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RC-14-689 i { Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-243341 Permit Number: RC-4-14-689 Scheduled Inspection Date: September 14, 2015 Permit Type: Residential Construction Inspector: Naranjo, Ismael Inspection Type: Final Building Owner: KURLANDSKI, GUY&SELIN Work Classification: Alteration Job Address:9301 N BAYSHORE Drive Miami Shores, FL Phone Number Parcel Number 1132050270560 Project: <NONE> Contractor: M2 DEVELOPMENT GROUP Phone: (954)822-3590 Building Department Comments INTERIOR REMODELING AS PER PLANS, INCLUDING Infractio Passed Comments ROOF INSPECTOR COMMENTS False Inspector Comments Passed El Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. September 11, 2015 For Inspections please call: (305)762-4949 Page 32 of 34 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-243341 Permit Number: RC-4-14-689 Scheduled Inspection Date: September 14, 2015 Permit Type: Residential Construction Inspector: Naranjo, Ismael Inspection Type: Final Building Owner: KURLANDSKI, GUY& SELIN Work Classification: Alteration Job Address:9301 N BAYSHORE Drive Miami Shores, FL Phone Number Parcel Number 1132050270560 Project: <NONE> Contractor: M2 DEVELOPMENT GROUP Phone: (954)822-3590 Building Department Comments INTERIOR REMODELING AS PER PLANS, INCLUDING Infractio Passed Comments ROOF INSPECTOR COMMENTS False Inspector Comments� �- Passed �l I � Faded � �T 0 C Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. September 11,2015 For Inspections please call: (305)762-4949 Page 32 of 34 a r w - Certificate of Completion z� £ Miami Shores Village 10050 NE 2 Ave, Miami Shores FI, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department " •' t This certificate issued pursuant to the requirements of the Florida Building Cade 10E3.1.2 certifying that at the time of issuance this structure was in •_,,��,,.. compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: - Permit Type RESIDENTIAL CONSTRUCTION Bldg. Permit No. RC-4-14-689 Owner GUY& SELIN KURLANDSKI Contractor M2 DEVELOPMENT GROUP Subdivision/Project NONE 1 Date Issued 08/06/2014 _ t s # Occupancy Construction Type V-B Load 4 Tw .• Occupancy . Square Footage 3129 Type SINGLE FAMILIY , INTERIOR REMODELING AS PER PLANS, Description of INCLUDING ROOF Applicable = Work Code 2010 FLORIDA BUILDING 4 41 A Yt, Location Flood Zone VE-11 F.F.E 7.73 : 9301 N BAYSHORE DR Miami Shores FL 33138 MORES '� le Ballot" • Building Officials Approval Ismael Naranjo, CBO �q Hl Not Transferable M ! . �LORliDp' POST IN A CONSPICUOUS PLACE k''!t' .a��`�+.,,;�,,,,•x�' ;i• {. g,�-'�y1'L"w�'°_•yr�.,�t. �a-t Y� qw�.�.. „.�., y;,yw„ x.r, �: .�;.,,q, 'd.�.. .+ck' •� . .�1,.»,��+'t ��4^. '� .iK qCr'. '4. sir �;i_ s•��.� �� K• �S.h- ,,�'�.'� .} � r ,�yt ' d.� �',., 74. � �y�>'f1 ' •r r x h�,�uX� Ij fes' �i _ A ' }i _, r N �. CPOST ON SITE Permit IVO. V`''4- „ 4-689 1 + << Miami Shores village Penr;itType- Residential Construction 10050 N E.2nd Avenue °/1i� r WorIC Classification:Alteration Miami ShoresL 33138, -0000 L-.....�y Q. Phone: (305;'195-2204 Fax: (305)!'=&R972 �FLORf I l:*.sue Date: 8.16/2014 Expires- 02/02/201 5 r INSPECTION REQUESTS: (305)762-4349 or Log on at http3://L'+ldg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AFA-3:30PN1 FOR THE F(A-1-C1FVINC BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #A 132050270560 Owner's Name: GUY& SELIN KURLANDSKI Owner's Phone: .lob Address: 9301 N BAYSHORE Drive _l _ Total Square Feet: 2674 L(iii�mi Shores, FL Fond Number, 1.440 —W Total Job Valuation: $ 88,488.11 WORK IS ALLOWED MONDAY THROUGH SATURDAY, r --- — ---- - -- 7:30AM-6:OOPM.NO WORK IS ALLOWED ON SUNDAY Contractor(s) Phone _ Primary Contractor OR HOLIUA"S. M2 DE%IELOPMENT GROUP (954)821.-3590 Yes III BUILDING INSPECTIONS ARE DONS=MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. 'Ai �/ . ✓.®""" �J yr�.—.. fY "� vea, .rs"fie.. �� ,{/� - zt--k-k_ t\.. tn, �I:.; iNSPECTICN,V ILL SE NI CE UNL! ESS THE PERMIT CARi::IS HAS SEEN AijFRC =']. PLANS ARE RE,%[AY AV 1iLABLE. IT!S THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEiTHEF: THE BUILDING OFFICIAL NOR THE CITY SHALL BE R E'.PEN3E;tNTia(I.EO IN THE RENIO'VAL OR REPLACEMENT OF ANY MATERIAL WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESIXT tN YOUR I-°AYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENY MUST' BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FENANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. INSPECTION RECORD 19T. UCTURAL ZONING LUMBING INSPECTION DATE INSP INSPECTION DATE INSP INSPECT DATE INSP Foundation Zoning Final - Stemwall ZONING COMMENTS Rough Slab Water Service Columns 1st Lift 2"d Rough Columns 2nd Lift To Out `' Tie Beam Fire Sprinklers Truss/Rafters , 3 OJ Septic Tank Roof Sheathing /-.30 iS I Sewer Hook-u _ Bucks Roof Drains A Windows/Doors C /gELECTRICAL Gas Interior Framing " INSPECTION DATE I INSP I LP Tank Insulation '�; ,<� Temporary Pole Well ' Ceiling Grid !;' 30 Day Temporary Lawn Sprinklers _ Drywall Pool Bonding Main Drain Firewall :)ol Deck Bonding Pool Piping Wire Lath Pool Wet NV'--he Backflow Preventor Pool Steel Under roun P , . gra -� Interceptor Pool Deck Footer Ground Catch Basins Final Pool _ Slab Condensate Drains Final Fence Wall Rough HRS Final Screen Enclosure Ceiling Rgugk ' IS Driveway Roug PLUMBING COMMENTc-i Driveway Base — Telephone Rough Tin Cap Telephone Final Roof in Progress TV Rough ? ,Mop in Progress TV Final 4V.0 t Final Roof Cable Rough / ir�e� orf✓i' Shutters Attachment Cable Final _, •_ Final Shutters Intercom Rough Rails and Guardrails Intercom Final MECHANICAL — ADA compliance Alarm Rough INSPECTION IDATE :'W :r Alarm Finai Underground Pipe 4— DOCUMENTS Fire Alarm Rough Soil Bearing Cert Fire Alarm Final ,- Rou h Soil Treatment Cert Service Work With Floor Elevation Survey v Ventilation Rwgh Reinf ()(lit Mas vert ELECTRICAL COMMENT , Hood Hough insulation Certificate ,y Pressure Test Spot Survey Final Hood Final Survey _ Final Ventilation Truss Certification Final Pool Heater STRUCTURAL COMMENTS rF inal Vacuum 'J MECHANICAL COMMENTS INSPECTION DATE INSP Final Sprinkler Final Alarm MUM W.CIM ttA. 33136 9 Date: September 4, 2015 Nr FL. UC. AR OC1107.4. Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 Re: Permit#RC-14-689 Kurlandski Residence 9301 N. Bayshore Drive Miami Shores,Florida 33138 Folio# 11-3205-027-0560 Attn: Building Department, I, Mark A. Campbell,having performed and approved the required inspections at the renovation and addition. I hereby attest to the best of my knowledge, belief and professional judgment, the structural and envelope components of the above referenced renovation are in compliance with the approved plans and other approved permit documents. I also attest that to the best of my knowledge,belief and professional judgment, the approved permit plans represent the as-built condition of the structural and envelope component of the said structure. This document is being prepared in accordance with Chapter 1 of the Florida Building Code and must be submitted to the Village of Miami Shores Building Department in conjunction with the application for a Certificate of Completion for the above referenced structure. Sho ou have any questions or need any additional information please do not hesitate o conta me. Since , pb , to of Florida: #0 11074 9301 Kurlandski Res CO letter 9-5-15 J.S.D PARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE FDERAL EMERGENCY MANAGEMENT AGENCY OMB N0. 1660-0008 National FloodInsurance-Program Important: Read the instructions on pages 1-9. Expiration Date:July 31-,201-5 SECTION-A-PROPERTY INFORMATION- FOR-INSURANCE COMPANY-USE Al-. Building Owner's Name GUY KURLANSKI Policy Number: A2. Building Street Address-(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No, Company-MAIC Number. 9301 N.BAYSHORE DRIVE City. MIAMI SHORES. State FL ZIP Code. 33138. A3, Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) LOT 3,BLOCK 4,BAY LURE,PLAT BOOK 44,PAGE 63 FOLIO: 11-3205-027-0560 A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.)RESIDENTIAL A5, Latitude/Longitude:Lat.25°51'41.0 Long.-80°10'18" Horizontal Datum: ❑. NAD 1927 ®- NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 3282 sq ft a) Square footage of attached garage 450 sq It b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s)within 1.0 foot above adjacent grade 10 within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in Aa.b 1279 sq-in c) Total net area of flood-openings in A9.b 0 sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP Community Name&Community Number B2.County Name B3.State MIAMI SHORES VILLAGE 120652 MIAMI-DADE FLORIDA B4.Map/Panel Number B5.Suffix B6. FIRM Index Date B7.FIRM Panel B8.Flood B9.Base Flood Elevation(s)(Zone 12086C.0306L L 09-1.1.-0.9. Effective/Revised-Date Zone(s) AO,use-base-flood-depth) 09-11-09 AE/VE AE=10, VE=11 B10 Indicate-the source-ofthe Base-Flood Elevation.(BFE)data or base,fload depth entered in.Item E19. ❑ FIS Profile 0 FIRM ❑ Community.Determined. ❑. Other/Source: B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: 812. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑ Yes ❑ No Designation Date:1955 ® CBRS ❑ OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* E Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Al A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR,AR/A,ARAE,AR/A1-A30,AR/AH,AR/AO.Complete Items.C2.a-h below according to the building diagram specified in Item AT In Puerto Rico only,enter meters. Benchmark Utilized:DC-B-62 Vertical Datum: NGVD-29 Indicate elevation datum used for the elevations in items a)through h)below. ®NGVD 1929 ❑NAVD 1988 ❑Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a)Top of bottom floor(including basement,crawlspace,or enclosure floor) 5.4 N feet ❑meters b)Top of the next higher floor 7.68 ®feet ❑meters c) Bottom of the lowest horizontal structural member(V Zones only) N/A._ ❑feet ❑meters d)Attached garage(top of slab) 7.16 ®feet ❑meters e) Lowest elevation of machinery or equipment servicing the building 5.44 ®feet ❑meters (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) 5.8 ®feet ❑meters g) Highest adjacent(finished)grade next to building(HAG) 7.10 ®feet ❑meters h) Lowest adjacent grade at lowest elevation of deck or stairs,including structural support N/A._ ❑feet ❑meters SECTION D-SURVEYOR, ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation information.I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S Code,Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No Aft Certifier's Name-ALBERT TOUSSAINT License-Number 907 J � Title PRESIDENT Company Name A.R.TOUSSAINT&ASSOCIATES,INC. 4LBERTR. TOUSSAINT Address 620 N.E 126th STREET City NORTH.MIAMI_ State o 3 FL ZIP Gode- RLS 907 JULY31,2015 Signature Date 0 /31/2015 Telephone 305-891-7340 ORDER#15020 i FEMA Form 086-0-33(T/12) See reverse side for continuation. Replaces all previous editions. ELEVATION CERTIFICATE, pape 2 IMPORTANT: In-these-spaces,copy the-corresponding informatlon-from-Section-A, FOR INSURANCE'COMPANY L?St Building Street Address(including Apt., Unit,Suite,and/or Bldg.No.)or P:O:Route and Box No. Policy Number: 9301 N:BAY-SHORE DRIVE City MIAIM SHORES State FL ZIP Code 33138 Company NAIC Number: SECTIOR D--SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION(CONTINUED)- Copy both sides of this Elevation Certificate for(1)community official, (2)insurance agent/company,and(3)building owner. Comments ELEV= 3.72,C/U NORTH BAY SHORE DRIVE C2.a) ELEV=5.4,GROUND SURFACE,CRAWL SPACE ELEV=5.44,A.C.CONC.SLAB ELEV=7.42,A.C.ON METAL RACK ELEV=7.11,CONC. PORCH BEHIND HOUSE ELEV=7.35,POOL DECK ELEV/WO TQJ2 SEA-WALL CAP` Signature 61 6 Date 207/31//2015 SECTION E—BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED)-FOR ZONE AO AND ZONE A(WITHOUT BFE)_ ForZones AO and A(without BFE),complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request,complete Sections A,B, and C.For Items E1—E4,use natural grade,if available.Check the measurement used.In Puerto Rico only,enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement,crawlspace,or enclosure)is ❑feet ❑meters ❑above or❑below the HAG. b)Top of bottom floor(including basement,crawlspace,or enclosure)is El feet ❑meters ❑above or❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9(see pages 8-9 of Instructions),the next higher floor (elevation C2.b in the-diagrams)of the-building is- ❑feet El meters- ❑above-or ❑below the-HAG. E3. Attached garage(top of slab)is ❑feet ❑meters ❑above or ❑below the HAG. E4. Top of platform of machinery-and/orequipment-servicing.the.building.is ❑feet- El.meters ❑.above or❑below the.HAG. E5. Zone AO only: If no flood depth number is available,is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑.Yes ❑- No ❑ Unknown.The local.official must.certify_this information.in Section G. SECTION F—PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B,and E for Zone A(without a FEMA-issued or community-issued BFE) or Zone AO must sign here.The statements in Sections A,B,and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑Check here if attachments. SECTION G—COMMUNITY INFORMATION(OPTIONAL)- The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A,B,C(or E),and G of this Elevation Certificate.Complete the applicable item(s)and sign below.Check the measurement used in Items G8—G10.In Puerto Rico only,enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,engineer,or architect who is authorized bylaw to certify_elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2.❑ A community official completed Section E for a building located in Zone A(without a FEMA-issued or community-issued BFE)or Zone AO. G3:❑ The following information(items G4—G10)is provided for community floodplain management purposes. G4.Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: QNew Construction aSubstantial Improvement G8. Elevation of as-built lowest floor(including basement)of the building: ❑feet ❑meters Datum G9: BFE or(in Zone AO)depth of flooding at the building site: ❑feet ❑meters Datum G10.Community's design flood elevation: ❑feet ❑meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑Check here if attachments. FEMA-Form 086-0-33(7112) Replaces all previous editions. 1-LEVATION CERTIFICATE, page 3 Building Photographs See Instructions for Item A6. IMPORTANT: In these spaces,copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number: 9301 N.BAYSHORE DRIVE City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number: i N IP fl insurance affix at least 2 building below according to the instructions If using the Elevation Certificate to obtain F flood g g9 for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View."When applicable,photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. FRONT VIEW REAR VIEW t`1 r _ now* FEMA Form 086-0-33(7/12) Replaces all previous editions. All Air Solutions 1101 NE 191 ST,SUITE 408 Miami,FI.33179 September 11, 2015 State of Florida County of Miami Dade Miami Shores Building Department Attn. Building Official REF. 9301 N BAYSHORE DR., MIAMI SHORES, FL 33138 Dear Inspector, The following letter is to clarify the installation of the ducted returns at the property referenced above. Ducted returns were extended to corridors up to code and eliminate ducted returns thru bedrooms. Best Regards, S rnchez 9 All Air Solutions Office:(954) 882-6865 Fax: (395) 856-9224 Cell: 786 297-5022 Email: Sergioaallcoolingsolutions.com 1TY op Qt Drtt BUILDING DEPARTMENT "" r LD INSULATION CERTIFICATE Revised 03-13-2015 OR Building Permit No: Q.C,. — 10 Ucj Project Name V, ft%AM 5 Project Address: !930 1 PA-YSy t o ft'/IC STATEMENT OF COMPLIANCE We,the undersigned, hereby certify that the THERMAL INSULATION installed in the above referenced project is in compliance with the latest edition of the FLORIDA BUILDING CODE, the APPROVED ENERGY CALCULATIONS and Plans, and is in accordance with good construction practice. The insulation furnished and installed has the characteristics shown below:(Circle the applicable items). A. )1)Exterior CBS Walls Insulation: R- .5 (Min.) Material: �-- Thickness: inches) Density: Ib/ft Mfr: T2) Exterior Frame/Metal Stud Walls: R- (Min.) Material: Thickness: inch(es) Density: Ib/ft Mfr: 3) Exterior solid concrete walls: R- (Min.) Material: L Thickness: inch(es) Density: Ib/ft Mfr: 4)Interior walls separating A/C from non A/C spaces insulation: R- (Min.) Material: Thickness: inch(es) Density:_ Ib/ft Mfr: 5) MULTI-FAMILY RESIDENTIAL CONSTRUCTION ONLY: The COMMON (Party) walls to two separate conditioned tenancies shall be insulated to a minimum of R-11 for frame walls, and to R-3 on both sides of common masonry walls. See FLORIDA Bl�ILDMIG CODE 2010—Energy Conservation, Section 402.2.12. These "minimum levels of insulation",are not included in the Energy Calculations, but shall be installed in the field. 6)Ceiling insulation: R- ?2 Q(Min.); Material: Ai'!'T S Thickness: 10 inch(es): Density: Ib/ft: Mfr: Note: Do not use this form for lightweight Insulating concrete. Installed by(select one): Insulation Contractor General Contractor/ Builder M2 9raVetA rKiFj` ?' C�iGay P (company name) (CC number) (company name) (CC number) 4neo) cE, C, IS22 0`11 . (contractor's name) (license number) (contr c r' me) (license number) SZ1u`Sv C i kz) 3' j (contractor's signature) (date certified) (contractor's signature) (date certified) SWORN AND SUBSCRIBED before me byT«p[��j� being personally known to me( )or having produced as identification _� �� and who being fully sworn and cautioned, states that the foregoing' true and correct to the best of his/her knowledge and belief. ignature of Notary Print Name Date Notary Public: NOTARY PUBLIC STAMP BELOW My Commissi K e : tale el F-101ill Joanna M Feliciano My Commission FF 082753 nod Expires 0111212018 Certificate of Compliance for Termite Protection i As required by Florida Building Code(FBC)1816.7) Darn Quick Termite & Fumigation, Inc. 7401 N.W.7 St./Unit 7/Miami,FL 33126, Phone(305)266-2220 �3 &L . ,�Ll s 3 Address of treatment or B k#of treatm nt Method of termite treatment-soil barrier; wood treatment, bait system, other _ The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department Agriculture and Consumer Services. Authorized Signature �,rn+c.i'[.1plWeRI'3 Y_.disn_yq'p�R!Ya�yK m 9Or, 0-0) U�zi t4T ��e, c is 1 tis,�,n ftt.�r�t�i� 17r r � " .Zft � ,�i t y Y kit e W v_ zzw opy ,C- co X M in Co TnT Q �,: i r r %';J=`. i 11 Q 5 8 �� FY F'IF�.� C-1 C-10 C-11 _ C-11 C-11 � 5' 3E17 t-AtATXA s 4 E �C Q, � 6Q � F� � �'� i=�2 G4 � L..... � •tvrr•-�Q. ��T► ,+ }.... + I ... Mliami Shores Village �.•••• �� •••• ••• • APPROVED BY DATE UG -to c%IT oST• ••• • ...... ZONING DEPT 1?oc.�"T tx • •••• • 1 ..:. E8 i S6 t.LDG DEPT _... ...... _ .... " t 2 ,y jb 1:,1 11,1FM TO COMI'l_IANN- i H ALL FE - f r,l,ll)CO',;N IY fZUI_FS ANn nFCUl_ATIONS 'N --- --- -— — 0 (B► X45 "T rPLa c„ ►. ..... _ ..._ _.. , .:. j2— C-10 C-11 +` `TS 6xG44 CB-%, 5-Z,.54) 750) AID i r T5 6,c 40>CY+ C-10 C-11 - ► �.1. VP-L�> e -Tb? YM welding `1 - .By. PO Date:11/12/14 customer: M2 Development Group Q 1. t t Y- VA 112 1 Y2 ppd.By: Scale:See Plan mled:Kurland Residence i InE:Structural Members hop Order No. Ref: SHT E-1 �� ' ' 7 l ►2 y 1 t ► I ��a''�Ir��aAcrloe5, ��• �t'' �M��D��T 115 F�� 0 ® o 0 0 c ,� >af Y o 0 0 0 'r ..... 1.__.f . �-�- x,arlr�M -_._.__._._. ...a _. .. 0 0 0 0 0 0 0 co Pl-1 2 ,K 8 . 14 • • ,..,•. ..,, . • PL 1p�— _.. ._ 794 of 0000 TS Com CoA . ••0 to 00 0 4 I �..�.....�.«.. 0:0* • • ....�.., • • , •s,) • • , • • i 22-x - 0 � .� —•2- �JP-rAL1 W8 x 2&(g-4 I lot __T 'A I I — ,r► t t ; `� 118 118 11/8 ,2 spse ►1 tl/g y. &�r—�2� �, C-10 (1 `to-rpl., C-11 (5 TOTAL) 0 0 O O L�P� N - �, _b. OA 0 0 0 WSx 28 0 NJ 'v � (� � t.�..- rit }rr�n�.J 1:9ti7 F,r•. ,.� y .... .-,. .. .. ,.......,..._...-_...,..,._.,.�._........_...,.....-....�............__..._._........_.w......._........_.. ....,.....,,. V } nr Z -..t i ! '•? Sr t5�gc.r r ��? r h r�i i k. 15— 1 -To (_ui ; ui C6 - C Z CO UJ Rjr ry E8- 2 Z -To-1La... O Z Z� Lu s i'•-� a r S f i, r rF�"' r-- iLf c Y '' YM Welding s [0p fx Im g.ey: PD Date:it/12/14 Customer: M2 Devetopment Groin LU Pd•BwScale:see wanProtect:Kurland Residence LE:Structural Members Order No. Ref: SHT E-2 N, Miami Shores Village ,2 .IBuildingDepartment p tment 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 0 INSPECTION LINE PHONE NUMBER:(305)762-4949 F 2``0 BUILDING Master Permit No. IV PERMIT APPLICATION Sub Permit No. ff BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL F--]PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP q�, n CONTRACTOR DRAWINGS JOB ADDRESS: S r�c City: Miami Shores ll County: Miami Dade Zip: t Folio/Parcel#: ,� - -VzS ` Z T� __0 S G 0 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: E OWNER: Name(Fee Simple Titleholder): U�� f�� Phone#: Address: City: State: ��, Zip: Tenant/Lessee Name: _ _ Phone#: Email: CONTRACTOR:Company Name: Phone#: Address: N W City: State: Zip: ! Qualifier Name: ( � �� i � Phone#: C� State Certification or Registration#: C-6) t�r�.q,�©, 1 1 Certificate of Competency#: DESIGNER:Architect/Engineer: �-y- �.,r � �� Phone#: ��J Z 3 1 Address: tv City: State: Zip: Value of Work for this Permit:$ r��/ Square/Linear Footage of Work: u Type of Work: ❑ Addition Alteration ❑ New ❑ Repair/Replace F-1Demolition Description of Work: 57C-11jS ftof Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ U.J aC) Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... D OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. r Signature Signature � rlC NER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 2� day of J '/ 20 t--A by OECi day of A�"1 =��— 20 1 q by who is personally known to �� 'v�(►�-�a7s who is personally known to me or who has produced`1'4910 ca as me or who has produced �L V!- u � as identificati d who did take an oath. identification and who did take an oath. NOTARY BLIC: NOTARY PUBLIC: Sign. Sign: Print: Print: Seal: Seal: �'►�"''t�, Notaw a;,odc State of Florida Sindia Awarez ANDREA L DESIDERIO � Ex Ges 09103/2 FF 158750 prM1 Expires 09103/2018 •'= MY COMMISSION iii EE223289 �eo-otss APPROVED BY �Z--tti�-^� Plans Examiner Zoning l L� I LH Structural Review Clerk (Revised02/24/2014) > _ Miami Shores Village Building Department 4 u 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 APR 0 Zd� Tel: (305)795 2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305)762.4949 BY: 3 ' � FB C 20 B ILDING Permit No. PERMIT APPLICATION Master Permit No. 1,G1 `A — Permit Type: UILDING ROOFING JOB ADDRESS:- 4-3o ' 74 1341 V ft CE, _D City: Miami Shores County: Miami Dade Zip: 3 ( ' Folio/Parcel#: A k — 3'2-0 c� � Is the Building Historically Designated: Yes - NO _--X _._ Flood Zone: OWNER: N "fName(Fee Simple Titleholder): y�p Jew 9'AN 17$ jo) Phone#: 3-c� s .2- - cl - 8 0? g Address: 130 1 A a Fo y s mtr1,,E 1)1r, City: 9k M1q*4 t S�'�'D� State: Zip: 33 1 38 Tenant/Lessee Name: Phone#: Email: D► M� �Ur I�h��1G� e, hQ�fY1Cti1 �' wM CONTRACTOR:Company Name: ��Z ��E�QM611�ITv� Phone#: 2.3 Address: .44a N W I ri sl City: 1kr t State: . Zip: 311 S � Qualifier Name: J O•/ "1 N i sus _._.__Phone#: a)" a 1 Z W C1V State CertificationorRegistration#: <:!r4c 1 15zZ _Certificate of Competency#: Contact Phone#: Email Address: • a� N i r1 ✓h 2 d e) to U • CA M DESIGNER: Architect/Engineer: MAI-X. Phone#: Value of Work for this Permit: $. ,k —Square/Linear Footage of Work: 2i Type of Work: ❑Addition 13Alteration ❑New ❑Repair/Replace ❑Demoli _ Description of Work: C-1 `�l2- �,r?^' Color thru tile: *>kekekek*.k ek;eek*k ok ek k*%k%R ek k ek k :t%k ************Fees**** Subnuttal Fee$ ' Permit Fee$ CCF$ CO/CC$ Ub Scanning Fee$ Radon Fee$ DBPR$ Bond$nM U� Notary$ Training/Education Fee.$ _ 'Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ Bond ng Company's Name(if applicable) Bonding Gompany's Address City State _ _ Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State _ Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be perlormed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS,POOLS,FURNACES,BOILERS, HEATERS,TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance ol'a building permit with as estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of cxmurcencelne)zt and c•onstrnction lien lure br chure will be delivered to the person whose property is subject to attachment. Also, a certified c•ol)v ofthe recorded notice of • ement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In t absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. .r Signature Signature__ caner or Agent Contractor The foregoing instrument was acknowledged before me this_ y_ The foregoing instrument was acknowledged before me this day of S�,20 �� by �7yV�nC Kt -- clay of 20 N,bySOPkQVIrrI �infit � who is personally known to me or who has produced _— whos personally knoD>to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLI : NO'CARY PUBLIC: Sign: , .cp , Sign:_ Print: U 1 Print: �w °�s• CLAUDIA – My Commission Expires: 'r'• = Notary Public-State of Fbrl08 My Commission Expires: •s /� �� a: My Comm.Expires Nov 11 2017 7`:°' zz �,d �� y` 3 Commission#FF 47927 �., k��#,k,k��*�*�k:k��,k��,k* � � v,:�:. . ._:ex .�•,1:a:,a::;:�::;:•,.a:y�:::::!::::�::.:::::;:�::;: ::;:g:gc ;a:x�:a:g::::•r,.y*kk�*kk,kk#k*,k��#*��tdl�l8i#•kbl�Kkkk* APPROVED BY 6 l Plans Exanuner l �� Zoning T Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) RICK SCOTT,GOVERNOR STATE OF FLORIDA KEN LAWSON, SECRETARY DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD ..� E CGC1522091 The GENERAL CONTRACTOR Named below IS CERTIFIED Q. ' Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2014 PINEROS, JOAQUIN M2 DEVELOPMENT GROUP 440 NW 90 ST EL PORTAL FL 33150 VIVA R0110A ISSUED: 03105/2014 SEQ# L1403050001484 DISPLAY AS REQUIRED BY LAW AC R�� ...1 CERTIFICATE OF LIABILITY INSURANCE DATEIMMIDDIYYYY) _ _ _ 02/26/14 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER AND THE CERTIFICATE HOLDER, IMPORTANT: If the certlfCate holder is an ADDITIONAL INSURED,the poil+ay(tes)must bo endorsed. if SUBROGATION IS WAIVED,Su6ject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT — ' NAME: Lucia Estrella Accurate PHONE -' _ _727 _ FAX- 8300 8300 West Fia ler Suite i14 (305)2268o (AIC, (-30—5)22-6.8-76--7— —. l ..AVDRESS: �IUCaestrella@bells . et _ _. Miami,FL 33144 INSURER(S)AFFORDING COVERAGE _ N_AIC p Phone (305)226.8727 Fax (305)226-8767 INsuRER A; United Specialty Insuance Co. _ _. — _._ INSURED — INSURER B: International Group LLC d/b/a M2 Development Group INSURER C: 440 :440 NW 90th Street INSURER D EI Portal,FL 33150- (954)822-3590 1NSURER : — COVERAGES _CERTIFICATE NUMBER: REVISION NUMBER: _ THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAYBE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ITR MCYYMMjIOY EXPLTYPE OF INSURANCE 'INSR.'WVD, POLICY NUMBER I -- I LIMITS GENERAL LWBIUTY EACH OCCURRENCES 1,000,000.00 , �! COMMERCIAL GENERAL LIABILITYDAMAGE TO RENTE6 _I PREMISES(Fa ggowrencej. ! $ 100,000,00 Lj ❑ CLAIMS-MADE '� OCCUR GL-00054568.00 MEO EXP(My one S 5,0 person) A 02/27/2014 `02/27/2015 — --1 _ _ __!.E RSONALE.ADVINJURY s 1.000,000.00 ❑ _. GENERAL AGGREGATE s 2,000,000,00 GE�NI'L AGGREGATE LIMIT APPLIES PER j PRODUCTS-COMPIOP AGG', $ 1,000,000.00 t t- POLICY 71 JECT. _ 6 LyOC...._� ..: AUTOMOBILE LIABILITY I_O em�rDi1SINGLE LIMIT _ �j ANYAUTp BODILY INJURY(Per person) $ x _ ALL OWNED SCHEDULED f P R Y INJURY(Par acuQent AUTOS L� AUTOS BODI ( ) S NON-OWNED _ 1 PROPERTY DAMAGE _ ❑ HIRED AUTOS LJ AUTOS (Per acatfeot) s 14 __ s ❑ UMBRELLA LIAR ❑OCCUR _ p EACH OCCURRENCE s ❑ EXCESS LIAB ❑CLAIMS AGGREGATE *s „❑_DED ElRETENTIONS _ WORKERS COMPENSATION ❑CRS TU Y LIMLT$ ERH AND EMPLOYERS"LIABILITY Y I N ANY PROPRIETOR(PARTNERIEXECUTNE E L EACH ACCIDENT s OFFiCER/MEMBF-R EXCLUDED? NIA, -- _— -._. - 1 (Mandatory in NH) E L.DISEASE-EA EMPLOYEF It ppes describe under _ _.�. DESG�RIPTION OF OPERATIONS below — E L DISEASE-POLICY LIMIT` $ a I DESCRIPTION OF OPERATIONS 1 LOCATIONS 1 VEHICLES(Attach ACORD 101,Additional Remarks Schedule,if more space is required) Certificate holder is listed as additional name insured. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE OESCRI L I E CANCELLED BEFORE Village of Miami Shores THE EXPIRATION DATE THEREOF, 0 LIVERED IN 14050 NE 2 Ave ACCORDANCE WITH THE POLICY 1 N . Miami Shores Village FL 33138AUTHORIZED _ OR 9 I AUTHORIZED REPRESENTATIVE 305-756-8972 Luca Estrella ®1988.2010 ACORD CORPORATION.All rights reserved. ACORD 26(2010105)OF The ACORD name and logo are registered marks of ACORD gH RrnS Bell Miami shores Village �,. Building Department �OR10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers'Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation,or in the case of an LLC,a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State,Division of Corporations:and 3. The corporation is registered and listed as active with the Florida Department of State.Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption. In these circumstances, Miami Shores Village does not require verification of workers'compensation insurance coverage from the contractor's company. Therefore,you may be personally liable for the worker compensation iniuries of any person allowed to work under this permit Please check with your insurance carrier since most property insurance policies DO NOT cover this type of liability. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Owner Contractor Print Name: �u (� �-dSv\tPrint Name: Signature: Signature: —COW �_. State of Florida) State of Florida) County of Miami-Dade) County of Miami-Dade) Sworn to a d subscribed before me this_ Sworn to and subscribed beforethis day of �a 20�• day f S 1� 20�a . � _ J (SEAL) _ (SEAL) Type of Identification prod ZI of Ide IRENE B.REED ;no'ny°"e'•• CLAUDIA BERNAL =� Notary Public-State of Florida *°�= Notary Public-State of Florida s. s My Commissim Expires Aug 24,2015 ,� «ar My Comm.Expires Nov 17,2017 '?FOFF��r Corrndssion#EE 124998 ';F 01 !F� Commission # FF 47927 F.. .N�� . JEFF ATWATER CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS'COMPENSATION **CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS'COMPENSATION LAW CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers'Compensation law. EFFECTIVE DATE: 3/19/2014 EXPIRATION DATE: 3/18/2016 PERSON: PINEROS JOAQUIN FEIN: 463671297 BUSINESS NAME AND ADDRESS: M2 INTERNATIONAL GROUP L 440 NW 90 ST EL PORTAL FL 33150 SCOPES OF BUSINESS OR TRADE: LICENSED GENERAL CONTRACTOR Pursuant to Chapter 440.05(14),F.S.,an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter.Pursuant to Chapter 440.05(12),F.S.,Certificates of election to be exempt...apply only within the scope of the business or trade listed on the notice of election to be exempt.Pursuant to Chapter 440.05(13),F.S.,Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if,at any time after the filing of the notice or the issuance of the certificate,the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate.The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 QUESTIONS?(850)413-1609 Local Business Tax Receipt Miami—Dade County, State of Florida -THIS IS NOT ABILL-DO NOT PAY � L 13 7168146 BUSINESS NAME/LOCATION RECEIPT NO. EXPIRES M2 DEVELOPMENT GROUP NEW BUS NESS SEPTEMBER 30, 2014 440 NW 90 ST 7446751 EL PORTAL, FL 33150 Must be displayed at place of business Pursuant to County Code Chapter 8A-Art.9&10 OWNER SEC. TYPE OF BUSINESS PAYMENT RECEIVED M2 DEVELOPMENT GROUP 196 GENERAL BULDING BY TAX COLLECTOR C/O M2 INTERNATIONAL GROUP LLC CONTRACTOR 45.00 03/18/2014 Worker(s) 1 CGC 1522091 0226-14-003594 This Local Business Tax Receipt only confums payment of the Local Business Tax.The Receipt is not a license, permit,or a certification of the holder's quariketioos,to do business.Holder must comply with any governmental or nongovernmental regulatory laws and requirements which apply to the business. MA The RECEIPT N0.above most be displayed on all commercial vehicles-Miami-Dade Code Sec Ba-276. M® For more information,visit www BTR40{b G ., �... ` 11A2DPil ROU 440sNW 9Q ST • y EL'P©RTA'L;FL 33150 • Owner/Corp. JOAQUIN PINEROS M2 DEVELOPMETN GROUP — This Is a business tax only. It does not permit the license to violate 440 NW 90TH ST any existing regulatory or zoning laws of the Village of EI Portal EL PORTAL, FL 33150 or Miami Dade County. Nor does it exempt the license from any other license or permit required by law. This is not a certification of the licensee's qualifications. Print Date: 03/18/2014 Village of EI Portal Building Department 500 NE 87 ST,EI Portal,FL 33138 ORESr c S nmM 4 ONe� Villaq-eGGL�?2G v F�ORiDp' 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 DAVID A. DACQUISTO,AICP PLANNING s ZONING DIRECTOR DEVELOPMENT ORDER File Number: PZ-12-13-201372 Property Address: 9301 N Bayshore Drive Property Owner/Applicant: Guy Kurlandski Address: 5015 NE London Walk Terr. #47, Miami. FL 33138 Agent: Mark Campbell Address: 373 NE 92nd Street,Miami Shores,FL 33138 Whereas, the applicant Guy Kurlandski (Owner),has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 and Sec. 600. Site plan review and approval required. Fagade alteration. Whereas, a public hearing was held on January 23, 2014 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval to realign the garage entrance and install new windows. Page i of 2 DO PZ-12-13-201372 Kurlandski R 2) Pool and pool deck to meet all applicable setback requirements before the building permit for pool and pool deck will be approved by the Planning Director. 3) Applicant to obtain all required building permits before beginning work. 4) 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. 5) Applicant to meet all applicable code provisions at the time of permitting. 6) 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. 7) Approval is granted for 290 square feet of covered entry way. The application with conditions was passed and adopted this 23rd day of January, 2014 by the Planning and Zoning Board as follows: Mr. Abramitis YES Mr. Busta YES Mr. Reese YES Mr. Zelkowitz YES Chairman Fernandez YES .r Date and M. Fernandez hairman, Planning Board Page 2 of 2 DO PZ-12-13-201372 Kurlandski . R MIAMI SHORES PLANNING AND ZONING BOARD Planning and Zoning Department Staff Report Hearing Date January 23, 2014 1 Meeting Time 7:00 P.M. File Number PZ-12-13-201372 I Folio Number 1 11-3205-027-0560 Owner Guy Kurlandski, 5015 NE London Walk Terr. #47, Miami. FL 33138 Applicant Same Agent Mark Campbell, 373 NE 92nd Street, Miami Shores, FL 33138 Property Address 9301 N Ba shore Drive Legal Description 5 53 42 BAY LURE PB 44-63 LOT 3 BLK 4 LOT SIZE 83.140 X 168 Property Sq. Ft. 13,967 Building Sq. Ft. 2,953 Flood Zone VE11 Zoning R35 Future Land Use Single Family Residential Designation Existing Use One-family dwelling Comprehensive Plan Yes Consistency Existing 1-story; 3 bed/3 bath Year Built 1955 Structure Subject Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 and Sec. 600. Site plan review and approval required. Fa ade alteration. Action Required Approve, Approve with Other Required Village Building Permits Conditions, or Deny the Approvals DOH/HRS and Application DRER/EPRD Staff Report David A. Dacquisto, Director, Report Date January 13, 2013 Planning and Zoning Background The applicant is proposing to realign the entrance to the attached garage. The garage is located in the front of the residence and currently the entrance to the garage is located on the south side facing the side plot line. The applicant is proposing to change the entrance so it faces west and the driveway enters the garage directly from the street. The only other external changes are larger windows to be installed. The plans also show pool improvements. The current water's edge of the pool is located 12 ft. from the side plot line and the current deck is located approximately 8 ft. from the side plot line. The code has required a setback between the side plot line and the pool water's edge of 12.5 feet and between the side plot line and the deck of 10 feet since at least 1981. Analysis A more thorough analysis of the pool improvements will be conducted when the pool plans are submitted for a building permit. The new paver on sand deck may easily be designed to meet the required setback of 10 feet. ,a The renovation compliments the existing residence, is compatible with the existing residence and will blend with the existing architecture. The design is compatible with the neighborhood and community. The proposal is consistent with the technical provisions of the Zoning Code except as noted. Recommendation In acting on a site plan, the Planning Board must make a finding that the proposed improvements comply with the regulations and are harmonious with the community, as required in Articles IV, V and VI of Appendix A Zoning, Sec. 400 and Sec. 600, of the Code of Ordinances, and, in that regard, may add further conditions or delete or modify staff recommended conditions, deny the application, or continue the item for future consideration. Planning and Zoning staff recommends APPROVAL of the site plan to realign the garage entrance and install new windows, with a finding that it is consistent with the technical provisions of the Code. Should the board find that the applicant merits approval, staff recommends that the following conditions apply: 1) Approval is granted as shown on the plans submitted and made a part of this approval to realign the garage entrance and install new windows. 