Perez, P. E. .... .... : 9 0 0 • • . . G. OTHERS ••�••� :"' ••:••' 1. .... .... None, ...... • . . . . ...... Jaime D. Gascon, . E. Product Control Section Supervisor NOA No.14-0529.16 Expiration Date: October 23, 2019 Approval Date: October 23, 2014 E-2 MULLION SYSTEM IS RATED FOR LARGE MISSILE IMPACT. AND CAN BE USED WITH ALL MAN! -DARE COUNTY APPROVED IMPACT AND NON -IMPACT RESISTANT PRODUCTS. RECTANGULAR ALUMINUM -TUBE MULLIONS JISING MULLION PROPERTIES ONY T�PIM UCT WAS OEM DESIGNED AND TESTED TO COMPLY WITH THE RENNRREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY IKMM ANE ZONE (FAMZ). ALL GLAZING PRODUCTS USED WITH THESE MULUONS MUST MEET THE APPLICABLE OUILOM CODE REOUIREMENTS LEI WIND LOAD. WATER INFILTRATION. FORCED ENTRY RESISTANCE. SAFEGUARDS ETC. WOOD BNMCS RY OTHERS, MUST OE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE ANCHORS SHALL RE AS LISTED, VACED AS SIIOWN ON OCTA.% (MIDEUMCNT TO USE MATERIAL SHALL BE BEYOND WALL COVERING (STUCCO. TILE LTC.). ANCHORING CONDITIONS OTHER THAN 71105E SHOWN II TIFSE DETAILS ARC NOT PART OF TITS APPRO.L A LOAD DURATION IRMSE IS USED N DESIGN OF ANCHORS NO WOOD ONLY. MATRMLS 41CM10I00 EUT NOT U ME0 TO STEEL/MRAL SCREWS. THAT COME MO OTHER CONTACT WITH DISSIIZAR MATERIALS 3 L MEET THE REQUIREMENTS OF TIE FLORIDA BLOC. CODE, INSTRUCTIONS: USE CHARTS AND GRAPHS AS FOLLONS. STEP T DETERMCNE BE" LOAD REOUREO PER AWE 7 FOR PARTICULAR OPENING, STEP't USE MIAM-CAGE COUNTY APPRmEO GLAZING PRODUCTS MEETING ABOVE LOW REOUIREJIENTS. STEP 3 USE COHNVCRON TO MULLION AS PER PRODUCT APPROVAL USING CHARTS ON SMELT 3 SELECT MULLION SIZE WITH STEP 4 DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED N STEP I ABOVE. USING ANCHOR TYPES ON SHEETS S TIRU O AND ANCHOR CHANTS STEP 5 ON SHEET M. SELECT AICHDR 717E VATI DESIGN RATING MORE LHAN THE DESIGN LOADS SPECRIEO 41 STEP I ABOVE. TueuLAR sIIAPEs 2.Otp--1 ALLOY � B06J-T6 MULLIONS CONTAINING TYQf .A ,) Aiwa PROD IF TS HORIZONTAL OR VERTICAL SEE TONDOW OR DOOR APPROVAL FOR FA mER5 SIZES AND SPACING • •• • • • • ••• • • • 4,0 0 .. 0. • •1 • Engrr JAVAD ANWD CAE. TIA. PE 7 70392 C.A.N. J37! AP: Io1YA r.1!.wglyNAy, RKr i<t ITmTAAfin9di wg. A(.1�,4 • • 0*11 • • MAN" j , � .L A 7y fll�k/r H�r,,.I-e LY rn f• • • • • • Yl.t,, i ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . :r lv }yW in IN fro Wn a H o O r Z 4Z II3 1 � z �GO^�- IWrnl crowing no, M 14-01 fA00 f'' �.125 r L Ix - .9502 W\4 SX ..0335 n\3 Ix3 STD. Min I ION •093-To 1.069 �.12s ,25 4.000 LU2.0374 rl\4 Sr •. 1.O1e7 on3 Ix4 10_hlUlli4L, 6003-T6 1/2' t04. 0 ANGLE C IP 6063-Tfi a7s 3.000 a7s Ix 1530 on< sx •. 1.0254 on3 ,x3 CUSTOM MULQN GOG3-T0 1 .375 4.000 .123 L75 lx _ 3.1075 �n< sx 1.5939 vn3 Ix4 �SiSIQa�.AU.1,l.lQ(J 6063-T6 Ix - 2.9762 rn< Sx - 1.4ee1 !n3 2x4 STD, MULUQN W53-To .71e 1.713 .us 2_125 .125 2.125 ,YP. I TM. NOTCH OPTIONAL k 0 .LION GLI 60U3 % NOTOI OPTIONAL t/y MIN. o t/2. UIN. MULLION CLIP • • • • 6063-i6 • • I+--•2.000__y r.125 1 17 0.000 .125 IX &2757 k1\4 5x • 2.7586 In\3 2 x 6 STD. MULI tON 6083-18 Ix - 15.2031 ono sx a 5.0577 111\3 2x6 HEAVY MULLID,N 60T.1-T6 hTPnntidmwatplyM5,tM1 tlw }"mdJn O�uih{{liq'i�a Uur, gg O T:OAn ns)mui, N� to•• • • • • • • • • • • • • • • I'M PC f 705112 GAH. 3335 • • • • • • 4A1, • • • • or • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • y.0 31 § s M 14-01 ALL LOADS ARE EXT.(+)/INT.(—). NOTE: MULLIONS RATED IN THESE CHARTS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY. (INTERPOLATION BETWEEN WIDTHS ALLOWED) MULLIONS ARCHCS TO BE RNSCRIOCO DMD£ RECLINOUNAR IWJE� VHOIOZOHML MULLION "GlA26YG PRODUCT GLAZING GLAZING 3 PRODUCT PRODUCT •• ••• • • • w1 • t72 . • • • - MULLION SPAN TYPICAL IJUIMN AftNdEMEW MI /V-`iHIM9 nA PC 1 70S22 AN� W1 + w2 CJ.x. ]5JE AIq.rNned plYu I�Cr Qro I�Iaridl�tr I� 2 • • f.Ni� ,:ly 1 • • • t • • ��A(. � n r ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . 4. drawing no.no. M14-01 DESLON TOAD CAPACITY - PSP DESIGN LOAD CAPACITY - PSI DFSION LOAD CAPACITY - PSY WINDOW DIMS. WIDTH S►N4 A2 ANCHORS TYPE A4 A8 Be Doe Doh WINDOW DIWIS. WIDTH ANCHORS TYPE WINDOW Mile. ANCHORS TYPE (W) 14ULL (W) MULL SPAN AE A4 A6 Be Dow A4b WIDTH (YI) NIAL SI'!Jl A8 A4 A6 UR Don A4b 19-1/i- 120.0 120.0 120.0 120.0 120.0 120.0 1D-1/6' 120.0_ 120.0 120.0 101.4 120.0 120.0 19-1/8' 07.9 120.0 120.0 62.7 90.4 120.0 Z s 26-1/2' 12MO 120.0 120.0 120.0 120.0 120.0 26-1/2` 114.2_ 120.0 120.0 73.2 105.4 120.0 26•-1/2' 70.5 _ f20A 120.0 453 05.2 00.6 30' 126.0 120.0 120.0 120A 120.0 t20O 30' 100.8 120.0 120.0 64.0 93.1 120.0 30' 62.4~ 106.E 120.0 +0.0 67.6 e0.0 770�� 7' j 37" 120.0 120.0 120.0 101.4 12D.0 120.0 37" etA 120.0 120.0 52.4 755 --&-_-92.4 104.8 37' 120A 32.4 46.7 64.9 g DQQQ• 7 4Y 120.0 120A i20.0 e93 {20A 1Z0.0 {2` 72.0 120.0 120A 40.7 cr _50.6 _89.2 77.7 it0.6 26.8 41.1 57.1 gF 0 L4. 48' 34" 39-3/e' 120.0_ 120,0 120.0 78.2 112.E 120.0 48' 74-1/4- 53.0 109.9 120A 40,4 53.2 90.8 48' 120" �44,6-_ J4.D a5A 107-0 25.0 36.0 50.0 0. -108.4 120.0 120A 82.5 100.1 120.0 54" 58.0 t7.7 120.0F4&3 51.7 71.8 64' 34.7 60.4 80.7 222 32.0 44.4 G GO" a7.t 120.0 120.0 625 70.1 t20.0 60' S0.4 8719 1TOA 405 64.6 CO. 31.2 54.4 61.6 20,0 26.e 40,0 + + 66' a9.7 _.._... _._ l!..0 ._.12 .. - 120:0_. __50.9_ aIAN ii3.7 66' 45.E 79.9 119.9 42,3 Se.e 907 2e.4 SD.S 74.2 - 26,2 35.4 ,, 72' OI.J 120.0 120.0 52.1 7S0 104.2 72' 42.0 733 109.9 38.8 53.9 72' 26.0 453 6e.0 _._....__. - _...... 24.0 _...�- 33.3 p g 0 IL 10-1/9- 120.0 120.0 120.0 120.0 120.0 120.0 10-1/e' _120.0 _120.0_ 120.0 120.0 120.0 19-1/5' $9.0 120.0 12010 57.0 82.1 I1<.1 f6f.. 0 40 28-1/2• 120.0 120A 120.0 120.0 12d0 120.0 26-1/2' 30' toD.9 a9.1 120.0 120A 93.2 t-0 20-1 /2� 64.2 112.0 120.0 41,2 59A 52.330' a n 120.0 120.0 120.0 114.3 120.0 120.0 120.0 120.0 a2.3 114.390.9 I Z0.0 3S4 52.4 M.7J7' 4Y t20A 120A 120A 01.7 120.0 I2010 37- 42' 72.3 83.7 120.0 120A_66.7 92.7� v81.6 37' 46,0 aO.2 120.0 295 42.5 59.0 IMO 120.0 120.0 silo 117.0 120.0 MOO 120.0 40.0 56.5 42" 40.5 MIS 106.0 25.0 37.4 5" 4a" 42• 111.4 120.0 120.0 71.4 102.9 120.0 49' 84• 55.7 97.1 120.0 35.7 51.4 M4 45' 132' 355 61.0 f2.7 22.7 32.7 45.5 -- 64- 00.0 120.0 120.0 63.5 21.4 120.0 64' 4915 E6.3 120.0 31.7 45.7 035 5<' 315 51.9 62.4 20.2 21.1 {0.1 CO' 00,1 120.0 120.0 57A a2.3 114.3 60' 44.6 77,7 tt G.6 26.0 41.1 57.1 GO' 26.4 495 __ 74.2 - 24.2 34.4 J a6' 9lO 120.0- 120.0 51.9 74.e It13.!_ G6' 40.5 70.6 100A 28.0 37.4 51.8 66' 2&11 450 23.8 (n 72' 74.3 120.0 120.0 47.6 66.6 95.2 72` 37.1 64.8 97.1 23.s 34.3 47.0 M" 23.6 +12 _87.4_ 61.8 - 21.D --(A 30.3 O e1 19-1/e 26-1/Y 120A 1200 120A �120.0 _720A_ 120.0_ _ 720_0_ 107.3_ _1TO.tl_ _ 110.0 VMS 120.0 19-1/8' 26-1/2- 120.0 120.0 120.0 76.4 117_9 120.0 19-1/5" 26-1/2` 81.6 12010 120A 52.3 75.3 104.6 -1 Ul v 653 120.0 120.0 $5.0 815 113.2 Sa,9 102.6 120.0 37.7 54.3__ 78.5_ 30' 120.0 120.0 120.0 94,6 120,0 120.0 30' 75.0 120.0 120.0 50.0 72.0 100.0 30' 32.0 90.7 333 _ _ 4e.0 66.7 37' $10.0 120.0 120.0 76.9 110.7 120.0 . 37' 63.2 _ 110.3 -_97.1^ 120.0 405 53.4 81.1 37' 42,2 _I26.0 73.5 1t0.3 27.0 3a.! �5{.1 m V) �t0 42' 105.7 120.0 120.0 67.7 875 120.0 42' 55.7 120.0 _35.7 51.4 42' 37.1 64.8 97.1 23.9 34.3mNm n 49" 30-6/W 02,4 120.0 128A 5f3 85.3 1la.5 48' 90• 4&a 35.0 120.0 313 45.0 _71.4_ 625 48" 144` 325 56.7 a5.0 20.6 J0.0 41.7 0 0 54- am 74.0 MAI 120.0 57-7 75.9 t053 54" 43J M6 113.3 _27.8 40.0 65.0 54' _ 23.9 _ 50.4 75.6 - 26.7 37.0 1' 120.0 120.0 47.4 65.3 94.6 60' 39.0 0&0 102.0 25.0 J0.0 60.0 60' 240 <53 Be.O - 24.a 3].J z T, 66' Q.2 117.2 120.0 43.1 67.1 86.2 66' SSS 61.e 92.7 22.7 32.7 40.5 66' 216 _ 41.2 61.a - 21•a ]0.3 Z 72' $1.0 107.5 120.0 3!5 50.5 74.0 77.' 325 56.7 DS.O 20.8 MA 41.7 M• 2i.7 J7.B _ Sa.7 20.0 27.8 0� 19-1/Y 120.0 t10A 120.0 119.5 -'86.3 120.0 _120.0 10-1/8- 108.8 120.0 _ 120,0 69.7 100.4 120.0 Q U ^w W 26-1/2 30' 120.0 120.0 120.0 120.0 120.0 26-1/2- 30' 785 120.0 120.0 50.3 72.5 100.6 TI MJ1 NICHORS 17PIA. ARCHES TO eE Bi6CMKI IH510E RECTNI6UIM SHME 110.9 170.0 120.0 76.2 109.7 120.0 693 120.0 120.0 44.4 64.0 8a9 37' 96.4^ -120.0 120.0 GtA 50.0 120.0 37' S6_2 08.0 120M 30.0 51.9 72.1 �C10� NOR120MAt Muicil 42 64A 120.0 120A 54.4 7&4 100.a 42 49.5 35.3 120.0 31.7 45.7 63.5 ---- 45' 63' 74.3 120.0 M.0 47.6 e0.6 95.2 4a" 106' �43.3 `73.6 it J.3 27.0 40.0 55.6 V _. 54" 66.0 1t5.1 12" 423 61.0 a4J 54" J85 _67.2_ 100.7 24.7 J5.0 40.4, LM0.ICOR - 60' 59.4 t03S 120.0 1 30.1 64.9 76.2 60' J4.7 60.1 f0.7 21.2 J2.0- 44A j or54.0 9{2 120.0 34.6 4f.9 693 G6" 315 54.9 52.4 202 RI 40.4 CtA2114 0U21NG S' Psi PRODUCT PftOp1C1 M' 49.6 863 120.0 31.7 45.7 1 63.5 72' 28.9 50.4 75,8 - 26.7 J7,0 ALL LOADS ARE EXT.(•t')/INT.(-). 10 u AM • • • • • • C+� AIptOR� • NULLN)N SPAN o ° ANY ANCHOR CONDITION SHOWN HEREIN MAY COVER • • • A 0 - LOCATIONS AT HEAD, SILL OR JAMB ENDS. • • • • • • • • • • FOR ANCHORS DESCRIPTION SEE SHEETS 5 THRU 9. • • • 0 �7YfTL �fUt UON ARRANGEMENTS (INTERPOLATION BETWEEN WIDTHS OR SPANS ALLOWED) • • • • • • • • • • pJIDTH ('1) Wl + W2 " �'CML AI7wt4GP�ln� lhri411 C 1 ZP • • • nPE/70592 OH. $33 s E, n4- ' a a ANCHIly 3 21114 fdrowim00 no. M14_-0. sheet 4 of 9 ••• • • • • ••• • • • • • • • • • • • • GIA2ING - 'r PRODUCT NICIIOR �E7M Il _ _ GIA29Xt PA000Cf MAIM PROOUCI TYPMANClOR6 TYPICAL ANCHORS 2 PER CLIP (1 ON EACH "MG) T 1 T N ! 1 _. 1___._.__,+4...........1 .. I )14 SUS t 1-3/4' O.C. MN. 1 4 PER CLIP 4 n ANCHORS TYPE 'A2' TYPICAL ANCHO 4 ►Eft CLIP (2 ON EACH WIN 1(14 I-3/4' O.C. 4 PER A fCHOR— TYPE 'A4' CLIP INSIDE LULL 914 SMS TYPICAL Al' 2 PER CLIP INSIDE UULL 114 SMS I-3/4' O.C. Mi. 2 PER ANGLE ��u 4 C01RR YL E\ O � z ` uR u sr c E d oC's C A2T.UL12ANGLe < �4DC i RH I N Iz!I IQ 3 To W .$ TYPICAL ANCHORS: ANCHOR TYPES I SUBSTRATE MIN. EMBED. LM- FACE 015T. T/4' DU. IILTRACONS or'ELCO' CONCRCTE 1-3/4' 2-1/Y (fu"177 10. Fy-155 KSI) 1/4' OIA. SEV ORRURIO SCREWS III I 1/1• I 3/4' (GRADE S CRS) CONCRETE � L'e - 3000 PSI ART. METAL - I/6' MRL THK, STEEL Fy - 36 XSI MIN. m 7 J 3; Z - � `I' � .^� \ \ LbNCRFIE\ I/6' MIN. INK. ALUTANUU (6063-T5 Mw,) ¢ ' � m El 0 t� AL Si 3. E ANCHORS MAY BE HEX OR FLAT HEAD. — ALL CUPS AND ANGLES TO ITT SNAG INTO TUBE UULUONS. CUPS OR ANGLES CONNECTED DIRECTLY TO MASONRY TO BE PROTECTED WITH ALKALI -RESISTANT COATINGS. SUCH AS BIRIMINOUS PANT OR WATER-1YIIRE LIMIACRYLATE LACOUER. 2x2x I/6' ALUM ANGLE •• ••• • • • • • •• N C O L+ O • •• • • • • ••• • CNr4 L*j A1�Prur vfrcp4gilyinpnidt l:• Plmid>t QIiLRng C,u� .{� lTatt f1A. PE ! 70592 C.A.H. J53816 .� 4 J c i /��0 t• • • • • • • •�!�Q� • •drawing 0] • •• • • • • • M14-01 sheet 5 0! 