2) Pool and pool deck to meet all applicable setback requirements before the building permit for pool and pool deck will be approved by the Planning Director. 3) Applicant to obtain all required building permits before beginning work. 4) 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. 5) Applicant to meet all applicable code provisions at the time of permitting. 6) 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. Page 2 of 2 PZ-12-13-201372 Kurlandski Notice of Preventative Treatment for Termites (As required be Florida Building Code(FBC) 104.2.6) G DARN Q TERMITE & ® FUMiwiw b c. 7401 N.W. 7th Street, Unit 7 • Miami, FL 33126 TEL: (305)266-2220 • FAX (305)266-0113 Address of ent or LotlBlock of Tratbsent Datie Time Applicator p4t ` Product Chem deed(aotive ingrodienq Number of gallons apiriled knaoo- Percent of ConcentraSon Aroa treated(square fWM Linear feet Treated Stage of treafrnent(Horizonte,lvewdftal,Adjoining Slab,retreat of dist<rrbed areas) As per 104.2.6-If soil chemical barrier method for termite prevention Is used,final exterior treatment shall be completed prior to final.building approval. If this notice is for the final akWor treatment,Initial and date this line ;EW-e-- GEOTECHNICAL _ TESTING LABORATORIES ENVIRONMENTALF DRILLING SERVICES HYDROGEOLOGY ��, �s--' INSPECTION SERVICES ASBESTOS - ROOFING DYNATECH ENGINEERING CG._: . Miami, August 29, 2014 �'- �—. sy— fid' Mr. Pierre Mifsud FLORIDA FOUNDATION SYSTEMS, INC. 2030 N.W. 22nd Court Pompano Beach, FL 33069 Re: Proposed Slab @ 9301 Bayshore Drive North Miami, FL Dear Mr. Mifsud: Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) performed a site inspection on August 29, 2014 at the above referenced project. The purpose of our inspection was to document the pile logging operations. All piles consisted of type a 27/8" diameter Helical pild s 10";Ochieve aced at the location marked by client to the depth indicated on the attachedCd to a bearing capacity of 8 tons in compression. Enclosed find copies of our field log inspection. It has been a pleasure working with you and look forward to do so in the,wear~future=: Sincerely yours, F .. I UA 1: Wissam aamani, P.E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 PILE DRIVING INSPECTION DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH,FLORIDA 33014 (305)828-7499 REPORT OF PILE DRIVING INSPECTION CLIENT : FLORIDA FOUNDATION SYSTEMS,INC. DATE: 8-29-14 PROJECT : Proposed Entrance Slab @ HAMMER USED: ADDRESS : 9301 Ba shore Drive, North Miami, FL. PAGE NO.: 1 of 1 PILE TYPE PILE NO. 1 2 3 4 REMARKS 1 500 400 400 500 36-1000 1 2 500 500 400 500 37-refusal 2 3 500 500 500 600 3 4 600 600 500 600 4 5 700 600 500 700 5 6 700 800 700 800 6 7 900 900 1000 900 7 8 1000 1000 1000 1000 8 9 1000 900 1000 1000 9 10 900 900 900 1100 10 11 900 1000 900 1100 11 12 1000 1100 1000 1000 12 13 1100 1000 900 900 13 14 1000 1100 900 900 14 15 1100 1000 1000 900 15 16 1000 1000 1100 1100 16 17 1000 1100 1000 1000 17 18 1100 1000 900 1000 18 19 1000 1100 1000 1000 19 20 1000 1000 1000 900 20 21 1000 1100 1100 900 21 22 1100 refusal 1100 1000 22 23 1100 1100 1000 23 24 1000 1000 1100 24 25 1100 900 1100 25 26 1000 900 1000 26 27 1000 1000 900 27 28 1100 1000 900 28 29 1000 1100 1.000 29 30 1000 1100 1100 30 31 1100 1000 1100 31 32 1000 900 1100 32 33 900 1000 1000 33 34 1000 1000 900 34 35 refusal refusal 1000 35 Pile Size(Inches) 3" 3" 3" 3" Length(Feet) T T 7' 7' Bearing Required(Tons) 8T 8T 8T 8T Penetration Last 5 Blows N/A N/A N/A N/A Formula Tons(Tons) 8 8 8 8 Depth Driven Feet 1 35' 1 22' 1 35' 1 1 37' NOTE: Depth Driven Refers To Existing Ground Elevation. M2 Construction Group 1"1 I (�&�!TIMATE Of.+1.954.822.3590 17626 SW 32 ST,Miramar,FL 33029 March 10 2014 jpheros@m 2-construction.com www.m 2-construction.com Estimate Revised-Kurlandsk14301 N Sayshore Dr,M10MI Shores,FL Estimate for Residential Interior Remodeling of the project herein mentioned above. Labor Materials TOTAL DIVISION I-GENERAL REQUIREMENTS $ 9,976.00 $ 9,976,00 1 Supervision 2 3 (DIVISION 2+SITS _ $ 5,500.00 4 Demolition 6 7 DIVISION CONCRETE 8 Concrete Work&Retroffiting $ 9,600.00 $ 14,400.00 $ 24,000.00 9 Piles $ 1,500.00 $ 2,000.00 $10 31500.00 11 DIVISION 4-MASONRY - 12 Building Masonry Work(included In Division 3) 13 14 DIVISION 5 METALS•N/A 1s .. 16 DIVISION 6-WOOD AND PLASTICS $ 3,500.00 $ 10,000.00 $ 13,500.00 17 Interior Finished Carpentry Cabinets&Countertop 18 19 DIVISION 7-:THERMAL&MOISTURE PROTECTION $ 24,000.00 20 Roof-Grey Flat Tile 21 22 DIVISION 8-DOORS AND WINDOWS 23 Impact Resistant Windows(grey color)and Storefronts w/Silver Color frames $ 4,700.00 $ 23,800.00 $ 28,500.00 24 25 DIVISION 9-FINISHES $ 9,900.00 $ 9,100.00 $ 19,000.00 26 Drywall&Framing 27 Stucco&Drywall Patching 28 Painting Interior 29 Painting Exterior 30 (1)Bath Tile 31 32 DIVISION to.-SPECIALTIES-N/A 33 _.. 34 DIVISION it-EQUIPMENT $ 1,500.00 35 Appliances-Allowance 36 37 DIVISION.15-MECHANICAL $ - 38 Plumbing Fixtures&Bath Accessories-Allowance $ 2,200.00 $ 2,200.00 39 Plumbing $ 2,500.00 $ 2,000.00 $ 4r500.00 40 HVAC $ 1,500.00 $ 1,000.00 $ 2,500.00 41 42 DIVISION 16-ELECTRICAL 43 Electrical Work $ 4,350.00 $ 3,000.00 $ 7,350.00 Electrical Fixtures $ 1,500.00 $ 1,500.00 45 46 -SUBTOTAL.'. 47 - - $ 12,320.00 48 0&P 49 50 :TOTAL PROJECT $ 154,346.00 Notes o All permit fees,impact fees,utility reconnection,utility companies service relocation,building,elevator,application, recordinq and condo processinq fees to be entire responsibility of tenant/owner/designer b Any fee imposed by local authorities or building department to comply with the scope of work described above or any extras to be entire responsibility of the owner/tenant/designer d Any existing code violations or work to bring up to code existing construction areas are not included. In the event that are required will be negotiated and included as a change order. e Owner/Tenant guarantees parking space available for contractors working at unit. In the event parking is not available Owner/Tenant will reimburse parking expenses to contractor f All work to be accomplished in(1)phase g All furniture,curtains,blinds,clothing,decoration relocation by others Work Not Included j Flooring slab crack repairs or leveling k Ceiling slab crack repairs or leveling I Repairs to existing structure beyond scope of work listed above. p Alarm,audio/camera system,septic tank,driveway entrance,gas connections q Permit processing r ALL EXTERIOR WORK DRIVEWAY,PAVERS,POOL,BOAT DOCK,LANDSCAPING&IRRIGATION TO BE DONE ON A SEPARATE PROPOSAL AND NOT PART OF THIS BID Payment Schedule 30%Deposit Balance based on weekly work in place Progress payments(Labor,Material&Equipment) No retainage to be withheld ANY UNFORESEEN CONDITIONS OR DEMOLITION TO FIT NEW WORK THAT IS CLEARLY NOTED IN PERMIT DRAWINGS OR IN THIS PROPOSAL SHALL NOT BE CONSIDERED PART OF THIS BID AND WILL BECOME A CHANGE ORDER. ALL CONDITIONS REQUIRING ADDITIONAL WORK DUE TO NATURAL CAUSES AND OR ACTS OF GOD WILL BE CONSIDERED EXTRA WORK AND M2 CONSTRUCTION GROUP SHALL NOT BE RESPONSIBLE FOR ANY AND OR ALL ADDITIONAL COST INVOLVING EQUIPMENT,MATERIALS OR LABOR IN ORDER TO PROCEED WITH THE ESTABLISHED WORK PRIOR TO THE UNEXPECTED SITUATION.IN THE CASE OF UNEXPECTED DELAYS DIFFERENT THAN ACTS OF GOD$CAUSED DIRECT OR INDIRECT BY GENERAL CONTRACTOR OR SUBCONTRACTORS DIFFERENT OF M2 CONSTRUCTION GROUP.M2 CONSTRUCTION GROUP WILL BE ENTITLED TO RECOVER ANY FEES ASSOCIATED TO EQUIPMENT RENTAL FOR THE PERIOD OF THE DELAY. M2 CONSTRUCTION GROUP SHALL NOT BE RESPONSIBLE AT ANY TIME FOR DELAYS IN THE CONSTRUCTION PROGRESS DUE TO:OWNER'S OR LABOR DISPUTES,FIRE, UNUSUAL TRANSPORTATION DELAYS,UNAVOIDABLE CASUALTIES,AND NATURAL CAUSES. IF THE OWNER FAILS TO ISSUE A CERTIFICATE OF PAYMENT FOR A PERIOD OF FIFTEEN(10)DAYS THROUGH NO FAULT OF THE CONTRACTOR,OR IF THE OWNER FAILS TO MAKE PAYMENT THEREON FOR A PERIOD OF FIFTEEN(10)DAYS,M2 CONSTRUCTION GROUP MAY,AFTER SEVEN)5I WORKING DAYS GIVE WRITTEN NOTICE TO THE OWNER AND THE OWNER'S REPRESENTATIVE TERMINATING THIS PROPOSAL/AGREEMENT AND RECOVER FROM THE OWNER PAYMENT FOR ALL WORK EXECUTED. INCLUDING:MATERIALS,LABOR,AND EQUIPMENT. THIS PROPOSAL IS BASED IN THE ACTUAL PRICE OF MATERIALS AND VALID FOR(15(DAYS,THEREFORE IS SUBJECT TO ANY CHANGE OF PRICE AT THE MOMENT OF SIGN CONTRACT BY PREVIOUS NEGOTIATION.ANY SIGNIFICANT MATERIAL INCREASE IN PRICE DURING CONSTRUCTION WILL BECOME A CHANGE ORDER. UPON APPROVAL THIS PROPOSAL WILL BECOME AN OFFICIAL DOCUMENT AND SHALL BE CONSIDERED PART OF THE CONTRACT IN ITS ENTIRETY. DISCLAIMER:NATURAL MATERIALS PROVIDED MIGHT PRESENT VARIATIONS IN GRAIN,TEXTURE,DENSITY,WIDTH,HEIGHT,VOLUME AND ASPECT BEYOND CONTRACTOR'S CONTROL.M2 CONSTRUCTION GROUP WILL PROVIDE THE BEST EFFORT,SERVICE AND EXPERTISE TO PROVIDE AND INSTALL ALL MATERIALS ACCORDING TO INDUSTRY STANDARDS. Approval, Guy KuAandski-Owner/Authorized Agent Resp I submitted, � c Joaquin Pineros DATE: 03 ! 14 /2014 CONTRACT# CUSTOMER: GUY KURLANDSKI ADDRESS: 9301 N.BAYSHORE DR. CITY: MIAMI SHORES ZIP 33138 Hl 904NJR`I GTqj H.PHONE: CELL PHONE: 7 1.4 1 M► f h N" .a r C, ,; ESTIMATE AND CONTRACT We hereby propose to furnish all materials and perforin all labor necessary to install: 4.400 SF of new clay or cement tile roof system,at the above captioned property address,in accordance to the State of Florida Building Code for roofing.The job will consist of tearing off completelydown to wood or smooth workable surf icethe actual roof system;Then replace Totted wood up to 100 Ln.Ft.at no charge.Additional wood at$3.75 per Ln.FT of 1x6,and$3.75 per Ln. Ft.of lxg,all plywood at$2.50per Sq.Ft Remove and dispose of all roofing debris,leaving the premises free of debris.Flashings, all lead stacks,roof vents,angle flashings,valley metal and eves drip metal will be installed using a 26 gauge hot dipped galvanized metal-We will then mechanically fasten a#30 fiberglass base sheat vapor barriertto the wood deck then we will Install Polyglass Self-Adhered felt paper,and finally we will install the roof the with medium paddy poly foam or in a rich bed of mortar,.,in accordance with the FBC.Tile model and color: Gray Concrete Flat Roof Tile • Ten Year guarantee against leaks caused by defects in material or labor. • Any alteration or deviation from the above scope of work involving extra cost of material or labor will only be executed upon written order for same,and will become an extra charge over the sum mentioned in this proposal. • Customer 13 responsible for raising or replacing A/C units and solar units on roof. • Customer is responsible to protect interior and exterior furnishing from any dust and debris during roofing process. • The work to be performed under this proposal shall be commenced five(5)day after the permits are issued and the proposal is signed,and shall be completed within 30 calendar days of work.If any delay Is caused by changes orders by the owner,all days of delay will not be counted within the 0 days of work.Any Delay caused by strikes;accidents or delays beyond our control,alidays of delay will not.be counted within the_IZ day of Work. • Architectural and/or structural plans and/or permit fees are not part of this contract The contract price is the sum of TWENTY FOUR THOUSAND DOLLARS AND NO CENTS($24`000 00) Payment to be made following this proposed schedule of payments: $8.000 At proposal approval. $9,000 At the dry in 5 000 At tile stack. 000 Balance upon completion. No camomy walk;woodwork:or painting is included in this cotmaet galeas mentioned inwecilicaious.HK Contnat r Consulting Ina stall not be sesppmr'ble brdsopges wbetherbeforo cormmmtcement ofot duringthe said wait,ora lassid wok.caused by so*m war.am ofaed,sudden nim,stortm,matertai sbonage, or aw avow beyond our cow d All work to be done or'gusnoteed shall_be m btth in speci5ndints Na pramnises verbal or otherwise,w81 be valid.In the event peynmm is not made m stated iaspeoi&Ki the all lea intoned in eolleaiim,such as anomey ate,wart coat,wtketion agencies.are to be d air owner: An unpaid balaacca shall.cetlro huereat at dre roe of t-ln%per month. s s� AV iotpxuptiob in the wmlr agreed upon in this wntraet vrbieh is not the bdt of lase Cmuactor Consuitir> Ine.,or beyoad the control of sstm,will he billed according to glass and rmieriat lost.Work dorsa,or atteaptad to be done on this roof by adter=than Hit'Coutiactoi Consulting Inc.,or their agents,relieves the warm orAoat saw Aatha obligation hareunder.Should any teak oww,within the period of aur swingodw due to delbadve tmteriah or workoumhip supplied and Annishad by us we Ixraby Was to rapair smote without cherga upon reosipt of pmpar tlotioe 4l writing,by certiaed mail.providing thatdis job complained often bean promptly lid a -in hill.This guantam shall apply to labor n d taatorisis only and dose oovat.lbumge to penoml property which acarus esti a result of leakage aser said mofis.iastaaed.We do not guarantea against laduo due W.batwar, improperbuildiog'or tpofdeek construction.Ste.hair.tempest or hurricanes aorto puaearea msde pauAousa,apjpob,pipsor2--neat stntalae supp��erbrace, bYSuleninga'orwinSatwm.nordroloaionofaeytuaekrray, wbsaquem ro eompkgioa onr work on your progeny.VJe llama be tespomibb for aideviraErs,htwm, awnings end Ponta br of work.This guaran(p b sot natlehrable Iplep mettti•ned in the above apooi5eadom.Nat rsapoostble Poraaeeo entlosgrca.Orme'ortipter i=lesporoblsbrnanevalaad imulHag gusan.Ownerto provide sellas,".water end eleevieieyat tiffs own�ost: Buyer right to cancel:you may cancel this agreement by mailing a notice to HK Contractor Consulting Inc.This notice must be postmarked before midnight on the third business day atter you sign this agreement.If you cancel this agreement HK Contractor Consulting Inc.may keep all or part of any cash down payment,not to exceed the lesser oftwenty five percent(25%)of the total contract sum. 4HK7-r ;Clo Inc.Authorized agent Owner or Customer Signature 17100.NE 111h Court,North Miami Beach,Fl.33162 Phone:7136-955.7936 Fax:305-503-9449 E-mail:henry@hkbtdlding.net ES WINDOWS QUOTATION IrdTbs. ESWINDOWS °iOeOiR "a2 ��• oleM o.. w.A 17.2oi1 AN Ml— KURANDSNYS �F� S.aeoN Flrw Erhe.ler - PA: AIARtE MARK QTY wAoTw m9owl PAIM RNGH • • Lq GLASS C . wthe NNWM Vo.MOft S. MUNitltS SMM EW TOTALw O emmC . NUa ww/mufto oaRMMRAW-MMN61NunmsSEW.Am M.w aoo m im w NO nD MA 3A t.1.w MAmYn1MNM No YB NMNEW No lq S 7752S4 SAN OOMNMARCAMSIMMMN aMaN Esstooc..m.waaorua vaxWMame.t SROMARO10MmV91MMM Nssam.AeofNl•w1s6aAr YB Ya W Ew MD la s s71 Sam s IH w..RY+OdN.DA NIWMAIRem DvaANARAmcA—Sam MNM wNsa6o.AafW.w lGGaM uo its MaLNEw mo Mo S sL M emmCaa.aNwL�a.wlM lwud.m DUM1MRMCAONmva MMM wNSMBo-A OF1Mw NSGMr No Ns iM w Mo31 No S 6awf wLaa WMMMAWAOMmVERiR WWHsSMMASDWWVWNS6MY r10 lq M1NEW NO NO �•' 63000f.ma oo.MM s...WAOMeItltlAa aaNEsal ll.iAe forme Dw4pM.dmwR) ouRNwARuaAmwllarxM wlssea.AmrW.wxsGaM rs No f1RLNEW No ND $ MR" EIS/ Gam R.NA Dear Mf�a.nswatl AWwletSAa le aoESLLWN.dIrOwMe Fend oeerJR-Ipl mY9E •w"Tw CAgAmwsI MMR wNSSWO.AO Waw NSOM No ND fULLNHV No IM 5ZO s(of 31MSfal 2.S.w CLOMMARCA MmwAMMM s SM tw"UWAS 63 ESMft.hD—Hl*9W—WAW.L.R— Mlmslli Nr.mrplwMeF..d Ov--SILVER) o11RAMRARCAONmNA MMM w163a6o.AmfNMw MSGMY 1A7 No SWlVN1Y NO Ip 2,01(/ LM mmova16 2.S.w ovaANMMGDNmvsto OAw ERWIWAR S 171 Esstomc.uwawars.uo WWMR`.4e aaAMARMCAOMmwNeNNR w MSS•moAa PVa.w NSGMr vM Ye ;M w Mo la SSA SL 7 IS TOTAL 25,507 MMS:L MM wGd for SO lora Mos Caters dakYaryto the part of Mlmn4 it CWtpnerlSrMporAMCfor FINAL NM IS l' ofa0productdhmndmf6a M%WodomaMspadBotlmm Allwindowidoordimenrioro ambwmdupastl►bdpfnmeshNs.AirydNmWwRade togoomm•Ylwauklnadwfw mwlnprWK. Mm IS for a hump WD amOW4 a6 per dw eodwated pMgMeL Awf addWmal w1B be bMW M dw ank pdm 1.tW In ds plapsML G�- DESCRIPTICf 1 OF v%,CRK PERFORMED y / r r P. ./ VJi UAMO LM AV , ;�A r � WZi 2030 NW 22nd Court MiloPompano Beach, Fl. 33069 LO R I DA O U N DAT u O N Licensed&Insured Lie.#CG-0053441 TEL: 954-977-2000 1-800- Y 5 Y' fE f�+0 S 861-3637 FAX: 954-782-9991 #13124 2nd Revision www.Floridafoundationsys.com Contract submitted to:M2 CONSTRUCTION GROUP Tel:954-822-3590 ATTN.JOAQUIN PINEROS E-mail.JPinerosQm2-construction.com RE:KURLANDSKI RESIDENCE JOB ADDRESS:9301 BAYSHORE DR Date:4/4/14 AF Install 4 Helical piers (PEW2875.21710"-12"HDG) @$ 750 each to 25'or less $ 3,000 AF If a depth greater than 25'is P g required to achieve design loads of 8 tons it will be billed @ $150per 7'section and/or $120per S'section N Any additional depth beyond 25'to achieve design loads does not Require a written change order N Estimated installation time approximately:1 day AF Includes cutting piles to elevation marked by G.C. Includes standard 8"x 8"x %" welded steel pile caps wl 2 N.S. 518x6" AF Non standard pile caps will be at an additional charge AV Concrete cutting &lor replacement,if any,by others AF Piling layout,By others AF Permit,by others AF Engineer to monitor pile install&provide sealed logs $500 AF Relocation &/or repair of sprinklers, utilities, unforeseen obstacles etc... if any by others. $3,500 Note: This is an estimate. The final bill will reflect the actual work done. DRAW SCHEDULE : i At contract $ 1,500 i At completion $ 2,000 i Extras,if any due at completion Authorized signature Print name and title P1 of2 C Florida Foundation will not be responsible for,but not limited to any damage to landscaping,sod,sprinklers,septic tank,drain fields,pipes,underground utilities,etc... Florida Foundation will,however exercise reasonable care in the installation of Atlas Piers in a workmanlike manner. Client shall disclose any knowledge of debris,junk fill,pressure grouting and obstruction of any kind in the proposed work area. If obstructions are encountered that restrict the installation of the Helical piers Florida Foundation reserves the right to relocate the piers with your engineer's advanced approval,if necessary,up to 3 helical diameters or more to achieve proper penetration.It may be necessary to install 2 piers instead of one to achieve the desired structural integrity of the project due to obstructions or other problems.A price adjustment will be made in these cases. Any alteration or deviation from above specifications will become an extra charge over and above the estimate.All agreements contingent upon strikes,accidents,weather or other delays beyond our control.No owner may incur any expenses to be charged to the contractor or credited against this contract without previous written approval by the contractor.Property owner to carry liability insurance. Florida Foundation will provide public liability insurance and Workmen's compensation or waiver. We also reserve the right to use our insured cert{f ted installer. PAYMENTS:The contractor reserves the right to stop work until time progress payments according to the contract are paid and such work stoppage,if any,shall not constitute grounds for breach of any contractual obligations. Owner's fallure to make full and timely payments to the contractor shall void contractor's obligation under the warranty. Final payment is due and payable at completion.A 3%service charge will be added to invoices paid by credit card. TERMS:a finance charge of 11h%per month will be applied to any remaining balance past due after 30 days. rjfFlorida Foundation incurs any expense in collecting payments or enforcing the terms of this agreement the owner agrees to pay all such costs and expenses including reasonable attorney's fees and court cost on the trial and appellate level,which contractor incurs. Suit for enforcing this agreement shall be filed in Broward County. If for any reason the specifications of this contract cannot be met,either party may terminate the work by written notice. All work and costs up to that point will be due and payable to contractor. ANY CLAIMS FOR CONSTRUCTION DEFECTS ARE SUBJECT TO THE NOTICE AND CURE PROVISIONS OF CHAPTER 558,FLORIDA STATUTES. FLORIDA HOMEOWNERS'CONSTRUCTION RECOVERY FUND Payment 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 recoveryfund and filing a claim,contact the Florida construction industry licensing board. Respectfully submitted FLORIDA FOUNDATION SYSTEMS INC. Authorized signature Lisa Spence Date_-4 A12014 This proposal may be withdrawn by us if not accepted within 30 days. Acceptance of proposal The above prices,specifications and conditions are satisfactory and are,hereby accepted.You are authorized to do the work as specfied.Payment will be made as outlined above. Authorized signature a Date Print Name&Title P2of2 1101 NE 191 Street Unit 408 • Miami, FI 33179 � - Phone: 954-892-6865 Fax: 305-956-9224 Air Conditioning,Heating,Ventilation,Ductwork and Controls. August 4, 2014 Proposal Quote Service location: Bill to: Kurlandski Residence Kurlandski Residence 9301 N. Bayshore Drive 9301 N. Bayshore Drive Miami Shores, FL 33138 Miami Shores, FL 33138 Ph: 954- Contact: Joaquin Pineros Fax: 954- Equipment information: Make: NA Model: NA Serial: NA Unit#: NA Description of problem: Run main fiberglass trunk line Total cost for repair(s): $ 2,500 Price valid for 30 days) All payments due upon receipt of invoice. Warranty: 1 year parts, 30 days labor Notes: Lead time: See page 2 for scope and exclusions. Thank you for allowing All Air Solutions Inc. to serve your HVAC needs. Please call or e-mail with questions or concerns. Sincerely, Work approved by: Sergio Sanchez Signature Service Manager All Air Solutions Inc. Print name Allairsolutions(a)yahoo.com Date Page 1 i UNITED ELECTRICAL SERVICES Jwropowl TO: PROJECT Date: MARCH 03,2014 Name: JUAQUIN PIREIROS Name: KURLANDSKY RESIDENCE Address: Cay: .................................................................................................... Address: 9301 N.BAYSHOREDRNE.............. ................................................... Phone: 9S1 r�_35i0.......................F!?............ . .................. City: .MIAMI SHORE FL ..................... ............................................................................................ We are pleased to submit our proposal for your consideration to furnish and Install the electrical requirements for the above reference project.Our bid is based on and in accordance with the drawings,applicable specifications,addendum and alternate listed below. Drawinas: E-1 Drawirms dated: 12/20/13 Soectfications• None Addendum: None Alternate: None This oroilosal specifically includes: U.L rated material and labor installed in conformance with the N.E.C.& N.F.P.A. Install Lighting Fixtures as per plans,Furnished by Owner Install New Feeders to Electrical Panels Provide Grounding System as per pians Provide Wire Standard Devices&Branch Wiring as per plans Provide Wiring Devices as per plans Change and relocate Electrical Service. Install New Electrical Meter Combo Notes: 1-The word`Provide indicate furnisher&install 2-Due to the uncertainty of the raw material pdoes,any increase in costs by the material suppliers will result in a cost a justment. 3-It is the responsibility of the Designer/Owner to contact an Electrical Contractor to check all existing conditions at the job site we cannot be responsible during the Bid of the existing conditions 4 WIN work to develop specifically icaly as shown in the plane This Proposal specifically excludes: FPL fee,Utility Company charges or fees,FPL meter consumption fee Patching,restoration,painting or compacting of any kind Responsible for existing conditions X-Ray for Slab if needed not included Demolition Smoke Detectors Permit fee Vandalism ANY CHANGE REQUESTED BY THE OWNER OR GENERAL CONTRACTOR,CARRYADDITiONAL CHARGES We propose hereby to furnish material and labor-complete In accordance with the above specifications,for the sum of: TEN THOUSAND AND FIVE HUNDRED 00/I00 Dollars 7.350.00 Payments to be made as follows: BASED ON PERCENTAGE OF COMPLEnON Ali material is guaranteed to be as spediled.Aa w"to be completed In profereloml manner according to staodard prectices.Aq akevation or iation from above Worificatleas invoking Was cost will be executed only upon writers o dem and will berme an extra chugs,wet and above Authorised Signature the estimate.Aa agreements coadograt upon stdkn,accidents or delays beyond out central.Owner to cony fire,toruade and other secessmy M4fa:This proposal may be withdrawn by us H not Insinance.Oufuny rwolken byworkers Came insurance. accooted within 30 days Acceptance of Proposal: n The above prices.sPesm"tioos ane conditions are sausiaetory and are hereby Signature: oeepteA.You are su*wtmd b do the work Payment will be made as outline above Print Name: Title., WborAeeeptana I r Proposal 8/4/14 CE6TECh;NICAL TESTING LABORATORIES ENVIRONMENTAL, „ 3 DRILLING SERVICES r HYDRC3GEOLOGI' - INSPECTION SERVICES ASBESTOS ROOFING DYNATECH ENGINEERING CORP. �iWMIggII11�FI1M11 'F1 R-*1'&,_ CEIVE Miami,January 23, 2013 JUN 10 2014 Mr. Mark Campbell By• MARK CAMPBELL ARCHITECT 373 North East 92nd Street Miami Shores,FL 33138 CITY Re: Proposed Structures @ 9301 Bayshore DriveCOPY Miami Shores, FL 33138 Dear Mr.Campbell: Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Subsoil Investigation on January 23, 2013 at the above referenced project. The purpose of our investigation was to help determine the subsoil conditions relative to foundation design of the proposed structures. A total of(3) standard penetrationboring tests'were performed according to ASTM-D 1586 down to an average depth of 35' below existing ground surface at the locations shown on the attached sketch. The following graph was developed as a general condition below existing ground surface at the time of drilling for the subject site: (refer to field boring logs for exact locations and soil conditions): Depth From To Description h 0'-0" 0'-6" Topsoil and grass 0'-6" 3)-017 Tan sand 3'-0" 4'-0" Tan sand w/rock fragments 4'-0" 6'-0" Gray silt 6'-0" 11'-0" Brown silt w/peat III-Oil 13'-0" Tan sand w/rock fragments 13'-0" 28'-0" Tan sandy lierock 28'-0" 31'-0" Tan medium sand 31'-0" 35'-0" Tan sandy limerock Groundwater table elevation was measured immediately at the completion of each boring and was found at an average depth of 5'-6" below existing ground surface at the time of drilling. Fluctuation in water level should be anticipated due to seasonal variations,and run off as well as varying ground elevations 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 due to the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level' 750 West'84 Street, Hialeah, FL 33014-3618 Phone: (305) 828-7499 • Fax: (305) 828.9598 Prsal on Rss wP. E-Mail.::Dynat*h@Bellsouth.net Page No. 2 9301 Bayshore Drive,Miami Shores,FL. Based on our understanding of thero osed structure and our field boring to • it is evident that dee P p g s g , p foundation systems are needed to support the proposed structures and slabs without detrimental settlement. Based on the Florida Building Code FBC 2010 Table 1824; deep foundation systems shall consist of one of the following alternatives: Alternatives Approximate Pile Capacity Pile Capacity Allowable Lateral Pile Foundation Pile Depth Size In Tons in Tons Capacity In Tons B.E.L.S. Compression Tension Pin Piles/push piers 25'or Refusal 4 Inches 5 Tons I Ton N/A: Helical Piles 25' or Refusal 3 Inches 8 Tons 4 Tons N/A Auger Cast Piles 25'BELS 12 Inches 25 Tons 12 Tons 1 Ton Auger Cast Piles- 25' BELS 1 14 Inches J 35 Tons 1 17 Tons 1 2 Tons B.E.L.S: Below Existing Land Surface. Estimated Lateral Load for a pile Top Deflection of/a inch. The proposed pile length is based on the existing ground elevation at the time of drilling. Pile length may vary depending on proposed design finish elevation and soil profile. Helical pile bearing capacity is dependent upon helix numbers, size, and spacing. The foundation contractor will be able to provide the most cost effective combination of helix designs. The above depth are the minimum depth required to achieve design capacities. Predrilling night be required to achieve design depths. Lateral load capacities may be increased using battered piles. Batter angles can be used for the pile installation of up to 4 inches per foot(Horizontal,Vertical). .' In case of existing structures in the vicinity of the pile driving operation, care shall be taken not to create excessive vibration. Vibration levels shall be monitored to verify compliance with county regulations. Steps must be taken by the contractor to prevent excessive vibrations in the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented (ie; predrilling, jetting,hydraulic push, etc...). The minimum center to center of piles or adjacent foundations shall be not Iess than twice the average diameter for round piles or 1-3/4 times the diagonal dimensions of rectangular piles, but in no case less than 30 inches. The installation of adjacent piles (located within 4 feet of each other)on the same working day.is not recommended. We recommend that adjacent piles not be installed until the initial grouted pile has set overnight. The grout used in the pile installation shall develop a;minimum compressive strength of 4000 PSI at 28 days. Large grout volumes, possibly twice (or more)of the theoretical pile volume,may be required for proper auger cast pile installation. All piles shall be designed by a professional engineer and shall be placed under supervision of our Geotechnical Engineer to verify compliance with our recommendations. If the pile is not reinforced over the entire length, we recommend a single No. 7 bar be placed the full length of the pile to verify pile continuity. All work shall be performed in accordance with the applicable building code. 2; Page No. 3 9301 Bayshore Drive, Miami Shores, FL. The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 110 pef Buoyant: 60 Pef. - Angle of internal friction: 30' - Earth pressure coefficient Ka: 0.33;Kp: 3.0 - Angle of wall friction: 30*for steel piles,20*for concrete or brick walls; 150 uncoated steel. Any underground' structures such as grease traps; septic systems, etc... must be supported on pile foundations, unless the deleterious material (ie: silt muck, peat, etc...) is excavated in its entirely and replaced with compacted washed gravel such as pea rock or# 57 stone. Fasten utility lines to underside of structural slabs to avoid settlements. Excavations shall not extend within I foot of the angle of repose next to existing footings or structures, unless underpinned. All excavation shoring must be designed and inspected by a Florida licensed professional engineer. All trenching work shall be in compliance with Florida Building Code, OSHA, and Trench Safety Act. Provisions shall be made by the architect, engineer of record and contractor to address vibration dynamic loading; differential settlements when in in new to existing structures. Mixing of different foundations shall not be used unless provided with expansion joints to prevent differential settlements. Also note that as a common engineering practice for existing and new construction; outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consultedprior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However, we have compared the field test data obtained in this exploration with our experience with structures similar to those proposed for this report. The estimated magnitude of these settlements is I to 2 inches. 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. 3 Page No.4 9301 Bayshore Drive, Miami Shores,FL. The boring log(s)attached present (s) a detailed description of the soils encountered at test location (s). 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. ;Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using this report the client understands that all data from the borings are strictly for foundation analysis only and are not to be used for excavation or back filling estimates and pricing. Owner and site contractor must familiarize himself with site conditions prior to bidding. For Environmental due diligence; a Phase I and/or Phase II Environmental Site Assessments 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. All work must be conducted under the supervision of our geotechnical engineer.. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted incompliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. It has been a pleasure working with you and look forward to do so in the near future. Please feel free to contact us if we may be of further service to you. Sincerely yours, t SuA1t #11/ Wssam ani,-P.E,1 �,��1 11/II DYNATECH ENGINEERING CORP. � kgt� Florida Reg.No. 39584v>ri % Special Inspector No. 757 `� A Certificate of Authorization No.: CA 5491 ' , a 45 4 i 1 1 1 1 1 1 1 TEST BORING REPORT 1 1 1 1 1 1 1 DYNATECH EN+GINEERIN+G CORP. 750 WEST 84TH STREET HIALEAH,FL 33014 (305)828-7499 TEST BORING REPORT CLIENT : MARK CAMPBELL ARCHITECTS DATE: January 23, 2013 PROJECT : Proposed Structures @ HOLE NO.: B-1 ADDRESS : 9301 Bayshore Drive,Miami Shores,FL. DRILLER: AS/RN LOCATION : See attached plan LATITUDE LONGITUDE SAMPLE Hi#1ti11V R DEPTH NO, BLOWS ON ""N" DESCRIPTION OF MATERIALS SAMPLER 1 2 Hand H 3 0'-0"to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 5 0'-6"to I'-0" BROWN FINE SAND 6 1 1 2 8 1'-0"to 3'-6" TAN MEDIUM SAND 8 1 2 9 3'-6"to 4'-0" BROWN MEDIUM SAND W/ROCK 10 1 1 1 _ 111 1 FRAGMENTS 12 1 1 3 12 2 2 1133 4'-0"to 6'-0" GRAY SILT 14 4 5 13 14 8 7 ! 15 6"4"to 11'-0" BROWN SILT W/PEAT TRACES 16 12 11 21 16 10 8 17 11'-0"to 12'-0" TAN MEDIUM SAND SLIGHTLY SILTY 18 10 9 16 1s 7 8 19 122-0"to 13'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 20 20 21 13'-0"to 15'-0" TAN SANDY LIMEROCK 22 22 23 [_ 24 15'-0"to 28'-0" TAN VERY SANDY LIMEROCK 24 ■ 25 26 28'-0"to 31'-0" TAN MEDIUM SAND 26 10 9 20 27 11 8 28 31''-0"to 34'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 28 ?;L 30 34'-0"to 35'-0" TAN SANDY LIMEROCK 30 31 32 32 33 34 34 11 8 15 35 7 9 36 36 28 35 37 3$ 38 'mater Level: 5'-6" Below Surface As a mutwi praeWoo to diem.ttte public and oursdves,all repo u sm submiuml as the Confidential property of dime,and authorization rot pubbegioa of statement aondwions or extras from or regarding our reports is reserved pending on out written approval.H. HAND AUGER;A:HOLLOW STEM AUGER;R:REFUSAL 9-.`�''DYNATECH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH,FL 33014 (305)828-7499 TEST BORING REPORT CLIENT MARK`.CAMPBELL ARCHITECTS DATE: January 23,2413 PROJECT Proposed Structures @ HOLE NO.: B-2 ADDRESS : 9301 Bayshore Drive, Miami Shores,FL. DRILLER: AS /RN LOCATION : See attached plan LA'T'ITUDE LONGITUDE SANWLE HAAIII+IER VFZM NO. BLOW$ON "N" DESCRIPTION OF MATERIALS S LER Bosom=I 1 2 Hand N' 2 3 0'-0"to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 5 0'-6"to V-0" BROWN FINE SAND 6 1 1 2 8 1'-0"to 3'-0" TAN MEDIUM SAND 8 1 2 93'-0"to 4'-0" TAN MEDIUM SAND W/ROCKFRAGMENTS 10 1 1 2" 10 1 l '24'-0"to 6'- „ GRAY SILT 12 M 1 3 12 13 14 6'-0"to 11'-0" BROWN SILT W/PEAT TRACES 14 8 1 14 8 10 15 16 10 9 17 16 11'-0"to 12'-0" TAN MEDIUM SAND SLIGHTLY SILTY 8 9 17 18 10 12 21 18 12'-0"to 13'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 9 to 19 20 20 21 13'-0"to 16'-0"• TAN SANDY LIMEROCK. 22 22' 23 16'-0"to 28'-0" TAN VERY SANDY LIMEROCK 24_ , 24 25 28'-0"to 31'-0" TAN MEDIUM SAND 26 26 12 10 19 27 31'-0"to 33'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 9 28 28 29 33'-0"to 35'-0" TAN SANDY LIMEROCK 30 30 31 32 32 33 34 34 8 9 17 35 8 1 I 36 36 28 29 37 38" 38 Water Level: S'- '1 Below Surface As a mutual protection to clients,the public and ourselves,all repons are submitted as the confidendal property of diens;and authorisation for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H..:HAND AUGER:A;HOLLOW STEM AUGER,R:REFUSAL 1 6 i i � PERCOLATION TEST r r i r -, £BEOTECHNICAL TESTING LABORATORIES ENVIRONMENTALDRILLING SERVICES HYDROGEOLOGY _■.�_ INSPECTION SERVICES ASBESTOS F ROOFING DYNATECH ENGINEERING CORP. Miami,January 23,2013 Mr,Mark Campbell MARK CAMPBELL ARCHITECT 373 North East 92°d Street Miami Shores,FL 33138 Re: Proposed Structures @ 9301 Bayshore Drive Miami Shores,FL 33138' Dear Mr.Campbell: _ -23-13 at the abovePursuant to Your request, DYNATECH ENGINEERING CORP. (D.E.C.)completed a Percolation Test on 1 referenced project. The purpose of our investigation to help determine the hydraulic conductivity for drainage design. The above hydraulic conductivity represents an ultimate value. The designer should decide on the required safety factor. This value is based on the existing soils at the location of the test. In the event the test location is changed or the soil removed and replaced;the test will need to be re-evaluated. ' Groundwater table elevation was measured immediately at the completion of each boring and was found at an average depth of 5'-6" below existing ground surface. Fluctuation in water level is anticipated due to seasonal variations and run off as well varying ground elevations construction dewatering and pumping activities in the area. Site contractor must familiarize himse with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricam. conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwate► levels on adjacent properties are not affected due to the contractors dewatering activities. Specialty groundwater contractor.; shall be consulted for all work below the groundwater level. The boring log(s) attached present (s) a detailed description of the soils encountered at test location (s). 