9 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • �I TYPICAL AN 6 PER CUP (3 014 FACH 814 SUS 1-3/4' O.C. wt. 6 PER CLIP ARC I_IQRS TXPR 'Afi' TYPICAL ANWORS 3 PER ANGLE NO CLIP HT INS10E LM.L j14 SUS t-3/4' O.C. MIN. J PER ANGLE TYPICAL AMCiiORS: ANCHOR TYPES SUIISTRATE U61 EUBED. M. EDGE Dist. T/4" 01A ULTRACONS BY'ELCO' (Pv-177 l(S1. "155 RSI) CONCRETE 1-3/4' 2-1 /2 1/4" Ol1 SELF DRILLtim SCREIL'S (GRAIC 5 CM) METAL 1/Jt" 3/4' CONCRETE .. I'- - 3000 PSI L6N. METAL - 1/8' LIIN. THR. STEEL Fy - 36 vs, Mitt. S J 2 N Q 1/6' LRII. THR. A.UMINUU (5083-T5 MIN.) W oi5 k ANCHORS MAY BE HEX Olt PLAT HCAO, ALL CUPS ANO ARGLES TO M SNUG 1lRO lUOE IAULLgNS. CLIPS OR ARCLa COIINECIEO DIRECTLY lO LGSOIUK 10 OC FROIECIEO ITRH ALM-RESISTANT COATMS. SUCH AS ORUIMNOUS PANT OR WATER-WF61E 1JEIHACIIYIATE LACQUER. Ac c •• ••• • • • • • •• • •• • • • • ••• • • • • • • • • • • • • • • • • • En4r1JAVm AFi•N ITA PE % 70512 Apintnr]rame{4yTtr�nWtito CAN. J538 2 I�oa ut udr qqqq��yy fsnc �) i • . • • • ••. • . . . ... • . . • • . . . . • . . . •. .. . • • •. .. ... . . . .•. . • drawing no. M14-01 TYPICAL ANCHORS 2 PER CLIP (1 ON CAM WWPIC TIFMCAL ANCHORS I PER AnaLE M + fIRLEO BIOLK �J tz A I r i a ' 1Q �1j 10 r1lxk I d0x y� O � v 1 I 1 1 FLOATING CUP I I I I v g I ' snTNc to INSIDE u11LL u u SMS auu2AnciE^ d 1-314' OC4. mm.. I i a SIASmot. 1 I O-T[ 4 PER CUP — L�L N-3/4' Q.C. I I I {� aJ K 2 PER AJCIC - {q � U � ANCHORS TYPE 'D2 TYPICAL ANCHORS: N u II w R ANCHOR IYPFS SUBS'-'C MIN. EMOEO. M2L EDGE lAST. (n f 1/4' 134 ULTRACplNS BY 'ELCO' ►LISOHRY 1-3/a' 2_t/2^ L� ------� (FV-177 KSI, Fy.i55 USN) Y7pQp 1-1/2- 1• (n tom. ln WOOD 2[tY W000 DUCKS OR WOOD STRUCTURE S.C. O.SS LON. Z 3 S TYPICAL ArcuORS MASONRY •• C-90 HOLLOW/nLLE0 BLOCK I'm . 2000 PSI MIN. Z 4 PER CLIP 2 P (2 ON EACH YANG) TYPICAL ANCNGLE 2 PER ANGLE IDY OR 28Y OD DUCKS HOT BY ECO 1YIHDOW j Z u WO vr \ MUST SUSTAIN LOADS IMPOSCO OY GLAZING SYSTEM AND TRANSFER J O •N `�' PLC \\ \ \ \�K THEM 10 DUILOWD STRUCTURE. Q () ^ W OR D Si C ANCHORS MAY DE NE:f OR FIAT HEAD. h'1 FLOAT I I SNUG FIT CUP I I 1 _ o i 1 SNUG FR INSIDE NULL. U L ALU,2ANCLEB I 1 I 1 jI 114 SUS L�j 114 SUS I I o I O.C. W. - 1-3/4" O.C. MIR. 4 PER CUP 2 PER ANGLE o •• ••• • • • • • •• Vo • • • • • • • • Cnpr.4NAVM AIy,.# 7 •� 51 ApplOard»olrnply>,Ig Iri11 TVe FM PE / 705*2 n PIvriAA UOBdi CJLFL 535 NCHORS TYPI: '134a' iq _ ?G.._Sc_'tL•�i • • • • • • ' drowing no. •• • M74-07 (ilicet j of g) ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TYPIM ANCNORS 4 PER CUP (2 OII EACH WING) n�11Nr� -\ 114 SMISJ 1-3/4- O.C. MIN. 8 PER CUP .... I__.. �,_... VCHORS TYP1 `P V aG CLIP FIE INSIDE TRILL 1• TYPICAL MICHORS G A \ Q D HLtlIX\� I UC Os � 01. 0 (.i o' E 2: GQY ally+ s � o � TYPICAL ANCHORS: j w ANCHOR rnEs !/4' 0fA IAIJJ75 'ELCO' SUBSTRATEEMBED. Met. EDGE OQf. BY (Fu.177 KSI, F .153 KS Y ) MASONRY YW000 1-J/4' 2-1/2' 1-I/2' 41 (0 W � aD 1' � l� WOOD n 2RY MOOR PUCKS OR WOOD STRUCTURE S.C.. 0.55 MIN. MASONRY . C-90 HOLLOYJ/FILLEO BLOCK I'm tfpq 00 0 Z . 2000 PSI MIN. (By OR 2BY WOOD BUCKS NOT BY ECO WINDOW MUST SUSTAM LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFERIIIEM E-0 TO BUILDING STRUCTURE. ANCHORS MAY BE HEX OR TUT NEAR. •• ••• • • • • • •• • • • . • • • • E�n•IAY/. A4q APPImtduaxn E WY�S1Nt11Ge Crvx ru. PE t 7 ITPriJa OnUA � CA.H. SJ9 Dale NOAII _ MFyJA 1 OAYC( ��• • • • • ... . . . . ... . . . . . . . . . . . . . .. .. 40 • .• •• ... . . . ... . . ti 5 droving no. M14-01 � ^ 1 SEE CHOU rolt OwOnrtKs 7 r7uK LnuaT ]It FT1 SMS 2/ SD'e 1/5• THxK ALUM CNANIEL I I LENGTH TO PIT SHOO INTO MIR.11011 ! I TORE MULUOt1 i NOTCHED ALLOW INSTALLATM FTETI ASSEWXY 2' uO.C. nt SOSApl1. I-1 ACCESS HOLE SEE CWT FOR OUAMIKS\ --___ I _ 1 TINS SCREW CAI RE INSTALLED WEITHER- 1 + #14 FN SUS DIRECTION 2 PER CUP I I I 1— 4: x 2.• X 1/a• (FOR 18Y Tug a/sx 2' x 1/e^ FOfL (1DY tug ALUM A7Gi CUT TO FIT SNUO INSIDE TUI ANCHORS DFT-AIL #T META. TO METAL 0ON71ECTICH 04 SMS SUDSTRATE Ed. + MR. EDGE ("T. UPC CL TO CL SPACWG ALOMNUM S)E' 1/2' A1I0IOR t10. Of TYPE _CA SCIICIYS E A2. A� 3 • •• • • • • ••• • •• ••• •• GM• �/ A — CML ATP+11Y1d 1:7 an NPbMfITRAI IhP NA. PE 70512 CAN. 4Tortdn Q A ITc1e 8 �/• • NDAO - 6 �� • • • • AT1.�oll r Y�eWa le4J � • • • • • ► ! • .... • •..•.. . . . . . . . • • . . y 1;16 droving no. M 14--01 ;WA fINIE FLR . l Ls- WiCi-1iTEC T UFkE �t-1'';i�,�: {3u�°}) �;r7-ICJ• LJ MIAMI�DADE 5 crttix 41 r o; :r�mm;n:nc,. n,ada orl .xa ,sZP r } a�w r ,l rozovz ,s r ;e --e 0, e m tsar cart- MIAMI-DADE COUNTY a s, ie or y ;o, r.y1 r y �, w c xx ctroe*ns w9h tho T CONTROL SECTION DEPARTMENT OF REGULATORY Al v,,,, js =1805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATI 'D4'M#C &Xwcw� 315-2590 F (786) 315-2599 korrsKftu NOTICE OF ACCEPT kit Pr t"WrA4;"aa miam1dade.gov/economy ti+.wcyy e+wc way..�. to Fa rsa w*= sW7Qe sww - Eco Window Systems, LLC 9114 NW 106 Street -�- • , ..a-�""�-� • • • • C��i&._ Medley, FL33178 C •••••• '•"" SCOPE: �~ • • • • • • • . . .. ... .. . ...... This NOA is being issued under the applicable rules and regulations governm&0' he• *Jse of eonstruction� materials. The documentation submitted has been reviewed and accepted by Mid pade CgiVy RER ..... Product Control Section to be used in Miami -Dade County and other areas where 4UgW@d by d"thority..... Having Jurisdiction (AHJ). : . • ...... .... ..... This NOA shall not be valid after the expiration date stated below. The Miami-Dadetevky Produk Control* • • • • • Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami-DadaEopnly) reserve -the right •, to have this product or material tested for quality assurance purposes. If this product Or maUW:fpils to'•'•" perform in the accepted manner, the manufacturer will incur the expense of such:testiAg and the AHJ may:....: immediately revoke, modify, or suspend the use of such product or material within (heir jurisdiction.. RER• • reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section 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: Series "Eco-Guard 5 1 00" Outswing Aluminum Casement Window — L.M.I. APPROVAL DOCUMENT: Drawing No. W11.05, titled "S-500 Alum. Outswing Casement Wdw. (L.M.I.)", sheets 1 through 6 of 6, dated 02/23/11, with revision E dated 06/23/15, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami —Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. i 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 No. 13-0206.07 and consists of this page 1 and evidence pages &1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P. E. NOA No.15-0406.10 Expiration Date: May 19, 2021 101,Approval Date: July 02, 2015 14Page 1 Eco Window Systems, LLC. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No.11-0309.06) 2. Drawing No. W 11-05, titled "S-500 Alum. Outswing Casement; Wdw * 0(�L�M.I.)'� • • sheets 1 through 6 of 6, dated 02/23/11, with revision E dateAQ&23/15,V44ed bX...;. Al-Farooq Corporation, signed and sealed by Javad Ahmad, P,R..:.. 0• .... .... . . B. TESTS �•�� • ...... .... ..... 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 : • • • • • 0000 • 2) Uniform Static Air Pressure Test, Loading per. FAC TAS 2Q2-94 3) Water Resistance Test, per FBC, TAS 202-04 • ; • • ; • • • • • 4) Large Missile Impact Test per FBC, TAS 201-44. :....: 5) Cyclic Wind Pressure Loading per FBC, TA$'203-94 • 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202-94 along with marked -up drawings and installation diagram of a casement window, prepared by Hurricane Engineering and Testing, Inc., Test Reports No. HETI-10-3150 and HETI-10-3151, dated 12/29110, all signed and sealed by Candido F. Font, P.E. (Submitted under NOA No.11-0309.06) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 51h . Edition (2014), prepared by Al-Farooq Corporation, dated 03/17/15 and 06/23/15, signed and sealed by Javad Ahmad, P.E. 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their "Kuraray Butacite® PVB Glass Interlayer" dated 04/25/15, expiring on 12/11/16. Marez, P. E. Product qutro Examiner NOA No.15-0406.10 Expiration Date: May 19, 2021 Approval Date: July 02, 2015 E-1 Eco Window Systems, LLC. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC-5th Edition (2014), and of no financial interest, dated March 17, 2015, issued by Al-Farooq Corporatiorj.*AgrVd and sealed by Javad Ahmad, P.E. •• • • �" `� • • 2. Laboratory compliance letter for Test Reports No. HETI-10-3gAA4 d •, ••.; •Y•• HETI-10-3151, issued by Hurricane Engineering and Testing,., dated 12/29/10, all signed and sealed by Candido F. Font, P.E. 9066 0 • •"' ,, • (Submitted under NOA No..11-0309.06) "" "" • • Y .... .... ...... G. OTHERS • 1. Notice of Acceptance No. 13.0206.07, issued to Eco Window Systems, IC. their' ' •' • Series "Eco-Guard 500" Outswing Aluminum Casement 44ndo's; — L.M.Ii • • • •: approved on 05/02/13 and expiring on 05/19/16. ' •Y . 4-mu� - Manuel P e , . E. Product Contro Ea finer NOA No.15-0406.10 Expiration Date: May 19, 2021 Approval Date: July 02, 2015 E-2 ECO—GUARD SERIES-500 ALUMINUM OUTSWING CASEMENT WINDOW APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE COMBINATIONS OF CASMT/CASMT OR CASEMENT WITH OTHER MANDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING MIAMI—DAOE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. ALL SHIMS TO BE HIGH IMPACT, NON—METALUC AND NON —COMPRESSIBLE. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. THESE WINDOWS ARE RATED FOR LARGE Rc SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. MAXIMUM DESIGN LOAD RATING = + 70.0 PSF (FOR SIZES SHOWN OR SMALLER) — 75.0 PSF 1/8" TEMP. GLASS 3/8" AIR SPACE 'HEAT STREN'D. GLASS 1/8' HEAT STREN'D. GLASS er 090' Inlarlayer DuPont Bulacite PVB ile PVB Amerta, Lne.' By 'Kuraray America, Inc.' T 5TREN'D. GLASS 1/8' HEAT STREWD. GLASS ZW ICONE CORNING 899rE" a SILICONE DOW CORNING 899 4By u 3A 20 20 x AT 1/4 POINTS 19 ALL SIZES w 21 SETTING BLOCKS AT INSUL LAM. GLASS NOTCH GLAZING BEAD LEG GLASS TYPE 'A' CT ASS TYPE 'AA' TO CLEAR BLOCKS GLAZING OPTIONS 37" WINDOW WIDTH 35" VENT WIDTH 29 3/8" FALSE MUNTINS (SURFACE APPLIED) MAY BE USED 2 ^ V n _ _ I C /II / u u----- d0 M if x A \ II \ n II \II u \ II \ 2 II \ D 3 (r 6 POINT LOCK 12" ' MAX. 7' MAX. LOCKING POINTS HEAD HEAD/SILL SEE CHART. SILL CORNERS NO OF TYPICAL ELEVATION W76' 1"HEAT STREN'D. GLASS layer acite PV8 PRODUCT REVISED es wrap la with lira Florida y America. Inc: Building Code O6./lO HEAT STREN'D. GLASS AccePlonC6 No he110nDelo CONE BY ode Product Contra CORNING 899 •WO 4D, S• A CI ES Old TFIIS SHEET ARE •• •ND • 41ASE0 t0N•AS 91300-09 (3 SEC. GUSTS) IMR10/4 6UILOING COMMISSION �E(,%F&T(3:Y STATEMENT DCA05—DEC-219 20En9r: JAVPO AHMAO CML FU. PE 70592 • • • CA 1. 35J8 GLASS TYPE 'O' • • � • • • J 2 3 2015 ••• • • • • ••• • • • • • • • • • • • • ••• • • • ••• • • Oq g IS IL M G u OG e � � m 0&Qg8 � 0 1- 1n Q�3sln W�Inf lab�f � J � 3 v' W z F— � V) co z_ in ^ m 3 0 O ln u" = a- Z 3G 0 J drawing no. W 1 1-05 SUCK METAL EDGE STRUCTURE F_ __ Ir MIAMI-DADE COUNTY APPROVED it DIST. SEE ION & EU LION ANCHORS SEPOA Jj EDGE DIST. t L___ _—---_ _-- —�J w � TYPICAL AE ELEV. SEE ELEV. I + II=�1 TYPICAL ELEV. Q I ct u' F llll—U iiilll FOR SPACING FORSEE SPACI G� lu; r - TYPICAL ANCHORS: SEE ELEV. FOR SPACING 1/4" DIA. ULTRACON BY 'ELCO' Fu=t77 KSI, F 155 KSI ( Y' ) Ci � o '� WOOD BUCKS AND METAL STRUCTURE NOT BY ECO WDW. MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. INTO 2BY WOOD BUCKS OR WOOD STRUCTURES in m 1-1/2" MIN. PENETRATION INTO WOOD (HEAD/SILL/JAMBS) t THRU 1 BY BUCKS INTO CONIC. OR MASONRY Fw- t5 1-1/4" MIN. EMBED INTO CONCRETE (HEAD/SILL) 1-1/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) U �n DIRECTLY INTO CONC. OR MASONRY 3 n m 1-1/4" MIN. EMBED INTO CONCRETE (HEAD/SILL) Up oM i 1-1/4" MIN. EMBED INTO CONC. OR MASONRY (JAMBS) 414 SMS OR SELF DRILLING SCREWS (GRADE 2 cns) 3j' Z o OU INTO METAL STRUCTURES w STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.) , W o, 2 ALUMINUM : 1/8" THK. MIN. (6063-TS MIN.)---� (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) #12 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") as (NO SHIM SPACE) 0- k TYPICAL EDGE DISTANCE 3 INTO CONCRETE AND MASONRY = 2-1/2" MIN. 2 a ISY INTO WOOD STRUCTURE = 1" MIN. WOOD BUCK INTO METAL STRUCTURE = 3/4" MIN. 17 - Ie _ WOOD AT VAD•AI6. 0 JAMBS SG - 0.55 MIN. P CONCRETE AT H 4 SI L 42 J&&030000MI MIN. c H • - a f, '� - q C-90 f✓tOLLOW/FlLIED NQRyAL*WE16Hf XM j A1:JAMBS Ym 2000 PSI MIN. —If T En9r: JAVAO AHMAO CIVIL •e • FIA. PE I( 70592 C.f' 3538 • `r � • • PRODUCTREVISED • • • • • • • • • • • • 0 3 •. ' c .. ' • I w complying wlth tho Florida* • • ICAI ANCHORS ` Building Codo /• / h 4code SEE SPA AcceptnncoN ('.1 •y(f FOR SPACING ExplmU Dore Z1.• • • • • • • • • N '� 3 2Q17 • • • • • • • • • • • O drnwinq no. W 1 1-05 EDGE DIST. BY 'Aland ado Product Con rol sheet 2 of 6 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • �o {� w 1/4' MAX. � o 1/4- MAX. O I I SHIMS 1/4" MAX. SHIM II{� C 5 O Iffy SHIM O n IL 4A 4 D 12 WOOD BUCK Fq, a N o TYPICALSEELEVµCHORS X2O Q U TYPICAL ANCHORS __________SCREEN OPT. ________________ .. FOR SPACINGLr SEE ELEV. FOR SPACINGCf M 19 0IL d 7 w j�U, M i✓ I EXTERIOR E TYPICAL ANCHORS Q wz .� f METAL a p SEE ELEV. STRUCTURE D.L- OPG. FOR SPACING C—� VENT WIDTH () o WINDOW WIDTH 3 o � � ^ W M w Z �co �m MUMI-OADE COUNTY 30 0 1) APPROVED MULLION o Q J SEE SEPARATE NOA TYPICAL ANCHORS 3 Z r M SEE ELEV. FOR SPACING Q �w w W m m f✓ ------- 1 I I 1 ri as 11 II II II 1 _ H _ I I 1 1 ----' O i I I I I - 33 rc o u3 L___J "e 1.11 IN WINDOW WIDTH WINDOW WIDTH •• • • • • ••• • •• ••• •• • •• En9r: JAVAD AHMAD •� CML FIA. PE / 70592 0 C , N. 3538 J; PRODUCPREV13® • • • • • • s u "—npfyingwhbdw lRalr{d• • • • • • • • • • a E o $ Building Code //G' �^� 0/•. • • • • • • • • O Aueptulp iJo V"T 117� • • • • Gx imlonDnte �tpZfr • • • • • � • • drawing no. ' W11-05 IIiiwn deem ucicon t j 2 3 201J • sheet 3 of 6 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TYPICAL ANCHORS SEE ELEV, FOR SPACING N A ,5 N ALT. T TYPICAL ANCHORS SEE ELEV. FOR SPACING �O LJ Fr_____ I MIAMI—DADE COUNTY APPR__TIl 11 MULLION & MULLION ANCHORS I SEE SEPARATE NOA II I I I EDGE DIST. I I II 1 EIJ— I TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4' MAX. O sHlus I ALT. ICJ 15 TYPICAL ANCHORS SEE ELEV. FOR SPACING . a 0 w v PRODUCT REVISED m complying with dw Florida Building Code ! w Aaoaptance NO !7 yi� • • • i load Dew 1Z02'1. • •BY • • •EMI• d9R0 coU/rol• • •• ••• •• • • • •• INSTALLATION DETAILS WITH FLUSH FRAME ADAPTER Eagr. JAVAD THMAD CIVIL nA. PE / 70592 ar *-. 538•• •• • • • • 2 3 2tl15 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • n •r drowing no. W11-05 shoot I lv 7 FRAME HEAD/SILL/JAMB VENT 519 eorJ p4s 1.047 3O GLAZING BEAD (5/16" LAM. GLASS) �-I I-.13o .8.l03�-III 045 I� t. t72 O GLAZING BEAD (INSUL. LAM. GLASS) I �I r.394 .803 -.050 1.047 2.639 082� .500 69 2.611 Is FLUSH FRAME ADAPTER 1.750 -i .ss3 1.750 i .493 t4 CORNER KEY 245 .7e0 I I—F.120 —Li.256--I—T SNUBBER - FRAME 245 .71 0 I I—C.t20 -i .720 F� GLAZING BEAD (7/16' LAM. GLASS) 10 SNUBBER — VENT SEALANT: ALL JOINTS AND FRAME CONNECTIONS SEALED WITH SCHNEE—MOREHEAD SM5504 SEAM SEALER. PARIMETER CAULKING SICAFLEX 15LM ON EXTERIOR ONLY LOCKS MULTIPOINT LOCK SYSTEM #13096.92 BY 'TRUTH' AT FRAME JAMB LOCK OPERATOR #24.33.XX.004 AT 8-1/2" FROM SILL FASTENED TO JAMBS WITH (2) #10 X 5/8" SMS. LOCK BAR SECURED TO JAMB WITH LOCK GUIDES #33489.00.0001 SPACED AT 12-3/4" O.C. MAX. EACH GUIDE FASTENED WITH (2) #10 X 1" P PH SMS STAINLESS STEEL KEEPERS #31964.92 AT VENT EACH FASTENED WITH (2) #10 X5/8' P FH SMS SEE CHART ON SHEET 1 FOR QUANTITIES HINGES: 4 BAR ST/ST HINGES #35.12.00.400 BY 'TRUTH' LOCATED AT TOP AND BOTTOM CORNERS FASTENED WITH (2) #10 X 5/8" P PH SELF DRILLING SCREW OPERATOR: SINGLE ARM ROTO OPERATOR #52.13.012 BY 'TRUTH' LOCATED AT SILL END FASTENED WITH (6) #10 X 1" P PH SMS OPERATOR TRACK #30175 AT BOTTOM RAIL FASTENED WITH (2) #10 X 1" P PH SMS ANTI —SAG SKATES: VINYL ANTI —SAG SKATES BY 'M&M PLASTICS' (2) AT LOCK STILE AT 6-3/4' FROM TOP/BOTTOM RAILS (1) AT BOTTOM RAIL AT 4' FROM LOCK STILE EACH FASTENED WITH (2) #10 X 1-1/4" P FH SDS. ITP.41 PART I QUANTITY DISCRIPTION MATERIAL MANY./SUPPLIER/REMARKS I E501 4 FRAME HEAD/SILL/JAMB 6063-T6 - 2 E502 4 VENi 6063-TB - 3 FY108 AS REQD. GLAZING BEAD (5/16" LAM. GLASS) 606J-T6 3A E505 AS REGD. GLAZING BFAD (INSUL. LAM. CLASS) 6063-76 SB FY109 AS REQD. _ GLAZING BEAD (7/16' LAM. GLASS) 6063-TO - 4 ESL78 AS REQD. SNUBBER - VENT, FULL LENGTH 6063-TG - 4A E509 AS REQD. SNUBBER - FRAME, FULL LENGTH 6063-T8 - 5 E506 OPTIONN. SCREEN FRAME fi063-TS - 7 /10 X 1-t/4" AS REQD. _ FRAME AND VENT ASSEMBLY SCREWS - H WH SA15 -- 8 E203 AS REQD. BULB WEATHERSTRIPPING, OUROMETER 65 SANTOPRENE ULTRAFAB 9 E203 AS REQD. GLAZING BEAD BULB, _1) MLlER 65 SANTOPRV4E ULTRAFAS 10 11 35.12.00.400 13096.92 2/ VENT i 4 BAR HINGE, AT TOP AND BOTTOM MULTI POINT LOCK SYSTEM STEEL 2AJJAK TRUTH, INSTALLED WITH (2) 110 X 5/8' SOS TRUTH 12 - 6/ VENT KEEPER STEEL 13 - 1/ VENT ROM OPERATOR LWAK/STL TRUTH 14 PSJ40-SS 2/ CORNER HT CORNER KEY ST. STEEL 15 FY120 AS REQD. AME ADAPTER 6063-T6 OPTIONAL16 - 3 SKATE NYLON N&M PLASTICS 17 O X 1-1/4' 2/ SKATE !ANT! KATE SCREWS16 19 R6 X 3/4' - AS REQD. 2/ LITE SNUBBER SCREWS LOCK, 3/16' X 3/4' X 4' LONG - EPOM IN PAIRS 2' APART, PAIRS SPACED AT 7-3/4' O.C. DUROMETER 8015 SHORE A 20 FLD-50 - ACER - 1/8' HIGH SILICONE FRANN LOWE SS EDGE SPACER ST. STEEL CARDINAL XL PRODUCT RBVIBED m cmVIyhq wN616e Flaids S BUildlnf _ r1.f /►6 �O A liedCodlied�1�'ZV o2 d • • B7• • • AF dgj4od[icl r • • ••• • •• ••• •• • • • •• Engr. JAVAD AHMAD CML FLA. PE Y 70592 CAN. 3538 • • • • • • k • qlUN�2015 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• I o drawing no. W1 1-05 VENT CORNER FRAME CORNER •• •.