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. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may bf different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subs(' conditions between the bore test holes. In accepting and using this report the client understands that all data from the borings a` ` strictly forg y only'and drainage analysis onl and are not to be used for excavation or back filling estimates and pricing. Owner and s:' contractor must familiarize himself with site conditions prior to bidding. As a mutual protection to clients, the public ar. . 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. All work must be conductee under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during constructioP which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for oui evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal,State,County and City rules and regulations. Enclosed find copies of the percolation test results. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, a 9584a � Wissam aamani,P.E. 6a Srr4TF OF DYNATECH ENGINEERING CORP. Florida Reg.No. 39584 Special Inspector No. 757' Certificate of Authorization No.: CA 5491 '*►; �� 0� 750 West 84 Street, Hialeah, FL 33014-3618 • Phone`. (305) 828-7499 • Fax: (305) 828-9598 E-Mail: Dynatech@Bellsouth.net 4.';PtlMetl on Recydetl Pµ%r ENGINEERING CORP. 750 WEST 84" STREET H'IALEAH FLORIDA 33014 (305)828-7499 PERCOLATION TEST ACCORDING TO S.F.W.M.D. ' D.O.T. STANDARD TEST DATE : January 23,2013 CLIENT : MARK CAMPBELL ARCHITECTS PROJECT : Existing Residence @ PROJECT LOCATION : 9301 Bayshore Drive, Miami Shores, FL. LOCATION OF TEST : SAS DIAMETER OF HOLE : 7" I TEST NO. : P-1 ' TEST DEPTH (feet) 0-10 AVERAGE FLOW(GPM) 2.7 -4 AVERAGE K (CFS/Sq. Ft-Ft Head) 1.06x10 * designer t required The above hydraulic conductivity represents an ultimate value. The d g should decide on he quer safety factor. This value is based on the existing soils at the location of the test. ' Water Table- 5'-6" Below existing ground surface. SUBSURFACE INVESTIGATION Depth Below Ground Surface Soil Description ' 0'-0" to 0'-6" Topsoil and grass 0'-6" to 2'-0" Brown medium sand 2'-0" to 3'-6" Tan medium sand 3%6" to 4'-0" Brown medium sand w/rock fragments 4'-0" to 6'-0" Gray silt 6'-0" to 11'-0" Brown silt w/peat traces ' 11'-0" to 12'-0" Tan medium sand slightly silty 12'-0" to 13'-0" Tan medium sand w/rock fragments 13'-0" to 15'-0" Tan sandy limerock Respectfully submitted, Field Tech: A.S. `' ; -•-�w� L'��® Wissani Naamani,P.E. DYNATECH ENGINEERING-CORP. Florida Reg. No. 39584 ..� . Certificate of Authorization No.: CA 5491 *As a mutual protection to the clients,the pulil c d'ourselves,all r F ArMbn41tted as the confidential property of clients,and authorization for publication of ' statement conclusions or extracts from or regirdi0r�e ort �aetj ding on our written approval .�. �pli��tt� i i i i i i i SITE PLAN I I I I 45 -DEGREE 7 s DECREIE SET BACK - BISCAYNE BAY NEW DOCK BISCAYQNT,E BAY _ _ noJ• EL.47W NGW EL 1.63'NGq S ORES.FLORIDA NCW PALER DECK KW.,-D' K 6•-0'1V fEW i-Illi OC6IGNCD 10 BREAN NW PNXET GALE TO NG4 PICRET FENCE TO CASING OSE: (3)BCDR004, (J)NLL:BATN AWAY rRO4 STRUCNRE MATCH NEW BALCQN1 ATC NEW BALCONY WR1 WT DAMAGE RAILaM Rx"w ST FLOOR 2:611 S.F. --_-- 1 . J� ----- - . TOTAL MTEWOR 2.67,S.F.. CABANA d'MMI 7:T6' '• EL].,'MGW GARAGE 455 Sr. I I 1 I TOTAL GlOEFE ROOF 3.129 S.F. I I NEW 9',0'Ni •.�. - - NEW V-011T EN Mk •. 4'-YX=e CI—INK I {!fil'f FENCC F I I EIo51wC PO0. _!t .a' I• EJOSIING POOL 'EYISMG POOL S I DESIGN Irl TWWO11ry{R�ENNNE 277EEDMO S PROPOSED 45E:(4AEDAODNS(5)FOLL 6AM,AND 0)NNE BATH � •- x I I LSLOOTY 20Nf AND OELW7(CAN'T_C#CO EMM IS7 ROOR TO BE.REMOVED 707 SF -- -- ROOD LOADS SOiAPPRAISED VNUE l 1t4`T CWSTNIG MEW PAVERS M SAND IST FL 2.215 S.F, b7D FLOOR 2.510 SF. ^9 T1BE NE.M ENiPY STAR NO SF Illi_______________ TOIN A/C UNDER ROOF 5.06]SF NEW PACERS IN;SAND NEW PAVERS M SAND EL 5.6'KID 2ND FL 739 SF I 2ND R. TRRA� 296 SF. iW61RG "`."• - ___F ___ COVER ENTRY 27 SF. _____ -__ (QLAP __________ TOT. 6.127 S.F. _ - _____ AIANIO _ _ _ _ _ _ SIRSTMG C COIERED REAR PdiCn 753 SF I N T CO R P Ct FENC 1],196 SF, I —0 � i 1 Y 1 GROSS LOT AREA: _____ It VWADATA EKISMO PROPOSED Ii ——1 EAST REAR SETBACK Y-6- 5,•-,' EnSTMJG f y p TWO STORY C,B9. I EL.512•NCA. BEST FRONT SE78ACK L6'-6- J2'-0- POOL EOUP EXISTNG W Q < KWENCC Ha 930 n I ' W NOR.SME SETBAM 70'-Y i i ' SOIYM S,DE.SETAACK 9'-7 E7 TMG I I U�_ i 9uRDMG HEIGHT ROOF la'0' 2D'-a- i' xyA6�ai µ�•O fIflST ROOT ` LJ LANDSCAPE AREA 7.if2 S,. 7.07 S.F. IW#{tiVT h ELEV 701'NGW - O ! �. CONCREIE/ASPNNT AREA ].210 Sf. 3593 Sf ; E PATH,WALKWAY y AND I F W W USTIIG FL RDOr 257 S F. NIL 5 F i Y,or POOL MCI, w w TOT.LL SLOPED ROOF I.OW SF K 15X-6D,SF OF ALLOWED FLAT ROOF I ' 0 N NOW EL.S9"NGW TOTAL FLAT ROOF-296 SF i S w __ - ______-_______ Y(Ai jr- LEGAL LEGAL DESCRIPTION ? j III --'-- rN FSE ———— NEW S•O-W C RANTER LOT]. BLOCK 1, OF 11E RAT OF-BAT LITRE-ACCOIMING 'On CR GARA {LOON NEW 5•-OMT TO TIE RAT YNFREOr.AS RECORDED N RAT ROM 11 AT PAGE 63 ~ Z m V, CL S6 N I RLOCCONCREM WALL OF TME RiBLIC RECORDS OF NLA41-OADE.FLORIDA I CTEV 7,1'NGV] .' I I NE PALER OR1ID" 1 I ryryEE R SEPARAt D �GE1WiCfln1UR iN EL 711' W C EMSTM T MDI Na s•J' ;, J ® BISCAYNE BAY + 6 _ san O Q ,j?AND J. REIBWEV£ B,.IY 7503" BORING Y (1. 60 MiW1 T EL 6.T ND 1 EL.6.5'NGW _ K ARAGE R A 1 , V.7.Y6'NGW \ n I' L m 3 e 4 ----------- - MIA n 0.1... A3O SF -NEV Y-O H, L7MtMre SETAE CONCRETE _ N1bA w4! BLOCK WALL I }` e30 RW�a i'NgKI Y � 5-III Nf LL.50N� FORTH BAYS ORE DRIVE,, 1 1 �S+Tyx PERCOLATION 1 R 1.6'NGW 25 ZEST ;W+n EL 1.65 x619 )�A tNGW 'fiC,3'NGW. 1-1YN f 5' I25' ...w. B51 MEA]AT, NEW 5-0 1' EL_123' COiCAE1C N 6J OQ PLAOlO1A R60CK WALL NETN wIE 1 LOCATION M A P 1 ` �►/r N.T.S.. O $Ia#37C LOU OEP � EDGE EDGEm EL 3.65'N(lb E 0EL. Ba'NGW ,µ •-'"` - iNEPE ARF MO PERTINENT FEATURES ON AD. C[w PROPERTrt4 NO ACROSS 7K SI 1 MAT MAY APFECT T1E SKTEN NSIALIATIDN .. { WN, ,,,7.6NO,OR7 H BA,-Y'SHORE DRIVE. PtCY-T1i 11014 mow. ELEV•3'1�w� ELEV 1111 ELE ,[� ,06 NGW S ITE f LAN - - W 102 SCALE: 1.••-70'—O,• cK. � A-, -- GENERAL NOTES Soil borings on unmarked vacant property should be considered preliminary with further boring(s)to be drilled after building pad(s)are staked out. Soil borings on existing structures that are to be demolished should be considered preliminary and additional borings would need to be performed after the structure(s) has been demolished and proposed new building staked out. As a mutual protection to clients, the public and ourselves, all reports are submitted-as confidential property of clients, and authorization for publication of statements, conclusions, extracts from or regarding our reports is reserved pending our written approval. KEY CLASSIFICATION & SYMBOLS Correlation of Penetration Resistance With Particle Size Relative Density and Consistency Boulders > 12 in. Cone Penetration ' Standard. Cobble 3 in.to 1 in. Tests Penetration Relative. Gravel 4.76 mm to 3in. /cm3 lows/ft. Density Sand 0.07 mm to 4.67 mm. Silt 0.005 mm.to 0.074 mm Sands 0.16 0-4 Very Loose Clay <0.005 mm 17-40 5-10 Loose 41-80 11-20 Firm 81-120 21-30 Very Firm Modifiers Over 120 31-50 Dense 5%_ 10% Slightly Silty or Clayey, 10%.-30% Silty or Clayey Silts& 0-3 0-2 Very Loose 30%-50% Very Silty or Very Clayey Clay 4-9 3-4 Soft 0%- 5% Slightly Trace 10-17 5-8 Firm 6%- 10% Trace 18-31 9-15 Stiff 11%-20% Little 32-60 16-30 Very Stiff 21% -35% Some Over 60 31-50 Hard > 35%And Rock Hardness Description Soft Rock core crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core can be broken with fingers T. Hard Thin edges or rock core cannot be broken with fingers Very Hard Rock core rings when struck with hammer(cherts) r Outlook Print Message haps://bay175.mail.live.com/mail/PdntMessages.aspx?cp Flood requirements From: Ismael Naranjo (Naranjol a@miamishoresvillage.com) Sent: Wed 11/27/13 8:34 AM To: guykurlandski@hotmaii.com (guykurlandski a@hotmail.com) Good morning Mr. Kurlandski, Based on flood ordinance 674-09 of the Miami Shores Village a substantial improvement is a combination of reconstruction, rehabilitation,addition,or other improvement of a structure taking place during a one fl)year period where the cumulative cost of which equals or exceeds fifty(50)percent of the market Value of the structure before the start of construction of the improvement. Based on the information obtained from the property appraiser, I have determine that for the purpose of substantial improvement the fair market value of the structure located at 9301 N. Bayshore Drive is$ O 372,152.40 A c Please let me know if you need any additional information. Sincerely, Ismael Naranjo, BO Building Director Miami Shores Village of 1 11/27/13 9:25 AN FLORIDA BUILDING CODE,ENERGY CONSERVATION FORK 402.2010 RaWesKlulmunding Tharasal Etra>tepn Approach ALL CLIMATE 2ONEE Suapm Cee.pweee with Section 402 of tae Modde Building Crew Emsray Conservation,ahem be dernestrated by the nae of Fenn 402 for dglw�d andilpWAmmEy remkk a of linea sterles or Nes N be10M,aMteas b sedating roatds.Md bM/lags.ranwat, b exiateg resl0ontld budN/a.naw bsdirV,coeErM and wabr beetling aInr In exI I brlklimM es appmosble.Te eearyly,a brmdbg mint nod or once"am of tin errergy wMaloway raOaYenmanb on Table 402A and ON appNouble rondsterI ruqutrsa.sab Snorted In Tabis 4026 of this forms.N a heading does ON eenpy with this rdhod or Altarab Fern 442,R may wall oon.ply ander Section 400 of tire Florl s B.rYdlna Cads,Ewwgy Gneervd ow ^ � 9301 Na Bayshore Drive OM)"M tr Planar AM ASM Miami Shores,FL 33138 FFICITrR/s FFft:E Miami Shores OWNERS Gay and Sella Korlaedsld FSRMT Mar .RRwN CTM NO.r General brtractlonc 1.New com truotlen which Ir.corperabe may of the fomenting featr.res erred enwrly usl g this nslMdl naso arses N excess of 20 perost d cor.ditlawed Dear we,sleetrN reslabnee bed and air Ira..dlera Iseabd N attics.Additions S 000 pelt.,runewaorre and e I 1pnont olsm-f to nay ean.ply by this soused Wait axeapaaws gia.r. 2.Fm N M the appmeaW apeees of the-To M hreNmod-season an Table 4OZA with the b.farreatoa mpmmbi AN-To N hrebged'vaars sed be oprel to w Iowa oRleieat Urea the r 4 i CrnpNb page 1 based ea the'To be foatamod•colrnl.lelalreaNew. 4.Reed tire requbssewb of Table 402E and check esti.ben to' yew Ment to oaaply with all eppmeaMe Iterna. 6 Read,ail.and dein th Trpwed ley'oertiReeten etahrmnt at Uwe bolbn d page 1.The nearer,ar owner's ageet and Mise ail.ode deb the Nin. Fleece Print CK 1. New constraaton,add-- w exlstna brmdWe 1. Addition,enclosure of entry area 2. Uno%4eway ddad.N er are--.P- P l mi etteahed s Simgk Family s N ndtlp- I -1-Na of Sales eevwed by tide submission , 1 4. Is this word as"?(yesiue) 4. S. Conditioned Deer arme(p.w) a. 252 SF S. nines type and wan a U4eabr as <0.65 s sleet eb. 0.30 a mares area Se. 32.76 (2)3080 Freach Doan 80 ft. 7. Fsrseabas of glees to flew wa 7. 13.0% % S. Flew type,area or psrI and lasrdauere a aM►owgrade(IWMI) as It as fL s Woad,raised P"W ee) as R s SW fL e.Weed,comment(Rwdus) as.R• s+iL d.Cosaete,rated(bar ) ML R s ss,fL a Concrete,aom.ea pHaslee) Ss,R• 4+ft. IL Wsm type,area ant leerdaUan a E.torfer: 1. wkmmmmy(bradeticw Rwahn) 9a4.R■ 7.8 90 ss,.ft. 2. Weed aaww(lsrdation*M*M) 0x•2.R• a+R Is.Ayaeswb 1. Mesaery(1ssuMUss Rmakro) WI.R■ 7.8 45• aF fL 2. Weed franre O.adata.Raraare) ars R s -;Adjacent is coodidoaed space except 45 SF of Garage s,0.ft. 10. CdRrg type,area and aurdeUon a UMW ankle pessiatss Rwbre) 10a R■ 30 252 aF ft b.Saltie sosearbiy(amdstion R.vaNe) 10b.R■ arg.fl. 11. Air-s1- 11, syaten:Sent Inredatloe,Includes.0n a Nud location,ba Maden Ills,R e 8 New 10"flex duct,about 12 LF Is.AMY loeatie.. Ills Existing a On,bat.spat attached(<&M yaebre) Ha Test report ettacl.edT Yea we 12. Ceatag ar+uea aatstig a TWO 12a Tom Existing s i mdenoy Iles afsRimb til -1 -1 Syabwu a Type 130.Typo Existing b.Wachner Il36 IMFFICONAFUES 14. strkg attacbd Il4. Yes me Existing ti Mot ureter a 10s.Type; Existi08 s tSs W: 1 booby "bydation Review of pins and spsMeatlas covered y this aalerdatlea bMibabs osnpllenco uritis tin Flerlde Esgy Code.Before oosenetlea le oarM pl. ,this heading will beb.spssbd for NATE seder E r eOI Officuk oertMy tl. b b . FwL.Energy 1RHIafR OATS l Y• ( NATE 204 FLORIDA,SUKA410111 CODE-MIMMY CONNWVATION r TABU 402A FOpM6 DUN O W COMPONENT PERFORMANCE CrarmeA INSTALLED VALUES U Faebr<0.66 Rfaetor• Wlaleas far Note 2k am"a 0.70 afIDe• %of CPA 4-20% %HCFA• SkyESMs LLPaeter<0.76 ,"actor• Yowa Exterior Doer IFFaalor WPantor<0.66 U.Faawsr. Glan doorshvisdmws Mla/.-RvL are AN.(a»Note 3) From M-13 R-vakws• Nw lar Neto 3) latoslos of waft R.7A R.volr. Exterler or on It-6 E6Vslae• Giles(mss Net"3 A 4) R-30 Rdpir• Tem rap•rl attached? Naodrma 0.26 1Metwe Yeano r Ar dWAYatlea ayewsra(or News 4) bactwerk i air Insnn 1 u th Tem rept. Y"eni0oned.paces Not @owed Lortlam otwstlm" C"Ntlowed spars yonme r Seat R,vaism R<lwue 2 6 R+vabm• Ar krwsase a M a 0.03 qn• Ar oeodltlawes syewsws(ase Neo.6) Pew.13A Seer• Nemthp oyowsm Nest rump(er News 6) v SEEM a 13A SEER•13.0 Uaatlusr Nape s 7.7 NSM. O"lerrnre APUR 76% AFUE. OR fkwf a AFUS 76% AFUE• Ekmbin resistances Hot mEeumd(see News 6) 1pntor bond"aI (ct•rape type) Eleebde fare NOW 6k 40 6d EF.A= aavowe• 60 bah EF.0.p 03. ass thad fees NOW 7k 40 Eek EF a 41.56 smilmm. 60 soh EF•0.5E EF• Oder(deeerfMp (1)Each"mp.nad Pee"d In the As Proposed boom must moot or mroaed e"b N the appilesiN perraauaoa erkaAa IN order 1.a4M,plir rrNb tlds osde esb Yio mrstlrb stkrwdoa sentlsa 406 oangn6snn" moot be mods (2)WY,dene and deem gme6lykrr ed 61esed f".ebatlM amen mmol 11 vdlk Ma the madmnes U Facto and the mmdmmn GHEE polar Neat Sof CooRlalmd)orNmis act have■mows ern lsfal whNw are 04"to or Ins Rom 20%NIM"ad1U4•ed floor ams(CrAk adbrodse somfon 466 must he mod M cowmWw ma Ezaspfwon Addm"s of 003 square fast pSm9 or New me hove a am der om slow to CFS 4/60lrawt. (2)Rwalmo are tor hmwatle•material"ly as ap~In"eMdr"WO mrwIL rafd6tlM Ymboetlrs.rw mew vra- /M'bMlarefwall'mwiemsot Moet be mot a~E at Yat 66%N the R. 0 bWatlar r 4 1 A ter the*estador N waP M befaSW gdmbr N,r bt.6rw 0%aft was. (4)boob A ANU wombed aAatsstlay look le.pus 11es6s•463.211.Tem by Ch—s rabr regsrk.d. Exoeptlau Such;bsbSed este ow 4mI I es dh&Mmd•system r pt N"addl0"or rervadonq duct must M M bombed per Sea.6012.7.2 (S)Fares prrusrntlausl u po 416 ammoss s 0raefr Now 30.000 smshr.Fr odw bp—.9 01 est.w fables 603.13(14} Gmsptlem The prW"' as 4bcbls r.sYmw boat dw not aptly to adAtlam,mm mad..%rd mow MmbS aystsms bombed b mdmYq hMiq. (6)Per our Nonbt.strati.vebwMse,mbdm om EF.0.07-(0.00122 x vakwas)A m res oar oaawal sae steres.vekw,odoles m 6F.0.07-jaA01S x vak"s►. TAMA Oma MANDATORY RROUMMMENTS comranesle SECTION RsauwpENrs CHECK To be coMmd,saorewsd.MmalMreblrpe I or ctbervdes esalei 0eew Esbans IC<awsd as msalus ASTM E 281 Air le•km" 4021 Windows and doom a 0.30 wrlbq^Towdos or vlouw lespoodon reOWred.Flraplan•n soak t d dean A eutdeor combustion sk commE6mee waft 405.21 049 upwas eemNWp hesrammabls tlnerueswst 400.1.1 Whoa fasedek hwmar lu rrlwary aYstam.rrosrearsMe aernrnemfat is ngndrmd. Ar drrrmwn e2Nrw 103.2 Same In atNae or es rod beadwed 1.1F11 saw drub ass.bomb wsowsd to O•AA87 by a show 1 aERs ratty. WaW baa/sre 403.4 Neat 6"regWa.fw vsrW, pipe Asea Comply with diwemeles IwTable 403.4.12.Prov1M seddwsh oralaarly marked ofreuN breaker Or aludaN JEIW16 system p1pas insulated to•N2•asowssile manual swMmwwr pew A apes 40" spas and howled pest must ba4e werayeWdmw covwm or a s"M sever of other araam Proves to radowo best less sweept N 76%otboat 0mrn wlevaasv energy.Ol6tlmer owaob required.W hashes mdwowea theruw alliclsaay• Coompa b•otlms eVa1PmMM 4mA WAINS"landmlarm ralarms/and allooka L lMobmw IN I I pus Toble 603.23.6gndrmewl el k I I waNleNfes required,Special sowaNem-mom or handles aaraalyr rsgwrse sNwale evolum,or wsrleble sopaaiyr OecOlc Llshues sWdS. t 404.1 Al least 60%or pon"mood r betaved 6SbIMs 0xbm"And be bisb.eMoway lumps. 2010 FLORIDA NIMO N COW-BI "CONSERVATION STRUCTURAL DESIGN COMPUTATIONS FOR KURLANDSKI RESIDENCE 9301 BAYSHORE DRIVE MIAMI SHORES, FL REV 2: February 15, 2014 eeij-3, ORDER No. A-101776 PAGES: 18 + COVER �IYt�„ Tft U�r Civil and Structural Consulting Engineers EB No. 28451 Tom Marinos, P.E. Reg. No. 51562 PEMBROKE PINES 18331 Pines Blvd, Suite 307, Pembroke Pines, Florida 33029 Tel: 954.437.3111 Fax:954.437.3137 MTS Engineering Civil and Structural Consulting Engineers Coastal and High Wind Velocity Area Mitigation and Assessments PROJECT: _ ORDER: ' ENG: CHK: DATE: a t s , %N phi 18331 Pines Blvd, Suite 307 Pembroke Pines, Florida 33029 Tel: 954.437.3111 Fax: 954.437.3137 WIN DXpert 1.10(C) ©2006-2013, All Rights Reserved AdMELMTS Engineering Project ID: KURDLANSKI License No.1016-2012-14 A/E Professional:Tom Marinos, P.E., S.I. Billing Ref: A-101776 Project Location: 9301 BAY SHORE DRIVE, MIAMI SHORES, FL BUILDING/STRUCTURE INFORMATION Code Reference: ASCE 7-10 Eave Height: 12.00 Ridge Height: 18.00 Mean-Height: 15.00Dimension Dimension (LB): 63.0r' r` Roof Slope:4.00 to 12I Degrees: 18.43 Gust Factor: 0.85 Rigid Structure Building Type Risk Category: II Building Exposure: D Roof type: HIP CONDITIONS Directionality Factor(Kd): Used with Load Combinations specified in Section 2 of ASCE 7 Topographical Factor: 1.00 Building Type: ENCLOSED Wind Speed: 175 Kz: 1.03 qz:68.64 a: 6.0 PRESSURES SHOWN ARE ULTIMATE WIND PRESSURES Us Unlb-whW SPNd In mPn,EMrau/onm an nnss d bi Fsat;Mas In agwis/set(a/);Rsaawsa am In Pounds P@r+WaA 1bot(PS1q;Shsar M Pounds(ft);Alomsnf/fasbn fn pounOa-►oot(lbs-/t) X:W-101776 KURLANDSKI\CALCS\R2\WINDLOADS.wnd Page 1 of 6 WINDXpert 1.10(C) ©2006-2013, All Rights Reserved AAW& MTS Engineering Project ID: KURDLANSKI License No.1016-2012-14 A/E Professional:Tom Marinos, P.E., S.I. Billing Ref: A-101776 Project Location: 9301 BAY SHORE DRIVE, MIAMI SHORES, FL Wall Pressures-Main Wind Force Resisting System Elevation Kz qz Windward(+GCPi) Windward(-GCpi) Leeward(+GCpi) Leeward(-GCpi) Sidewall(+GCpi) Sidewall(-GCpi) 18 +1.0& 70.6+ +35 68 +60.39 41.53' -16.82; -53.20: -28.49 _._.,. 17 +105i6."471' +35 22 +5993 -41.51' 16 82 53.20 -28.49 �.... _ ___. .. _ 12 +1.__.03; 68 64 +34.32, +59.01, -41.51 16 82 -53.20-28.49 raw Wall Pressures PRESSURES SHOWN ARE ULTIMATE WIND PRESSURES US Units-Wind SPend/n n%vkEMvaNpp dbhnosa eccsntrldry are messy red M FeshMrs in agwis reef(80,Pressust wo M pounds DK+9uare toot(P9F?;SAssr M Pounds(be);Momsnf/rorslon M powMs-loot pbe-rt) XAA-101776 KURLANDSKI\CALCS\R2\WINDLOADS.wnd Page 2 of 6 r" WINDXpert 1.10(C) ©2006-2013, All Rights Reserved MTS Engineering Project ID: KURDLANSKI License No.1016-2012-14 A/E Professional:Tom Marinos, P.E., S.I. Billing Ref: A-101776 Project Location: 9301 BAY SHORE DRIVE, MIAMI SHORES, FL Roof Pressures-Main Wind Force Resisting System LocationElevation min Cp' max Pressure(± i Pressure - i) ORMAL TO RIDGE(0>_100) Windward(Minimum Cp) 15 -0.36 -33.36: -8.65 Windward(Maximum Cp) 15 +0.14; 4.19 +20.52 __....,, _.... Leeward IS -0.57 -0.5T -45.61` -20.90 Overhang Top(Windward) 15 -0.36 ,,. .._. ._._. -0.36 _.33.36 8.65 Overhang Top(Leeward) 15 .0.60, .._..____ 060 -47.36 -22.65 Overhang Bottom(Windward) 15, +0.80: +0.80i +34.32 +59.03 _„. ._ .._.. PARALLEL TO RIDGE(All 0) . .0.__.. _ .......__ _ Distance from Windward Edge 0 to 7 5 ft 15 -0 A .90 -0.18 -64.86_~ -40.15 i Distance from Windward Edge 7.5 to 15.0 ft 15 -0.90, -0.1& -... .. 64.86 -40.15 Distance from Windward Edge: -_. 15.0 to 30.0 ft ,.15, .__ -0 50 0 18 -41.53. -16.8._. .. 22 Distance from Windward Edge: >30.0 ft 15', 0.30 -0.18, -29.86; -5.15 T-FTM IUJ 1.11 Roof Pressures PRESSURES SHOWN ARE ULTIMATE WIND PRESSURES Us Units-~Spsad In mp%Eftwdans dbbnosa saanble►y am mms~M APKAre"M squ"fwt(+I);P aro in pounds Psr sgwm toot(PSF);Shsar In Pounds(Ibs);MomsnNrorslon In pmaWa-/oot(lbs-/t) X:W-101776 KURLANDSKI\CALCS\R2\WINDLOADS.wnd Page 3 of 6 WINDXpert 1.10(C)©2006-2013, All Rights Reserved MTS Engineering Project ID: KURDLANSKI License No.1016-2012-14 A/E Professional:Tom Marinos, P.E., S.I. Billing Ref: A-101776 Project Location: 9301 BAY SHORE DRIVE, MIAMI SHORES, FL Wind Load Cases-Main Wind Force Resisting System Load Case Elevation Windward Pressure Windward Area Leeward Pressure Leeward Area Eccen ` ' Shear Torsional Moment se 1 15 +59 031 60 8 1,0801 -41 53 1,080 104.8 _.._. _.. 0 ... Reversed) __. ..._..15 +59 03 ....945_.., _.., ..,... ..39 86 .. ...... 945 93,451.05' Case 2 15, +44.2T 1080 -31.151,080i 10.8 81,453.6 879 698.88 .... .(Reversed) ry15 ..._...__+44 27 µµ945w 29 90 945 9.45 70,090.65 662,356.64 .._ ... _.__..._.... .....__ ..... ....,., Case 3 15 +44,27 1,080 -31.151 1,080 81,453.6 plus(Reversed): _..__15 .__....__ +44 27 945 29 90 945; 70_.. �...; �_...__.�._ __..._ �. .. .._.__.. . ...._..,.. ,090.65' Case 4 15 +33.23 1,0801 -23.381,080 10 8, 61,138.8_; )' -22.44 945 9.45; 52,608.15 plus(Reversed _ 15. +33.23; 945'= 1,157,446.06 USP per • l� I FT- •. asv pr lrlr,rx. ansfacTFFTT'.47f►Lr 'af63. WX aNrl yr assrPLr PDX r Mr=0.75(Pwx+PydExex Mr?0.7S(Pn+PcdBrsr our ami(Pwr+PadBxqx+o.56i(Pwy+Pjdsrer l t11 ex=*0.1,SSx er't0.J3fir i,7 PLy er*0.15Bx eY=tO.JSB, Case 1 ' ` j Case 2 Case 3 Case 4 PRESSURES SHOWN ARE ULTIMATE WIND PRESSURES US UMb-~Speed M mpkENrstkne,I-hnp�--- h 1-4 aro m wired M Fset;Mia In squaw/set(sn;Prsauwss am In pounds pw squsnr foot(PS17;Shmr M Pouf(fts);MomarrNroralon In pounds-foot(mss-ft) XAA-101776 KURLANDSKI\CALCS\R2\WINDLOADS.wnd Page 4 of 6 WIN DXpert 1.10(C) ©2006-2013, All Rights Reserved MTS Engineering Project ID: KURDLANSKI License No.1016-2012-14 A/E Professional:Tom Marinos, P.E., S.I. Billing Ref: A-101776 Project Location: 9301 BAY SHORE DRIVE, MIAMI SHORES, FL Alternate/Low-Rise Buildings-Height-560 ft-Main Force Resisting System Load Case A PanelSurfeoe GCpf Qh Pressure(+GCpi) Pressure(-GCpi) s : 1 +0 52 +68.64, +48.05 +23 34 + ,.,, -0.6T ._.. +68.64... 35.01' 59.72 E ✓ 3 . .... -0.47 +68.64 i 19.911 -44 62 <y 4 -0 42'.. +68.K -16.47 -41.18 lE +0 78 +68.64 +65.89; +41.18 ...... ..... ........_. 2E 107 +68,64 -0109 -85.80 ♦r 3E -0.67 +68 64 _.33 63 58 34 ` '0 _._,. _... 9.. s 4E -0 62. +68 64 1T +0.52, +68 64 --+36.0+ +17.50 2T -0.69i +68 64 26 26 -44 _..,,._..._._ _...M. ,_ 3T -0.47' +68 64 -14.9313.46 4T .._ <y / 4T -0.42, +68.64 -12.35 30.88 Load Case B s 1 -0.45 +68.64; -18.51 -43.24 3 2 _ -0.69' +68 64 -35.01 59.72 t E ..... _... .... 3 -0.3T +68 64 13.043 37.75 , 4 -0.451 +68.64' ._._.._, '"-18.5*' _-43,24 ��s 5 +0.40, +68.64a +39.813 +15.10 6 i -- -0.29 +68.64' -7.55; -32.26 ... 1E -0 +68.64 . -20.59: -45.30 2E -1.07, +68.6+ _............... -61.09' -85.80 3E -0.53 +68.64! -24.02 . -48.73 4E �5530 2 +68 64' 0 9 . _0....:..... ............ -4 ._� s E 5E +0 61` +68.64 +54.23" +29.52 -17.16 -41.87 P 5T +0.4 +68.64' +29.'86F +11.32 � ' 6T -0.2% +68.64; -5.66 -24.20 PRESSURES SHOWN ARE ULTIMATE WIND PRESSURES US UMb-~speed M nWkEbvw0orM--I oe+,acesr►61Nty ais measured bi FsehArsas M sgwrs lest(s11;aAaaurss am In Ppnda Per squsro/oof(PS�;Shsar In Panda(�s);MomsnVTonrlon!n pounds loot(AbaB) X:\A-101776 KURLANDSKI\CALCS\R2\WINDLOADS.wnd Page 5 of 6 3 �a WINDXpert 1.10(C) ©2006-2013, All Rights Reserved MTS Engineering Project ID: KURDLANSKI License No.1016-2012-14 A/E Professional:Tom Marinos, P.E., S.I. Billing Ref: A-101776 Project Location: 9301 BAY SHORE DRIVE MIAMI SHORES FL Building Components and Cladding-Panel Pressures-Components and Cladding Component Elevation(ft) Length(ft) Width(ft) Area (sq.ft) Zone GCp+ GCp- +Pressure -Pressure INDOWS 0 2 5 10' 4 +100„ µ 1.10 +48.60' -52.72 0 2 5 10 5 +1.00 -1.40 +48.60; -65.07 DOOR 0 8 3 24 4 +0.93 -1.03, +45.71? -49.83 0 8 3 24 5 +0.931 1.27, +45.71` -59.72 _. )OOR 0 7 2.5; 17.5. 4 +0.96. -1.06 +4 . 6.95 -51.07 _..... _. __._..... _.9.. 0 7 2.517.51 5 +0.96; -1.31 +46.95 -61.36 OOF TRUSSES(PIGGY BACK 0 36 2 432 2 +0.301 -1.20 +19.77: -56.83 GE DOOR 9 1.51 27 4 +0.91 -1.02 +45.30 49.42 _..... _ _......._ _. _....w.. ......v. _„ . _..._ _._...._, _._.,.. __.__,. 9` 1.5 27 5 +0.9Z -1.25 W+45.30, -58.89 112 Roof Panel Diagram Wall Panel Diagram PRESSURES SHOWN ARE SERVICE WIND PRESSURES US Units-Wird Speed to nWkFJsVstk , an nomas~M FsshArsas M square feet (sfl;Presswss are In pounds Per square loot(PSF);SAsar M pounds(ke);MornertHiorebn M pounds-foot(!bs-/t) X:W-101776 KURLANDSKI\CALCS\R2\WINDLOADS.wnd Page 6 of 6 MTS Engineering Civil and Structural Consulting Engineers Coastal and High Wind Velocity Area Mitigation and Assessments PROJECT: ORDER: ENG: , CHK: DATE: a = r � ' V L 18331 Pines Blvd, Suite 307 Pembroke Pines, Florida 33029 Tel: 954.437.3111 Fax: 954.437.3137 ! TM DESIGN SINGLE REINF. CONCRETE BEAM BEAM ID: 1 RB-2 Beam_Type:= 00 (USE"00"for SS,"10"for One end Continuous,"11"both ends continuous,"20" cantilever) Span:= 11.67 feet Mu:= 74000 lbs-ft fc:= 5000 psi BAR DATA Vu:= 25200 Ibs fy:= 60000 Psi dbars:= 7 in dstirrups:= 3 in 8 8 b := 8 inches h:= 18 inches cover:= 2 in Nbars:= 2 CHECK FLEXURE of BEAM d:= h –I cover+ dstirrups+ 1•dbars I d= 15.2 inches l 2 ) Ast:= 1•3.14•dbars2•Nbars Ast= 1.2 int Ast 4 Pprov:= — r b•d pmin(fc,fy) := 3.\/fc if (3-�) > 200 pprov= 0.01 fy fy fy 200 otherwise pmin(fc,fy) =0.0035 — i fy Ast-fy a 0.85 if fc<–4000 a:= a=2.121. - 0.85•fc•b 0.85 -0.05. fc-4000 if fc>4000 n fc<– 8000 [ ( 1000 ) R =0.8 c:= a c =2.652 0.65 otherwise a Et:= 0.003• d –c Et=0.0142 Oflex:= 0.65 if Et <0.002 ( c ) 0.90 if Et>–0.005 (0.48 + 83-Et) otherwise Oflex=0.9 2 ( 0.59•pprovfyl Oflex•b•d Pprov•fy 1 – J � – fc 12 Mn=76397 Ibs-ft>> Mu=74000 Ibs-ft 1 CHECK DEFLECTION LIMITATIONS (ACI 9.6(a)) TM Height:= Span if Beam Type=0 16 - Height.12 = 8.8 in Span if Beam_Type= 10 18.5 Span if Beam_Type= I 1 21 Span otherwise 8 CRACK CONTROL WIDTH LIMITS (ACI 10.6) cc:= cover+ dstirrups cc =2.4 inches fs:= 0.60• fy fs=36 ksi 1000 smax:= 540— - (2.5.cc) fs smax=9.1 inches clr width:= b -(2.1.5 + dbars+ dstirrups•2) s-prov:= clrwidth clr width=3.38 inches (Nbars- 1) - s_prov=3.4 inches CHECK SHEAR OF BEAM Vu=25200 lbs Oshear:= 0.75 Vc:= 2•Vrf-c•b•d Vstmax:= 8•)ff-c•b•d Vc= 17183 lbs Vst:= Vu -Vc Vst:= Vst if Vst>0 Vst= 16417 lbs Oshear 0 otherwise Vstmax=68731 lbs>> Vst= 16417 lbs Minimum Amount of Shear Reinforcement Required/F 1/21Vc <=Vu <_Ac 1 -•oshear•Vc=6444 lbs Vu=25200 lbs Vc= 17183 lbs 2 Av:= 2.1•3.14•dstirrups2 smin:= Av fY smin=33 inches 4 50•b Shear Reinforcement Required IF(Vc <<Vu) Vc= 17183 lbs Vu=25200 lbs sreq:= Avfyd if Vst> 0 smax:= 24 if d >24 Vst 2 smax= 8 inches 0 otherwise d - otherwise sreq = 12 inches 2 Reduce Stirrup Spacing by HALF IF Vst>> 2 x Vc Vst= 16417 lbs 4•�Kc•b•d =34365 lbs #3 STIRRUP AT 8" O.C. 2 �� F � MTS Engineering Civil and Structural Consulting Engineers Coastal and High Wind Velocity Area Mitigation and Assessments PROJECT: , ORDER: ` : ENG: CHK: DATE: `' .; '4 5 77 18331 Pines Blvd, Suite 307 Pembroke Pines, Florida 33029 Tel: 954.437.3111 Fax: 954.437.3137 TM DESIGN SINGLE REINF. CONCRETE BEAM BEAM ID: TIE BEAM Beam_Type:= 00 (USE"00"for SS,"10"for One end Continuous,"11"both ends continuous,"20" cantilever) Span:= 4.67 feet Mu:= 12000 lbs-ft fc:= 5000 psi BAR DATA Vu:= 10100 Ibs fy:= 60000 psi dbars:= 5 in dstirrups:= 3 in 8 8 b := 8 inches h:= 12 inches cover:= 2 in Nbars:= 2 CHECK FLEXURE of BEAM d:= h –(cover+ dstirrups+ 1•dbars I d= 9.3 inches 2 ) Ast:= 1•3.14•dbars2•Nbars Ast=0.61 int Ast 4 pprov:_ — b•d pmin(fc,fy) := 3 y fr c if (3-�) > 200 pprov=0.008 fy fy fy 200 otherwise pmin(fc,fy) =0.0035 — fy Ast.fy R 0.85 if fc<–4000 a.– a= 1.082 0.85•fc•b 0.85 –0.05 fc–4000 if fc>4000 n fc 5 8000 [ ( 1000 ) R =0.8 c:= a c= 1.353 0.65 otherwise Q d –c flex:= 0.65 if et <0.002 et:= 0.003. c ) et=0.0177 0.90 if st–>0.005 0.48 + 83•st) otherwise flex=0.9 Oflex•b•d2•pprovfy.l 1 – 0.59•pprovfyl JMn:= fc 12 Mn=24202 lbs-ft>> Mu= 12000 Ibs-ft TM CHECK DEFLECTION LIMITATIONS (ACI 9.5(a)) Height:= Span if Beam Type=0 16 - Height.12=3.5 in Span if Beam_Type= 10 18.5 Span if Beam_Type= 11 21 Span otherwise 8 CRACK CONTROL WIDTH LIMITS(ACI 10.6) cc:= cover+ dstirrups cc =2.4 inches A:= 0.60 fs= 36 ksi 1000 smax:= 540— -(2.5.cc) fs smax=9.1 inches clr width:= b -(2.1.5 + dbars+ dstirrups•2) clr_width s�rov:_ (Nbars- 1) clr width=3.63 inches s_prov=3.6 in CHECK SHEAR OF BEAM Vu= 10100 lbs shear:= 0.75 Vc:= 2•4-fc•b•d Vstmax:= 84-f-c•b•d Vc= 10536 lbs Vu Vst:= -Vc Vst:= Vst if Vst> 0 Vst= 16417 lbs shear 0 otherwise Vstmax=42144 lbs>> Vst=2931 lbs _Minimum Amount of Shear Reinforcement Required/F 1/26Vc <=Vu <=We 1•Oshear•Vc= 3951 lbs Vu= 10100 lbs Vc= 10536 lbs 2 Av:= 2.1•3.14•dstirrups2 smin:= Av smin=33 inches 4 50•b Shear Reinforcement Required IF (Vc <<Vu) Vc= 10536 lbs Vu= 10100 lbs sreq:= Av.fyd if Vst>0 smax:= 24 if d >24 Vst 2 smax=5 inches 0 otherwise d - otherwise sreq=42 inches 2 Reduce Stirrup Spacing by HALF IF Vst>>2 x Vc PROVIDE STEEL PLATE Vst=2931 lbs 4•�Kfc•b•d=21072 lbs FOR SHEAR SUPPORT 2 MTS Engineering Civil and Structural Consulting Engineers Coastal and High Wind Velocity Area Mitigation and Assessments PROJECT: F �t 3 {+'�+ _ ` ORDER: " ENG: CHK: DATE: ,. .. , ` g} ti. � t 4YYM J."FVWi P.W.!!S.R1^a'.NYf1TYH o-y.✓nrt+rr�nar�+..w,un's•�'y.uaa^'ar t' 18331 Pines Blvd, Suite 307 Pembroke Pines, Florida 33029 Tel: 954.437.3111 Fax: 954.437.3137 MTS Engineering Civil and Structural Consulting Engineers Coastal and High Wind Velocity Area Mitigation and Assessments i r= • , PROJECT: .o -j�L: ORDER: ENG: s CHK: DATE: rnwylwwMw*+F��fr.wq+n�.'Mi'Iwm.w1. j F � � i } t t P - 18331 Pines Blvd, Suite 307 Pembroke Pines, Florida 33029 Tel: 954.437.3111 Fax: 954.437.3137 i Member: BmX001..BmX003 ENTRY SLAB-W1 Tom Marinol, P.E. Load Case: 1.2D+1.6L+0.2Di+0.5S MTS Engineering Apr 01; 2014; 10:15 PM 0.000 0, -0.005 ° ° c -0.010 -0. 12 -0.012 D -0.020 -0.025 027 5000 5816-., 5568--•., v ° n qtr `s -3112: 3 -5566 -6 000 16 4000 AIVU 2000-- 0-- -2000- 400 000-2000 400 -0000 2..6138 z T-r i39 0 2 4 6 8 10 12 14 16 Distance From Start(ft)` VisualAnalysis 10.00.0009 www.iesweb.com Member: BmX001..BmX003 ENTRY SLAB-W2 Tom Marinos, P.E. Load Case: 1.2D+1.6L+0.2Di+0.5S MTS Engineering Apr 01, 2014; 10:16 PM 0 0 0 0 0 0.00 -0.01 -0.02 D -0.03-- -0.04-- -0.05 0.03-0 04-0.05 - 6490 5280 5000-- 1982 000 1 2 - - ": �? G 3 -5280 5000 nn 5000 1061 1062 0 _ 1061 -5000 m d -6635 $635 0 2 4 6 8 10 12 14 Distance From Start(ft) VisualAnalysis 10.00.0009 www.iesweb.com MTS Engineering Civil and Structural Consulting Engineers Coastal and High Wind Velocity Area Mitigation and Assessments PROJECT ORDER: ENG CHK: DATE: tit 1 ILS X10 � n r � fp t a d, 18331 Pines Blvd, Suite 307 Pembroke Pines, Florida 33029 Tel: 954.437.3111 Fax: 954.437.313 VO U.S.D6PARTMENTOF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Expires March 31,2012 i Federal Emergency Management Agency Ex P� National Rood Insurance Program Important: Read the instructions on pages 1-9. SECTION A-PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name GUY KURLANDSKI PolicyNumber A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O. Route and Box No. Company NAIL Number- 9301 N. BAYSHORE DRIVE City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) LOT 3,BLOCK4,BAY LURE,PB 44-63, FOLIO#11-3205-027-0560 A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.)RESIDENTIAL A5. Latitude/Longitude:Lot.25°51'41.0" Long.-80°10'18" Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 3282 sq ft a) Square footage of attached garage 495 sq ft b) No.of permanent.flood openings in the crawlspace or b) No.of permanent flood openings in the attached garage enclosure(s)within 1.0 foot above adjacent grade 20 within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 2315 sq in c) Total net area of flood openings in A9.b 0 sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP Community Name&Community Number B2.County Name B3.State MIAMI SHORES VILLAGE 120652 1 MIAMI-DADE I FL B4.Map/Panel Number B5.Suffix B6.FIRM Index B7.FIRM Panel B8.Flood B9.Base Flood Elevations)(Zone 12086CO306L L Date Effective/Revised Date Zone(s) AO,use base flood depth) 09-11-09 09-11-09 AE/VE AE=10,VE=11 610. indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other(Describe) B11. Indicate elevation datum used for BFE in Item 69: ® NGVD 1929 ❑ NAVD 1988 ❑ Other(Describe) B12. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ® Yes ❑ No Designation Date 1955 ® CBRS ❑ OPA SECTION C-BUILDtNG ELEVATION INFORMATION(SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings" ❑ Building Under Construction" ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Al-A30,AE,AH,A(with BFE),VE,V1430,V(with BFE),AR,AR/A,ARAE,AR/A1-A30,AR/AH,AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item AT Use the same datum as the BFE. Benchmark Utilized DC-B-62Vertical Datum NGVD 29 Conversion/Comments N/A Check the measurement used. a) Top of bottom floor(including basement,crawlspace,or enclosure floor)SEC.Q ❑feet ❑meters(Puerto Rico only) b) Top of the next higher floor 7.73 ®feet ❑meters(Puerto Rico only) c) Bottom of the lowest horizontal structural member(V Zones only) N/A.- ❑feet ❑meters(Puerto Rico only) d) Attached garage(top of slab) 7.16 ®feet ❑meters(Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 6.44 ®feet ❑meters(Puerto Rico only) (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) 6.76 ®feet ❑meters(Puerto Rico only) g) Highest adjacent(finished)grade next to building(HAG) 7.10 ®feet ❑meters(Puerto Rico only) h) Lowest adjacent grade at lowest elevation of deck or stairs,including N/A._ ❑feet ❑meters(Puerto Rico only) structural support SECTION D-SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation information. l certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® ec a 7if is are provided back of form. Were latitude and longitude in Section A provided by a - licensed land surveyor? ® Yes ❑ No Certifier's Name AL ERT R.TOUSSAINT License Number 0907 Title PRESIDENT Company Name A.R.TOUSSAINT&ASSOCIATES,INC. ALBERT R.TOUSSAINT Address 620 N.E. 126th STREET City NORTH MIAMI State FL ZIP Code 33161 RLS 907 September 19,2012 Signature Date 09/19/12 Telephone 305-891-7340 ORDER# 14802 FEMA Form 81-31,Mar 09 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces,copy the corresponding information from Section A. For,insurance Company,Use:c4 Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number 9301 N.BAYSHORE DRIVE City MIAMI SHORESState FL ZIP Code 33138 Company NAIL Number SECTION D-SURVEYOR, ENGINEER,OR ARCHITECT CERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(1)community official,(2)insurance agent/company,and(3)building owner. Comments ELEV=3.72,CL NORTH BAY SHORE DR C2a.)ELEV=5.4,GROUND SURFACE,CRAWL SPACE ELEV=5.44,A.C.CONC.SLAB ELEV=7.11,CONC.PORCH BEHIND HOUSE ELEV=7.35,POOL DECK 5 TOP SEAYVALL CAP 5M. Signature Date 09/19/12 ® Check here if attachments SECTION E-BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A(without BFE),complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request,complete Sections A,B, and C. For Items E1-E4,use natural grade,if available. Check the measurement used. In Puerto Rico only,enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement,crawlspace,or enclosure)is ❑feet ❑meters ❑above or❑below the HAG. b)Top of bottom floor(including basement,crawlspace,or enclosure)is ❑feet ❑meters ❑above or❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9(see pages 8-9 of Instructions),the next higher floor (elevation C2.b in the diagrams)of the building is ❑feet ❑meters ❑above or ❑below the HAG, E3. Attached garage(top of slab)is ❑feet ❑meters ❑above or ❑below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑feet ❑meters ❑above or❑below the HAG. E5. Zone AO only: If no flood depth number is available,is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A,B,and E for Zone A(without a FEMA-issued or community-issued BFE) or Zone AO must sign here. The statements in Sections A,B,and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑Check here if attachments SECTION G-COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A,B,C(or E), and G of this Elevation Certificate. Complete the applicable items)and sign below. Check the measurement used in Items G8 and G9. G1.❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,engineer,or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2.❑ A community official completed Section E for a building located in Zone A(without a FEMA-issued or community-issued BFE)or Zone AO. G3.❑ The following information(Items G4-G9)is provided for community floodplain management purposes. G4.Permit Number G5. Date Permit Issued G6. Date Certificate OF Compliance/Occupancy Issued G7. This permit has been issued for: ❑New Construction ❑Substantial Improvement G8. Elevation of as-built lowest floor(including basement)of the building: ❑feet ❑meters(PR)Datum G9. BFE or(in Zone AO)depth of flooding at the building site: ❑feet ❑meters(PR)Datum G10.Community s design flood elevation ❑feet ❑meters(PR)Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑Check here if attachments FEMA Form 81-31,Mar 09 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address(including Apt., Unit,Suite, and/or Bldg. No.)or P.O. Route and Box No. Policy Number 9301 N.BAYSHORE DRIVE City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page on the reverse. y I iW FRONT VIEW REAR VIEW 0 M®MSE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.aoWeconomv ES Windows,LLC 10653 NE Quaybridge Ct. Miami,FL 33138 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their 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"S-5000"Outswing Aluminum Casement Window—L.M.I. APPROVAL DOCUMENT: Drawing No. W08-08, titled Series "S-5000 Alum. Outswing Casement Wdw. (L.M.I.) , sheets 1 through 10 of 10, dated 01/23/08, with revision C dated 02/20/12, prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad, P. E., bearing the Miami—Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami—Dade County Product Control Section. MISSELE 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, model/series, and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the ser by the manufacturer or its distributors and shall be available for inspection at the job site at the req f the Building Official. This NOA renews NOA# 12-0223.44 and consists of this page 1 and e i n e pages E-1 and E-2, as well as approval document mentioned above. z The submitted documentation was reviewed by anue Pee ,P.E. NOA No. 12-0820.06 M U41CADE COUNTY Expiration Date: April 03,2018 1!f 0l f �Approval Date: November 08,2012 ' Page 1 V �� ES Windows,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. W08-08, titled Series "S-5000 Alum. Outswing Casement Wdw. (L.M.I.)", sheets 1 through 10 of 10, dated 01/23/08, with revision C dated 02/20/12, 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) 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, Type `B" Window, Grade 10, per FBC 2411 3.2.1, TAS 202-94 and per ASTM F 588-07 along with marked—up drawings and installation diagram of series S-5000 outswing aluminum casement window, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-6294 and FTL-6295, dated 02/25/11 and 03/16/11, both signed and sealed by Marlin D. Brinson,P.E. (Submitted under previous NOA No. 11-0419.01) 2. 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, Type"B" Window, Grade 10,per FBC 2411 3.2.1, TAS 202-94 and per ASTM F 588-04 along with marked up drawings and installation diagram of series S-5000 outswing aluminum casement window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-5336, dated 11/16/07, signed and sealed by Carlos S. Rionda,P.E. (Submitted under previous NOA No.08-0204.05) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2007, and prepared by Al—Farooq Corporation, dated 04/06/11, signed and sealed by Javad Ahmad, P.E. (Submitted under previous NOA No. 11-0419.01) 2. Glazing complies with ASTM E1300-04 Mance rp Product ContrExami r NOA No. .06 Expiration Date: April 03,2018 Approval Date: November 08,2012 E-1 ES Windows,LLC 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. 114624.01 issued to E.I. DuPont DeNemours & Co.,Inc. for their"DuPont Butacite®PVB Interlayer" dated 09/08/11, expiring on 12/11/16. 2. Notice of Acceptance No. 114624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their"DuPont SentryGlas®Interlayer"dated 08/25/11, expiring on 01/14/17. F. STATEMENTS 1. Statement letter of no financial interest, conformance and compliance with the FBC-2010, dated 02/21/12, signed and sealed by Javad Ahmad, P. E. (Submitted under previous NOA No. 12-0820.06) 2. Laboratory compliance letters for Test Reports No.'s FTL4294 and FTL-6295, issued by Fenestration Testing Laboratory, Inc., dated 02/25/11 and 03/16/11, both signed and sealed by Marlin D. Brinson, P.E. (Submitted under previous NOA No. 11-0419.01) 3. Laboratory compliance letter for Test Report No. FTL-5336, issued by Fenestration Testing Laboratory, Inc., dated 11/16/07, signed and sealed by Carlos S. Rionda, P.E. (Submitted under previous NOA No. 08-0204.05) G. OTHERS 1. Notice of Acceptance No. 124223.44, issued to ES Windows, LLC, for their Series "S-5000" Outswing Aluminum Casement Window - L.M.I.", approved on 05/24/12 and expiring on 04/03/13. Manuel P P.E. Product Contro Exa iner NOA No. 20.06 Expiration Date: April 03,2018 Approval Date: November 08,2012 E-2 9" SURFACE APPLIED A Fit UION- A I I Z O / IF \ 55 / n eJp i \ ^ foo ��83� __--IIS ails 11 \ / \\ II \ I B �� \ / J CAM LOCKS MULTI POINT LOCK (2) LOCKING POINTS SO ALL SIZES 3 m LOCKING POINTS�7 mG 30" iv SEE CHART 30 5/8. - 30 5/8" D.L OPG NO.OF D.L.OPG O.L. OPG 35 1/4" n WOWHEIGHT PES �OKKET SAR11 35 7/8" 35 7/8" n J VENT MOTH 25" 2 VENT WIDTH VENT WIDTH Q ca 40" 3 37" 74" ^ty M V) I` WINDOW WIDTH 52" 4 WINDOW WIDTH `�^M N 78" 5 SINGLE (Xl DOUBLE (2W Ft Z vi �_ C4 TYPICAL ELEVATIONS N kJ 0 SERIES 5000 ALUMINUM OUTSWING CASEMENT WINDOW DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER o CHARTS SHOWN ON SHEET 2. o 9 APPROVAL APPLIES TO SINGLE OR DOUBLE WINDOWS OR SIDE BY SIOE p �1 COMBINATIONS OF CASMT/CASMT OR CASEMENT WITH SERIES 5100 5$ 59a FIXED WINDOWS USING MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM CASEMENT WINDOW, FIXED WINDOW OR MULLION CHART WILL APPLY TO ENTIRE SYSTEM. :n _ 4tODlIGT RF.#IEiY® rd es eos,plyh{wMY He'bd& THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE %idi.9 Code REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY 4aepteeceNe o<m u HURRICANE ZONE(HVHZ). E PindoeDeM IB THESE WINDOWS ARE RATED FOR LARGE do SMALL MISSILE IMPACT. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER D7 -1 1 SHUTTERS ARE NOT REQUIRED: 4 LOADS TO THE STRUCTURE. -M DadehddRf Engr,*a"AAD r c ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS,ANCHORS Flk 01-WO o �' EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. cAN. ase k ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL PnC7' rRODX011°' p1'L A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. 4aoosptmeeNe 2-02233�4" r 0� drawing no. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT W08-08 COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BLDG. CODE SECTION 2003.8.4. P Castro shoot 1 of 10 " DESIGN LOAD CAPACITY-PSP FOR(X)SIZES I DESIGN LOAD CAPACITY-PEP FOR(XX I SIZES WITH CAB IACKS WINDOWS WITH MULTI POINT LOCK WITH CAM LOCKS WBTDOWS WIN MULTI POINT LOCK �� o OB, TYPES GLASS TYPE GLABe, 98 GLASS TYPES GLASS TYPES GLASS TYPE CLASS TYPES GLASS TYPES Z WINDOW DWS. A.B,a 0,R P 'A' 'B' Cl.101,'E','P' WINDOW DWS. A.B.C.D.1,P 'A' 'B' 'C'.'D', '8',.11 WIDTH HEIGHT EXT.(+) INT.(-) EXT-(-) INT.(-) EXT.(+) iNT.(-) EXT.(+) INT.(-) WIDTH HEIGHT EXT.(+) INT.(-) EXT.(+) IML(-) EXT.(+) iM.(-) EXT.(+) INT.(-) O k Z 19-1/8" 85.0 Bao 85.0 83.0 90.0 9010 90.0 90.0 37" Sao 85.0 ESA 80.0 90.0 90.0 90.0 90.0 <� 26-1/2" 26• 85.0 85.0 83.0 85.0 90.0 90.0 90.0 90.0 5J-i/8" ESA 85.0 8310 65.0 90.0 90.0 90.0 90.0 37" 56.0 S&O 85.0 85,0 90.0 9010 90.0 90.0 74• 26" 85.0 55.0 8510 85.0 90.0 90.0 90.0 90.0 42• 85.0 65.0 85.0 8510 90,0 90.0 90.0 90.0 84" 65.0 85.0 65.0 Bab 90A 90.0 9010 90.0 19-1/8` 85.0 BS.O 85.0 85.0 90.0 9010 90.0 90.0 37` 86.0 83.0 65.0 65.0 9010 90.0 9010 90.0 _ 26-1/2" 80.0 85.0 63.0 85.0 90.0 90.0 9010 90.0 53-1/8' 65.0 65.0 85.6 6510 9010 90.0 90.0 90.0 . \ 3B-J� 36-3/8' �7 J7• 65.0 BS.O 65.0 8310 96.0 90.0 9010 90.0 74' 8310 85.0 �.0 65.0 90.0 90.6 90.0 90.0 _ 42' ESA 664 65.0 85.0 90.0 90.0 96.0 90.0 84" 66.0 85.0 85.0 855,0 90.0 90.0 90.0 90.0 ><I 19-1/6' 1.0 85.0 85.0 8SA 90.0 9010 90.0 90.0 J7` 65.0 85.0 0.5.0 85.6 90.0 90.0 90.0 90.0 r 26-1/2• 654 Sao 65.0 8510 90.0 90.0 90.0 90.0 SS-1/8" -3/6, 65.0 65.0 8510 85.0 90.0 90.0 90.0 90.0 1D SO-S/8' 37' SSA SSA 65.0 85.0 90A 90.0 90.0 90.0 74' 53.0 85.0 85.0 85.0 90.0 90.0 9010 90.0 42' S&O 65.0 85.0 65.6 90.0 90.0 90.0 9010 84' S5.0 65.0 8510 85.0 90.0 90.0 90.0 90.0 �z 19-1/8" 85A 65.0 Sao Sao 90.0 90.0 90.0 90.0 37' 83.0 80.6 85.0 65.0 90.0 9010 9010 90.0 eeeXXXI{l{l{ 26-1/2" 1• 85.0 80.0 85.0 BSA 90.0 80.0 90.0 90.0 53-1/8' �, 7610 78.9 7810 76,9 78.9 78.9 78.9 76.9 37' Sao 65.0 86.0 85.0 90.0 90.0 90.0 90,0 74' 67.7 67.7 57.7 67.7 67.7 67.7 67.7 67.7 42" 90.0 90.0 1. - - - - - - 8O.e 60.8 18-1/8" _ _ _ _ _ _ 90.0 904 37' _ 6310 63.9 28-I/2' 74-1/4" _ _ 90.0 90.0 53-1/8' 74-1 4" _ _ _ _ _ _ 47.2 47.2 37" _ _ _ _ _ - 90.0 90.0 74' / _ _ _ _ _ _ 40.1 40.1 e 42• - 90.0 90.0 B4" _ _ _ _ _ _ 35.6 35.6 � N^ 19-1/8` - - - - - - 90.0 9010 37- 59.5 $9.6 Nk 26-1/2" 76' _ _ _ _ _ _ 90.0 90.0 53-1/6' 76" _ _ _ _ _ _ 4310 43.9 QQ)- 36" _ _ _ _ _ _ 83.4 Sao 74' _ _ _ _ _ _ 37.2 37.2 m 24" S6.0 85.0 85.0_ 85.0 90.0 90.0 90.0 90.0 A8' 85.0 85.0 85.0 B5A 90.0 90.0 9010 90.0 28• 85.0 65.0 85.0 8510 90.0 90.0 90.0 9010 SB' 85.0 85.0 85.0 SSA 90.0 90.0 90.0 90.0 32' 85.0 63.0 85.0 65.0 90.0 90.0 90.0 90.0 64' 8510 85.0 BSA MA 90.0 90.0 9010 BOA 'i^C4 JB' 46" 65.0 BS.O 83.0 65.0 90.0 90.0 90.0 90.0 72` 46" SSA 83.0 65.0 811A 90.0 90.0 90.0 90.0 a `t 40` SSA 85.0 65.0 85.0 90.0 90.0 90.0 90.0 80' 8510 8610 85.0 8510 90.0 90.0 90.0 90.0 42• 55.0 85.0 85.0 85.0 90.0 90.0 90.0 90.0 84" Sao 8610 8510 85A 90.0 90.0 80.0 9Q0 4� Ft Z 24" 65.0 85.0 63.0 85.0 90.0 9010 90.6 90.0 48• 8510 85.0 85.0 85.0 90.0 9010 90.0 90.0 llOf C4 " 28` 85.0 85.0 BSA 85.0 90.0 9010 90.0 90.0 S6" 65.0 .85.0 85.0 85,0 90.0 80.0 90.0 90.0 9o1618g Code _ I Ld C4 AtcepiaeX4 Me to 32' S4" 83.0 85.0 85.0 �.0 90.0 9010 90.0 90.0 84' 85.0 63.0 85.0 85.0 90.0 90.0 90.0 90.0 6 tloe DaM �(j18 O 36" SILO 8510 S&O 85.0 90.0 90.0 90.0 90.0 72' 54' 65.0 85.0 BSA 65.0 90.0 90.0 90.0 90.0 40" 8a0 85.0 Sao 65.0 90.0 9010 1.1-00 . 90.0 Be BS.O Bao 85.0 65.0 90.0 90.0 90.0 90.0 By 42' 8510 85.0 BEA 86.0 90.0 90.0 90.0 84" 8510 BSA 85.0 OSA 90.0 90.0 90.0 90.0 Mind 24• 85.0 8510 65.0 85.0 90.0 904 90.0 48' 85.0 83.0 85.0 85.0 900 90.0 90.0 90.0 28• 85.0 85.0 85.0 63.0 90.0 90.0 90,0 56" S5.0 85.0 85.0 BSA 88.0 80.0 88.0 Sao PRMUCTREVLSHU 1. 110. $SA 85.0 85.0 8510 90.0 9010 90.0 64' 79.3 79.3 79.3 79.3 79.3 79.3 79.3 79.3 a4 complying With do Plod& q �� 88.0 83.0 85.0 86.0 90.0 90.0 90.0 72' W. 72.8 72.8 72.8 72.6 72.6 7210 72.8 72.8 B6iId Codop(p�2� 3. t 9010 80' - - - - - - BOA 6L0 Auto �� • � 6 42' - - _ _ _ _ 80.0 84' _ _ _ _ _ _ 86.2 66.2 $g 24" 86.0 85.0 85.0 83.0 90.0 9010 90.0 48• 74.4 74.4 74.4 74.4 74.4 74.4 74.4 74.4 28' Sao 85.0 65.0 83.0 90.0 90.0 90.0 56' 65.1 85.1 55,1 65.1 65.1 65.1 65.1 65.1 « u" 66• Bao 85.0 0.5.0 65.0 90.0 904 Sao 64' 56.3 58.3 58.3 58.3 58.3 58.3 5L3 50.3 NOTE; „o - 36` - - _ _ _ _ no 72• 66 - - - - - _ Ss,z 53,2 GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-04 (3 SEC. GUSTS) 40" _ _ _ _ _ 90.0 80" _ _ _ _ _ _ 49.4 49.4 0 24• - _ _ _ _ AND FLORIDA BUILDING COMMISSION 9oa se• - - - - - - 56.6 55.8 DECLARATORY STATEMENT DCA05-DEC-219 28" 72. - - - - - - Sao 56 - - - - - - 49.S 49.5 q 32, _ _ _ _ _ _ 90.0 6/' 7Y - - _ _ _ _ 44.2 44.2 32• _ _ _ _ _ _ _ _ E^9r AW µMb 9010 96.0 72' - - - - 40.2 40.2 CML 1 24" _ _ _ 90.0 90.0 b' _ _ _ _ _ _ 48.1 4L1 FCA PE 1 70582. o 2e• 76, - - - - - - 90.0 90.0 56' - - - - - - 41.8 41.8 C.A•N. 5J8. 32" 904 90.064" 76" - - - - - - 37.2 37.2 i a 38• - - - - - - 85.4 85-4 72" - - - - - 33.8 33.8 p� 91p1�' drawing no. W08-OS sheet 2 of 10 1/8" HEAT STREWO GLASS 1/8"HEAT STREWD GLASS Z g� .090 INTERLAYER .090"INTERLAYER y J BUTACITE PVB BY'DUPONT' ENfRYGLAS BY'DUPONT' a 1/8'MEAT STREWD GLASS 1/8"HEAT STREWO GLASS �Z SILICONE SILICONE SILICONE DOW CORNING 795/983 DOW CORNING 795/983 DOW CORNING 795 m � a DAWG A 8 N GLASS TYPE 'A' GIASS TYPE 'B' A.T. GLAZING OPTION 3 THESE GLAZING STOP CAN BE USED WITH GLASS TYPES 'A', "B', 'C' & '0'. -to d7nwwIs �Q°y g Code 55//32"HEAT STREWD GLASS`. 55/32"HEAT STREN'D GLASS Atceplssee No j Op E ntim Dale J 5/32"TEMP, CLASS 5/32"TEMP. GLASS 8y b 1/4"AIR SPACE 1/A'AIR SPACE C4 4DI' " TSTREWD GLASS 5/32"HEAT STREWD GLASS 1/8"HEAT STREN'D.GLASS 1/8"HEAT STREWO. GLASS n M RLAYER .090'INTERLAYER .090 INTERLAYER .090"INTERLAYER PRODUCEgwith BD z 3 J PVB BY'DUPONT' SENTRYGLAS BY'DUPONT' BUTACRE PVB BY'DUPONT SENTRYGIAS BY'DUPONT' saaslaplylogwrih 9m Plmide Z t.. �_0 Ld N 9 1 HEAT STREWD GLASS 1/8"HEAT STREN'D GLASS 5/32'HEAT STREN'D GLASS 5/32"HEAT STREN'D GLASS /3 In UJ N 2 SILICONE SILICONE SRICONE SILICONE W CORNING 795/983 DOW CORNING 795/983 p: DOW CORNING 795/983 2- y DOW CORNING 795/983 ' ZII I L i S 8 SETTING BLOCKS AT INSUL LAM. GLASS a m NOTCH GLAZING BEAD LEG g o GLASS TYPE 'C' GLASS TYPE 'D' GLASS TYPE 'EGLASS TYPE 'F' TO CLEAR BLOCKS c GLAZING OPTIONS rqr,rA AMMAD •' Q L� � NOTE: . C.A.N. 70502 8 TO QUALIFY FOR SMALL MISSILE IMPACT RATING EXTERIOR PLY OF GLASS TYPES 'E' AL 'F' MUST BE TEMPERED. b drawing no. M R�82p\'C W08-08 sheet 3 of 10 TYPICAL ANCHORS �v SEE ELEV.FOR SPACING TYPICAL ANCHORS TYPICAL ANCHORS SEE ELEV. FOR SPACING SEE ELEV.FOR SPACING DIST 1a H WOOD BUCK n• EDGE DIST. MEIAL STRUCTURE MIAMI-RADE COUNTY APPROVED 2R w BUCK J a g d .a:.+ n a ` MULLION& MULLION ANCHORS STRUCRIRE ): SEE SEPARATE NOA IL IL 14 O 12 TYPICAL ANCHORS J a SEE ELEV.FOR SPACING �j f 12 30 O i ! d Ic ! WOOD BUCKS AND METAL STRUCTURE NOT BY E.S. WINDOWS H y MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM O AND TRANSFER THEM TO THE BUILDING STRUCTURE. �2 U aS TYPICAL ANCHORS: SEE ELEv. FOR SPACING ar I 1/4" DIA. ULTRACON BY 'ELCO' (F.-177 KSI, Fy.155 KSI) O �C � I INTO 2BY WOOD BUCKS OR WOOD STRUCTURES N M is c C 1-3/8" MIN. PENETRATION INTO WOOD M g THRU 1 BY BUCKS INTO CONC. OR MASONRY Z gg ( ' 0 1-1/4" MIN. EMBED INTO CONC. OR MASONRYvi N DIRECTLY INTO CONC, OR MASONRY 4j C4 i 1-1/4" MIN. EMBED INTO CONC. OR MASONRY 1714 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. _ .090") INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy m 36 KSI MIN.) 12 t9 ALUMINUM : 1/8" THK. MIN. (6063-TS MIN.) 9 S ! 15 (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) u TYPICAL EDGE DISTANCE $ 2t INTO CONCRETE AND MASONRY - 1-1/2" MIN. � IDDUC1. INTO WOOD STRUCTURE a 11/16" MIN. w BO INTO METAL STRUCTURE 11 16" MIN. %- Miss Code 0 \ Ae Pttima Nm •Q 4 8 I 1 I �� 1 8 CONCRETE AT HEAD, SILL OR JAMBS fc m J000 PSI MIN. 17 14 C-90 HOLLOW/FILLED BLOCK AT JAMBS I'm m 2000 PSI MIN. e: � hri�ret. i • a • E"n•JAVAO•AFM t . . CIVIL . r+ FIJL FE�rI 70992 0' .a +j. • .. . r C.A.N.ls3e ' • e�. I p.. II . � y� 116Wida � 9�p12 � � +; � NO iSJI 0 drawing no. EDGE dsT. sEnE ci.Ev ACING IL ANCHORS EDGE DIST. SEE—ELEV.ELEVICAL.FORS ACING - ✓ W08-08 � m sheet 4 of 10 3/18"MAX. SmAI © O 1/4"MAX O O 44S SHIM Z 9 �angg�yy0 3 18 _ 1yI w BUCKS g P1S TYPICAL ANCHORS 81 48 • 8p 9 CAM FFii o SEE ELEV. .' FOR SPACING ------ SCREEN OPT,-- aY 0 � Cy M 7YPICAL ANCHORS Rig 8 14 9 13 8 EXTERIOR 52 4 ° FOR SPACING 4 METAL 18 sTRUCTURE D.L.OPQ a b VENT WIDTH MULTI POINT LOCK OPTION CAM LOCKS OPTION �_ Wee"WIDTH 3 SINGLE VENT WINDOWS < 6 1/4"MAX. Q n Wool 1/4*MAX. S 3 18 J7 SHIMS v,o rt Z m`� 18 •. (AN--PS SCREEN OPT.---- .. ." TYPICAL ANCHORS rn 4)2 ___________ ________ SEE ELEV. FOR SPACING Y O R ° rfPr-AL ANCHORS 8 14 f'ORS SPAp 9 38 J18 13 8 D.L.OPG. Y EXTERIOR D.L. OPG. ' o VENT Y80TH VENT tWDTH LS WWINDOW MOTH Oa lm dwInorida o°o „ 12-022..44 Cs � DUAL VENT WINDOWS O/ c 0 ' gy I'AmucrRmawim "Er. JAVAHMAD Adk FlQi FM PE C.A.N. � �8 o82�,L 3 ®y M R drawing no. q W�8—Qa sheet 5 of 10 TYPICAL ANCHORS METH. Z SEE p SEE ELEVS.FOR SPACING STRUCTURE P; SEE ELEV.FOR SPACING AL ANCHORS MIAMI-OADE COUNTY APPROVED O -+ EL �'• N r :' > MULLION g MULLION ANCHORS REDO DIST. SEE SEPARATE NOA I I 5z a ALT. d TYPICAL ANCHORS z SEE ELEV.FOR SPACING a O J i N N J m 4 I/4'MAX.. = Q^M SHINS ALT. Z • 5 y� O- AS d' VIN' H La N 0 .�RODOC?REN6WCp i ON eosptying WR6 the PIWI& • .e 4aWing Code c n Aeaplaoee No 2• - € .'� �WeooUo�Date ,t3 - OTYPICAL ANCHORS �O-Wyins a Imide e O ALT. . SEE ELEV.FOR SPACING Building Coda lZ„O 'j.44 e� g I \ Bxp O0aleAccopft— ��//3 .. BY- / y 04. c FLA 0592 o C C.A.NC TYPICAL ANCHORSpR g 2012 drawing n o. SEE ELEV. FOR SPACING INSTALLATION DETAILS WITH FLUSH FRAME ADAPTER W08-08 eMeat O I--2.125 I 4tl .514 1.218 � T- F QQ 3.030 2.061 •tel o .082 2.530 �II -�•I .080 LL Q SNUBBER yyy�B cow 3 4 FRAMEI-•,329 1.848 -I I.OSO a HIS .062 ,.676 .392 2.596 6 GLAZING STOP (LAM. GLASS) a .7zo .. 1 .135 LL 526Ld .803 .050 Q 'n 5 6 7 8 VENT I 8 N M� �M r ® 1.083 S Z3 4.811 3.873 GLAZING STOP (INSUL. LAM. GLASS) ul C4 1.156-4:::i- ,326 N oWing Code r.,47 ,.998 I I � 062 11 ,_ tg 2.125 •082 .60'�3 .062 .500 725 .0 co-n9yi n MMW p Ag .250 T- Acccept-NO .837 F-2.063-I PiFlldow0.le E.156 950 Y GLAZING STOP (LAM. GLASS) GLAZING WEDGE Q FLUSH FRAME ADAPTER mi..rk noom $ 38 IMPOST -{ 1.000 1.000 1?RODUC nawfluREVIBO mcotnplYf�wlihtlyFWtid6 .720 Run ins Coda • .4 '9 o E 1.030 .33e 1013 c<m v .125 .125 .125 NOTCH BY OpTpFyy �1 Cadrol Q 3.000 3.000 .126 2.750 1TYR /2- F,ogr•,JAV /J1AUD,- 1.644 2.000 O.pN;1b530BSB2 0 k 166 Ed. b .338 .794 i- 3.750 i1^R ,012 drowinq no. . 1'nF� W08-08 3© IMPOST STIFFENER I 23 CUSTOMMULLION234 STD' MULLION 2a MULLION CUP sheet 7 of 10 1TS14 PART/ QUANTITY DESMP710N MATBRIAL MW./SUPPUBR/RBMARKS E55001 1 FRAME HEAD 8063-T8 - 2 LSS001 1 FRAME SILL 6063-T6 - I 3 ESS001 1/VENT FRAME JAMB-HINGE SIDE 6063-T6 - Z Rp 4 E35001 1/VENT FRAME JAMB-LATCH SIDE 6063-TB - --- F 5 ES5002 I/VENT VENT TOP RAIL 6063-T6 - 6 E55004 t/-VENT VENT BOTTOM RAL 6063-T6 - 222444 a 7 ES5002 1/VENT VENT SwE RAIL-HINGE SIDE 8083-T6 - �o 8 ES5002 1/VENT VENT SIDE RAIL-LATCH SIDE 6063-TB - 9 ES5004 2/VENT SNUBBERS. 2-1/2'LONG (K 6063-TB - Y 10A E51103 AS REDD. GLAZING BEAD(LAM.GLASS) 6083-T5 - 108 - AS REDD, GLAZING BEA)(INSUL. LAM.GLASS) 6083-T5 p �lj IOC ES1008 AS RECD. GLAZING BEAD(LAM.GLASS) 6063-TB - g 11 27-425 AS REDD, GLAZING GASKET 1,A �1 EPDM DUROMETER 60 SHORE'A' �Q ES 10/0 AS RECD. GLAZING SOFT PVC DUROMETER*65 SHORE'A' Ct 3 ,2 - AS REGO. FRAME h VENT ASSEMBLY SCREWSGZ Y /10 x 1-1/2'PH SMS 13 - 2/SNUBBER SNUBBER INSTALLATION SCREWS /8 X 1/2"PH SMS IY 14 E202 AS REOD. OUTER WEATHERSTRIPPING(POLYPROPYLENE BASE TPE BULB) - DUROMETER 66 SHORE 15 E55005 AS REDO. INNER WEATHERSTRIPPING EPOM DUROMETER 60 SHORE'A' _ 16 PJ440-SS AS REGD. CORNER LOCK Sr. STEEL SULLIVAN k ASSOCIATES 17 301SS 2/VENT 4 BAR HINGES-HEAVY DUTY - TRUTH HARDWARE - n 18 - 3/HINGE HINGE MOUNTING SCREWS AT FRAME _ /10 x 1/2"PH SMS ISA - 4/HINGE HINGE MOUNTR40 SCREWS AT VENT - /10 X 1/2•PH SYS 19 23 SERIES I/VENT SINGLE ARM OPERATOR(AT 8-1/2"FROM ENDS) - TRUTH HARDWARE ' 20 - 4/OPER. OPERATOR MOUNTING SCREWS - /10-24 X 3/8"PH SMS J a 21 30175 1/OPER. 13-3/4"LONG TRACK ST.STEEL TRUTH HARDWARE J 0] 22 - 2/TRACK TRACK MOUNTING SCREWS - /10 x 3/8"PH SS SMS Q 23 - AS REDD. 1X3 CUSTOM MUWON 6063-TB - 23A :E.S5W. AS READ. 1x3 STANDARD MULLION n M 1 8083-TB - M e 24 AS REDD. MULLION CLIP 6063-T6 - rt Z 25 2/LTTE SETTING BLOCK. 5/16"X 5/8'X 4"LANG EPDM AT 6"FROM EACH END.OUROMETER 65t5 26 8/LITE TAPE SPACER(1/4"K 1/2' FOAM AT 6'FROM GLASS ENDS30 OPTIONAL 5/16"BOX SCREEN hW33 2/VENT ANTI SAG SKATE. 2"LONG cbm NYLON/CELLON M6A1 PLASTIL'S � B fl,ll�i 34 - 2/SKATE SKATE MOUNTING SCREWS - /6■ 1/2"PHSMS %Idln6 Cods 0 38 Essoos 1 IMPOST 6O63-T6 ENe � °P~ p J$ 37 E901O AS RGO. IMPOST STIFFENER 6063-T6 45 CL01-0500 - MULTI-POINT LOCK MECHANISM INTERLOCK B M 1 46 - LOCK FASTENER PLATE c E48 - 2/LOCK LOCK FASTENER SCREWS THREAD FORMING PRADUCI'RBVTSGD t-2250-Xxx - SNAP ON COVER oonPlyftwiththeFlodds O1-1050-%w( - SNAP ON HANDLE BC -O- - GUIDE(ACETAL) 12 V- - KEEPER(ACETAL) p 52 - - LOCK BAR (304 ST/ST) SEALANTS:M NNA Con :+ 53 ES-5017 AS REoo. FLUSH FRAME ADAPTER 6083-175 OPTIONAL 54 ALL FRAME AND VENT CbRNERS AND INSTALLATION SCREWS F e g I/VENT LOCKING HANDLE SULLIVAN&ASSOC. SEALED WITH CLEAR/ALUMINUM COLORED SEALANT. o m m 55 - 2/VENT LOOKING CAM (AT 11-1/2-&50-1/2'FROM BOTTOM) - SULIIGW h Assoc. 56 - 2/LOCK LOCK MOUNTING SCREWS - /6-32 z 1/2 PH MS pq 57 E5013 1/VENT LACK HANDLE/CAM CONNECTOR - 1/4'■ 1/2"ALUM.BAR iiAV S8 ES5011 2/BAR CONNECTOR SCREWS CUSTOM •.FI.A CIVIL 70592 F1 \ 59 CS-200K-SS 2/VENT KEEPERS(AT 12"A 51"FROM BOTTOM) ST STEEL SULLNAN & GAN., e " 60 - 2/KEEPER KEEPER MOIMTING SCREWS - /10 x 3/8"ASSOC.SPH SMS ` AR p 9 2012 drawing no. WOS-08 sheet $ of.�Q • t6 �qWV A I Go O / a 0 U ,6 viatO m � Q3 N M ,8 i S^Ma i Z .. / FRAME CORNER g N C 5� J H W to i O i e esco�plyiKRw�WHe�l1Ml�C Cela E the DeOa /B BY PRODUCTRBVISBD eaa�plYioawNhduaPlmlde AcceptsmNO 'a e lolb ��imu � prgO,�G Corr 'Ener JAVAD AIAD •a CNN, FC.PE!R 3S5 M b IMPOST CORNER R 0 9 Z�12 VENT CORNER Browing no. 08-08 sheet 9 e}10 MULLION IAAD CAPACITY-PSF MULLION LOAD CAPACITY-PEP _ Lxa Ixa Lxa Ixa CLIPPED MULLIONS 1RNDOA DDIB. STD.NULL CU9TOM MULL t11ND011 DIMS. STA MULL Cu9TOY EM.(+) EXT.(+) EXT.(+) EXT.(+) tQg WIDTH(W)LENGTH(L) INT.(-) INT.(-) WIDTH(W)LENGTH(L) INT.(-) INT.(-) Z °n s 28-1/2' 90.0 90.0 30" 90.0 90.0 i i, i i C i 37" 90.0 90.0 36" 90.0 90.0 42" 90.0 90.0 42" 90.0 90.0 45' W. 90.0 90.0 4W 54" 90.0 90.0 ___ / U \ / \ / 4e• 90.0 90.0 54" 90.0 90.0A� 53-1/8• 90.0 90.0 60" 90.0 90.0 Wt W2 W7 _-IW!_- W1 7 6Y 90.0 90.0 82" 90.0 90.0 GG77 26-1/2• 90.0 90.0 30" 90.0 90.0 37" 90.0 90.0 36" 90.0 90.0 42" 90.0 Sao4z• 90.0 90.0 _-____- -------- B 4 45' 63• 90.0 90.0 48• 60" 90.0 90.0 48' 90.0 90.0 54" 90.0 90.0 53-1/8" 90.0 90.0 SO• 90.0 90.0 62^ 90.0 90.0 62" 90.0 90.0 25-1/2" 90.0 90.0 30• 90.0 90.0 \ 1 1 \ 1 37' 90.0 $87.4 36• 90.0 90.0 \ 1 A \ 1 7 n 42" 82.5 1. 90.0 90.0 45" 78.8 48" 90.0 90.0 48' 75.4 54" 90.0 90.0 Wi W2 W2 W7 W2 v 53-1/8" 71.0 59• 90.0 90.0 26-1/2• 90.0 30" 90.0 90.0 > 37" 84.2 36' 90.0 90.0 TYPICAL ELBVATION3 m 42` 78, 76.4 42" 72" 90.0 90.0 SIDE BY SIDS WINDOWS w 45` 72.8 46• 63.6 90.0 > 1. 69.7 U. 78.4 90.0 SIDE BY SIDE APPLIES TO TWO OR MORE WINDOWS ( a 5 31• 67.1 84.2 30" 90.0 90.0 4 2 3/4" t/z• WIDTH (W) = W1 + W2 G�n 36" 88.1 90.0 2 Z 3 J a 42" 76" 76.4 90.0 Z L o 48" 89.7 87.4F }tea{ 0 .9 51 67.1 84.2 W N Gi NOTES : n 1. USE CHART ON THIS SHEET FOR SIDE BY SIDE CONNECTION n N O CAPACITY OF WINDOW MULLION, 2. FOR CASEMENT WINDOW CAPACITY SEE SHEET 2 OF 10. 3. FOR FIXED WINDOW CAPACITY SEE SEPARATE NOA, TYPICAL ANCHORS $ 4 PER CLAP EDGE DISTANCES FOR MULLION CUPS 4. LOWER SYSTEM FROM STEPS 1, 2 OR 3 WILL APPLY TO SEE SHIEI 4 ENTIRE SYSTEM. FOR DESCRIPTION INTO CONCRETE AND MASONRY - 2" MIN. c INTO WOOD STRUCTURE = 11/16" MIN. ° p INTO METAL STRUCTURE = 11/16" MIN. c #8 SERIES 5000O SERIES 5000 O >d CASEMENT WINDOW SERIES 5000 CASEMENT WINDOW SERIES 5100 1RODUCTREN6IVED CASEMENT WINDOW FIXED WINDOW c6m*w9 wW Ht�lnlnRi& dry Raiding Code 4m >�ING12-0"+G I Eapintiee D81e e -- gY PROQfITCTR8VI81� g m u --- --- is Rede F"8di1. Bumiagcoft 2-02223. F Acceptance No �.C,A.ii °592 Pro"Control EXTERIOR EXTERIOR _ WINDOW WIDTH WINDOW WIDTH _ WINDOW WIDTH WINDOW WIDTH MIR 0 8 2012 dFOWin9 n0. CASEMENT TO CAW2ffMT-9jaj= CA BMSNT TO FIXED MULW08-08ON sheet 10 oI 10 MIAMI•DADE MIAMI-DARE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) 11805 SSV 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamldade.eov/economy ES Windows,LLC 10653 N.E.Quaybridge Ct. Miami,FL 33138 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of constriction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER - Product Control Section to be used in Miami Dade County-and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section(In Miami Dade County) and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their 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"1500"Aluminum Fixed Window—L.M.I. APPROVAL DOCUMENT: Drawing No. W03-57, titled "Series-1500 Aluminum Fixed Window (L.M.I.)", sheets 1 through 7 of 7, dated 07/31/03, with revision E dated 12/09/11, prepared by AI—Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami—Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami—Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site a tl request of the Building Official. This NOA renews NOA#12-0223.41 and consists of this page evidence pages E-1 and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Mani 1 Pere P. . RENNAM I NOA No. 13-0617.26 M1AM4l)ADE "OUNTYISExpiration Date: November 06,2018 Approval Date: September 19,2013 Page 1 i ES Windows,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA No. 03-09111.01) 2. Drawing No. W03-57, titled "Series-1500 Aluminum Fixed Window (L.M.I.)", sheets 1 through 7 of 7, dated 07/31/03, with revision E dated 12/09/11, prepared by Al-Farooq Corporation,signed and sealed by Javad Ahmad,P.E. (Submitted under previotts NOA No. 12-0223.41) B. TESTS 1. 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 along with marked-up drawings and installation diagram of an aluminum fixed window,prepared by Fenestration Testing Laboratory,Inc.,Test Report No. FTL-5339, dated 02/11/08,signed and sealed by Michael R. Wenzel,P.E. (Submitted under NOA No. 08-0417.06) 2. 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 along with marked-up drawings and installation diagram of an aluminum fixed window,prepared by Fenestration Testing Laboratory, Inc.,Test Report No. FTL-5054,dated 10/03/06,signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 06-0308.05) 3. 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 along with marked-up drawings and installation diagram of an aluminum fixed window,prepared by Fenestration Testing Laboratory,Inc.,Test Reports No. FTL-3810, FTL-3819 and FTI -3808, dated 05/16/03, 06/09/03 and 05/14/03 respectively,all signed and sealed by Joseph C. Chan,P.E. (Submitted under NOA No. 03-0910.01) Z, Manuelyerez,.P:C, Product Control Exa in NOA No. - 17.26 Expiration Date: November 06,2018 Approval Date: September 19,2013 E-1 ES Windows,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 2010, prepared by Al-Farooq Corporation, dated 12/12/11, signed and sealed by Javad Ahmad,P.E. (Submitted under previous NOA No. 12--0223.41) 2. Glazing complies with ASTM E1300--04 D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to E.I.DuPont DeNemours &Co.,Inc. for their"DuPont Sentry Glass®Interlayer"dated 05/26/10,expiring on 01/14/17. 2. Notice of Acceptance No. 13-0129.27 issued to E.I.DuPont DeNemours&Co.,Inc. for their"DuPont Butacite®PVB Interlayer"dated 04/11/13,expiring on 12/11/16. F. STATEMENTS 1. Statement letter of conformance, complying with FBC-2010, and of no financial interest, dated 12/08/11 and 06/05/13, signed and sealed by Javad Ahmad,P.E. (Submitter)partially under previous NOA No. 12-0223.41) 2. Laboratory compliance letter for Test Report No. FTL-6236, issued by Fenestration Testing Laboratory,Inc., dated 06/15/10,signed and sealed by Jorge A. Causo,P.E. (Submitted under previous NOA No. -12-0223.41) 3. Proposal No. 09-1583 issued by Product Control, dated 11/23/09, signed by Jaime D. Gascon, P.E. (Submitted under previous NOA No. 08-0417.06) 4. Laboratory compliance letter for Test Report No. FTL-5339, issued by Fenestration Testing Laboratory, Inc., dated 02/11/08, signed and sealed by Michael R. Wenzel, P.E. (Subtttitted urtder previous NOA No.08-0417.06) 5. Laboratory compliance letter for Test Report No. FTL-5054, issued by Fenestration Testing Laboratory,Inc., dated 10/03/06, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA No.0 -0308.05) 6. Laboratory compliance letter for Test Reports No.'s FTL--3810, FTL-3819 and FTL-3808, issued by Fenestration Testing Laboratory, Inc., dated 05/16/03, 06/09/03 and 05/14%03, all signed and sealed by Joseph C. Chan, P.E. (Submitted under previous NOA No. 03-0910.01) G. OTHERS 1. Notice of Acceptance No. 124223.41, issued to ES Windows, LLC, for their Series "1500" Aluminum Fixed Window - L.M.I., approved on 05/17/12 and expiring on 11/06/13. Manuei,,Fe—rz,P.E. Product Contr E• miner NOA No. 13-0617.26 Expiration Date: November 06,2018 Approval Date: September 19,2013 E-2 • , 5'MAX. 12' MAX. FALSE MUNTINS FROM ENDS A HEAD/SILL MAY FACE USED APPLIED) ro IIIy 3 Q y J .. II g 6 III N • 4 u pp II 11 $$,r�� =====1T=rf=SII===== _r ]TLLi G � II II WINDOW WINDOW __ II --ai•=-- O WIDTH WIDTH –=Y====–I • 4 u B II r � g g l I s � L J 44 3/8" 6 A!to D.L.OPG. o O NIL M l; WIN00� W ,,WIDTH WINDOW WIpTH_, 48• �` on M WINDOW WIDTH � � — — _ ———— TYPICAL ELEVATION d N 1E La 3 1 1 3 1 I • SERIES-1500 ALUMINUM FIXED 1YINDOIY $ APPROVAL APPLIES TO SINGLE UNITS OR SIDE 81 SIDE c WINDO, N7DTH WINDOW WINDOW COMBINATIONS OF FIXED/FIXED I!_ FIXED WITH OTHER MI—DADE COUNTY APPR'D WINDOWS USING MIAMI—DAOE COUNTY APPROVED MULLIONS IN BETWEEN. RODUCTRBNEI9�B LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL rscomplyingwitil the FlOWS, &@ g{ WILL APPLY TO ENTIRE SYSTEM. teldingCods .� { I ♦ icc IpmloeeNf 1.J- c}7�'fo 99SS 3 Iratlon Mte�Tn`�, # 3 3 DESIGN LOAD RATING FOR THESE WINDOWS TO BE AS PER CHARTS y'1 J, J SHOWN ON SHEET 3. n}Iaml eded v THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY THESE WINDOWS ARE RATED FOR LARGE&SMALL MISSILE IMPACT. WINDOW WN70TH WWDO WINDOW WIDTH HURRICANE ZONE(HVHZ). SHUTTERS ARE NOT`(�(�UIRO. 1 I WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER , d rY t+T,; "• b r— r— 1 —— —— LOADS TO THE STRUCTURE. i' . Eri9o i i ♦ ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS,ANCHORS n'\ppp EMBEDMENT TO OASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. F CSNl 70592 CTRESuts);D s 3 ; ; ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE 1 c+'fth the Fla9lda 1 NOT PART OF THIS APPROVAL: i �2 �J b A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. t` O �, 'i Browing no. ALIAWABLE LOADS FOR ALTERNATE SHAPES AS SHOWN ABOVE OR SIMILAR CAN8E MATERIALS INCLUDING BUT NOT LIMITED TO STEEL METAL SCREWS,THAT 1� ` e Prodncl 'ontml W03-57 VERIflEO BY INSCRIBING PICTURE WINDOW SHAPE WITHIN SQUARE OR RECTANGLE AS COME INTO CONTACT WITH OTHER DISSIMILAR MA RIALS SHALL MEET THE D •. .. i\� SNOWN IN DOTTED LINES AND OBTAINING ALLOWABLE LOADS FROM THOSE SHAPES. REQUIREMENTS OF THE FLORIDA BLDG.CODE SECTION 2003.8.4. .x••{?;`(',� ` '' sheet 1 of 7 =(t4H ` 1/8"ANN.CLASS SILICONE SILICONE .090"INTERLAYER .E,r DOW CORNING 795/983 *00%11NING 795/983 ro� BUTACITE PVB 8Y'DUPONT' ld Z 14 14 1/8'ANN.GLASS 4 SILICONEDOW CORNING 795/983 AOHESIVEFOAM TAPE h� oPT10 � Ito v. "'SSSA 5/16" LAM, GLASS 7/18" LAM. GLASS Q� V a� " ALT-. GLAZING OPTIONS Ir� .g SQUARE GLAZING STOP CAN BE USED WITH ALLLA 41 GLASS TYPE 'A' GLASS TYPES SHOWN ON THIS SHEET. J p 3/16"ANN.CLASS 3/16"ANN. GLASS {: .090"INTERLAYER .090"INTERLAYER 3 v o ro SENTRYGLAS BY'DUPONT' BVTACiTE PVB BY'DUPONT' 3/18"ANN.GLASS 3/18"ANN.GLASS c Q SILICONE SILICONE m DOW CORNING 795/983 w m / m DOW CORNING 795/983 ADHESIVE zADHESIVE S (n Q n 'FOAM TAPE 6. FOAM TAPE 3 a M OP710 1` Op TIO ji jl N I cc VIN LIJ GLASS TYPE 'B' GLASS TYPE 'B1' 3116'HEAT STREN'D. GLASS 3/16"HEAT STREN'D.GLASS 5/32"HEAT STREN'0.GLASS gag .090'INTERLAYER .090"INTERLAYER .090"INTERLAYER SENTRYCIAS By 'DUPONT' BUTACITE PVS BY'DUPONT' BVTACITE PVB BY'DUPONT' ROOUCT AENEWCfi+ 3/18"HEAT STREWO.GLASS 3/18"HEAT STREWD,GLASS 1/4'HEAT STREN'D.CLASS +a-Mplyingwitit1bgp w& M g SILICONE 901ding Code o DOW CORNING 795 983 SILICONE SANE Aceeptlleet No �•C 1 (t, g 8 Y $ m / p. DOW CORNING 795 983 f5 imi4loe Iml v a W F / DOW CORNING 795/983 �' 1 E o 0 ADHESIVE AOHESNE zADHESIVE By 1 Y1 c FOAM TAPE it .. FOAM TAPE ji FOAM TAPE Mam,, deth&hid.Can OPTIO .(' OPT10 j I t! GPTID IjI Enyr JA 1 �i �./ •� L1p ;7051;2 � itODUCTAi1VI3i� B g �j 2 LggiMig 0 .7441 1,1,•• oildf h b i O 5 5 g <�-1' 1 rlr, t " drawing no. D laml. Pn uctControl W03-57 GLASS TYPE 'C' GLASS TYPE 'Cl' GLASS TYPE 'C2' �`: sheet 2 o 7 DESIGN LOAD CAPACITY -PSR DESIGN LOAD CAPACITY - PSF �� ANCHOR TYPES'A'&V ANCHOR TYPES'B'&'C ANCHOR TYPES'A'It'C' ANCHOR TYPES'R'&'C' GU39 TYPE GLASS TYPES' OLASS TYPES" G1A38 TYPE GLASS TYPES CLASS TYPES CLASS TYPE GLASS TYPES GIA33 TYPES GLASS TYPE GLASS TYPES OIASS TYPES n WINDOW DIMS, 'A' '8'&'Bl' 'C','CC&'CB' 'A' 'B'&'BI' 'C','CL'&'C2' WINDOW DIMS, 'A' 'B'&'BC V.'CI'&'C2' 'A' 'B'&'Bl' 'C','CC&'C2' iH HEIGHT EXT.(+) INT.(-) EXT.(+) 114T.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INr.(-) EXT.(+) INT.(-) YOUTH I HEIGHT EXT.(+) INT.(-) EM.(+) 1NT.(-) EXT.(+) INT,(-) EXT,(+) INT.(-) EXT.(+) 1NT,(-) EXT.(+) INT.(-) 0 18• 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 1 70.0 90.0 70.0 80.0 18" 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 1 70.0 f 90.0 70.0 80.0 !� 24' 70.0 70.0 70.0 72.0 70.0 72.0 70.0 70.o 70.0 90.0 70.0 80.0 24' - - 70.0 72.0 70.0 72.0 - - 70.0 90.0 70.0 80.0 I a 30' 57.8 67.8 87.8 57.6 57.6 57.8 70.0 70.0 70.0 00.0 70.0 80.0 30• 108" - _ _ _ 57.6 57.8 - - - 70.0 80.0 0 38" 48.0 48.0 48.0 48.0 48.0 46.0 70.0 70.0 70.0 90.0 70.0 80.0 JB" - - - - q8.0 48.0 - - - - 70.0 80.0 d 42" 36" 48.0 48.0 48.0 48.0 48.0 48.0 70.0 70.0 70.0 90.0 70.0 80.0 18" 58.2 56.2 70.0 90.0 70.0 80.0 56.2 56.2 70.0 90.0 70.0 80.0 48' 46.0 40.0 48.0 48.0 48.0 48.0 70.0 70.0 70.0 90.0 70.0 80.0 24" - - 70.0 72.0 70.0 72.0 - - 70.0 90.0 70.0 80.0 54" - 48.0 48,0 48.0 48.0 48.0 48.0 70.0 70.0 70.0 90.0 70.0 80.0 30' 120" - - - - 57.8 57.6 - - - - 70.0 80.0 O, 80' 48.0 48.0 48.0 48.0 48.0 48.0 67.3 67.3 70.0 90.0 70.0 80.0 38' - - - - 48.0 48.0 - - •• - 70.0 80.0 16" 70.0 70.0 70.0 90.0 70.0 80,0 70.0 1 70.0 1 70.0 90.0 70.0 80.0 C 4 S DESIGN LOAD CAPACITY -PSF R 24" 70.0 70.0 70.0 72.0 70,0 72.0 70.0 70.0 70.0 90.0 70.0 80.0 ANCHOR TYPES'A'At'C' ANCHOR TYPES'B'&'C' 4'✓; (S 30" 67.6 57.8 57.6 57.0 -57.8 57.6 70.0 70.0 70.0 90.0 70.0 80.0 SCS 38" 46.0 48.0 46.0 48.0 48.0 48.0 70.0 70.0 70.D 90.0 70.0 80,p GUSS TYPE GLASS TYPES CLASS TYPES CUSS TYPE GLL93 TYPOS CLASS TYPES _ WINDOW DIMS. A' B'&'D1' 'C,'Cl-&'C2' A' B'&'DI' 'C','Cl,&'CE' 42 48' 4I.1 41.1 41.1 41,1 41.1 41.1 80.0 80.0 70.0 90.0 70.0 80.0 WID1H HEIGHT EXT.(+) INT.(-) EXT.(+) 1NT.(-) EXT.(+) iNT.(-) FXT.(+) INT.(-) EXT.(+) INT.(-) E%T.(+) iNT.(-) 46' - - 36.0 36.0 36.0 38.0 - - 70.0 90.0 70.0 80.0 19-1/8' 70.0 70.0 70.0 90.0r70.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 54" - - 36.0 36.0 36A 38.0 - - 70.0 90.0 70.0 80.0 28-1/2' 70.0 70.0 70.0 90.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 36.0 36.0 36.0 36.0 - - 70.0 90.0 70.0 80.0 S' 3T 28' 86.5 88.5 88.5 68.5 66S 70.0 70.0 70.0 90.0 70.0 80.0 v 18" 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70A 90.0 70.0 80.0 48" 66,5 66.5 86.5 68.5 68.5 70.0 70.0 70.0 904 70.0 80.0 H 24' 70.0 70.0 70.0 72.0 70.0 72,0 70.0 70.0 70.0 90.0 70.0 80.0 53-1/8" 66.5 66.5 66.5 60.5 66.5 70.0 70.0 70.0 90.0 70.0 80.0 'o 30" 57.6 57.8 57.8 57.6 57.6 57.8 70.0 70.0 70.0 90.0 70.0 80.0 1g_t/8' 70.0 70.0 70.0 90.0 80.0 70.0 70.0 70,0 90.0 70.0 80.0 38' 48.0 48.0 48.0 48.0 48.0 48.0 67.3 67.3 70.0 90.0 70.0 80.0 26-1/2' 65.2 65.2 65.2 65.2 85.2 70.0 70.0 70.0 90.0 70.0 80.042" �" - - 41.1 41.1 41.1 41.1 - - 70.0 90.0 70.0 80.0 48" - - 38.0 38.0 38.0 J8.0 - - 70.0 90.0 70.0 gp,p 37" 36-3/8' 46.7 46.7 46.7 46.7 48.7 68.1 68.1 70.0 90.0 70.0 80.0 J 0.7 LL 48' 45.0 45.0 45.0 45.0 45.0 45.0 65.7 65.7 70.0 90.0 70.0 80.0 54" - - - - 32.0 32.0 - - - - 82.2 71.1Z- - >t0 63-1/8' 45.0 45A 45.0 45.0 45.0 45.0 65.7 65.7 70.0 90.0 70.0 80.0 Z (n Q BD" - - - - 28.8 28.8 - - - - 56.0 64.0 19-1/8' 70.0 70.0 70.0 90.0 70.0 00.0 70.0 704 70.0 90.0 70.0 80.0 Q^M 18" 70.0 70.0 70.0 90.0 70.0 60.0 70.0 70.0 70.0 90.0 70.0 80.0 26_1/2• 65.2 85.2 65.2 65.2 65.2 65.2 70.0 70.0 70.0 90.0 70.0 80.0 t� 24" 70.0 70.0 70.0 72A 70,0 72.0 70.0 70.0 1 70.0 90.0 70.0 80.0 Z 30" 57.6 57.8 57.0 57.6 57.6 57.6 84.2 64.2 70.0 90.0 70.0 80,0 37' S0-S/6' 48.7 46.7 48.7 48.7 48.7 48.7 88.1 68.I 70,0 90.0 70.0 80.0 q8' - - 36.0 36.0 36.0 36.0 - - 70.0 90.0 70.0 80.0 j 38' - - 48.0 48.0 48.0 48.0 - - 70.0 90.0 70.0 00.0 72" 53-1/8' - - 34.1 34.1 34.1 34.1 - - 86.4 85.3 66.4 75.9 U)04 42" - - 41.1 41.1 - - - - 70.0 80.0 W N 48" - - _ _ _ - - 19-1/6' 70.0 70.0 70.0 90.0 70.0 60.0 70.0 70.0 70.0 80.0 70.0 80.0 f�" 36.0 38.0 70.0 80.0 126-1/2' 65.2 65.2 65.2 65.2 65.2 85.2 70.0 1 70.0 70.0 90.0 1 70.0 80.0 54" - - - - 32D 32.0 - - - - 672 71.1 W. - - - - 28.8 28.8 - - - - 58.0 84.0 37" 58' 46.7 46.7 46.7 48.7 46.7 46.7 68.1 68.1 70.0 90.0 70.0 80.0 q8• - 3G.O 36.0 38.0 30.0 - - 70.0 90.0 70.0 80.0 18' 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 53-1/8' - - - - 32..5 32,5 - - - - 63.2 72.3 24" 70.0 70.0 70.0 72.0 70.0 72.0 70.0 70.0 70.0 9D.0 70.0 80.0 19-1/8' 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 g 30" - - 57.6 57.6 57.8 57.8 - - 70.0 90,0 70.0 80.0 c 84" 26-1/2' 65.2 65.2 65.2 65.2 65.2 65.2 70.0 70.0 70.0 00.0 70.0 80.0 0 t1 J8" - - - - 48.0 48.0 - - - - 70.0 80A 42' - - _ _ - _ _ - 37' 63' - - 46.7 46.7 46.7 46.7 •• - 70.0 90.0 70.0 80.0 41.I 41.1 70.0 80.0 48. _ _ _ - 38.0 38.0 - - - 70.0 80.0 u H 48" - - - - .36.0 36.0 - - - - 70,0 80.0 _ _ _ 63-i/8' - - - - 32.5 52.5 83.2 72.3 � 18• 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 19_1/8• 70.0 70.0 70.0 90.0 70.0 80.0 70.0 70.0 70.0 90.0 70.0 80.0 24" 70.0 70.0 70.0 72.0 70.0 72.0 70.0 70.0 70.0 90.0 70.0 80.0 28-1/2' 85.2 65.2 85.2 86.2 69.2 85.2 70.0 70.0 70.0 90.0 700 80.0 }aq 30" - - 57.6 57.8 57.8 97.8 - - 70.0 90.0 70.0 80.070t. 7 a 90' S7' 74-1/4' _ - 48.7 46.7 48.7 46.7 - - 70.0 90.0 80,0 0 8 9 h o 38' [::�- _ _ - 48.0 48.0 - - - 70.0 80.0 48' _ _ _ - 38.0 36.0 - - 70.0 80.0 �' $ - 42" - - - 41.1 41.1 - - - - 70.0 80.0 _ _ SS ' - - 32.5 32.5 63.2 72.3 "+ 48" - 36.0 1 38.0 - - - 70.0 80.0 18' 70.0 70.0 70.0 90.0 70.0 1 80.0 70.0 70.0 70.0 90.0 1 70.0 80.0 1 W-^1 "'i ✓� 24" - - 70.0 72.0 70.0 72.0 - - 70.0 90.0 70.0 80.0 En AVA6 AAn 1 30• 96' - - 57.6 57.6 57.6 57.6 - - 70.0 90.0 70.0 80.0 11COU RENEWER 4'. 36" - - - - 48.0 48.0 - - - - 70.0 80.0 9 C 1cwi16 the Fio 'cA. /WB2 PI(OAIK%wirti m vnlJin �'Jp�_' qq��op�t�a�ply&1gwi018mFlodda - 41.1 41.1 - - - - 70.0 BOA 3� �%/ Accepinnc No �•' .� r' (;i.' =2. to 12 v .,t LP.�Pirollo le •. LR CCCpEo8ta N0 0 8 5 drowinq no. NOTE: GLASS CAPACITIES ON THIS SHEET ARE NQIE (, ��C 1�' n Da Pro t nw W03-57 BASED ON ASTM E1300-04 (3 SEC. GUSTS). MOTH AND LENGTH DNEN$fONSS SNOWH�EHTe sheet 3 0{ 7 TICAL ANCHORS WOOD BUCKS AND METAL STRUCTURE NOT BY E.S. WINDOWS, SEE ELEv. MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM FOR SPACING teY AND TRANSFER THEM TO THE BUILDING STRUCTURE. WOOD BUCK - Z Ed 4'e- - -' O �77 TYPICAL ANCHORS: SEE ELEV. FOR SPACING 0. .. Ed TYPE 'A'– ,3/16' DIA. ULTRACON BY 'ELCO'(Fu-177 KSI,Fy-f55 KSI) o Ed INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1-3/8' MIN. PENETRATION INTO WOOD Q 4 THRU IBY BUCKS INTO CONC. OR MASONRY Q p d ' } 1-1/4" MIN. EMBED INTO CONC. OR MASONRY VV Q A ornoNAL y DIRECTLY INTO CONC. OR MASONRY Q it a n � 1-1/4" MIN. EMBED INTO CONC. OR MASONRY 0°T�$ I 3 OPTIONAL ', TYPICAL ANCHORS TYPICAL . ORS 3/18" TEKS OR SELF DRILLING SCREWS (GRADE 5 CRS) A SEE SPACING FOR SPACE INTO METAL STRUCTURES Z FOR sPAC NG STEEL : 12 CA MIN. (Fy = 36 KSI MIN.) a r! ALUMINUM : 1/8" THK. MIN, (6063-T5 MIN.) MIAMICOUNTY (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) MULLION I ONAGE ANCHOR N&MULLION ANCHORS v SEE SEPARATE RDA TYPE 'B'- 1/4" DIA, ULTRACON BY 'ELCO' (Fu-177 KSI,Fy-155 KSI) S Ed INTO 20Y WOOD BUCKS OR WOOD STRUCTURES F6 1-3/8" MIN. PENETRATION INTO WOOD i THRU 1BY BUCKS INTO CONC. OR MASONRY y 1-1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY fA ,. 33 0 TYPICAL ANCHORS 114 SMS OR SELF DRILLING SCREWS (GRACE 2 CRS) 8 M o %tFOREE SPACING INTO METAL STRUCTURES 8 Z i �+•, W STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) z { ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) 8 0i N s W !(STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) P 4}N R 0 ul. TYPE 'C'- #10 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. _ .090") Ed - ANCHOR EDGE DISTANCE INTO CONCRETE AND MASONRY = 1-3/8" MIN. m INTO WOOD STRUCTURE m 1" MIN. C� € INTO METAL STRUCTURE - 1/2" MIN, 4 TYPICAL ANCHORS CONCRETE AT HEAD, SILL OR JAMBS PC - 3000 PSI MIN. 5 FOR SPACING C-90 HOLLOW/FILLED BLOCK AT JAMBS Pm - 2000 PSI MIN. SEALANT: o I I o o W ALL JOINTS AND FRAME CONNECTIONS SEALED WITH 8L WHITE/ALUM COLOR SILICONE. a Ener. �1Y� 02".. T'WDCFRSVISAO o RY•N6lNLp' 'F'AH. 538 !�E�qw hh lQ�o Edoi ' L��( e - 4ldingC •.a TYPICAL ANCHORS ° • Acceplenee .-• -,•e'.. I FOR SPACING s> . ° I'- '°-' F.rpindooDate Yw fg D.L2y .,Q"�h drawing no. --° Ed "~— `EE - By �; �r r�lL J •`.k, mlDn Produet onKdl W03-57 INhmf ePtdQuN,Cen"� D'i'- sheet 4of 7 � r ITEM PART r QUANTITY DESCRIPTION MATERIAL MANP./SUMUff%/REMARKS r I ES5001 4 WINDOW FRAME BOSS-T5 - � � 2 ESIOOS OPTIONAL GLAZING STOP 8063-TB 2A ESI 103 4/WOW, GLAZING STOP(5/16•GLASS) 6063-75 - Z 20 ES1017 4/WOW. DIAZ=STOP(7/18'CUSS) 6063-TB - pT0� 3 ES5002 4 FRAME COVER(OPTIONAL) 8083-T5 - 1^g yy1 4 /8 X 1" AS REDD, ASSEMBLY SCREWS CRS PH SMS d S 5 27-372 2/LITE SETTINO BLOCK EPOM 7/18"X 3/18"X 3-i/2"LONG 1144 Q U 8 ES1010 OPTIONAL OWING WEDGE SOFT PYC DUROMETER 70 SHORE'A' C' 6.1 ES4013 OPTIONAL GLAZING WEDGE SOFT PVC OUROMETER 70 SHORE'A' o u 8A 27-429 4/WOW. GLAZING CASKET EPDM DVROMETER BD SHE'A' TYPICAL ANCHORS 7 ES1505 fWSH FRAME ADAPTER 8083-TS OPTKINM. ry 3O SEE ELEV.FOR SPACING 8Y 3d Q Q 1/ CHORS SHIM I/SHIMS _ SEE ELEV.FOR4-MAX. TYPICAL SPACING lay 1 O WOOD BUCKS 1/4"MAX. O 3 SHIM = j METAL m 1 e STRUCTURE TYPICAL ANCHORS W -- W SEE£LEV. M ° FOR SPACING 2 EXTERYOR a tO I D.L.OPG. d w WINDOW WIDTH 3 z e N N En 0 MIAMI-DADE COUNTY APPR,0 MULLION N SEE SEPARATE NOA -TYPICAL ANCHORS SEE ELEV.FOR SPACING c 8 o _ - I' 'ILOOUCf REN@{y(!g as"mply-l"g will,the vmdt 0 O I 1 I.Idleg Code O M 4t'ttptenre Na�- ' � ••/B �c m u o- ,j �'= fe inikeD4te M � O R Gm Dade '1faf.Con EQ2R UAVAD'AHMW _ VANDOW WIDTH t�q'PPCggML77 i 333 NN11 3859? RODUCFRRVISFID emplylog With the Florida aldmg WINDOW WIDTH em o/ Browing no. (, t2n�l'I�. D o Coolrol W03-57 sheet 5 of 7 TYPICAL • 2.330 µOHRTYPICAL ANCHORS SEE ELM FSPACING .821 SEE ELEVS.FOR SPACNO W I -- C.J29 MULLIONADE COUNTY APPROVED o •700 ' _ STRUCTURE MULLION&MULLION ANCHORS Z •082 "� Ed SEE SEPARATE NOA Q -t .000 .500 .BOJ .050 p'' Ea' .'' EA 6 •8�3 IL .837 y l ap,0 aQ 1.134 O 7 a VVV y� O FRAME SQUARE GLAZING STOP O O d 203 ALT. OG .147 i r• TYPICAL ANCHORS Q 12 '�}3 SEE ELEV.FOR SPACING {�,z .082 .050 .837 QQQ iiii1111 I- O .837 GLAZING STOP (OPTIONAL) SQUARE GLAZING STOP ; 8 733 O am 1/4"KW.. ALT. r¢ .577 537. SHIMS 7 J m t o J tat ig.045 d. 3N!n .885 L _ _ $^M n FRAME COVER (OPTIONAL) ' n . N .328 1-- .224 4I .S '' N Sa3 D8 TYPICAL.ANCHORS " > SEE ELEV.FOR SPACING .250 �-- c O GLAZING WEDGE (OPTIONAL) SCALE 1:1 .'RODUCT RENETYLA A$tomplyingwlih tht Florio: g 2.190.082 Rolding Code Attepwatt No 770 Bxplratlon m Dale�Sr ' Dy_ ?u 4 I� hlk �I deP 'e2L Conlin. sT, g� a F-2.288-moi �� ,"J •L 0 0 0 O W O FLUSH FRAME ADAPTER © INSTALT ATION DETAILS WITH FLUSH FRANCE ADAPTER .7 \ai Mgr:J• ,�A`.;, "� - 15+s ssd k k Y wf 9w Flodd aEd •. '. `,., (+` _ ondiry ° 2' 39"11 S v Dropmhte a �S?;-ELEV. 1.142 .125ALUM CORNER LOCK I ANCHORShunlP.00uct oslfol W03-57 O (8083-T5 FOR SPACING •. •'•'�•.�; sheet 6of -f L 1oL boys ;ticl L9-20M i .ou BwMoip OZ ?U Z ott q q g¢ y�.� � ooNpaoOwsldoii 1, uppoL•IomquaHo161durool a .` sCy1y IN 0 $ 0EiSiAflY.L'HiUOY ._,L6Sq[N13�,'YI,Aj�, ' c t %/ OYAtlf,:�6u3; r.. iptnAolglV ..(� y ° �.!v, ipf4 oollulStg N�•;� � v l ON i„ItIdiNV b8 6 N ipoJ BuIPiMi 'NflM�Id;t+N 74.5o1.Gdwgi n Itl SMOONIM 2!IllnOmlO SMOONIM 3WnOS NO '1038 SMOONIM 3 rIOS NO '10321 U p,in fhzfh77 0 u°O1i CnC(�/1 3 3015 HM lY N00'1 a3Na00 wnrr D n A \�\ MLS,Vol/M dYa1S WnIY N MUMS M a dVHuS MY ra � � o o � > 8 �;� i dtla1S HOY3 1Y w i dra15 H�Y�{Y Brats wmv .�1 037 HlY g q SM3a4W S(L)/M1 dYalS Wn'IY ( i g C Z u 1 V r.0 D©o Irl.- ► % 1' 1 J 1 t MIAMI MADE MIAMI-DADE COUNTY � CONTROL SECTION T CONON DEPARTMENT OF PERMITTING,ENVIRONMENT,AND REGULATORY 1 PRODUCT SW N Street,Room ON AFFAIRS(PERA) 208 Miami,Florida 33175-2474 BOARD AND CODE.ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTWE OF ACCEPTANCE (NOA) www.miamidnde.gov/i)ern/ E.S.Windows,LLC 10653 NE Quaybridge Ct. Miami,FI.33138 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 PERA-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section (In Miami Dade County).and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA 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"3000" AIuminum Outswing French Doors w/wo Sidelites APPROVAL DOCUMENT: Drawing No.W04-51 Rev G,titled"series-3000 Alum Outswing French Doors (LMI)", sheets 1,2,2.1,2.2 through 6&6.1 of 7,-prepared by A]-Farooq Corporation,dated 06-10-04 and last revised on MAY 17,2012,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 Limitations: 1. Lower Design Pressures of Doors,sidelites,hardware,glass and threshold options shall control. 2. See sheet 2.1 for single sidelite and sheet 2.2 for doors with sidelites options LABELING: Each unit shall bear a permanent label with the manufacturer's name or Iogo,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 rovided to the user by the manufacturer or its distributors and shall be available for inspection at the job ' e he request of the Building Official. This NOA revises NOA#09-12171. 3 and co i is o this page 1 and evidence pages E-1,as well as approval document mentioned above. The submitted documentation was 'ew d h q I.Chanda,P.E. MIAMPDADE COU NOA No 12-0308.40 Expiration Date: September 16,2014 ,V VApproval Date: May 24,2012 y �, Page 1 IE:S.Windows,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections (transferred from file#09-1217.03) 2. Drawing No.W04-51 Rev,titled"series-3000 Alum Outswing French Doors(LMI)",sheets 1, 2;2.1,2.2 through 6&6.1 of 7,prepared by Al-Farooq Corporation,dated 06-10-04 and last revised on MAY 17,2012,signed and sealed by Javad Ahmad,P.E. Note: This revision consists of FBC 2010 notes only. B. TESTS (transferred from file#09-1217.03) 1. Test reports on: 1)Air Infiltration Test,per FBC, TAS 202-94 2)Uriiform-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 drawing and installation diagram of aluminum outswing French door w/ Sidelites,prepared by Fenestration Testing Laboratory, Inc.,No. FTL-5938,dated 10/01/09, signed and sealed by Julio E. Gonzales, P.E. Note: This test report has been revised,reviewed, signed and sealed on 03/29/10 by Jorge A. Causo, P.E. 2. Additional Test Reports: Test reports issued by Fenestration Testing Laboratory, Inc Test report No(s) FTL-3947&FTL-3955 per TAS 201,202&202-94,dated 02/04/04,both signed and sealed by Edmundo J. Largaespada,P.E. and test report No. FTL-5164 per TAS 201/203-94, issued by Fenestration Testing Laboratory,Inc,dated 08/01/07,signed&sealed by Carlos S. Roinda, P. E. (transferred from file# 09-0825.04) C. CALCULATIONS 1. Anchor verification calculations complying with FBC-2010,prepared by Al Farooq Corporation,dated 03/01/1.2 signed and sealed by Javad Ahmad,P.E. 2. Anchor verification calculations and structural analysis, complying with FBC-2007, prepared by Al Farooq Corporation, dated 12/08/09 signed and sealed by Arshad Viqar, P.E. (transferred from file#09-1217.03) 3. Glazing complies w/ASTME-13 00-02&-04 D. QUALITY ASSURANCE 1. Miami Dade Department of Permitting,Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours & Co.,Inc. for their"DuPont Sentry Glass®Interlayer", expiring on 01/14/17. 2. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours for"Butacite PVB Interlayer", expiring on 12-11-2016 F. STATEMENTS 1. Statement letter of conformance and letter of no financial interest,prepared by Al Farooq Corporation, dated 02/24/12, signedand sealed by Javad Ahmad,P.E. 2. Lab compliance as part of the above referenced test report. G. OTHER 1. This NOA revises NOA#09-1217.03,expiring September 16,2014. 2.• Test proposal No(s)#09-0225 dated 06/17/09,#06-0411 dated 07/31/07&02/06/06 approved by BCCO. 3. ES Windows Distribution agreement-Energia Solar, S.A. and ES Windows, LLC, dated 10/20/10, signed by Ms Carla G. Torrente and Andres Chanjorro res ect' ely(# 2-0130.39). Ishaq 1.Chanda,P.E. Product Control Examiner NOA No 12-0308.40 Expiration Date:September 16,2014 Approval Date: May 24,2012 E-1 146 3/8- 76" %u (4)ANCHORS w FRAME WIDTH FRAME WIDTH � � ATMTG. STILES 33 11/16' 73" 33 11/16" (4)ANCHORS 73" v AND MULLION ENDS FR. HEAP&SILL FRAME HEAD&SILL FR. HEAD&Slll AT MTG.STILES---, FRAME HEAD k SILL Z 3 6'MAX. 3" �)'6--"^y� �^-—3" 8" SURFACE APPLIED 6"µ1X, 3" 6" 3' PIVOT HINGES P g HEAD/SILL ``\t �I 17 -3� FALSE MUNTWSHEAD 1�`— SEE SHEET 2 4 C U CORNERS A C I MAY BE USED DRIVERS C h FOR CAPACITY ¢ X$$$ a a V 1I/ I aft if G LOCK &TIONS 1I J tl G 1 SEE SHEET, LOCK OPTIONS T 2 11 w /i i i SEE SHEET 2 {L=N- FOR CAPACI ,N ___E=aF===== I FOR CAPAG{TY J O' t II 1 QWeIF x \9x �e�aKoo OI d ��ipa q ilk �� / -----Ih7—" e•W ' '----I %---- , �/ / n If\ n n If OQ n M v ACTIVE �� INACTIVE ACTIVE \ INACTIVE Z 3 Z� 12" m 12" ao I p 29 5/i6" \ 28 3/16" MAJ(. 29 S/18' BUTT HINGES 28 3/16" � N .. D.L. OPG. D.L. OPG. HERO D.L. OPG. m SEE SHEET 2 HEAD $ , all SILL FOR CAPACITY O.L.OPG. SILL 1O 33 5/18" 38 13/16" 33 5/18' O PANEL WIDTH LEAF WIDTH OXXO PANEL WIDTX 1 XX • yl �e TYPICAL ELEVATIONS C TESTED UNITS NOTE: `o- R �!�t�MlwM��r1r FLUSH BOLTS ARE CONCEALED ON INACTIVE LEAF Q SERIES-3000 ALUM OUTSWtNG FRENCH DOOR AND EXPOSED ON ACTIVE LEAF r 2 �u o d$ APPROVAL APPLIES TO SINGLE (X) AND DOUBLE (XX) LEAF DOORS SEE DETAIL G ON SHEET S./ 3will WITH OR WITHOUT SIDELITES. SIDE LITES CAN BE ON ONE OR BOTH SIDES OF DOOR. INSTRUCTIONS: PaoNua!L C v o ry THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE USE CHARTS AS FOLLOWS. 0.6 REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY $ 3 0 HURRICANE ZONE (HVHZ). STEP 1 DETERMINE DESIGN WIND LOAD REQUIREMENT BASEDo W„v ON WIND VELOC17Y,BLDG.HEIGHT,WIND ZONE THESE PRODUCTS ARE RATED FOR LARGE Ae SMALL MISSILE IMPACT. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER USING APPLICABLE ASCE 7 STANDARD. SHUTTERS ARE NOT REQUIRED. LOADS TO THE STRUCTURE. 3 0 STEP 2 FOR SINGLE(X)AND DOUBLE(XX) DOOR CAPACITIES o a ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILngr: IA S,ANCHORS SEE SHEET 2. V AHMAD CIVIL EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. USE LOWER VALUES FROM GLASS, HINGES, LOCK AND FLA.pE.I 70682 . . ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE FRAME SILL OPTIONS USEDCA.H. 8 NOT PART OF THIS APPROVAL, STEP FOR SIDELITE PANEL(0)CAPACITY SEE SHEET 2.1. 8 A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. STEP 4 FOR SIDELITE COMBINATION WITH DOOR OR SIDEUTE �' 0 SEE MULLION CAPACITY CHART ON SHEET 2.2. Browing no. MATERIALS INCLUDING BUT NOT LIMBED TO ST MATERIALS SCREWS, THAT THE LOWEST VALUE RESULTING FROM STEPS 2, 3 W04_5.� COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE .STEPS AND 4 SHALL APPLY T ENTIRE SYSTEM. REQUIREMENTS OF THE FLORIDA BLDG. CODE SECTION 2003.8.4. sheet 1 of 7 FRAM 4 y in C 'X' DOORS A '� N DESIGN LOAD CAPACITY - PSF (GLASS AND HARDWARE OPTIONS) + / GLASS TYPES HINGES LACKS 0 n FRAME HEIGHT FRAME WIDTH , 'F' OPTION '1' OPTION '2' OPTION '1' OPTION '2' I" r INCHES INCHES EXT. (+) IN7. (-) EXT.(+) INT. (-) EXT. (+) INT, (-) EXT.(+) INT.(-) EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT. 3J-1/2 70.0 80.0 90.0 90.0 100.0 120.0 90.0 110.0 100.0 120.0 70.0 80.0 100.0 120.0 o W 95-3/4 as U 39-5/8 - - 90.0 90.0 100.0 120.0 90.0 90.0 100.0 120.0 70.0 80.0 100.0 120.0 D \ NOTE: V o a LOWEST VALUE SELECTED FROM OPTION WILL APPLY. a Q g FRAME WIDTH 0 'XX' DOORS LL Z DESIGN LOAD CAPACITY - PSF (GLASS AND HARDWARE OPTIONS) '�Z �{ / \ Q W F / \ GLASS TYPES HINGES LOCKS 0 / 0 \ FRAME HEIGHT FRAME WIDTH , &=T::::-C, & 'E' 'F' OPTION '1' OPTION '2' OPTION '1' OPTION '2' INCHES INCHES EXT.(+) INT.(-) EXT. (+) INT. (-) EXT. (+) INT.(-) EXT.(+) INT.(-) EXT. (+) INT.(-) EXT. (+) INT. (-) EXT. (+) INT. x % % .�. 95-3/4 71-3/4 70.0 1 80.0 1 90.0 90.0 90.0 90 90.0 90.0 90.0 .0 1 90.0 70.0 80.0 1 90.0 90.0 76 - - 90.0 90.0 90.0 1 90.0 90.0 90.0 90.0 1 90.0 70.0 80.0 90.0 90.0 u / a \ / HINGES LOCKING HARDWARE: WATER INFILTRATION LIMITATIONS: a 0 \ / OPTION N1• ACTIVE LEAF: WHERE WATER INFILTRATION RESISTANCE IS REWIRED J OMIT EXTERIOR LOADS FOR ALL CASES AS FOLLOWS z J u THREE PIECE ALUM BUTT HINGE BY'ES.WINDOWS' OPTION K1: STD. SILL - +70.0 PSF(X &XX DOORS) Vj GO AND HINGES PER LEAF AT 11" FROM TOP& BOTTOM HI-RISE SILL - +90.0 PSF XX DOORS 5 ,ND AT MIOSPAN SURFACE MOUNT DEAD BOLT LOCK BY'YALE' ( ) N Q to n FASTENED TO DOOR FRAME AND LEAF WITH AT 45"FROM BOTTOM, KEY OPERATED ON +120.0 PSF (X DOORS) 0 'T t`1 m r, 010 X 1"FH SMS EXTERIOR AND THUMB TURN ON INTERIOR O n M N (6) SCREWS AT FRAME, (5)SCREWS AT LEAF FASTENED TO ACTIVE LEAF LOCK STILE WITH (2) I/4-28 x 2-1/2'OH MS Z 3� ro OPTION 82: LEVER TYPE METALLIC HANDLE AT 37"FROM 2'000 $ ?�Z LL yS FACE MOUNT 2 WING PHOT HINGE BY'MASTER ACCESSORIES' BOTTOM, FASTENED TO ACTIVE E LEAF LOCK STILE WITH EXTRUDED ALUMINUM BASE, DIE CAST ALUMINUM WITH (2) '8-32 X 1-3/4'PH MS. Ln N COVER PLATES, ST.STEEL PIVOTS AND GALV. STEEL .�. W 0 m Y BRUSHES AND SCREWS CONCEALED FLUSH BOLTS BY'SULLIVAN&ASSOC.' STD. SILL HI-RISS SILL (2) HINGES PER LEAF AT 12"FROM TOP & BOTTOM MANUALLY OPERATED LEVERS MOUNTED ON STILE D FASTENED TO DOOR FRAME AND LEAF WITH FACE, LOCATED AT 12"FROM TOP AND BOTTOM 5/16-24 X 1"FH MS(2) PER WING FASTENED TO LOCK STILE WITH ��^^ #8 X 3/4"FH SMS(2) SCREWS PER BOLT ra"fiCT"VAN* b D.L OPENINGS: OPTION 92: fw yYIW wIM wIIIII~ p D.L.O. HEIGHT - LEAF HEIGHT - 8.1875" (STD. DOT. RAIL) 3 POINT LOCK SYSTEM BY 'INTERLOCK'AT 39' 2 t7 •�d 8 $ € D.L.O. HEIGHT - LEAF HEIGHT M IN - 11.9375" (HI RISE BOT. RAIL HANDLEFROM ACTIVATES DEAD SOLT AND SHOOT BOLTS '& D.L.O. WIDTH - LEAF WIDTH - 8.625" ENGAGING AT HEAD AND SILL /^ <- KEY OPERATED ON EXTERIOR AND THUMB TURN ON WIDTHS: INTERIOR 8 FASTENED TO ACTIVE LEAF LOCK STILE WITH NOMINAL WIDTH FRAME WIDTH LEAF WIDTH DAYLITE OPG. (2) /8-32 X 2"OH MS 2/6(X) 31-1/2 28-11/16" 20-1/16" cEN S 1NACTIV FAF 3/0(K) J7-1/2" 34-11/16" 28-1/16" F rn3/4(X) 39-5/8" 36-13/16" 28-3/16" NOTE: CONCEALED FLUSH BOLTS BY'SULLIVAN&ASSOC.' 5/0(XX) 59-3/4" 28-11/16" 20-1/I6 DOOR WIDTH AND HEIGHT MUST MANUALLY OPERATED LEVERS MOUNTED ON 0 COMPLY WITH EGRESS REQUIREMENTS INSIDE FACE OF LEAF STILE LOCATED AT c 6/0(%X) 71-3/4' 34-11/18' 26-1/16" 12"FROM TOP AND BOTTOM I PER FEC WHERE REQUIRED. FASTENED TO LOCK STILE WITH 8/4(XX) 76" 36-13/16' 28-3/16" Erpr:JAVAD,AMM o i /8 X 3/4'FM SMS (2) PER BOLT GAIL FLA PE 170592 0 HEIGHTS: DAYUGA.N.3538TE OPG, ■ 0 NOMINAL HEIGHT FRAME HEIGHT LEAF HEIGHT STANDARD HI-PROFILE NOTE: BOTTOM RAIL BOTTOM RML GLASS CAPACITIES ON THIS SHEET ARE drawing no. 6g-1/16' 65-5/16' BASED ON ASTM E1300-04 (3 SEC. GUSTS) \ti 8/0 95-3/4' 93-1/4" 65-1/16" 1 81-5/16" AND FLORIDA BUILDING COMMISSION -�� W04-51 DECLARATORY STATEMENT DCA05-DEC-219 P sheet2of 7 • FRA WIOTH (A 4 u W A) 1� STATIONARY PANEL (0) OR SIDELITES 0 n X DESIGN LOAD CAPACITY - PSF WATER INFILTRATION LIMITATION $J fj WHERE WATER INFILTRATION RESISTANCE IS REQUIRED S2 GLASS TYPES LIMIT EXTERIOR LOADS FOR ALL CASES AS FOLLOWS F �+ 'A','B',b' V.'S' STO. SILL - +70.0 PSF a FRAME HEIGHT FRAME WIDTH P' HI-RISE SILL - +90.0 PSF 0 FT./IN. INCHES EXT.(+) WT.(-) EXT. (+) INT.(-) EXT. (+) INT.(-) Q v GGG 6/8 42 70.0 80.0 90.0 90.0 90.0 90.0 �I( I W0 7/0 39 70.0 80.0 90.0 90.0 90.0 90.0 2.000 0. J °5 "� 8/0 36 70.0 80.0 87.6 87.6 90.0 90.0 0 ��77 Q� /4 (0) STD, SILL HI-RISE SILL v 0�.� ajgp D.L. OPENINGS- D.L.O. P NIN S:D.L.O. HEIGHT LEAF HEIGHT - 8.1875" (STD. BOT. RAIL) Q D.L.O. HEIGHT - LEAF HEIGHT - 11.9375" (HI RISE BOT. RAIL) D.LO. WIDTH = PANEL WIDTH - 4.000" 0 n J Y JI/N " 3/18"H.S.GLASS 1/8"H.S.CLASS 1/8"H.S. GLASS < � .090"INTERLAYER ;DUPONT90"INTERLAYER .090'INTERLAYER GIAS' 'DUPONT BUTACITE PV8' ; BUTACITE PVB' 'DUPONT BUTACITE PVB' V¢}¢ CLASS 3/16"H.S. CLASS 1/8"H.S.GLASS 5/32'H.S.GLASS Jm SILICONE SILICONE n tCORNING 795 F SRICONE SILICONE o Vl Q m DOW CORNING 795 DOW CORNING 795 t DOW CORNING 795 s 3 N M i m Or I n� 31 j ro 31 - i3Z.I � W 8 O 9 GLASS TYPE 'A' GLASS TYPE 'B' GLASS TYPE 'C' GLASS TYPE 'D' �r«eurb IewN"��1°'�'' .°»ten. 1/8"H.S.GLASS 1/4"H.S. GLASS o .090"INTERLAYER .090"INTERLAYER 'WPONT SENTRYCLAS' 'DUPONT SENTRYGLAS' i/8"H.S.GLASS 1/8"H.S. GLASS mffi OW SILICONE CORNING 795 F DOW S,UCSILICONE 795 2E am 3`ooW , 0 � 31 \ � Q h V) 'j I �Engr.JAVAD ANMAOCIVL i FLA.'PE 0 70592 g �' C.A.N. 538 �. NOTE: g GLASS CAPACITIES ON THIS SHEET ARE $ CLASS TYPE 'E' GLASS TYPE 'F' BASED ON ASTM E1300-04 (3 SEC. GUSTS) ,L��'L drowf0 AND FLORIDA BUILDING COMMISSION GLAZING OPTIONS DECLARATORY STATEMENT DCA05-DEC-219 W04-51 ^ aheet2.lof 7 MULLION c A A c c A c A vii DESIGN LOAD CAPACITY - PSF �� a DOOR TO SIDELITE TO STDSLITE MULLION SIDELITB TO J / E f //U J /L H J SIOELffE WIDTH FRAME HEIGHT UNRSINPORCBD REINFORCE REINFORCED / // / /' // // \ LICHEE FT./IN. EXT.+ INT.- EXT.+ NT.- EXT.+ INT.(-) _ / �� 24 80.0 80.0 90.0 27 80.0 80.0 90.0 JO 80.0 80.0 90.0 33 8/8 80.0 80.0 90.0 D A\ JLZ(8Jll 11 8 D \ 0 \ B 38 80.0 80.0 90.0 39 80.0 80.0 90.0 (XO) ( 0X0) (X00 O 42 80.0 80.0 90.0 (DX) (DDX (X ) 0o 24 80.0 80.0 90.0 yyq�� 27 80.0 80.0 90.0 A C A C A C �$ 30 7/0 80.0 80.0 90.0 1 u 80.0 Bo.o 90.0 36 80.0 80.0 90.0 39 80.0 80.0 90.0 / E F / C \J E F 18 78.9 80.0 90.0 all j\ % / \ 21 74.8 1 80.0 90.0 24 71.1 80.0 90.0 a 27 8/0 67.9 80.0 90.0 " \ / \ / \ / � / x g 30 85.0 80.0 90.0 / 33 62.4 78.9 90.0 }Q 11 60.1 76.0 90.0 J Oi g (OXX ) (OXXO) (XX00 )) J XXO (OOXX) In a an ;O n M F J p K)v < N Z3Jm Tn � UNREINFORCED REINFORCED REINFORCED LIJ N N DOOR TO SIpri ITE Mi■I uw cID TO cID R M I ION O NOTE: FOR DOORS CAPACITY SEE SHEET 2 rwOUCT � Us FOR SIDEUTE FOR SICAPACITIES SEE SHEET 2.1. _ DELITE MULLION CAPACITY SEE CHART ABOVE (OWER VALUES FROM DOORS, SIDEUTE OR MULl10N �Ja c CHART WILL APPLY TO ENTIRE SYSTEM. 1~� 21 1 asit 2 °,6 l.f me°oW ".DT. DOOR WIDTH SIDEUTE WIDTH SIDEUTE WIDTH DOOR WIDTH Erpr.JAVAD 4HMADCML k p i FIA.PE Y 70592 g CAN. 8 0 0 �l1vC � drawing no. SIDEUTE WIDTH DOOR VADTH I W04-51 ��III sheetQ.p°f 7 • TYPICAL ANCHORS SEE ELEVATIONS V FFF��----- EDGE DIST. TYPICAL ANCHORS FOR SPACING 18Y � SEE ELEVATIONS WOOD BUCK I s FOR SPACING EDCE ST.' g Z ~ 3 r • r � go O21 11 � O 21 I 5 1 d U 15 15 18 a0� g 2 13 34 13 Q it O aepi 1HR •BOU 33 PENETRATION 8 29 8 Q�ery� � O 31 31 n Y OPTIONAL rpim fO U �k I 0 0 0 0 z �� -„, a _� a Q ylyy W O OM�v LL 3 X 0n N Z3�m 2: n Itu, a o .R O tc'.I 3 W o k stw 31 W G PYDpIICT REVISILO n yvvwt wb11 the RAIL' G F i-1111" & 528 .,N 8 THROW SOLI 32 m PENETRATION <`JI INTO SILL r- - 3A 15fp 15 33 34 34 d S S- O2 0 j ry d i 21 _� O 21 a :, $=as HI-PEOPLES BOTTOM RAIL 0 e W 14 \ 14 \ 31 APPLICABLE TO STATIONARY AND OPERABLE,UNITS HI-RISE FRAME SILL F.n9r.,MVMLAHMAO. v, ' •. •.. . ° a • � • -'_ •. APPLICABLE TO STATIONARY FIA PE Y 70592 � n ° ° • TYPICAL ANCHORS AND OPERABLE UNITS CA.N.3538 �. TYPICAL ANCHORS 3/16"X 1-1/2" SEE ELEV. FOR SPACING }g a1 3/I K 1-1/2" SEE ELEV. FOR SPACING WEEP SLOT $ w WE SLOT 2/SILL AT X% DOORS ^ 1/SILL AT SIDELliES 1/SILL AT X DOORS L drawing no. EDGE DIST, EDGE DIST. WO4—rJ 1 STATIONARY UNITG OPERAH - - NITS �P sheet 3oI 7 ELEVATIO EDGE DIST, TYPICAL ANCHORS FU LSEE N FOR SPACING NS TYPICAL ANCHORS w x SEE ELEVATIONS FOR SPACING E0GEDIS z n METAL MWAS-DARE COUNTY APPROVED 0 STRUCTURE SUSEE SEPARATE NOA ON&MULLION ANCHORS Pss Y ]a/ jljl a O V x x x I 5 Y I Q a CL I I < Y Vo l\V 3\N pttQo 8 WOOD BUCKS AND METAL STRUCTURE NOT BY E.S. WINDOWS MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM yy�� AND TRANSFER THEM TO THE BUILDING STRUCTURE. Q W N SEE ELE�V.FO'L IL zzZ�Y�;f TYPICAL ANCHORS: SEE ELEV. FOR SPACING Q W el O 1/4" DIA, ULTRACON BY 'ELCO' (Fu-177 KSI,FY-155 KSI) n INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1-3/8" MIN. PENETRATION INTO WOOD N THRU 1BY BUCKS INTO CONC. OR MASONRY O 1-1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY U 1-1/4" MIN. EMBED INTO CONC. OR MASONRY L..i #14 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS) INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") s p"I n INTO METAL STRUCTURES STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.) 8 Z 2'z .. ALUMINUM 1/8" THK. MIN. (6063-T5 MIN.) 53 3 ., (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) L' 140cl R TYPICAL EDGE DISTANCE '�' W D INTO CONCRETE AND MASONRY = 2-1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. K INTO METAL STRUCTURE = 3/4" MIN. 3 CONCRETE AT HEAD, SILL OR JAMBS f'c - 3000 PSI MW. $$ C-90 HOLLOW/FILLED BLOCK AT JAMBS fm - 2000 PSI MIN. `p SEALANTS: e ALL JOINTS AND FRAME CONNECTIONS SEALED WITH WHITE/ALUMINUM COLORED SILICONE. pRVICtY r sIMPb'MR w11A Nie f1aIM► o v 4 N.w E Engr:.JAVAO AHMAo CmL FLA PE 70592 C.A.N. 535 g drawing WO4-51� �P sheet 4 of 7 (FLUSH BOLTS AT ACTIVE AND INACTIVE LEAFS MUST BE ENGAGED DURING PERIODS �u W 1/4"MAX INTERIOR EXPOSED FLUSH BOLTS OF HURRICANE WARNING) 11 AT 10"FROM EACH END SHIM. . 2 O /10 X 3/4'SMS O I E O B'FROM ENDS G CONCEALED FLUSH BOLTS g k 14"O.C.MAX. O Z ; 4 8 12 AT 10"FROM EACH ENO Q S • 13 13 ACTIVE LEAF IN-ACTIVE LEAF a O 22 10 18 4 1g 9 a , r cy 21 8 21 4 3 9 2 4� $ 17 7 t9 5 B Q 116 1z, W e7 f D.L. OPG. O 0 SIDELITE PANEL WIDTH LEAF WIDTH n FRAME WIDTH u 34 22 EXTERIOR Fl TYPICAL ANCHORS OPTIONAL REINFORCING OPTIONAL TRIA SEE ELEV. SEE SHEET 2.2 FOR CAPACITYU} FOR SPACING .98"X 2"X.98'X 1/8' ( �XXO Q FULL LENGTH STL.CHANNEL J OD (STEEL TO BE PAINTED OR PLATED) J W Q tD n 0-0 ) TYPICAL ANCHORS 3 z z •n SEE ELEV. FOR SPACING 1BY 1/4'MAX. �n N N WOOD BUCK M OPTIONAL REINFORCING �+ SHIM SEE SHEET 2.2 FOR CAPACITY + W In 2 F -.y 1/4'MAX. 1/4'MAX, 98"X 2"X.98"X 1/8' 27 O I SHIM SPACE SHIM 2 FULL LENGTH STL CHMINEL I s 2 O O (STEEL TO BE PAINTED OR PLATED) TQ 28 2 WOOD 4 13 ACTIVE LEAP OR ACTIVE LEAF WO STRU URE s7 34 7 18 11 _ 11 2 g€� ic 10 24 3 za w g-ag .v 19 J4 19 4 21 �oww u 17 7 8 TYPICAL77= 8' O SEE E FOR SPACING X-O TYPICAL ANCHORS D.L. OPG. Enqr.JAV ANMAO flilltlUCT MVIEIW 9 SEE ELEV. FIA PEM/L 70892 a eel19b MS wNA the FhwYA METAL FOR SPACING LEAF MOTH CAN.3838 C Ne g ,} }.• STRUCTUREAosbpt— FRAME WIDTH EXTERIOR ��' 11iIId dFOwiO X sheet 5 of 7 ITEM / PART/ QUANTITY DESCRIPTION MATERIAL MANF./SUPPLIER/REMARKS h I ES3001-1 1 FRAME HEAD 6063-T6 - 2 ES3001-2 2 DOOR FRAME JAMB 8063-T8 - ,v 3 ES3002-1 1 FRAME SILL(STANDARD) 6063-T5 - Z 3 3A ES3025 1 FRAME SILL(HI-RISE) 6063-T5 - 0 4 ES3003-1 AS REDD. SIDEUTE ADAPTER 6063-TG - 5 ES3004 AS READ. SHEAR PLATE O ANCHOR LOCATIONS 6063-T6 3"LONG 6 ES3005-1 2/LEAF TOP AND BOTTOM RAIL 6063-T5 - BA ES3024 2/LEAF HI-PROFILE BOTTOM RAIL 6063-T5 - C 7 ES3006-1 1/ LEAF DOOR LEAF JAMB - HINGE SIDE 6063-T5 - R 8 ES3007-1 1/ LEAF DOOR LEAF- LOCK SIDE 8085-T6 9 ES3007-2 1/LEAF DOOR LEAF- KEEPER SIDE 6063-T6 - Q'0 w W 10 ES3006-1 AS REOD. SIDELITE STILE 6063-T5 - 0 . 11 FB-1202-914 2/ LEAF EXPOSED FLUSH SOLT STEEL SULLIVAN k ASSOCIATES 12 FB-1202-914 2/ LEAF CONCEALED FLUSH BOLT STEEL SULLIVAN k ASSOCIATES 13 E57011 AS READ. JAMS TRIM 6063-T5 OPTIONAL Z � '. 14 ES3012 1 SILL COVER 6063-T6 - a 15 E53013 2/LEAF WEATHERSTRIP ADAPTER 6063-TS 16 E53014-1 4/PANEL PANEL CLAMP 6063-T6 - �_ 17 ES3003-3 3/LEAF HINGE ASSEMBLY 6063-T8 SEE SHEET 2 i n J n 17A - 2/ LEAF PHOT HINGES - SEE SHEET 2 19 - - DOOR LOCK (SAVANNAH 2O1SL) - YALE X 20 - - DEAD BOLT LOCK (PREMIER) - YALE Sx 21 W2232ING AS READ. FIN-SEAL PILE W'STRIPPING - ULTRAFAB 22 ES3020 AS REDD. BULB WEATHERSTRIPPING VINYL AT SIDELITE PANELS �c } 23 - 1/ HINGE HINGE REINFORCING BAR ALUMINUM 1-1/4'X1/8"X4-1/4" LONG i J m 24 - AS READ, HINGE REINFORCING BAR ALUMINUM 1/8"THE. X 7-7/8" LONGn j m 25 - 2/LEAF 3/8"DIA.THREADED ROD W/NUTS STEEL - 26 - AS REGO. FRAME ASSY.SCREWS - /10 PAN HEAD SMS p M < 27 - AS REGO. MULUON REINFORCING CHANNEL A36 STEEL - _Z 3 J e 28 ES4014 AS READ. BOTTOM RAIL GLASS STOP NEOPRENE - Z 29 ES4019 AS READ. PANEL SILICONE STOP NEOPRENE - N C) 30 - AS READ. 3/8"DIA. X 1/8"HT. BUMPER SILICONE FRANK LOWE RUBBER CO. 4J N F 31 ES4013 AS READ. WEDGE GASKET EPDM DUROMETER 7313 SHORE A 32 ES3022 2/STILE FLUSH BOLT BRACKET 6063-T5 - 33 - 2/BKT. BRACKET INSTALLATION SCREWS - 110 X 1"FH SMS 34 Q/LON AS READ. DOOR PANEL W'STRIPPING - SCHLEGEL C, C O€ rvlN Oaq�BtxldeDAN =10 N4-0 0 D =o 0 c u a Env:JAVAO AHMAD GAN. FLA.PE/70582 $ n CAM.3638 O drowing no. W04-51 sheet 6 of 7 4 OW 2.125 rt.779 �-I -.225 .BBB + 1.5wW.078 2.250 .105 0 3 0.312 � + .668 at WEDGE GASKET (SCALE 1:q C z A { U 2.Oi6 2.t25 {ZL fSY 0O FRAME HEAD/JAMB a 3.350 1.808 078f-.0601 1 r .388 J g5 2.0100 ®+ n O p� I f -2.674�� L � aW3� 1soo�l 5/t6"as + 1s WEATHERSTRIP ADAPTER ® SHEAR PLATE STEEL PIN I (D J ZU' M i J Q+ 3.375 E IR`--1.750-� �1.OD0 .800 045 4.000 J.1152 w 3.5100 2.000 ® U i � to JAMB TRIM (OPTIONAL) IIL .913 LLi W5901.112 1Q 3 PIECE HINGE fn a © TOP/BOTTOM RAIL 960 8 n n + .250 1.5I31 Z 3 "u L 3zl 2.874 .125 2.000 N N .. 078m W .395 6 PANEL CLAMP ^ W LD o 2.000 MULLION n REINF. CHANNEL 3.350 '913 2.163 .590 .490-.-11.145 rwouCf AEV1SWb o € Q SIDELITE ADAPTER 1.750 6zt 1p .913 .078 whh list Fl rW g 1.145MA, me D .475 '094 .563 FYI] 1.500 r g g .062�=� .078 T �� •827 t" 1D SIDE LITE STILE 1 -4'000 log oSILL COVER Q3 FRAME SILL (STD.) o o S 7,250 C 4 u W U 4,625 7.750 0 4.000 .094 .913 I T .062.490 145 Engr..:WVAD AMW1D e CIVIL 1.984 5901.750 FU.C.A.N.' 70592 '8 1.750 .590 I� 2.000 .N 3538 4.000- W .5'e63- .094 ,9131• I .078 4.0�� 1 drawing I-1.750 -I W04-51 Q HINGE STILE Qe LOCK STILE/KEEPER STILE 8A HI-PROFILE BOTTOM RAIL ® FRAME SILL (HI-RISE) sheet6.tof 7 �4"u A I ,e 15 F w i U �0 25 5 0, M / 0&ac J � e FRAME TOP CORN R e R w 3am a � t, i p M a / o b / DOOR LEAF CORNER 0 STATIONARY PANEL OR SIDELiTE CORN R r�suer xAvuuw „g��g s�N!96'�p9 MU Ne M1erM 0 rr`:.•.;• .'.i.:..iii �OAI. -A ��owru Endr:JAV ,AMMAD FRAME BOTTOM 1GO NtR{ crm 2 g FU.PE i 70592 CAN. 539 drawing� W04-51 sheet 7of 7 MIAM1•�A� MIAMI—DADE COUNTY,FLORIDA rim PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING,ENVIRONMENT,AND REGULATORY 11805 SW 26 Street,Room 208 AFFAIRS(PERA) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315--2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.m1amidad1j&ytneral ES•Windows,LLC 10653 NE Quaybridge Ct. Miami,FL 33138 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 PERA— Product Control Section to be used in Miami—Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami—Dade County Product Control Section(In Miami—Dade County) and/or the AHJ (in areas other than Miami—Dade County) reserve the right to have this product or material tested d forquality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA 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 Aluminum Tube Mullions—L.M.I. APPROVAL DOCUMENT: Drawing No. M04-04,titled"Aluminum Tube Mullions",sheets 1 through 8 of 8, prepared by AL—Farooq Corporations, dated 04/26/04 and last revised on 03/05/12 w/ revision "F", 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, model/ series and following statement: "Miami—Dade County Product Control Approved" unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use,and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami—Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No.094825.03 and consists of this page 1, ce pages E-1 and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. scon,P f.��,L�L�] NOA No.124308.37 N M oe nlrr J Expiration Date: September 16,2014 5 2� Approval Date: May 31,2012 Page 1 r ' ES Windows,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 04-0712.01) 2. Drawing No. M04-04, titled "Aluminum Tube Mullions", sheets 1 through 8 of 8, prepared by AL-Farooq Corporations, dated 04/26/04 and last revised on 03/05/12 w/ revision"F",signed and sealed by Javad Ahmad,P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test,per FBC,TAS 202-04 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, Type "D-A" fixed window, Grade 10, Level LV 1 per ASTM F 588-04, Side-Hinged Door Systems per AAMA 1304-02 and per FBC 2411.3.2.1,TAS 202-94 along with marked-up drawings and installation diagram of windows mulled together, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-3810, dated 05/16/03, FTL-3819, dated 06/09/03 and FTL-3820, dated 06/09/03,all signed and sealed by Joseph Chan,P. E. (Submitted under previous NDA No:04-0712.01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC, prepared by AI-Farooq Corporation, dated 09/01/09, signed and sealed by Javad Ahmad,P. E. (Submitted under previous NDA No. 09-0825.03) 2. Glazing complies with ASTM E1300-98/04 D. QUALITY ASSURANCE 1. Miami-Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. None. Jaime D.Gascon,P. Product Control Section Supervisor NOA No. 17,--030&37 Expiration Date: September 16,2014 Approval Date: May 31,2012 E-1 ES Windows,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of no financial interest, conformance and compliance with the FBC-2010,dated 02/24/12, signed and sealed by Javad Ahmad,P.E. 2. Statement letter of conformance and no financial interest, dated 08/21/09, signed and sealed by Arshad Viqar, P. E. (Submitted under previous NOA No. 09-0825.03) 3. Laboratory compliance letter for Test Reports No.'s FTL-3810, dated 05/16/03, FTL-3819, dated 06/09/03 and FTL-3820, dated 06/09/03, issued by Fenestration Testing Laboratory,Inc., all signed and sealed by Joseph C. Chan,P. E. (Submitted under previous NOA No. 04-0712.01) G. OTHERS 1. Notice of Acceptance No. 09-0825.03, issued to ES Windows, LLC for their Series "Aluminum Tube Mullions — L.M.I", approved on 11/10/09 and expiring on 09/16/14. Jaime D.Gascon,P.E. Product Control Section Supervisor NOA No.12-0308.37 Expiration Date: September 16,2014 Approval Date: May 31,2012 E-2 Z ---------- ----------�I1 08 o W 3.000p^—GUZNG PRODUCT D a �` of o :-� ° 0& 4:� TYPICAL WINDOW FRAME I R'�---1111`Pa9J� J w of 1 -Ir 5.000 �� v Q f L II u O 6.000 3,000 4.000 v n I Z TUBULAR SHAPES O MULLION SYSTEM IS RATED FOR LARGE MISSILE IMPACT. F----2.000 ALLOY - 6063-T6 J V AND CAN BE USED WITH ALL MIAMI-DADE COUNTY APPROVED J IMPACT AND NON-IMPACT RESISTANT PRODUCTS. f J W J MULLIONS IONS CONTAINING TYPICAL GLAZING PRODUCTS m a RECTANGULAR ALUMINUM TUBE MULLIONS HORIZONTAL OR VERTICAL ~ 3w USING MULLION PROPERTIES ONLY .n M a SEE WINDOW OR DOOR APPROVAL FOR FASTENERS SIZES AND SPACING N NOTES: Z Z 3 j THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE Z) Z REQUIREMENTS OF THE FLORIDA BURRING CODE INCLUDING HIGH VELOCITY Joi O- HURRICANE ZONE(HVHZ). Q N _i ALL GLAZING PRODUCTS USED WITH THESE MULLIONS MUST MEET THE W APPLICABLE BUILDING CODE REQUIREMENTS LE: WINO LOAD, WATER INFILTRATION, FORCED ENTRY RESISTANCE. SAFEGUARDS ETC. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SMALL BE AS LISTED,SPACED AS SHOWN ON DETAILS,EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL COVERING(STUCCO,TILE ETC.). jil: ANCHORING CONDITIONS OTHER THAN THOSE SHOWN IN THESE DETAILSARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS WTO WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT CAME INTO CONTACT WITH OTHER DISSIMI AR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BLDG.CODE SECTION 20D3.8.4. INSTRUCTIONSUSE CHARTS AND GRAPHS AS FOLLOWS. STEP 1 DETERMINE DESIGN LOAD REQUIRED PER ASCE 7 FOR PARTICULAR OPENING. STEP 2 USE MIAMI-DADE COUNTY APPROVED GLAZING PRODUCTS MEETING ABOVE LOAD REQUIREMENTS. EnFr,IAFAD u STEP 3 USE CONNECTION TO MULLION AS PER PRODUCT PRDDUCTRIIVLS� CM/L APPROVAL. UuOdwNh1Y'WFlaida /' FLA.A.M.S6 B5F2 USING CHARTS ON SHEET 3 SELECT MULLION SIZE WRH /G'• `�✓•3 - s STEP 4 DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED AcaptmleoNoo IN STEP 1 A80VE. T / O USING ANCHOR TYPES ON SHEETS 5 THRU 8 AND ANCHOR CHARTS ` Browing n0. STEP 5 ON SHEET 1,SELECT ANCHOR TYPE WITH DESIGN RATING Miwni Mte Produd Comrol MORE THAN THE DESIGN LOADS SPECIFIED IN STEP 1 ABOVE. MAR 6 6 2012 M04-04 sheet 1 oT 8 1.000 1.000 � .125 .323 2.000 .125 � 2.000-^��.250 �� ao I I I a 1.000 2.000 --{ 1.000 r�.125 ��•125 Q r Z .125 .338 i .125 � W 4.000 •125 A 4.000 aY 3.000 Lo O w J•000 .125 8.000 6.000 $N 9. pppq .3JB .323 5,000 .125 .125 .250L L u t f O y�� 1 X3 1 X4 QW34' 1 X 3 1 X 4 CUSTOM MULLION CUSTOM MULLION STD, MULLION STD. MULLION = 6063-T6 6063-T6 6063-76 6063-T6 aW�f � �2.000 -V25 L L O .125 z'oDO �T000�--.125 2 X L 2 X 6 2 X 6 z }II� STD. MULLION STD. MULLION HEAVY MULUON e 6063-T6 6063-T6 6063-T6 J v qh .125 F---2.000 4.000 a� 3.000 .125 W 4 03 Ed. Z) p Wdn M v 3 Ed - M .EDGE . L L Z Z � .2 Z 1/2-FOR 1/4"DU.ANCHORS _ 5/8'FOR 5/16"dA. ANCHORS 2 X 3 2 X 4 Q N C) v ANGLE CLIP STD. MULLION STD, MULLION W N k' 6063-T5 6063-T6 6063-T6 C� .720 1.690 .156 TYP. o g C .125 2.750 3.250 `ux 2.000 1.405 $ g C u �3.750� F- 4.500 ---�I � c u NOTCH E Yv OPTIONAL NOTCHOPTIONAL Erp1:JAVAO AHMAD ITYP *Ed.. FLA.PEMrrL 770342 PRODUCC RIiVISBD Cd.N. SSe __2 pl Y the Fbdda § 0Ed - MIN. EDGE DIST. Ed, Ed MIN. EDGE DIST. drowi01/2"FOR 1/4"DN.ANCHORS 1/2"FOR 1/4'DIA,ANCHORS5/8"FOR 5/16"DIA.ANCHORS 5/8'FOR 5/16"DW ANCHORS Mian71 " M04-04 MULLION CLIP MULLION CLIP App o 6 2UIZ 6063-T6 ,1 6063-T6 MAR Shee!2 Of $ DESIGN LOAD CAPACITY - PSF(TUBE MULLIONS) DESIGN LOAD CAPACITY - PSP(TUBE MULLIONS) DESIGN LOAD CAPACITY - PSF(TUBE MULLIONS) �y . 1 X 3 1 X 4 1 X 3 I X 4 1 X 3 1 X 4 o CUSTOM CUSTOM CUSTOM CUSTOM CUSTOM CUSTOM I WINDOW DIMS. WINDOW DIMS. WINDOW DIMS. 1 X 3 1 % 4 2 X 3 2 X 4 2 X 6 2 X 8 2 X 8 1 X 9 1 X 4 2 X 3 2 X 4 2 X 6 2 X 8 2 % 8 1 X 3 1 X 4 2 X 3 2 X 4 2 % 6 2 X 8 2 X 6 g WIDTH (W)MULL SPAN STD. STD. SPD. STD. STD, STD. HEAVY WIDTH (W)MULL SPAN STD. STD. STD. STD. STD. STD. HEAVY WIDTH(W) MULL SPAN STD. STD. STD. STD. STD. STD. HEAVY ZO 19-1/8" 150.0 150.0 150.0 150.0 150.0 150.0 150.0 19-1/8" 74.6 140.9 115.1 150.0 150.0 150.0 150.0 19-1/8" - 37.9 27.3 55.3 96.7 146.1_ 150.0 0 26-1/2" 150.0 150.0 150.0 150.0 150.0 150.0 150.0 26-1/2' 53.8 101.7 83.1 148.6 150.0 150.0 150.0 26-1/2' - 27.3 - 39.9 89.8 105.5 150.0 g ' 3L1' 150.0 150.0 150.0 150.0 150.0 150.0 150.0 30" 47.5 89.8 73.4 131.3 150.0 150.0 150.0 30" - 24.1 - 35.3 61.7 93.2 150.0 G 37" 150.0 150.0 150.0 150.0 150.0 150.0 150.0 37' 38.5 72.8 59.5 106.4 148.9 150.0 150.0 1. - - - 28.6 50.0 75.5 138.8 0 42" 149.6 150.0 150.0 150.0 1 150.0 150.0 150.0 42" 33.9 64.2 1 52.4 93.8 131.2 150.0 150.0 42" - - - 25.2 44.1 68.5 122.3 IL C LL 48" JB-J/8" 130.9 150.0 150.0 150.0 150.0 150.0 150.0 48" 74-1/4" 29.7 56.1 45.9 62.1 114.8 150.0 150.0 48" 120" - - - 22.0 38.5 58.2 107.0 O 8 a 54" 116.3 150.0 150.0 150.0 150.0 150.0 150.0 54" 26.4 49.9 40.8 72.9 102.1 135.2 150.0 54" - - - - 34.3 51.8 95.1 60" 104.7 150.0 150.0 150.0 150.0 150.0 1504 60' 23.8 44,9 36.7 65.6 91.8 121.7 150.0 80" - - - - 30.8 46.6 85.6 0' M q 66" 95.2 150.0 146.8 150.0 150.0 150.0 150.0 88" 21.6 40.8 33,4 59.7 83.5 110.6 150,0 66' - - - - 28.0 42.3 77.8 0 Q p /`•rXvQ) 72" 87.3 140.1 134.6 150.0 150.0 150.0 150.0 1 72' - 37.4 30.6 54.7 76.5 101.4 150.0 1 72" - - - - 25.7 1 38.8 71.3 y ID 19-1/6 150.0 150.0 150.0 150.0 150.0 150.0 150.0 19-1/8' 51.5 110.1 79.5 150.0 150.0 150.0 150.0 19-1/8" - 28.5 20.5 41.6 72.7 115.6 150.0 Q w 3 26-1/2" 136.2 150.0 150.0 150.0 150.0 150.0 150.0 26-1/2" 37.2 79.4 57.4 116.1 150.0 1500 150.0 26-1/2' - 20.5 - 30.0 52.5 83.4 150.0 2 I�Wpy f 1. 120.3 150.0 150.0 150.0 150.0 150.0 150.0 30" 32.8 70.2 50.7 102.6 143.5 150.0 150.0 30" - - - 28.5 46.3 73.7 135.4 a W N 37" 97.6 150.0 150.0 150.0 150.0 150.0 150.0 37" 26.6 56.9 411 83.2 116.4 150.0 150.0 37" - - - 21.5 37.6 59.7 109.8 42' 85.9 138.0 132.6 150.0 150.0 150.0 150.0 42" 23.4 50.1 1 36.2 73.3 102.5 135.8 150.0 42" - - - - 33.1 51.6 96.7 48" 50-5/8" 75.2 120.8 118.0 150.0 150.0 150,0 150.0 48' 84' 20.5 43.9 31.7 64,1 89.7 118.8 150.0 48" 132' - - - - 29.0 46.1 84.6 n 54" 66.8 107.3 103.1 150.0 150.0 150.0 150.0 54' - 39.0 28.2 57. 79.7 105.6 150.0 54" - - - - 25.7 40.9 75.2 60" 60.2 96.6 92.8 141.2 150.0 150.0 150.0 80" - 35.1 25.3 51.6 71.8 95.1 150.0 60" - - - - 23.2 36.6 67.7 Z e 66" 54.7 87.8 84.4 128.4 150,0 150.0 150.0 66" - 31.9 23.0 46.6 65.2 88.4 150.0 66" - - - - 21.1 33.5 81.5 O 72" 50.1 80.5 77.3 117.7 150.0 150.0 150.0 72" - 29.2 21.1 42.'1 59.8 79.2 145.6 72" - - - - - 30.7 56.4 -1 19-1/8' 143.8 150.0 150.0 150.0 150.0 150.0 150.0 19-1/8" 34.5 74.0 53.3 1081 150.0 150.0 150.0 19-1/8" - 21.9 - 32.0 58.0 89.0 150.0 2 >QQ' 26-1/2" 103.6 150.0 150.0 150.0 150.0 150.0 150.0 28-1/Z" 24.9 53.4 38.4 76.0 124.4 150.0 150.0 26-1/2" - - - 23.1 40.4 84.3 118.0 ld m 30" 91.7 147.2 141.4 150.0 150.0 150.0 150.0 30' 22.0 47.2 34.0 66.9 109.9 145.6 150.0 Jo" - - - 20.4 35.7 56.6 104.3 m w 37" 74.3 119.3 114.7 150.0 130.0 150.0 150.0 37" - 38.2 27.5 55.9 89.1 118.0 150.0 37" - - - - 28.9 46.0 84.5 F- Q'D Po 42' 65.5 105.1 101.0 150.0 150.0 150.0 150.0 42" - 33.7 24.3 49.2 78.5 104.0 150.0 42' - - - - 25.5 40.5 74.5 n M 48" 58" 57.3 92.0 88.4 134.5 150.0 150.0 150.0 48" 96" - 29.5 21.2 43.1 68.7 91.0 150.0 48' 144' - - - - 22.3 3.5.5 65.2 Z 0 54" 50.9 81.8 78.6 119.5 150.0 150.0 150.0 54' - 26.2 - 38.3 61.0 80.9 148.6 54" - - - - - 31.5 57.9 Z�'u-.. 60" 45.8 73.6 70.7 107.6 150.0 150.0 150.0 60" - 23.6 - 34:4 54.9 72.8 133.7 60" - - - - - 28.4 52.1 J N Be, 41.7 66.9 64.3 97.8 136.8 150.0 150.0 66" - 21.4 - 31.3 49.9 68.2 121.6 66" - - - - - 25.8 47.4 Q ul 72' 38.2 61.J 58.9 89.6 125.4 150.0 150.0 72" - - - 28.7 45.8 60.7 111.5 72' - - - - 23.5 43.4 19-1/8' 121.9 150.0 150.0 150.0 150.0 _150.0 150.0 19-1/8' 24.2 51.9 1 37.4 1 75,9 132.7 1 150.0 150.0 n 20-1/2 88.0 141.2 135.7 150.0 150,0 150.0 150.0 26-1 2" - 37.5 27.0 54.8 95.8 130.2 150.0 ARCHES TO GU AR SHAPERIBED HORIZONTAL MULLION / / INSIDE RECTANGULAR SHAPE 30' 77.7 124.8 119.9 150.0 150.0 150.0 150.0 30' - 33.1 23.9 48.4 64.6 115.0 150.0 y ' 37' 63.0 101.2 97.2 147.9 150.0 150.0 150.0 37" - 26.9 - 39.2 68.6 93.3 150.0 LAZING Cy 42" 55.5 89.1 85.6 130.3 150.0 150.0 150.0 42" - 23.7 - 34.6 50.4 82.2 150.0 1 VERTICAL PRODUCTvERnCAL 48" 83" 48.8 78.0 74.9 114.0 150.0 150.0 150.0 48" 108" - 20.7 - 30.2 52.9 71.9 132.1 MIAu o $ S4" 43.2 69.3 66.6 101.3 141.8 150.0 150,0 54' - - - 26.9 47.0 63.9 117.4 z - 8 60' 38.8 82.4 59.9 91.2 127.6 150.0 150.0 80" - - - 24.2 42.3 57.5 105.7 GLAZING GLAZING a PRODUCT PRODUCT r 0 ? 86" 35.3 56.7 54.5 82.9 116.0 150.0 150.0 66" - - - 22.0 38.5 52.3 98.1 310 211 GLAZING GLAZING 72" 32.4 52.0 49.9 76.0 106.3 140.8 150.01 72' - - - 20.2 35.3 1 47.9 86.1 PRODUCT PRODUCT ALL LOADS ARE EXT.(+)/INT.(-). o e 8 3 NOTE: wt 2 I MULLION SPAN I C S MULLIONS RATED IN THESE CHARTS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY. (INTERPOLATION BETWEEN WIDTHS ALLOWED) Engr,AVAO AIIMAD RODIICTxwVLsm3 TYPICAL MULLION ARRANGEMENTS 100101'�"adwith iD'�01�0 FLA.PE/70592 fuBd1NO �r W1 + W2 C.A.N.3538 WIDTH (W) _ 20* ± ANCHORS TYPE '0' AND 'E' APPLICABLE TO 2 $ 4", 5" AND 6" TUBE MULLIONS. P Control -- ANCHORS TYPE 'A', 'S' AND 'C' APPLICABLE TO drawing no. ALL TUBE MULLIONS. MULLIONS p81p�2 M04-04 �LA sheet 3 of 8 DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF DESIGN LOAD CAPACITY - PSF 4 V W WINDOW DIMS. ANCHORS TYPE WINDOW DIMS. ANCHORS TYPE WINDOW DIMS. ANCHORS TYPE o WIDTH (W) MULL SPAN A B C D E WIDTH (W)MULL SPAN A B C D E WIDTH (W)MILL SPAN A B C D E c 19-1/8' 150.0 150.0 150.0_ 150.0 150.0 19-1/8" 116.0 150.0 150.0 150.0 150.0 19-1/8" 71.8 133.0 93.4 150.0 150.0 Z n j 26-1/2" 150.0 150.0 150.0 150.0 150.0 26-1/2' 83.7 150.0 108.9 150.0 150.0 26-1/2" 51.8 98.0 87.4 134.8 150.0 O 30" 143.1 150.0 150.0 150.0 150.0 30" 74.0 137.1 96.2 150.0 150.0 30" 45.8 84.5 59.5 119.0 148.8 Q j m 37' 116.0 150.0 150.0 150.0 150.0 37" 60.0 111.1 78.0 150.0 150.0 1 37" 37.1 88.8 48.3 96.5 120.6 IS 42' 102.2 150.0 132.9 150.0 150.0 42" 52.8 97.9 68.7 137.4 150.0 42" 32.7 60.6 42.5 85.0 106.3 48" 38-3/8" 89.4 150.0 116.3 150.0 150.0 48" 74-1/4" 46.2 65.7 80.1 120.2 150.0 48" 120" 28.6 53.0 37.2 74.4 93.0 54' 79.5 147.3 103.4 150.0 150.0 54" 41.1 76.1 53.4 106.9 133.6 54" 25.4 47.1 33.1 66.1 82.7 C a 80" 71.5 132.6 93.1 150.0 150.0 60" 37.0 68.5 48.1 96.2 120.2 80" 22.9 42.4 29.8 59.5 74.4 V p M b6" BS.O 120.5 84.6 150.0 150.0 66" 33.6 62.3 43.7 87.4 109.3 66" 20.6 38.5 27.1 54.1 67.6 ^0'C I+1 72" 59.6 110.5 77.6 150.0 150.0 72" 30A 57.1 40.1 80.2 100.2 72" - 35.3 24.8 49.6 62.0 8 r 19-1/8" 150.0 150.0 150.0 150.0 150.0 19-1/8" 102.5 150.0 133.4 150.0 150.0 19-1/8" 65.3 120.9 84.9 150.0 150.0 ♦Y 335544 W 26-1/2' 122.8 150.0 150.0 150.0 150.0 28-1/2" 74.0 137.1 96.3 150.0 150.0 26-1/2" 47.1 87.3 61.3 122.5 150.0 Q �' {LZ�- 30' 108.5 150.0 141.1 IS0.0 150.0 30' 85.4 121.1 85.0 150.0 150.0 30" 41.8 77.1 54.1 108.2 135.3 � 37" 87.9 150.0 114.4 150.0 150.0 37' 53.0 98.2 66.9 137.9 150.0 37" 33.7 62.5 43.9 87.7 109.7 a w „ 42" 77.5 143.6 100.8 150.0 150.0 42" 46.7 86.5 60.7 121.5 150.0 42" 29.7 55.1 38.6 77.3 96.6 O 48" 50-5/8" 67.8 125.6 88.2 150.0 150.0 48' g4' 40.9 75.7 53.1 106.3 132.9 48" 132" 26.0 48.2 33.8 67.6 84.5 54' 60.3 111.7 78.4 150.0 150.0 54" 36.3 67.3 47.2 94.5 118.1 54" 23.1 42.6 30.1 60.1 75.2 60" 54.2 100.5 70.5 141.1 150.0 60" 32.7 60.6 42.5 85.0 106.3 L10. 20.8 38.5 27.1 54.1 67.6 V Y 66" 49.3 91.4 64.1 128.3 150.0 66" 29.7 55.1 38.8 77.J 98.8 88" - 35.0 24.6 49.2 81.5 Z O 72" 45.2 83.8 58.8 117.8 147.0 72" 27.2 50.5 35.4 70.9 88.6 72" - 32.1 22.5 45.1 56.4 J 19-1/8" 146.5 150.0 150.0 150.0 150.0 19-1/8" 89.7 150.0 116.7 150.0 150.0 19-1/6' 59.8 110.8 77.8 150.0 150.0 D 26-1/2" 107.2 150.0 139.4 150.0 150.0 26-1/2' 64.8 120.0 84.2 150.0 150.0 26-1/2" 43.2 80.0 56.2 112.3 140.4 2 JVJ >� 30' 94.7 150.0 123.1 150.0 150.0 30" 57.2 106.0 74.4 148.8 150.0 30" 38.1 70.7 49.6 99.2 124.0 W J 37" 76.6 142.3 99.8 150.0 150.0 37" 46.4 85.9 60.3 120.6 150.0 37" 30.9 57.3 40.2 80.4 100.5 O3 w Q(O N 42' 67.6 125.3 88.0 150.0 150.0 42" 40.9 75.7 53.1 106.3 132.9 42" 27.2 50.5 35.4 70.9 88.6 N 48' g6" 59.2 109.7 77.0 150.0 150.0 48" 98" 35.8 66.3 46.5 93.0 118.3 48" 144' 23.8 44.2 31.0 62.0 77.5 00 M 54" 52.6 97.5 68.4 136.8 150.0 54" 31.8 58.9 41.3 82.7 103.3 54" 21.2 39.3 27.6 55.1 68.9 2 Z 3�n 60" 47.3 87.7 61.6 123.1 150.0 60" 28.6 53.0 37.2 74.4 93.0 60" - 35.3 24.8 49.6 82.0 3 Z L''vI 68' 43ol .0 79.7 56.0 111.9 139.9 66" 28.0 48.2 33.8 67.6 84.5 66" - 32.1 22.5 45.1 58.4 Z) O- 72" 39.4 73.1 51.3 102.6 128.3 72" 23.8 44.2 31.0 62.0, 77.5 72" - 29.4 20.7 41.3 51.7 Q Lij N 19-1/8" 136.7 150.0 150.0 150.0 150.0 19-1/8" 79.8 147.8 103.7 1$0.0 150.0 HORIZONTAL MULLION R 26-1/2" 98.7 150.0 128.3 150.0 150.0 26-1/2" 57.6 106.7 74.9 149.7 150.0 ANCHORS ANCHORS ARCHES TO BE INSCRIBED 30" 87.2 150.0 113.4 150.0 150.0 30" 50.8 94.2 66.1 132.5 150.0E A,B,C.D ORE TYPE AB,CA OR E INSIDE RECTANGULAR SHAPE Y 37" 70.7 131.0 91.9 150.0 150.0 37' 41.2 76.4 53.5 107.2 134.1 _ G 42" 62.3 115.4 81.0 150.0 150.0 42" 36.3 67.3 47.2 94.5 118.1 "GLAZING 48' 63" 54.5 101.0 70.9 141.7 150.0 48" 108' 31.8 58.9 41.3 82.7 103.3 VERTICAL PRODUCT 3 0 R 54" 46.4 89.7 63.0 126.0 150.0 54" 28.2 52.3 38.7 73.5 91.9 MULLION pp 25 80' 43.6 80.8 56.7 113.4 141.7 60" 25.4 47.1 73.1 66.1 82.7 ANCHOR j1 `u C 88" 39.6 73.4 51.5 103.1 128.8 66" 23.1 42.8 30.1 60.1 75.2 GLAZING GLAZING TAIL/1 '1 N 0 2 9� PRODUCT PRODUCT 1L ; 72" 36.3 67.3 47.2 94.5 118.1 72" 21.2 39.J 27.6 55.1 68.9 GLAZING GUZING ANCHORS PRODUCT PROIX1Cf A,B,C,D OR E ALL LOADS ARE EXT.(+)/INT.(-). 2 o . \-ANCHORS O a g A,B.C,O OR E NOTE: 1 WI W2I MULLION SPAN I i C. o w ANY ANCHOR CONDITION SHOWN HEREIN MAY COVER � LOCATIONS AT HEAD, SILL OR JAMB ENDS. REVISED FOR ANCHORS DESCRIPTION SEE SHEETS 5 THRU 8. TYPICAL MULLION ARRANGEMENTS mgr:JAVAD AH IVILe�11y1118 whh Lbe Flo" � (INTERPOLATION BETWEEN WIDTHS OR SPANS ALLOWED) RA.PC t 7059; Li1MOgcoN �o-wa'3 WIDTH (W) a Wt + W2 GA.N.3536 2g ANCHORS TYPE V AND 'E' APPLICABLE TO p,I � o 4", 5" AND 6" TUBE MULLIONS. drowing no. ANCHORS TYPE 'A', 'B' AND 'C' APPLICABLE TO ANCHORS RpeZ01z M04-04 ALL TUBE MULLIONS. sheet 4ot 8 ' 1/4'OIA ULTRACONS 1/4"OU.ULTRACONS 1/4"DIA.ULTRACONS 1/4'DIA. ULTRACONS Ed. 2 PER CLIP(I ON EACH WING) 1 PER ANGLE Ed. 2 1/4' 4 PER CLIP(2 ON EACH WING) 2 PER ANGLE g �— C gzz MW. 0 j 111... r 0II IIUP I I I I t LJ 1 FLOATING CUP aIBY SIDE MULL 11 I I 2 X 2 X 1/8' 1BYSNUG FR INSIDE MULL I 2 X 2 X 1/8" QI[ WOOD BUCK 11 II ALUM ANGLE WOOD BUCK II IIIt II ALUN ANGLEQ/14 SMS LI U U _________ U LI _____________ r /14 SMS1 -S/4"O.C. MIN. i I I t 1-0/4'O.C.MIN. I 2 PER ANGLE I I 1 I II2PER ANGLE I I LL=ul 1 1 y O{N Q W 5 s n n 1/4'DUI. ULTRACONS 1/4"DIA.ULTRACONS z I�`I / 1/4'DIA.ULTRACONS 1/4'OU. ULTRACONS .y 2 PER CUP(1 ON EACH WNC) 1 PER ANGLE 4 PER CLIP(2 ON EACH WING) 2 PER ANGLE O Ed. 1`MIN. J Jm W J I I I I I m F 'Q�n ;,70, a II 1:t z II U WOOD BUCK IL-JI FLOATING CLIP I I 11 / IL-JI FLOAiiNC CUP I I i I Q (n N OR Irl SNUG FIT INSIDE MULL I I I I 2 X 2 X 1 8' W000 B2 By UCK ii i� SNUG FIT INSIDE MULL I I I I L2 X 2% 1/8' J ,I I, 11 I I ALUM ANGLE I I I I ALUM ANGLE W g r tv W� ;J U UX14 SNS U U \ _________ STRUCTURE I I /14 SMS I I \ ___________.__ I I 1 O 1 I I 1 1-3/4"O.C. MIN, 1 I i I I 1 1-3/4 O.C.MIN. i I I I I I 2 PER ANGLE I I I I I I 2 PER ANGLE 1 I I I 1 I ANCHORS TYPE 'B' Etl. PRODOCI'RE SED g$8 r es aomplyin8 wi811ho FlDride q m„ g BuBdhlgCodo 2- 9 3 � 1/4'DIA. ULTRACONS BY'ELI. ./�) Acceptann ./ 0... . ULTRACONS MAY BE HEX OR FIAT HEAD U O SUBSTRATE Ed. a MIN. EDGE DIST. MIN. EMBEDMENT '3 WOOD 1" _ Mieroi adSPro u Iml L- _________ BLOCK 2-1/2' ' 1-1/4` Engr.JAW&AHMAD o 1 I CONCRETE 2-1/2" 1-1/2" FLA. PE 1 m �' n ALTERNATE A ANCHOR LOCATION ALL CUPS AND ANGLES TO FIT SNUG INTO TUBE MULUONS. CLIPS OR ANGLES CONNECTED DIRECTLY TO MASONRY TO BE PROTECTED WITH ALKALI-RESISTANT COATINGS.SUCH AS BITUMINOUS PAINT OR drawing no. WATER-WHITE METHACRYLATE LACQUER. Mao-04 ANCHORS TYPE 'A �6��ti2 sheet 50( 8 1/4'00.ULTRACONS 1/4"OLA.ULTRACONS 1/4"DIA. ULTRACONS 1/4-DA.ULTRACONS �� a 2 PER CLIP(1 ON EACH WING) 1 PER ANGLE Ed. 4 PER CLIP(2 ON EACH WING) 2 PER ANGLE vl z $ �y 0 'MIN. .. MIN. 1.. 1•� ..I• F {•G7 S I1 it ^� II II Y M Ij j II II O P t II I I iV I I I I �U a I II I L J I FLOATING CLIP II I I i t P L L J( I I 1 1 Irrl SNUG FIT INSIDE MULL II II 2 X 2 X 1/B" P 4 Ir, II I 2%2 X 1/B" 1�y1 I 11 II 1I ALUM ANGLE P t ^ I1 II ALUM ANGLE Q•K yu R X14 SMS V Lj \ -_____________.,I I I LI L 0 e.so FLOATING CUP I I I 1-3/4"O.C. MRI. I I I I I I I 1 I I I I 2 PER ANCLE I 1 I I 1 I SNUG FIT INSIDE MULL I 1 Ip 3 I I 1 I 1 I I I 1 1 I I GK7 I I 1 I I I I I 1 I X14 SMS i i Z I I 1 I I 1 1 I I I 4 PER ANGLE I I I I 1 I I I I 1 I I I J d I i I 1 1 I 1 I I I i I Q W I 1 I I I I I 1 I I 1 I I 1 � n Ed. n z 1 0 I I I I . I.• - 1 J a`fe N _______-_� W I LL � it i r1 1 I �O i F 3a`oF I I Z Cz n I 3- IA S Z I I � i I _. I I Q �N e: 3"MIN. .. LOCATION OF SCREWS CONNECTING O Ed. ANGLES TO TUBES 1/4"DIA, ULTRACONS 2 PER CUP(1 ON EACH WING) `� C ANCHORS TYPE 'D' ° 'm APPLICABLE FOR 4", 5" AND 6" TUBE MULLIONS a 1 1 PRegloplyieODUCT TtRVISBD c m $$ L 1 i NI g with.FMaide w 4 1 1/4"CIA.ULTRACONS BY'ElCO' BadAcca=4—_ ng a o S U tl ULTRACONS MAY BE HEX OR FLAT HEAD 1 1 No SUBSTRATE Ed, MLN. EDGE 01ST. MIN. EMBEDMENT No WOOD 1" 1_3/8 " L---------- ^ _ I I BLOCK 2-1/2- 1-1/4" Eng,.JAVAD.AHMAD n I 1 CPAL 7� 2 i CONCRETE 2-1/2' ' 1-1/2" F t PE 3539 . ' y �g ALL CLIPS AND ANGLES TO FR SNUG INTO TUBE MULLIONS. ALTERNATE CUPS OR ANGLES CONNECTED DIRECTLY TO MASONRY TO BE PROTECTED O ANCHOR LOCATION WITH ALKALI-RESISTANT COATINGS,SUCH AS BITUMINOUS PAINT OR drowing n0. WATER-WHITE METHACRYLATE LACQUER. ANCHORS TYPE 'C' p5V1 M04-04 pR sheet 6 of $ 3 5/16"DIA.ULTRACONS 5/16"OMA ULTRACONS Ed. 4 PER CUP(2 ON EACH WING) 2 PER ANGLE ZF nn MIN.' ,. • N W ]( Q d •r � 1`JI N 0 II II 7 °n II II 2 X 2 X 1/6" O1: m II y 1i 1 I 11 ALUM ANGLE cy OC1 h1 +(--------------1 f FLOATNJG CLIP U L, 0 Q Q I I I I SNUG FR INSIDE MULL I 1 0 0 a 1 I i I ®14 SAS I �• I I i 4 PER ANGLE I i dl LL z $_ all 1 I I 1 I I Q zW 0 n n n n UI a Z O J W. I I i 1 w i i m p n i I + 1 I 1/2'(2) 4 $n MM1 r _J 1 Z ?3 J b 3" 3zu I 1 Q LTO C4 ... LOCATION OF SCREWS CONNECTING O ANGLES TO TUBES �s ANCHORS TYPE 'E' ss APPLICABLE FOR 4 5" AND 6" TUBE MULLIONS ®�% i o8S8"' oo«r�2 9988 O 5/16'OU. ULTRACONS 13Y'ELCO' 1 ULTRACONS MAY BE HEX OR FLAT HEAD - _ I Engr;JAVAO AHMAD SUBSTRATE Ed. - MIN. EDGE DIST. MIN. EMBEDMENT CIVILFLA.PE _ `i CONCRETE 2-1/2' 1-3/4" PRODUCTREVISED C.A.N.5630 2 -comlyins with a-Find& S � b € ALL CUPS AND ANGLES TO FIT SNUG INTO TUBE MULLIONS. BoRMcB Co CLIPS OR ANGLES CONNECTED DIRECTLY TO CONCRETE TO BE PROTECTED AadAP- WITH ALKALI-RESISTANT COARNGS, SUCH AS BITUMINOUS PAINT OR / drawing no. WATER-WHITE METHACRYLATE LACQUER. M04-04 y P,eal�+ SAB p 6 2012 sheet 7 0l 8 114 SMS [%!7uj SEE CHART FOR QUANTITIES TUBE MULLION »L n S FIFZ. / W O ------ ---- -- 4 IL o � � ------- ----- -- 0 c'CI♦� SCRENS a TYPE A 1 2 1 c 110 2/S�IDUE I I r TYPE C 2 1' 1/8»THICK ALUM CHANNEL Io LENGTH TO FR SNUG I I TYPE E 4 d y INTO MUWON i j TUBE MULLION 0 <p I i I 0 TUBES MAY BE NOTCHED LL Z dj AS SHOWN TO ALLOW INSTALLATION 1 j CLD ANGLE ZZ ieui CAULK JOINT AFTER ASSEMBLY Q W g 114 FH SMS I O 1-1/2»O.C.1 MIN. I ACCESS HOLE SEE�URf I n FOR DUAN P1lES I n I V 1 Z m WI O -J------ ----- -------- ------ FCN SCREW CAN BE I DTALLEO�MIyE }ER i21PER CL0 FH i ZZ3t'O.C.AM5 3 z I I J N N a Wcli c� 1-3/4»X 2»X t/B'(FOR 28Y TUBE) - D 3/4"X 2»X 1/B»FOR(18Y TUBE) ALUM ANGLE CUT TO FIT SNUG INSIDE TUBE C G ANCHORS DETAIL #1 " METAL TO METAL CONNECTION E 114 SMS SUBSTRATE I Ed. MIN. EDGE DIST.MIN CL TO CL SPACING y o S S ALUMINUM 1 5/8" 1/2» y o u d ffi o c i O Ugr: VAD AHMAO •r c CIVA. FLA.PE 0 70582 PRODUCT REVISBD C.AN.3538 . m ommPlr�+sh 2�0�✓C78.37 So Au7"'g Codd / AoceWmlceNo ,! Fx 1 drowln9 no. nuaedT3zaa cu,el�� o52p12 M04-04 sheet$of $ Miami Shores Village OCT Building Department 'te2�� 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 `. Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC ,210 BUILDING Master Permit No. PERMIT APPL sub Permit No. REV EeBUILDING "I ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP q CONTRACTOR DRAWINGS JOB ADDRESS: 1�� 6"S f V a . City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 1[32 O sv�2 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): C-1 1J "r-%_A�yS X, l Phone#: 3o Address: 4) 3 0 1 N DdZ city: tit% ftv-%( 5 yto Z�J State: Zip: Tenant/Lessee Name: 1 Phone#: Email: `�v� �-^�Y l0.eN to S U.Y' . v CONTRACTOR:Company Name: r-n 2 reo J P Phone#: 9 51 F ZZ 3 5-c) 0 Address: 4-4A3 N W 4 $'T City: F—t-- to 0-1'P& State: �— Zip: 33 1 �� Qualifier Name: _TV A%4 I f_A_ W S . Phone#: Z" YZZ 3 59 0 State Certification or Registration#: C C.ti t_ (S Certificate of Competency#: DESIGNER:Architect/Engineer: r,A Prlg-►C- Phonet#: 3as- S 22 3 0 3-' Address: 3 N RC 92 S-" City: � � �� tate: 'P(_Zip: 331"2, Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition [F] Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: D0,042. OPCCN)N(IS 'i• It OF I?Yu °t UrNJ 'F%V-Tv TtoO�F►Eb tilOrr rCIQ. Ste-r'1+ toCANgN%�N , VPnA'tC-D C-I C-r&Ium" QTL TS It4*1SI V;IlE�9\Ar VE ttx 1 Sri 1 N!) Cc�xcC-'C W 4t--CVL N lokl'e fL W FSA S Specify color of color thru tile: Submittal Fee$ Permit Fee$ J 4�� CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address _ City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. 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 n t absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. O�V�fn Si natureSignature1/W g WNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of_�4 20� by _�day of /9b 120 �y• , by /GrJ f�C//'I J /_ Lwho is personally known to J O19,-V1i 9 aac'!n ,w ersonally known to me or who has produced/,--- 17 I/s�y 7 6 YZ9/660 me or who has produced identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: :o Notary Public state of Florida 5 Seal: Joanna M Feliciano !o My Commission FF 082753 4i Notary Notary Public State of Florida %OFwo Expires 01/12/2018 Joanna M Feliciano c � My Commission FF 082753 #****#**##*#***#******#*#***#*** *##*#** ###*####*##** Wire */**12*1*# * **** ****#****#****##** APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Miami Snores Village 7FD— OCT 14 2014 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 FBC 20 � BUILDING aster Permit No.RC 14 - 689 PERMIT APPLICAT Sub Permit No. E 1L I y —12. 1 Z ❑BUILDING FE—] ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 9301 N BAYSHORE DR City: Miami Shores County: Miami Dade Zip:33138 Folio/Parcel#: 1132050270560 Is the Building Historically Designated:Yes NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder):GUY KURLANDSKI Phone#:305.297.0803 Address:9301 N BAYSHORE DR City: MIAMI SHORES State: FL Zip: 33138 Tenant/Lessee Name: Phone#: Email: GUYKURLANDSKI@HOTMAIL.COM CONTRACTOR:Company Name: UNITED ELECTRICAL SERVICES Phone#: 786.255.0529 Address: 26453 SW 135 CT City: HOMESTEAD State: FL Zip: 33032 Qualifier Name: MANUEL GARCIA Phone#: State Certification or Registration#: ER 13014669 Certificate of Competency#: DESIGNER:Architect/Engineer: MARK CAMPBELL Phone#: 305.528.3037 Address:373 NE 92 ST City: MIAMI SHORE!tate: FL Zip. 33138 Value of Work for this Permit:$ i �� Square/Linear Footage of Work: Type of Work: ❑ Addition '� AAlteration E] New ❑ Repair/Replace El Demolition d7k Description of Work: `^'«T el)C-K<ak C- C)01 —(S !k cS W I t u�r-j L FA14S taw F1 l s s I sit�� N'C- l tt I wrs Specify color of color thru tile: Submittal Fee$ Permit Fee$ 51�rlPle�9 CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. 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 such posted notice, the inspection will not be approved and a reinspection fee will be charged. a Q Signature Signature �0)11-ERorAGENT /NTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of {� m �' 20 by > ,9 day of 1��/�7�..1 20 by 19P J5 kl ,who is personally known to 4-AC ad� 2Q.c r a who is personally known to me or who has produced f as me or who has produced as identification and identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: ti (YA#IL E GUZMAN Print: I SSS (�. �JPrint: - a MV -EE8?71112 y Seal: I EXPIRES February 21,2017 o pMELISSA R.LAX Seal: a. X01 398-0151 F Mce.oam Notary Public,State of Florida Commission#EE 107488 My comm.exir s y i APPROVED BY j1 3.��> Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Villages �T 1-1' Building Department OCT 14 2014 10050 N.E,2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECT N BER:(305)762-4949 to FBC 20 BUILDING Master Permit No.RC 14 - 689 PERMIT APPLI Sub Permit No. f , 12- 1 li BUILDING ❑ ELECTRIC ❑ ROOFING ❑■ REVISION ❑ EXTENSION ❑RENEWAL ❑■ PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 9301 N BAYSHORE DR City: Miami Shores County: Miami Dade Zip:33138 Folio/Parcel#: 1132050270560 Is the Building Historically Designated:Yes NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee simple Titleholder):GUY KURLANDSKI Phone#:305.297.0803 Address:9301 N BAYSHORE DR City: MIAMI SHORES state: FL Zip: 33138 Tenant/Lessee Name: Phone#: Email: GUYKURLANDSKI@HOTMAIL.COM CONTRACTOR:Company Name: LEYVA PLUMBING SERVICES Phone#: 786.263.1941 Address: 1502 SW MERIDIAN AVE City: PORT ST LUCIE state: FL Zip: 34953 Qualifier Name: ABNER LEYVA Phone#: State Certification or Registration#: CFC 1425666 Certificate of Competency#: DESIGNER:Architect/Engineer: MARK CAMPBELL Phone#: 305.528.3037 Address:373 NE 92 ST City: MIAMI SHORE:state: FL Zip: 33138 03 Value of Work for this Permit:$ , 5L Square/Linear Footage of Work: Type of Work: ❑ Addition Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: RELOCATE EXISTING TOILET, SHOWER & SINK Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ J Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE C — (Revised02/24/2014) b ' Bonding Company's Name(if applicable) Bonding Company's Address _ City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for 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 obzpnre of such posted notice, the inspection will not be approved and a reinspection fee will be charged. _ Signature 2k N (----XWNER or AGENT CONTRACTOR\\\`%p��nnun►p J `\ a oTI�e�or oing instrument was acknowledged before me this The foregoing instrument w s ckn@ Pe �'�• FS C- d 0 LL D m �, day of ®Cit(J�"P.� 20 14 by 9 day of � a a ( who is personally known to -tt6NC'vt- t-ell VA- A B J o " arm 15r ho has produced as me or who h zi#ntifation and who did take an oath. identification and who d take aoatYi�, PUBLIC: NOTARY PUBLIC: ,Y - .GSL: _ Sip Sign: Print:(- A.Wf(JL �41CNAJ Print: Seal: Seal: APPROVED BY �✓�G -` Z �� Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) M2Constructio� ESTIMATE nGroup �• Of.♦1.954.822.3590 17626 SW 32 ST,Miramar,FL.33029 October 1,2014 jpineros@m2-construction.com www.m2-construction.wm Y..-_.. 7__.._.,.._...__- ,- . -... _ .- ..- EsHMCde#3-Kurlartdild 9301 N Bayshore Dr 0A1a1)11 Shores,FL Estimate for Residential Interior Remodeling of the project herein mentioned above. Labor Materials TOTAL DIVISION♦=GEIERALEQUIR£MENTS S 10,476.00 $ 10,476.00 1 Supervision 2 3 'pIY1S1gN x'SCE S 5,500.00 $ 51500.00 4 Demolition 6 7 DIVISION CONCRETE 8 Concrete Work&Retroffiting(IncludesRev81) $ 8,400.00 $ 14,400.00 $ 22,800.00 9 Upgrade from retroffiting beams to steel. $ 2,600.00 $ 2,500.00 $ 5,100.00 10 Piles $ 1,500.00 $ 2,000.00 $ 31500.00 n 12iY1SKfN4 MASQNk : 13 Building Masonry Work(Included in Division 3) 14 5 101111 6II4 METALS=N/A 16 17 -1IVISIONb WOOD AND PLASTICS': 3,500.00 S 4,850.00 ; 8,350.00 to Interior Finished Carpentry Cabinets&Countertop 19 Zo DIVISION TTNERMAL'&MOISTUI1PRpTECTION „ $ 24,000.00 21 Roof-Grey Flat Tile 22 23 ;0,14151tlN$=DOORS AND WINDOWS ` 24 Impact Resistant Windows(grey color)and Storefronts w/Silver Color frames $ 4,700.00 $ 23,800.00 $ 28,500.00 25 26 DIVISION g Fti♦$HES: r- $ 11,700.00 $ 10,900.00 $ 22,600.00 27 Drywall&Framing 28 Stucco&Drywall Patching 29 Painting Interior 30 Painting Exterior 31 Bath Tile master 32 Bath file bath p2 33 Kitchen Tile 34 35 D.IYISION16-SPECIACTIES-N/A 36 37 DIVISION II-EQUIPMENT _ $ 11500.00 38 Appliances-Allowance 39 ao DIVISION1 -MECFIAPi1CAl y„ $ 41 Plumbing Fixtures&Bath Accessories-Allowance $ 2,200.00 $ 2,200.00 42 Plumbing S 2,800.00 $ 2,000.00 $ 4,800.00 43 Gas Water Heater S 1,200.00 $ 1,300.00 $ 2,500.00 44 45 HVAC $ 1,500.00 $ 1,000.00 $ 21500.00 46 47 DIVISIONt6=ELECTRICAL 48 Electrical Work $ 4,350.00 $ 3,000.00 $ 7,350.00 49 Electrical Fixtures $ 1,500.00 $ 1,500.00 50 51 SUB'��ffAL) $ 13,320.00 52 53 0&P 54 55 TOTALPAIPECT' i S 166g96.00 Notes a All permit fees,impact fees,utility reconnection,utility companies service relocation,building,elevator,application, recording and condo processing fees to be entire responsibility of tenant/owner/designer b Any fee imposed by local authorities or building department to comply with the scope of work described above or any extras to be entire responsibility of the owner/tenant/desiqner d Any existing code violations or work to bring up to code existing construction areas are not included. In the event that are required will be negotiated and included as a change order. Owner/Tenant guarantees parking space available for contractors working of unit. In the event parking is not e available Owner/Tenant will reimburse parking expenses to contractor f All work to be accomplished in(1)phase g All furniture,curtains,blinds,clothing,decoration relocation by others Work Not Included j Flooring slab crack repairs or leveling k Ceiling slob crack repairs or leveling I Repairs to existing structure beyond scope of work fisted above. p Alarm,audio/camera system,septic tank,driveway entrance,gas connections q Permit processing ALL EXTERIOR WORK DRIVEWAY,PAVERS,POOL,BOAT DOCK,LANDSCAPING&IRRIGATION TO BE DONE ON A SEPARATE r PROPOSAL AND NOT PART OF THIS BID Payment Schedule 30%Deposit 410 Balance based on weekly work in place Progress payments(Labor,Material&Equipment) • No retainage to be withheld ANY UNFORESEEN CONDITIONS OR DEMOLITION TO FIT NEW WORK THAT IS CLEARLY NOTED IN PERMIT DRAWINGS OR IN THIS PROPOSAL SHALL NOT BE CONSIDERED PART Of THIS BID AND WILL BECOME A CHANGE ORDER. ALL CONDITIONS REQUIRING ADDITIONAL WORK DUE TO NATURAL CAUSES AND OR ACTS OF GOD WILL BE CONSIDERED EXTRA WORK AND M2 CONSTRUCTION GROUP SHALL NOT BE RESPONSIBLE FOR ANY AND OR ALL ADDITIONAL COST INVOLVING EQUIPMENT,MATERIALS OR LABOR IN ORDER TO PROCEED WITH THE ESTABLISHED WORK PRIOR TO THE UNEXPECTED SITUATION.IN THE CASE OF UNEXPECTED DELAYS DIFFERENT THAN ACTS OF GODS CAUSED DIRECT OR INDIRECT BY GENERAL CONTRACTOR OR SUBCONTRACTORS DIFFERENT OF M2 CONSTRUCTION GROUP,M2 CONSTRUCTION GROUP WILL BE ENTITLED TO RECOVER ANY FEES ASSOCIATED TO EQUIPMENT RENTAL FOR THE PERIOD OF THE DELAY. M2 CONSTRUCTION GROUP SHALL NOT BE RESPONSIBLE AT ANY TIME FOR DELAYS IN THE CONSTRUCTION PROGRESS DUE TO:OWNER'S OR LABOR DISPUTES.FIRE, UNUSUAL TRANSPORTATION DELAYS,UNAVOIDABLE CASUALTIES.AND NATURAL CAUSES, IF THE OWNER FAILS TO ISSUE A CERTIFICATE OF PAYMENT FOR A PERIOD OF FIFTEEN I10)DAYS THROUGH NO FAULT OF THE CONTRACTOR.OR IF THE OWNER FAILS TO MAKE PAYMENT THEREON FOR A PERIOD OF FIFTEEN(10)DAYS,M2 CONSTRUCTION GROUP MAY,AFTER SEVEN(5)WORKING DAYS GIVE WRITTEN NOTICE TO THE OWNER AND THE OWNER'S REPRESENTATIVE TERMINATING THIS PROPOSAL/AGREEMENT AND RECOVER FROM THE OWNER PAYMENT FOR ALL WORK EXECUTED, INCLUDING:MATERIALS,LABOR.AND EQUIPMENT, THIS PROPOSAL IS BASED IN THE ACTUAL PRICE OF MATERIALS AND VALID FOR(15)DAYS,THEREFORE IS SUBJECT TO ANY CHANGE OF PRICE AT THE MOMENT OF SIGN CONTRACT BY PREVIOUS NEGOTIATION.ANY SIGNIFICANT MATERIAL INCREASE IN PRICE DURING CONSTRUCTION WILL BECOME A CHANGE ORDER, UPON APPROVAL THIS PROPOSAL WILL BECOME AN OFFICIAL DOCUMENT AND SHALL BE CONSIDERED PART OF THE CONTRACT IN ITS ENTIRETY, DISCLAIMER:NATURAL MATERIALS PROVIDED MIGHT PRESENT VARIATIONS IN GRAIN,TEXTURE,DENSITY,WIDTH,HEIGHT,VOLUME AND ASPECT BEYOND CONTRACTOR'S CONTROL.M2 CONSTRUCTION GROUP WILL PROVIDE THE BEST EFFORT.SERVICE AND EXPERTISE TO PROVIDE AND INSTALL ALL MATERIALS ACCORDING TO INDUSTRY STANDARDS. Approval, Guy Kurla dski-Owner/Authorized Agent Res IN submitted, Joaquin Pineros Change Order r. r . MZ DEVELOPMENT GROUP 10/28/31—F CO#1 440 NW 90 ST GUY KURLANDSKI EL PORTAL, FL 33150 9301 N BAYSHORE DR Phone: 1.954.822.3590 MIAMI SHORES, FL B+ r r r r s r r Retroffit back doors with Steel in Lieu of Concrete 1.00 $ 6,050.00 $ 6,050.00 Install tile and bathroom and Kitchen floor -1.00 $ 3,600.00 $ 3,600.00 Replace Electric to Gas Water Heater 1.00 2,500.00 $ 2,500.00 Subtotal $ 12,150.00 OWNER'S SIGNATURE APPROVAL&DATE Amount Taxable Tax Ratel 0.0% Total Tax $ - Other Grand Total $ 12,150.00 Please contact JOAQUIN PINEROS at 1.954.822.3590 or info@m2-construction.com with any questions regarding this invoice www.m -construction.com Mission: Rick Scott To protect,promote&improve the health Governor of all people in Florida through integrated state,county&community efforts. John H.Armstrong, MD, FACS HEALTH L TH State Surgeon General&Secretary Vision:To be the Healthiest State in the Nation May 23, 2014 Joaquin Pineros, M2 Development Group 440 NW 90 Street Miami, FL 33150 RE: Modification to a Single Family Residence - No Bedroom Addition Application Document Number: AP1144921 Centrax Permit Number: 13-SC-1535495 9301 N Bayshore Drive Miami, FL 33138 Lot: 3 Block: 4 Subdivision: Bay Lure Dear Applicant, This will acknowledge receipt of a floor plan and site plan on 04/28/2014 for the use of the existing onsite sewage treatment and disposal system located on the above referenced property. No Objection. Interior Remodeling and Addition (Bathroom relocation, new closets, doors, windows, new entry and steps). Reviewed by N. Gumbs on 5/23/2014. This office has reviewed and verified the floor plan and site plan you submitted, for the proposed remodeling addition or modification to your single-family home. Based on the information you provided, the Health Department concludes that the proposed remodeling addition or modification is not adding a bedroom and that it does not appear to cover any part of the existing system or encroach on the required setback or unobstructed area. No existing system inspection or evaluation and assessment, or modification, replacement, or upgrade authorization is required. Because an inspection or evaluation of the existing septic system was not conducted, the Department cannot attest to the existing system's current condition, size, or adequacy to serve the proposed use. You may request a voluntary inspection and assessment of your system from a licensed septic tank contractor or plumber, or a person certified under section 381.0101, Florida Statutes. If you have any questions, please call our office at (305) 623-3500. SincerWumbst— Engineering Nicole Specialist II Department of Health in Dade County Florida Department of Health www.FloridasHealth.com in Dade County- -,Florida TWITTER:HealthyFLA PHONE: (305)623-3500 FACEBOOK:FLDepartmentofHealth YOUTUBE:fldoh I� t � 5, Iex F Y tr , Wx� aIGHA .Ailt @hw � � :'- 4E a s a - n�4 T r t *`gs �4� WP IN +i y v a r k Nx t EAU W A 1 A f I e r OCT1 214 i ADDENDUM STRUCTURAL DESIGN COMPUTATIONS FOR KURLANDSKI RESIDENCE 9301 BAYSHORE DRIVE MIAMI SHORES, FL REV 2: February 15, 2014 REV 3: MARCH 31, 2014 REV 3A: JUNE 30, 2014 REV 4: SEPTEMBER 5, 2014 ORDER No. A-101776 . . .... ...... ...... .... ...... PAGES: 6 + COVER •••�•• • ....% .... . ..... ...... . . ..... y . . . .. . .... . . ��34 MARINOS C1V1L, STRUCT RA MTS ENGINEERING Rim 40, S Civil and Structural Consulting Engineers EB No. 28451 Athanasios Tom Marinos, PE, SI Reg. No. 51562 ,! 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'xfir t ; r:r •r tt k� �{ t ;? t% � ;r•t,.�.[C;��t }?�..r� 't-;-r�� •C�'�;f.+a,£rZ,tE•� �;r�r.;�i`�'2i•`t:�n.�'ir��}%�is"t{.•.t,'•:`e�.�c .t+``'!cI�{`' ct”.+;�{�t{�•x.#.t•:•'rFr•t;;'�>n-� �•;-''F�'�. t�•i•„ +-:moi E.,;'c':ce,cr.t:,:�: >brt �.ria 2fN+ ' �+�h 3 it , r t}cwCn+r + "* r 18331 Pines Blvd, Suite 307 Pembroke Pines, Florida 33028 Tel: 854.437.3111 Fax: 954.437.3137 EMAIL: INFO@ MTSENGINEERING.COM Miami Shores Village ORFs y Building Department sell .....� 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 R'tpp Fax: (305) 756.8972 UOPY �j Page 1 of 1 Permit No: lec �l - 6 " / Structural Critique Sheet Gam' it fr, uw 1 U,-,z e.► C" . � STOPPED REVIEW Plan review is not complete,when all items above are corrected,we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Mehdi Asraf • ( a r e9y tee Fort Dallas Truss Company, LLC. 4V7035 SW 44th ST ,FOR DALLAS, Miami, FL 33155 R U S S Tel: (305) 667-6797 D oD --- ( ) Re : 141-131: M 2 CONST Site Information: Project Customer: M2 CONSTRUCTIONS CAM, Lot/Block: _ Site Name: KURLANDSKI RESICEMCE �PPRO1,� n € `! GATE Site Address: 9301 KURLAMDSKI i MIAMI SHORES St: FL Zip: lZO"J! r�� z I C 0 General Truss Engineering Criteria & Design Loads (individual-Trass-Deglign–Ur—awings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: 7.35 Sep 27 2012 Roof Load: 55.0 psf Floor Load: N/A Wind Code:ASCE7-10 C-C for members and forces&MWFRS for reactions Wind Speed:175 mph This package includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 10/03/14 M1 0001 2 10/03/14 M113 0002 MTS ENGINEERING 3 10/03/14 V13 0003 18331 PINES BLVD.#307 4 10/03/14 V13A 0004 PEMBROKE PINES,FL 33029 5 10/03/14 V13B 0005 6 10/03/14 V13C 0006 F [_KOP DRAVfo�f " D�OCUMPENT REVIEW VIEW 7 10/03/14 V13D 0007 ti ^.v r (.ic, uv'.�, L'1!:PJ1B?u'`Si;f'�u;;j..4.,,t t p+ rt^t�f` ,`t t) p r�� .o;as ,a,„ ,�e�'1�,le design 8 10/03/14 V13E 0008 CO";C6i i�i;l ..'hfit J;!1'F.ra`l«i f,;i{Lill , b C I 21 . and On_fad 6 C-alpnts. 9 10/03/14 V13F 0009 r1c(.Cr!fi f'wr i",rgr,nr;, ;tile; :,J;;fi r,:'-3 and urn!Gting all quaift{i°� 10 10/03/14 V2 0010 methods,and coordination 11 10/03/14 V21 0011 a!'1 r;; 12 10/03/14 V24 0012 .n r .� -I'!'K E N 13 10/03/14 V25 0013 r t; �Y\6INDICATED ((RRE-SIIENiiT) 14 10/03/14 V28 0014 _.� , ..,.�.n. >F,,,a.�„"..,,.,�,�.,�, ...�.,s 15 10/03/14 V3o0015r EISUB1411T 1s 10/o3/1a V4 0016 GAT;�:� `.<, .r...•.. �Zt~�;IEWED BY: The truss drawing(s) referenced ab ?ebeen prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. JOSE M I P.E. Consulting it/Structural Truss Design Engineer's Name: Jose Martinez, P.E. reet 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) OGI 06 2014 le 33010 hone (305) 667-6 7 NOTE: The seal on these drawings indicate acceptance of (Florida P.E. 031509) professional engineering responsibilty for the truss components shown. Page 1 of 1 Engineers Name Date I Fort Dallas Truss Co. LLC. To: Delivery 4Vit. Mia M2 CONSTRUCTIONS Miami;i;FL..33155 Job Number: 14H31 (305)667-6797 Fax: (305)667-0592 440 N W 90 ST Page: t Project: M 2 CONST Block No: MIAMI,FL Date: 10/03/14 15:32:05 Model: Lot No: Contac[: Site: Office: Deliver TO: Account No: 000000351Designer: / Name: KURLANDSKI RESICEMCE Phone: (954)822-3590 Salesperson: Inside Sales Fax: 9301 KURLAMDSKI RESIDENCE Quote Number: MIAMI SHORES,FL P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 17-11-00 03-00-00 OA Hght:04-I1-15 1 ll M1 SPECIAL 2.50 17-11-00 OA Hght:04-02-13 2 4 M1$ MONO 2.50 13-06-08 OA Hght 03-10-11 3 1 V13 GABLE 2.50 2.50 ` 13-06-08 OA Hght:04-03-11 4 1 V13A VALLEY 2.50 2.50 9 V13$ 13-06-08 GABLE 2.50 OA Hght:04-07-07 5 2.50 13-06-08 OA Hght:02-06-00 6 1 V13C VALLEY 2.50 2.50 13-06-08 OA Hght-.03-04-00 7 1 V13D VALLEY 2.50 2.50 13-06-08 OA Hght:04-02-02 8 1 V13E VALLEY 2.50 2.50 13-06-08 OA Hght 04-07-02 9 V13F GABLE 2.50 2.50 02-00-00 OA Hght 00-03-08 10 1 V2 GABLE 0.00 /2X4 21-03-00 OA Hght 00-10-00 11 2 V21 GABLE 2.50 2.50 24-09-00 OA Hght-.01-08-00 12 --� 1 V24 GABLE 2.50 2.50 25-03-00 OA Hght:01-08-00 13 _ 1 V25 GABLE 2.50 2.50 28-01-08 OA Hght:02-06-00 14 1 V2$ GABLE 2.50 2.50 30-01-08 OA Hght 03-04-00 15 I V30 GABLE 2.50 2.50 1 04-00-00 OA Hght 00-10-00 16 - V¢ VALLEY 2.50 -Fort Dallas Truss Co. LLC. To: Deliver 7035 SW 441St. Y M2 CONSTRUCTIONS Miami,FL.33155 Job Number: 14H31 (305)667-6797 Fax: (305)667-0592 440 N w 90 ST _ Page: 2 Project: M 2 CONST Block No: M[AM 1,FL Date: 10/03/14 15:32:05 Model: Lot No: Contact: Site: Office: Deliver TO: Account No: 000000351Designer: / Name: KURLANDSKI RESICEMCE QuotSalesperson: Inside Sales Phone: (954)822-3590 9301 KURLAMDSKI RESIDENCE Fax: e Number: MIAMI SHORES,FL P.O.Number: The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. J /En u rat 24 E 5th ST, Hialeah, FL 33010 PE# 031509iv (Florida( ) cons Street NOTE: The seal on these drawings indicate acceptance of L 33010 ) 67'6797professional engineering responsibilty for the truss (FlorE p31509) components shown. ryry L�� Engineers Name Date Job Truss Truss Type Oty Ply M 2 CONST 14H31 M1 ROOF TRUSS 11 1 0001 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 0315:32:55 2014 Page 1 -0.3-0 ID:1 YXDcgMLQFZsX3kSXXT3XXyXAoy-t6dM1 DdirmNfoZa?QTQOhXNcfgVhPcPFvl4MS?yX5SM -3-0-0 -W-0 6.1-15 11-1012 17-11-0 2-8-8 0 6-1-15 5-8-12 6-0-4 03-0 2.50 V2 37 1 Scale 1:39.7 3x4= 13 3x4= 6 0. 5 3x4= 4 7-8 2x4 Jo 3 3-7-11 4 6-1-1 59 2x4 No.3 2-5-0 2X4 I1 12 0. 4-10 2x4 N.31-2-11 24 1 5x6— 2-11 2x4 No.3 X ' 1 3.9 2x4 No.2 12-0-0 Li 8-9 2X4 No.2 511-0 1a10 1s 9 16 I 1.2 2x6 No. 8 4x5= 2X4 11 5x8= 3x4= 6.1-15 11-1012 17-11-0 6.1-15 5-8-12 6-04 Plate Offsets(X,Y): [1:0-2-0,0-2-8],[2:0-2-0,0-1-8],[3:0-3-13,Edge],[9:11-3-0,13-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.69 Vert(LL) 0.24 9-10 >867 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.90 Vert(TL) -0.39 9-10 >530 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:94 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins, 1-2:2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-8 OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with [Stabilizer Installation guide. REACTIONS (lb(size) 8=811/0-8-0 (min.0-1-8),3=1103/0-8-0 (min.0-1-12),2-0/0-1-8 (min.0.1-8) Max Horz 3=268(LC 18),2=298(LC 6) Max Uplift8-664(LC 6),3-900(LC 6) Max Grav 8=939(LC 2),3=1288(LC 2) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-3-409/333,3-12-2867/1454,4-12--280811477,4-5-1707/872,5-6-1628/884, 7-8=-261/252,1-2=-301/412 BOT CHORD 3-14-1739/2812,10-14=-1739/2812,10.15-1739/2812,9-15-1739/2812, 9-16-1050/1705,8-16-1050/1705 WEBS 4-10=0/303,4-9=-1160/715,6.9-107/436,6.8-1835/1131 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=1 51t;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-3-1-3 to 1-1-12,Interior(1)1-1-12 to 13-6-5,Exterior(2)13-6-5 to 17-9-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL-_11.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 664 Ib uplift at joint 8 and 900 Ib uplift at joint 3. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M 2 CONST 141131 M1 B ROOF TRUSS 4 1 OOU2 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 03 15:32:56 2014 Page 1 IDA YXDcgMLQFZsX3kSXXT3XXyXAoy-LIBkFZewc4W Qj9B_AxFDkwi8EgS8l cO8Pgv_RyXSSL 8-1-15 11-10.12 17-11-0 8-1-15 5.8.12 + 8-0-0 Seale=1:29.4 3x4 11 2.50 12 5 3x4= 11 4 4No.21 3x4= 3x4= 3 5.6 2x4 No.3 3-7-11 2 4 1-1 10 4.7 2x No 3 2-5-0 4 No.2 1 2-9 2x4 No. 1-2-11 2-7 21K 14 1-8 2x4 N0.2 9-11-0 M 6.8 2x4 No.2 8-0-0 12 9 13 a 7 14 3x6= 2x4 11 4x5= 4x5= 6 3x4= 6-1-15 11-10.12 17-11-0 6-1-15 5.8-12 6-0.4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.97 Vert(LL) 0.25 7-9 >822 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.99 Vert(TL) -0.39 7-9 >539 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:82 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4.6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb(size) 6=828/0-8-0 (min.0-1-8),1=828/0-8-0 (min.0-1-8) Max Horz 1=402(LC 6) Max Uplift6—681(LC 6),1-591(LC 6) Max Grav 6=959(LC 2),1=959(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10—3098/1643,2-10—3053/1658,2-3=1768/905,3-4-1689/924,5-6-264/255 BOT CHORD 1-12=1926/3061,9-12_1926/3061,9-13—1926/3061,8-13—1926/3061,7-8—1926/3061, 7-14--1084/1745,6-14--1084/1745 WEBS 2-9=0131 4,2-7=-13601870,4-7-1 4 414 69,4-6-1878/1167 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.0psf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)0-4-0 to 3-4-0,Interior(1)3-4-0 to 13-6-5,Exterior(2)13-6-5 to 17-9-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 681 Ib uplift at joint 6 and 591 Ib uplift at joint 1. 5)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M 2 CONST 14H31 V13 GABLE 1 1 0003 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 0315:32:56 2014 Page 1 ID:1YXDcgMLQFZsX3kSXXT3XXyXAoy-LIBkFZewc4VVQj9B_AxFDkwnjEvU8CoO8Pgv_RyXSSL 5-1-8 + 12-1-8 13 6 8 5-1-8 7-0.0 1-5-0 Scale=1:22.4 2.50 F12 3X4= 2x4 11 3x4- 2x4 11 2 3 4 52x4 II 8 11 2-0 2x4 No.2 740 0.2 4.6-1 Li 511 20 P,0.21 d2 1 3-102x No. 1-11-0 30 11 No.2 840 5.8 2x No.i 34 1 12 N 2x No. 341 ' c5 10 2.50 12 2x4 11 9 3x4= 13 - 20 No.2 5-1 N 8 14 7 2X4 11 20 11 13-6-8 13-6.8 Plate Offsets(X,Y): [2:0-2-0,0-0-11,[4:0-2-0, -0-1],[5:0-2-8.0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.67 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.67 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC2010lfP12007 (Matrix) Weight:52 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-6-8. (lb)- Max Horz 1=79(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)except 1-1 72(LC 10),7=415(LC 27), 10=528(LC 6),8=426(LC 7) Max Grav All reactions 250 Ib or less at joint(s)7 except 1=319(LC 29),10=779(LC 2),8=728(LC 25) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7-240/282 WEBS 3-10--7081587,5-8--6021536 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.ll;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0.8-9 to 3-8-9,Interior(1)3-8-9 to 12-1-8,Exterior(2)12-1-8 to 13-4-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7)Bearing at joint(s)1,10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 172 Ib uplift at joint 1,415 Ib uplift at joint 7,528 lb uplift at joint 10 and 426 Ib uplift at joint 8. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,7,10,8. 10)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard 'Job Truss Truss Type Oty Ply M 2 CONST 14H31 V13A ROOF TRUSS 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 03 15:32:57 2014 Page 1 ID:1 YXDcgMLOFZsX3kSXXT3XXyXAoy-pU16SvfYNNdM1 tkNYuSUmySyleGUtfMXN3aTW uyX5SK 7-1-8 10.1-8 13.6-8 7-1-8 3-0.0 3-5-0 3x44= Scale:1@"=1' x5= 2.50 12 3 4 3-4 2x4 N0.2 3-0-0 2x4 2x4 11 10 2 o.2 6tr9 2x4 No.2 5 1 2-92* NO 1-2,3 4-7 2x No 3�7 3x4 11 11 9 No.2 8-0-0 Ni 2A No. 3�1} 2x4 11 a+ 2.50 L12 12 8 3x4= 7 2x4 No.2 5.1 2x4 I I 4 N 13 6 2x4 I 13-6-8 13-6-8 Plate Offsets(X,Y): [3:0-2-0,0-0-1],[4:0-2-8.0-2-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.62 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.56 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horc(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:51 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-6-8. (lb)- Max Horz 1=98(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)1 except 6-123(LC 11),7-300(LC 7), 9=-454(LC 6) Max Grav All reactions 250 Ib or less at joint(s)1 except 6=255(LC 32),7=532(LC 2), 9=647(LC 24) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-7-491/375,2-9--627/520 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-8-9 to 3-8-9,Interior(1)3-8-9 to 10-1-8,Exterior(2)10-1-8 to 13-4-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Bearing at joint(s)1,9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except Qt=1b)6=123,7=300,9--454. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,6,7,9. 10)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M 2 CONST 0005 14H31 V13B GABLE 9 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 0315:32:57 2014 Page 1 IDA YXDcgMLQFZsX3kSXXT3XXyXAoy-pU16SvfYNNdM1tkNYuSUmySzVeGhtfDXN3aTWuyX5SK 8-7-8 13-6.8 8-7-8 4-11-0 4x5= Scale=1:25.2 2.50 12 3 10 2X4 II 2x4 No.2 5 2X411 9 o28-0-15 4 2 1 2X4 . D-&11 3-6 2x No 3 305 3x4 I1 11 8 - o.28-0-0 2x4 11 N 4-5 2x4 No. 3-0- 12 2.50 Ll2 7 6 3x4= 2X4 11 4 Not N 13 5 2X4 11 L 13-6.8 13-6-8 Plate Offsets(X,Y): [2:0-2-8,0-1-0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.54 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.54 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:50 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-6-8. (lb)- Max Horz 1=112(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1 except 5=187(LC 11),6=276(LC 6), 8=-462(LC 10) Max Grav All reactions 250 Ib or less at joint(s)1 except 5=304(LC 32),6=590(LC 2), 8=632(LC 24) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6_556504,2-8-636t550 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 51t;Cat.ll;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-8-9 to 3-8-9,Interior(1)3-8-9 to 5-7-8,Exterior(2)5-7-8 to 8-7-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Bearing at joint(s)1,8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except (jt=1b)5=187,6=276,8=462. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,5,6,8. 9)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M 2 CONST 141131 V13C ROOF TRUSS 1 1 0006 ' Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 0315:32:58 2014 Page 1 IDA YXDcgMLOFZsX3kSXXT3XXyXAoy-HhiVfEfA8h1Df1JZ5bzj19?501Zbc68hbjJ02KyX5SJ 2-6r0 13-6-8 2-6-0 11-0.8 Scale=1:221 2.50 F12 3x4- 2x4 11 3x4 11 2 3 8 4 1 1-2 -9.14 2x4 No.2 11-0-8 Li 11 3x4 II 3-72xI No.3 16-6 4-52x No. 1-11 -6 2x4 No.2 N V 9 7 2.50 12 20 11 10 56 2x4 Not 486 6 5 3x4- 2x4 11 9.6-0 13-6-8 9-6-0 4-0.8 Plate Offsets(X,Y): [2:0-2-0,11-0-1],[6:0-2-0,0-0-7] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.75 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.76 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:45 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-6-8. (lb)- Max Horz 1=39(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)except 1=205(LC 6),5=-187(LC 7), 6=115(LC 26),7=603(LC 6) Max Grav All reactions 250 Ib or less at joint(s)6 except 1=342(LC 29),5=315(LC 32),7=867(LC 2) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. WEBS 3-7-740/621 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.ll;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0.8-9 to 2-6-0,Interior(1)2-6-0 to 10-4-12,Exterlor(2)10-4-12 to 13-4-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 205 Ib uplift at joint 1,187 Ib uplift at joint 5,115 Ib uplift at joint 6 and 603 Ib uplift at joint 7. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,7. 9)This truss has been designed for a moving concentrated load of 200.0I10 dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M 2 CONST 14H31 V13D ROOF TRUSS 1 1 0007 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 03 15:32:58 2014 Page 1 ID:1 YXDcgMLQFZsX3kSXXT3XXyXAoy-HhIVfEfA8hlDf1 JZSbzjl9?Sn1 a_c6DhbjJ02KyX5SJ 4-6-0 12-9.0 13 6 8 4-6.0 830 0 9 8 Scale=1:221 250 F12 30= 4x5= 2x4 II 3x4 II 10 2 3 4 5 2-4 2x4 N0.2 83-0 .2 3108 Li 4-5 N4 No.2 1 3A 2x No. 1-97 13 14 3x4 11 4-7 2x No.3 2-94)2X4 NO. 2-7-1 9 211-915 2x4 11 250 L12 12 6-8 2x4 8 7 6 3x4= 2x4 11 2x4 11 1146.0 13-6-8 11-6-0 2-0.8 Plate Offsets(X,)): [2:0.2-0,0-0.11,[4:0.2-8,0-2-4],[8:0-2-0,0-0-7] LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.77 Vert(LL) n/a - rVa 999 W20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.67 Vert(TL) n/a - rVa 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) -0.04 5 n/a rVa BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight:50 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-6-8. (lb)- Max Horz 1=73(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)6,8 except 1=166(LC 10),5=154(LC 25),7=382(LC 7),9=549(LC 6) Max Grav All reactions 250 Ib or less at joint(s)5,6 except 1=318(LC 30), 8=253(LC 32),7=449(LC 25),9=793(LC 24) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. WEBS 4-7-4541406,3-9=-724/603 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-8-9 to 3-8-9,Interior(1)3-8-9 to 12-9.0,Exterior(2)12-9-0 to 13-4-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Bearing at joint(s)5 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,8 except Qt=lb)1=166,5=154,7=382,9=549. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,9. 10)This truss has been designed for a moving concentrated load of 200.0111b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply M 2 CONST 14H31 V13E ROOF TRUSS 1 1 0008 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 0315:32:59 2014 Page 1 ID:1YXDcgMLOFZsX3kSXXT3XXyXAoy-Itsttagov?t4HAumfJUyrNYJaRy3LZpggN3zbmyX5SI 6-60 10.90 13-6.8 6-6.0 4-3-0 2-98 4x5 3x4= Scale=1:23.3 = 2.50 12 3 4 2x4 11 3.4 2x4 No.2 430 2x4 2 TTT 10 .2510.15 5 2x4 2-10.5 1 2.92x NO 1-55 4-7 22jNo3 3x4 I I 11 N0.2 8-0-0 562x No. 3�1 ' oS 2x4 11 2 50 12 6 3x6 zz 7 2x4 Not 51 N 2x4 11 12 6 2.4 II 13-6-8 13-6.8 Plate Offsets(X,Y): [3:0.2-0,0-0-11,[4:0.2-8,0-2-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.57 Vert(LL) rda - Na 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.55 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:51 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-6-8. (lb)- Max Horz 1=92(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,6 except 7—302(LC 7),9—467(LC 6) Max Grav All reactions 250 Ib or less at joint(s)6 except 1=263(LC 29),7=501(LC 25),9=673(LC 24) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. WEBS 4-7=-454/370,2-9--6421531 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.0psf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-8-9 to 3-8-9,Interior(1)3-8-9 to 10-9-0,Exterior(2)10.9-0 to 13-4-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)8. 5)Plate(s)at joint(s)1,3,5,6,7,4,9 and 2 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)8 checked for a plus or minus 5 degree rotation about its center. 7)Gable requires continuous bottom chord bearing. 8)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9)Bearing at joint(s)1,9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,6 except (jt=1b)7=302,9=467. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,6,7,9. 12)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply M 2 CONST 14H31 V13F GABLE 1 1 OW9 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 03 15:33:00 2014 Page 1 ID:1YXDcgMLQFZsX3kSXXT3XXyXAoy-E3QF4whOgl?xuKTyDO?BOa4SrrGO402_31o77DyX5SH 8-6-09 13.6.8 8.6.0 3- 4.9.8 U9: Scale=1:25.2 2.50 12 3 4 2x4 12x4 12 2 2x4 I 12x4 11 2x4 Not 4- - 5 8 11 .27-11-7 1 2-10 2x t NC.3 237 3x4 II 0.2 8-0-0 5.8 2x4 No. 11 13 6 2A No. 3-0-,Nt 10 2.50 12 2x4 11 9 3x4; 14 4 No.2 5• v N 8 15 7 2x4 II 2x4 11 13-6-8 13-6.8 Plate Offsets(X,Y): [3:0-3-15.0-2-31,[5:0-2-8.0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.67 Vert(LL) n/a - rVa 999 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.67 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 7 n/a rVa BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:53 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-6-8. (lb)- Max Horz 1=111(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)except 1-171(LC 6),7-433(LC 27), 10-458(LC 6),8-411(LC 11) Max Grav All reactions 250 Ib or less at joint(s)7 except 1=319(LC 29),10=770(LC 2),8=716(LC 27) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7-238/291 WEBS 2-10=-727/516,5-8=-649/532 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0.8-9 to 3-8-9,Interlor(1)3-8-9 to 10-4-12,Exterior(2)10.4-12 to 13-4-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL-_11.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Bearing at joint(s)1,10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 171 Ib uplift at joint 1,433 Ib uplift at joint 7,458 Ib uplift at joint 10 and 411 Ib uplift at joint 8. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,7,10,8. 10)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M 2 CONST 14H31 V2 GABLE 1 1 0010 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 03 15:35:55 2014 Page 1 ID:1YXDcgMLQFZsX3kSXXT3XXyXAoy-ckVPpmoCS3260ELbzGeD_UgW408YaBgklmhumZyX5PY 2-0-0 2-0-0 Scale=1:4.1 1.2 2z4 No.2 2-0-0 2 / 2-0-0 2-0.0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 0.90 TC 0.00 Vert(LL) n/a We 999 TCDL 15.0 Pit.Metal Increase 0.90 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Lumber Increase 0.90 WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Rep Stress Incr YES Code FBC20101TP12007 (Matrix) Weight:3 Ib FT=0% LUMBER BRACING BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=13/2-0-0 (min.0-1-8),1=13/2-0-0 (min.0.1-8) Max Grav 2=26(LC 3),1=26(LC 3) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(ib)or less except when shown. NOTES 1)Gable requires continuous bottom chord bearing. 2)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M 2 CONST 14H31 V21 GABLE 2 1 0011 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 0315:35:56 2014 Page 1 ID:1YXDcgMLQFZsX3kSXXT3XXyXAoy-4w3nO6pgDNAzONwnX_ASWiNZtoMRJcXuXQRRI0yX5PX 4-0.0 21-3-0 4-0-0 17-3-0 Scale=1:34.0 2.50 F12 3x4= 3z4= 2 3 4 5 6 7 1-2 2x4 No. 215 W 2X4 ' 1 0 S tt2x4tao2-800 d 3x4= 13 12 14 11 10 15 9 168 17 3x��12 3x6 I1 3x4= 3x6 11 3x6 11 3x4= 17-3-0 21-3-0 17-3-0 4-0-0 Plate Offsets(X,Y): [2:0-2-0,G-0-1],[7:0-5-13,0-1-8],[8:0-2-0,0-0-71 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.57 Vert(LL) n/a - n/a 999 W20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.55 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:60 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 21-3-0. (lb)- Max Horz 1=56(LC 6) Max Uplift All uplift 100 Ib or less at joint(s)1,7 except 8—331(LC 28),10=-474(LC 7),12—378(LC 6), 9=-347(LC 6) Max Grav All reactions 250 Ib or less at joint(s)1,8,7 except 10=710(LC 25),12=563(LC 2),9=697(LC 28) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. WEBS 4-10-630/549,3-12-510/437,6-9--504/433 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)1-5-0 to 4-0-0,Interior(1)4-0.0 to 16-7-8,Exterior(2)16-7-8 to 19-10-0 zone;GC for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,7 except Qt=1b)8--331,10--474,12=378,9--347. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)7. 9)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M 2 CONST 14H31 V24 GABLE 1 1 0012 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 0315:35:56 2014 Page 1 ID:1YXDcgMLQFZsX3kSXXT3XXyXAoy-4w3nO6pgDNAzONwnX_ASWiNZOoMNJcbuXQRRI0yX5PX 8-0.0 24-3-09-0 8-0.0 163-0 Scale=1:39.6 2.50 12 2x4 II 3x4= W 11 3x4= 2x4 11 2 3 4 5 6 14 7 1.3 214111 No 6-8 2x4 0 3 0.10.8 p,2 - a Q 1 -12 a N .30.9M -10 2x N .31-1-0 19 3x4= 3x4= 15 12 11 16 10 17 9 18 8 2.50 12 2x4 11 3x4= 2x4 11 3z4= 2x4 11 17-3-0 24-9-0 17-3-0 7-60 Plate Offsets(X,Y): [3:0-2-0,0.0.1],[7:0-5-13,0-1-8],[9:0.2-0,0-0-7] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.54 Verl(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.55 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:75 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 24-9.0. (ib)- Max Horz 1=142(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 1-132(LC 6),3-142(LC 7),9=-143(LC 30),7-153(LC 6), 10-400(LC 7),12-377(LC 10),8-503(LC 7) Max Grav All reactions 250 Ib or less at joint(s)3,9 except 1=298(LC 31),7=306(LC 36),10=615(LC 25), 12=562(LC 2),8=724(LC 25) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. WEBS 4-10=-548/474,2-12-503/432,6-8-629/537 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL_=6.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)1-5-0 to 45-0,Interior(1)4-5-0 to 20-10-0,Exterior(2)20-10-0 to 23-10-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 Ib uplift at joint 1,142 Ib uplift at joint 3,143 Ib uplift at joint 9,153 Ib uplift at joint 7,400 Ib uplift at joint 10,377 Ib uplift at joint 12 and 503 lb uplift at joint S. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)7,8. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M 2 CONST 14H31 V25 GABLE 1 1 0013 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 0315:35:57 2014 Page 1 ID:1YXDcgMLQFZsX3kSXXT3XXyXAoy-Y7d9ESgS_hJgeXVz4hhh3vwlkBiX23w1m4A_gSyX5PW 8-0.0 25-3-0 8-0.0 17-3-0 Scale=1:40.4 2.50 12 3x4= 2x4 11 3x4= 2x4 11 2x4 I I 2 3 4 5 6 14 7 1-3 ZIA No 6.8 2x4 3 0.414 q -12 2x4 N .3 0-414 410 2x N.3 1-1-0 No 3x4_ °P 1 19 3x4= 15 12 11 16 10 17 9 18 8 2.50 F12 2x4 11 3x4= 2x4 11 3x4= 2x4 11 17-3-0 2530 17-3-0 8-0.0 Plate Offsets(),Y): [2:0-2-8,0-1-0],[3:0-2-0,0.0.11,[7:0.5-13.0-1-8],[9:0-2-0,0.0-7] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl LJd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.50 Vert(LL) n/a rVa 999 MT20 244M90 TCDL 15.0 Lumber Increase 1.33 BC 0.56 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:75 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SP No.3 6-0-0 oc bracing:7-8. MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 25-3-0. (lb)- Max Horz 1=142(LC 6) Max Uplift All uplift 100 lb or less at joint(s)except 1-146(LC 6),9--1 01(LC 30), 7-169(LC 7),10=440(LC 7),12=460(LC 6),8-483(LC 6) Max Grav All reactions 250 Ib or less at joint(s)9 except 1=305(LC 31),7=307(LC 36),10=657(LC 25),12=675(LC 2),8=684(LC 2) FORCES (ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. WEBS 4-10--581/510,2-12=-620/519,6.8--6061517 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)1-5-0 to 4-5-0,Interior(1)4-5-0 to 20.10.0,Exterior(2)20-10-0 to 23-10-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL-_11.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 146 lb uplift at joint 1,101 Ib uplift at joint 9,169 lb uplift at joint 7,440 Ib uplift at joint 10,460 Ib uplift at joint 12 and 483 Ib uplift at joint 8. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)7,8. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type city Ply M 2 CONST 14H31 V28 GABLE 1 1 0014 Job Reference(optional) FORT'DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 0315:35:58 2014 Page 1 ID:1YXDcgMLOFZsX3kSXXT3XXyXAoy-WBYRor41_RhFh49ePCwb7Sp8bz7nVZB_kwYNuyX5PV 12-00 27-00 28 1-8 12-0-0 15-00 +1-1 Scale=1:45.0 3x4= 2x4 11 5x8= 2.50 12 3 4 5 1 6 2x4 II 2 1-3 2x4 No. 5-8 2x4 .31-4-4 6- 7- 3x4= 12 4102x4 .31.11-0 2-112x .31-1-7 18 r 1 7-9 1- 87 3x4= 14 11 15 10 16 9 17 5x6 WB= 5x6= 2x4 11 30= 17-3-0 28-1-8 17-3-0 1010-8 Plate Offsets(X,Y): [3:0-2-0,0-0-11,[5:0-4-0,0-3-0],[7:0-3-0,0-0-4],[9:0-2-0,0-0-7],[11:0-3-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.91 Vert(LL) rVa rVa 999 W20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.86 Vert(TL) n/a - rVa 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:88 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SP No.3 8-3-12 oc bracing:6-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 28-1-8. (lb)- Max Horz 1=223(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)9 except 1-189(LC 6),6—248(LC 6), 10-353(LC 6),11-566(LC 6),8-604(LC 7) Max Grav All reactions 250 Ib or less at joint(s)9 except 1=340(LC 31),6=358(LC 36),10=534(LC 2),11=81O(LC 2),8=894(LC 25) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. WEBS 4-10--485/420,2-11-7561629,5-8--758/650 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and G-C Exterior(2)1-5-0 to 4-5-0,Interior(1)4-5-0 to 24-5-4,Exterior(2)24-5-4 to 27-5-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)5. 5)Plate(s)at joint(s)1,3,7,6,10,4,11,2 and 9 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)5 checked for a plus or minus 3 degree rotation about its center. 7)Gable requires continuous bottom chord bearing. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)9 except (jt=lb)1=189,6=248,10=353,11=566,8=604. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)6,8. 12)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply M 2 CONST 14H31 V30 GABLE 1 1 0015 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 03 15:35:58 2014 Page 1 IDA YXDcgMLOFZsX3kSXXT3XXyXAoy-OJBYRor41_RhFh49ePCwb7SuVb1DnW8B_kwYNuyX5PV 16.0-0 27-0.030-1-8 16-0.0 11-0-0 3-1-8 Scale:1/4"=1' 2.50 F12 3x4= 2x4 I I 2x4 I[ 3x4= 5 6 7 8 9 2x4 1 No.2 3.2-5 3x4= 3-5 4 • 7-10 2c4 N.31-4.7 2x4 11 3 3x4= ? 2 6-12 2x N .3 2-7-7 � 4142x4 .31-11-5 1�2AdNo. _ 10 22 .3 04.5 11-13 2111 2x4 11 1 � 3x4= 3x4= 18 16 15 14 19 13 2012 2x4 I I 3x6= 2x4 I 1 30=2x4 11 17-3-0 30.1-8 17-3-0 12-10-8 Plate Offsets(X,Y): [5:0-2-0,0-0-1],[8:0-2-0,0-0-1],[9:0-9.15,Edge],[13:0-2-0,0-0.7] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.63 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.59 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stns Incr YES WB 0.16 Horz(TL) 0.02 9 rda rda BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:98 Ib FT=0% LUMBER BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 30.1-8. (lb)- Max Horz 1=284(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)except 9-212(LC 7),1-117(LC 6),116-460(!-C 6),14—450(LC 10), 12-407(LC 6),10-457(LC 7),13=-240(LC 30) Max Grav All reactions 250 Ib or less at joint(s)13 except 9=336(LC 38),1=305(LC 32),16=651(LC 2), 14=646(LC 24),12=616(LC 24),10=706(LC 25) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17-323(76,2-17-256/86,2-3-362(170,3-4-317/190,4-5-396/279,5-6-353/292, 6-7-3531292,7-8--3531292,8-9--3851285 BOT CHORD 1-18-235/338,16-18-235/338,15-16-235/338,14-15-235/338,14-19-235/338, 13-19-235/338,13-20-233/353,12-20-231/354,12-21-247/346,11-21-240/347, 10-11-237/359,10-22-245/341,9-22-233/350 WEBS 2-16=618/518,4-14-615/526,6-12-540/480,7-10--587/516 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)1-5-0 to 4-5-2,Interior(1)4-5-2 to 27-0-0,Exterior(2)27-0-0 to 29-4-15 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip D0L=1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)15. 5)Plate(s)at joint(s)3,5,8,9,1,11,16,2,14,4,129 6,10,7 and 13 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)15 checked for a plus or minus 5 degree rotation about its center. 7)Gable requires continuous bottom chord bearing. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Bearing at joint(s)9,10 considers parallel to grain value using ANSUTPI I angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 212 lb uplift at joint 9,117 Ib uplift at joint 1,460 lb uplift at joint 16,450 Ib uplift at joint 14,407 Ib uplift at joint 12,457 Ib uplift at joint 10 and 240 Ib uplift at joint 13. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)9,12,10. 12)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. d&-, gpi0 jN"breaks including heels"Member end fixity model was used in the analysis and design of this truss. Job Truss Truss Type Qty Ply M 2 CONST 14H31 V30 GABLE 1 1 0015 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 03 15:35:58 2014 Page 2 IDA YXDcgMLQFZsX3kSXXT3XXyXAoy-OJBYRor41_RhFh49ePCwb7SuVb1DnW8B_kwYNuyX5PV LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M 2 CONST 14H31 V4 ROOF TRUSS 1 1 0016 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL. 7.350 s Sep 27 2012 MiTek Industries,Inc. Fri Oct 03 15:35:59 2014 Page 1 ID:1 YXDcgMLQFZsX3kSXXT3XXyXAoy-UVkwr7siWIZYtrfMC6j98K?AI?SI W?gKDNf5vlyX5PU 4-0.0 4-0.0 Scale=1:7.4 5X6= 2.50 12 2 1-2 7-14 1 i4 No. (0- 5 1.12X4 4 3 3x4= Plate Offsets(),Y): [2:0-2-4,0-1-13] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.18 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.28 Vert(TL) We - rVa 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:10 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=116/4-0-0 (min.0-1-8),3=116/40-0 (min.0-1-8) Max Horz 1=52(LC 6) Max Upliftl=84(LC 6),3=94(LC 6) Max Grav 1=261(LC 23),3--261(LC 24) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.0psf;BCDL=6.0psf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 84 Ib uplift at joint 1 and 94 Ib uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FEBRUARY 12, 2014 TRSTANDARD PIGGYBACK USS CONNECTION DETAIL T-PIGGY-180-D MiTek USA,Tampa,FL MAXIMUM WIND SPEED=180 MPH ,Ilul�lUll' MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. a oo EXPOSURE 8,C or D a oo ASCE 7-10 DURATION OF LOAD INCREASE:1.33 wJ DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek USA,Inc. TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGYBACK TRUSS MUST BE OF SOUTHERN PINE,REFER TO MITEK TRUSS DESIGN DRAWING. B-BASE TRUSS MUST BE OF SOUTHERN PINE,REFER TO MITEK TRUSS DESIGN DRAWING. E C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. A D-2 X_X 4'-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ON INTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH DIRECTIONS AND PIGGYBACK SPAN DOES NOT EXCEED 12 ft. E- ATTACH 8.5"x 12"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET - TT TO EACH SIDE, AT EACH END AND AT 48"O.C.OR LESS USING 7-6d(0.113"X 2")NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-28 NAILS) C PLYWOOD DEPTH MUST COVER TOP CHORD OF BASE TRUSS AND BOTTOM CHORD OF PIGGYBACK TRUSS. INCREASE PLYWOOD DEPTH AS NEEDED. B D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: INSTALL PURLINS TO BOTTOM EDGE OF BASE \ TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE ATTACH 7.0"x 12"x 1/2"PLYWOOD(or 7/16"OS )GUSSET TO EACH SIDE, AT EACH END AND AT 24"O.C.OR LESS USING 7-6d(0.113"X 2")NAILS INTO EACH CHORD FROM EACH This sheet is provided as a Piggyback connection SIDE(TOTAL-28 NAILS). detail only.Building Designer is responsible for all PLYWOOD DEPTH MUST COVER TOP CHORD OF BASE TRUSS AND permanent bracing per standard engineering practices or BOTTOM CHORD OF PIGGYBACK TRUSS. refer to BCSI for general guidance on lateral restraint INCREASE PLYWOOD DEPTH AS NEEDED. and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x_x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. M.- - -- '� -1 � ''r1 � t ��hu . .. �.....Ys±.: ... }� a. n...iII r D ad d�.a*s'6Wsur >..e. ?t...G3: ` _."i�e ;;'a `: ` GENERAL NOTES NOTAS VENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES a RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X1 Y 4X2 Trusses are not marked in any way to identify the Los trusses no estan ntarcados de nrngun modo que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 10'�3 m)or Diagonal bracing Repeat diagonal bracing frequency or location of temporary lateral restraint identiBque la frecuencia o localfzacion de restriction lateral DON'T overload the crane. c�.. 1 Install round bracing.2 Set first truss and attach securer to round bracing.3 Set next 4 e Refer to 15' 4.6 m)* - every 15 truss spaces 30' and diagonal bracing.Follow the recommendations yarriostrediagonaltemporales.Use las recnmendaciones -- ) g g' ) y g g' ) �� trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal SI-67* for more 9.1 m)max manejo, . - for handling,installing and temporary restraining de instalacion,restriccron yarriostre temporal de NO sobrecargue la grid. ;;C °* Lam-~ - - # ' and bracing of trusses.Refer to 0S,`zI Czuide to. los trusses.Vea el folleto 13C SL-�pria U Buono Pro is-a bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five information. ti� c 4 QQpd_PrdUicer�r_Hari ling,In_s��Ili ig.Restrainin p al hl ne p InsfsrlaS_r�ROs riCCipn yArno5tr lis NEVER use banding to lift a bundle. trusses(see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see -g- 1 Vea el resumen BC5I-67* Sar acing_Qf_MQ ta P,lale_Cg na4Le Q 7ru55ei Madam clonecloidp5-on PidC05 IiALIVeLal`** NUNCA use las ataduras para levantar on a uete, below).7)Repeat process with groups of four trusses until all trusses are set. - p p q � para mos information. for more detailed information. para information mos detalrada. - "�� A single lift point may be used for bundles of 1)Instate los arnosfres de Berra.Z)Instate el primero truss y ate seguramente at arriostre de Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden especificar tierra.3)Instate los proximos 4 trusses con restriction lateral temporal de miembro corto(vea l . permanent lateral restraint or reinforcement for las localizaciones de restriction lateral ermanente o top chord pitch trusses up to 45'(13.7 in)and aba o 4 Instate el arriostre did onal de la cuerda superior Apply diagonal brace to vertical p p 1). ) g perior(vea abajo).S)Instate arriostre webs at end of cantilever and at - parallel chord trusses up to 30'(9.1 m). - individual truss members. Refer to the 6CSI- refuer_o en los miembros individuales del truss. Vea la diagonal para los pianos de los mlembros secundarios para estabilice los primeros cisco trusses Use at least two lift points for bundles of top bearing locations. All lateral restraints u _ B3*** for more information.All other permanent hoja resumed CC.SF83"`"para mos information. EI A WARNING Do not over load supporting (vea abajo).6)Instate to restriction lateral temporal yarriostre diagonal para to cuerda inferior chord pitch trusses up to 60'(18.3 m)and poral- lapped at least two trusses. bracing design is the responsibility of the building resto de los drsenos de arrrbstres permanentes son la bajo).structure with truss bundle. (vea a 7)Rei este procedimiento en grupos de alatro trusses hasta que fodos los designer. responsabllidad del d/senador del edificio. lei chord trusses up to 45'(13.7 m).Use at least trusses esten instalados. 'Top chord temporary lateral restraint spacing shall be 10'(3 m)o.c.max.for 3x2 chords three lift points for bundles of top chord pitch ADV'ERTE,NC'I.41 No sobrecargue to and 15'(4.6 m)o.c.for 42 chords.� /� �? r - trusses>60'(18.3m)and parallel chord trusses estructura apoyada con el paquete de Refer to BCSI-62***for more information. INSTALLING INSTALACION !" AWARNING The consequences of improper >45'(13.7 m). trusses. Vea el resurnen BCSI-B2***para mos information. Out -Plane .i handling,erecting,installing,restraining Puede usar un sola lugar de levantar para pa- 0 Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSESerancesOut-oane. Bow Truss Length and bracing can result in a collapse of the quetes de trusses de to cuerda superior hasta 45' RESTRICC16N ARRIOSTRE PARA TODOS PLANOS DE TRUSSES T lerancias para Fuera I de-Plano. Max.Outof•Plumb 9 e^ - Pose paquetes de trusses en una position � 31a" 12.5' structure,or worse,serious personal injury y trusses de cuerdas pardlelas de 30'o menos. or death. - rye p estable. ✓' 9 P parallel `,�--Length--->• -- - DI50 D(ft.) 19 mm) 3.8 m) ' r._.�A . grupos de trusses de cuerda superior inclinada (PCTs).See top of next column for temporary restraint and bracing of PCTs. f va" 1' 7/a" 4 s' m fAOVER TENCIAI EI resultado de on mane o, ,` •� 9--- :;.. • Use por to menos os unfos de levantar con is restraint an roan met Is for trusses except 3x an 4xc or cussesMax ow J - hasfa 60' trusses de cuerdas aralelas hasfa j 6 mm) 0.3 m) (22 mm) a s m levantamiento,instalacion,restriction arrisotre y p r Este metodo de restncoon y arriostre es para todo trusses excep[o trusses de cuerdas pardlelas -'Max.Bow Len m-;t Y � �' 45'Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior incinada 1/2" 2' 1" 16.T incorrecto puede ser to caida de to estructura o � _ mas de 60'y trusses de cuerdas paralelas mas de 45' (PCTs)3x2 y 4x2.Vea to parte superior de to columna para to restriccron y arriostre temporal de PCTs. Max.Bow o r 13 mm) 0 6 m (25 mm) (5 1 m) aunt peor,heridos o muertos. _ - - �; 3/4" 3' t-1ia" 18 8' t 1)TOP CHORD-CUERDA SUPERIOR f Length - o Plumb 19 mm 0.9 m 29 mm 5 7 m Exercise care when removing ! MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES Truss Span To Chord Temporary Lateral Restraint TCTLR Spacing Tolerances for ( line (25Tom) t2 m 3-1mm s 38' f A banding and handling trusses to avoid p p p ry (TCTLR) p g Il RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES i\ Longitud de Tramo Espaaamiento del Arriostre Temporal de la Cuerda Superior -1 ' damaging trusses and prevent injury.Wear rr - - - -. ,gA, \ Cut-of-Plumb. �• , 1-1/4" 5' 1-3/8" 22.9 personal protective equipment for the eyes, \ �-yB B'}/TT�7 Up to 30' D 32 mm 1.5 m 35 mm 7.0 m .- r i1�1iL�.�Using a single pick-point at the peak can damage the truss. 10'(3 m)o.c.max. ToleranUas ora 50 max feet,hands and head when working with �� > - 1� '/ (9.1 m) p � 1.112•' 6' 1-1/2" 25.0 trusses. El use de on solo lugar en el pico para levantar puede 60 or iess\ 30'(9.1 m) Fuera-de-P/omada. 38 mm (tem 38 mm zs m t: _ hacer dano a/truss. \1 8'(2.4 m)o.c.max. 1-3/4" 7' 1.314• 29 2' Utilice cautela at quitar las ataduras ;- __ - - 45'(13.7 m) o los pedazos de metal de sujetar para evitar dano a i CONSTRUCTION LOADING as mm (2 1 m as mm e s m) r 45'(13.7 m)- D.C. ax GA DE CONSTRUCC16N 2" >8 L2" >_33 3' las trusses y prevenir la henda personal. Cleve a; ,,- If Approx t%z�� 60'(18.3 m) 51 mm) (>-2A ml 51 mm 10 1 ongF ' 6'(1.8m) CAR el equipo protective personal para Ojos,pies, A ; / truss length 60'(18.3 m)- DO NOT proceed with construction until all lateral Use Utilice \: Tagrne 4' 1.2 m)D.C.max. manos y cabeza cuando trabaja con trusses, _- - f TRUSSES UP TO 10'i9 1 no�i ( restraint and bracing is securely and properly in place. Maximum Suck Height special care in cuidado especial en 80'(24.4 m) 1 RUSSES 11ASTA 30 PIES fpr Material on Trusses 4 windy weather or plias ventosos o cerca NO proceda con la construction hasta que toads las restric- near power lines de cables electr/cos o Ahach Consult a Registered Design Professional for trusses longer than 60'(18.3 m). cions laterales y los arriostres esten colocados en forma Material Height Locate Spreatler bar 'Consulte a un Professional R isfrado de Dise6o ara trusses mas , and airports. de aeropuertos. 1 10'(3 m) e9 PSegura. treader bar above or M,ffback o.c.max. de 60 pies. Gypsum Board 12"(305 mm) mid-height I'�► / DO NOT exceed maximum stack heights.Refer to BCSI-B4*** Gy h Toe �� ., _T,,In t I ;!: See BCSI-B2***for TCTLR options. �� g Plywood or ose 16"(406 mm) ' or more In orma ion. Y ea e 57-62 la nes d � V IBC for s opero e TCTLR. f � f C j Spreader bar \ 1� Spreader bat 2 to _� i �j / NO excEd a/turas maximas de menton.Vea el resumen Asphalt Shingles 2 bundles { Y 2/3 truss iengm - '=- - --_ '=- •e `� BCSI-84 a*para mas information. ` for truss 1 ��., Tagi:nn} TRUSSES UP r°60'(18.3 YU _�� _ Spreader bar 2/3 to _�� Refer to BCSI 63***for A - Concrete Block 8"(203 mm) : HANDLING - 3'avussiengm Gable End Frame restraint brawn ' --' � l � �� t RUSSES BASTA 60 PIES Tagline / gi `,. 45 A Clay Tile 3-4 tiles high - -A ' TRUSSES UP TO ANDOVER 60'(18,3 m) reinforcement information. y * ^ !\ ,`�C`�L` TRUSSES MPSTA Y 506NE 60 PIES -� Para information sobre restriction/ TCTLR 1 • + Y x ,' - MANEJO arriostre/refuerzo para Armazones �' P j c 1 Ll� Hold each truss in position with the erection equipment until top chord temporary lateral restraint Hastiales vea el resurnen BC5I-d3 is installed and the truss is fastened to the bearing points. \� �0"or> (S) NEVER stack materials near a peak or at mid-span. EMSTMAvoid lateral bending. Nate:Ground bracing not shown for cle _ NUNCA amontone los materiales cerca de un pico. r.l Evite la Flexion lateral. Ll Use proper rig- Use equipo apropiado Sostenga coda truss en position con equipo de grua hasta que la restriction lateral temporal de la Truss attachment ++ ging and hoisting para levantar e cuerda superior este instalado y el truss esta asegurado en los soportes. L' Repeat diagonal braces for each set of 4 trusses. required at support s) . (S) DO NOT overload small groups or single trusses. The contractor is responsible for equipment. improvisor. Repita los arrisotres diagonales para tarda grupo de 4 trusses. Section A-A NO sobrecargue pequenos grupos to trusses individuales. -� properly receiving,unloading and storing INSTALLATION OF SINGLE TRUSSES BY HAND 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS l� place loads over as many trusses as possible. the trusses at the jobsite.Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES smooth surface to prevent damage. i POR LA MANO Coloque las cargos sabre tantos trusses coma sea RESTRAINT&DIAGONAL BRACING ARE EI contratlstd Gene to responsabilidad de "�� .� �, _ ,x�__ VERY IMPORTANT R r, posble. E •? �_ recibir,descar ar almacenar adecuadamente T- - 9 Y -,.F, .; _ Trusses 20' 1.__, Trusses 30' t -__ _ Position loads over load bearing walls. los trusses en to obra.Descargue los trusses en h' (6.1 m)or ' ' "- (9.1 m)or - - --` r iL.A RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Coloque las cargos sobre las paredes soportantes. to Berra liso para prevenir el dano. s; '� --� - less,support less,support at SDN MUY IMPORTANTESI _ ' �. near peak. quarter points. bracing f.embe0lice re me ALT aero * NES Truss bracing t shown for clarity Drag iniorce nt TIONS ALTERACIO a a ` ' • u-.� Soporte Soportede i 2x CUR f t �j - bra i ** cin no 'ads Ve cerca al pico los cuartos - - -- ------ ---�--- Vea el resumen SCSI-85. **« -. - - los trusses f Trusses up to 20' -> de frame los f Trusses up to 30' i Web members ' - - �- _- ---�� de 20 pies o 6.1 m trusses de 30 (9.1 m50 DO NOT t,alter,or drill any structural member of a truss unless "C /� cu a ° ( ) ) specifically permitted by the truss design drawing. r;--rx ±, .:• t9 DO NOT store NO almacene menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies i unbraced bundles verticalmente los (((�� x 1VPr r;q, '- , ;' I NO torte,altere o perfore nrngun miembro estructural de on truss, =Ct s(IO�ik upright. trusses sue/los �� r \ A a menos que este especificamente permitido en el dibujo del diseno TEMPORARY RESTRAINT & BRACING - - - Trusses m ty be unloaded directly on the ground .� del truss. at the time of derive or Stora temporarilyin RESTRICCION Y ARRIOSTRE TEMPORAL Bottom delivery "�!- i Minimum 2 2x Scab bloc4 contact with the ground after delivery,If trusses ;� /= chords centered over splice.Attach Trusses that have been overloaded during construction or altered without the Truss Man- are to be stored for more than one week,place ._ f�►t!►� /'Diagonal braces to CUR with innimum 8-16d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. blocking of sufficient height beneath the stack - Refer to +(_iI-82**''for more Top Chord Temporary every 10 truss spaces 10.135Y3 r')calls each side - of trusses at 8'(2.4 m)to 10'(3 m)on-center information Lateral Restraint 20'(6.1 m)max. of spice or as specified by tine Trusses que se han sobrecargado duranfe to construction o han sido alferados sin to autor- (o.c.). TCTLR 10'(3 m)-15'(4.6 m)ma z:��l-' Bu thing Designer. izacion previa del Fabricante de Trusses,pueden hacer nulo y sin efecto la garantia limitado del Vea el resumen(:C SI-r,;*`*para mas infer- (TCTLR) Los trusses ueden ser descar adds diredamenfe r• � � (�` ' 2x4 min. Same spacing as bottom Note:Some chord and web members SECTION A-A Fabricante de Trusses. en e/suelo en aquel momento�e entrega o j m '' macron. chord lateral restraint not shown for clarity. L f. dlrildeendd0g telnpOrdlmente en COnfdcfo con el 'x` `> .. r Locate ground braces for first truss dlrectiy / - "'Contact the Component Manufacturer for mom information or consult a Registered Design Professional for assistance. .. guard despuei de entrega.Si los trusses estaran '� in line with all rows of top chord temporary "Ai 3)BOTTOM CHORD-CUERDA INFERIOR Truv,,,v a nen pr rung Por ur this document,vsa sbc ndus tom/til. guardddos para mas de una samara,pongd "" lateral restraint(see table in the next column). -- Lateral Restraints-2x4x12'or ✓J Mas tier NOTE:The truss ,u,.f,,t.,rcr and truss designer reit on the presumpoon that me contractor and crane operator(f app came) bloqueand0 de altura suBconte detras de la plla professionals r+,th the capabl:(y to undertake the work they have agreed to do on any gben project If the contractorLC'.-res T C.dS DO NOT store on NO almacene en tierra '�� greater lapped over two trusses : 4 de los trusses a 8 hasta 10 pies en centro(o.c). Coloque los arriostres de terra,para el primer =90 - ss stance n oma aspect or the construr,on pro;xt t she.id seek ass seance rrom a ccnpctent try.me memoa ara pr«ed r<•y uneven ground. desigual. or CLR splice reinforce- Note:Some chord outlined n th s don meat are mended m ensure that the overall constructor techs cues empoyed w n o t t e :seg t plat SAFELY. - truss directdmente en linea con cada una de These recommerdatons for handl t I' restrainingd brat n ses are based opor t c:c e uu of leading ;!} For trusses stored for more than one week,cover ment. - - g u an gnus bundles to protect from the environment. las filas de restnccion lateral temporal de la and web members cdr us a ..dined,:m Huss des I,e nb.Jd,r,.d and or cot on but must,due to me nature of rerec _mo to =s e b prise. -" P Brace first truss Bottom - not shown for - cuerda superior(vea/a tabid en la prownta / onlr as a culoE for use or a auai wed b;id ng designer or conraaor.u s not�rended mat these Mome'eoda,c•s ee nterpretttl as Para trusses guardddos per mas de and samara, columna). securely before chords clarity. aper cr to me bu.mcg des gner s de,o spec ecat cn for handl rg nstali ng,rests n rg and brat ng ti-ses and c doe t preclude rhe r i �.sc of other c 4 -lent methods for rests n ng/brat ng and providing staff sly for the an colurnns,fl-s,rod`s and-I the rt-elated cubrd los paquetes para proteges"log del dmblellte. erection of additional �' / structures buldin o n is as determ ned n the contractor.Thus,SBCA and T?I 5sl d seta m a, e b for damages .. _. -.. '� - g e pones Y G Y Y r Kppns tY 9 Refer to SCSI-for more detailed information -- t uses. ' or s ng from me use,application,or reliance on me rc om„cndat ons and nrormaron car to nrd herein _ -. \+. - Dnbreced rtruTv lsses.k an trusses ..G bertainin to handlin Tnd jobsite Stora a of _ _ --- a - ✓ / Diagonal braces eve 10 usses.g g g �,.. NO carmine en trusses \ �- /truss spaces 20'(6.1 m)max. S3C soateussoourn, TRUSS T INSTITUTE _ Vea el fellate BCSI'^*para igformadon mas detdl- ,.r. '�- sueltos. - - Vea sobre to'rtane)o y pass el foonado de IDs tis d - 6300 Enterprise Lane•madlson,WT 53719 218 N.tee S[.,Ste,312•Aexandra,VA 22314 la area de tl man 10'(3 m)-1S(4.6 m)max�� / 608/274-4849•sbcindus",com 703/683-1010•Prscorg B1 WARN l lx 17 13031 / 1 t I a . I I , I'. • e I �' I * • I� I ! `.- I I , • e � I e a ! a .� !� >� - dal _ _ • - • - - - _ x. _ _ Department of Regulatory and Economic Resources Miami-Dade County / \ Plan Review Summary 1 Process Number: 2014040810543771 t FINAL CORE REVIEW DATE: 4/11/2014 OVERALL STATUS: Overall Approval PROJECT DETAILS: CONTACT DETAILS: FOLIO: 11-3205-027-0560 NAME:JOAQUIN PINEROS ADDRESS: 9301 N BAYSHORE DR MIAMI SHOR EMAIL: PERMIT TYPE DESC.: PHONE#: 9548223590 NO DISAPPROVAL CODES TASK REVIEWED BY STATUS DATE STATUS } Initial Core Review Maria Tur 04/11/2014 Specialty Reviews Not Required . Comments:New 258 sq It entry and interior remodeling of the existing 3,129 sq ft single family residence(2,674 sq ft int+455 sq ft garage). No site works shown on plans. No sewer lines abutting the property. Lot 3 Blk 4/Lot size: 16,000 sq ft(including r/w). Lot grandfathered for septic tank use. 3,387/20= 169 LF.No feasible distance. All adjacent properties(north and south)are connected to public water then location of septic tank doesn't affect any potable water well. No increase.No allocation letter required. Proposed use:3,387 sq It single family residence(2,674 sq ft int+455 sq ft garage+258!aft entry). Final Core Review Maria Tur 04/11/2014 Overall Approval PLAN CONDITIONS: NO CONDITIONS ALAN REVIEW FEES(FEES ARE SUBJECT TO CHANGE PENDING FINAL APPROVAL): I »FEE CODE DESCRIPTION USER DATE UNIT TOTAL D056 Min.Plan Review-Residential TURM 04/11/2014 1 $80.00 Total $80.00 FOR MORE INFORMATION PLEASE CONTACT: -� YOUR DERM CORE REVIEWER:turm@miamidade.gov DERM PERMITTING AND INPECTION CENTER, 11805 SW 26 ST,786-315-2800 DERM OVERTOWN TRANSIT CENTER,701 NW 1 CT,305-372-6899 Coastal: dermcr@miamidade.gov r � ADDENDUM STRUCTURAL DESIGN COMPUTATIONS FOR KURLANDSKI RESIDENCE 9301 BAYSHORE DRIVE MIAMI SHORES, FL REV 2: February 15, 2014 REV 3: MARCH 31 , 2014 REV 3A: JUNE 30, 2014 ORDER No. A-101776 PAGES: 2 + COVER I CIVIL, ^?'RUdUW RIX . . 8156" Civil and Structural Consulting Engineers EB No. 28451 Athanasios Tom Marinos, PE, SI P Reg. No. 51562 a Nr 1 PEMBROKE PINES 18361 Pines Blvd, Suite 307, Pembroke Pines, Florida 33029 Tel: 954.437.3111 Fax:954.437.3137 MTS Engineering Civil and Structural Consulting Engineers Coastal and High Wind Velocity Area Mitigation and Assessments EB No. 28451 -r o � PROJECT- t'`Lj ORDER: ENG: '` CHK: DATE: _14 Ohio r t Y uto iN t 5 Y ) r Y W,:{ _Yinay 3- A 'i p " asst Y r S rlt� x ' Y ; � oc,h t� r r 5, v; i z L-'f.G A- 4, -tf ttn}�,kMY't t i rt r r NL �t ',. Y - ft�t ;' �., fit• "� s` r s t•x x t- -e rt Y` text et".. 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Y ) T S { r r 18331 Pines Blvd, Suite 307 Pembroke Pines, Florida 33029 Tel: 954.437.3111 Fax: 954.437.3137 EMAIL: INFO@ MTSENGINEERING.COM r , ICC EVALUATION Accepted ICC-ES Evaluation Report ESR-2104 Reissued Marsch 1, 2011 This report is subject to renewal in two years. www.Icc-es.orsl 1 (800)423.6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION:06 00 00 WOOD,PLASTICS AND from No. 16 gage [minimum 0.055 inch (1.4 mm) base- COMPOSITES metal thickness],ASTM A 653 SS Grade 33,G90 or G185 Section:06 05 23—Wood,Plastic and Composite galvanized steel. See Table 2 and Figure 2 for nailing Fastenings schedules,dimensions and allowable loads. REPORT HOLDER: 3.3 HTW,MTW and LTW Twist Strap Ties: HTW, MTW and LTW twist strap ties are used for UNITED STEEL PRODUCTS COMPANY connecting roof trusses to top plates, or wall studs to sill 14305 SOUTHCROSS DRIVE,SUITE 200 plates and rim joists. HTW twist strap ties are BURNSVILLE,MINNESOTA 55306 manufactured from No. 14 gage [minimum 0.070 inch 952-898-8772 (1.8 mm) base-metal thickness], ASTM A 653 SS Grade www.usoconnectors.com 40, G90 galvanized steel,except the steel has a minimum yield strength of 42 ksi (290 MPa) and a minimum tensile EVALUATION SUBJECT: strength of 56 ksi (386 MPa). MTW twist strap ties are manufactured from No. 16 gage [minimum 0.055 Inch USP STRUCTURAL CONNECTORS: A3 FRAMING (1.4 mm) base-metal thickness], ASTM A 653 SS Grade ANGLES; AC FRAMING ANGLES; HTW, MTW AND LTW 33,G90 or G185 galvanized steel. LTW twist strap ties are TWIST STRAP TIES; JH JOIST HANGERS; LFTAB manufactured from No. 18 gage [minimum 0.044 inch STRAP TIES; PHXU BEAM AND PURLIN HANGERS;SNP (1.1 mm) base-metal thickness], ASTM A 653 SS Grade SKEWASLE NAILER PLATES; SW, SWH AND KHW TOP 33,G90 or G185 galvanized steel.See Table 3 and Figure MOUNT HANGERS 3 for nailing schedules,dimensions and allowable loads. 1.0 EVALUATION SCOPE 3.4 JH Joist Hangers: Compliance with the following codes: JH joist hangers are used for connecting joists to the face p g of header members. They are manufactured from No. 18 ■ 2009 International Building Code®(2009 IBC) gage [minimum 0.044 inch (1.1 mm) base-metal is 2009 Intemational Residential Code®(2009 IRC) thickness], ASTM A 653 SS Grade 33, G90 galvanized steel. See Table 4 and Figure 4 for nailing schedules, ■ 2006 International Building Code®(2006 IBC) dimensions and allowable loads. ■ 2006 International Residential Code®(20061RC) 3.5 LFTAB Strap Ties: Property evaluated: The LFTA6 strap tie Is used to connect roof trusses to top Structural plates, or wall studs to sill plates and rim joists. The tie is 2.0 USES manufactured from No. 16 gage [minimum 0.055 inch (1.4 mm) base-metal thickness], ASTM A 653 SS Grade The USP structural connectors described in this report are 33,G90 or G185 galvanized steel.See Table 5 and Figure used for connecting wood framing members in accordance 5 for nailing schedules,dimensions and allowable loads. with Section 2304.9.3 of the IBC.They may also be used in jurisdictions implementing the IRC when an engineered 3.6 PHXU Beam and Purlin Hangers: design is used in accordance with IRC Section R301.1.3. PHXU beam and pudin hangers are used for connecting 3.0 DESCRIPTION sawn lumber or structural composite lumber (SCL)joists, 3.1 A3 Framing Angles: beams and purlins to sawn lumber or SCL headers. The g g hangers are manufactured from No. 7 gage [minimum A3 framing angles are used to support wood members 0.171 inch (4.3 mm) base-metal thickness], ASTM A 653 meeting the requirements of Section 3.9.2. The angles are SS Grade 40, G90 galvanized steel. See Table 6 and manufactured from No. 18 gage [minimum 0.044 Inch Figure 6 for nailing schedules, dimensions and allowable (1.1 mm) base-metal thickness], ASTM A 653 SS Grade loads. 33,G90 or G185 galvanized steel.See Table 1 and Figure 3.7 SNP Skewable Nailer Plates: 1 for nailing schedules,dimensions and allowable loads. 3.2 AC Framing Angles: The SNP skewable nailer plate is used to connect two framing members at angles ranging from 45 to 90 degrees AC framing angles are used for connecting two framing to one another. The nailer plates are manufactured from members as depicted in Figure 2.They are manufactured No. 16 gage [minimum 0.055 inch (1.4 mm) base-metal ICC-ES Evaluation Reporu are not to be construed as representing aesthetica or any other attributer not specoUally addremed,nor are they to be construed as an endorsement of the subJect of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or imptie4 ar ` to any finding or od w matter in dds report,or as to any product covered by the report. Copyright 0 2011 Pap 1 of 12 ESR 2104 I Most Widely Accepted and Trusted Page 2 of 12 thickness], ASTM A 653 SS Grade 33, G90 galvanized percent, used in continuously dry interior conditions where steel. See Table 7 and Figure 7 for nailing schedules, sustained temperatures are 100OF(37.8°C)or less. When dimensions and allowable loads. connections are used under conditions exceeding these 3.8 SW,SWH and KHW Top Mount Hangers: limitations, the allowable loads in this evaluation report must be adjusted by the applicable adjustment factors The SW, SWH and KHW top mount hangers consist of"U" given in the NDS. shaped straps welded to bent top flanges in a variety of widths and heights, and are used to connect joists to Connected wood members must be checked for load- header members. The hangers are manufactured from carrying capacity in accordance with Section 10.1.2 of the Nos. 12, 10, 7 and 3 gage[minimum 0.099 inch (2.5 mm); NDS. 0.129 inch (3.3 mm); 0.171 inch (4.3 mm); and 0.24 inch 4.2 Installation: (6.1 mm) base-metal thicknesses, respectively], ASTM A installation of the connectors must be in accordance with 1011 SS Grade 33 hotrolled steel,ASTM A 653 SS Grade t 33 G90 galvanized steel,and ASTM A 36 steel.See Table his evaluation report and the manufacturer's published 8 and Figure 8 for nailing schedules, dimensions and installation instructions. See Figures 1 through 8 for allowable loads. installation details. 3.9 Materials: 4.3 Special Inspection: 3.9.1 Steel: The USP structural connectors described in 4.3.1 IBC: Periodic special inspection is required for this report are manufactured from steel having the installation of connectors described in this report that are minimum base-metal thicknesses, specifications, designated as components of the seismicforce-resisting strengths,and coatings noted in Sections 3.1 through 3.8. system for structures in Seismic Design Categories C,D,E 3.9.2 Wood: Wood members with which the connectors or F in accordance with IBC Section 1707.3 or 1707.4,with those structures that qualify under the are used must be nominally dimensioned sawn lumber or the exception approved structural composite lumber (SCL). Allowable Exceptions to Section 1704.1. loads given in this report are for connectors nailed Into 4.3.2 IRC:Special Inspections are not required. sawn lumber or SCL having a minimum equivalent specific 5.0 CONDITIONS OF USE gravity of 0.50 (such as Douglas fir-larch), and a moisture content not exceeding 19 percent in sawn lumber or 16 The USP structural connectors described in this report percent in SCL. Beams, headers, rim joists and other comply with, or are suitable alternatives to what is framing members to which the connectors are attached specified in,those codes listed in Section 1.0 of this report, must have a dimension of 1.5 inches(38 mm)or greater,in subject to the following conditions: the direction parallel to the longitudinal axis of the nail. 5.1 The connectors must be manufactured, identified, 3.9.3 Fasteners: Nails must conform to ASTM F 1667, designed and installed in accordance with this report unless otherwise noted, and must have lengths,diameters and the manufacturer's published instructions. In the and bending yield strengths, Fyb, as Indicated in the event of a conflict between this report and the following table: manufacturer's published installation instructions, this NAIL DIAMETER LENGTH MINIMUM report governs. DESIGNATION (Inch) (Inches) REQUIRED 5.2 Lumber and fasteners used with the connectors must Fre(psi) comply with Section 3.9. 8d x 02 0.131 1.5 100,000 5.3 Structural members to which the connectors are 8d common 0.131 2.5 100,000 attached must be checked for load-carrying capacity 10d x 1'/2 0.148 1.5 1 90,000 at connections in accordance with Section 10.1.2 of 10d common 0.148 3.0 90,000 the NDS. 16d common 0.162 3.5 90,000 5.4 Calculations showing compliance with this report must 20d x 2'/2 0.192 2.5 80,000 be submitted to the code official. The calculations For SI:1 Inch=25.4 mm;1 psi=6.895 kPa. must be prepared by a registered design professional where required by the statutes of the jurisdiction in 3.9.4 Use In Treated Wood: Connectors and fasteners which the project is to be constructed. used in contact with preservative-treated or flre-retardant- 5.5 The SW,SWH and KHW top mount hanger series are treated wood are outside the scope of this report,and must manufactured by United Steel Products Company in comply with IBC Section 2403.9.5 or IRC Section R319.3. Montgomery, Minnesota, Livermore, California, and The report holder or wood treatment manufacturer should Largo, Florida, under a quality control program with be contacted for recommendations on minimum corrosion Inspections b PFS Co resistance and connection capacities of fasteners and P Y Corporation(AA-652). connectors used with the specific proprietary preservative- 6.0 EVIDENCE SUBMITTED treated or fire-retardant-treated wood. Data in accordance with the ICC-ES Acceptance Criteria 4.0 DESIGN AND INSTALLATION for Joist Hangers and Similar Devices (AC13), dated 4.1 Design: October 2010. Allowable loads given in this report are based on allowable 7.0 IDENTIFICATION stress design. Tabulated allowable loads are for normal Each connector described in this report is identified by a duration and short durations, based on load duration stamp bearing the manufacturer's name(USP),and a label factors, Co, in accordance with the NDS. No further bearing the model (stock) number and the number of an increases in allowable loads are permitted. ICC-ES index evaluation report (ESR-2685). Labels on Tabulated allowable loads are for connections with sawn connectors within the SW, Shanger series also bear the lumber seasoned to a moisture content not exceeding 19 name of the third-party inspection agency (PFS percent, or SCL with a moisture content not exceeding 16 Corporation). ESR-2104 I Most Widely Accepted and Trusted Page 3 of 12 TABLE 1--NAILING SCHEDULES,DIMENSIONS AND ALLOWABLE LOADS FOR A3 FRAMING ANGLES STOCK STEEL DIMENSIONS(inches) FASTENER SCHEDULEHeader Joist LOAD ALLOWABLE LOADS(lbs.)-2A' NUMBER GAGE DIR. W1 W2 L Qty Type3 Qly Type' CO■1.00 Co■1.15 Co=1.25 Co■1.60 18 1;he 1;Ae 23/4 4 10d x 1'/2 4 10d x 1'/2 F1 450 515 560 590 A3 18 1'/ie 1/ie 23/4 4 10d x 1'/2 4 10d x 1'/2 F2 450 515 560 600 18 17/10 17/10 23/4 4 10d x 1'/2 4 10d x 192 F3 210 240 260 335 For SI:1 Inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads shown are for a single angle.When angles are installed on both sides of the joist,the angles must be offset so that the nails from opposing sides do not touch. 2Ailowable bads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS,and are not permitted to be adjusted for other load durations.See Section 4.1 for additional design requirements. 3See Section 3.9.3 for required nail dimensions and mechanical properties. `Allowable bads shown are for installations in sawn lumber or structural composite lumber complying with Section 3.9.2. elf a single angle is Installed on each end of a supported member,the angles must be installed on opposite sides of the supported member,or wood blocking must be installed to prevent rotation. W1 'fid? A3 Typical A3 installation FIGURE 1—DIMENSIONS AND INSTALLATION OF A3 FRAMING ANGLE ESR-2104 ( Most Widely Accepted and Trusted Page 4 of 12 TABLE 2—NAILING SCHEDULES,DIMENSIONS AND ALLOWABLE LOADS FOR AC FRAMING ANGLES STOCK STEEL DIMENSIONS(inches) SCHEDULE) Lpgp ALLOWABLE LOADS(lbs.),-1A' NUMBER GAGE Header Joist DIR. W1 W2 L Qty Type3 Qty Type3 Co■1.00 Co M 1.15• CD 01.25 Cow 1.60 16 16/„ 2'/s 4'/e 3 10d common 3 10d common F1 340 390 425 540 16 16/,e el, 47/6 3 10d common 3 10d common F2 340 390 425 540 AC5 16 16/,s 23/e 4'/e 3 10d common 3 10d common F3e 155 180 195 250 16 16/„ 23/6 4'/e 3 16d common 3 16d common F1 380 440 475 610 16 1'/,e 23/6 4'/e 3 16d common 3 16d common F2 380 440 475 610 16 16/„ 26/e 47/s 3 16d common 3 16d common F36 175 205 220 280 16 16/1e 23/6 616/1, 4 10d common 4 10d common F1 450 520 565 725 16 16/,6 2'/a 676/1, 4 10d common 4 10d common F2 450 520 565 725 AC7 16 16/16 23/e 676/,, 4 10d common 4 10d common F36 210 240 260 335 16 16/„ 23/6 616/,e 4 16d common 4 16d common F1 510 585 635 770 16 16/,6 23/6 61611, 4 16d common 4 16d common F2 510 585 635 815 16 16/,6 23/8 616/,, 4 16d common 4 16d common F36 235 270 295 375 16 16/,6 23/6 87/s 5 10d common 5 10d common F1 565 650 705 905 16 16/,e 2'/e 8'/e 5 10d common 5 10d common F2 565 650 705 905 AC9 16 16/16 23/e 8'/e 5 10d common 5 10d common F36 260 300 325 415 16 16/,6 23/6 8% 5 16d common 5 16d common F1 635 730 795 1015 16 16/16 23/8 87/6 5 16d common 5 16d common F2 635 730 795 920 16 16/,e 23/6 8'/e 5 16d common 5 16d common F36 295 340 370 470 For 81:1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads shown are for a single angle. 2Allowable bads have been adjusted for load duration factors,CD,as shown,in accordance with the NDS,and are not permitted to be adjusted for other load durations.See Section 4.1 for additional design requirements. ;Su Section 3.9.3 for required nail dimensions and mechanical properties. `Allowable bads shown are for installations in sawn lumber or structural composite lumber complying with Section 3.9.2. 61f a single angle is installed on each end of a supported member,the angles must be installed on opposite sides of the supported member,or wood blocking must be installed to prevent rotation. °Allowable bads in the F3 load direction are for installations in 2-by nominal dimension lumber having a minimum dimension of 1.5 Inches(38 mm) In the direction parallel to the longitudinal axis of the nails.For installations In 4-by nominal dimension lumber having a minimum dimension of 3.5 Inches(89 mm)In the direction parallel to the longitudinal axis of the nails,allowable loads in the F3 load direction may be Increased by the following factors: For 10d Common nails:1.94 For 16d Common nails:1.68 F'( i-2 F3 AC Typical AC tnstallatlon FIGURE 2—DIMENSIONS AND INSTALLATION OF AC FRAMING ANGLE I ESR-2104 I Most Widely Accepted and Trusted Page 5 of 12 TABLE 3--NAILING SCHEDULES,DIMENSIONS AND ALLOWABLE LOADS FOR HTW,LTW AND MTW TWIST STRAP TIES ALLOWABLE STOCK STEEL STRAP DIMENSIONS(in.) FASTENER SCHEDULE UPLIFT''` NUMBER GAGE (Ibs•) W L L7 L2 Qty' Type= Co■1.60 HTW16 14 11/4 16 51/" 51/8 16 10d x 1 /2 1260 16 10d common 1260 HTW20 14 114 20 71/8 71/8 24 10d x 1'12 1530 20 10d common 1530 HTW24 14 11/4 24 g'/e 91/8 24 10d x 1 /2 1530 20 10d common 1530 HTW28 14 11/4 28 111/8 11'/8 24 10d x 1'12 1530 20 10d common 1530 HTW30 14 11/4 30 7 171/4 24 10d x 1 /2 1530 20 10d common 1530 HTW30C 14 11/4 30 12'/8 121/8 24 10d x 1'/2 1530 20 10d common 1530 LTW12 18 11/4 12 41/2 41/2 12 10d x 02 775 12 10d common 775 LTW16 18 11/4 18 61/2 61/2 12 10d x 11/2 775 12 10d common 775 LTW18 18 11/4 18 71/2 71/2 12 10d x 1 /2 775 12 10d common 775 ` LTW20 18 114 20 81/2 81/2 12 10d x 1 /2 775 12 10d common 775 MTW12 16 11/4 12 4'/2 41/2 14 10d x 02 1195 14 10d common 1195 MTW16 16 11/4 16 81/2 61/2 14 10d x 1 /2 1195 14 10d common 1195 MTW18 16 114 18 71/2 71/2 14 10d x 11/2 1195 14 10d common 1195 MTW20 16 11/4 20 81/2 81/2 14 10d x 7/2 1195 14 10d common 1195 MTW24C 16 11/4 24 10'8 107/16 14 10d x 1 /2 1195 14 10d common 1195 MTW28C 16 11/4 28 127/18 127/18 14 10d x 02 1195 14 10d common 1195 MTW30C 16 11/4 30 13'/i8 13'/8 14 10d x 1'12 1195 14 10d common 1195 MTW30 16 11/4 30 88/18 188/i8 14 10d x 1 /2 1195 14 1 10d common 1195 For 81:1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable uplift bads have been adjusted for a load duration factor,Co,of 1.60,corresponding to a ten-minute load duration(i.e.,wind or earthquake loading),in accordance with the NDS.The allowable uplift loads do not appy to loads of other durations.See Section 4.1 for additional design requirements. 2See Section 3.9.3 for required nail dimensions and mechanical properties.HTW,LTW and MTW twist strap ties may be installed with either 10d x 1'/2 or 10d common nails. 'Listed fastener quantity is the total required for the connection,with half the tabulated quantity at each end. 4Allowable uplift loads shown are for installations in sawn lumber or structural composite lumber complying with Section 3.9.2. "Some illustrations for the twist straps show connection that could cause cross-grain tension or bending of the wood during loading if not reinforced sufficiently.In such cases,mechanical reinforcement should be considered. r ESR-2104 Most Widely Accepted and Trusted Page 6 of 12 ice.. f .. .. Uplift:. I - Typical LT /MTW/ TW l.T '/MTS /HTC Stud-to-rim joist installation � F 3. cE TypicalLTW/MTW/HIW Truss-to-top plate Installation FIGURE 3—DIMENSIONS AND INSTALLATION OF LTW,MTW AND HTW TWIST STRAP TIES Y ESR-2104 I Most Widely Accepted and Trusted Page 7 of 12 TABLE 4—NAILING SCHEDULES,DIMENSIONS AND ALLOWABLE LOADS FOR JH JOIST HANGER FASTENER SCHEDULE DIMENSIONS(inches) ALLOWABLE LOADS(lbs.)''' STOCK STEEL HEADER Header NUMBER GAGE SIZE Joist W H D B TF Top Face Download Uplift Qty Type' Qty Type' Qty Type 2.4 Co■1.00 Co■1.15 Co 01.25 Co=1.60 13!1e 2 x 6 2 10d 1 common 4 common 6 common 1900 2060 2165 1285 1'/is 2 x 8 2 common 8 common 6 common 2540 2765 2900 1285 JH2O 18 1e/,e 10'/,e 214 5'/e /,e 2 x 10 2 comm 12 common common common2270 2565 2760 1285 -- 2 x 12 - -- 1410d 6 .m0dn 2185 2510 2730 1285 For 81:1 Inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,CD,as shown,in accordance with the NDS,and are not permitted to be adjusted for other bad durations.See Section 4.1 for additional design requirements. ZSee Section 3.9.3 for required nail dimensions and mechanical properties. 'Allowable loads shown are for installations in sawn lumber or structural composite lumber complying with Section 3.9.2. 41olst nails must be driven horizontally Into the joist at a 30-to 45-degree angle,such that they penetrate through the joist,and into the header. e The hangers provide torsional resistance up to a maximum joist depth of H+1 Inch(H+25.4 mm),where torsional resistance is defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). j , �� .t► TYPICAL JH TYPICAL JH f;ACP MOUNT TOP MOUNT INSTALLATION JH INSTALLATION JH (TOP Mount Ganfigwrptaom) FIGURE 4—DIMENSIONS AND INSTALLATION OF JH JOIST HANGER ESR-2104 I Most Widely Accepted and Trusted Page 8 of 12 TABLE"AILING SCHEDULES,DIMENSIONS AND ALLOWABLE LOADS FOR LFTA6 STRAP TIE STOCK STEEL DIMENSIONS(In.) FASTENER SCHEDULE ALLOWABLE LOADS(lbs.)'A' NUMBER GAGE Uplift Lateral F, Labral F2 W L L1 L2 Qty' Type Cowl 60 Co■1.60 Co M 1.60 LFTA6 16 214 191/, 8% 6'/2 16 8d common 1210 700 90 16 8d x 171-2 1210 700 90 For 81:1 inch=25.4 mm,1 Ibf=4.45 N. Wk►wable loads have been adjusted for a load duration factor,Co,of 1.60,corresponding to a ten-minute bad duration(i.e.,wind or earthquake loading),in accordance with the NDS.The allowable loads do not apply to bads of other durations.See Section 4.1 for additional design requirements. 2See Section 3.9.3 for required nail dimensions and mechanical properties. 'Listed fastener quantity is the total required for the connection,with half the quantity at each end. `Allowable loads shown are for installations In sawn lumber or structural composite lumber complying with Section 3.9.2. °Lateral F1 and F2 bad directions do not apply to roof truss-to-top plate installations. °Some illustrations for the strap tie show connection that could cause cross-grain tension or bending of the wood during loading K not reinforced sufficiently.In such cases,mechanical reinforcement should be considered. Uplift I UrA Fi I •j 't� �yFh.. .i YY x f l 3 Typical LFTA6 Typical LFTA6 LFT'A65 Stud-to-rim InatatllaVon Truss-to-top plate Inoullaltlo:n FIGURE 5—DIMENSIONS AND INSTALLATION OF LFTA6 STRAP TIE S - ESR-2104 I Most Widely Accepted and Trusted Page 9 of 12 TABLE 6•—NAILING SCHEDULES,DIMENSIONS AND ALLOWABLE LOADS FOR PHXU SERIES HANGERS FASTENER SCHEDULE ALLOWABLE LOADS(Ibs.)''e STOCK STEEL DIMENSIONS(Inches) Header Joist Download Uplift NUMBER GAGE W H D L TF Qty Typez Qty Typez Co M 1.00 Co O 1.15 Co 0 12S Cp E 1.60 PHXU17xxx 7 1'3/,, 7/4-20 '7/—. 10 2/2 8 16d common 6 10d x V/2" 4420 4550 4635 1035 PHXU23xxx 7 2/e —97,30 7/4 10 2% 8 16d common 6 10d x V/2" 5560 5690 5775 970 PHXU25xxx 7 2/,e 9/4-30 3/4 10 —272 8 16d common 6 10d x 1/z" 5940 6020 6020 1 970 PHXU26xxx 7 2"/Ie 9'4-30 3'/4 10 21/2 8 16d common 6 10d x 1'12* 6020 6020 6020 970 PHXU27x7 2/4 9 -4 30 'T, 10 2/z 8 16d common 6 10d x 1 /x" 6020 8020 6020 970 xx PHXU35xxx 7 3/,e —9/—,30 3/4 10 172 8 16d common 6 10d common 6650 6650 6650 1290 PHXU23)=-2 7 4 4' —Fl,30 3 74 10314 2% 8 16d common 6 10d common 6650 6650 6650 1290 PHXU25xxx-2 7 5/e 9/4-30 P74 11 /e 2'/2 8 16d common 6 10d common 6650 6650 6650 1290 PHXU52xxx 7 5% 19'4-30 13'41 11 /e 2/z 8 16d common 6 10d common 6650 6650 6650 1290 PHXU55xxx 7 5/z 9/4-30 3/4 11 /z 2/z 8 16d common 8 10d common 6650 6650 8850 1290 PHXU71xxx 7 7/s 19/4-30 13'41 13/e 2'/2 8 116d-common 6 10d common 6650 1 6650 6650 1290 For S1:1 Inch=25.4 mm,1 IV=4.45 N. 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS,and are not permitted to be adjusted for other load durations.See Section 4.1 for additional design requirements. zSee Section 3.9.3 for required nail dimensions and mechanical properties. Allowable loads shown are for installations in sawn lumber or structural composite lumber complying with Section 3.9.2. 4The hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top and bottom of the joist with respect to the vertical position of the joist Is 0.125 inch(3.2 mm).The height,H,of the joist hanger must be equal to the height of the joist to ensure proper attachment of the sheathing to the joist and supporting member. Tr- PHXU Typical PHXU Installation FIGURE 6—DIMENSIONS AND INSTALLATION OF PHXU SERIES HANGERS ESR-2104 I Most Widely Accepted and Trusted Page 10 of 12 TABLE 7—NAILING SCHEDULES,DIMENSIONS AND ALLOWABLE LOADS FOR SNP SKEWABLE NAILER PLATE HANGER FASTENER SCHEDULE' ALLOWABLE LOADS(lbs.)"" STOCK STEEL DIMENSIONS(inches) Supporting Member I Supported Member Download Uplift NUMBER GAGE W1 W2 H Qty' I Typez I Qty` I Typez Co�1.00 Co-1.15 Co-1.25 CD-1-60 SNP3 16 V/2 V/2 1 3% 6 8d x V/2 6 8d x V/2 530 1 530 1 530 530 For S1:1 inch=25.4 mm,1 IV=4.45 N. 'Allowable loads have been adjusted for load duration factors,CD,as shown,in accordance with the NDS,and are not permitted to be adjusted for other load durations.See Section 4.1 for additional design requirements. 'See Section 3.9.3 for required nail dimensions and mechanical properties. 'Allowable loads shown are for installations in sawn lumber or structural composite lumber complying with Section 3.9.2. `Install specified fasteners Into the wide faces of the members,from the bend line out from each end.Not all nail holes will be tilled. °The SNP was tested for use with a bend angle of 45 to 90 degrees. .90' . - 4 cr .rte.. ^• �. ...... ..,.. - .,�,�..... •• ', to 'Typical SNF'3 Installation FIGURE 7—DIMENSIONS AND INSTALLATION OF SNP SKEWABLE NAILER PLATE ESR-2104 I Most Widely Accepted and Trusted Page 11 of 12 TABLE 8--NAILING SCHEDULES,DIMENSIONS AND ALLOWABLE LOADS FOR SW,SWH AND KHW TOP MOUNT HANGERS STEEL GAGE DIMENSIONS(Inches) FASTENER SCHEDULE ALLOWABLE LOADS(lbs.)' STOCK Header' Joist Download NUMBER Top U-Strap L W H D TF Qty Type2 Qty Type2 CD Z 1.00 Co■1.15 CD=1.25 Flange SW26 12 12 6'/2 l/le 53/a 2% 2% 2 10d common 2 10d x'/2" 2315 2315 2315 SW28 12 12 6/2 1 /,e 7% 2/2 2/2 2 10d common 2 10d x /2 2315 2315 2315 SW210 12 12 6/2 1 /,e 9/. 2/2 2/2 2 10d common 2 10d x'/2* 2315 2315 2315 SW212 12 12 8/2 1 /,e 11 /e 2'/2 2% 2 10d common 2 10d x /2" 2315 2315 2315 SW214 12 12 6/z 1 /,e 13/e 2/2 2/2 2 10d common 2 10d x /2" 2315 2315 2315 SW216 12 12 02 1 /,e 15% 2%. 212 2 10d common 2 10d x'/2* 2315 2315 2315 SW36 12 12 8/2 2/,e 5/e 2/z 2/2 2 10d common 2 10d x l2" 2315 2315 2315 SW38 12 12 6/2 2/,s 7/e 2/2 2/z 2 10d common 2 10d x /; 2315 2315 2315 SW310 12 12 8/z 2/,e 9/e 2/2 21/2 2 10d common 2 10d x'/2" 2315 2315 2315 SW46 12 12 672 3 A. 5/e 2% 2% 2 10d common 2 10d common 2520 2520 2520 SW48 12 12 02 3/,e 7/e 2/2 212 2 10d common 2 10d common 2520 2520 1 2520 SW410 12 12 8% 30/le 9/a 2/,. -772 2 10d common 2 10d common 1 2520 2520 1 2520 SWH26-2 7 1 12 7 3% 5% 2'/2 2'12 2 10d common 2 10d common 3305 3305 3305 9WH28-2 7 12 7 -77. -7/—, —2r/2 2/z 2 10d common 2 10d common 3305 3305 3305 SWH210-2 7 12 7 3/e 9/e 2/z —272 2 10d common 2 10d common 3305 3305 3305 SWH212-2 7 12 7 3/e 11/e 2/2 —27, 2 10d common 2 10d common 3305 3305 3305 SWH214-2 7 12 7T/e 13/s2 2z/z 2 10d common 2 10d common 3305 3305 3305 SWH216-2 7 12 7 3% 15% 2% 2% 2 10d common 2 10d common 3305 3305 3305 SWH312 7 12 7 2/,e 7177. -772 -T/2 2 10d common 2 10d x /2" 3305 3305 3305 SWH314 7 12 7 2/,e 13/e 2/z 2/z 2 10d common 2 10d x /z" 3305 3305 3305 SWH316 7 12 7 2/,e 15/e 2/z 2/z 2 10d common 2 10d x /2" 3305 3305 1 3305 SWH410 7 12 7 3/,e 9/e 2/2 2/2 2 10d common 2 10d common 3305 3305 3305 SWH412 7 12 7 30/,e 11 /e 212 2% 2 1 10d common 2 10d common 3305 3305 3305 SWH414 7 12 7 3/,e 13/e 2/2 2/2 2 10d common 2 10d common 3305 3305 3305 SWH418 7 12 7 3/,e --l--5-r,,- 2/2 2/2 2 10d common 2 10d common 3305 3305 3305 SWH66 7 12 7 5/2 5/e 2/2 2/2 2 10d common 2 10d common 3305 3305 3305 SWH88 7 12 7 5/z 7/e 2/2 2/z 2 10d common 2 10d common 3305 3305 3305 SWH610 7 12 7 5 Iz 9/e 2/z 2/2 2 10d common 2 10d common 3305 3305 3305 KHW46 3 1 10 10 3"/,, 53/, 2% 2'/2 4 20d x 2'12 2 10d common 5335 5335 5335 KHW48 3 10 10 3/,s 7/e T2 --2r/2 4 20d x 2% 2 10d common 5335 5335 5335 KHW410 3 10 10 3/,e 9/e 2/z 2/z 4 20d x'2/2 2 10d common 5335 5335 5335 KHW412 3 10 10 3/,e 11/e 2/z -Fl;- 20 4 d x 2/2 2 10d common 5335 5335 5335 KHW414 3 10 10 3/,e 13/e 2/z 2/2 4 20d x 2/2 2 10d common 5335 5335 5335 KHW416 3 10 1 10 3/le 109 212 2% 1 4 1 20d x 2'/z 2 10d common 5335 1 5335 5335 KHW88 3 10 10 5/2 5/e 2/2 2% 4 20d x 2% 2 10d common 5335 5335 5335 KHW68 3 10 10 5/2 77/. 2/2 2/2 4 20d x'2/2 2 10d common 5335 5335 5335 KHW610 3 10 10 5/z 9/e 2/2 -ir/2 4 20d x 2/2 2 10d common 5335 5335 5335 xr- KHW612 3 10 10 5/2 11/e 2/2 -ir/2 4 20d x 2/2 2 10d common 5335 5335 5335 KHW614 1 3 10 10 5'/2 13% 2% 2% 4 20d x 2'12 2 10d common 5335 5335 5335 KHW616 3 10 1 10 5/2 15/a 2% 2/2 4 20d x 2% 2 1 10d common 5335 5335 5335 KHW86 3 10 10 712 -7/—. _T/2-- 212 4 20d x 2'12 2 10d common 5335 5335 5335 KHW88 3 10 10 7/z 7/e 2/2 2/2 4 20d x 2/z 2 10d common 5335 5335 5335 KHW810 3 10 10 7/2 9/. 2/2 F/2 4 20d x 2/z 2 10d common 5335 5335 5335 KHW812 3 10 10 7'/2 11% 212 212 4 20d x 2% 2 10d common 5335 5335 5335 KHW814 3 10 10 7/2 13/, 2'/2 2'/2 4 20d x 2% 2 10d common 5335 5335 5335 KHW816 3 10 10 7/z 15/e 2/2 2/2 4 20d x 2% 2 10d common 5335 5335 5335 KHW28 3 10 10 2 /,e Spec. 4 -772 4 20d x'2/2 2 10d 02; 5295 5295 5295 KHW3 3 10 10 3/a Spec. 3 2% 4 20d x 2% 2 10d common 5295 5295 5295 KHW5 3 10 J 10 1 5'4 1 Spec.1 2% 2% 4 1 20d x 172— 2 10d common 1 5295 5295 5295 For 81:1 Inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for bad duration factors,CD,as shown,in accordance with the NDS,and are not permitted to be adjusted for other bad durations.See Section 4.1 for additional design requirements. 2See Section 3.9.3 for required nail dimensions and mechanical properties. 'Allowable loads shown are for installations in sawn lumber or structural composite lumber complying with Section 3.9.2.Headers must have a minimum thickness of 2 inches(51 mm). `The hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the Joist at which the lateral movement of the top and bottom of the joist with respect to the vertical position of the Joist is 0.125 inch(3.2 mm).The height,H,of the Joist hanger must be equal to the height of the Joist to ensure proper attachment of the sheathing to the joist and supporting member. ESR-2104 I Most WldelyAccepted and Trusted Page 12 of 12 TF. �. 3 r T 3 �.. aW 5WH KHW z j Typical 5W Installation Typical KHW Installation (5WH vimilar) FIGURE 8—DIMENSIONS AND INSTALLATION OF SW,SWH AND KHW TOP MOUNT HANGERS