• •• Engr. CMJACM AHMAD L PRODUCTRRVISCD EL42. PE / 70592 s"OdIn Code f��10 •!o•goe No S- ^��•etc ZyJ• Product Co • .... ....... . • •• •• • . • •• •• m�V IH5 7 C. N J J 3 '^ o 3 w c� f5 Z � 3 OM m CO ^ J 1 Z 3E o 0 *0 U : w N w rnf r W an drawing no. W 1 1-05 TDTI�i»��s I' EM, l�fxtn,.F.97::11 1_7i ; :Y_b luc l�.iEvhB M IAM I -DARE a d FPS--CT=m Li�u a' `" -0't 9 MIAIYII DADE COUNTY !IF ` c`' ` "�D `� - ""'"F�UCT CONTROL SECTION riiiiiY - �� i r vY1s {i�M 4'7.. DEPARTMENT OF REGULATORY OI�bflMIG R£SOI3I2QE5IOR)t'a ''i'h1I805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRAT 315-2590 F (786) 315-2599 NOTICE OF ACCEPTA www.miamidade.gov/ecoaomy Eco Window Systems, LLCor 8502 NW 80 Street s SFxx�c vri h +:kx 9 L,� W rffi=Ro--- Medley, FL 33166 ��'s�� n� SCOPE: • • •••• •••••• This NOA is being issued under the applicable rules and regulations governing -the xse of construction materials. The documentation submitted has been reviewed and accepted by Miami -Bade �onnty:RER....:. Product Control Section to be used in Miami Dade County and other areas where al'lee td by the Authority *see 0 Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Prodddt•Contro? • ; • • . Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami -Dade C io h) reser4e We righf to have this product or material tested for quality assurance purposes. If this c or material fails to : q ty p � P[gdll �. perform in the accepted manner, the manufacturer will incur the expense of suclttesting and the AJU may....:. immediately revoke, modify, or suspend the use of such product or material within their juris4i"ibh' RE% reserves the right to revoke this acceptance, if it is determined by Miami-Dade-G&;ty Product.Controt Section that this product or material fails to meet the requirements of the applicable building codo • • 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: Series "Eco-Guard 550" Aluminum Fixed Window - L.M.I. APPROVAL DOCUMENT: Drawing No. W11-10, titled "S-550 Aluminum Fixed Window (L.M.I.)", sheets 1 through 6 of 6, dated 02/28/11, with revision E dated 09/27/17, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami —Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The ''NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No.15-0406.11 and consists of this page I and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Sifang Zhao, P.E. NOA No. 17-1011.20 MEAMWADE COUNTY r �1 2P! Expiration Date: May 05, 2021 Approval Date: December 21, 2017 Page 1 Eco Window Systems, LLC. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS NOA's A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted un der NOA No. 11 - 03 09.0 7) 2. Drawing No. W11-10, titled "S-550 Aluminum Fixed Winlo •�.M.I.}� i sheets 2" : • through 6 of 6, dated 02/28/11, with revision D dated 06/23/1 J.4T4 red by R-yarooq ; Corporation, signed and sealed by Javad Ahmad, P.E. • • • • • • 0 0• .... .... . . B. TESTS •••• •••• ••••• 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94: • • • • • •; • 2) Uniform Static Air Pressure Test, Loading pet FAC TAS 2,02-94 . • 3) Water Resistance Test, per FBC, TAS 202-14 • • • • : • along with marked -up drawings and installation diagram of an:aluo�ium fted ;....; window, prepared by Hurricane Engineering and Testing, Inc., Test ReportNo% HETI-10-3145, dated 12/29/10, signed and sealed by Candido F. Font, P.E. (Submitted under NOA No. 11-0309.07) 2. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum fixed window, prepared by Hurricane Engineering and Testing, Inc., Test Reports No. HETI-10-3146, HETI-10-3147 and HETI-10-3149, all dated 12/29/10, signed and sealed by Candido F. Font, P.E. (Submitted under NOA No.11-0309.07) 3. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 along with marked --up drawings and installation diagram of an aluminum fixed window, prepared by Hurricane Engineering and Testing, Inc., Test Report No. HETI-10-3148, dated 12/29/10, signed and sealed by Candido F. Font, P.E. (Submitted under NOA No.11-0309.07) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 5` Edition (2014), prepared by Al-Farooq Corporation, dated 03/27/15 and 06/23/15, signed and sealed by Javad Ahmad, P.E. 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) 44 ! � Sifang Zhao, P.E. Product Control Examiner NOA No. 17-1011.20 Expiration Date: May 05, 2021 Approval Date: December 21, 2017 E-1 Eco Window Systems, LLC. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their "Kuraray Butacite® PVB Glass Interlayer" dated 04/25/15, expiring on 12/11/16. F. STATEMENTS •••• •••••• 1. Statement letter of conformance, complying with FBC-51h Edifione(20141 d of no '. ..... 2., ....* financial interest, dated March 17, 2015, issued by Al-Farooq* ration, signed ani • sealed by Javad Ahmad, P.E. • • .... .... . . 2. Laboratory compliance letters for Test Reports No. HETI40-3245'HETI I8.6- 46, • •; • • HETI-10-3147, HETI-10.3148 and HETI-10-3149, all issued bjAricane :"' Engineering and Testing, Inc. dated 12/29/10, signed and se451.2X.Cando . Font • .' P.E. ...... (Submitted under NOA No. 11. 03 09.07) G. OTHERS • • • 1. Notice of Acceptance No. 13-0206.08, issued to Eco Window Systems, LLC for their Series "Eco-Guard 550" Aluminum Fixed Window - L.M.I., approved on 05/02/13 and expiring on 05/05/16. 2. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. W11-10, titled "S-550 Aluminum Fixed Window (L.M.I.)", sheets 1 through 6 of 6, dated 02/28/11, with revision E dated 09/27/17, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 16-1117.01 issued to Kuraray America, Inc. for their "Trosifol® Ultraclear, Clear and Color PVB Interlayers" dated 01/19/17, expiring on 07/08/19. n� 4 40 Sifang Zhao, P.E. Product Control Examiner NOA No. 17-1011.20 Expiration Date: May 05, 2021 Approval Date: December 21, 2017 E-2 Eco Window Systems, LLC. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC 51h Edition (2014), with FBC 6' Edition (2017), and of no financial interest, dated September 15, 2017, prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad, P.E. • • • • • ! . . .... ...... G. OTHERS 1. Notice of Acceptance No. 15-0406.11, issued to Eco Windows*ams, LLC.for their•••., Series "Eco-Guard 550" Aluminum Fixed Window - L.M.I., japlxoy ed on.4kQ2/2013" and expiring on 05/05121. ••.•.. • • • • • •. . •• • • ! . • so 0 4�t+"5 Z%",e Wang Zhao, P.E. Product Control Examiner NOA No. 17-1011.20 Expiration Date: May 05, 2021 Approval Date: December 21, 2017 E-3 THESE WINDOWS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. q O O F °t ECO—GUARD SERIES-550 Z if ALUMINUM FIXED WINDOW � o 1� 8r DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER C CHARTS SHOWN ON SHEET 2. Q' o RM V c APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE r,^t COMBINATIONS OF FIX./FIX. OR FIXED WITH OTHER 0 2 "� WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING 9 a c MIAMI-DADE COUNTY APPROVED MULLIONS IN BETWEEN. Q 41 LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL i 0 WILL APPLY TO ENTIRE SYSTEM. LL 2 w o �Q$ IS THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE 2014 (5TH EDITON)/2017 (6TH EDITION) FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). Q O U o 1BY OR 2BY WOOD BUCKS & BUCK FASTENERS BY OTHERS, MUST BE ^ DESIGNED AND INSTALLED ADEQUATELY TO TRANSFER APPLIED PRODUCT LOADS U n TO THE BUILDING STRUCTURE. , J yr ANCHORS SHALL BE CORROSION RESISTANT, SPACED AS SHOWN ON DETAILS SPECIFIED EMBEDMENT TO RASE 3 m AND INSTALLED PER MANUF'S INSTRUCTIONS. MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. O Z V) W n A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. 3 w ALL SHIMS TO BE HIGH IMPACT, NON-METALUC AND NON -COMPRESSIBLE. o MATERIALS INCLUDING BUT NOT LIMBED TO STEEL/METAL SCREWS, THAT y COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE m 3 L O1 REQUIREMENTS OF THE 2014/2017 FLORIDA BLDG. CODE & ADOPTED STANDARDS. O o � THIS PRODUCT APPROVAL IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SITE SPECIFIC PROJECT, i.e. LIFE SAFETY OF THIS PRODUCT, ADEQUACY Z Q 07 Z li mm OF STRUCTURE RECEIVING THIS PRODUCT AND SEALING AROUND OPENING FOR WATER INFILTRATION RESISTANCE ETC. CONDITIONS NOT SHOWN IN THIS DRAWING ARE TO BE ANALYZED SEPARATELY, O N ^ AND TO BE REVIEWED BY BUILDING OFFICIAL U ,Ow � rn Waaw-3 1/8' TEMP. GLASS O 3/8' AIR SPACE 1/8' HEAT STREN'D. GLASS 1/8' HEAT STREN'O. GLASS 3/16' HEAT STREN'O. CLASS .090' Interloyer 090' Interlayer Trosifol PVB 090' Interloyer Trosifol PVB o ^m' 1. ^ Trosifol PVB By 'kumray America, In..' By 'kurarcy America. Inc.' By 'kuraroy America, Inc.' II 1p2 3/16 HEAT STRF1d'D. CLASS 1/8' HEAT STREN'D. GLASS 1/8' HEAT STREN'D. GLASS m A m 33 a 3 N. >? S H SILICONE SILICONE SILICONE DOW CORNING 899 DOW CORNING 899 z m DOW CORNING 899 i 9 c a 0^. „ = rn r rn `a 5 •TIN% BLOCK& AT* • • • • • GLASgAN* INOLIL*LAM•GL4SS ^ p 'o _ ' m o S' 5 is 5 jj Ij • LAM. • • 5 o < c m i rn 3A i� a, 3 I: j: • NOTCH GL/31NG T C L P" L� WR4p � 1 it jl • • • • • • • • -.:•` ```11111 uA1tf. y 2 T PROOL!C-R VISrD '.''VCEN _ re p o m com l P Yieg with the Florida o rc • 9uiluting Coo,: - ..crept xe Ra IOI I • ZO 040 I?xpiml Dete • - .71i6B2 �T 9 n '� 9 AT 1/4 POINTS ON LITES 10 9 AT 1/4 POINTS 9 AT i /4 POINTS ON UTES • oa �' p7� • • = $ v WIDER THAN 36' ONLY ALL SIZES WIDF1i THAN 36' ONLY • • • 8�y�• • ATE OF drawing n0. GLASS TYPE 'A' GT.ASS TYPE 'AA' • ACAS$ TYPE 'B' • • • M1A7ffiaid r ct • • • :�® • • • • • • • • • • • - .FCORIO!: \ ••• .ea�.� j W� —� • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • �W� L J me"; WIDTH OY LENGTH SH N BE ORIENTED VERTICALLY ORHORRONiALLY AS OWN ABOVE. o J J m m O in Vn Z v 3 � ,^�� p o rn N z O � Z fi m a 3Z�o 10 O op 1 Ld 2m: to •• ••• • • • • • •• GLASS CAPACITIES ON THIS SHEET ARE raonucrREVISED as —plying with the Florida BASED ON ASTM E1300-09 (3 SEC. GUSTS. I, nNo ti- Np,lo!l.s� • • crpP �Q • • en Date � Nt nTDnde Pro ua[ a� • :i—Mal 70592 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TYPK:AAL ANCHORS METAL XDIST- EXCE t� V STRUCTUREMIAMI—DADE COUNTY APPROVED DIST. MULLION & MUWON ANCHORSSEE SEPARATE NOA ZEDGE DI5T. U I 1!P ^ OC� TYPICAL ANCHORS TYPICAL ANCHORS O a SEE ELEV. SEE ELEV. IdR FOR SPACING FOR SPACING ¢ Z s TYPICAL VANCHORS Z FOR SPACING TYPICAL ANCHORS: SEE ELEV. FOR SPACING J Q�trni �' 1/4" DLA_ ULTRACON BY 'ELCO' (F -177 KSI, Fy-155 KSI) O WOOD BUCKS AND METAL STRUCTURE NOT BY ECO WDW. INTO 2BY WOOD BUCKS OR WOOD STRUCTURES g MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM 1-1/2" MIN. PENETRATION INTO WOOD (HEAD/SILL/JAMBS) AND TRANSFER THEM TO THE BUILDING STRUCTURE J J m THRU 1 BY BUCKS INTO CONC. OR BLOCKS 1-1/4" MIN. EMBED INTO CONCRETE (HEAD/SILL/JAMBS) 30 uj 1-1/4" MIN. EMBED INTO BLOCKS (JAMBS) z m DIRECTLY INTO CONCRETE OR BLOCKS o td 1-1/4" MIN. EMBED INTO CONCRETE (HEAD/SILL/JAMBS) 1-1/4" MIN. EMBED INTO BLOCKS (JAMBS) x m A14 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) 30 6- INTO METAL STRUCTURES (HEAD/SILL/JAMBS) z p `a u�I (3) THREADS MIN. PENETRATION BEYOND SUBSTRATE Z 3 " ALUMINUM: 1/8" THK. MIN. (6063-T5 MIN.) 3 z STEEL 1/8" THK. MIN. (Fy = 36 KSI MIN.) 0- (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) jt W o n d #12 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) to O INTO MIAMI-DADE COUNTY APPROVED MULLIONS (3) THREADS MIN. PENETRATION BEYOND SUBSTRATE (NO SHIM SPACE) ALUMINUM: 1/8" THK. MIN. (6063-T5 MIN.) H Y S STEEL: 1/8" THK. MIN. (Fy = 36 KSI MIN.) c N s r (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) o ¢ P Ir' o TYPICAL EDGE DISTANCisy E g 3 W OD BUCK INTO CONCRETE AND MASONRY = 2-1/2" MIN. o = S INTO WOOD STRUCTURE - 1" MIN. INTO METAL STRUCTURE = 3/4" MIN. WOOD AT HEAD. SILL OR JAMBS SG - 0.55 MIN. S O1 R n CONCRETE AT ", $IW sOR•IAM6S f'4= 3Qp0 VSI Mly.• •� o 0 2 8 S 5: C-90 HOLLOW/FILLED NORMAIM WNGHD BL•CK*AT rAM26 f'rn = 2000 PSI MIN. ° M.m " W I • • • • • • • • • `111 L1I(LL/II PFiODUCT'ReVIiF.p .70692 o y^ o . .. ... s c rsT:lying rviih the Firsrida —_ : Y:C _ v i � 5 TYPICAL ANCHORS cPb; a N•.j - I01laW • • • . ° SEE ELEV. F�pialyon L:r* Most • • .S. TIRE OF drawingo no. FOR SPACING • 1 • ,• • • • • • ' . Ft�R1or• •�C��`�� W 1 1 — L O _ • • • EDGE DIST. Mis+yi Da.4-Fy+ uct Comxol • • • ��i,- /�pLA1 �L_,�� ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • UW 1/4' MAX. 1 F 1/4' MAX. © SHIMS 1/4' MAX. Z • 3 SHIM 1BY SHIM q m W000 BUCK O Lu rW in I TYPICAL ANCHORS 4 2 TYPICAL ANCHORS 0.0--, o SEE EL% v.. SEE ELEV. FOR SPACING FOR SPACING 1 1/2` d N U "a ,. W _O�(LLaI'ra o a _____ 01JE1_ Gy 47LLN wtz O LL ' W TYPICAL ANCHORS Q w pl f 1 s EXTERIOR SEE ELEV. METAL v Li STRUCTURE D.FOR SPACING O L OPG. 0 J n WINDOW WIDTH n 2 a Z Ld M tz W W X 3 tM m O . ) N MIAMI—OADE COUNTY Z 0 c0 APPROVED MULLION SEE SEPARATE NOA TYPICAL ANCHORS Z �+ m SEE ELEV. FOR SPACING 3 Z o Lr) 0 4_3 to Wmm k O .............. 0 EXTERIOR _ WINDOW WIDTH WINDOW WIDTH � O n c • • • • • .• • • • • \\\1I.00 I III/l/// • • • • • • • • �� AFj /// ^ Pr..orntcr rws;�r, r cnn:pfli;� -fli tho Eiosid9 a I'uilding Cuu, - : �� o s a n '1vcceP�t�ilo (_ �! Il.2p • _ b • Gairimtt�Date,�j�yj • • a� • • .n l': _ _� • • • OF 6V�� drawing no. y. t—i DG"fc-tLCtoYn�trF • • • •• . •FDA' . �� /ll/1111 \\\\ sheet 4 of 6 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • O �M�7�lI �•� irrTt•1 ALT. SPACING TYPICAL ANCHORS SEE ELEV. FOR SPACING EDGE MWAI—DADE COUNTY APPROVED MULLION & MULLION ANCHORS SEE SEPARATE NOA TYPICAL ANCHORS LTYPICAL ANCHORS SEE ELEV. SEE ELLV, FOR SPACING FOR SPACING 1/4" MAX. SHIMS ALT. 8 TYPICAL ANCHORS SEE ELEV. FOR SPACIN7t/7 a' N � a• 0 w 8 a U� 0 O q J PLU 2n O N O O rG0 a � O�iMLL 0 'c W m 0 0 360 Q; OOn a z U, LLW'"_.°V j J 3 m 00 U) z W $ o NW w w X N �� z 0 mM N m ON�' 0 y Llj 4 • • • • • • i • • y\\\\1111111/?A� � u • • • • • • • • ��,® A��.y��i, - INSTALLATION DETAILS WITH FLUSH FRAME ADAPTER • • 000 • • • • • � a FROBUCT RE VISED xar,Iyi�S with the FforiQB s 92 _ N .705 ^_ • ['•/�� • • • • � �� '��/� drawing no. • • mil_.—k .7�f�io • s ORIDr.G�� W 1 1-10 • t�ismi Dadz Prcd!W Conlp? • • z ��A,rAI ill I \\\` sheet 5 of 6 • •• •• • • • •• •• ••• • • • ••• • • FRAME HEAD/SILL/JAMB .050 * r n_l JLTL .452 Ll.287--I—T SNAP COVER �{ j--.394 .803 —I .I050 1.047 O3 GLAZING BEAD (7/16' LAM. GLASS) .a03—I I .045 LIA72J 0 GLAZING BEAD (INSUL LAM. GLASS) 519 .aoa — ,o4s 1.047 GLAZING BEAD (5/16' LAM. GLASS) .062� 500 769 2.611 OO FLUSH FRAME ADAPTER 1.750 .493 1.750 493 CORNER KEY ITEM PART i QUANTITY URSCRIIMON 1 E503 4 MATERIAL UANP./SUPPL76R/RENARCS FRAME HEAD/SILL/JAMS 6063—T6 2 E504 4 SNAP COVER 6063—TB — 3 FYI 09 AS RECO. GLAZING BEAD (7/16' LAM, GLASS) 6063—TB 3A E505 AS REOD. GLAZING BEAD (IN SUL LAM. CLASS) 6063—TB 3B FY108 AS REOD. GLAZING BEAD (5/16' LAM, GLASS) 6083—T6 4 110 X 1-1/4' 3/ CORNET( ASSEMBLY SCREWS — 5 E203 AS REOD. GLAZING BEAD BULB, DUROMEIER 65 SANTOPRENE ULTRAFAB 6 PSJ40—SS 2/ CORNER FRAME CORNER KEY 7 FLB-50 — CLASS SPACER — 1/a" FICH Sf. S1EEL SILICONE 8 FY120 AS REOD. FLUSH FRAME ADAPTER FRANK LOWS 9 — AS REOD. SEFRNG BLOCK, 3/1a" % 3/4" X 4' 60B3—TB OPUONAL 10 — — LONG NSUL EPDM DUROMEIER 8035 SHORE A GIASS EDGE BPACER, y.�� CARDINAL SEALANT: ALL JOINTS AND FRAME CONNECTIONS SEALED WITH SCHNEE-MOREHEAD SM5504 SEAM SEALER. q G d � 2 {7L 2 S 00 015"om V G a O 0IL01g 0 a�, Qw� 6 z � s � J n OO N N Z W v o �w w j 3LM o Z 0 OM � Z 34 m < 3: Z C3 n' O D v L W aaoo ME Ln ••• • • • • • •• • • • • • • • • O < m • i i i i i i• i a11, p,D 1 A11 l{ FJ7j�i' ••• •• • • •`imp% i ti'r UL U(7 REJISSD ac complying wilt tha Plasidw • 70592 B •+�cpcnnce Rol /OAh'LO .xpirolion lRi.�q .' W� a Ry �J� I •� �4V• drawing tt*tmi Dn<Le P a1 • R1D"` �` W 11-10 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • •