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RC-15-375 (4) Miami Shores Village cElv�ra AUG 2.7 2015 Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY; Tel:(305)795-2204 Fax:(305)7S6-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 �FBC 20 BUILDING Master Permit No. P—L l 3-�ig PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS 5"CHANGE OF ❑ CANCELLATION ❑ SHOP G I- J"CONTRACTOR DRAWINGS JOB ADDRESS: _/` I� Nom"�, City: Miami Shores County: Miami Dade Zip: 33/3, Folio/Parcel#: 1/- 320�- ��J- ��-O Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder):�/D/4" Sli.dWIZ4 / I 4 hone#: C-;?'1 2-36 810!2 � Address: qr'l 3 lie /3 Ave– City: &4w4l �JS9Kn S State: Zip: -34/ 30 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: LOnr Phone#: Address: 2,03 t'l Ne 3C3-„ City: /J State: L Zip: 331 Qualifier Name: �j� ✓`� jSn"'* 'J Phone#: State Certification or Registration#: 64e- lib J�& 9 d7 Certificate of Competency#: DESIGNER:Arch itectt/,Engineer: %G. Az ffl� JtiGr ,,// Phone#: V3 Address: /3 g� +�' L 0;1, City: /V1,#PW State: 'VE Zip: Value of Work for this Per-mi :$! T — re/Linear'Footage of Work: ?�0 Type of Work: Le Addition [Alteration e❑ New ❑ Repair/Replace ❑ Demolition Description of Work: u. /Ze�vo✓a N �1JD177� 164ftxpo+-4-1 sem' G iLo o:E o w• ` 6,11011 10 3!0,12• 3%10- , h Alk Specifyto/or of color thru tile:•• :ram •%,. Submittal Fee$ Permit Fee$ �/�� CCF$ CO/CC$ f ` GD Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$B 'i0-0.1 TOTAL FEE NOW DUE$ �''-11ff!•3(@ PAID (Revised02/24/2014) � : 't a�.y 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. v Signatureu-� � Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of SJ U I(-, 20 S by / 2 day of 1 WLF , 20�� by �}'a`9i�ytci S n�who is personally known to Godkfo A,5st-At, who s personally known to me or who has produced�D T L as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: (MJ�,n l lS t V'�� Print: 13-- Florida Seal: :=o+ `" CARMEN ESTHER JUSINO Seal: s' My Comm.Expires Sep 30,2018 Commission#F FF 164325 rs MY COMMISSiON#FF046931 gonoeethrough NatonalNohryAssn. . ............o EXPIRES August 19,2017 APPROVED BY r, Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) i $NpR�s 6 Miami shores Village. N ••fa 098111" Building Department E F�ORlDp 10050 N:E.2nd Avenue 9 Miami Shores, Florida 33J 38 i Tel: (305) 795.2204 t ( Fax:(305) 756.8972 CHANGE OF CONTRACTOR / ARCHITECT Permit N.—R-1 5✓_r s Owner's Name (Fee Simple Tide Holder):�AD,,AIJQ 51LV61AA A6()16M Phone#: S7`l x36 M3 Owner's Address: S3 1JF � I Yf♦ V� _ _-- City: /"tmini SNORE State : F�- Zip Code:313 Job Address (Of where work is being done) �1 3 E _ 13" _ A(It City:,_Miami Shores_ X State Florida Zip Code:_31 Contractor's 4ompany Nan;e -` i In , 1C�,' ) Phone-_�� v' Address. City: ='��1' f y �" ti State:_ Zip Code i Qualr(ier's Name: Lie Number: Architect!Engineer of Record Name: Phone#:_ Address. City: Y State. Zip Code: Describe Work: hereby certify that the work has been abandoned and/or the contractorlarchitect is unable or unwilling to complete the contract. I hold the Building Oficial and the Mttn-i-Shores harmless of all legal involvement. Signature„ Signature ___.The foregoing it ryJf ent was aknowledged before me The foregoing instrument was aknowiedged before me this / day of S)n�t20 t l.bY_.Z^.+ ' �t i._...._ this p�.SQ day of- ,20P�by&r�i u��W _ NI IC3lr Who is personally known to me or who has produced who is rsona!ly known to a or who has produced S7 0 Ll77 ?4•-,�__•as mdentdficat.ion. as indentificauon. Notary Pu_blicr_ y- Not Public. Sign:..-_ 1• _ G,y�tJ! _ Sign• seal 6ahriel Gomez '� ,� •~•� Seal .�- '�• CARMEN ESTHER JUSINO '1 Expirca Dtx.16,2f1ii tr, 'i My COMMISSION#FF046931 " "' 1tww11AxoSVt1IARY 4'�an � EXPIRES August 19,2017 (407)39&0153 FlotidallotarySeryice.com Miami Shores Village FEB 2 0 2015 UA- Building Department LB�,: 10050 N.E2nd Avenue,Miami Siores,Florida 33138 1I�� Tel: (305)795-2204 Fax: (305)756-8972 J IN93ECTION UNE PHONE NUM BER(305)762-4949 FBC 2010 BUILDING Master Permit No. PQM I T APPU CAT ON SLb Permit No. BUILDING ❑ BFC.'TR1C ❑ ROORNG ❑ FBA 9ON ❑ DMMON ❑FENBNAL ❑PLUMBING ❑ MBO-ANICgL ❑PUBuc WOFN5 ❑ CHANGE OF ❑ CANCB-LA11ON ❑ 9-IOP CONTRACTOR DRAWINGS JOBADDRSS 99 3 S Ng' 4-1-1' City: Miami Shores County: Miami Dade Zip: 7 3 Folio/Parcel#: Isthe Building Historically Designated:Yes NO Occupancy Type: S ff= Load: Construction Type: Rood Zone: BFE RFE- OWNER Name(Fee Smple Titleholder): FA NA•-v -Rti o) L� Phone#: y Z31e 20,06 Address CI j 3 N fi 1 ?i- A"^¢— City: Al Aal State: C-t Zip: 2313 Tenant/Lessee Name: Phone#: Email: CONTRACTOR Company Name: Phone#: � �z3�l�on6y Address City: Sat 7p: 3?J3o 7 Qualifier Name: one#: Sate Certification or Tegistration#: certificate of Competency#: D®GNER Architect/Engineer: T£Z Phone#: Z��- �'3 Address: IS ES 6,2A_C JA24&%, 5�r{ City: /m!State:)6L—Zip: Value of Work for this Permit:$ 2`3�, �� r' Square/Linear Footage of Work: Type of 110dition y ❑ iepair/fbplaoe Description of Work: UcWtoopl. i-- S m &4 f-IeA 2-4W AxhlclS QST Soecify color of color thru tile: 7 Submittal Fee$ Permit Fee$ CXF$ CO/Oc$ Smnning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL REE NOW DUE$ (FWsed02/24/2014) r Bonding Company's Name(if applicable) Bonding Company's Address City State 7p Mortgage Lender's Name(if applicable) Mortgage Lender'sAddress Oty 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 H.EC RC, PLUMBING, SIGN$ POOL RJRNAOE5 BCALERSI HE4TEF64 TANI4FA AIROONDITIONEF64 ETC.... OWNHRSAFRDAVIT. 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 RE' ULT IN YOUR PAYING TWICE FOR I M PROVB\A BUTS TO YOUR PROPBRfY. I F YOU INTEND TO OBTAIN FI NANa NG, CONSULT WITH YOUR LENDER ORAN ATTORNEY BEFORE RECORDI NG YOUR NOTI CE OF COM M ENCEI ENT." 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. t 8gnature 9gnature F ` OWNERor AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this _ 11�day of Awr 20 (K by -�day of 20_)_C , by ��GIItQV\�1SI�U;Irt�r�gu��eAucvhoispersonally known to �1n h,-�n ho is personally known to me or who has produced' �;U . UQ--KS-<- as me or who has produced ALL identification and who did take an oath. identification and who did take an oath. NOTARY PUBO C NOTARY PUBLI C 9gn: g Print: -P— \no Int: Seal "��.°yB�;••: CARMEN ESTHER JUSINO Notary public Stzte of Florida MY COMMISSION#FF046931 x Joanna DA Feliciano EXPIRES August 19,2017 N a4 %ly CommiE3jon FF 082753 '••.',FOFF� � � o Service.com 9j�'oFao� _7Xplies01/12/2018 xxxxx fgp+►yC�B8��53xxxx xxxxxxxxxxxxxxxxx .,�,�+ + 712, xxx/ APPMVEDBY Plans Examiner / Zoning Structural Fbview Oerk (FeAsed02/24/2014) � A REPLACEMENT COST REPORT OF A SINGLE FAMILY HOME LOCATED AT 9935 NE 13"Ave Miami Shores, FL 33138 FOR Fabiano Aguilar& Miami Shores Village BY APPRAISALFIRST REAL ESTATE APPRAISERS LLC 1444 Biscayne Boulevard, Suite 211 Miami, Florida 33132 AppraisalFirst Real Estate Appraisers LLC 1444 Biscayne Boulevard,Suite 211 Miami Beach,Florida 33166 Phone:305-470-2100 Fax:305-381-8047 E-mail:residentialnappraisalfirst.net E-mail:commercia'c appraisalfirst.net August 21, 2015 Mr Aguilar via email: fabiano aguilar@yahoo.com Re: A replacement cost report related to providing a letter for the depreciated building value of a single family home located at 9935 NE 13th Ave Miami Shores, FL 33138. Dear Mr Aguilar: As requested I am writing this report to estimate the reproduction or depreciated cost, based on the present condition of the property, for the above referenced subject building. Once again the costs and depreciated building value are reflective of the current condition of the property. The replacement cost new estimates will be provided via the "Marshall Valuation Service", a nationally accepted construction cost reference guide. The cost estimate includes labor, materials, supervision, etc. The figure also include normal site preparation, and utility lines from lot line to building. Other soft costs such as professional fees,real estate taxes,financing fees and impact fees are not included. The depreciation is based on the current average condition of the property. Based on the current condition of the improvements,the physical depreciation based on the age/life method is 40%. This reproduction cost report is considered to be a restricted appraisal in accordance with Standards Rule 2-2©of the Uniform Standards of Professional Appraisal Practice(2014-2015) and the Code of Ethics of the Appraisal Institute and the guidelines according to (USPAP). This report is for the sole use of the intended user. The subject property consists of a, one-story, single family home that was built in 1954 and is of a good construction quality. The home includes an adjusted area (as per Public Records) of 3346 square feet. The valuation is based on its condition prior to any demolition.. Page 2 The home is situated on a 14,024 square foot, single-family zoned lot in Miami Shores Village. Appraiser: William K Griffith, SRA Cert Res RD 1480 Purpose of Assignment: The purpose of the report is to provide a reproduction/depreciated cost estimate of the subject dwelling. Intended Use of the Report: The client intends on using this report for renovation purposes Interest to be Appraised: This is a reproduction cost analysis of a home owned as a fee simple estate. Legal Description: EARLETON SHORES PB 43/80 LOT 2 BLOCK 4 Miami-Dade County, Florida Scope of Work: The scope of work included: inspecting the subject property; referencing the "Marshall Valuation Service", a nationally accepted cost manual; and estimating an appropriate depreciation rate for the improvements. Marshall Valuation Service: According to the "Marshall Valuation Service"the subject improvements are classified as a Class D-IV (Masonry Veneer) High Value Residence, with an estimated economic life of 60 years. In estimating the replacement cost new for the building,a designated cost via the"Marshall Valuation Service"will be applied. The depreciated building value will be based on the economic age-life method. A ratio of the buildings effective age to its total economic life is applied to the current replacement cost new of the improvement. This method is most effective in analyzing older buildings where the age of the long- lived and short-lived items can not be easily estimated. According to the "Marshall Valuation Service"the subject improvements have an economic life of 60 years. However, the typical single family home in Miami Shores have far exceeded their specified economic lives. The subject home is 61 years in age. A more practical economic life of 75 years is estimated. Page 3 Marshall Valuation Service: (Continued) Taking into account the condition of the home, prior to any interior demolition, including wood floors in good condition,a remaining economic life equal to 60%of the estimated 75-year economic life, or 45 years will be applied. The following is a summary of the replacement cost new and depreciated value for the subject single family home. Improvement Type High Value Residence Section&Page 12/27 Building Structure Class D(Masonry Veneer) Type IV Direct Cost Per SF $321.08 Adjustment Multipliers Height 1.00 Current 1.06 Local 0.98 Adjusted Direct Cost Per Square Foot $333.54 Building Size/SF 3346 sf Replacement Cost New $1,116,025 Actual Age 61 years Effective Age 3 0 years Economic Life 75 years Depreciation Rate 40% (Eff. Age/Eco. Life) Physical Depreciation $446,410 (Cost New x Depreciation. Rate) Depreciated Building Cost $669,615 (Cost New- physical Depreciation) Page 4 Based on the cost manual described herein the depreciated building value of the subject property, as of July 24,2015 is $670,000 (rounded).. If you have any questions or need further assistance please do not hesitate to call me at(305) 470- 2149. Respectfully Submitted, William K Griffith, SRA Cert Res RD 1480 billna,apnraisalfirst.net Page 5 ADDENDA CERTIFICATION I Certify to the best of my knowledge and belief: - The statements of fact contained in this report are true and correct. - The reported analyses, opinions, and conclusions are limited only by the reported assumptions and limiting conditions are my personal, impartial, and unbiased professional analyses, opinions, and conclusions. - I have no present or prospective interest in the property that is the subject of this report and no personal interest with respect to the parties involved. I have performed no services,as an appraiser or in any other capacity,regarding the property that is the subject of this report within the three-year period immediately preceding acceptance of this assignment. - I have no bias with respect o the property that is the subject of this report or to the parties involved with this assignment. My engagement in this assignment was not contingent upon developing or reporting predetermined results. My compensation for completing this assignment is not contingent upon the development or reporting of a predetermined value or direction in value that favors the cause of the client, the amount of the value opinion, the attainment of a stipulated result, or the occurrence of a subsequent event directly related to the intended use of this appraisal. My analyses, opinions, and conclusions were developed,and this report has been prepared, in conformity with the Uniform Standards of Professional Appraisal Practice. I have made a personal inspection of the property that is the subject of this report. No one provided significant real property appraisal assistance to the person signing this certification. - As of the date of this appraisal William K Griffith, SRA has completed the continuing education program of the Appraisal Institute. William K Griffith, SRA August 21, 2015 Cert Res RD 14890 Date ASSUMPTIONS AND LIMITING CONDITIONS The value conclusion and certification within this report are made expressly subject to the following assumptions and limiting conditions as well as any further reservations or conditions stated within the text of the report. 1) No responsibility is assumed for the legal description or for matters including legal or title considerations. Title to the property is assumed to be good and marketable. 2) Responsible ownership and competent property management are assumed. 3) The information furnished by others is believed to be reliable. However, no warranty is given for its accuracy. 4) It is assumed that there are no hidden or unapparent conditions of the property, subsoil, or structures that render it more or less valuable. No responsibility is assumed for such conditions or for arranging for engineering studies that may be required to discover them. 5) It is assumed that there is full compliance with all applicable federal, state, and local environmental regulations and laws unless non-compliance,is stated,defined,and considered in the assignment. 6) It is assumed that all required licenses, certificates of occupancy, consents, or other legislative or administrative authority from any local,state,or national government or private entity or organization have been or can be obtained or renewed for any use on which the rental survey contained in this report is based. 7) It is assumed that the utilization of the land and improvements is within the boundaries of property lines or the property described and that there is no encroachment or trespass unless noted in this report. 8) Possession of this report, or a copy thereof, does not carry with it the right of publication. It may not be used for any purpose by any person other than the party to whom it is addressed without the written consent of the appraiser, and in any event only with proper written qualification and only in its entirety. ASSUMPTIONS AND LIMITING CONDITIONS (Continued) 9) The appraiser herein by reason of this assignment is not required to give further consultation,testimony, or be in attendance in court with reference to the property in question unless arrangements have been previously made. 10) Neither all nor any part of the contents of this report(especially any conclusions,the identity of the appraiser, or any reference to the MAI or SRA designations) shall be disseminated to the public through advertising,public relations,news,sales,or other media without the prior written consent and approval of the appraiser. 11) The existence of potentially hazardous material used in the construction or maintenance of the building and/or the existence of toxic waste which may or may not be present on or under the site was not observed during our inspection. However, we are not qualified to detect such substances. These substances, if they exist, could have a negative effect on the estimated value of the property. The user of this report is urged to retain an expert in this field if desired. 12) This assignment was not based on a requested minimum valuation, a specific valuation, or the approval of a loan. 13) The client intends on using this report for dwelling renovation purposes. 14) The client understands, as per the engagement guidelines of this assignment, that all data related to estimating cost and depreciation is retained in the office file. RESUME OF QUALIFICATIONS: William K Griffith, SRA GENERAL EDUCATION: Florida State University B.S. Degree 1980 PROFESSIONAL EDUCATION: APPRAISAL INSTITUTE FHA&The Appraisal Process 2014 USPAP Update 2014 Florida Appraisal Law 2014 USPAP Update 2012 Florida Appraisal Law 2012 The Uniform Appraisal Dataset 2011 The Real Estate Market 2011 2011 Residential Design&Functional Utility 2010 Reviewing Residential Appraisals&Using FNMA 2000 2010 Roles&Rules Of Supervisory&Registered Trainee Appraisers 2010 Market Conditions Addendum/1004MC 2009 Analyzing Distressed Real Estate 2008 Co-ops& Condos 2008 Small Hotel/Motel Valuation 2008 Business Practices&Ethics 2007 New 1025-Small Residential Income Property Appraisal 2007 PROFESSIONAL AFFILIATION: SRA,The Appraisal Institute National Association Of Realtors,Florida Association Of Realtors Miami Board of Realtors, Marathon/Lower Keys Board Of Realtors BOARD EXPERIENCE: Board Of Directors, South Florida Chapter Of The Appraisal Institute 2004-2006 LICENSES: Cert Res RD 1480(Florida),Real Estate Broker(Florida),Notary Public,Florida REAL ESTATE AND APPRAISAL EXPERIENCE: Partner/Owner,AppraisalFirst,LLC 2011-Present Vice President/Residential Manager,AppraisalFirst, inc. 1987-2010 President, Biscayne RE Group. 1997-Present President, Coast To Coast RE Group. 2009-Present TYPES OF APPRAISAL SERVICES: Single Family Residential 2-4 Family Dwellings FHA REO Relocations New Construction Vacant Land Condominiums Multi-Family/Apt. High Value Dwellings Estates/Litigation Appraisal Review Construction Draw Inspections Blueprint Review Cost Reports SERVICE AREA BY FLORIDA COUNTY: Miami-Dade,Broward,Monroe(Florida Keys),Palm Beach, St. Lucie,Martin Property'Search Application - Miami-Dade County Page 1 of 1 OFFICE PROPERTY APPRAISER Summary Report Generated On :8/21/201° Property Information Folio: 11-3205-009-0470 �- Property Address: 9935 NE 13 AVE Owner FABIANO SILVEIRA AGUILAR MARIANA JULIA LIVORE , r.� 9935 NE 13 AVE Mailing Address MIAMI,FL 33138 1 Primary Zone 1700 SGL FAMILY-4001 SQFT& Primary Land Use 0101 RESIDENTIAL-SINGLE FAMILY: 1 UNIT Beds/Baths/Half 3/3/0 Floors 1 Living Units 1 - P Actual Area 3,807 Sq.Ft 2015 Aerial Photography Living Area 2,885 Sq.Ft 200ft Adjusted Area 3,346 Sq.Ft Taxable Value Information Lot Size 14,023.5 Sq.Ft 2015 2014 2013 Year Built 1954 County Assessment Information Exemption Value $50,000 $50,000 $50,000 Year 2015 2014 2013 Taxable Value $1,922,027 $493,729 $485,694 Land Value $1,655,217 $701,614 $701,614 School Board Building Value $297,710 $373,526 $376,569 Exemption Value $25,000 $25,000 $25,000 XF Value $19,100 $19,340 $19,581 Taxable Value $1,947,027 $518,729 $510,694 Market Value $1,972,027 $1,094,480 $1,097,764 City Assessed Value $1,972,027 $543,729 $535,694 Exemption Value $50,000 $50,000 $50,000 Taxable Value $1,922,027 $493,729 $485,694 Benefits Information Regional Benefit Type 2015 2014 2013 Exemption Value $50,000 $50,000 $50,000 Save Our Homes Assessment Taxable Value $1,922,027 $493,729 $485,694 Cap Reduction $550,751 $562,070 Homestead Exemption $25,000 $25,000 $25,000 Sales Information Second Previous OR Book- Homestead Exemption $25,000 $25,000 $25,000 Sale Price Page Qualification Description Note: Not all benefits are applicable to all Taxable Values(i.e.County, 08/05/2014 $1,980,000 29261-4694 Qual by exam of deed School Board, City, Regional). 04/01/1987 $275,000 13247-1037 2008 and prior year sales;Qual by exam of deed Short Legal Description 01/01/1973 $112,000 00000- 2008 and prior year sales;Qual by EARLETON SHORES PB 43-80 00000 exam of deed LOT 2 BLK 4 LOT SIZE 93.490 X 150 OR 13247-1037 0487 1 The Office of the Property Appraiser is continually editing and updating the tax roll.This website may not reflect the most current information on record.The Property Appraiser and Miami-Dade County assumes no liability,see full disclaimer and User Agreement at htto://www.miamidade.gov/info/disclaimer.aso http://www.miamidade.gov/propertysearch/ 8/21/2015 Faena House Miami Beach Condos - investinmiami.com Page 3 of 34 . East Edgewater GranParaiso Paraiso Bayviews One Paraiso Paraiso Bay Biscayne Beach Elysee Miami Icon Bay Crimson Bay House Paramount Bay Aria on the Bay City 24 X Close Downtown Miami Opera Tower Canvas Miami Miami Worldcenter Paramount Miami Worldcenter Resorts World Miami Marquis Residences Ten Museum Park 1000 Museum by Zaha Hadid 1000 Museum Floor Plans 1000 Museum Penthouse X Close Vizcayne Centro Mint X Close Brickell Icon Brickell Edge on Brickell My Brickell Brickell City Centre Rise Brickell City Centre Reach Brickell City Centre SLS Lux Brickell Heights Nine at Mary Brickell Village 1010 Brickell http://investinmiami.com/faena-house-saxony-resort-miami/ 8/21/2015 CALCULATOR METHOD SECTION 12 PAGE 27 August 2014 HIGH-VALUE RESIDENCES CLASS TYPE EXTERIOR WALLS INTERIOR FINISH LIGHTING AND *HEAT COST PLUMBING Sq. M. Cu. Ft. Sq. Ft. VI Special site-built sash and entries, Custom ceilings and cabinetry,inlaid Extensive fixtures and custom Complete best clay,slate parquet,matched stones and woods hardware throughout HN.A.C. $4,914.30 $57.07 $456.55 V Best masonry,much fine trim and Coffered ceilings,site-built cabinetry, High-quality fixtures,structured wiring, Complete 4,123.37 47.88 383.07 fenestration niches,many extras high amps,fine hardware HN.A.C. IV Fine brick,cut stone,heavy roof,best Good plaster,ornamental detail,marble, Good custom fixtures,more than one Complete Cmetal,tile,some artglass custom carpet,parquet kitchen or food prep.area HN.A.C. 3,460.95 40.19 321.53 III Face brick,stone trim,slate or tile, Plaster,good detail,custom ceiling,wall Some special custom fixtures,electrical Complete some custom sash and floor finishes and plumbing,integrated systems HN.A.C. 2,805.96 33.75 269.97 II Brick or stone,slate or metal,heavy Plaster,some ornament,tile,average Custom fixtures,electrical and Complete structure,solarium custom carpet,hardwoods plumbing,home automation HN.A.C. 2440.09 28.34 226.69 Good brick,stone trim,skylights, Plaster or best drywall,paneling,custom Some special fixtures,more than one Complete 2,049.47 23.80 190.40 shakes or metal on good structure vinyls,terrazzo,hardwoods bath per bedroom H.V.A.C. VI Special site-built sash and entries, Custom ceilings and cabinetry,inlaid Extensive fixtures and custom Complete best clay,slate parquet,matched stones and woods hardware throughout HN.A.C. 4,931.10 57.26 458.11 V Best masonry veneer,much fine trim Coffered ceilings,site-built cabinetry, High-quality fixtures,structured wiring, Complete and fenestration niches,many extras high amps,fine hardware HN.A.C. 4,127.46 47.93 383.45 DIV Fine masonry veneer,trims,best Good plaster,ornamental detail,marble, Good custom fixtures,more than one Complete metal,tile,some artglass custom carpet,parquet kitchen or food preparation area H.V.A.C. 3,456.11 40.14 321.08 MASONRY VENEER III Face brick veneer,stone trim,slate or Plaster,good detail,custom ceiling,wall Some special custom fixtures electrical Complete tile,some custom sash and floor finishes and plumbing,integrated systems HN.A.C. 2,894.98 33.62 268.95 II Brick or stone veneer,slate,metal, Plaster,some ornament,tile,average Custom fixtures,electrical and Complete heavy structure,solarium custom carpet,hardwoods plumbing,home automation H.V.A.C. 2,425.13 28.16 225.30 Double walls,good veneer,skylights, Plaster or best drywall,paneling,custom Some special fixtures,more than one Complete 2 032.03 23.60 188.78 good shakes or metal vinyls,terrazzo,hardwoods bath per bedroom H.V.A.C. VI Special site-built sash and entries, Custom ceilings and cabinetry,inlaid Extensive fixtures and custom Complete best clay,slate parquet,matched stones and woods hardware throughout H.V.A.C. 4,859.19 56.43 451.43 V Best sidings,EIFS,much fine trim and Coffered ceilings,site-built cabinetry, High-quality fixtures,structured wiring, Complete fenestration niches,many extras high amps,fine hardware HN.A.C. 4,066.53 47.22 377.79 IV Fine siding,stucco,marble trim,best Good plaster,ornamental detail,marble, Good custom fixtures,more than one Complete 3,404.33 39.53 316.27 D metal,tile,some artglass custom carpet,parquet kitchen or food preparation area H.V.A.C. III Siding,brick or stone trim,slate or tile, Plaster,good detail,custom ceiling,wall Some special custom fixtures,electrical Complete 2,851.06 33.11 264.87 some custom sash and floor finishes and plumbing,integrated systems HN.A.C. II Half timber and stone trim,slate, Plaster,some ornament,tile,average Custom fixtures,electrical and Complete metal,heavy structure,solarium custom carpet,hardwoods plumbing,home automation HN.A.C. 21387.99 27.73 221.85 Double walls,stone trim,skylights, Plaster or best drywall,paneling,custom Some special fixtures,more than one Complete 2,000.60 23.23 185.86 shakes or metal on good structure vinyls,terrazzo,hardwoods bath per bedroom HN.A.C. Fireplace,balconies and porches and built-in appliances are not included.See Page 35 for garage costs.The base wall height is 10 feet(3.05 meters),excluding gables.Add or deduct 3%for each foot (.305 meter)of deviation. For small residential elevators and fire sprinkler systems,see notes on Page 38 and 39.See Page 26 for basement costs. *HIGH-VALUE HEATING, VENTILATING AND AIR CONDITIONING COMPLETE SQUARE METER COSTS SQUARE FOOT COSTS HN.A.C. MILD MODERATE EXTREME MILD MODERATE EXTREME Costs for high-value mechanical items are listed separately from those for other buildings in this TYPE CLIMATE CLIMATE CLIMATE CLIMATE CLIMATE CLIMATE section because of the special requirements. Costs listed to the right are averages. The VI $130.05 $175.02 $235.79 $12.08 $16.26 $21.91 V 114.85 156.79 213.91 10.67 14.57 19.87 moderate climate cost is included in the base cost in the tables. If a cubic foot cost is used, use IV 101.49 140.38 193.85 9.43 13.04 18.01 one-tenth (1/10)the difference shown,to adjust the base cubic foot cost. For cooling only, use 111 90.55 126.40 176.84 8.41 11.74 16.43 70%to 80%of the costs listed.For heating only,use 60%to 70%. For ground-loop heat source II 80.22 113.64 160.43 7.45 10.56 14.90 units,add$3.86 to$5.37 per square foot($41.55 to$57.80 per square meter). I 71.10 102.09 146.45 6.61 9.48 13.61 MARSHALL VALUATION SERVICE The data included on this page becomes obsolete after update delivery,scheduled for August 2016. 0 2014 CoreLoglc®,Inc.and it licensors,all rights reserved. Any reprinting,distribution,creation of derivative works,and/or public displays is strictly prohibited. 812014 Faena House Miami Beach Condos - investinmiami.com Page 1 of 34 Luxury Condos Sunny Isles Beach Regalia Regalia Penthouse X Close Atlantic 15 Turnberry Ocean Club Porsche Design Tower Porsche Design Tower Penthouse X Close Armani Casa Chateau Beach Jade Beach Mansions at Acqualina Jade Signature Muse Jade Ocean Sole on the Ocean Trump Towers 400 Sunny Isles St Tropez X Close Aventura Aventura Parksquare Prive The Peninsula 2 Bellini Echo Aventura Artech Marina Palms The Harbour X Close Bal Harbour One Bal Harbour Resort St Regis Bal Harbour Oceana Bal Harbour O Residences Kai Bay Harbor X Close http:Hinvestimniami.com/faena-house-saxony-resort-miami/ 8/21/2015 c e, mot CONSTRUCTION DEVELOPER GROUP. 20381 NE 30`"Ave.#414,Aventura, FL 33180 coo PH:305.878-4688 FAX: 786-265-6263 09/02/15 Property located at: 9935 NE 13 Avenue Miami shores FL 33138 As Construction Developer Group. CGC1504895 Gustavo Asman license contractor of subject property, Permit number RC1 5-3751 request an early start permit as allowed under section 105.12 of the 2010 Florida Building Code for the scope of work delineated in the building permit application and plan prior to the final approval and issuance of the permit, provided the work does not proceed past the first required inspection. (Demolition) I agree to hold Miami Shores Village, its agents and authorized personnel harmless and relieve them from any responsibility or liability for any legal action or damage, cost or expense (including attorney's fee) resulting from missed inspection of the above mention permit I furthermore assume responsibility for the correction, if required, of work performed under the above permit (;Q)U;4tavo Asman. State of Florida County of Dade: The undersigned, being the first duly sworn, deposes and says that he/she is the contractor for the above property mentioned. Sworn to and subscribed before me this day of`je�C vv%6-W -2,0(,S Notary Public, Sate of Florida at Large .•,pots JOSEFINA Notary EREZ • My Comm,Experts Sep 30.2014 A`.•'• Commission!FF 164325 Bonded through National Notary Assn. JCD ARCHITECT, INC A.A. x'26001 560 1385 CORAL WAY 5U #407 TEL.#(305)285-4343 MIAMI, FL 33145 FAX#(305)285-4330 August 18, 2015 Village Of Miami Shores Bldg Dpt. 10050 NE 2nd Avenue Miami Shores Fl Address: 9935 NE 13 Avenue, Miami Shores Fl Owner: Fabiano Silveira Permit#RC-2-15-375 AUTHORIZATION The undersigned Juan C David, Architect of record for the above mentioned property hereby authorize Mr Luis Felipe Naranjo to represent my office at the meeting with the Building official; Mr Naranjo is the project manager for this particular client and he have all the acknowledge of it, I sincerely ask to excuse me but for personal reasons I can't attend to the meeting thanks for your understanding in this matter C. aid # 1534 FULL ARCHITECTURAL 5ERVICE5 C9 RESIDENTIAL cs COMMERCIAL cz CUSTOM DE51GN cs LEED CERTIFICATION JUANCDAVIDQJCDARCH rTECT.COM a i i Costs for Substantial Improvements and Repair of Substantial Damage Included Costs ' 1 Items that must be included in the costs of improvement or costs to repair are those that are directly associated with the building. The following list of costs that must be included is not. in- tended to be exhaustive, but characterizes the types of costs that must be included: ■ Materials and labor, including the estimated ■ Structural elements and exterior finishes value of donated or discounted materials (cont.): and owner or volunteered labor ® Windows and exterior doors ■ Site preparation related to the improvement or repair (foundation excavation, filling in ■ Roofing, gutters, and downspouts basements) ■ Hardware ■ Demolition and construction debris disposal ■ Attached decks and porches ■ Labor and other costs associated with E Interior finish elements, including: demolishing, moving, or altering building components to accommodate IS Floor finishes (e.g., hardwood, ce- improvements, additions, and making ramic,vinyl, linoleum, stone, and repairs wall-to-wall carpet over subflooring) ■ Costs associated with complying with any Q Bathroom tiling and fixtures other regulation or code requirement that is triggered by the work, including costs 10 Wall finishes (e.g., drywall, paint, stuc- to comply with the requirements of the co, plaster, paneling, and marble) Americans with Disabilities Act (ADA) ® Built-in cabinets (e.g., kitchen, utility, ■ Costs associated with elevating a structure to entertainment, storage, and bathroom) an elevation that is lower than the BFE V Interior doors ■ Construction management and supervision B Interior finish carpentry ■ Contractor's overhead and profit ■ Sales taxes on materials C Built-in bookcases and furniture ■ Structural elements and exterior finishes, ■ Hardware including: ■ Insulation ■ Foundations (e.g., spread or continu- ■ Utility and service equipment, including: ous foundation footings, perimeter walls, chainwalls, pilings, columns, posts, etc.) ■ HVAC equipment ■ Monolithic or other types of concrete ■ Plumbing fixtures and piping slabs ■ Electrical wiring, outlets, and switches ■ Bearing walls, tie beams, trusses ■ Light fixtures and ceiling fans E Joists, beams, subflooring, framing, ceilings ■ Security systems i � ■ Interior non-bearing walls ® Built-in appliances ■ Exterior finishes (e.g., brick, stucco, sid- ■ Central vacuum systems j ing, painting, and trim) ® Water filtration, conditioning, and re- circulation systems i t 4 of 7 SAMPLE NOTICE FOR PROPERTY OWNERS, CONTRACTORS, AND DESIGN PROFESSIONALS s Excluded Costs Items that can be excluded are those that are not directly associated with the building. The fol- lowing list characterizes the types of costs that may be excluded: ■ Clean-up and trash removal ■ Outside improvements, including ■ Costs to temporarily stabilize a building so landscaping, irrigation, sidewalks, driveways, that it is safe to enter to evaluate required fences,yard lights, swimming pools, repairs pool enclosures, and detached accessory ■ Costs to obtain or prepare plans and structures (e.g.,garages, sheds, and gazebos) specifications ■ Costs required for the minimum necessary ■ Land survey costs work to correct existing violations of health, safety, and sanitary codes ■ Permit fees and inspection fees ■ Plug-in appliances such as washing ■ Carpeting and recarpeting installed over machines, dryers, and stoves finished flooring such as wood or tiling i f I SAMPLE NOTICE FOR PROPERTY OWNERS, CONTRACTORS, AND DESIGN PROFESSIONALS 5 of 7 Project: Fabiano Aguiar 9935 NE 13" Ave. Miami Shores, FI 33138 Good morning Mr. Aguilar, The information provided by the Miami Dade County property appraiser office reflects the building value of the existing house is $373,526.00, 1 have reviewed a copy of the appraisal provided by Mr. Luis Alberto Penagos, from Penser Appraisals, State of Florida certification number CERT RES RD4729.. Under the coast approach to value on sheet 3 of 6 Mr. Penago reflected the economic remaining life of the building at 45 years. Mr. Penago reflects a value of$75,000.00 for the cover entry and C.V (contributory Value) Please provide a detail explanation of what is contributory value. The cover entry is approximate 354 square feet that is a cost of$211.74 per square feet. The dwelling was calculated at $200.00 per square feet. Based on the information provided on the property appraiser's website for Miami Dade County and the information provided by Mr. Alberto Penagos of Penser Appraisals it is my opinion that the depreciated building cost for the building is $401,520.00. Once a copy of the fully executed contract is provided we will be able to determine if the propose alteration constitutes a substantial improvement. Calculations: Building size/sq.ft. (Adjusted Area) 3,346 sq. ft. @ $200.00/sq.ft. $669,200.00 Depreciation Rate (Eff. Age/Eco. Life) 40 Physical Depreciation (Cost new x Depreciation rate) $267,680.00 Depreciated Building Cost. (Cost New-Physical Depreciation) $401,520.00 Thank you. Ismael Naranjo, B.O, CFM Building Director Parcel Owner Report Parcel Number: 1132050090470 993513 Avenue Miami Shores FL 33138-2634 Tax ID: 1132050090470 Owner Information FABIANO SILVEIRA AGUILAR MARIANA J Current Owner: Yes Phone: MARY LOU GRAVITT Current Owner: No Phone: GRANT H. GRAVITT Current Owner: No Phone: Related Permits Permit Number Application Date Expiration Date Status Demolition DEMO-3-15-533 03/11/2015 01/01/2999 CLOSED -S03 Demolition DEMO-2-15-322 02/13/2015 01/01/2999 CLOSED - .oz Demolition DEMO-1-15-148 01/21/2015 01/01/2999 CLOSED-3 0. Demolition DEMO-2-15-293 02/10/2015 01/01/2999 CLOSED— S-b a -ate Dock DOCK-1-07-56 01/12/2007 01/01/2999 CLOSED w Electrical- Residential EL-2-15-407 02/25/2015 10/28/2015 APPROVED P Fence/Wall FW-3-15-626 03/20/2015 09/19/2015 APPROVED Garage Sale GS-7-14-1584 07/23/2014 01/01/2999 CLOSED Imported Permit BP2002-1118 06/19/2002 01/01/2999 CLOSED Imported Permit BP2003-1394 08/26/2003 01/01/2999 CLOSED Paint PT-9-07-1974 09/19/2007 01/01/2999 CLOSED p Plumbing - Residential PL-2-15-406 02/25/2015 10/28/2015 APPROVED Pools/Whirlpools/Hot Tubs BPP-2-15-405 02/25/2015 10/28/2015 APPROVED L-® Re-Occupancy REOC-7-14-1448 07/07/2014 01/01/2999 CLOSED Residential Construction RC-2-15-375 02/20/2015 09/19/2015 APPLIED Thursday,August 20,2015 Page 1 of 1 FEMA 50% RULE - SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE SUBSTANTIAL IMPROVEMENT/DAMAGE 2101-0410 NOTICE TO PROPERTY OWNERS Rebuilding your Home after the storm? Adding on, renovating, or remodeling your home? Here's information YOU need to know about the `30% Rule" If your home or business is below the 100-year flood elevation, also known as the Base Flood Elevation (BFE), FEMA has flood damage prevention regulations that may affect how you remodel, renovate, or add on to your building. If your home or business sustained structural and/or interior damage, these regulations may affect how you rebuild. These laws are required by the National Flood Insurance Program to protect lives and investment from future flood damages. Miami Shores Village is required to adopt and enforce these laws in order for federally -backed flood insurance to be made available to we residents and property owners. SAVE YOURSELF TIME AND MONEY! PLEASE READ THE FOLLOWING INFORMATION: SUBSTANTIAL DAMAGE means damage of any origin sustained by a structure whereby the cost of restoring the structure to it's before damage condition would equal or exceed 50 percent of the market value or replacement cost of the structure before the damage occurred. (Note: The cost of the repairs must include all costs necessary to fully repair the structure to its "before damage" condition.) SUBSTANTIAL IMPROVEMENT means any reconstruction, rehabilitation, addition, or other improvement of a structure, the cost of which equals or exceeds 50 percent of the market value of the structure before the "start of construction" of the improvement. If a building is "substantially damaged" or "substantially improved", it must be brought into compliance with the flood damage prevention regulations, including elevating the building to or above the 100-year flood elevation. Miami Shores Village, follows the National Flood Insurance Program requirements, and has the responsibility to determine "substantial damage" and "substantial improvement", and has implemented the procedures on the following pages to do so. a ' SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE NOTICE TO PROPERTY OWNERS Miami Shores Village will use the assessed value of your structure (excluding the land) recorded by the Property Appraiser's Office. If you disagree with the Property Appraiser's valuation of the structure, you may engage a property appraiser licensed by the State of Florida to submit a comparable property appraisal for the total market value of the structure. You must obtain and submit to the Building Department a detailed and complete cost estimate for the addition, remodeling, reconstruction or for repair of all the damages sustained by your home, prepared and signed by a licensed general contractor. The contractor must sign an affidavit indicating that the cost estimate submitted includes all damages or all improvements to your home, not just structural. The signed contract document must be submitted with your application. If the owner is acting as his or her own contractor, the owner is responsible for submitting the cost estimate, and providing documentation, including subcontractor bids, to document the cost estimate. The Building Department will evaluate the cost of improvements or repairs and determine if they are fair and reasonable. For damage repairs, pre-storm prices and rates will be utilized. The cost of improvements or repairs does not include items not considered a permanent part of the structure. (i.e., plans, surveys, permits, sidewalks, pools, screens, sheds, gazebos, fences, etc. --see attached copy). If your home is determined to have "substantial damage"or is proposed to be "substantially improved", then an elevation certificate must be submitted to the Building Department to determine the lowest floor elevation. Garages and carports are not considered to be the"lowest floor". If the lowest floor is below the 100-year flood elevation, the building must be elevated to the 100 year flood elevation, or above, that level. Likewise, all electrical and mechanical equipment(heating and cooling, etc.), bathrooms, and laundry rooms must be elevated to, or above, the 100-year flood level. Only parking, building access and limited, incidental storage is allowed below the flood level. Non- residential buildings may be "flood-proofed" instead of being elevated. If the lowest floor of the structure, including electrical and mechanical equipment and bathroom are already above the 100-year flood elevation, the building can be repaired and reconstructed without having to comply with the fifty percent (50%) rule. Building plans must be prepared to show how the building is to be elevated. If located in a V-zone, Coastal High Hazard Area, or if the building is to be flood-proofed, these plans must be pre the Building Department. pared and certified by a registered professional engineer or architect. Certificates for this purpose are available from IMPORTANT NOTE ON DONATED MATERIALS AND VOLUNTEER LABOR: The value placed on materials should be equal to the actual or estimated cost of all materials to be used. Where materials or servicing equipment are donated or discounted below normal market values, the value should be adjusted to an amount equivalent to that estimated through normal market transaction. Self or Volunteer Labor: The value placed on labor should be equal to the actual or estimated labor charge for repairs of all damages sustained the structure. Where non-reimbursed (volunteer) labor is involved, the value of the labor should be estimated based on applicable minimum hourly wage scales for the type of construction work to be completed. Our permitting official based on his/her professional judgment and knowledge of local/regional wage scales can provide additional guidance to determine reasonable labor rates for professional trades (i.e. electricians, plumbers, block masons, framing, HVAC). SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE ITEMS TO BE INCLUDED (Please check off each line) ALL STRUCTURAL ELEMENTS INCLUDING: [] Spread or continuous foundation footings and pilings [] Monolithic or other types of concrete slabs [413earing walls, tie beams and trusses []Wood or reinforced concrete decking or roofing [/'Floors and ceilings []Attached decks and porches [R Interior partition walls [*Exterior wall finishes (e.g., brick, stucco or siding) including painting and decorative moldings ["indows and doors jWRe-shingling or re-tiling a roof KHardware ALL INTERIOR FINISH ELEMENTS, INCLUDING: [`filing, linoleum, stone or carpet over sub-flooring %T Bathroom tiling and fixtures [t•]'VVall finishes (e.g., drywall, painting, stucco, plaster, paneling, marble or other decorative [Kfin' hes) itchen, utility and bathroom cabinets [•] Built-in bookcases, cabinets and furniture [] Hardware AV UTILITY AND SERVICE EQUIPMENT, INCLUDING: [#fHVAC equipment [Repair or reconstruction of plumbing and electrical services [Light fixtures and ceiling fans [] Security systems [ ] Built-in kitchen appliances [ ] Central vacuum systems [ ]Water filtration, conditioning or recirculation systems ALSO: A'Labor and other costs associated with demolishing, removing or altering building components [.'Overhead and profit ITEMS TO BE EXCLUDED Plans and specifications Survey costs Permit fees Debris removal, (e.g., removal of debris from building or lot, dumpster rental, transport fees to landfill and landfill tipping fees), clean-up (e.g., dirt and mud removal, building dry out, etc.) Items not considered real property such as: throw rugs (carpeting over finished floors), furniture, refrigerators, appliances which are not built-in, etc. OUTSIDE IMPROVEMENTS INCLUDING: Landscaping Sidewalks Fences Yard lights Swimming pools\spa Screened pool enclosures Sheds Gazebos Detached structures (incl. garages) Landscape irrigation systems Docks and Davits Seawalls Driveways Decks ITEMS REQUIRED TO EVALUATE YOUR APPLICATION APPLICANT MUST SUBMIT ALL OF THE FOLLOWING (please check off each item): 1. Completed and signed application for substantial damage/improvement review (included in this package). 2. Elevation certificate if property is located above base flood elevation. 3. Property Owner's Substantial Damage or Substantial Improvement Affidavit signed, notarized and dated (included in package). 4. Contractor's Substantial Damage or Substantial Improvement Affidavit signed, notarized and dated (included in package). 5. Estimated Cost of reconstruction/improvement form (included in package) and all required backup. Include subcontractor's bids and itemized cost lists (see footnote on Cost Estimate Form). 6. This checklist. 7. Copy of construction contract. If the owner is the contractor, submit all subcontractor bids to document the cost estimate. SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE APPLICATION FOR SUBSTANTIAL DAMAGE Property Address: OR SUBSTANTIAL IMPROVEMENT REVIEW �. �. . Sofa s , Pro erty Owner>� Name: i9i4Av0 u L <R,r4� vuq L_llro�s- Property Owner's Address: Property Owner's Phone Number: Contractor's Name: Z S 9N Contractor's Address: ZD 3 Contractor's Phone Number: 30S'V-3 Flood Zone BFE Lowest Floor Elevation (Excluding garage or carport) Check one of the following: [ J I am attaching a State Certified Appraiser's report, valuing the structure at: [] I am not attaching a State Certified Appraiser's report and I accept the use of the valuation of my property that has been recorded by the County Property Appraiser's Office. SIGNATURES: Property Owner: Ap, e^ Contractor: �"i - . t Date:Date: t1�3� 15 _ 4,�' -C CARMEN ESTHER JUSINO * MY COMMISSION#FF046931 EXPIRES August 19,2017 os M1„ (407)398-0153 FloridallotaryServicexom SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE PROPERTY OWNER'S SUBSTANTIAL DAMAGE OR Property Address: SUBSTANTIALIMPROVEMENT AFFIDAVIT Contractor's Name: Property Owner's Name: 14 A10 S ez" - Property Owner's Address: 4R`& 3 �— Property Owner's Phone Number: t J Z- 1 (p q 3 1 hereby attest that the list of work and cost estimate submitted with my Substantial Damage or Substantial Improvement Application reflects ALL OF THE WORK TO BE CONDUCTED on the subject structure including all additions, improvements and repairs and, if the work is the result of Substantial Damage, this work will return.the structure at least to the "before damage"condition and bring the structure into compliance with all applicable codes. Neither I nor any subcontractor or agent will make any repairs or perform any work on the subject structure other than what has been included in the attached list. I UNDERSTAND THAT I AM SUBJECT TO ENFORCEMENT ACTION, WHICH MAY INCLUDE FINES, IF ANY INSPECTION OF THE PROPERTY REVEALS THAT I, OR MY CONTRACTOR, HAVE MADE REPAIRS OR IMPROVEMENTS NOT INCLUDED ON THE ATTACHED LIST OF REPAIRS OR THE APPROVED BUILDING PLANS. See attached itemized list. STATE OF C5Y►G�C COUNTY OF Before me this day personally appeared vii who, being duly sworn, deposes and says that he/she has read, understa sa aforementnd agrees to comply with all the i Y conditionsr/� � , Property Owner's Signature Sworn to and subscribed before me this—2-1j—day of 2n Notary Public State of My commission expires E CARMEN ESTHER JUSINO MY COMMISSION#FF 20 93 EXPIRES Aug19,FService.comB-01`•53 Floridallotary SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE CONTRACTOR'S SUBSTANTIAL DAMAGE OR Property Address: SUBSTANTIAL IMPROVEMENT AFFIDAVIT 34 /J$ /3 ` ,drre. Contractor's Name: Contractor's Company Name: Contractor's Address: Contractor's Phone Number: Contractor's State Registration or Certification Number. Contractor's We Registration Number(if applicable): I hereby attest that I, or a member of my staff, personally inspected the subject property and produced the attached itemized list of repairs, reconstruction and/or remodeling which are hereby submitted for a Substantial Damage or Substantial Improvement Review. The list of work contains ALL OF THE WORK TO BE CONDUCTED on the subject property. If the property sustained Substantial Damage, this list of Work, will return the structure to at least its condition prior to damage and bring the structure into compliance with all applicable codes. I further attest that all additions, improvements or repairs proposed for the subject building are included in this estimate and that neither I nor any subcontractor or agent representing me will make any repairs or perform any work on the subject structure other than what has been included in the attached list. I UNDERSTAND THAT I AM SUBJECT TO ENFORCEMENT ACTION, WHICH MAY INCLUDE FINES, IF ANY INSPECTION OF THE PROPERTY REVEALS THAT I, OR MY CONTRACTOR, HAVE MADE REPAIRS OR IMPROVEMENTS NOT INCLUDED ON THE ATTACHED LIST OF REPAIRS OR THE APPROVED BUILDING PLANS. See attached itemized list. STATE OF . COUNTY OF Before is day personally ap eared Ar< who, being duly, orn, eposes and says t he/ has read, understands, and agrees to comply with all the afo eme ti ed co ' ' ns. Co ra is Signature Sworn to and subscribed before me t d of tr\42 20AS�7 Notary ublic ate f: My commission exps: 5� ineceiw�er�c� Notary Public-State of Flo]Assn. •=My Comm.Expires Sep 30, Commission#�FF 16432 P1 Bonded through National Notary Y Application Cost Estimate of Reconstruction / Improvement Number Date Address 3 air' 3 This cost estimate of reconstruction/improvement must be prepared by and signed by the contractor or by the owner if the owner acts as the contractor. Owners who act as their own contractors must estimate their labor cost at the current market value for any work they intend to perform. Sub-Contractor Bids Contractor or Owner Material Labor Costs Estimates Costs Bid Amounts (see note "D") 1. Masonry 2. Carpentry Material (rough /if fon 3. Carpentry Labor(rough) j4 4. Roofing 4 I g,}00 5. Insulation and Weather-strip Z,00 0 6. Exterior Finish (stucco) I,z,ro o 7. Doors, Windows & Shutters $' 2(-,3c,- 8. (-,30-8. Lumber Finish It PLAN 4V12,0VQ 9. Hardware # z9bq 10. Drywall $ (,,ate 11. Cabinets (Built-in) 45,-)-o 12. Floor Covering ji q,000 13. Plumbing,SYric:s 14. Shower/Tub/Toilet �o�o 15. Electrical& Light Fixtures J'IC o00 16. Concrete $ 6 .ooa 17. Built-in Appliances A/A 18. HVAC t q.78'o 19. Paint 2,80o 20. Demolition & Removal 'z,40 o 21. Overhead & Profit i U.S.DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCY OMB No. 1660-0008 Nacional Flood Insurance Program Important: Read the instructions on pages 1-9. Expiration Date:July 31,2015 I� gQ SECTION A-PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. FAIANO SILVEIRA AGUILAR AND MARIANA JULIA LIVORE Policy Number: A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Company NAIC Number: 9935 N.E. 13 AVENUE City State ZIP Code MIAMI FLORIDA 33138 A3. Propert--YY Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) Folio#: N/A A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.) Residential A5. Latitude/Longkude:Lat. Lang. Horizontal Datum: ❑ NAD 1927 N 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) 2946 sq ft a) Square footage of attached garage 400 sq ft 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 19 within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 2376 sq in c) Total net area of flood openings in A9.b 0 sq in d) Engineered flood openings? ❑ Yes N No d) Engineered flood openings? ❑ Yes N No SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP Community Name&Community Number B2.County Name 63.State 120652 MIAMI-DADE COUNTY FLORIDA B4.Map/Panel Number B5.Suffix B6.FIRM Index Date B7.FIRM Panel B8.Flood B9 Base Flood Elevation(s)(Zone Effective/Revised Date Zone(s) AO,use base flood depth) 12086CO306 L 9/11/2009 1 9/11/2009 1 VE 11 B10. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9. ❑ FIS Profile N FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 139: N NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑ Yes ® No Designation Date: N/A ❑ CBRS ❑ OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* N Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Ai-A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR,AR/A,AR/AE,AR/A1-A30,AR/AH,AR/AO.Complete Items C2.a-h below according to the building diagram specified in Item A7.In Puerto Rico only,enter meters. Benchmark Utilized: Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a)through h)below. KI 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) 9.11 ®feet ❑meters b)Top of the next higher floor NU N feet ❑meters c)Bottom of the lowest horizontal structural member(V Zones only) WA N feet ❑meters d)Attached garage(top of slab) 5,81 N feet ❑meters e)Lowest elevation of machinery or equipment servicing the building 7,80 ®feet ❑meters (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) 5.d3 N feet ❑meters g)Highest adjacent(finished)grade next to building(HAG) 6,Q3 N feet ❑meters h)Lowest adjacent grade at lowest elevation of deck or stairs,including structural support WA N 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 J��' ES pc ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No � E 9 Certifier's Name MIGUEL ESPINOSA License Number 5101 t TiVgtOFESSIONAL SURVEYOR&MAPPERCompany Name Espinosa Stat uri"G Ad %%SW 190 ST E UI E 3110 city MIAMI -"FLe ZIP Co%157 Signature Date 7/9/2014 Telephone 305 740-3319 FEMA Form 086-0-33(7/12) See reverse side for continuation. Replaces all previous editions. r ' ELEVATION CERTIFICATE,page 2 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: 9935 N.E.13 AVENUE cityMIAMI State Z(P Code Company NAIC Number: SECTION D—SURVEYOR,ENGINEER,OR ARCHIT3s3ECSTBCERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(1)community official,(2)insurance agent/company,and(3)building owner. Comments LATITUDE LONGTITUDE PER GOGGLE,ATTACHMENTS=BUILDING PICTURES C2E=AC UNIT 7/9/2014 Signature' Date 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 50 feet ❑meters ❑above or ❑below the HAG. E3. Attached garage(top of slab)is O feet ❑meters ❑above or ❑below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is (0 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 0 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 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—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: ❑New Construction ❑Substantial 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(7/12) Replaces all previous editions. ELEVATION 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: 9935 N.E.13 AVENUE City State ZIP Code Company NAIC Number: MIAMI FL 33138 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 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." 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. r 4-0 0 NW LL ... R .. ts, ' FEMA Form 086-0-33(7/12) Replaces all previous editions. ELEVATION CERTIFICATE, page 4 Building Photographs Continuation Page 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: 9935 N.E. 13 AVENUE City State ZIP Code Company NAIC Number: MIAMI FL 33138 If submitting more photographs than will fit on the preceding page, affix the additional photographs below. 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. (D "1 oT/0u2092 Pitr•��alp �: �� .�' _:---� CD 07/01/2894 FEMA Form 086-0-33(7/12) Replaces all previous editions. LOCATION MAP MAP OF SURVEY Scale:1'-126 Scale:I'-25' ..... .......I.......... ....... Z Z 69.97' --J .... - - �, ................. —AIS � � 93A9' v3A9 / 93A9i 93Av 93A9 ... ... PakvWY j/ I I g 4 g 9 $ 2 1 g 9 i Block-4- / SS _ 9 — S00°00'00"E 93.49' — 9uA9 93A9 93A9. 93.4P 127.17' Iwn�N/r Q/►`6 BISCAYNE BAY 164001d. I TFCC No a. LEGAL DESCRWnON: Fouo:lTa2abm9NM7o 3 -- LOT2,BLOCK4.-EARIEION SHORES-, ACCORDING TO THE PIAT THEREOF, l0.ld' AS RECORDED N PIAT BOOK 43,AT PAGE BD,OF THE PUBLIC RECORDS.OFirb "7 27.90 Isr MAN-DADE COUNTY,FLOISDA Il � 16.70b �aP 6t SC=17 :Path. � . PROPERTY ADDRESS: CERTIFIED TO: £ ne yr F.F.Els,5.36 9996 N.E.13th AVENUE,MAN SHORES.FLORIDA 31198 FABIANO SILVHRA A6UKAR .(V �•�' FLOOD ZONE:'VE COMMUMTY:12DR2 PANE 0306 MARIANA JULIA LEVO E ` $ I-STORY-BUILDING DATE OF FIRM:MI1-2009 SUFFIX:L ELEVATION:11.0 FEEL `� (J� GENERAL NOTES: R4 p ev 11131 Raddonom 8.66 Ft. 6° FP41 1)LEGAL DE9CRwTION PROVIDED BY OTHERS. O SID Q NQi Low.F.F.Elev.S.19 Ft. -r O 92 ABBREVIA 2)EXAMINATION OF THE ABSTRACT OF THE TITLE LL EWHAVE TO BE MADE TO DETERMINE TIONS AND LEGEND: yy RECORDED INSTRUMENTS,IF ANY,AFFECT THIS PROPERTY. A/C -DENOTESARCOIDTIONNGUND x 0.14' 19D0 3)THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENT OR OWER CONC. -DENOTES CONCRETE �"' 011ba1pryb 36.70 }^ RECORDED ENCUMBRANCES NOT 940M ON THE PUT. IN -DENOTES MEASIAE %7• 3 A' 4)UNDERGROUND PORTION OF FOOTING,FONDATION9 OR OTHER IMPROVEMENTS DB -DENOTES RECORD FL1 ... �7X W RL1 WERE NOT LOCATED. 0.a z 5)ONLY VOW ON ABOVE GROUND ENCROACHMENTS LOCATED. (� -DENOTES RAV -DBN01E4PoGHT-OF WAV 178 NBa b)WALL TIES ARE 1}f FACE OF THE WAIL g -DENOTES CENFERNE s s 7)FENCE OWINERSHP NOT REIEBAR•lED. U.B. -0ENOT0 UTLRY EASEMENT 8)BEARINGS REFERENCED TO LINE NOTED AS BR P.B. -DENOTES PUT BOOK „49A0 i8b6' __ 9)BOUNDARY SURVEY MEANS A DRAWING ANDAORGRAR41C REPRESENTATION OF PG. -DENOTES PAGE i 1Qar C THE SURVEY WORK PERFORMED N THE FIELD.COULD BE DRAWN ATABHOWN SCALE ® -OENOTESWATER METER H g AND/OR NOT TO SCALE. H ®6A 1�NO DENRFICATKXN FOUND ON PROPERTY CORNERS UNLESS NOTED. - -DENOTES WOW FENCE� 11)NOT VALID UNLESS SEALED WITH THE SIGNINGS MANEVORS EMBOSSED SEAL. _... -DENOTES CHAIN LINK FENCE 8A IA DIMENSIONS SHOWN ARE PIAT AND WARM UNLESS OTHERWISE SHOWN. -DENOTES RON FENCE . 13)ELEVATIONS F SHOWN ARE BASED UPON N.G.V.D.1929 UNLESS OTHERWISE NOTED. --OH— -DENOTES OVERHEAD YAW N 14)THIS IS A BOUNDARY SURVEY UNLESS OTHERWISE NOTED. -DENOTES FOUND IRON WE ONo DSI 15)THIS BOUNDARY SURVEY HAS MEN PREPARE FOR THE OCCLUSIVE USE OF THE ENURES g .DENOTES FOUND NAL AND DEC i NAME HEREON.THE CERTIFICATIONS DO NOT D(TED TO ANY UNNAMED PARIES, 61 i o.30 16)BENCHMAR IL 11 O=........EIEVATICN:828 FEET Found 1/2' i Found 1/Y LOCATION:N.E.99Th AVENUE 8.BISC AYNE BOULEVARD Won S.wol i P�.6 �� CERTIFICATION: No a r d. S00°00'W"E 93.49' '48ar irM` R)RVIYDRTN®FTnaa7YDN:Ix0R1gYCRF11PYT3TArTTF6'ID(TMDARY ———— �BISC&E .-BJWUHEINIMOTED.UNDIBMYDRIZZON.THIS C01ffN�WTHI2fSMI[DNM RfLO1D AtD AEA9AE FAxESBCTHERAE NOTED. Mom�WOW BPW*.4.90SrANDART79,AS SIT F TI BY TIHE STATE OF FLOMA BOA®o BAY PROFESNONAL STATYSYOSS AND MAPPER N CHAPTER$17AS4 FLCSDA ADRUNISTRAmemoePLEsuwrrosecTON471M F OREDASTATUM MIGUEL ESPINOSA LAND SURVEYING INC. PROFESSIONAL SURVEYOR AND MAPPER IUM6&W.19081 STREET.SURE 3111,RAN,FLORIDA 37157 RCN® P�'TTO3 PROM PHONE, 6)26-2992 FAX(3D6)5649309 1.0.NtM6tlY 7.0'4.d MTUM BSPMM PSM.Nn 31MSTATS OF FLOP.DA NOT VurownH=ANAUTMWWE�a«IC819 �AHauRe4rA� BOUNDARY SURVEY EECIRWSCSFALAro/ORTHIB AMP R NOT VATD VAMOUT!RE SIGNAIAE AND THE CMG14AL RA®SELL OF A"ISE RAMYOR AND MAPPEL OA{yn9P Date: FIRa dote: D1aw00y; JOD No. 04p7/Alb dl/O6/401b 04/07/2016 R.U. S•11b07 ` GD ART CONSTRUCTION INC. 6770 Indian Creek Dr. #4D 4 Miami Beach, FL 33141 Ph: 305 537 8079 / 305 439 8788 Fax: 786 275 6263 EST3NATE Owner: Fabiano Silveira Address: 9935 NE 13th Avenue Description: General renovations Date: 6/1/15 Scoope of Work: A-DEMOLITION $3,000 1- Demolish existing roof to be contemplated and included under this estimate. ` Labor only. 2- Dumpsters to be billed to owner separately B- STRUCTURAL 44,700 1- Grade beam to top tie beam, 2- Truss System: Trusses as per plans. Shop drawings included. (Engineered sealed) , 3- Low roof framing plan, roof plywood and trusses 4- Upper roof (trusses, plywood) 5- Build foundation and exterior structure/walls to new design of house as per plans; concrete structural beams 6- Stucco whole house exterior walls 7- Trellis (outdoors) price not included on this proposal, options to be presented to client and quoted and billed separately. C-PLUMBING $ 17.400 1- Rough installation as per plans 2- Finish installations as per plans (fixtures options to be presented to client for approval) 3- Includes Gas line from regulator to range 4- Includes hookup to new septic system and drain field 5- All piping to be CPVC 6- Includes shower pans in bathroom 7- Includes new water heater 8- Install pass valves in both bathrooms and kitchen; install fixtures for sinks and showers D-SEPTIC SYSTEM $8,000 1- Removal of existing septic system and drain field on the back of the house 2- Hauling away and disposal of old system 3- Installation of new drain field and septic system in the front of the house 4- Remove wall at old system 5- Install retaining wall at new drain field E- ELECTRIC $17,300 1- Install all new rough electric rewiring in whole house 2- Includes installation of all trims and fixtures as per plans. Fixtures options to be presented to client for approval 3- Powering up water heaters as indicated on plans including the AC condensing units and AHU and empty raceways for the AC controls 4- No utility fees included under this proposal; such us FPL or impact fees, etc B- FRAMING, DRYWALL AND FINISH $15,500 1- Install all framing according to approved plans 2- Install new drywall in walls and ceilings (green for bathrooms as per code) 3- Finish, plaster all ceilings and walls F- FLOORS AND TILES INSTALATION $10,200 1- Install new trusses and plywood sheeting where required as per plans 2- Install durock sheeting 3- Install porcelain or ceramic tiles. Installation materials included, tiles provided by client 4- Bathroom tiles installation included in shower walls and bathroom floors; mosaic type tiles would represent an increase on installation price. 5- All bathroom tiles to be installed over"cement board" G- MECHANICAL $14.900 1- Furnish and install new 5 ton A/C system 2- Furnish and install new 3 ton A/C system 3- Furnish and install 2 new sets of refrigeration lines for new AC systems 4- Install 2 thermostats 5- Furnish and install 1 new dryer exhaust ventilation 6- Furnish and install supply and return ductwork as per plans 7- 10 year warranty on AC units 8- 1 year warranty on labor H- Roof $24,100 1- Labor and materials to install new flat cement the roof as per plans I- Windows $31,000 1- Install windows impact grade approved by Miami Dade. Price based on standard aluminum frame and impact glass J-DOORS $2,000 1-Install wood doors with painted in oven finish solid color in bedrooms, and bathrooms. Up to 12 doors K-PAINT $3,500 1-Apply primer and paint to all walls and ceilings; color samples to be presented for approval. Interior and exterior L- VARIOUS $4,000 1- Provide potty pots during construction to be billed separately to client 2- Clean up through project duration; Trash containers To be billed to client separately 3- Supervision 4- Kitchen cabinets basic IKEA or similar TOTAL: $195,600 COST OF APPLIANCES, NOT INCLUDED WORK TO BE DONE/N ACCORDANCE WITH THE CURRENT FLORIDA BUILDING CODE GD Art Construction will hire a licensed and Insured General Contractor and provide the General Contractor's documentation required by the City of Miami Shores in order to have approval to realize work. Permits: Cost of plans, permit fees or processing costs are not included; Fees or deposits required by the City of Miami Shores not included. Gd art construction Inc 1. Cannot be held responsible for delays beyond our control, with excluding shortage on materials, materials not delivered in a timely manner as agreed with general contractor, delays caused by other trades. 2. Will not honor any type of back charge, without the said correction to be in writing. Unforeseen conditions: Any additional work required do to unforeseen conditions may be additional charge. Contractor responsibility is to perform all work per approved plans. Any changes resulting from the final plan approval may require an adjustment to originally quoted pricing. All owner purchased materials and fixtures to be delivered to the jobsite inside the property and stocked in a timely manner. Edmundo Gerez Fabiano Silveira �I F pe Lara 4 GD Art Construction Inc. CONTRACT This is a contract between Edmundo Gerez for GD Art Construction Inc. (Developer) and Fabiano Silveira, (Owner) for work on his house located at 9935 NE 13th Avenue, Miami Shores- Florida, 33138 as described in the plans, estimate, and specs, which we provided to you in our bid on June 18'h 2015 and which are attached to this agreement; but primarily consist of construction of an addition, general renovations, remodel and improvements (the Works). The Developer will carry out the Works in accordance with the plans, estimates and specs and in line with the timetable and dates set out below. In carrying out the Works, the Developer will exercise the skill, care and diligence of a professional developer experienced in this type of project and will use materials, goods and workmanship of a good quality and which are appropriate for this type of project. The Developer shall at no time accept instructions in relation to the Works from any person other than the Owner. The total cost of the Works to be performed will be $195,600.00 subject to change orders requested by the Owner, and any extras, or additions approved in advance by the Owner but excluding any extras or additions caused by errors or negligence of the Developer in estimates, and specs prepared by the Developer. CHANGES: The Owner or Developer may make changes in the contract only with WRITTEN approval and acceptance by all. The changes will be requested on the "Change Order"forms supplied by the Developer and will be reflected in the reporting to be supplied by the Developer to the Owner. TIME: This Works will commence on July 20th,2015 upon completion of this contract or as soon as permits are approved by the City of Miami Shores and will take approximately 7 months after building permits are obtained from the City of Miami Shores with a target completion date on or before February 20th,2015.The Developer is responsible to provide the necessary licenses in order to enable the Owner to obtain the required permits for the construction of the project. If the Developer is delayed in the progress of-the.Works by an act of neglect of the Owner, architect, or changes in the Works, or by labor disputes, permitting issues, fire, weather, unusual delay in transportation, or due to unavoidable causes beyond the Developer's control, or by any other cause which justifies the delay as agreed upon. by the Owner, the time of completion shall be extended for a reasonable time but must be jointly agreed upon between the Developer and Owner.The time may also be extended for the benefit of the GD Art Construction Inc., 6770 Indian Creek Drive, Suite 4D. Miami Beach,FL-33141 Phone.(305)439-8788 Fax.-(305)865-4956 Email:felipe a t7dartconstruction.com Owner, if such extension is reasonable, necessary, and will not cause a hardship on the Developer.Time is of the essence as to the performance of this contract. PAYMENTS: The total cost of this contract is $195,600. This agreement will be executed and invoiced as per the Phases below upon Owner acceptance and signature per Phase. No Phase may be started until prior Owner acceptance. The contract will be initiated upon signature of this document by the Owner and the Developer and upon receipt down payment of $15,000.00 by the Developer. The Developer will provid bi- weekly written reporting reflecting the status per line item and will include but wi not be limited to: Description of Work, Scheduled Value, Works Completed from Previous Applications,Works completed this Period,Materials Presently Stored, Total Completed and Stored to Date, %of Completion,and Balance to Finish. The Phases are as follow: PAYMENT SCHEDULE: Phase A. Payment 1 $15,000 Payment 2 $25,000 Phase B. Payment 1 $18,000 Payment 2 $17,000 Phase C. Payment 1 $35,000 Phase D. Payment 1 $15,000 Payment 2 $10,000 Phase E. Payment 1 $10,000 Payment 2 $10,000 Phase F. Payment 1 $7,000 Payment 2 $10,000 Phase G. Payment 1 $8,000 Payment 2 $15,600 Some items are not described in this contract but may be included as per the approved proposal and may be done during any of the Phases listed above upon instruction by the Owner. LIENS: Lien release forms will be furnished to the Owner for the Works performed or material supplied by contractors or sub-contractors,only if requested by the Owner. The Developer will indemnify the Owner against any losses arising from claims of materials, supplies,or labor relating to this construction project. GD Art Construction Inc, 6770 Indian Creek Drive, Suite 4D. Miami Beach,FL-33141 Phone.(305)439-8788 Fax:(305)865-4956 Einuit.-felipe@-,7dartconstruction.com USE OF PREMISES: The Owner will permit the Developer to use, at no cost to the Developer, existing utilities such as lights, heat, power, and water reasonably necessary for the carrying out and completion of the Works. PROTECTION OF WORK AND PROPERTY: The Developer shall protect all his work and the Owner's property from injury or loss arising in connection with the contract and its performance. The Developer will correct and pay all costs associated with any such damage,injury or loss,unless caused by the Owner,or due to causes which are not the fault of the Developer or are beyond his control. DEVELOPER'S LIABILITY INSURANCE: The Developer or the General Contractor appointed by the Developer shall have purchased and maintained such public liability and property damage insurance that will protect him from claims which may arise out of the result from the Developer's operations under this agreement, whether such operations be by himself,by any subcontractor,or by anyone directly or indirectly employed by any of them. Promptly upon request by the Owner,the Developer shall provide the Owner with copies of its insurance policies referred to in this contract. It will be the Owner's responsibility to maintain adequate homeowner's insurance for the increased value of the project and against theft. CONTRACTOR: The Developer may sub-contract the following contractor in connection with the completion of -the Works, provided that the contractor holds appropriate insurance and that the Developer shall at all times remain fully liable for the completion of the Works and performance of the Developer's other obligations under this contract: Name: Construction Developer Group Corp. Address: 20381 NE 30 AV.#414 Aventura,FL 33180 Telephone: 305 4398788 eMail: glassdcm@hotmail.com Contractor License Number. CGC1504895 WARRANTY: The Developer will warrant all contract Works and materials and agrees to correct any defects due to faulty materials or workmanship and pay for any damage to other work resulting therefrom,for a period of one year from the date of completion.The Owner will give notice of observed defects with reasonable promptness. [PERFORMANCE STANDARDS AND REQUIREMENTS: It is recognized that the Works to be done under this contract are remodeling work on a structure which is not new and which may have existing or incipient code violations, problems or defects not visible at the time.Application of the following,standards are,therefore,to be adhered to as much as is reasonably practical. Specifications of materials by brand name establish standards of quality, for which substitution of materials equal in like quality and utility may be made subject to the Owner's approval. Similarly, standards of workmanship establish standards of quality, GD Art Construction Inc., 6770 Indian Creek Drive, Suite 4D. Miami Beach,FL-33141 Phone.(305)439-8788 Fax.-(305)865-4956 Email:feline gdartconstruction.com which in the case of remodeling, may be met or exceeded by other standards if workmanship is equal in quality and utility. The intent of these performance requirements and standards is to avoid economic waste, which in certain cases may be created by blind adherence to the standards of workmanship set out in this contract. TERMINATION AND SUSPENSION: If the Developer. (a) without reasonable cause suspends the Works or fails to proceed regularly and diligently with the completion of the Works or to perform the Works to the standard required by the Owner,or(b)is otherwise in breach of its obligations under this agreement, then the Owner may notify the Developer of the same and require the Developer to remedy such events.If the Developer fails to remedy such events within 5 business days from notification,then the Owner may terminate this agreement. If the Owner terminates this agreement in accordance with this clause,then the Owner shall pay a fair and reasonable proportion of the costs of a Phase, which at that time has been started but not completed, upon provision of satisfactory documentary proof of the incurring of such costs. The Owner may also at any time suspend and subsequently instruct the recommencement of the Works. If the Owner suspends the performance of the Works for more than 5 business days,then the Owner shall pay a fair and reasonable proportion of the costs of a Phase, which at that time has been started but not completed, upon provision of satisfactory documentary proof of the incurring of such costs. If the temporary suspension of the Works by the Owner causes the Developer to miss the target completion date set out above,this shall not be grounds for the application of the penalty fee set out above. TRANSFER OF CONTRACT: The Owner shall be entitled to transfer this agreement or assign its rights under this agreement to any other person upon notification to the Developer and the Developer shall if necessary assist the Owner with such transfer or assignment upon request by the Owner. The Developer shall not be entitled to transfer this agreement or'assign its rights under this agreement to any other person without the consent of the Owner. MARKETING & REFERRALS: Upon successful completion of the Works described in this agreement, the Developer may use the project as a subject and reference on its website and in marketing materials, including the use of photographs,video,and written text, but the Developer must keep confidential the Owner's and its architect's and its other contracted professionals' drawings,diagrams,plans and specs relating to the project and any information regarding the Owner's operations and business and financial affairs. The Developer-consents to the Owner holding and using any drawings, diagrams, plans, specs or pictures or-similar material prepared by:the Developer relating to the Works. GD Art Construction Inc., 6770 Indian Creek Drive, Suite 4D. Miami Beach,FL-33141 Phone.(305)439-8788 Fax:(305)865-4956 Email.felipe ftdartconstruction.com AAOAA-- 07/10/15 Fabiano Silveira Date 07 ere Art Construction Inc.) Date 6770 Indian Creek Drive Suite 4D. Miami Beach,FL-33141 Phone:(305)439-8788 Fax:(305)865-4956 15,kAORES LI Its 11lia"It SZ101"ej ItIt `ENTER 1N B� 0050 N t" JL\� Y�� AVE L <0R1DA MIAMI SI MES, FLORIDA :33138 2382 Telephone. (305)) 795-2207 I=,tx- (305) 7-36-8972 DAVID A. DACQUIST©, AICP PLANNING 6 ZCN. 115 a RECTOR DEVELOPMENT ORDER File Number: PZ-12-14-2014156 Property Address: 9935 NE 13 Avenue, Miami Shores , FL 33138-2634 Property Owner/Applicant: Fabiano Aguilar, Mariana Livore Address: 9935 NE 13 Avenue, Miami Shores , FL 33138- 2634 Agent: Felipe Naranjo Address: 2121 SW 3`d Avenue, Suite 402. Miami, FL 33129 Whereas, the applicant Fabiano Aguilar, Mariana Livore (Owner), has tiled an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. First story addition. Whereas, a public hearing was held on January 22, 201.5 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 maturer 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 construct a 600 sq. ft. master bedroom suite and a 490 sq. ft. pergola covered terrace at the rear of the residence. Pate I of 3 2) The residence will have a white flat cement the roof. 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 comply with all requirements of FEMA, the NFIP and the Florida Building Code for construction in the VE11 special flood hazard area as applicable. 6) The proposal may be subject to the requirements of FEMA, the NFIP and the Florida Building Code for substantial improvement in a Special Flood Hazard Area. 7) Landscaping as shown on Sheet No. L I shall be compliant with Division 17 of Appendix A, Village of Miami Shores Code of Ordinances. Tile applicant shall not reduce the approved landscaping without planning board approval except the planning director may approve modifications administratively where modification to the landscape plan is necessary to comply with Division 17 or to add additional landscaping. 8) Landscaping shown on the landscape plan shall be installed and completed within one (1) year of the issuance of the certificate of completion by the building official. 9) The applicant shall provide an architect or engineer's drainage plan and report to certify to the building official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities prior to the issuance of a building permit by the Building Official. 10)The applicant is responsible for any site modifications that are or may become necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities and shall make site modifications as necessary. 1 l)Applicant to meet all applicable code provisions at the time of permitting. 1.2)This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if' the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 22"`' day of January, 2015 by the Planning and Zoning Board as follows: Pace 2 of 3 Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Zelkowltz Absent Chairman Fernandez Yes Date chard M. Fernan z Chairman, Plann g Board Paae 3 of 3 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 4deral Emergency Management Agency Expires March 31, 2012 National Flood Insurance Program Important: Read the instructions on pages 1-9. SECTION A-PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name Policy Number FABIANO SILVE RAA UI R AND MARIANA JULIA LIVORE A2. Buildin Street Address{including Apt.,Unit,Suite,and/or Bldg No.)or P.O.Route and Box No. Company NAIC Number 9935�N.E. 13 AVENUE l C't State ZIP Code FLORIDA 33138 A3. Property Description(Lot and Block Numbers•Tax Parcel Number,Legal Description,etc.) Folio#: N/A A4. Building Use(e.g., Residential,Non-Residential.Addition,Accessory,etc.) Residential A5. Latitude/Longitude:Let. Long. 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 Number8 . • A8. For a building with a crawispace or enclosure(s): A9. For a building with an attached*rage: ; :"••• ••••'; a) Square footage of crawlspace or enclosure(s) 2946 sq ft a) Square footage of attached Va�a�e'• 400 es ft '•••• b) No.of permanent flood • q • p openings in the crawlspace or 19 b) No.of permanent Hood openrrfgslRthe attacl��i�erage .' enclosure(s)within 1.0 foot above adjacent grade within 1.0 fool above adjace%?§P%sla • • ••••• c) Total net area of flood openings in AB.b -2378 sq in c) Total net area of flood operyrfg5in,A9.b fir'• sq in ••. • d) Engineered flood openings? ❑ Yes !S) No d) Engineered flood openings?•.•.Q Yes'- R�%o • • •• ••••• SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION . • . .��••� B1.NFIP Corhmunity Name 8 Community Number B2.County Name B3 Slate• • • 120652 MIAMI-DADE COUNTY 001OLORIDAO •• ••' • B4.Map/Panel Number 85.Suffix B6.FIRM Index B7 FIRM Panel B8.Flood B9.Base Floo !�n Date Effective/RevisedDate Zone(s) AO,use bas 12086CO306 L 9/11/2009 9/11/2009 VE 11 1310. 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 89: P) 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 N/A ❑ CBRS ❑ OPA SECTION C-BUILDING 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 At-A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR.AR/A.AR/AE,AR/Ai-A30,AR/AH,AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. Use the some datum as the BFE. Benchmark Utilized Vertical Datum NGVD 1929 Conversion/Comments N/A Check the measurement used. a) Top of bottom floor(including basement.crawlspace,or enclosure floor)5.83 T ®feet ❑meters(Puerto Rico only) b) Top of the next higher floor 9.11 ®feet ❑meters(Puerto Rico only) c) Bottom of the lowest horizontal structural member(V Zones only) 8.111 ®feet ❑meters(Puerto Rico only) d) Attached garage(top of slab) 5.81 ®feet ❑meters(Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building - 7.80 - ®feet ❑meters(Puerto Rico only) (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) 5.83 ®feet ❑meters(Puerto Rico only) g) Highest adjacent(finished)grade next to building(HAG) 6.03 ®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. 1 certify that the information on this Certificate represents my best efforts to interpret the data available.1 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 E S P� licensed land surveyor? ❑x Yes ❑ No Certifier's Name MIGUEL ESPINOSA License Number 5101 Title PROFESSIONAL SURVEYOR&MAPF�fflpany Name Espinosa " Adc�rg6s5 SW 190TH STREET ITE 3110 City MIAMI State eFIL 33157 ZIP Code Signature Date Telephone e��= 7/9/2014 (305)740-3319 FEMA Form 81- 1,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: 1wlding Street Address(including Apt., Unit,Suite,and/or Bldg. No.)or P.O. Route and Box No. Policy Number 935 N.E. 13 AVENUE City State ZIP Code Company NAIC Number _ IAMI, FL 33138 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 LATITUDE LONGTITUDE PER GOGGLE,ATTACHMENTS=BUILDING PICTURES C2E=AC UNIT If Signature Date t6��, 7/9/2014 El Check here N�ttacjiments SECTION BUILD NG ELEVATION INFORMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND Z NE'A(WITHOUT•8 E) For Zones AO and A(without BFE),complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F requ4•5�,� Mete SetKo,.*,8 , • • 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 aboveAfrelo w the hi .atijacent •• grade(HAG)and the lowest adjacent grade(LAG). gheat••t . ...•+ a)Top of bottom floor(including basement,crawlspace,or enclosure)is ®feet ❑meters ❑above&•gbelcw the H,�G. •+•.. b)Top of bottom floor(including basement,crawlspace,or enclosure)is ®feet ❑meters [3abcv8 bPE] belowme+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 InIftlens),the next higher floor* • (elevation C2.b in the diagrams)of the building is ®feet ❑meters C]above or ❑below the HA3.•a•. • ••••.. E3. Attache'd garage(top of slab)is ®feet ❑meters ❑above or • E4. Top of platform of machinery and/or equipment servicingthe building is El the HAG. ••. •••• • ••�: 9 ®feet ❑meters ❑ebove►or['JjL►low the AAG! . 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 floodpTdl:%a nagerrigera • ordinan4e? ❑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 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: ID 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 ` Continuation Page For Insurance Company Use: Building Street Address(including Apt, Unit,Suite,and/or Bldg.No.)or P.O. Route and Box No. Policy Number 9935 N.E. 13 AVENUE ' City State ZIP Code Company UAIC Number MIAMI, FL 33138 If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken;"Front View"and"Rear View";and, if required, 'Right Side View"and"Left Side View." .. •• • • .•• ••••.. .•••• .. 0000. ., o••.• .. g •. o n, •••:.. . ;••••. W ,�r00 .. - - Yip i•- ,y�• • . *00... •000 • • ••..• sr�A1 9800 t CU �tf tib=!ti •mss r- LAO p - Building Photographs Continuation Page For Insurance Company Use: Building Street Address(including Apt, Unit,Suite,and/or Bldg. No.)or P.O. Route and Box No. -Policy Number 9935 N.E. 13 AVENUE City State ZIP Code Company NAICNumber MIAMI, FL 33138 If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken;"Front View'and"Rear View";and, if required, "Right Side View"and"Left Side View." • • �107J209�'f2� AN 9 Y 07/07=4 MM { 7 J- A REPLACEMENT COST REPORT OF A SINGLE FAMILY HOME LOCATED AT 9935 NE 13'"Ave Miami Shores,FL 33138 FOR Fabiano Aguilar& i Miami Shores Village BY APPRAISALFIRST REAL ESTATE APPRAISERS LLC 1444 Biscayne Boulevard, Suite 211 Miami, Florida 33132 i i i i AppraisalFirst Real. Estate Appraisers LLC 1444 Biscayne Boulevard,Suite 211, Miami Beach,Florida 33166 Phone:305-470-2100 Fax:305-381-8047 E-mail:residentialnaannraisalfirst.net E-mail:commercial Rappraisal first.net August 21,2015 Mr Aguilar via email: fabiaiio—aguilar@yahoo.com Re: A replacement cost report related to providing a letter for the depreciated building value of a single family home located at 9935 NE 13th Ave Miami Shores,FL 33138. Dear Mr Aguilar: As requested.I am writing this report to estimate the reproduction or depreciated cost,based on the present condition of the property, for the above referenced subject building. Once again the costs and depreciated building value are reflective of the current condition of the property. The replacement cost new estimates will be provided via the "Marshall Valuation Service", a nationally accepted construction cost reference guide. The cost estimate includes labor,materials, supervision, etc. The figure also include normal site preparation, and utility lines from lot line to building. Other soft costs such as professional fees,real estate taxes,financing fees and impact fees are not included. The depreciation is based on the current average condition of the property. Based on the current condition of the improvements,the physical depreciation based on the age/life method is 40%. This reproduction cost report is considered to be a restricted appraisal in accordance with Standards Rule 2-20 of the Uniform Standards of Professional Appraisal Practice(2014-2015) and the Code of Ethics of the Appraisal Institute and the guidelines according to(USPAP). This report is for the sole use of the intended user. The subject property consists of a, one-story, single family home that was built in 1954 and is of a good construction quality. The home includes an adjusted area (as per Public Records) of 3346 square feet. The valuation is based on its condition prior to any demolition.. Page 2 The home is situated on a 14,024 square.foot, single-family zoned lot in Miami Shores Village. Appraiser: William K Griffith,SRA Cert Res RD 1480 Purpose of Assignment: The purpose of the report is to provide a reproduction/depreciated cost estimate of the subject dwelling. . Intended Use of the Report: The client intends on using this report for renovation purposes Interest to be Appraised: This is a reproduction cost analysis of a home owned as a fee simple estate. 1 Legal Description: EARLETON SHORES PB 43/80 LOT 2 BLOCK 4 Miami-Dade County, Florida 3 Scope of Work: The scope of work included: inspecting the subject property; i referencing the"Marshall Valuation Service", a nationally accepted cost manual; and estimating an appropriate depreciation rate for the improvements. ii. Marshall Valuation Service: i According to the"Marshall Valuation Service"the subject improvements are classified as a Class D-IV (Masonry Veneer) High Value Residence, with an estimated economic life of 60 years. In estimating the replacement cost new for the building,a designated cost via the"Marshall Valuation Service"will be applied. a The depreciated building value will be based on the economic age-life method. A ratio of the buildings effective age to its total economic life is applied to the current replacement cost new ofthe improvement. This method is most effective in analyzing older buildings where the age of the long- lived and short-lived items can not be easily estimated. According to the "Marshall Valuation Service"the subject improvements have an economic life of 60 years. However, the typical single family home in Miami Shores have far exceeded their specified economic lives. The subject home is 61 years in age. A more practical economic life of 75 years is estimated. f z 3 u f 1 f 9 s Page 3 1 3 a r Marshall Valuation Service: (Continued) Taking into account the condition of the home, prior to any interior demolition, including wood floors in good condition,a remaining economic life equal to 60%ofthe estimated 75-year economic life, or 45 years will be applied. The following is a summary of the replacement cost new and depreciated value for the subject single family home. Improvement Type High Value Residence Section&Page 12/27 s Building Structure Class D(Masonry Veneer) r a a Type 1V Direct Cost Per SF $321.08 Adjustment Multipliers I' Height 1.00 Current 1.06 l Local 0.98 Adjusted Direct Cost Per Square Foot $333.54 Building Size/SF 3346 sf s 1 Replacement Cost New $1,116,025 Actual Age 61 years F Effective Age 30 yews Economic Life 75 years a Depreciation Rate 40% (Eff.Age/Eco.Life) f Physical Depreciation $446,410 (Cost New x Depreciation. Rate) Depreciated Building Cast $669,615 (Cost New-physical Depreciation) � i F i A i t i Page 4 s a 1 e 9 3 Based on the cost manual described herein the depreciated building value of the subject property, as of July 24,2015 is $670,000 (rounded).. If you have any questions or need further assistance please do not hesitate to call me at(305) 470- 2149. Respectfully Submitted, William,K Griffith, SRA Cert Res RD 1480 bill@appraisalfirst.net Page 5 ADDENDA i i 3 a • a a 54 S �i I: u k i I 3 x Z E fF of Z} 5i i 3 CERTIFICATION I Certify to the best of my knowledge and belief: The statements of fact contained in this report are true and correct. The reported analyses, opinions, and conclusions are limited only by the reported assumptions and limiting conditions are my personal, impartial, and unbiased professional analyses, opinions, and conclusions. I have no present or prospective interest in the property that is the subject of this report and no personal interest with respect to the parties involved. I have performed no services,as an appraiser or in any other capacity,regarding the property that is the subject of this report within the three-year period immediately preceding acceptance of this assignment. t I have no bias with respect o the property that is the subject of this report or to the parties involved with this assignment. My engagement in this assignment was not contingent upon developing or reporting predetermined results. - My compensation for completing this assignment is not contingent upon the development or reporting of a predetermined value or direction in value that favors the cause of the client, A the amount of the value opinion,the attainment of a stipulated result,or the occurrence of a subsequent event directly related to the intended use of this appraisal. - My analyses, opinions,and conclusions were developed,and this report has been prepared, in conformity with the Uniform Standards of Professional Appraisal Practice. a I have made a personal inspection of the property that is the subject of this report. No one provided significant real property appraisal assistance to the person signing this s certification. As of the date of this appraisal William K Griffith, SRA has completed the continuing K- education program of the Appraisal Institute. i i� i y� d William K Griffith, SRA August 21,2015 Cert Res RD 14890 Date i E E f§ T i SG 1 l f i fE { iF i 3 ASSUMPTIONS AND LIMITING CONDITIONS The value conclusion and certification within this report are made expressly subject to the following assumptions and limiting conditions as well as any further reservations or conditions stated within the text of the report. 1) No responsibility is assumed for the legal description or for matters including legal or title considerations. Title to the property is assumed to be good and marketable. 2) Responsible ownership and competent property management are assumed. 3) The information furnished by others is believed to be reliable. However, no warranty is given for its accuracy. 4) It is assumed that there are no hidden or unapparent conditions of the property, subsoil, or structures that render it more or less valuable. No responsibility is assumed for such conditions or for arranging for engineering studies that may be required to discover them. 5) It is assumed that there is full compliance with all applicable federal, state, and local environmental regulations and laws unless non-compliance,is stated,defined,and considered in the assignment. 6) It is assumed that all required licenses, certificates of occupancy, consents, or other i legislative or administrative authority from any local,state,or national government or private j entity or organization have been or can be obtained or renewed for any use on which the rental survey contained in this report is based. 7) It is assumed that the utilization of the land and improvements is within the boundaries of 1 property lines or the property described and that there is no encroachment or trespass unless noted in this report. 8) Possession of this report, or a copy thereof, does not carry with it the right of publication. It may not be used for any purpose by any person other than the party to whom it is addressed without the written consent of the appraiser, and in any event only with proper written qualification and only in its entirety. i { 3k 1 d F A g j� 3 ASSUMPTIONS AND LIMITING CONDITIONS (Continued) 9) The appraiser herein by reason of this assignment is not required to give further consultation,testimony,or be in attendance in court with reference to the property in question unless arrangements have been previously made. 1 10) Neither all nor any part of the contents of this report(especially any conclusions,the identity of the appraiser,or any reference to the MAI or SRA designations)shall be disseminated to the public through advertising,public relations,news,sales,or other media without the prior j written consent and approval of the appraiser. I f 11) The existence of potentially hazardous material used in the construction or maintenance of the building and/or the existence of toxic waste which may or may not be present on or under 4 the site was not observed during our inspection. However, we are not qualified to detect such substances. These substances, if they exist, could have a negative effect on the estimated value of the property. The user of this report is urged to retain an expert in this field if desired. s 12) This assignment was not based on a requested minimum valuation, a specific valuation,or the approval of a loan. 13) The client intends on using this report for dwelling renovation purposes. A 9 14) The client understands, as per the engagement guidelines of this assignment, that all data related to estimating cost and depreciation is retained in the office file. } F '9 55� i 6 4 i 8 a gt IqR Y na A f e P S 3 7 a 3 1 1 F yP Fi yt S P RESUME OF QUALIFICATIONS: William K Griffith, SRA GENERAL EDUCATION: Florida State University B.S.Degree 1980 PROFESSIONAL EDUCATION: APPRAISAL INSTITUTE FHA&The Appraisal Process 2014 USPAP Update 2014 Florida Appraisal Law 2014 USPAP Update 2012 Florida Appraisal Law 2012 The Uniform Appraisal Dataset 2011 The Real Estate Market 2011 2011 Residential Design&Functional Utility 2010 Reviewing Residential Appraisals&Using FNMA 2000 2010 Roles&Rules Of Supervisory&Registered Trainee Appraisers 2010 Market Conditions Addendum/1004MC 2009 Analyzing Distressed Real Estate 2008 Co-ops&Condos 2008 i Small Hotel/Motel Valuation 2008 Business Practices&Ethics 2007 New 1025-Small Residential Income Property Appraisal 2007 i i PROFESSIONAL AFFILIATION: i SRA,The Appraisal Institute National Association Of Realtors,Florida Association Of Realtors Miami Board of Realtors, Marathon/Lower Keys Board Of Realtors BOARD EXPERIENCE: k Board Of Directors,South Florida Chapter Of The Appraisal Institute 2004-2006 . k J LICENSES: Cert Res RD1480(Florida),Real Estate Broker(Florida),Notary Public,Florida REAL ESTATE AND APPRAISAL EXPERIENCE: 3 Partner/Owner,AppraisalFirst,LLC 2011-Present Vice President/Residential Manager,AppraisalFirst,inc. 1987-2010 1 President,Biscayne RE Group, 1997-Present President,Coast To Coast RE Group. 2009-Present N TYPES OF APPRAISAL SERVICES: 1 Single Family Residential 2-4 Family Dwellings FHA REO Relocations New Construction Vacant Land Condominiums Multi-Family/Apt. High Value Dwellings Estates/Litigation Appraisal Review Construction Draw Inspections Blueprint Review Cost Reports 1 SERVICE AREA BY FLORIDA COUNTY: Miami-Dade,Broward,Monroe(Florida Keys),Palm Beach, St.Lucie,Martin e e r P :j E 3 'Propdrty Search Application - Miami-Dade County Page 1 of 1 OFFICE Summary Report Generated On:8/21/201; Property Information Folio: 11-3205-009-0470 Property Address: 9935 NE 13 AVE Owner FABIANO SILVEIRA AGUILAR • " MARIANA JULIA LIVORE Mailing Address 9935 NE 13 AVErfr MIAMI,FL 33138 ° Primary Zone 1700 SGL FAMILY-4001 SQFT& ° Primary Land Use 0101 RESIDENTIAL-SINGLE id t FAMILY:1 UNIT Beds/Baths/Half 313/0 '* Floors 1 Living Units 1 Actual Area 3,807 Sq.Ft � Living Area 2,885 Sq.Ft 2015 Aerial Photography 200ft Adjusted Area 3,346 Sq.Ft Taxable Value Information Lot Size 14,023.5 Sq.Ft Year Built 1954 2015 2014 2013 County Assessment Information Exemption Value $50,000 $50,000 $50,000 Year 2015 2014 2013 Taxable Value $1,922,027 $493,729 $485,694 Land Value $1,655,217 $701,614 $701,614 School Board Building Value $297,710 $373,526 $376,569 Exemption Value $25,000 $25,000 $25,000 XF Value $19,100 $19,340 $19,581 Taxable Value 1 $1,947,027 $518,729 $510,694 Market Value $1,972,027 $1,094,480 $1,097,764 City Assessed Value $1,972,027 $543,729 $535,694 Exemption Value $50,000 $50,000 $50,000 Taxable Value $1,922,0271 $493,72.9 $485,694 Benefits Information Regional Benefit Type 2015 2014 2013 Exemption Value $50,000 $50,000 $50,000 Save Our Homes Assessment Taxable Value $1,922,027 $493,729 $485,694 Cap Reduction $550,751 $562,070 Homestead Exemption $25,000 $25,000 $25,000 Sales Information Second Previous OR Book- Exemption $25,000 $25,000 $25.,004 Price Qualification Description Homestead Sale Page Note:Not all benefits are applicable to all Taxable Values(i.e.County, 08/05/2014 $1,980,000 29261-4694 Qual by exam of deed School Board,City,Regional). 2008 and prior year sales;Qua[by 04/01/1987 $275,000 13247-1037 exam of deed Short Legal Description 01/01/1973 $112,0 00 00000- 12008 and prior year sales;Qua[by EARLETON SHORES PB 43-80 00000 exam of deed LOT 2 BLK 4 LOT SIZE 93.490 X 150 OR 13247-1037 0487 1 The Office of the Property Appraiser is continually editing and updating the tax roll.This website may not reflect the most current Information on record,The Property Appraiser and Miami-Dade County assumes no liability,see full disclaimer and UserAgreement at htto://www.miamidade.gov/info/disclaimer.aso http://www.miamidade.gov/propertysearch/ 8/21/2015 CALCULATOR METHOD SECTION 12 PAGE 27 August 2014 HIGH-VALUE RESIDENCES CLASS TYPE EXTERIOR WALLS INTERIOR FINISH LIGHTING AND *HEAT COST PLUMBING Sq, M. Cu. Ft. Sq. Ft. VI Special site-built sash and entries, Custom ceilings and cabinetry,inlaid Extensive fixtures and custom Complete best clay,slate parquet,matched stones and woods hardware throughout H.VAC. $4,914.30 $57.07 $456.55 V Best masonry,much fine trim and Coffered ceilings,site-built cabinetry, High quality fixtures,structured wiring, Complete fenestration niches,many extras high amps,fine hardware HN.A.C. 4,123.37 47.88 383.07 IV Fine brick,cut stone,heavy roof,best Good plaster,ornamental detail,marble, Good custom fixtures,more than one Complete Cmetal,tile,some artglass custom carpet,parquet kitchen or food prep,area HN.A.C. 3,460.95 40.19 321.53 III Face brick,stone trim,slate or tile, Plaster,good detail,custom ceiling,wall Some special custom fixtures,electrical Complete some custom sash and floor finishes and plumbing,integrated systems H.VA.C. 2.905.96 33.75 269.97 II Brick or stone,slate or metal,heavy Plaster,some ornament,tile,average Custom fixtures,electrical and Complete structure,solarium custom carpet,hardwoods plumbing,home automation H.VAC. 2,440.09 28.34 226.69 1 Good trick,stone trim,skylights, Plaster or best drywall,paneling,custom Some special fixtures,more than one Complete shakes or metal on good structure vinyis,terrazzo,hardwoods bath per bedroom H.VA.C. 2,049.47 23.80 190.40 VI Special site-built sash and entries, Custom ceilings and cabinetry,Inlaid Extensive fixtures and custom Complete best clay,slate parquet,matched stones and woods hardware throughout HVAC. 4,931.10 57.26 458.11 V Best masonry veneer,much fine trim Coffered ceilings,site-bulli cabinetry, and fenestration niches,many extrashiHigh-quality h amps,fine fixtures,structured wiring, Complete 4,127.46 47.93 383.45 DIV Fine masonry veneer,trims,best Good plaster,ornamental detail,marble, Good custom factures,more than one Complete metal,tile,some artglass custom carpet,parquet kitchen or food preparation area H.VA.C. 3,456.11 40.14 321.08 MASONRY Face brick veneer,stone trim,state or Plaster,good detail,custom ceiling,VENEER ill file,some custom sash ng,wail Some special custom fixtures electrical Compplete and floor finishes and plumbing,integrated systems HN.A.C. 2.$94.98 33.62 268.95 II Brick or stone veneer,state,metal, Plaster,some ornament file,average Custom fixtures,electrical and heavy structure,solarium custom carpet,hardwoods plumbing,home automation HVAC. 2,425.13 28.16 225.30 Double walls,good veneer,skylights, Plaster or best drywall,paneling,custom Some special fixtures,more than one Complete good shakes or metal vinyls,terrazzo,hardwoods bath per bedroomH.V.AC. 2,032.03 23.60 188.78 VI Special site-built sash and entries, Custom ceilings and cabinetry,inlaid Extensive fixtures and custom Complete best day,state parquet,matched stones and woods hardware throughout HN.A.C. 4,859.19 56.43 451.43 V Best sidings,EIFS,much fine trim and Coffered ceilings,site-built cabinetry, High-quality fixtures,structured wiring, Complete fenestration niches,many extras high amps,fine hardware H.VA.C. 4,066.53 47.22 377.79 IV Fine siding,stucco,marble trim,best Good plaster,ornamental detail,marble, Good custom fixtures,more than one Complete Dmetal,tile,some anglass custom carpet,parquet kitchen or food preparation area HVAC. 3,404.33 39.53 316.27 III Siding,brick or stone trim,slate or tile, Plaster,good detail,custom ceiling,wall Some special custom fixtures,electrical Complete some custom sash and floor finishes and plumbing,integrated systems H.VAC. 2,851.06 33.11 264.87 it Half timber and stone trim,slate, Piaster,some ornament,tile,average Custom fixtures,electrical and Complete metal,heavy structure,solarium custom carpet,hardwoods plumbing,home automation HVAC. 2,387.99 27.73 221.85 i Double walls,stone trim,skylights, Plaster or best drywall,paneling,custom Some special fixtures,more than one Complete ........... r shakes or metal on good structure vinyls,terrazzo,hardwoods bath per bedroom2,000.60 23.23 185,86 H.VA.C. Fireplace,balconies and porches and built-in appliances are not included.See Page 35 for garage costs.The base wall height is 10 feet(3.05 meters),excluding gables.Add or deduct 3%for each foot (.305 meter)of deviation.For small residential elevators and fire sprinkler systems,see notes on Page 38 and 39.See Page 26 for basement costs. ~- *HIGH-VALUE HEATING,VENTILATING AND AIR CONDITIONING COMPLETE SQUARE METER COSTS SQUARE FOOT COSTS Costs for high-value mechanical items are listed separately from those for other buildings in this HN.A.C. MILD MODERATE EXTREME MILD MODERATE EXTREME TYPE CLIMATE CLIMATE CLIMATE CLIMATE CLIMATE CLIMATE section because of the special requirements. Costs listed to the right are averages. The Vl $130.05 $175.02 $235.79 $12.08 $16.26 $21.91 moderate climate cost is included in the base cost in the tables.If a cubic foot cost is used,use V 114.85 156.79 213.91 10.67 14.57 19.87 one-tenth(1/10)the difference shown,to adjust the base cubic foot cost.For cooling Y, use only, IV 101.49 140.38 193.85 9.43 13.04 18.01 70%to 80°h of the costs listed.For heating only,use 60%to 70%.For ground-loop heat source 111 90.55 126.40 176.84 8.41 11.74 16.43It units,add$3.86 to$5.37 per square foot($41.55 to$57.80 per square meter). I 80.22 113.64 160.43 7.45 10.56 14.90 71.10 102.09 146.45 6.61 9.48 13.61 MARSHALL VALUA77ON SERVICE The data included on this page becomes obsolete after update delivery,scheduled for August 2016. ' ®2014 CoreLoglcO,Inc.and it licensors,all rights reserved Any reprinting,distribution,creation of derivative works,and/or public displays is strictly prohibited. a/2o14 JOB J.C.D. ARCHITECT , Inc. ADDRESS JUAN C. DAVID R.A. - LEED ACCREDITED PROFESSIONAL Design & Dovmlapmont PROJECT No SHEET No OF— ArChtUMD" w11B r1 om phwr" Cvnm&ucwn CALCULATED BY DATE CHECKED. BY DATE ........... ........... .... .................. .................. ....------- .......... ........................... .......... ............... -------......... ...... ................ ............ ......... ............................... ........... ....... .............. ........... ...... .......... ...........L......... ........... ............. ................. .00 ........... ------- .......... ........... ........... ........... ........... i A�- 1 ..................... .............. ............ ............ ....... ............-------- 1 ................ ........... .4...................-------- .......... ............... ......... ..................... ------- .......... --- --------- .......... ................... .......... 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Deslfln & Development OF Irak" wtwim Pwrfty °Onstr"OpOf CALCULATED BY DATE ,•wo•roeT.wc. +a.orww.ar.w•u.n+e+aaw. nvs•o•.r.,w • �•s.wa�e t CHECKED BY DATE .......... -- ! , ! SF T ! , - .... ..... ......... t , ; i : , , ! � i i r� aw i i i ; i i �• i _ ...__._�..__ .c . jAP 7 s ; ! GE7k.'. C� ga dr►dE.�i! '°F.jG%R pes p�� v%�c/' ; G.S tit /ji,"Ids _ ; i_.. ...._.._. .L :Cir ! oe ! , , /4L.C1l it/ G C.ti.G jl/ i(l'.fr. + �p I - ; ; _ C401 'S/ ; r! 0 ! , .. r , t I F r , f i 1 ! i i i t i t i i i i i _ i i i ! A i : i i : s ; , i s i s i : 4. y. , r - • ! 'v ••• • 3• i • ._._. ....._.....:_...._._..:.........__......._:.... . i ! ! , 0 0 so i ••• • • • ••• • • MIAMI.UADE MIAMI-DADE COUNTY lsl•J�W PRODUCT CONTROL SECTION 11805 SW 26 Street,Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DMSION � 315-2590 F(786)31525-99 NOTICE OF ACCEPTANCE NOA iamidade. ov/econom GAF 1361 Alps Road Wayne,NJ 07470 a SCOPE: This NOA is being issued under the applicable rules and regulations governing the , e 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. 0000 This product is approved as described herein,and has been designed to comply with the;FlgYtda BuildWCode ••••:• including the High Velocity Hurricane Zone of the Florida Building Code. .00000 0000 0000.. . DESCRIPTION: GAF Conventional Built-Up Roof Systems for Wood Decks. 0000. •••••• 0000 0000.. 0000 . 0000. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo}elty, state-wid ••:•• following statement: "Miami-Dade County Product Control Approved",unless otherwi_Vndt'ed herein'•• ...... RENEWAL of this NOA shall be considered after a renewal application has been filed and Aere h1j pgp no 0966:0 change in the applicable building code negatively affecting the performance of this product.'. :0000: TER MATION of this NOA will occur after the expiration date or if there has been a revision or d1lange 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. -1 ]INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 13-0424.09 and consists of pages 1 through 16. The submitted documentation was reviewed by Jorge L.Acebo. NOA No.: 13-1022.15 MlAMMDADE COUNTY Expiration Date: 11/04/18 �lfjau@arnll Approval Date: 11/06/14 Page 1 of 16 Membrane Type: BUR Deck Type 1: Wood,Non-insulated Deck Description: 19/32"or greater plywood or wood plank decks System Type E: Base sheet mechanically fastened. All General and System Limitations shall apply. Fire Barrier: FireOut""Fire Barrier Coating,VersaShield'Fire Resistant Roof Deck Protection or (optional) Securock""Gypsum Fiber Roof Board. Base sheet: GAFGLAS'#80 Ultima"Base Sheet, Stratavent'Eliminator"Nailable Venting Base Sheet,Ruberoid®20,Ruberoid®SBS Heat-Weld`Smooth or Ruberoid® SBS Heat-Weld` 25 base sheet mechanically fastened to deck as described below; Fastening Options: GAFGLAS'Ply 4, GAFGLAS'FlexPly'6,GAFGLAS'#75 Base Sheet or any of above base sheets attached to deck with approved annular ring shank nails and tin caps at a fastener spacing of 9" o.c. at the lap staggered and in two rows 12"o.c. in the field. (Maximum Design Pressure—45 psf.See General Limitation#7) GAFGLAS'Ply 4, GAFGLAS'FlexPly""6, GAFGLAS'#75 Base Sheet or any of above base sheets attached to deck with Drill-Tec"" #12 Fastener or Drill-Tec"#14 and Drill- Tec"``3"Steel Plate,Drill-Tec""AccuTrac'Flat Plate or Drill-Tec"M AccuTrac'Recessed Plate 12"o.c. in 3 rows. One row is in the 2"side lap. The other rows are"Iy spaced approximately 12"o.c. in the field of the sheet. •••• •••••• (Maximum Design Pressure—45 psf.See General Limitation#7,r • 0000.. .... ...... GAFGLAS'Flex Ply""6,GAFGLAS'#75 Base Sheet or any ofsbine base sheets attadW4 I o deck with approved annular ring shank nails and tin caps at aXleper spatingbf 9" o c. at the 4" lap staggered and in two rows 9"o.c. in the field. �' 0 0 0000.. 0000 09000 (Vaximum Design Pressure—52.S psf. See General Limitation f 9,j *0000• 0*0 0 GAFGLAS'#80 Ultima"Base Sheet,Ruberoid'20,Ruberoid�op�mooth, base sheet..::. attached to deck with approved 11/4"annular ring shank nails and inverted 31:9f&I plate at a fastener spacing of 9" o.c.at the 4"lap and in two rows staggered with a fastton jTacing of! 9"o.c. in the center of the membrane. •• • (Maximum Design Pressure—60 psf. See General Limitation#7) GAFGLAS'#75 Base Sheet or any of above base sheets attached to deck with Drill-Tec"" #12 Fastener or Drill-Tec"" #14 Fastener and Drill-Tec""3"Steel Plate,Drill-Tec"" AccuTrac'Flat Plate or Drill-Tec""AccuTrac'Recessed Plate 12"o.c. in 4 rows. One row is in the 2"side lap. The other rows are equally spaced approximately 9"o.c. in the field of the sheet. (Maximum Design Pressure—60 psf. See General Limitation#7) Any of above Base sheets attached to deck approved annular ring shank nails and 3" inverted Drill-Tec""insulation plates at a fastener spacing of 9"o.c. at the 4"lap staggered in two rows 9" in the field. (Maximum Design Pressure—60 psf. See General Limitation#7) NOA No.: 13-1022.15 MIAMNDADE COUNTY Expiration Date: 11/04/18 Approval Date: 11/06/14 Page 14 of 16 Fastening Options: GAFGLAS®#75 Base Sheet or any of above base sheets attached to deck with Drill-Tec T. (Continued) #12 Fastener or Drill-Tec' #14 Fastener and Drill-Tec TM 3" Steel Plate,Drill-TecTM AccuTrac®Flat Plate or Drill-TecTm AccuTrac®Recessed Plate 8"o.c. in 4 rows. One row is in the 2"side lap. The other rows are equally spaced approximately 9"o.c. in the field of the sheet. (Maximum Design Pressure—75 psf. See General Limitation#7) Ply Sheet: One or more plies of GAFGLAS®Poor GAFGLAS®#80 Ultima Base Sheet adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 20-40 lbs./sq. Cap Sheet: (Optional) One ply of GAFGLAS'Mineral Surfaced Cap Sheet or GAFGLAS® EnergyCapTm BUR Mineral Surfaced Cap Sheet adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 2040 lbs./sq. Surfacing: Optional on granular surfaced membranes; required for smooth membranes. Chosen components must be applied according to manufacturer's application instructions. All coatings must be listed within a current NOA. 1. Gravel or slag applied at 400 lbs./sq.and 300 lbs./sq, respectively in a flood coat of yproved asphalt at 60 lbs./sq. 2. Topcoat Surface Seal SB applied at Ito 1.5 gal./sq. Maximum Design Pressure: See Fastening Options • . . .... ...... • • • • • • •••••• •••.% NOA No.: 13-1022.15 MIAMI-DADE�W Expiration Date: 11/04/18 • Approval Date: 11/06/14 Page 15 of 16 WOOD DECK SYSTEM LIMITATIONS: 1 A slip sheet is required with GAFGLAS'o Ply 4 and GAFGLAS®Flex Ply1-6 when used as a mechanically fastened base or anchor sheet. 2. Minimum 1/4"DensDeck7 Roof Board or V2"Type X gypsum board is acceptable to be installed directly over the wood deck. GENERAL LIMITATIONS: 1. Fire classification is not part of this acceptance;refer to a current Approved Roofing Materials Directory for fire ratings of this product. 2. Insulation may be installed in multiple layers. The first layer shall be attached in compliance with Product Control Approval guidelines. All other layers shall be adhered in a full mopping of approved asphalt applied within the EVT range and at a rate of 2040 lbs./sq.,or mechanically attached using the fastening pattern of the top Iayer 3. All standard panel sizes are acceptable for mechanical attachment. When applied in approved asphalt,panel size shall be 4'x 4'maximum. 4. An overlay and/or recovery board insulation panel is required on all applications over closed cell foam insulations when the base sheet is fully mopped.If no recovery board is used the base sheet shall be applied using spot mopping with approved asphalt, 12"diameter circles,24" o-c.; or strip mopped 8" ribbons in three rows, one at each sidelap and one down the center of the sheet allowing a continuous area of ventilation. Encircling of the strips is not acceptable. A 6"break shall be placed every 12'in each ribbon to allow cross ventilation. Asphalt application of either system shall be at a minimum rate of 12 lbs./sq. Note: Spot attached systems shall he limited to a maximum design pressure of 45 psf. 5. Fastener spacing for insulation attachment is based on a Minimum Characteristic Force(F')value of 275 lbf.,as tested in compliance with Testing Application Standard TAS 105. If the fastener value,as fgrld-testes Xe belovw.... 275 lbf. insulation attachment shall not be acceptable. •..• .. .' 6. Fastener spacing for mechanical attachment of anchor/base sheet or membrane attachmeari rbased oil dniinimutA••'• fastener resistance value in conjunction with the maximum design value listed within a gpedff?c system!Should2he•0: fastener resistance be less than that required,as determined by the Building Official,a revisedfastex®r spacing,so• • .. prepared, signed and sealed by a Florida Registered Professional Engineer,Registered 4WN ct,or%4itered ..:..' Roof Consultant maybe submitted. Said revised fastener spacing shall utilize the withdrAW resistarwavalue •••• • taken from Testing Application Standards TAS 105 and calculations in compliance with Rqufjng Applieation •. Standard RAS 117. :6000: 7. Perimeter and corner areas shall comply with the enhanced uplift pressure requirements of ane;a area. Fa:tenet• •••; densities shall be increased for both insulation and base sheet as calculated in compliance with Roofl;g•AAplication Standard RAS 117. Calculations prepared,signed and sealed by a Florida registered Professional Engineer, Registered Architect, or Registered Roof Consultant(When this limitation is specifically referred within this NOA, General Limitation#9 will not be applicable.) 8. All attachment and sizing of perimeter nailers,metal profile,and/or flashing termination designs shall conform to Roofing Application Standard RAS 111 and applicable wind load requirements. 9. The maximum designed pressure limitation listed shall be applicable to all roof pressure zones(i.e. field, perimeters,and corners).Neither rational analysis,nor extrapolation shall be permitted for enhanced fastening at enhanced pressure zones(i.e. perimeters,extended corners and corners). (When this limitation is specifically referred within this NOA,General Limitation#7 will not be applicable.) 10. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. END OF THIS ACCEPTANCE NOA No.: 13-1022.15 MIAMMADEeou� Expiration Date: 11/04/18 u u a a ' Approval Date: 11/06/14 Page 16 of 16 UNITED STATES POSTAL SERVICE First-Class Mail Postage&Fees Paid USPS Permit No.G-10 Miami Shores Village `sox• r Building Department 10050 NE t AVE Miami Shores, FL 33138 1 SENDER: comPLETE THIS SECTION COMPAFTETHIS SECTION ON DELIVERY ■ Complete items 1,2,and 3.Also complete A. igna re item 4 if Restricted Delivery is desired. Agent ■ Print your name and address on the reverse Addressee so that we can return the card to you. B. rinted Name) C. to ivery ■ Attach this card to the back of the mailpiece, �4 f or on the front if space permits. V D. Is delivery address different from item 1? es 1. Article Addressed to: If YES,enter delivery address below: ❑No 003 1 N at- 3. Service Type 3� AV R. A*— 4 19 WCertified Mails ❑Priority Mail Express'" r-L 3 3 1 8'O ElRegistered Return Receipt se- ❑Insured Mail ❑Collect on Delivery 4. Restricted Delivery?(Extra Fee) ❑Yes 2. (transcle N 7015 1660' 0000 4361z '9829 V (transfer I FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CTION F rarida Department of Business and Professional Regulation - Residenti rf an od t q Project Name: SILVEIRA RESIDENCE REMODELING Builder Name: Street: 9935 NE 13 AVE Permit Office: City,State,Zip: Miami Shores,FL, - Permit Number. Owner. Jurisdiction: 231000 Design Location: FL,Miami 1. New construction or existing Addition 9. Wall Types(3820.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=4.1 3390.00 ft2 b.Concrete Block-Int Insul,Adjacent R=4.1 430.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms(Bedrms In Addition) 4(2) d.WA R= ft2 5. Is this a worst case? No 10.Ceiling Types (3930.0 sqft.) Insulation Area a.Under Attic(Vented) R=30.0 3930.00 ft2 6. Conditioned floor area above grade(ft2) 3930 b.N/A R= ft2 Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Windows(1065.6 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:AC 1 6 300 a. U-Factor: Sgl,U=0.66 1065.60 ft2 b.Sup: Attic,Ret:Attic,AH:AC 2 6 200 SHGC: SHGC=0.32 b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency a.Central Unit 59.7 SEER:17.00 SHGC: b.Central Unit 35.4*81!1!5:17.50c. U-Factor: N/A � ft2 • • •••• ••••�• SHGC: 13.Heating systems '.•' : kBtu/hr• Efficiency •' d. U-Factor: N/A ft2 a.Electric Strip Heat •.0:0• *.Cr ACP:1.00.0.0:. SHGC: b.Electric Strip Heat •••:•9 34.0 •COP:1.00, • Area Weighted Average Overhang Depth: 0.094 ft. •• :•••• Area Weighted Average SHGC: 0.320 14.Hot water systems-Replacemeaf e*q psnent . . g g a.Electric 9000 tap:25U gallonso 8. Floor Types (3930.0 sqft.) Insulation Area 000000 "'EFS • :0.900" a.Crawlspace R=0.0 3930.00 ft2 b. Conservation features 000000 •••• •••••• b.N/A R= ft2 None •••••• • •• c.N/A R= ft2 15.Credits 0 • • • Pstat"•••• . PASS ...... Glass/Floor Area: 0.271 Total Proposed Modified Loads: 84.85 .••. . Total Standard Reference Loads: 114.17 1 hereby certify that the I s an specifi tions covered by Review of the plans and �TIiE STAT this calculation-are in m is th Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: _ Before construction is completed DATE: this building will be inspected for 4 y compliance with Section 553.908 • °~ � I hereby certify that this building,as designed, is in compliance Florida Statutes. 5� with the Florida Energy Code. 000 WE t4� OWNER/AGENT:____ -_- BUILDING OFFICIAL: - DATE: .DATE:.- .-s- - - Compliance requires certification by the air handlgr�tinis mar utic?urer AM thlair handler enclosure qualifies as certified factory-sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 00. Or .. . • . • ... . • 11/10/2014 11:11 PM EnergyGaugeO USA:FIaAes2d10SettiorL4052t.ICQmpliant Software Page 1 of 6 PROJECT Title: SILVEIRA RESIDENCE REM Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 3930 Lot# Owner. Total Stories: 1 Block/SubDivision: #of Urts: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 9935 NE 13 AVE Permit Office: Cross Ventilation: No County: Miami-Dade Jurisdiction: 231000 Whole House Fan: No City,State,Zip: Miami Shores, Family Type: Single-family FL, - New/Existing: Addition Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL_MIAMI_INTL_AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Blockl 2455 24550 2 Block2 1475 14750 SPACES ' . . ....0 ...... Number Name Area Volume Kitchen Occupants Bedrooms InfiljQ, Fjpished; •�pflled L t�c� 1 AC 1 2455 24550 Yes 5 1 1 0000 Yes Yes ;YeS• 2 AC 2 1475 14750 No 4 3 1 ':::*.As ; ' ;.at00:00: 0660 •Yg�� FLOORS • .. .. .... ...... # Floor Type Space Perimeter Perimeter R-Value Area Joist IF Value: Tile *Wood Carpe{• 1 Crawlspace AC 1 186 ft 0 2455 ft2 p • ;1••••'0 *0 2 Crawlspace AC 2 148 ft 0 1475 ft' 0 •t..• .00 0 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Barrel tile 4257 ft' 818 ft' Dark 0.96 No 0.9 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 3930 ft2 N N 00. 11/10/2014 11:11 PM EnergyGauge®USA:FI aZ3es2d10Nettior:405%?Q0mpliant Software Page 2 of 6 CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) AC 1 30 2455 ft2 0.11 Wood 2 Under Attic(Vented) AC 2 30 1475 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below _ mt______Tp__ Wal__._-�l_Tyra Space R-Value Ft -in Ft In- Area`R--Vakte Fract!on-Absor Grade% 1 W Exterior Concrete Block-Int Insul AC 1 4.1 35 10 0 350.0 ft2 0 0 0.3 0 2 N Exterior Concrete Block-Int Insul AC 1 4.1 71 10 0 710.0 ft2 0 0 0.3 0 3 E Exterior Concrete Block-Int Insul AC 1 4.1 48 10 0 480.0 ft2 0 0 0.3 0 4 S Exterior Concrete Block-Int Insul AC 1 4.1 26 10 0 260.0 ft2 0 0 0.3 0 _ 5 S Garage Concrete Block-Int Insul AC 1 4.1 43 10 0 430.0 ft2 0 0 0.3 0 6 W Exterior Concrete Block-Int Insul AC 2 4.1 26 10 0 260.0 ft2 0 0 0.3 0 7 S Exterior Concrete Block-Int Insul AC 2 4.1 71 10 0 710.0 ft2 0 0 0.3 0 8 E Exterior Concrete Block-Int Insul AC 2 4.1 32 10 0 320.0 ft2 0 0 0.3 0 9 N Exterior Concrete Block-Int Insul AC 2 4.1 30 10 0 300.0 ft2 0 0 0.3 0 DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Insulated AC 1 Metal .46 3 . . 6 ...8. 20R.. WINDOWS ...... ' . .. ...... Orientation shown is the entered Proposed orientation. ' . / Wall OVertlffi1g••• ••• • • V # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation InZShade• ••.•.Scwming 1 W 1 Metal Single(Clear) Yes 0.66 0.32 159.0 ft2 0 ft 1 in lft$1rf; :the'� NNW• *000 2 W 1 Metal Single(Clear) Yes 0.66 0.32 47.1 ft2 0 ft 1 in 4,%10 in� Nons None . 3 N 2 Metal Single(Clear) Yes 0.66 0.32 38.5 ft2 0 ft 1 in 4•ft 1din: 1Vone. t4gl . 4 N 2 Metal Single(Clear) Yes 0.66 0.32 10.0 ft2 0 ft 1 in 4;ft 10.it1. 'None None • 5 N 2 Metal Single(Clear) Yes 0.66 0.32 10.0 ft2 0 ft 1 in 4 ft 10 in* 0164% done ' 6 N 2 Metal Single(Clear) Yes 0.66 0.32 12.8 ft2 1 ft 0 in 1 ft 8 in None None 7 N 2 Metal Single(Clear) Yes 0.66 0.32 12.8 ft2 0 ft 1 in 4 ft 10 in None None 8 E 3 Metal Single(Clear) Yes 0.66 0.32 157.5 ft2 0 ft 1 in 6 ft 6 in None None 9 S 4 Metal Single(Clear) Yes 0.66 0.32 38.5 ft2 0 ft 1 in 4 ft 10 in None None 10 S 4 Metal Single(Clear) Yes 0.66 0.32 20.0 ft2 0 ft 1 in 5 ft 10 in None None 11 E 3 Metal Single(Clear) Yes 0.66 0.32 72.0 ft2 0 ft 1 in 2 ft 8 in None None 12 E 3 Metal Single(Clear) Yes 0.66 0.32 171.0 ft2 0 ft 1 in 9 ft 6 in None None 13 W 6 Metal Single(Clear) Yes 0.66 0.32 38.5 ft2 0 ft 1 in 4 ft 10 in None None 14 S 7 Metal Single(Clear) Yes 0.66 0.32 38.5 ft2 0 ft 1 in 4 ft 10 in None None 15 S 7 Metal Single(Clear) Yes 0.66 0.32 10.0 ft2 0 ft 1 in 4 ft 10 in None None 16 S 7 Metal Single(Clear) Yes .• 4x56 . 0.32. .1.0.0 ft2 0 ft 1 in 4 ft 10 in None None 17 S 7 Metal Single(Clear) Yes'. 0.j :•bl � �� : 38.5 ft2 Oft 1 in 4 ft 10 in None None 18 S 7 Metal Single(Clear) Yes••* 4.46 •.1A : : ..f0.0 ft2 0 ft 1 in 4 ft 10 in None None 19 E 8 Metal Single(Clear) Yes 0.66 0.32 116.7 ft2 0 ft 1 in 4 ft 10 in None None 20 E 8 Metal Single(Clear) 14% 0:00.66.0 0.33. •. 540 ft2 0 ft 1 in 9 ft 6 in None None • • • • • • • • 11/10/2014 11:11 PM EnergyGaugeO USA:FlaWsgd10$ebiorL405.%tgQmpliant Software Page 3 of 6 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 462 ft2 462 ft2 48 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0003 3092.5 169.78 319.29 .207 4.7214 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP: 1 34 kBtu/hr 1 sys#1 2 Electric Strip Heat None COP: 1 34 kBtu/hr 2 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 17 59.7 kBtu/hr 1791 cfm 0.75 1 sys#1 2 Central Unit Split SEER: 17.5 35.4 kBtu/hr 1062 cfm 0.75 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt . Consewa{on ..... 1 Electric None AC 1 0.9 50 gal 70 gal 120 deg • ••: :IV 8. •• SOLAR HOT WATER SYSTEM • FSEC COIIt mp Storages• ••••. Cert # Company Name System Model# Collector Model# AW• Vol~•� FEF.:..' None None 2 • DUCTS ""'• —Supply— —Return— Air CFM 25 C1FM25 • • • A=#' # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 300 ft2 Attic 20 ft2 Default Leakage AC 1 (Default) (Default) 1 1 2 Attic 6 200 ft2 Attic 20 ft2 Default Leakage AC 2 (Default) (Default) 2 2 .. ... . . . . . .. • . . . . • . .. ... .. . . . .. ... ... .. *00 . • .. . . .. . . . . . . . . . . . .. . . .. so* . . 11/10/2014 11:11 PM EnergyGauge®USAF-FI$ReVQ1QS¢ctioj 4094.1 &mpliant Software Page 4 of 6 ... 0 •• •. TEMPERATURES Programable Thermostat:Y Ceiling Fans: CoolingHXX Jan X Feb [X]]Mar X r Ma Jun Jul X AugX]Se P( Oct Pq Nov X Dec HeatinJan Feb [ Mar X�pr May Jun JulX�Au [X]Sep IX}Oct [X]Nov Dec Venting Jan Feb N Mar Apr May Jun Jul Aug [Xl Se [X]Oct [X)Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 . . .... ...... 00 ...... . .. ...... • • . . . • . . ... . . . . ... . . • . • ... • 11/10/2014 11:11 PM EnergyGaugeO US4-FI§fjgsn14Sjctior:409.4A Oompliant Software Page 5 of 6 •.. • .• •. FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 9935 NE 13 AVE PERMIT#: Miami Shores, FL, - MANDATORY REQUIREMENTS SUMMARY-See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283.Windows and doors=0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors&outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers,filter boxes and building cavities which►form tKt:•• ••• •• primary air containment passageways for air distribution olerbs shau • be considered ducts or plenum chambers, shall be consttwroted and : •. ... ;. sealed in accordance with Section 503.2.7.2 of this coder•:•• .... •• 403.3.3 Building framing cavities shall not be used as supply ducts••• ••• • _Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with eff'ici mcies ir• ... • Table 403.4.3.2. Provide switch or clearly marked circumfxeaker (electric)or shutoff(gas). Circulating system pipes insulated to= R-P ... :. ...... +accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical••• •; • ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 1403.9 Pool pumps and pool pump motors with a total horsepower(HP)of= 1 &Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat loss except if 70%of heat from site-recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82%after 4/16/13). Heat pump pool heaters minimum COP=4.0. Cooling/heating 403.6 Sizing calculation performed&attached. Minimum efficiencies per Tables 503.2"3.•LQu1)n=egt•gff'icienc�verification required. Special equipment occasion cooling dr g2atirjg;app;ity requires separate system or variable capacibj*dyst@0h.%Iactrighgjt->10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 4ac4�brmit;ift8. ••• •• • ... . . . . ... . . 11/10/2014 11:11 PM EnergyGaugeO US4-FVPj?i010Section 401.4.1 Compliant Software Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 74 The lower the EnergyPerformance Index, the more efficient the home. 9935 NE 13 AVE, Miami Shores, FL, - 1. New construction or existing Addition 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=4.1 3390.00 ft2 b.Concrete Block-Int Insul,Adjacent R=4.1 430.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 4(2) d.N/A R= ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=30.0 3930.00 ft2 6. Conditioned floor area(ft2) 3930 b.N/A R= ft2 7. Windows- Description Area c.N/A R= ft2 a. U-Factor: Sgl,U=0.66 1065.60 ft2 11.Ducts R ft2 a.Sup:Attic,Ret:Attic,AH:AC 1 6 300 SHGC: SHGC=0.32 b.Sup: Attic,Ret:Attic,AH:AC 2 6 200 b. U-Factor: N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 59.7 SEER:17.00 SHGC: b.Central Unit 35.4 SBSF&9:17.50 d. U-Factor: N/A ft2 • • •••• •••••• SHGC: 13.Heating systems •••• �Btu/hr•"•Cafi:1.00 Efficiency a.Electric Strip Heat 000000 • '. Area Weighted Average Overhang Depth: 0.094 ft. b.Electric Strip Heat ':" 34.034'0 COP:1.00 -see Area Weighted Average SHGC: 0.320 •66:9• • • • 8. Floor Types Insulation Area 14.Hot water systems-Replacemerlj a!Qt Vent •• • :•"': a.Crawlspace R=0.0 3930.00 ft2 a.Electric •••• �P' O0ggllons ••••• b.N/A R= ft2 ••�••� •••i F:0.9 ••i••' • • c:N/A R= ft2 b. Conservation features •• •• ,.•, see*** None •••••• • • 15.Credits • i • • Pstat•••• • I certify that this home has complied with the Florida Energy Efficiency Code for Building THE ST Construction through the . ve ergy saving features which will be installed (or exceeded) X04 = A?Fo in this home before final ns cti Othe ise, a new EPL Display Card will be completed �a$',,,'%-1 •€_= �, based on installed Cod co Ian f ur Builder Signature: Date: its Address of New Home: City/FL Zip: y� COD WE *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage(EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at eh&rg kJaLMec9nfcF infoni ietion and a list of certified Raters. For information about the Florida Building Code, Energy GBnsdo/gior,pppt2i�t the Florida Building Commission's support staff. •• ••: • • ..- **Label required by Section 303.1.3 of the Florida Ppilding Code Energy Conservation, if not DEFAULT. • • . . ; • .. . . . . .. . . _ EnergyGauge®t15'A-MaRes20f0 Sealion 40?,6.1 Cosi$liant Software ••• • • • • ••• • • • • • • • • • • • ••• • • • ••• • Residential System Sizing Calculation Summary Project Title: 9935 NE 13 AVE SILVEIRA RESIDENCE REMODELING Miami Shores, FL - 11/10/2014 Location for weather data: Miami Beach, FL -Defaults: Latitude(25.82) Altitude(10 ft.) Temp Range(L) Humidi data: Interior RH 50% Outdoor wet bulb 78F Humidity difference 59 r. Winter design temperature(MJ8 99%) 48 F Summer design temperature(MJ8 99%) 92 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 22 F Summer temperature difference 17 F Total heating load calculation 48898 Btuh Total coolina load calculation 87035 Btuh Submitted heating capacity %of talc Btuh Submitted cooling capacity %of talc Btuh Total(Electric Strip Heat) 139.1 68000 Sensible(SHR=0.75) 95.3 71325 Latent 194.6 23775 Total 109.3 95100 WINTER CALCULATIONS Winter Heating Load for 3930 sqft) Load component Load o0«•(11%) Window total 1066 sqft 15473 Btuh •.•••0 **so:* Wall total 2734 sqft 8977 Btuh Infit(13%) • • •W^aow:.296)• • Door total 20 sqft 202 Btuh 0::••• 0• 000000 Ceiling total 3930 sqft 2754 Btuh ••0.0• 0 ;0 0 0 0 Floor total See detail report 9474 Btuh °oo`a(D%) 00000 •• •• • Infiltration 269 cfm 6497 Btuh :00000 :'0• Duct loss 5520 Btuh ". •'•�'• • Subtotal 48898 Btuh Floora(t9%) •• • Ce&ga(6%)e•• •••••• • Ventilation 0 cfm 0 Btuh 0• •0 • • • TOTAL HEAT LOSS 48898 Btuh welb(16%� •••••• • _ SUMMER CALCULATIONS 0000 0 Summer Cooling Load for 3930 soft) Load component Load Window total 1066 sqft 39310 Btuh Wall total 2734 sqft 6937 Btuh Door total 20 sqft 211 Btuh Ceiling total 3930 sqft 4506 Btuh YLat e t into ak2%) Floor total 7410 Btuh Infiltration 229 cfm 4286 Btuh Ducta(6%) Internal gain 7870 Btuh Duct gain 4288 Btuh Window9(45%) Sens.Ventilation 0 cfm 0 Btuh 1,}p.(15%) Blower Load 0 Btuh Total sensible gain 74817 Btuh Latent gain(ducts) 1223 Btuh Latent gain(infiltration) 91960 •8tuh Fbora(9%) . Latent gain(ventilation) •0 00 Bluh' : : : : : ; Welta(6%) ceinpa(5%) 00 Latent gain(internal/occupants/other) 1t 0 •JBtuh • . • . . Total latent gain 12218 Btuh • ' TOTAL HEAT GAIN 87035 Btuh 0. ••• • •• ' ; • • • • .. . • • EneyyGa�rgeb Sys m si g 8th Edition ••o �' '•' PR6PAREb V DATE: • 'Vne4yGa(:;eV/JJ9TEl3.e 3.1 • • :000: • • • • • 000 0 0 9 000 00 System Sizing Calculations - Winter Residential Load - Room by Room Component Details Project Title: 9935 NE 13 AVE SILVEIRA RESIDENCE REMODELING Miami Shores, FL - Building Type: User 11/10/2014 Reference City: Miami Beach, FL (Defaults) Winter Temperature Difference: 22.0 F (MJ8 99%) Component Loads for Room#1:AC 1 Window Panes/Type Frame U Orientation Area s ft X HTM= Load 1 1, NFRC 0.32 Metal 0.66 W 159.0 14.5 2309 Btuh 2 1, NFRC 0.32 Metal 0.66 W 47.1 14.5 684 Btuh 3 1, NFRC 0.32 Metal 0.66 N 38.5 14.5 560 Btuh 4 1, NFRC 0.32 Metal 0.66 N 10.0 14.5 146 Btuh 5 1, NFRC 0.32 Metal 0.66 N 10.0 14.5 146 Btuh 6 1, NFRC 0.32 Metal 0.66 N 12.8 14.5 185 Btuh 7 1, NFRC 0.32 Metal 0.66 N 12.8 14.5 185 Btuh 8 1, NFRC 0.32 Metal 0.66 E 157.5 14.5 2287 Btttlt 9 1, NFRC 0.32 Metal 0.66 S 38.5 14.5 560 BWft 10 1, NFRC 0.32 Metal 0.66 S 20.0 14.5 •• 29C(Stutt 11 1, NFRC 0.32 Metal 0.66 E 72.0 14.5 "':" 1045'Bttht' 12 1, NFRC 0.32 Metal 0.66 E 171.0 14.5 " `2483 Btuoh %•••• Window Total 749.3 s ft • •10879 ql • Walls Type Ornt. Ueff. R-Value Area X HTM= +:••:• LoacL••• ••%••• (Cav/Sh) • .. .. .... ...... 1 Conc Blk,Hollow -Ext (0.149) 4.1/0.0 144 3.28 •�,•�+ 472 BtQh .' 2 Conc Blk,Hollow -Ext (0.149) 4.1/0.0 626 3.28 % %2055.13tuh. .++•%• 3 Conc Blk,Hollow -Ext (0.149) 4.1/0.0 80 3.28 261:11W • 4 Conc Blk,Hollow -Ext (0.149) 4.1/0.0 201 3.28 % 661 Btuft•% %•"`% 5 Conc Blk,Hollow -Adj (0.149) 4.1/0.0 410 3.28 1346 8 h • Wall Total 1461 s ft 4796 Btuh Doors Type Storm Ueff. Area X HTM= Load 1 Insulated-Garage, m (0.460) 20 10.1 202 Btuh Door Total 20 s ft 20213tuh Ceilings Type/Color/Surface Ueff. R-Value Area X HTM= Load 1 Vented Attic/D/file (0.032) 30.0/0.0 2455 0.7 1720 Btuh Ceilinci Total 2455 s ft 17206tuh Floors Type Ueff. R-Value Size X HTM= Load 1 Stem/Crawlsp(Tile)(u) (0.292) 0.0/0.0 2455.0 sqft 2.4 5919 Btuh Floor Total 2455 s ft 5919 Btuh Room Envelope Subtotal: 23516 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.41 24550 00%0.53% .`143:5 •" 3471 Btuh . .. . . . . .. . .. ... .. . . .. Duct load Average sealed,Supply(R6.0-Attic),Retum(R6.0-Attic) (DLM of 0.123) 3327 Btuh Room#1 Sensible RtOmsubt&at %• % %30314 Btuh ... . rgY g • • • • .•• • • Ene Gau e®/USRFZB.v�.1. . • • Pagel . . . . . . . . . . ... . .. .. . . . .. .. . . . ... . . Manual J Winter Calculations Residential Load - Component Details (continued) Project Title: 9935 NE 13 AVE SILVEIRA RESIDENCE REMODELING Miami Shores, FL - Building Type: User 11/10/2014 Component Loads for Room#2:AC 2 Window Panes/Type Frame U Orientation Area s ft X HTM= Load 13 1, NFRC 0.32 Metal 0.66 W 38.5 14.5 560 Btuh 14 1, NFRC 0.32 Metal 0.66 S 38.5 14.5 560 Btuh 15 1, NFRC 0.32 Metal 0.66 S 10.0 14.5 146 Btuh 16 1, NFRC 0.32 Metal 0.66 S 10.0 14.5 146 Btuh 17 1, NFRC 0.32 Metal 0.66 S 38.5 14.5 560 Btuh 18 1, NFRC 0.32 Metal 0.66 S 10.0 14.5 146 UM 19 1, NFRC 0.32 Metal 0.66 E 116.7 14.5 16948 •••••� 20 1, NFRC 0.32 Metal 0.66 E 54.0 14.5 : 7846tuh •• Window To... 316.4 s ft •••••• 459,4B1ub ....:. Walls Type Ornt. Ueff. R-Value Area X HTM= •••••• Load (Cav/Sh) •••• •• 6 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 221 3.28 •••• 72?Bteh ••••• 7 Conc Blk,Hollow - Ext (0.149) 4.1/0.0 603 3.28 ":": 1978 StdM 00:066 8 Conc Blk,Hollow -Ext (0.149) 4.1/0.0 149 3.28 " " 490 8166 096%6 9 Conc Blk,Hollow -Ext (0.149) 4.1/0.0 300 3.28 ••: 985 Bt6h Wall Total 1274 s ft 4181&& Ceilings Type/Color/Surface Ueff. R-Value Area X HTM= Loao •• •••. 2 Vented Attic/D/Tile (0.032) 30.0/0.0 1475 0.7 103SAtah Ceiling Total 1475 s ft 1033Btuh Floors Type Ueff. R-Value Size X HTM= Load 2 Stem/Crawlsp(Tile)(u) (0.292) 0.0/0.0 1475.0 sqft 2.4 3556 Btuh Floor Total 1475 s ft 3556 Btuh Room Envelope Subtotal: 13365 Btuh Infiltration Type Wholehouse ACH Room Volume Wall Ratio CFM= Natural 0.41 14750 0.47 125.1 3026 Btuh Duct load Average sealed,Supply(R&O-Attic),Retum(R6A-Attic) (DLM of 0.134) 2193 Btuh Room#2 Sensible Room Subtotal 18584 Btuh .. ... . . . . . .. .. . . . . ... . SYSTEM GROUPS(BLOCK LOADS) •• • . . .. . . . . . . . . . . rgY g • •.• Ene Gau e®/USRFZB•v�.1• Page 2. • • • ' . . . . . . . . . . Manual J Winter Calculations Residential Load - Component Details (continued) Project Title: 9935 NE 13 AVE SILVEIRA RESIDENCE REMODELING Miami Shores, FL - Building Type: User 11/10/2014 Heating Loads For System(s):1 Block load 30314 Btuh Serving Rooms: 1 Heating Loads •• 04 For System(s):2 Block load .18584 Vijb ' Serving Rooms: 2 •• . .. • ...... . . ...... ...... HOLE HOUSE TOTALS "" ••••• .. .. .... ...... Subtotal Sensible Heat Loss 48898%8kA Totals for Heating Ventilation Sensible Heat Loss •• Cr Pttiq •••••. Total Heat Loss 48898 pluh • EQUIPMENT 1. Electric Strip Heat 34000 Btuh 2. Electric Strip Heat 34000 Btuh Key:Window types-NFRC(Requires U-Factor and Shading coefficient(SHGC)of glass as numerical values) or-Glass as'Clear or'Tint'(Uses U-Factor and SHGC defaults) U-(Window U-Factor) ,'.,....•,r HTM-(ManualJ Heat Transfer Multiplier) Version 8 .. ... . . . . . .. .. ... .. . . . .. U.11. . ... •.• . . EnergyGauge®/USRFZB • • ' Page . . . . . . . . . . . .. .. . . . .. .. System Sizing Calculations - Summer Residential Load - Room by Room Component Details • Project Title: 9935 NE 13 AVE SILVEIRA RESIDENCE REMODELING Miami Shores, FL - 11/10/2014 Reference City: Miami Beach, FL Temperature Difference: 17.OF(MJ8 99%) Humidity difference: 59gr. Component Loads for Room#1:AC 1 Type* Overhang Window Area(sqft) HTM Load Window Panes SHG_C_U InSh IS Omt Len_F19t Gross Shaded Unshaded Shaded Unshaded_ _ 1 1 NFRC 0.32,0.66 No No W 0.1ft 9.5ft 159.0 0.0 159.0 18 42 6745 Btuh 2 1 NFRC 0.32,0.66 No No W 0.1ft 4.8ft 47.1 0.0 47.1 18 42 1999 Btuh 3 1 NFRC 0.32,0.66 No No N 0.1ft 4.8ft 38.5 0.0 38.5 18 18 700 Btuh 4 1 NFRC 0.32,0.66 No No N 0.1ft 4.8ft 10.0 0.0 10.0 18 18 182 Btuh 5 1 NFRC 0.32,0.66 No No N 0.1ft 4.8ft 10.0 0.0 10.0 18 18 182 Btuh 6 1 NFRC 0.32,0.66 No No N 1.0ft 1.7ft 12.8 0.0 12.8 18 18 23V t1t h 7 1 NFRC 0.32,0.66 No No N 0.1ft 4.8ft 12.8 0.0 12.8 18 1t '. 232'%tuh 0000:0 • 8 1 NFRC 0.32,0.66 No No E 0.1ft 6.5ft 157.5 0.0 157.5 18 42 6V2 Btuh 0 9 1 NFRC 0.32,0.66 No No S 0.1ft 4.8ft 38.5 0.0 38.5 18 1900000 -38 ikuh 10 1 NFRC 0.32,0.66 No No S 0.1ft 5.8ft 20.0 0.0 20.0 18 19•.:.0 383 JBtuh • 11 1 NFRC 0.32,0.66 No No E 0.1ft 2.7ft 72.0 0.0 72.0 18 42.... 3Q5.4 gtuh •••• 12 1 NFRC 0.32,0.66 No No E 0.1ft 9.5ft 171.0 0.0 171.0 18 420000- 7?�5M Btsh • _ Window Total 749(sqft) _-_ 6000694 283> ?1uh 00000 • • Walls Type U-Value R-Value Area(sqft) HTIh'. ' Ld'�.•• •••0•• Cav/Sheath *0 0 0 0 • 1 Concrete Blk,Hollow-Ext 0.15 4.1/0.0 143.9 2.4 ' ; ;65 gtuh • 2 Concrete Blk,Hollow-Ext 0.15 4.1/0.0 625.9 2.q 1588•Btah 00 0"' 3 Concrete Blk,Hollow-Ext 0.15 4.1/0.0 79.5 2.9 • • X202 Btuh :0 0 0 0 0 4 Concrete Blk,Hollow-Ext 0.15 4.1/0.0 201.5 2.5 00 ' S11 ;Istlh • • 5 Concrete Blk,Hollow-Adj 0.15 4.1/0.0 410.0 2.5 1040 Btuh Wall Total 1461 (sqft) _ _ 3706 Btuh Doors Type Area(sqft) HTM Load 1 Insulated-Garage 20.0 10.6 211 Btuh Door Total 20(sqft) 211 Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sqft) HTM Load 1 Vented Attic/DarkTile 0.032 30.0/0.0 2455.0 1.15 2815 Btuh Ceiling_ Total _ 2455(sqft) _ _ 2815 Btuh Floors Type R-Value Size HTM Load 1 Stem/Crawlsp(u) 0.0 2455(sqft) 1.9 4629 Btuh Floor Total 2455.0(sqft) 4629 Btuh Zone Envelope Subtotal: 39743 Btuh Infiltration Type Wholehouse ACH Volume(cuft)Wall Ratio CFM= Load Natural _ 0.35_- 24550 0.53 122.5 2289 Btuh Internal Occupants Btuh/occupant Appliance Load gain 5 X 230 +_ 3_400 4550 Btuh S9n9ib� t4elopB o*d,*. 46582 Btuh Duct load Average sealed,Supply(R6_0-Attic),Retum(R6.0-Attic) '(6GU of b.45)Ig 1_ 2543 Btuh • •Sensible ZQpg Load, 49125 Btuh ••• . . ... ••• . . EnergyGauge®/USRFZB vs.1 • • • ' ' Page1 000 0. .. .. . . . •• .• Manual J Summer Calculations Residential Load - Component Details (continued) • Project Title: Climate:FL_MIAMI_INTL AP 9935 NE 13 AVE SILVEIRA RESIDENCE REMODELING Miami Shores, FL - 11/10/2014 Component Loads for Room#2:AC 2 Type' Overhang WindowArea(sgft) HTM Load Window Panes SHGC_U InSh IS Omt Len Hg_ Gross Shaded Unshaded_SI hade_d Unshaded 13 1 NFRC 0.32,0.66 No No W 0.1ft 4.8ft 38.5 0.0 38.5 18 42 1635 Btuh 14 1 NFRC 0.32,0.66 No No S 0.1ft 4.8ft 38.5 0.0 38.5 18 19 738 Btuh 15 1 NFRC 0.32,0.66 No No S 0.1ft 4.8ft 10.0 0.0 10.0 18 19 192 Btuh 16 1 NFRC 0.32,0.66 No No S 0.1ft 4.8ft 10.0 0.0 10.0 18 19 192 Btuh 17 1 NFRC 0.32,0.66 No No S 0.1ft 4.8ft 38.5 0.0 38.5 18 19 738 Btuh 18 1 NFRC 0.32,0.66 No No S 0.1ft 4.8ft 10.0 0.0 10.0 18 19 192 Btuh 19 1 NFRC 0.32,0.66 No No E 0.1ft 4.8ft 116.7 0.0 116.7 18 42 49V*dtwh 20 1 NFRC 0.32,0.66 No No E 0.1ft 9.5ft 54.0 0.0 54.0 18 4: • 2211'911tuh •••••• Window Total 316(sgft) _ 10926 Btyh •• Walls Type LI-Value R-Value Area(sqft) HT-ICI .Ldad" "'••• Cav/Sheath i••••i 6 Concrete Blk,Hollow-Ext 0.15 4.1/0.0 221,5 2.6 • b6Z gtph ' • 7 Concrete Blk,Hollow-Ext 0.15 4.1/0.0 602.8 2.5"'1 Mg.Dtuh ••••• 8 Concrete Blk,Hollow-Ext 0.15 4.1/0.0 149.3 21•;• 319•Btuh ••:••' 9 Concrete Blk,Hollow-Ext 0.15 4.1/0.0 300.0 2.6• • %al,•li uh ...... Wall Total 1274(s-qft) ••• 3231•Btuh Ceilings Type/Color/Surface LI-ValueR-Value Area(sgft) HT'M Lgad�• •.•.:. 2 Vented Attic/DarkTile 0.032 30.0/0.0 1475.0 1-z • 1691 Btuh • _ Ceiling Total _ 1475(sqft) 1-p91 Bah • Floors Type R-Value Size HTM LoAd • 2 Stem/Crawlsp(u) 0.0 1475(sqft) 1.9 2781 Btuh Floor Total 1475.0(sqft) 2781 Btuh Zone Envelope Subtotal: 18631 Btuh Infiltration Type Wholehouse ACH Volume(cuft)Wall Ratio CFM= Load Natural _ 0.35 14750 0.47 106.8 1996 Btuh Internal Occupants Btuh/occupant Appliance Load gain 4 X 230--- + 2400 3320 Btuh Sensible Envelope Load: 23947 Btuh Duct load Average sealed,Supply(R6.0-Attic),Retum(R6.0-Attic) (DGM of 0.073) 1745 Btuh Sensible Zone Load 25692 Btuh .. ... . . . . . .. .. ... .. . . . .. .. • . . . . . . . . . . •. . . .. . . 06* • • . • • . EnergyGauge®/USRFZB v8.1 •. • ••.•. . . . Page ' ' ... 0 0 0 000 0 . Manual J Summer Calculations Residential Load - Component Details (continued) Project Title: Climate:FL_MIAMI_INTL AP 9935 NE 13 AVE SILVEIRA RESIDENCE REMODELING Miami Shores, FL - 11/10/2014 . . .... ...... ...... . .. ...... .... . .. ..... ..•..• .... ..... .. .• .... ...... . . . . ...... .. ... . . . . . .. .. •. .. • •. •• . . . . . • EnercJY 9 • •.1 • • • • 0:0 •• • • Page 3 Gau e®/USRFZB uZi � � �� 00 A Manual J Summer Calculations Residential Load - Component Details (continued) Project Title: Climate:FL_MIAMI_INTL AP 9935 NE 13 AVE SILVEIRA RESIDENCE REMODELING Miami Shores, FL - 11/10/2014 SYSTEM GROUPS(BLOCK LOADS) Sensible Envelope Load 46582 Btuh Window Excursion 0 Btuh Cooling Loads Sensible Duct Load (duct gain multiplier of 0.055) 2543 Btuh Sensible ventilation 0 Btuh 0000 For System(s): Zone Sensible gain 49121 Atph •••••• 1 Latent infiltration/ventilation gain 00 ••• 49�J2•BV • ... .. . .. 0000.. Serving Zones: Latent duct gain •. 721 gtuh • 00 0 .0000• 1 Latent occupant gain ••• •• 1 It-Bfuh ••••• Latent other gain •0;t h ••••• .. . 0000 0000.. Total block load 0 0 0 0.• 56758 J3tuh • • 0000.. 0000.. Sensible Envelope Load •••• 2394,7 86uh ""' Window Excursion 0 Btuh Cooling Loads Sensible Duct Load (duct gain multiplier of 0.073) 1745 Btuh Sensible ventilation 0 Btuh For System(s): Zone Sensible gain 25692 Btuh 2 Latent infiltration/ventilation gain 4283 Btuh Serving Zones: Latent duct gain 502 Btuh 2 Latent occupant gain 800 Btuh Latent other gain 0 Btuh Total block load 31277 Btuh • 0 . 0 . 00 .. ... .. . . . .. • 060 • 000 ••• ••• • •• • • •• • • • • •00 • • • 0 0 EnergyGauge®/USRFZB04*1 00 i i 'i' i Page 4 - Manual J Summer Calculations Residential Load - Component Details (continued) • Project Title: Climate:FL_MIAMI_INTL AP 9935 NE 13 AVE SILVEIRA RESIDENCE REMODELING Miami Shores, FL - 11/10/2014 WHOLE HOUSE TOTALS Sensible Envelope Load All Zones 70529 Btuh Sensible Duct Load 4288 Btuh Total Sensible Zone Loads 74817 Btuh Sensible ventilation 0 Btuh Blower 0 Btuh Whole House Total sensible gain .• 748 rZ•elt6h Totals for Cooling Latent infiltration gain (for 59 gr. humidity difference) 91 4*9•B1uhgo • Latent ventilation gain ••• •• 0 6tuh .... 60 0 •••••• • Latent duct gain ••••' 12=30JUah ••.•. Latent occupant gain (9.0 people @ 200 Btuh per person:• : 1800'11t�h •••"• . . .... ...... Latent other gain ;•• 0 $tuh Latent total gain • 122x8.4tuh """""" • • TOTAL GAIN 87 h ••"""" •• • ' 7-771 EQUIPMENT 1. Central Unit # 59700 Btuh 2. Central Unit # 35400 Btuh *Key: Window types(Panes-Number and type of panes of glass) (SHGC-Shading coefficient of glass as SHGC numerical value) (U-Window U-Factor) (InSh-Interior shading device:none(No),Blinds(B),Draperies(D)or Roller Shades(R)) - For Blinds:Assume medium color,half closed For Draperies:Assume medium weave,half closed For Roller shades:Assume translucent,half closed (IS-Insect screen:none(N),Full(F)or Half(%)) r (Omt-compass orientation) Version 8 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• •• • • • • • • • • • • • •• • • •• •"• ••t EnergyGauge®/USRFZEI 43.1; ; : ; ':' : : Page 5 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • V Residential Window Diversity MidSummer r Project Title: 9935 NE 13 AVE SILVEIRA RESIDENCE REMODELING Miami Shores, FL - 11/10/2014 Weather data for: Miami Beach - Defaults 771 Summer design temperature 92 F Average window load for July 35651 Btu Cooling setpoint 75 F Peak window load for July 40930 Btu Summer temperature difference 17 F Excusion limit(130%of Ave.) 46346 Btu Latitude 25.82 North Window excursion Jul None WINDOW Average and Peak Loads 0.00 . . 0000 0000.6 000.0• 6 •. 000000 Limit for excursion • 6 • • 4000.00 0000 •• • �••9r: • • • • • 42000.00 0000 •...••• 0000• 0000•• 0000. 39000.00 • • • 0 6 • 0000 000•• 36000.00 12 Hour Average • :0 • • • • 9600•• 33000.00 6969.6 • . • 0 9 30000.00 •.• 0 • ••• 0.6000 27000.00 0000 v B 2aooa.o0 21000.00 0 18000.00 1 E000.00 12000.00 9000.00 6000.00 3000.00 0.00 8 a.m. 10 12 2 p.m. 4 p.m. 6 p.m. 8 P.M. a.m. Total July Window Load(Radiation and conduction) The midsummer window load for this house does not exceed the window IQ1d gxguilic:t Inst •. • This house has adequate midsummer window diversity. ..' ..: •.: •.• : : ••• • •06 .• 6 EnergyGauge®Syst m Sizi g for "lorid id4ces or& ; 6 • 0•. i • PREPARED BY: • • • ,� DATE: EnergyGauge®/USRFZE?1 1 i i i0:0 i • • • • • • • • • • • 0• c9 000 • •• •• ENGINEERING & TESTING, INC. Phone: (866) 781-6889 •Fax: (866) 784-8550 www.floridaengineei-ingandtesting.com 250 S.W.13th Avenue Pompano Beach,FL 33069 REPORT OF GEOTECHNICAL EXPLORATION �i FOR: Narsha Group, LLC 2121 S.W. 3rd Avenue Miami, Florida 33129 PREPARED FOR: Proposed One Story Addition & Swimming Pool 9935 N.E. 13th Avenue Miami Shores, Florida PREPARED BY: Florida Engineering & Testing, Inc. 250 S.W. 13th Avenue Pompano Beach, Florida 33069 (954) 781-6889 .. ... . . . . . .. . . . . . . . . ON: . .. . . . . ... . .. ... .. . . . .. •'• •'• ':' •" •'. December 16, 2014 .. . . . . . . . . . . . .. . . •• . • . • e ... . . . . ... . . �,/,•�L NO . . . . . . . . . . • •• •• .. ..Qrcalily Rfj L� it{Jlsstcrance TABLE OF CONTENTS I.) DISCLAIMER II.) COVER LETTER • SOIL STRATAS • WATER LEVELS • FOUNDATION RECOMMENDATIONS III.) STANDARD (DYNAMIC CONE) PENETRATION LOG(S) IV.) FIELD SKETCH V.) MAP OF SUBJECT SITE VI.) GENERAL NOTES e KEY CLASSIFICATIONS & SYMBOLS VII.) LIMITATIONS OF LIABILITY DISCLAIMER Our report findings are based on present onsite soil conditions encountered. It is imperative that you read our reports in their entirety and follow all recommendations as listed. Failure to follow our recommendations, may result in delays and additional costs due to permitting agencies (Building Department, etc.)withholding a Certificate of Occupancy for your proposed structure(s). All recommendations shall be followed in order to receive a final certification, which may include but not be limited to density testing per lift of fill material, demucking verifications, piling inspections. In addition, these reports are for foundation analysis only and shall not be used for excavating, backfilling, or pricing estimates. .. ... . . . . . .. Please sch'edult:ul a*l Lit x'lc holws in advance for all tests and inspections. If you choose to use another engineering firm for further testing and inspections, it is your responsibility to ensure that they provide you�with fe.pr yer codi$calion in writing, as outlined in our report. .. . . . . . . . . . . . .. . . .. . . . . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . F+ LLQ A ENGINEERING & TESTING, INC. Phone: (866) 781-6889•Fax: (866) 784-8550 www.floridaenginceringandtesting.com 250 S.W.13th Awnue Pompano Beach,FL 33069 December 16,2014 Job Order No.: 14-3945 Narsha Group,LLC 2121 S.W. 3rd Avenue Miami, Florida 33129 RE: SUBSOIL INVESTIGATION Proposed One Story Addition & Swimming Pool 9935 N.E. 13th Avenue Miami Shores, Florida Dear Sir or Madam; Pursuant to your request, Florida Engineering & Testing, Inc., has completed a subsoil investigation on December 15, 2014, at the above referenced site. The purpose of our investigation was to verify subsoil conditions relative to the proposed structure(s) foundation preparation and design. Our recommendations are based on the assumption that the proposed structure(s) are as follows: one story addition(approximately 1,000 square feet) and swimming pool. A total of two (2) SPT borings were performed according to ASTM D-1586 down to depths of twenty-five feet (25') (BEGL) below existing ground level (see attached field sketch for locations). The following is a general condition for the subject site: Depth From To Soil Descriptions 01011 - 210" Dark Brown Fine Sand 21011 - 610" Brown Fine Sand with Some Limestone Fragments 610" - 1010" Dark Brown Sand with Some Limestone Fragments 1010" - 1510" Light Brown Sand with Shell and Limestone Fragments 15'0" -2510" Light Gray Limestone with Some Sand Groundwater table elevation was measured immediately at the completion of the boring(s) and was found at•t SeDtl df tl fdet;(T0") BEGL. Fluctuation in water levels should be anticipated due to surface rvpof€; tdgl;ijf lcas, seasonal variations, varying ground elevation, construction dewatering a58 pumping a8tNitits in the area. Site contractor must familiarize themselves with site conditions in the event groundwater controls and dewatering is needed. The contractor shall make sure tt;t-grj6dN,1!1 er fevelston adjacent properties are not affected by the contractors dewatering activitids'. S�edia:V grOunthta&r:cdntractors shall be consulted for all work below the groundwater level. • • • •Qt 'ty�t j A 1�/✓Issurance • •• •. .. .. calz Page 2 -- December 16,2014 Job Order No. 14-3945 FLO A Narsha Group,LLC Proposed One Story Addition&Swimming Pool 9935 N.E. 13`h Avenue,Miami Shores,Florida: The boring log(s) attached present(s) a detailed description of the soils encountered at the 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. Based on our understanding of the proposed structure and the information obtained from our field boring logs; we recommend the following procedures for foundation preparation of the proposed addition and swimming pool, however; it should be noted that due to pool proximity to the seawall some soil foundation erosion and subsequently some settlement in the pool may occur. Alternative I: Shallow Foundation System 1) Strip the entire construction areas plus five feet (5') past the outer perimeter of the structure of topsoil and ground vegetation(when encountered) down to clean granular material. 2) Saturate and compact all construction areas with a self-propelled vibratory to a minimum of 95% of the A.S.T.M. D-1557 modified proctor method. Make a minimum of ten(10)passes with the roller in each direction. 3) Backfill construction areas to proper elevation if needed using a clean granular material placed in lifts not to exceed twelve inches (12") in thickness and compacted as per item 2. 4) Care should be taken when using vibration in case of existing structures in the vicinity of the construction area. If vibration cannot be used for compaction, static compaction may be applied. However, in this case, the compacted layers should not exceed six inches (6") in thickness. 5) All construction fill material shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm). 6) Representative samples of the on-site and proposed fill material should be collected and tested to determine the classification and compaction characteristics. 7) Verify all densification procedures by taking an adequate number of field density tests in each layer of compacted material and bottom of footing excavations. This must be scheduled immediately after Tamp and Spray and/or Compaction but before steel placement. If steel is already in-place, it must be removed from all areas to be tested jrior to p�•rto;�i�densities. 8) All•G2btechnical A;k shall be performed under the supervision of a Geotechnical Engineer or his representative. . ... . ... .. . 9)•After tbe;i>ZstaJlatio>:•Qf;aYiy plumbing and electrical piping; we recommend that the •Asturbed •areas lie recoinpatted and additional density tests be performed to verify proper compaction of the disturbed areas. • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 3 December 16,2014 Job Order No. 14-3945 FLO A Narsha Group,LLC Proposed One Story Addition& Swimming Pool 9935 N.E. 13`h Avenue,Miami Shores,Florida: Provided the above foundation recommendations are achieved and verified; it is our opinion that the proposed structure can be designed for a shallow foundation system with a permissible soil bearing pressure not to exceed 2,500 P.S.F. Bearing capacity certification requires satisfactory completion and verification of all the above foundation recommendations. If applicable, provisions shall be made by the architect, engineer of record and contractor to address differential settlements when tying in new to existing structures. If applicable, the seawall structure should be inspected to verify the structural integrity and prevent undermining due to the piling installation or excavation operations. Care should be taken to avoid damaging seawall tiebacks. Alternative II: Deep Foundation System (Swimming Pool) A deep foundation system would be a preferred foundation system for the pool in order to prevent any possible settlement caused by soil foundation erosion. Deep foundation systems shall consist of one of the following alternatives: Allowable Pile Allowable Pile Alternatives Approximate Size Capacity in Allowable Lateral Pile Foundation Pile Depth Tons Capacity in Capacity in Tons Com ression Tons Tension Pin Piles To Refusal 3 Inches 5 Tons N/A N/A Helical Piles 20' -25' BEGL 3 Inches 15 Tons N/A N/A BEGL-Below Existing Ground Level Estimated Lateral Load for a Pile Top Deflection of less than one (1) inch. The proposed pile length is based on the existing ground elevation at the time of drilling. Pile length may vary depending on proposed grade beam elevation and soil profile. The minimum center to center of piles or adjacent foundations shall be not less 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 thirty(30) inches. In the case of the pin or helical piles, a minimum of four (4) piles shall be driven to determine production pile length. Helical piles shall consist of Atlas, Chance, Ingal, or equivalent manufacturer. Helical pile final bearing capacity is determined in the field based on final achieved torque as per proprietary manufacturer specifications and shall be placed under the supervision of our geotechnical engineer to verify achieved bearing capacities. All piles shall be designed by a professional engineer and shall be placed under supervision of our GeotechnigaLDg riVer•to ygify Aompliance with our recommendations. A licensed pile contractor shall be Eonsulfedtd&t1rdli$e:actual pile depth and capacity. All work shall be in accordance with local building,loth aim(;f tegyired) coastal zone construction requirements. All work shall be conducted by an experienced Florida Licensed Specialty Piling Contractor. The grout used in the pile installation shall de. elop gmiiaimum compressive strength of 4,000 PSI at 28 days. . . % . . .. . . . . . . . . . . .. . . % � . . • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 4 December 16,2014 Job Order No. 14-3945 FLO A Narsha Group,LLC Proposed One Story Addition&Swimming Pool 9935 N.E. 13`h Avenue,Miami Shores,Florida: 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 to prevent excessive vibrations. In the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented (i.e.: predrilling,jetting,hydraulic push, etc.). All slabs shall be designed as structural slabs spanning between supports and designed by a Florida Registered Structural Engineer and placed under the supervision of a Geotechnical Engineer to verify compliance with our recommendations. If applicable, provisions shall be made by the architect, engineer of record and contractor to address differential settlements when tying in new to existing structures. If applicable, the seawall structure should be inspected to verify the structural integrity and prevent undermining due to the piling installation or excavation operations. Care should be taken to avoid damaging seawall tiebacks. Regardless of the thoroughness of a Geotechnical exploration there is always a possibility that conditions may be different from those of the test location(s); therefore Florida Engineering & Testing, Inc., does not guarantee any subsoil condition surrounding the bore test hole(s). For a more accurate portrayal of subsurface conditions, the site contractor should perform test pits. The discovery of any site or subsurface conditions during construction which substantially deviate from the information in our subsoil investigation should be reported to us immediately for our evaluation. In accepting this report the client understands that all data from this soil boring report is intended for foundation analysis only and is not to be used for excavating, backfilling, or pricing estimates. The site contractor must familiarize themselves with the job site conditions prior to bidding. As mutual protection to clients, the public, and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions, or extracts from or regarding our reports is reserved pending our written approval. All work must be conducted under the supervision of our Geotechnical engineer. 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. Florida Engineering & Testing, Inc., appreciates the opportunity to be of service to you at this phase of your project. If you have any questions or comments, please give us a call. We would be pleased to help any way we can. It has been a pleasure working with you and look forward to doing so in the near future. •� ••• •• Sincerely, . .. . . . . ... . 12/lei/� . ... . ... .. . • ; ; ; ; Reza Javi n, P. . .. . . . . . . . . . . • •• 000 •• Florida Engineering& Testing, Inc. Florida Reg.No. 60223 ••• ••• Certificate of Authorization No. 6923 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . SPT Test Boring Report Client: Narsha Group Hole No: B-1 Project: Proposed One Story Addition & Swimming Pool Date: 12/15/14 Address: 9935 N.E. 13th Avenue Miami Shores, Florida Location: See Attached Field Sketch Depth HammerN Penetration "N" Value (Ft) Soil Descriptions Blows 10 20 30 40 _ 01 -21 5 4 Dark Brown Fine Sand 5 4 9 4 4 _ 2' -6' Brown Fine Sand with 4 5 g _ Some Limestone Fragments 4 5 6 5 11 4 3 _ 6' - 10' Dark Brown Sand with 6 5 9 Some Limestone Fragments 12 16 10 1923 35 10' - 15' Light Brown Sand with -- -- A Shell and Limestone Fragments _ 1421 23 17 44 -- -- A _ 2022 g y 45 20 15' -25' Light Gra Limestone 23 16 _ with Some Sand -- -- -- -- A 2422 39 1719 30 .. ... . . . . .. Water Level•. •:3:0: :• EGL Goo '50 As a mutual protection to clients,the public and ourselves, all reports are submitted as the confidential property of clients, /7//y and authorizaU(Tri folatblicay%of:t�i'temegtS'cgptlpsions or extracts from 1);Wg4ing,oir rypor:3 is jes:rved peCding our written approvg.; ;• ;• ••• Reza Javidan, P.E. A=Auger Florida Engineering& Testing,Inc. Ref=Refusal ... . . . . ... . Florida Reg. No. 60223 BELL=Below existing . . . . .�reJfld t;eve3 Certificate of Authorization No. 6923 . . . . . 0=Weight of Hammer•* ••• • SPT Test Boring Report Client: Narsha Group Hole No: B-2 Project: Proposed One Story Addition & Swimming Pool Date: 12/15/14 Address: 9935 N.E. 13th Avenue Miami Shores, Florida Location: See Attached Field Sketch Depth Hammer N Penetration "N" Value (Ft) Soil Descriptions Blows 10 20 30 40 _ 01 - 21 4 4 Dark Gray Fine Sand 5 4 9 4 5 _ 2' - 6' Dark Brown Fine Sand 4 5 9 _ with Limestone Fragments 5 6 5 5 11 3 3 _ 6' - 10' Dark Gray Fine Sand 5 6 8 with Limestone Fragments 13 15 1822 33 10 — 10' - 15' Light Brown Fine Sand "" "" A with Limestone Fragments _ 16 19 21 18 40 -- -- A 1923— 43 20 15' -25' Light Gray Limestone 20 18 _ with Some Sand -- -- -- -- A 1725 44 1921 Water Level:'. •:3:0. : : :'SELL . .. As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients, Z//7//vt and authorization.for•ublicatioa,of 11tempt's e ,'cop�lvsions or extracts from 8%regar�ing 4 r$po4 is ies:N;d be4ding our written approvaL; ;' '.' ;' ',' ••• Reza javician,P.E. A=Auger Florida Engineering& Testing,Inc. Ref=Refusal ••• ••• Florida Reg. No. 60223 BEGL=Below f xis ink frQe0d >0 0 0 0 Certificate of Authorization No. 6923 0=Weight of lJapuQtr•: •.• .% :• •: Y Seawall -2 0000 0000 . . I �C 0000 0000.. 0000. 0000 0000 0000 ... 0000 0000. 0000 . .660 0000. ..... .... .. (z, I� 6 . . . • . 0.6.6 �/"�... 0 . • • • N.E. 13Avenue th Field Sketch Not to Scale 9935 N.E. 13th Avenue N Miami Shores, Florida Print- Maps Page 1 of 1 bing Maps (Carol City r Sunny,Isles' 9935 NE 13th Ave, Miami Shores, FL 33138 *� r0ji Proposed One Story Addition & pa-Locka _ �; ► r Swimming Pool '9? � Bay;HarLr MI-9935 N.E. 13th Avenue * Biscayne Park' �slands Miami Shores, Florida r- - ` Miami Shaled "` I I EI ��rtal, ., On the yo7 Use m.bing.com.to find maps, w �' directions,businesses,and more tff IIt. ' ir' -b-bing , a y d 11754 Nbkiaj Blue'Nate�r of TovrersideTerrace / I • NE 105th St America � NE 105th St Alb NE 104th St NE 1041h St NE 104th St Crr 0 NE 103rd St NE 103TdSt 1 NE 102nd St r NE 101st St NZ NE 1ROth St ,/ t / South Florida Lir X Tackle Fis- y NE 99th 5t �P m / NE 98th St D I 1 NE 97th St � z NE 96th St M o Q 600 •il;954• • •St•.• • • • ,�� =r .. m . ... . ... .. . 000 .to .. . . .. . . . . j� bing NE 93rd St 0.2014 lAicrosofl Corpssriit'ion®-1 14 Ngkia • • • • • • • • • • • •• •• • • • •• •• http://www.bing.com/maps/print.aspx?mkt=en-us&z=16&s=r&cp=25.866987,-80.17109... 12/16/2014 1 FILORI GENERAL NOTES * Soil boring(s) on unmarked vacant property or existing structure(s) to be demolished should be considered preliminary with further boring(s)to be performed after building pad(s)are staked out. • 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. . It is not our field inspector's responsibility to supervise, schedule, or stop any phase of the project. His/her responsibility is limited by the duties stated in the contract. . It is the client's responsibility to provide adequate safety for the site and personnel. KEY CLASSIFICATIONS & SYMBOLS Correlation of Penetration Resistance Particle Size with Relative Density and Consistency Boulder > 12in Dynamic Cone Standard Cobble 3 - 12in Gravel 4.76mm-3in Penetrometer Penetration Relative Sand 0.074mm-4.76mm (Penetrometer (Hammer Density Silt 0.005mm-0.074mm Resistance) Blows) Clay <0.005mm 0- 10 0- 3 Very Loose 10- 25 3 - 8 Loose Sands 25- 45 8- 15 Firm Modifiers 45- 75 15-25 Very Firm 75- 120 25-40 Dense 0- 5% Slightly Silty/Clayey >120 >40 Very Dense 5-30% Silty/Clayey 30- 50% Very Silty/Clayey 0- 6 0- 2 Very Soft 0- 2% Very Slight Trace Silts 6- 15 2- 5 Soft 2- 5% Slight Trace & 15- 30 5- 10 Firm 5- 10% Trace 30- 45 10- 15 Stiff 10- 15% Little Clay 45- 90 15-30 Very Stiff 15-30% Some 90- 150 30-50 Hard >30% With RoU Hardness Description .. ... .. . . . .. Soft Rock core crumbles when handled. Medium... ... CanAre*core with your hands. Mo&rat+Hard: Thioedjes of rock core can be broken with fingers. .. . . . . . . . . Hartle: :• • • ;• Thk edgga of rock core cannot be broken with fingers. Very Hard Rock core rings when struck with a hammer. . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . s . F11,0RIX3A LIMITATIONS OF LIABILITY WARRANTY We warrant that the services performed by Florida Engineering and Testing, Inc., are conducted in a manner ANALYSIS AND RECOMMENDATIONS consistent with the level of skill and care ordinarily The Geotechnical report is prepared primarily to aid in the exercised by members of the profession currently practicing design of site work and structural foundations. Although the under similar conditions. No other warranties, expressed or information in the report is expected to be sufficient for implied, are made. While the services of Florida these purposes, it is not intended to determine the cost of Engineering & Testing, Inc., are an integral and valuable construction or to stand alone as construction specifications. part of the design and construction process, we do not In accepting this report the client understands that all data warrant, guarantee, or insure the quality or completeness of from the soil boring is intended for foundation analysis only services or satisfactory performance provided by other and is not to be used for excavating, backfilling or pricing members of the construction process and/or the construction estimates. The site contractor must familiarize themselves plans and specifications which we have not prepared,nor the with the job site conditions. ultimate performance of building site materials. Report recommendations are based primarily on data from As mutual protection to clients,the public and ourselves, all test borings made at the locations shown on the test boring reports are submitted as the confidential property of clients, reports. Soil variations may exist between borings and may and authorization for publication of statements, conclusions not become evident until construction. If variations are then or extracts from or regarding our reports is reserved pending noted, Florida Engineering & Testing, Inc., should be our written approval. contacted so that field conditions can be examined and recommendations revised if necessary. SUBSURFACE EXPLORATION The Geotechnical report states our understanding as to the Subsurface exploration is normally accomplished by test location, dimensions, and structural features proposed of the borings. The soil boring log includes sampling information, site. Any significant changes in the nature, design, or description of the materials recovered, approximate depths location of the site improvements must be communicated to of boundaries between soil and rock strata and groundwater Florida Engineering&Testing,Inc„so that the Geotechnical data. The log represents conditions specifically at the analysis, conclusions, and recommendations can be location and time the boring was made. The boundaries appropriately adjusted. between different soil strata are indicated at specific depths; however,these depths are in fact approximate and dependent CONSTRUCTION OBSERVATIONS upon the frequency of sampling. The transitions between soil stratum are often gradual. Water level readings are Construction observation and testing is an important element made at the time the boring was performed and can change of Geotechnical services. The Geotechnical Engineer's Field with time, precipitation, canal levels, local well drawdown, Representative (Field Rep.) is the "owner's representative" and other factors. observing the work of the contractor, performing tests, and reporting data from such tests and observations. The Regardless of the thoroughness of a Geotechnical Geotechnical Engineer's Field Representative does not direct exploration there is always a possibility that conditions may the contractor's construction means, methods, operations, or be different from those of the test locations; therefore personnel. The Field Rep. does not interfere with the Florida Engineering& Testing, Inc., does not guarantee any relationship between the owner and the contractor, and subsoil condition surrounding the bore test holes. Fora except as an observer, does not become a substitute owner more accurate portrayal of subsurface conditions, the site on site. The Field Rep. is only collecting data for our contractor should perform tests pits. If different conditions Engineer to review. are encountered, Florida Eng;ineerini& Testini, Inc., shall be notified to revie0•the;fi d�n�s r%d melte any The Field Rep. is responsible for his/her safety only, but has recommendations as needed. •: : : : : :11: •• no responsibility for the safety of other personnel and/or the •• 000 •• • • •• general public at the site. If the Field Rep. does not feel that LABORATORY AND FIELD TESTS the site is offering a safe environment for him/her,the Field • 9:0 • 0:0 •• • Rep.will stop his/her observation/testing until he/she deems Tests are performecl.p aCcorLla:ce;wiih $pe:?FLc �JTM the site is safe. The Field Rep. is an important member of a Standards unless otheaise;i?idicaTV. [DIY crMit i&4flded team whose responsibility is to observe the test and work in a given ASTM Standard are not always required and being done and report to the owner whether that work is performed. Each test report indicates the measurements and being carried out in general conformance with the plans and determinations actually lia-de: : : : •:' : : specifications. • •• •• • • • •• •• ••• • • • ••• • • r J.C.D. ARCHITECT Q JUAN C. 0AVI0 R. A. LEEE) ACCREE)ITEE3 PROFESSION [Design 8. Development Architecture Interiors Planning Construction ARCHITECT.INC. 1385 Coral Way,Suite 407 o Mlaml,Florida 33165 a Pham:(305)285-4343 0 Fax:(305)28&4330 PROPOSED RESIDENCE ADDITION & REMODELING 9935 NE 13rd Avenue Miami Shores, FL 33138 Owner: Fabiano Silveira TABLE OF CONTENT Sheet No. Description 01-15 Foundations Design 16-17 Concrete Slab Design 18-31 Beams Design 32-35 Wood Joists Design 36-40 Steel Column & Beam Design 41-48 Reinforced C.M.U. Wall Design. 49-61 ..Mod.L,pad Anplypjs as per ASCE 7-10 .. ... .. . . . .. ••• 000 ••• •• 000EP 0 2 .. . . .. .. . . .... . .. . . .. . . .. . . . . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . JOB- J.C.D. ARCHITECT , Inc. ADDRESS JUAN C. DAVID R.A. AXOM&W LEBO ACCREOMED PFtaFa68Iap%j^L Design a Development No SHEET No OF Afahbmk" Oord&Lcftn CALCULATED BY DATE CHECKED BY DATE .......... .. .................. ........ ............. ........... .......... ........................... ............. ........... ............. ................ .......... ................ ................. .......... .............. .......... ........... ........... ................. .............................. 10= - 3 440 ................................. ....................... ........... ........... .................................. -ig ............ ........ .......... r ........... ...... Ag ........ .......... ........... ... ..... . 7 . ........... .......... ..... ..................... ......... .. .... Z_ kw .................. .......... ............... .......... ........... .......... .......... . ............... .............. ............. ........... ........................... .......... ........... ............. ....... ....... ............. . ........ ...................... .................................... ........... ............ ............ .. ........ ........ ........... ... .......... ........... ........... ........... ............. ........ ........... ...................... .............. ...................... .......... ............ ............................ ............. .......... .......... ...... ........ ................... ....... ........... .......... ............ ........................ WL ............... .......... ............ .......... ...... ............. .............. ........................... ...... ............. ........... ............. ...................... ........... ..................... ....................... .......... A ................. ............. ....................... . ......... ..................... ............. ................ ..........F................ ............ A .......... ............. .... ......... ............................ ............ - ........... ........... .. ..... ............ .............. .......... .......... ............ ............. .......... .. ...... . ........ ........... ............ .................. ........... ................................... ............. ............. ........... ... ................. .......... ............ ...... . ......................... .... ............. .............. ... �( ............ ........... .......... ............... ...... .. 5� ................... zo .............. ........................ ................................................................ ........................ ............. .......... ................... .... ..................... .............. ............... .......... 4....................... ...................... ............. ....... ........- ................. ............ . .......... ...... ........................... ........................... ............. ................................ .................................... ............................. :k.q • .......... ............................. ...................... .............I ........... .......... ........... ................. ...........t.4 i r ................................................................................. ................ .................................................................................................... ......................... ............. 0: 6*6 0:0 :010: 01 J.C.D. ARCHITECT , Inc. ADDRESS ' JOB PROJECT No SHEET mq—OF _-___ APICHMMM CALCULATED BY DATE CHECKED BY DATE --T—'T-'--'---`- -�-'-l--- ' '---- 7. ~ ° 02 °° *° °°° ° ° Title: Job# Dsgnr: Date: 1:03PM, 8 JUL 15 Description Scope: �Rv,: 580000 r:K 0000 358,Ver 5.8.0,1-Dec-2003 General Footing Analysis Design Page 1 83-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Footing% Description WF-16 (qs'=2.0 ksfl Fabiano General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 1.333 ft Seismic Zone 0 Length along Y-Y Axis 1.000 ft Blaxial Applied Loads Footing Thickness 12.00 in Live&Short Term Combined Col Dim.Along X-X Axis 8.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 12.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 150.00 pcf Min Steel% 0.0014 Overburden Weight 100.00 psi Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 1.850 k ...ecc along X-X Axis 0.000 in Live Load 0.500 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k Summary Footing Design OK 1.33ft x 1.00ft Footing, 12.Oin Thick,w/Column Support 8.00 x 12.00in x O.Oin high 1.33ft x 1.00ft Footing, 12.Oin Thick,w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,962.9 1,962.9 psf Max Mu 0.139 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.259 in2 per ft "XEcc,of Resultant 0.000 in 0.000 in "Y'Ecc,of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn*Phi 1-Way 0.000 93.113 psi X-X Min.Stability Ratio No Overturning 1.500:1 2-Way 0.000 186.226 psi Y-Y Min.Stability Ratio No Overturning Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 0.00 psi 0.00 psi 0.00 psi 186.23 psi One-Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Top 0.00 psi 0.0o psi 0.00 psi 93.11 psi Vu @ Bottom 0.00 psi• : : 1.00 pri i i • 0.00 psi 93.11 psi Moments ACI C-1 *• •: ACA A • •ASI C-3 Ru!Phi As Recd Mu @ Left 0.146-$* •.: E.I loft : : •0 0.07 k-ft 2.1 psi 0.261n2 perft Mu @ Right 0.14 k-ft 0.10k-ft 0.07 k-ft 2.1 psi 0.26 in2 per ft Mu @ Top 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.02 in2 per ft Mu @ Bottom 0.00ok-ft•io• .0.001k4ft •• • 00 k-ft 0.0 psi 0.02 in2 per ft Or 000 . . . . . • . . . 03 •. .• . . . •. r. ... . . . ... . . Title: Job# Dsgnr: Date: 1:03PM, 8 JUL 15 Description Scope Rev: 580000 Pae 2 User:KW-0605358,Ver 5.8.0,1-Dec-2003 General Footing Analysis & Design g (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira_Add.emFootings Description WF-16 (qs'=2.0 ksf Fabiano Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 1,962.93 1,962.93 1,962.93 1,962.93 psf DL+LL+ST 1,962.93 1,962.93 1,962.93 1,962.93 psf Factored Load Soil Pressures ACI Eq.C-1 2,860.63 2,860.63 2,860.63 2,860.63 psi ACI Eq.C-2 2,145.47 2,145.47 2,145.47 2,145.47 psf ACI Eq.C-3 1,429.05 1,429.05 1,429.05 1,429.05 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 A "I1. acts or foreSel mic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST': 1.100 Used in ACI C-2&C-3 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• •• • •• • • • • • • • • • • • •• • • •• • • • • 0:0•• • • • • ••• • • • . ... 04 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . Title: Job# Dsgnr: Date: 1:01 PM, 8 JUL 15 Description Scope: Rev: 580000 Pae 1 User:KW-0605358,Ver 5.8.0,1-Dec-2003 General Footingn Y g Analysis & Desi g (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Studs&Joists Description WF-16 (qs'=2.5 ks� Fabiano General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 2,500.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 1.333 ft Seismic Zone 0 Length along Y-Y Axis 1.000 ft Blaxial Applied Loads Footing Thickness 12.00 in Live&Short Term Combined Col Dim.Along X-X Axis 8.00 in Pc 3,000.0 psi Col Dim.Along Y-Y Axis 12.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 150.00 pcf Min Steel% 0.0014 Overburden Weight 100.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 2.200 k ...ecc along X-X Axis 0.000 in Live Load 0.800 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k Summary Footing Design OK 1.33ft x 1.00ft Footing, 12.Oin Thick,w/Column Support 8.00 x 12.00in x O.Oin high 1.33ft x 1.00ft Footing, 12.Oin Thick,w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 2,450.6 2,450.6 psf Max Mu 0.181 k-ft per ft Allowable 2,500.0 3,325.0 psf Required Steel Area 0.259 in2 per ft "X Ecc,of Resultant 0.000 in 0.000 in "Y'Ecc,of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn*Phi 1-Way 0.000 93.113 psi X-X Min.Stability Ratio No Overturning 1.500:1 2-Way 0.000 186.226 psi Y-Y Min.Stability Ratio No Overturning Footing Design Shear Forces ACI C-1 ACI C-2 CrC-3 Vn*Phi Two-Way Shear 0.00 psi 0.00 psi 0.00 psi 186.23 psi One-Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0.00 psi Q.flE p3i•: .%OQ pc ••• 93.11 psi Moments ACI C-1 ACI'C-2 •; •';A I -3;•; • Ru/Phi As Read Mu@Left 0.18k-ft Q.j4k-:.; •�; ••0'.0$k-jt ••' 2.8 psi 0.26in2 perft Mu @ Right 0.18k-ft 0.14 k-ft 0.08 k-ft 2.8 psi 0.26 in2 per ft Mu @ Top 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.02 1n2 per ft Mu @ Bottom 0.00 k-ft 00.090 • •"00 k-ft•. • 0.0 psi 0.021n2 per ft • • • • • % • • •• • • • • • • • • • • • •• • • % • • • • ••• • • • • ••• • • 05. .. .. . . . .. .. ... . . . ... . . Title: Job# Dsgnr: Date: 1:01PM, 8 JUL 15 Description Scope: Rev: 580000 User:KW-0805358,Ver5.8.0,1-Dec-2003General Footing Analysis $ Design Page 2 (c)1983-2003 ENERCALC Engineering Software Fabian Silveira Add.ecw:Studs&Joists Description WF-16 (qs'=2.5 kso Fabiano Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 2,450.55 2,450.55 2,450.55 2,450.55 psf DL+LL+ST 2,450.55 2,450.55 2,450.55 2,450.55 psf Factored Load Soil Pressures ACI Eq.C-1 3,610.82 3,610.82 3,610.82 3,610.82 psf ACI Eq.C-2 2,708.11 2,708.11 2,708.11 2,708.11 psf ACI Eq.C-3 1,665.36 1,665.36 1,665.36 1,665.36 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 �lIII Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST": 1.100 Used in ACI C-2&C-3 • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• •• • •• • • • • • • • • • • • •• • • •• • • • • ••• • • • • ••• • • • . ... 06 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . Title: Job# Dsgnr: Date: 1:19PM, 8 JUL 15 Description Scope: Rev: 580000 User:KW-0605358,Ver5.8.0,1.Dec-2003General Footing Analysis $ Design Page 1 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:FooBngs Description WF-20 (qs'=2.0 ksfl General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 1.670 ft Seismic Zone 0 Length along Y-Y Axis 1.000 ft Blaxlal Applied Loads Footing Thickness 12.00 in Live&Short Term Combined Col Dim.Along X-X Axis 8.00 in fc 3,000.0 psi Col Dim.Along Y-Y Axis 12.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 150.00 pcf Min Steel% 0.0014 Overburden Weight 100.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 2.133 k ...ecc along X-X Axis 0.000 in Live Load 0.560 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k _ Summary Footing Design OK 1.67ft x 1.00ft Footing, 12.Oin Thick,w/Column Support 8.00 x 12.00in x O.Oin high 1.67ft x 1.00ft Footing, 12.Oin Thick,w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,822.7 1,822.7 psf Max Mu 0.289 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.259 in2 per ft "X Ecc,of Resultant 0.000 in 0.000 in "Y Ecc,of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn*Phi 1-Way 0.000 93.113 psi X-X Min.Stability Ratio No Overturning 1.500:1 2-Way 0.873 186.226 psi Y-Y Min.Stability Ratio No Overturning Footing Design Shear Forces ACI C-1 ACI C-2 dl -3 Vn*Phi Two-Way Shear 0.00 psi 0.87 psi 0.56 psi 186.23 psi One-Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0.00 psi 0.6"psi•• • • !.00•p! •• 93.11 psi Moments ACI C-1 ACk-2 0: •• 3 0 0 •• Ru/Phi As Rea'd Mu @ Left 0.29 k-ft n Ibk-ft * • • 0!14:k- • 4.5 psi 0.26 in2 per ft Mu @ Right 0.29 k-ft 622 0 t.14 4.5 psi 0.26 in2 per ft Mu @ Top 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.02 in2 per ft Mu @ Bottom 0.00 k-ft 0.00 k • Q600 k-ft•• 0.0 psi 0.02 in2 per ft •• • • • • • • • • • • ••• • • • • ••• • • • 07 • •• •• • • • •• •• Title: Job# Dsgnr: Date: 1:19PM, 8 JUL 15 Description Scope: Rev: 580000 User:KW-0605358,Ver 5.8.0,1•Dec-2003 General Footing Analysis & Design Page 2 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Footings Description WF-20 (qs'=2.0 kso Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 1,822.65 1,822.65 1,822.65 1,822.65 psi DL+LL+ST 1,822.65 1,822.65 1,822.65 1,822.65 psi Factored Load Soil Pressures ACI Eq.C-1 2,652.32 2,652.32 2,652.32 2,652.32 psi ACI Eq.C-2 1,989.24 1,989.24 1,989.24 1,989.24 psi ACI Eq.C-3 1,338.59 1,338.59 1,338.59 1,338.59 psi ACI Factors (per ACI 318-02,applied internally to entered loads) M779 8 C-2 DL 1.400 ACI C-2 Group Factor 0.750 A '(97" actor or Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"1"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST": 1.100 Used in ACI C-2&C-3 •. ••• • . • • • •. • •. • . . . .•. . •• ... .. • • • •• • •.. . Or .• • •. . • • . . . . • . • • •. . . •. • • . . . •• •• • • . •• •• 08 ••• • • • ••. • • Title: Job# Dsgnr: Date: 1:21PM, 8 JUL 15 Description Scope: Rev: 580000 User:KW 0605358,Ver 5.8.0,1-Dec-2003 General Footing Analysis Design Page 1 41983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Footingg Description WF-24 (qs'=2.0 ksfl(Exterior Wall) General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 2,000.0 psi Dimensions... Short Term Increase 1.330 Width along X-X Axis 2.000 ft Seismic Zone 0 Length along Y-Y Axis 1.000 ft Biaxial Applied Loads Footing Thickness 12.00 in Live&Short Term Combined Cot Dim,Along X-X Axis 8.00 in fc 3,000.0 psi Cot Dim.Along Y-Y Axis 12,00 in Fy 60,000.0 psi Base Pedestal Height 12.000 in Concrete Weight 150.00 pcf Min Steel% 0.0014 Overburden Weight 100.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 2.762 k ...ecc along X-X Axis 0.000 in Live Load 0.590 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k (Summary 1 Footing Design OK 2.00ft x 1.00ft Footing, 12.Oin Thick, w/Column Support 8.00 x 12.00in x 12.Oin high 2.00ft x 1.00ft Footing, 12.Oin Thick,w/Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,942.7 1,942.7 psf Max Mu 0.546 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.259 in2 per ft "X'Ecc,of Resultant 0.000 in 0.000 in "Y Ecc,of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn*Phi 1-Way 0.000 93.113 psi X-X Min.Stability Ratio No Overturning 1.500:1 2-Way 1.898 186.226 psi Y-Y Min.Stability Ratio No Overturning Footing Design Shear Forces ACI C-1 ACI C-2 AC I ZQ Vn*Phi Two-Way Shear 0.00 psi 1.90 psi 1.29 psi 186.23 psi One-Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Top 0.00 psi •• •ago psi• • • 40.0001&si 93.11 psi Vu @ Bottom 0.00 psi ; 0.00 ft ; ; ; A.(:) psi 93.11 psi Moments ACI C-1 -LC &.2 : : : lSGIC-3*• u/Phi As Read Mu @ Left 0.55 k-ft ee ed.30 k-)4' ' a b.27'k-ft 8.4 psi 0.26 in2 per ft Mu @ Right 0.55 k-ft 0.40 k-ft 0.27 k-ft 8.4 psi 0.26 in2 per ft Mu @ Top 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.02 in2 per ft Mu @ Bottom 0.00k-ft ••• %*0.00 k-% *:e Odb 6-11• 0.0 psi 0.02 in2 per ft •• • • • • • • • • • • • •• • • •• • • • • ••• • • • • ••• • • • • • • • • • • • • .. .. . . .. .. 09 ... . . . ... . . Title: Job# Dsgnr: Date: 1:21PM, 8 JUL 15 Description Scope: Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003 General Footin Anal Analysis & Desi n Page 2 (c)1983-2003 ENERCALC Engineering Software Y Fabiano Silveira Add.ecw:Foofings Description WF-24 (qs'=2.0 ks0(Exterior Wall) Soil Pressure Summary Service Load Soil Pressures Bottom- Top-Rig Bottom- Top-Lef DL+LL 1,942.67 1,942.67 1,942.67 1,942.67 psf DL+LL+ST 1,942.67 1,942.67 1,942.67 1,942.67 psf Factored Load Soil Pressures ACI Eq.C-1 2,808.23 2,808.23 2,808.23 2,808.23 psf ACI Eq.C-2 2,053.67 2,053.67 2,053.67 2,053.67 psf ACI Eq.C-3 1,437.90 1,437.90 1,437.90 1,437.90 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 A "II 1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST": 1.100 Used in ACI C-2&C-3 • •• • • • • ••• • •• ••• •• • • • •• •• • • • • • • • • • • • •• • • •• • • • • •. •• . . •. •. 10 Title: Job# Dsgnr: Date: 1:30PM, 8 JUL 15 Description Scope Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Footings Description F-3x3x12 (12-4) General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 12.000 k Footing Dimension 3.000 ft Live Load 4.500 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 0 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 3,000.0 psi LL&ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 8.438 in As to USE per foot of Width 0.259 int 200/Fy 0.0033 Total As Req'd 0.778 in2 As Req'd by Analysis 0.0009 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 3.00ft square x 12.Oin thick with 4-#5 bars Max.Static Soil Pressure 1,983.33 psf Vu:Actual One-Way 23.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,983.33 psf Vu :Actual Two-Way 87.42 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 3.29 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 14.94 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• •• • •• • • • • • • • • • • • •• • • •• • • • • ••• • • • • ••• • • • • • • • • • • • • ... . . . ... . . Title: Job# Dsgnr: Date: 1:29PM, 8 JUL 15 1 Description Scope Rev: 580000 User:KW-0605358,Ver 5.8.0,1•Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Footings Description F-4x4x12(20-9.5) General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 20.000 k Footing Dimension 4.000 ft Live Load 9.500 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 5 Seismic Zone 0 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 3,000.0 psi LL&ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 8.438 in As to USE per foot of Width 0.259 in2 200/Fy 0.0033 Total As Req'd 1.037 in2 As Req'd by Analysis 0.0016 1n2 Min Allow%Reinf 0.0014 Min. Reinf%to Req'd 0.0021 % Summary Footing OK 4.00ft square x 12.Oin thick with 5-#5 bars Max.Static Soil Pressure 1,993.75 psf Vu :Actual One-Way 38.03 psi Allow Static Soil Pressure 2,000.00 psf Vn"Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,993.75 psf Vu:Actual Two-Way 161.68 psi Allow Short Term Soil Pressure 2,660.00 psf Vn"Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 5.94 k-ft/ft 6 #4's 4 #5's 3 #6's Mn"Phi:Capacity 14.05 k-ft/ft 2 #7's 2 #8's 2 #9's 1 #10's • •• • • •• • • • • .. .. 12 ... . . . ... . . Title: Job# Dsgnr: Date: 1:31PM, 8 JUL 15 Description Scope: Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:FooGngs Description F-5x5x14 (34-11) General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 34.000 k Footing Dimension 5.000 ft Live Load 11.000 k Thickness 14.00 in Short Term Load 0.000 k #of Bars 6 Seismic Zone 0 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 3,000.0 psi LL&ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 10.438 in As to USE per foot of Width 0.302 in2 200/Fy 0.0033 Total As Req'd 1.512 in2 As Req'd by Analysis 0.0016 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0021 % Summary Footing OK 5.00ft square x 14.Oin thick with 6-#5 bars Max.Static Soil Pressure 1,975.00 psf Vu:Actual One-Way 37.71 psi Allow Static Soil Pressure 2,000.00 psf Vn'Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,975.00 psf Vu:Actual Two-Way 161.17 psi Allow Short Term Soil Pressure 2,660.00 psf Vn`Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 9.05 k-ft/ft 8 #4's 5 #5's 4 #6's MnPhi:Capacity 16.86 k-ft/ft 3 #7's 2 #8's 2 #9's 2 #10's •• ••• • • • • • •• • •• • • • • ••• • • ••. • •Y• •. • • •• • • •• • • • • • • • • • • • • • • • • • • • • • • 00 0Y . . .. •. 13 Title: Job# Dsgnr: Date: 10:51 PM, 9 JUL 15 Description Scope Rev: 580000 User:KW-0805358,Ver 5.8.0,1-Dec-2003Combined Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software Fabian Silveira Add.ecw:Footings Description F-4x7* General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allow Soil Bearing 2,500.0 psf Pc 3,000.0 psi Seismic Zone 0 Fy 60,000,0 psi Concrete Wt 150.0 pcf Min As Pct 0.0014 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 110.00 psf Live&Short Term Load Combined Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 1.50 ft #1 :Square Dimension 12.00 in Dist.Betwn Cols 4.00 ft ...Height 0.00 in Distance Right 1.50 ft #2:Square Dimension 12.00 in Footing Length 7.00 ft ...Height 0.00 in Width 4.00 ft Thickness 12.00 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Vertical Loads... 0D Left Column (a)Right Column Dead Load 15.920 k 15.000 k Live Load 10.810 k 6.720 k Short Term Load k k Summary Footing Design OK Length=7.00ft, Width=4.00ft, Thickness= 12.00in,Dist.Left=1.50ft,Btwn.=4.00ft,Dist.Right= 1.50ft Maximum Soil Pressure 2,297.09 psf Allowable 2,500.00 psf Steel Req'd @ Left 0.259 in2/ft Max Shear Stress 46.10 psi Steel Req'd @ Center 0.259 in2/ft Allowable 186.23 psi Steel Req'd @ Right 0.259 in2/ft Min.Overturning Stability 999.000:1 Soil Pressures Sol[Pressure @Left Actual Allowable ACI Factored Eccentricity Dead+Live 2,297.1 2,500.0 psf Eq.C-1 3,432.7 psf 0.180 ft Dead+Live+Short Term 2,297.1 3,325.0 psf Eq.C-2 2,574.5 psf 0.180 ft Soil Pressure @ Right End Eq.C-3 1,417.1 psf Dead+Live 1,683.6 2,500.0 psf Eq.C-1 2,515.9 psf -0.180 ft Dead+Live+Short Term 1,683.6 3,325.0 psf Eq.C-2 1,887.0 psf -0.180 ft Stability Ratio 999.0 :1 Eq.C-3 1,038.6 psf Moment&Shear Summary (values for moment are given per unit width of footing) Moments... ACI C-1 ACI C-2 ACI C-3 Mu @ Col#1 1.51 k-ft/ft 1.13 k-ft/ft 0.58 k-f/ft Mu Btwn Cols -2.29 I&-" ••• • . . ;1.T1 k-ft/ft -0.88 k-ft/ft Mu @ Col#2 1.10 R:/ft : •.: ; ; ;O.g21�-ft/ft 0.41 k-ft/ft • . One Way Shears... ••• ... .. • • • • Vn:Allow*0.85 93.113 psi • d3.1*13"i 93.113 psi Vu @ Col#1 8.720 psi 6.540 psi 3.360 psi Vu Btwn Vu @ CoICols#2 16.208 psi • ;•; ••• 14.479 psi 6.253 psi 4.Soi6?pri•. 2.323 psi 00 Two Way Shears... ••; :• • : ; ;• • :•• : Vn:Allow*0.85 186.226 psi• • • 186.129 p9l.• 186.226 psi Vu @ Col#1 46.096 psi 34.572 psi 18.086 psi Vu @Col#2 36,408Val . ; ; ; 27.306 psi 15.494 psi Title: Job# Dsgnr: Date: 10:51 PM, 9JUL 15 Description Scope: Rev: 580000 User:KW-0605358,Ver 5.8.0,1•Dec-2003 Combined Footing Design Page 2 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Footings Description F-4x7' Reinforcing (values given per unit width of footing) A Left Edge of Col#1 Between Columns A Right Edge of Col#2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI C-1 23.26 psi 0.259 in2/ft @ Bottom 35.15 psi -0.259 in2/ft @ Top 16.88 psi 0.259 in2/ft @ Bottom ACI C-2 17.45 psi 0.259 in2/ft @ Bottom 26.37 psi -0.259 in2/ft @ Top 12.66 psi 0.259 in2/ft @ Bottom ACI C-3 8.96 psi 0.259 in2/ft @ Bottom 13.55 psi -0.259 in2/ft @ Top 6.33 psi 0.259 in2/ft @ Bottom ACI Factors (per ACI,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Additional Seismic"1.4"Facto 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Additional Seismic"0.9"Factor 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST': 1.100 • • .. .. . . . .. .. 15 ... . . . ... . Title: Job# Dsgnr: Date: 1:39AM, 11 DEC 14 Description Scope: Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam Page 1 (01983-2003 ENERCALC Engineering Software Fabian Silveira Add.ecw:Slabs Description Slab-1 #4 (7" Conc. Slab-1 Span-10')(Pinned) General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20 fc 4,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.60 Concrete Member Information Description s-1 Span ft 10.00 Beam Width in 12.00 Beam Depth in 7.00 End Fixity Pin-Pin Reinforcing Center Area 0.20in2 Bar Depth 5.94in Left Area 0.20in2 Bar Depth 1.061n Right Area 0.20in2 Bar Depth 1.06in Loads Using Live Load This Span?? Yes Dead Load k/ft 0.123 Live Load k/ft 0.040 Results Beam OK Mmax @ Cntr k-ft 2.64 @ X= ft 5.00 Mn*Phi k-ft 5.21 Max @ Left End k-ft 0.00 Mn*Phi k-ft 5.21 Max @ Right End k-ft 0.00 Mn*Phi k-ft 5.21 Bending OK Shear @ Left k 1.06 Shear @ Right k 1.06 Reactions& Deflections DL @ Left k 0.61 LL @ Left k 0.20 Total @ Left k 0.81 DL @ Right k 0.61 LL @ Right k 0.20 Total @ Right k 0.81 Max.Deflection in -0.030 @ X= ft 5.00 Inertia:Effective M4 343.00 Shear Stirrups ••• ••• _. ., Stirrup Rebar Area int 0.000 • •• • • • • ••• Spacing @ Left in Not Req'd 66• 400 ••0 ••• ••• Spacing @.2*L in Not Req'd Spacing @.4*L in Not Req'd Spacing @.6*L In Not Req'd 000 • • • ••• ,, , Spacing @.8*L in Not Req'd • • : 4, i 0• ; 0 •• • • • • • • • • • Spacing @ Right in Not Req'd '• :• •• • •. , , • • ••• J • Y • ••• • • • • • • . . 16 0.0 0 0 . ••• 0 . Title: Job# Dsgnr: Date: 1:39AM, 11 DEC 14 Description Scope Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam Page 2 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Slabs Description Slab-1 #4 (7" Conc. Slab-1 Span-10')(Pinned) Query Values Location ft 0.00 Moment k-ft 0.0 Shear k 1.1 Deflection in 0.0000 17. .. .. . . . .. .. ... . . . ... . . JOB J.C.D. ARCHITECT , Inc. ADDRESS . Design & Development PROJ[CTNo SHEET No-OF CALCULATED BY DATE CHECKED BY DATE [ ------ - J013 J.C.D. ARCHITECT , Inc. ADDRESS _ Design & Development PROJECT No SHEET No-OF -_---_-_ CALCULATED BY DATE CHECKED BY DATE Title: Job# Dsgnr: Date: 12:02PM, 9 JUL 15 Description Scope: Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam Page 1 (c)7983-2003 ENERCALC Engineering Software Fabiano Silvelra Add.ecw:Beama Description B-1'' (8"x28")Conc. Beam (1-Spans 16') General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 5,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description s-1 Span ft 16.00 Beam Width in 8.00 Beam Depth in 28.00 End Fixity Pin-Pin Reinforcing Center Area 1.20in2 Bar Depth 25.69in Left Area 1.20in2 Bar Depth 2.31 in Right Area 1.20in2 Bar Depth 2.31 in Loads Using Live Load This Span 7? Yes Dead Load k/ft 1.624 Live Load k/ft 0.840 Results Beam OK Mmax @ Cntr k-ft 118.45 @ X= It 8.00 Mn*Phi k-ft 132.60 Max @ Left End k-ft 0.00 Mn*Phi k-ft 132.60 Max @ Right End k-ft 0.00 Mn*Phi k-ft 132.60 Bending OK Shear @ Left k 29.61 Shear @ Right k 29.61 Reactions &Deflections DL @ Left k 12.99 LL @ Left k 6.72 Total @ Left k 19.71 DL @ Right k 12.99 LL @ Right k 6.72 Total @ Right k 19.71 Max.Deflection in -0.149 @ X= ft 8.00 Inertia:Effective in4 6,068.49 Shear Stirrups •• 000 • • • • • •• Stirrup Rebar Area in2 0.220 • •: ••:�:�:�:.: ++ Spacing @ Left in 12.85 + • • • • • •• ••• •• • • • •• Spacing @.2*L in 12.85 Spacing @.4*L in Not Req'd Spacing @.6*L in Not Req'd • ••• • ••• •• • Spacing @.8*L In 12.85 + • • • • • •• • • Spacing @ Right In 12.85 •i i• • i • i• • i i i i ••• • • • + • •t• • • • • ••• • • • • • • • • • • • • • ++ ++ ••+ ++ •• 20 ••• • • ••• • • Title: Job# Dsgnr: Date: 12:02PM, 9 JUL 15 Description Scope Rev: 580000 ■� User:KW-0605358,Ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam Page 2 (c)+983-2003 ENERCALC Engineering Software Fablano Silveira Add.ecw:Beams Description B-1* (8"x28")Conc. Beam (1-Spans 16') Query Values Location it 0.00 Moment k-ft -0.0 Shear k 29.6 Deflection in 0.0000 •• ••• • • • • • •• • •• • • • • ••• • • ••• • ••• •• • •• • • • • • • • • • • • •• • • •• • • • • ••• • • • • ••d • • • • • • • • • • • • •• •• . . • •.• •.• 21 ... . . . ... Title: Job# Dsgnr: Date: 12:06PM, 9 JUL 15 ' Description Scope Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003MU�tI-Span Concrete Beam Page 1 (c)l983-2003 ENERCALC Engineering Software Fabian Sllveira Add.ecw:Studs&Joists - - _ - - - J Description B-2* (8"x28")Conc Beam (4-Span)(Exterior) General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 5,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description S-1 S-2 S-3 S-a Span ft 6.00 12.00 6.00 9.00 Beam Width in 8.00 8.00 8.00 8.00 Beam Depth in 24.00 24.00 24.00 24.00 End Fixity Pin-Pin Pin-Pin Pin-Pin Pin-Pin Reinforcing Center Area 0.88in2 0.88in2 0.88in2 0.88in2 Bar Depth 21.75in 21.75in 21.75in 21.75in Left Area 0.88in2 0.88in2 0.88in2 0.88in2 Bar Depth 2.25in 2.25in 2.25in 2.25in Right Area 0.88in2 0.88in2 0.88in2 0.88in2 Bar Depth 2.25in 2.25in 2.25in 2.25in Loads Using Live Load This Span?? Yes Yes Yes Yes Dead Load k/ft 0.847 0.847 0.847 0.847 Live Load k/ft 0.510 0.510 0.510 0.510 Results Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k-ft1.60 16.96 0.00 15.01 @X= ft 1.24 6.16 0.00 5.16 Mn*Phi k-ft 82.84 82.84 82.84 82.84 Max @ Left End k-ft I 0.00 -21.56 -18.45 -12.48 Mn*Phi k-ft 82.84 82.84 82.84 82.84 Max @ Right End k-ft -21.56 -18.45 -12.48 0.00 Mn*Phi k-ft 82.84 82.84 82.84 82.84 Bending OK Bending OK Bending OK Bending OK Shear @ Left k 2.56 12.58 7.15 10.62 Shear @ Right k 9.75 12.06 5.16 7.85 Reactions & Deflections DL @ Left k 1.06 9.21 7.93 6.51 LL @ Left k 0.64 5.55 4.77 3.92 Total @ Left k 1.70 14.76 12.70 10.44 DL @ Right k 9.21 7.93 6.51 3.24 LL @ Right k 5.55 4.77 3.92 1.95 Total @ Right k 14.76 12.70 10.44 5.19 Max.Deflection in 0.001 -0.006 0.001 -0.003 @ X= it 4.24 6.08 2.76 4.80 Inertia:Effective in4 9,216.00 9,216.00 9,216.00 9,216.00 Shear Stirrups .. ... •• Stirrup Rebar Area in2 0.220 0.220 0.220 0.270 • •• • • • • • Spacing @ Left in Not Req'd Not Req'd Not Req'd Not Rec�'d •: : : : : :•: •• Spacing @.2*L in Not Req'd Not Req'd Not Req'd Not Req'd Spacing @.4*L in Not Req'd Not Req'd Not Req'd Not Req'd Spacing @.6*L in Not Req'd Not Req'd Not Req'd Not Req'd.. . 000 •• • Spacing @.8*L in Not Req'd Not Req'd Not Req'd Nol R9q'd; ; ; ; ;• Spacing @ Right in Not Req'd Not Req'd Not Req'd Not%q'd;• • ; ; ;• • 000 • . . . • . . . 22 Title: Job# Dsgnr: Date: 12:06PM, 9 JUL 15 Description Scope: Rev: 560000 User:KW-0805358,Ver 5.8.0,1-Dec-2003 Multi)-Span Concrete Beam Page 2 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Studs&Joists Description B-2` (8"x28")Conc Beam (4-Span)(Exterior) Query Values Location ft 0.00 0.00 0.00 0.00 Moment k-ft 0.0 -21.6 -18.4 -12.5 Shear k 2.6 12.6 7.2 10.6 Deflection in 0.0000 0.0000 0.0000 0.0000 •• ••• • • • • • •• •• ••• •• • • • •• •. .• . . • .. .. 000 . 0 0 ... . . 23 Title: Job# j Dsgnr: Date: 12:48PM, 9 JUL 15 Description Scope: Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam Page 1 (c)1983-2003 ENERCALC Engineering Software Fabiano SlNeira Add.ecw:Beams Description B-3* (8"x20")Conc. Beam (3-Spans) General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 5,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description s-1 S-2 s-3 Span ft 10.00 17.00 17.00 Beam Width in 8.00 8.00 8.00 Beam Depth in 20.00 20.00 20.00 End Fixity Pin-Pin Pin-Pin Pin-Pin Reinforcing Center Area 0.88in2 0.88in2 0.88in2 Bar Depth 17.75in 17.75in 17.75in Left Area 0.88in2 0.88in2 0.88in2 Bar Depth 2.25in 2.25in 2.25in Right Area 0.88in2 0.88in2 0.88in2 Bar Depth 2.25in 2.25in 2.25in Loads Using Live Load This Span 11 Yes Yes Yes Dead Load k/ft 0.378 0.798 0.798 Live Load k/ft 0.180 0.540 0.540 Results Beam OK Beam OK Beam OK Mmax @ Cntr k-ft 0.93 26.92 44.15 @ X= ft 1.47 7.48 10.43 Mn'Phi k-ft 67.00 67.00 67.00 Max @ Left End k-ft 0.00 -29.32 -66.19 Mn'Phi k-ft 67.00 67.00 67.00 Max @ Right End k-ft -29.32 -66.19 0.00 Mn.Phi k-ft 67.00 67.00 67.00 Bending OK Bending OK Bending OK Shear @ Left k 1.24 15.13 21.19 Shear @ Right k 7.11 19.47 13.41 Reactions& Deflections DL @ Left k 0.71 9.02 15.92 LL @ Left k 0.14 5.66 10.81 Total @ Left k 0.86 14.67 26.73 DL @ Right k 9.02 15.92 5.26 LL @ Right k 5.66 10.81 3.55 Total @ Right k 14.67 26.73 8.81 Max.Deflection in 0.005 -0.071 -0.148 @ X= ft 6.73 7.48 9.63 Inertia:Effective in4 5,333.33 1,987.17 1,987.17 Shear Stirrups •• ••• •• Stirrup Rebar Area in2 0.220 0.220 0.400 • •• • • • • •• Spacing @ Left In Not Req'd 8.88 8.88 ••• 900 ••0 ••• 0 i ••• Spacing @.2*L in Not Req'd Not Req'd 8.88 Spacing @.4*L in Not Req'd Not Req'd Not Req'd Spacing @.6*L in Not Req'd Not Req'd Not Req'd • 0:0 • ••• •• • Spacing @.8*L in Not Req'd 8.88 Not Req'd •.. .• . . .• • .• •• • • . . . . . Spacing @ Right in Not Req'd 8.88 8.88 • •• • •• • • • • . . . . . . . . . . •• .. . . . •• .. 24 000 . . . ... . 0 Title: Job# Dsgnr: Date: 12:48PM, 9 JUL 15 Description: Scope: Rev: 580000 User:KW40805358.Ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam Page 2 (c)1983-2003 ENERCALC Engineering Software Fabiano_Silveira Add.ecw:Bea= Description B-3" (8"x20")Conc. Beam (3-Spans) Query Values Location ft 0.00 0.00 0.00 Moment k-ft 0.0 -29.3 -66.2 Shear k 1.2 15.1 21.2 Deflection in 0.0000 0.0000 0.0000 • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• •• • 0*6 • •• • • •• • • • • ••• • • • • ••• • • • • • • • • • • • • .. .. . . .. .. 25 ... . . . ... . . Title: Job# Dsgnr: Date: 1:08PM, 9 JUL 15 Description Scope: Rev: 58DODO User:KW-0605358,Ver 5.8.0,1-Dec-2003Mu�tf�Span Concrete Beam Page 1 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Beams Description B-3* (8"x20")Conc. Beam (5-Spans) General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 5,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description S-1 s-2 S-3 S-4 s-5 Span ft 9.00 6.00 6.00 6.00 6.00 Beam Width in 8.00 8.00 8.00 8.00 8.00 Beam Depth in 20.00 20.00 20.00 20.00 20.00 End Fixity Free-Pin Pin-Pin Pin-Pin Pin-Pin Pin-Free Reinforcing Center Area 1.20in2 1.20in2 1.20in2 1.20in2 1.20in2 Bar Depth 17.69in 17.69in 17.69in 17.69in 17.69in Left Area 1.201n2 1.20in2 1.20in2 1.20in2 1.20in2 Bar Depth 2.31 in 2.31 in 2.31 in 2.31 in 2.31 in Right Area 1.20in2 1.20in2 1.20in2 1.20in2 1.20in2 Bar Depth 2.31in 2.31 in 2.31 in 2.31 in 2.31 in Loads Using Live Load This Span?? Yes Yes Yes Yes Yes Dead Load k/ft 0.378 0.378 0.378 0.378 0.378 Live Load k/ft 0.180 0.180 0.180 0.180 0.180 Point#1 DL k 1.420 1.420 LL k 0.670 0.670 @ X ft 0.000 0.000 0.000 0.000 0.000 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k-ft 0.00 12.52 -3.13 0.00 0.00 @ X= ft 0.00 6.00 6.00 0.00 0.00 Mn*.Phi k-ft 89.42 89.42 89.42 89.42 89.42 Max @ Left End k-ft 0.00 -61.97 12.52 -3.13 -15.03 Mn*Phi k-ft 89.42 89.42 89.42 89.42 89.42 Max @ Right End k-ft -61.97 12.52 -3.13 -15.03 0.00 Mn*Phi k-ft 89.42 89.42 89.42 89.42 89.42 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 0.00 14.92 0.10 0.52 5.01 Shear @ Right k 10.64 9.91 5.11 4.49 0.00 Reactions & Deflections DL @ Left k 0.00 11.58 -4.54 2.55 5.72 LL @ Left k 0.00 5.50 -2.15 1.21 2.72 Total @ Left k 0.00 17.08 -6.69 3.76 8.44 DL @ Right k 11.58 -4.54 2.55 4.30 0.00 LL @ Right k 5.50 -2.15 1.21 2.05 0.00 Total @ Right k 17.08 -6.69 3.76 6.35 0.00 Max.Deflection in -0.286 0.013 -0.002 0.001@9 ••-0.0.16• • • • •• @ X= ft 0.00 2.28 2.56 3.52 ;6.%: Inertia:Effective in4 2,387.90 2,387.90 5,333.33 5,333.33% 5!393,:3; ; ; ;•; •• Shear Stirrups .9 e9e 00 Stirrup Rebar Area in2 0.220 0.220 0.220 0.220 0.220 Spacing @ Left in Not Req'd 8.85 Not Req'd Not IAW •:11ot Req''de ;' ••• ••• Spacing @.2*L in Not Req'd 8.85 Not Req'd Not meq'i •.Not.Re:'d; Spacing @.4*L in Not Req'd 8.85 Not Req'd Not 49't :Rot Rel�'4• ;• '•' •,• Spacing @.6*L in Not Req'd 8.85 Not Req'd Not Req'd Not Req'd Spacing @.8*L in 8.85 8.85 Not Req'd Not Req'd Not Req'd Spacing @ Right in 8.85 8.85 Not Req'd Not Req%• Mot Re9'd: 1 •:• • • • • • • • • • • . •• •• ..• •• .. 26 ... . ... . . Title: Job# Dsgnr: Date: 1:08PM, 9 JUL 15 Description Scope: Rev: 580000 User:KW-M5358,Ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam Page 2 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Beams Description B-3* (8"x20") Conc. Beam (5-Spans) Query Vaiues Location ft 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.0 -62.0 12.5 -3.1 -15.0 Shear k -3.1 14.9 -0.1 0.5 5.0 Deflection in -0.2858 0.0000 0.0000 0.0000 0.0000 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• •• • •• • • • • • • • • • • • •• • • •• • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• •• •• • • •• 2/ ••• • ••• • Title: Job# Dsgnr: Date: 1:1213M, 9 JUL 15 Description Scope: Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam Page 1 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecvr.Beams Description B-6* (8"x20")Conc. Beam (1-Spans 9') =j General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 5,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description S-1 Span ft 9.00 Beam Width in 8.00 Beam Depth in 20.00 End Fixity Pin-Pin Reinforcing Center Area 1.20in2 Bar Depth 17.69in Left Area 1.20in2 Bar Depth 2.31 in Right Area 1.20in2 Bar Depth 2.31in Loads Using Live Load This Span?? Yes Dead Load k/ft 1.193 Live Load k/ft 0.510 Results Beam OK Mmax @ Cntr k-ft 25.69 @ X= it 4.50 Mn*Phi k-ft 89.42 Max @ Left End k-ft 0.00 Mn*Phi k-ft 89.42 Max @ Right End k-ft 0.00 Mn*Phi k-ft 89.42 Bending OK Shear @ Left k 11.42 Shear @ Right k 11.42 Reactions & Deflections DL @ Left k 5.37 LL @ Left k 2.29 Total @ Left k 7.66 DL @ Right k 5.37 LL @ Right k 2.29 Total @ Right k 7.66 Max.Deflection in -0.012 @ X= ft 4.50 Inertia:Effective in4 5,333.33 Shear Stirrups .. ••• •• Stirrup Rebar Area in2 0.220 • •• • • • • ••• • Spacing @ Left In Not Req'd ..• ..i 0.: •.• i i ..o Spacing @.2*L in Not Req'd Spacing @.4*L in Not Req'd Spacing 6*L in Not Req'd • ••• so* ••' •' Spacing @.8*L in Not Req'd •.. ; . ; ; ; . ;.. Spacing @ Right in Not Req'd . •. • . •. • . • • .. .. . . •. .• 28 Title: Job# Dsgnr: Date: 1:12PM, 9 JUL 15 Description Scope: Rev. 530000 Page 2 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam 9 (c)1983-2003 ENERCALC Engineering Software Fabiano SIIvelra Add.ecw:Beama Description B-6* (8"x20") Conc. Beam (1-Spans 9') Query Values Location ft 0.00 Moment k-ft -0.0 Shear k 11.4 Deflection in 0.0000 •• ••• • • • • • •• • •• • • • • ••• • •• • • •• • • • •• • ••• • ••• •• • •• • • • • • • • • • • 066 •• • • •• • . • • 0:0•• • • • • ••• • • . • • . . . • . . .0 . . •. •• . . . •• •• 29 Title: Job# Dsgnr: Date: 12:36PM, 9 JUL 15 Description Scope Rev: 580000 User.KW-0605358,Ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam Page 1 (c)1983-2003 ENERCALC Engineering Software Fabian Silveira Add.ecw:Studs 8 Joists Description B-7* (8"x12")Conc. Beam (1-Spans 12') General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 3,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description S-1 Span ft 8.00 Beam Width in 8.00 Beam Depth in 12.00 End Fixity Pin-Pin Reinforcing Center Area 0.88in2 Bar Depth 9.75in Left Area 0.88in2 Bar Depth 2.25in Right Area 0.88in2 Bar Depth 2.25in Loads Using Live Load This Span 77 Yes Dead Load k/ft 0.451 Live Load k/ft 0.300 Results Beam OK Mmax @ Cntr k-ft 9.13 @ X= ft4.00 Mn*Phi k-ft 33.46 Max @ Left End k-ft I 0.00 Mn*Phi k-ft 33.46 Max @ Right End k-ft 0.00 Mn*Phi k-ft 33.46 Bending OK Shear @ Left k 4.57 Shear @ Right k 4.57 Reactions 8r Deflections DL @ Left k 1.80 LL @ Left k 1.20 Total @ Left k 3.00 DL @ Right k 1.80 LL @ Right k 1.20 Total @ Right k 3.00 Max.Deflection in -0.019 @ X= ft 4.00 Inertia:Effective in4 1,152.00 Shear Stirrups •• ••• • • • • • •• Stirrup Rebar Area in2 0.220 • •• • • • • ••• • Spacing @Left in 4.88 ••• ••i ••i ••• i i ••• Spacing @.2*L in Not Req'd Spacing @.4*L in Not Req'd Spacing @.6*L in Not Req'd 0•0 ••• • ••• •• • Spacing @.8*L in Not Req'd ••• • : : :0. Spacing @ Right ini 4.88 0 • •• • • •• • • • • • • • • • • • • • • • •• •• • •• u• 30 ••• • • ••• • • Title: Job# Dsgnr: Date: 12:36PM, 9 JUL 15 Description Scope: Rev: 580000 User:KW-0805358,Ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam Page 2 (c)1983-2003 ENERCALC Engineering Software Fabian Silveira Add.ecw:Studs&Joists Description B-7* (8"x12")Conc. Beam (1-Spans 12) Query Values Location ft 0.00 Moment k-ft 0.0 Shear k 4.6 Deflection in 0.0000 • •• • • • • ••• • • • • • • • •• • • •• • • • • or31• • • • • • • . .. .. . . . .. .. ... . . . ... . . Title: Job# Dsgnr: Date: 2:01 PM, 29 NOV 14 Description Scope: Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Multi-Span Timber Beam Page 1 (0)1983-2003 ENERCALC Engineering Software Fabian Silveira Add.ecw:Studs&Joists Description Joist 3"x8" @ 24"o.c. (Gravity-10.0'Span-Entry) General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Southern Pine,No.2 2-4 Thick,8 Wide Fb:Basic Allow 1,200.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 175.0 psi Load Duration Factor 1.000 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4"wide Timber Member Information Description S-1 Span it 10.00 Timber Section 3x8 Beam Width in 2.500 Beam Depth in 7.250 End Fixity Pin-Pin Le:Unbraced Length it 5.00 Member Type Sawn Loads Live Load Used This Span 7 Yes Dead Load #/ft 50.00 Live Load #/ft 60.00 Results Mmax @ Cntr in-k 16.5 @ X= ft 5.00 Max @ Left End in-k 0.0 Max @ Right End in-k 0.0 fb:Actual psi 753.4 Fb:Allowable psi 1,355.3 Bending OK Shear @ Left k 0.55 Shear @ Right k 0.55 fv:Actual psi 40.1 Fv:Allowable psi 175.0 Shear OK Reactions 4 Deflection DL @ Left k 0.25 LL @ Left k 0.30 Total @ Left k 0.55 DL @ Right k 0.25 LL @ Right k 0.30 Total @ Right k 0.55 Max.Deflection in -0.195 @ X= ft 5.00 Query Values Location ft 0.00 Moment in-k 0.0 •• '•' ' • • • • •• Shear k 0.5 • • •• • • • • • Deflection in 0.0000 • •: • • • • • • •• •• ••• •• • • • •• • ••• • ••• •• • •• • • • • • • • • • • • •• • • •• • • • • . . . 32 Title: Job# Dsgnr: Date: 1:54PM, 29 NOV 14 Description Scope Rev: 580000 Pa e 1 User:KW-0605358,ver 5.8.0,t-Dec-2003 Multi-Span Timber Beam 9 (c)IM-2003 ENERCALC Engineering Software M Fabian Silveira Add.ecw:Studs&Joists NCEN1111111mmmi Description Joist 3"x10" @ 16"o.c. (Gravity-16'Span) General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Southern Pine,No.2 2 4 Thick,10 Wid Fb: Basic Allow 1,050.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 175.0 psi Load Duration Factor 1.000 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 41'wide Timber Member Information Description s-1 Span ft 16.00 Timber Section 3x10 Beam Width in 2.500 Beam Depth in 9.250 End Fixity Pin-Pin Le:Unbraced Length ft 8.00 Member Type Sawn Loads Live Load Used This Span? Yes Dead Load #/ft 34.00 Live Load #/ft 40.00 Results Mmax @ Cntr in-k 28.4 @ X= ft 8.00 Max @ Left End in-k 0.0 Max @ Right End in-k 0.0 fb:Actual psi 797.1 Fb:Allowable psi 1,160.2 Bending OK Shear @ Left k 0.59 Shear @ Right k 0.59 fv:Actual psi 34.8 Fv:Allowable psi 175.0 Shear OK Reactions & Deflection DL @ Left k 0.27 LL @ Left k 0.32 Total @ Left k 0.59 DL @ Right k 0.27 LL @ Right k 0.32 Total @ Right k 0.59 Max.Deflection in -0.414 @ X= ft 8.00 Query Values Location ft 0.00 Moment in-k 0.0 •• ••• • • • • • •• Shear k 0.6 i ••• • • • • • Deflection in 0.0000 • •• • • • • ••• • •• • • • • • • • • • • • •• • • •• ••• ••• ••• • • • • ••• • • • . . . . . . . 33 ... . . . ... . • Title: Job# Dsgnr: Date: 9:57PM, 3 SEP 15 Description Scope: Rev: 580000 1111 User:KW-0805358,Ver 5.8.0,1-Dec-2003 Multi-Span Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Studs 8 Joists Description Joist 2"x12" @ 12"o.c. (Floor-Gravity-15.0'Span) General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowabies are user defined Southern Pine,No.2 2-4 Thick,12 Wid Fb:Basic Allow 975.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 175.0 psi Load Duration Factor 1.000 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4"wide Timber Member Information Description s-1 Span ft 15.00 Timber Section 2x12 Beam Width in 1.500 Beam Depth in 11.250 End Fixity Pin.Pin Le:Unbraced Length ft 7.00 Member Type Sawn Loads Live Load Used This Span? Yes Dead Load #/ft 30.00 Live Load #/ft 40.00 Results Mmax @ Cntr in-k 23.6 @ X= ft 7.50 Max @ Left End in-k 0.0 Max @ Right End in-k 0.0 fb:Actual psi 746.7 Fb:Allowable psi 749.7 Bending OK Shear @ Left k 0.52 Shear @ Right k 0.52 fv:Actual psi 41.1 Fv:Allowable psi 175.0 Shear OK Reactions Deflection DL @ Left k 0.22 LL @ Left k 0.30 Total @ Left k 0.52 DL @ Right k 0.22 LL @ Right k 0.30 Total @ Right k 0.52 Max.Deflection in -0.280 @ X= ft 7.50 Query Values Location ft 0.00 •• ••• • • • • • •• Moment in-k 0.0 Shear k 0.5 • •• • • • • ••• • Deflection in 0.0000 •• ••• •• • • • •• • ••• • ••• •• • •• • • • • • • • • • • • •• • • •• • • • • ••• • • • • ••• • • • • • • • • • • • • .. .. 34 ... . . . ... . . Title: Job# Dsgnr: Date: 9:56PM, 3 SEP 15 Description Scope Rev: 580000 User:KW-0805358,Ver 5.8.0,1-Dec-2003 Multi-Span Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software Fabian Silveira Add.ecw:Studs&Joists Description Joist 2"x12" @ 8"o.c. (Floor-Gravity-18.0'Span) General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Southern Pine,No.2 2 4 Thick,12 Wid Fb: Basic Allow 975.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 175.0 psi Load Duration Factor 1.000 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4"wide Timber Member Information Description s-1 Span ft 18.25 Timber Section 2x12 Beam Width in 1.500 Beam Depth in 11,250 End Fixity Pin-Pin Le:Unbraced Length ft 7.00 Member Type Sawn Loads Live Load Used This Span? Yes Dead Load #/ft 20.10 Live Load #/ft 26.80 Results Mmax @ Cntr in-k 23.4 @ X= ft 9.12 Max @ Left End in-k 0.0 Max @ Right End in-k 0.0 fb:Actual psi 740.5 Fb:Allowable psi 749.7 Bending OK Shear @ Left k 0.43 Shear @ Right k 0.43 fv:Actual psi 34.5 Fv:Allowable psi 175.0 Shear OK Reactions& Deflection DL @ Left k 0.18 LL @ Left k 0.24 Total @ Left k 0.43 DL @ Right k 0.18 LL @ Right k 0.24 Total @ Right k 0.43 Max.Deflection in -0.411 @X= ft 9.12 Query Values Location ft 0.00 •• •.• • • • • • •• Moment in-k 0.0 ; : •.: Shear k 0.4 • •• • • • • ••• • Deflection in 0.0000 ••• 06* ••• ••• • • ••• • ••• • ••• •• • •• • • • • • • • • • • • •• • • •• • • • • 0:0•• • • • • 9:0•• • • • • • • • • • • • • ... .0 0: 0.0 . . Title: Job# Dsgnr: Date: 10:56AM, 10 DEC 14 Description Scope: Rev: 5b0002 User:KW-0605358,Ver 5.8.0,1-Dec-2003MUltl-Span Steel Beam Page 1 (c)1983-2003 ENERCALC Engineering Software Fabian Silveira_Add.ecw:Studs R Joists Description HSS 20x4x3/8 Steel Beam (1-Spans) General Information Code Ref:AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 Fy-Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information Description S-1 Span ft 28.00 Steel Section HSS2ox4x3/8 End Fixity Pin-Pin Unbraced Length it 4.00 Loads Live Load Used This Span? Yes Dead Load Wit 0.376 Live Load k/ft 0.330 Results Mmax @ Cntr k-ft 69.19 @ X= ft 14.00 Max @ Left End k-ft 0.00 Max @ Right End k-ft 0.00 fb:Actual psi 12,637.1 Fb:Allowable psi 21,600.0 Bending OK fv:Actual psi 708.0 Fv:Allowable psi 14,400.0 Shear OK Reactions& Deflections Shear @ Left k 9.88 Shear @ Right k 9.88 Reactions... DL @ Left k 5.26 LL @ Left k 4.62 Total @ Left k 9.88 DL @ Right k 5.26 LL @ Right k 4.62 Total @ Right k 9.88 Max.Deflection in -0.512 @ X= ft 14.00 Span/Deflection Ratio 655.7 Query Values Location it 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 9.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment k-ft -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Max.Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •• •.• • • • • • •. • •• • • • • ••• • .. .. . . .. .. 36 ... . . . ... . . Title: Job# Dsgnr: Date: 10:59AM, 10 DEC 14 • Description Scope: Rev: 580002 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Mufti-Span Steel Beam Page 1 (c)1983-2003 ENERCALC Engineering Software Fabian Silveira Add.ecw:Studs&Joists Description TS 20x4x3/8 Steel Beam (1-Spans) General Information Code Ref:AISC 9th ASD,1997 UBC,2003 IBC,2003 NFPA 5000 Fy-Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information Description s-1 Span ft 28.00 Steel Section TS20X4X3/S End Fixity Pin-Pin Unbraced Length ft 4.00 Loads Live Load Used This Span? Yes Dead Load k/ft 0.376 Live Load k/ft 0.330 Results Mmax @ Cntr k-ft 69.19 @ X= ft 14.00 Max @ Left End k-ft 0.00 Max @ Right End k-ft 0.00 fb:Actual psi 11,877.8 Fb:Allowable psi 21,600.0 Sending OK fv:Actual psi 658.9 Fv:Allowable psi 14,400.0 Shear OK Reactions& Deflections Shear @ Left k 9.88 Shear @ Right k 9.88 Reactions... DL @ Left k 5,26 LL @ Left k 4.62 Total @ Left k 9.88 DL @ Right k 5.26 LL @ Right k 4.62 Total @ Right k 9.88 Max.Deflection in -0.482 @ X= ft 14.00 Span/Deflection Ratio 697.6 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 9.88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment k-ft -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Max.Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .. .. . . .. .. 37 ... . . . ... . . Title: Job# Dsgnr: Date: 1:25AM, 11 DEC 14 Description Scope Rev: 580002 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software Fabian Silveira Add.ecw:Columns Description TS 4"x4"x1/4" Steel Column (12') General Information Code Ref:AISC 9th ASD,1997 UBC,2003 IBC,2003 NFPA 5000 Steel Section TS4X4X1/4 Fy 36.00 ksi X-X Sidesway: Restrained Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 12.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 12.000 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 12.000 ft Kyy 1.000 Loads Axial Load... Dead Load 28.00 k Ecc.for X-X Axis Moments 0.000 in Live Load 15.00 k Ecc.for Y-Y Axis Moments 0.000 in Short Term Load k Summary JI Column Design OK �� II Section:TS4X4X1/4, Height= 12.00ft,Axial Loads: DL= 28.00, LL= 15.00, ST= 0.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 12.00ft, Y-Y= 12.00ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1 -1 0.5743 0.3077 0.8820 0.6631 AISC Formula H1 -2 0.3611 0.1934 0.5545 0.4169 AISC Formula H1 -3 XX Axis: Fa calc'd per Eq.E2-1,K'Ur<Cc YY Axis: Fa calc'd per Ea.E2-1 K'Ur<Cc Stresses Allowable 8r Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 13.58 ksi 13.58 ksi 13.58 ksi 18.06 ksi fa:Actual 7.80 ksi 4.18 ksi 11.98 ksi 11.98 ksi Fb:xx:Allow[F1-6] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi Fb:xx:Allow[F1-7]&[F1-8] 21.60 ksi 21.60 ksi 21,60 ksi 28.73 ksi fb:xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy:Allow[F1-6] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi Fb:yy:Allow[F1-7]&[Fl-8] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex:DL+LL 16,489 psi Cm:x DL+LL 0.60 Cb:x DL+LL _ 1.00 F'ey:DL+LL 16,489 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex:DL+LL+ST 21,931 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey:DL+LL+ST 21,931 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection 0.000 We a►•• G.090 ft* •Mex Y•`L Axis Deflection 0.000 in at 0.000 ft • •• • • • • ••• • •• 000 •• • • • •• •• • • • • • • • • • • • •• • • •• • • • • 0:0•• • • • • 0:0•• • • ... .0 0: 0.0 Title: Job# Dsgnr: Date: 1:25AM, 11 DEC 14 Description Scope: Rev, 580002 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Steel Column Page 2 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Colurnnis Description TS 4"x4"x1/4" Steel Column (12') Section Properties TS4X4X1/4 Depth 4.000 in Weight 12.19#/ft Values for LRFD Design.... Thickness 0.250 in Ixx 8.220 in4 J 13.500 in4 Width 4.000 in lyy 8.220 in4 0.00 Sxx 4.110 in3 Zx 4.970 in3 Area 3.59 int Syy 4.110 in3 Zy 4.970 in3 Rt 2.000 in Rxx 1.510 in 0.000 Ryy 1.510 in Section Type=TS-Square .. ... . . . . . .. • .. 60 . . ... . • . . • 00 • •. • . .. . . •. . . . . . . . ... . . . . 0:0•• . . Title: Job# Dsgnr: Date: 1:25AM, 11 DEC 14 Description Scope: Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Steel Column Base Plate (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:Columns Description 12"x12"x3/4" Base Plate General Information Code Ref:AISC 9th Ed ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 Loads Steel Section HSS4x4x1/4 Axial Load 45.00 k Section Length 4.000 in Section Width 4.000 in X-X Axis Moment 4.00 k-ft Flange Thickness 0.233 in Plate Dimensions Web Thickness 4.000 in Plate Length 12.000 in Allowable Stresses Plate Width 12.000 in Concrete f 3,000.0 psi Plate Thickness 0.750 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Boit Data Pier Length 24.000 in Dist.from Plate Edge 3.000 in Pier Width 24.000 in Bolt Count per Side 2 Tension Capacity 7.360 k Bolt Area 0.442 in2 (— SummaqL_j Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 479.2 psi Allow per AC 1318-95,A3.1 Full Bearing:No Bolt Tension =0.3`f'c"Sgrt(A2/Ai)"LDF 2,394.0 psi Allow per AISC J9 2,793.0 psi Plate Bending Stress Thickness OK Actual fb 32,266.7 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 7.360 k •• ••• •• • • • •• • ••• • ••• •• • •• • • • • • • • • • • • •• • • •• • • • • ••• • • • • ••• • • • • • • • • • • • • .. .. ... ... . .•• •• 40 ... . . Title: Job# Dsgnr: Date: 1:35AM, 11 DEC 14 Description Scope: Rev: 580000 User:KW-0605358.Ver 5.8.0,1-�-2003 Masonry Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:CMLI Description 8"Reinf. C.M.U. Wall Design (Zone-4) General Information Code Ref:ACI 530-02 Wall Height 14.00 ft Seismic Factor 0.0000 fm 1,500.0 psi Parapet Height 1.50 ft Calc of Em=fm` 900.00 Fs 24,000.0 psi Duration Factor 1.330 Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Grout @ Rebar Only Rebar Size 5 Medium Weight Block Rebar Spacing 32 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 4.900 in Loads Uniform Load Concentric Axial Load Wind Load 38.000 psf Dead Load 553.000#/ft Dead Load 0.000#/ft Live Load 330.000#/ft Live Load 0.000#/ft Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 1,350,000 psi Rebar Area 0.116 int np 0.05462 j 0.90654 n: Es/Em 21.481 Radius of Gyration 2.487 in k 0.28038 2/kj 7.86864 Wall Weight 55.000 psf Moment of Inertia 363.660 in4 Max Allow Axial Stress=0.25 fm(1-(h/140r)^2)*Spinsp 287.69 psi Allow Masonry Bending Stress=0.33 fm*Spinsp= 495.00 psi Allow Steel Bending Stress= 24,000.00 psi Load Combination &Stress Details Summary Axial Bending Stresses Axial Moment Load Steel Masonry Compression Top of Wall in-# lbs psi psi psi DL+LL 0.0 965.5 0.0 0.0 16.42 DL+LL+Wind 513.0 635.5 1,277.6 23.2 10.81 DL+LL+Seismic 0.0 635.5 0.0 0.0 10.81 Between Base&Top of Wall DL+LL 0.0 1,350.5 0.0 0.0 22.97 DL+LL+Wind 10,916.9 1,020.5 27,189.1 493.1 17.36 DL+LL+Seismic 0.0 1,020.5 0.0 0.0 17.36 Summary 14.00ft high wall with 1.50ft parapet, Med Wt Block w/8.00in wall w/#5 bars at 32.00ino.c. at center Max. Bending Compressive Stress . . . . . . . . . 510.49 OK Allowable . . . . . . . . . . . . . . . . . . . . 658.35 OK Max. Axial Only Compressive Stress . . . . . . . . . 22.97 psi Allowable . . . . . . . . . . 287.69 OK Max Steel Bending Stress . . . .we•*. A. *. ;. .; ; ZTJ69.12 psi Allowable . . . . . . . . 0 : : •3 49.00 OK . ... . ... .. . .. . . . . . . . . . . . .. . . .. . . . . ... . . . . ... . . . . . . . . . . . . .. .. ... 41 ... . . ... . . Title: Job# Dsgnr: Date: 1:35AM, 11 DEC 14 Description Scope: Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Masonry Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software Fabiano_Silveira Add.ecw:CMU Description 8"Reinf. C.M.U. Wall Design (Zone-4) Final Loads &Moments Wall Weight moment @ Mid Ht 467.50 Itis Wind Moment @ Mid Ht 10,916.97 in-# Seismic Moment @ Mid Ht 0.00 in-# Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Load 553.00 lbs Total Live Load 330.00 Itis Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load= 9,636.44 in-# Maximum Allow Axial Load for Applied Moment= 16,916.04 lbs •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• •• • • • • • •• • • •• • • • • • • • • • • • •• • • •• • • • • ••• • • • • ••• • • • • • • • • • • • 42 . . . . •• •• . . • •• .. ... . . . ... . . Title: Job# Dsgnr: Date: 1:36AM, 11 DEC 14 Description Scope: Rev: 580000 User:KW-0805358,Ver 5.8.0,1-Dec-2003 Masonry Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:CMU Description 8"Reinf. C.M.U. Wall Design (Zone-5) General Information Code Ref:ACI 530-02 Wall Height 14.00ft Seismic Factor 0.0000 fm 1,500.0 psi Parapet Height 1.50 ft Calc of Em=fm" 900.00 Fs 24,000.0 psi Duration Factor 1.330 Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Grout @ Rebar Only Rebar Size 5 Medium Weight Block Rebar Spacing 32 in Equivalent Depth to Rebar 3.8101n @ Center Solid Thickness 4.900 in Loads Uniform Load Concentric Axial Load Wind Load 43.000 psf Dead Load 553.000#/ft Dead Load 0.000#/ft Live Load 330.000#/ft Live Load 0.000#/ft Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 1,350,000 psi Rebar Area 0.116 in2 np 0.05462 j 0.90654 n: Es/Em 21.481 Radius of Gyration 2.487 in k 0.28038 2/kj 7.86864 Wall Weight 55.000 psf Moment of Inertia 363.660 1n4 Max Allow Axial Stress=0.25 fm(1-(h/140r)^2)"Spinsp 287.69 psi Allow Masonry Bending Stress=0.33 fm'Spinsp= 495.00 psi Allow Steel Bending Stress= 24,000.00 psi Load Combination &Stress Details Summary Axial Bending Stresses Axial Moment Load Steel Masonry Compression Top of Wall in-# lbs psi psi psi DL+LL 0.0 965.5 0.0 0.0 16.42 DL+LL+Wind 580.5 635.5 1,445.8 26.2 10.81 DL+LL+Seismic 0.0 635.5 0.0 0.0 10.81 Between Base&Top of Wall DL+LL 0.0 1,350.5 0.0 0.0 22.97 DL+LL+Wind 12,353.4 1,020.5 30,766.6 558.0 17.36 DL+LL+Seismic 0.0 1,020.5 0.0 0.0 17.36 Summary 14.00ft high wall with 1.50ft parapet, Med Wt Block w/8.00in wall w/#5 bars at 32.00ino.c. at center Max. Bending Compressive Stress . . . . . . . . . 575.38 OK Allowable . . . . . . . . . . . . . . . . . . . . 658.35 OK Max. Axial Only Compressive Stress . . . . . . . . . 22.97 psi Allowable . . . . . . . . . . 287.69 OK Max Steel Bending Stress . . . . . . . . . . .+•• 3D,7f6.84 psi Allowable . . . . . . . . . . :• 1;9,0, 0•pK . .. . . .. . . . . . . . . . . .. '00 .. .•. .•. ... . . . . ... . . . 43. .. .. . . . .. .. ... . . . ... . • Title: Job# Dsgnr: Date: 1:36AM, 11 DEC 14 Description Scope Rev: 580000 User:KW'0605358,Ver 5.8.0,1-Dec-2003 Masonry Wal I Design Page 2 (c)1983-2003 ENERCALC Engineering Software Fabiano_SiNeire Add.ecw:CMU Description 8"Reinf. C.M.U. Wall Design (Zone-5) Final Loads &Moments Wall Weight moment @ Mid Ht 467.50 lbs Wind Moment @ Mid Ht 12,353.41 in-# Seismic Moment @ Mid Ht 0.00 in-# Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Load 553.00 lbs Total Live Load 330.00 lbs Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load= 9,636.44 in-# Maximum Allow Axial Load for Applied Moment= 16,916.04 lbs see *06 900 . . . . . . . . 44 . .. .. . . . .. .. ... . . . ... . . Title: Job# Dsgnr: Date: 10:53PM, 3 SEP 15 Description Scope Rev: 580000 user. ser KW-0605358,Ver 5.8.0,1-Dec-2003 Masonry Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:CMU Description 8"Reinf. C.M.U. Wall Design (Zone-4)-Existing General Information Code Ref:ACI 530-02 Wall Height 11.75ft Seismic Factor 0.0000 fm 1,500.0 psi Parapet Height 1.50 ft Calc of Em=fm" 900.00 Fs 24,000.0 psi Duration Factor 1.330 Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Grout @ Rebar Only Rebar Size 5 Medium Weight Block Rebar Spacing 48 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 4.600 in Loads Uniform Load Concentric Axial Load Wind Load 38.000 psf Dead Load 553.000#/ft Dead Load 0.000#/ft Live Load 330.000#/ft Live Load 0.000#/ft Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 1,350,000 psi Rebar Area 0.078in2 np 0.03641 j 0.92137 n: Es/Em 21.481 Radius of Gyration 2.535 in k 0.23590 2/kj 9.20187 Wall Weight 49.000 psi Moment of Inertia 354.810 in4 Max Allow Axial Stress=0.25 fm(1-(h/140r)^2)"Spinsp 315.82 psi Allow Masonry Bending Stress=0.33 fm"Spinsp= 495.00 psi Allow Steel Bending Stress= 24,000.00 psi Load Combination &Stress Details Summary Axial Bending Stresses Axial Moment Load Steel Masonry Compression Top of Wall in-# lbs psi psi psi DL+LL 0.0 956.5 0.0 0.0 17.33 DL+LL+Wind 513.0 626.5 1,885.6 27.1 11.35 DL+LL+Seismic 0.0 626.5 0.0 0.0 11.35 Between Base 8r Top of Wall DL+LL 0.0 1,244.4 0.0 0.0 22.54 DL+LL+Wind 7,615.1 914.4 27,990.8 402.3 16.56 DL+LL+Seismic 0.0 914.4 0.0 0.0 16.56 Summary 11.75ft high wall with 1.50ft parapet, Med Wt Block w/8.00in wall w/#5 bars at 48.00ino.c. at center Max. Bending Compressive Stress . . . . . . . . . 418.84 OK Allowable . . . . . . . . . . . . . . . . . . . . 658.35 OK Max. Axial Only Compressive Stress . . . . . . . . . 22.54 psi Allowable . . . . . . . . . . 315.82 OK Max Steel Bending Stress . . . . . . . . . �7,9,90.76.Qsi Allowable . . . . . . . . . . :3 9W. •• •• . ... . ... .. . . . ... . . . . . . . . . . .. as* .. 000 see ... . . . . ... . . . . . . . 45 . .. .. . . . .. .. ... . . . ... . . Title: Job# Dsgnr: Date: 10:53PM, 3 SEP 15 Description Scope Rev: 580000 User:Kw-0605358,Ver 5.8.0,1-Dec-2003 Masonry Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software Fabiano_Silveira_Add.ecw:CMU Description 8"Reinf. C.M.U. Wall Design (Zone-4)-Existing Final Loads &Moments Wall Weight moment @ Mid Ht 361.38 lbs Wind Moment @ Mid Ht 7,615.15 in-# Seismic Moment @ Mid Ht 0.00 in-# Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Load 553.00 lbs Total Live Load 330.00 lbs Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load= 6,529.37 in-# Maximum Allow Axial Load for Applied Moment= 17,433.40 Ibs •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• •• • • • •• • • •• • • • • • • • • • • •• • • •• ••• ••• ••• • • • ••• • • • • ••• • • . . . . . 46 ... . . . ... . . Title: Job# Dsgnr: Date: 10:53PM, 3 SEP 15 Description Scope: Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Masonry Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software Fabiano Silveira Add.ecw:CMU Description 8"Reinf. C.M.U. Wall Design (Zone-5)-Existing General Information Code Ref:ACI 530-02 Wall Height 11.75ft Seismic Factor 0.0000 fm 1,500.0 psi Parapet Height 1.50 ft Calc of Em=fm` 900.00 Fs 24,000.0 psi Duration Factor 1.330 Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Grout @ Rebar Only Rebar Size 5 Medium Weight Block Rebar Spacing 48 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 4.600 in Loads Uniform Load Concentric Axial Load Wind Load 43.000 psf Dead Load 553.000#/ft Dead Load 0.000#/ft Live Load 330.000#/ft Live Load 0.000 Wit Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 1,350,000 psi Rebar Area 0.078 in2 np 0.03641 j 0.92137 n: Es/Em 21.481 Radius of Gyration 2.535 in k 0.23590 2/kj 9.20187 Wall Weight 49.000 psf Moment of Inertia 354.810 in4 Max Allow Axial Stress=0.25 fm(1-(h/140r)^2)"Spinsp 315.82 psi Allow Masonry Bending Stress=0.33 fm"Spinsp= 495.00 psi Allow Steel Bending Stress= 24,000.00 psi Load Combination &Stress Details Summary Axial Bending Stresses Axial Moment Load Steel Masonry Compression Top of Wall in-# lbs psi psi psi DL+LL 0.0 956.5 0.0 0.0 17.33 DL+LL+Wind 580.5 626.5 2,133.7 30.7 11.35 DL+LL+Seismic 0.0 626.5 0.0 0.0 11.35 Between Base&Top of Wall DL+LL 0.0 1,244.4 0.0 0.0 22.54 DL+LL+Wind 8,617.1 914.4 31,673.8 455.2 16.56 DL+LL+Seismic 0.0 914.4 0.0 0.0 16.56 Summary 11.75ft high wall with 1.50ft parapet, Med Wt Block w/8.00in wall w/#5 bars at 48.00ino.c. at center Max. Bending Compressive Stress . . . . . . . . . 471.77 OK Allowable . . . . . . . . . . . . . . . . . . . . 658.35 OK Max. Axial Only Compressive Stress . . . . . . . . . 22.54 psi Allowable . . . . . . . . . . 315.82 OK Max Steel Bending Stress . . . . . . . . . . . .9• .•: : � K.3.16;phi•• Allowable . . . . . . . . . . .. ... .. . . . .. . •.• . •.• •• . .. . . . . . . . . . . . .. . . .. • • . • ... . . . . 0:0:0 . . . . . . . . . . . . .. .. . . .. .. 47 ... . . . ... . . Title: Job# Dsgnr: Date: 10:53PM, 3 SEP 15 Description Scope Rev: 580000 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Masonry Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software Fabiano_Silveire Add.ecw:CMU Description 8"Reinf. C.M.U. Wall Design (Zone-5)-Existing Final Loads & Moments Wall Weight moment @ Mid Ht 361.38 lbs Wind Moment @ Mid Ht 8,617.14 in-# Seismic Moment @ Mid Ht 0.00 in-# Dead Load Moment @ Top of Wali 0.00 in-# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Load 553.00 lbs Total Live Load 330.00 lbs Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load= 6,529.37 in-# Maximum Allow Axial Load for Applied Moment= 17,433.40 lbs •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• •• • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • .. .. . • •• .. 48 ... . . . ... . • JOB ' J.C.D. ARCHITECT , Inc. ADDRESS ' LEED ACCREDITED PROFESSIONALPROJECT No SHEET Nu-OF CALCULATED BY DATE CHECKED BY DATE 1/30/2015 WIND10 0-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Description: Fabiano Silveira Company Name: J.C.D. Analysis by: O.G. User Input Data Calculated Parameters Structure Type Building Basic Wind Speed V 175 mph Hurricane Prone Region(V>100 mph) Struc Category(I, 11, 111,or IV II Table 6-2 Values Exposure(B, C,or D) C Alpha 1 9.500 Struc Nat Frequency n1 1 Hz z 1 900.000 Slope of Roof 0.3 :12 Slope of Roof(Theta) 1.2 Deg Type of Roof Monoslope Kd Directonalit Factor 0.85 Eave Height(Eht) 20.50 ft Ridge Height(RHt) 21.42 ft Mean Roof Height(Ht) 20.92 ft Width Perp. To Wind Dir B 74.00 ft At= 0.105 JjWidth Paral.To Wind Dir L 74.00 Ift Bt= 1.000 Bm = 0.650 Calculated Parameters Cc= 0.200 Type of Structure I = 500.00 ft Height/Least Horizontal Dim 0.28 Epsilon = 0.200 Flexible Structure No lZmin = 15.00 ft Gust Factor Category I: Rigid Structures -Simplified Method Gust1 I For rigid structures Nat Freq > 1 Hz use 0.85 1 0.85 Gust Factor Category ll: Rigid Structures-Complete Analysis Zm Zmin 15.00 ft Izm Cc*(33/z)^0.167 0.2281 Lzm 1*(zm/33)"Epsilon 427.06 ft Q 1/ 1+0.63*((Min(B,L)+Ht)/Lzm ^0.63)^0.5 0.8965 Gust2 0.925* 1+1.7*Izm*3.4*Q/ 1+1.7*3.4*Izm 0.8705 Gust Factor Summary G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gc l Max+ Max- Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings .. ... •0.18 1 • - !'I'8 Enclosed Buildings •'0. 8: .. ... .. . . . .. .. . . . . . . . . . . ..0 see Developed by Mace Enterprises,Inc.Copyright 2010 ;J.C;D. : :•: : : : Page No.1 of 5 50 ... . 1/30/2015 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev Kz Kzt qz Pressure Ib/ft^2 Windward Wall* Leeward Wall Total Shear Moment ft Ib/ft"2 +GCpi -GCpi +GCpi -GCpi +/-Gcpi (Kip) (Kip-ft) 21.42 0.92 1.00 60.98 30.54 52.38 -36.71 -14.86 67.25 2.49 0.62 20.92 0.91 1.00 60.67 30.34 52.18 -36.71 -14.86 67.04 4.57 1.68 20.5 0.91 1.00 60.41 30.16 52.00 -36.71 -14.86 66.87 7.05 3.26 20 0.90 1.00 60.10 29.95 51.79 -36.71 j -14.86 66.66 31.71 66.68 15 0.85 1.00 56.57 27.55 49.39 1 -36.71 -14.86 64.25 103.03 1156.49 Note: 1)Positive forces act toward the face and Negative forces act away from the face. Fiqure 6.5.12.2.4 Parapets Type of Parapet Enclosed Top Elevation of Parapet 22.00 ft Parapet-Windward Pressure 110.38 Ib/ft^2 Parapet-Leeward Pressure -67.45 Ib/ft^2 Fiqure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind-Force Resisting Systems hod 2) het B h z I: ♦I L Variable Formula Value Units Kh 2.01*(Ht/z ^2/Alpha 0.91 Kht Topographic factor(Fig 6-4) 1.00 Qh .00256*(V)^2*Kh*Kht*Kd 60.67 psf Khcc Comp&Clad: Table 6-3 Case 1 0.91 Qhcc 1.00256*VA 2*Khcc*Kht*Kd 1 60.67sf Wall Pressure Coefficients,Cp Surface C Windward Wall See Pi ure 6 .t f Pr s res 0.8 Roof Pressure oefficients,C115 Roof Areas .ft. - Reduction Factor •;• ••• •• 1.00 .. . . . . . . . . . . . .. . . .. . . . . Developed by Mace Enterprises,Inc.Copyright 2010 Page No.2 of 5 . . .. .. 51 ... . . . ... . . 1/30/2015 WIND10 v3-20 Detailed Wind Load Design Method 2per ASCE 7-10 Calculations for Wind Normal to 74 ft Face Cp Pressure(psf) dditioncl Runs may be req'd for other wind directions +GCpi -GCpi Leeward Walls(Wind Dir Normal to 74 ft wall) -0.50 -36.71 -14.86 Leeward Walls(Wind Dir Normal to 74 ft wall) -0.50 -36.71 -14.86 Side Walls -0.70 -47.02 -25.18 Overhang Bottom (Applicable on Windward only) 0.80 41.08 41.08 Roof-Wind Normal to Ride Theta<10 -for Wind Normal to 74 ft face Dist from Windward Edge: 0 ft to 41.84 ft-Max Cp -0.18 -20.20 1.64 Dist from Windward Edge: 0 ft to 10.46 ft-Min Cp -0.90 -57.34 -35.49 Dist from Windward Edge: 10.46 ft to 20.92 ft-Min CI -0.90 -57.34 -35.49 Dist from Windward Edge: 20.92 ft to 41.84 ft-Min C -0.50 -36.71 -14.86 Roof-Wind Parallel to Ride All Theta -for Wind Normal to 74 ft face Dist from Windward Edge: 0 ft to 41.84 ft-Max Cp -0.18 -20.20 1.64 Dist from Windward Edge: 0 ft to 10.46 ft-Min Cp -0.90 -57.34 -35.49 Dist from Windward Edge: 10.46 ft to 20.92 ft- Min CI -0.90 -57.34 -35.49 Dist from Windward Edge:20.92 ft to 41.84 ft- Min CI -0.50 -36.71 -14.86 Dist from Windward Ed e: >41.84 ft -0.30 -26.39 -4.55 11 * Horizontal distance from windward edge Figure 6-10 - External Pressure Coefficients, GCpf Loads on Main Wind-Force Resisting Systems w/Ht<=60 ft Kh= 2.01*(Ht/zg)"(2/Alpha) = 0.91 Kht= Topographic factor(Fig 6-2) = 1.00 Qh= 0.00256*(V)^2*Kh*Kht*Kd = 60.67 Theta= Angle of Roof = 1.2 Deg 6 ' 3 4 6 V 9cow Transverse Direction Longitudinal Direction Torsional Load Cases .. ... . . . . . .. . .. . . . . ... . Wind Pressures on Main WKhd Farce Res istirng•9 stem Surface GCpf +GCpi -GCpi qh Min P Max P ... s 1 0.40 0.18 -0.18 6 .1.3.35 35.19 2 -0.69 0.18 *:-036 6 .5 .7D . -30.94 ... . . . . ... . . Developed by Mace Enterprises,Inc.Copyright 2010Page No.3 of 5 . .. .. . . . .. .. 52 ... . . . ... . . 1/30/2015 WIN D10 v3-20 Detailed Wind Load Design Method 2) per ASCE 7-10 3 1 -0.37 0.18 -0.18 60.67 -33.37 -11.53 4 -0.29 0.18 -0.18 60.67 -28.52 -6.67 5 -0.45 0.18 -0.18 60.67 -38.22 -16.38 6 -0.45 0.18 -0.18 60.67 -38.22 -16.38 1E 0.61 0.18 -0.18 60.67 26.09 47.93 2E -1.07 0.18 -0.18 60.67 -75.84 -54.00 3E -0.53 0.18 -0.18 60.67 43.08 -21.24 4E -0.43 0.18 1 -1.18_j 60.67 1 -37.01 1 -15.17 *p= qh* (GCpf-GCpi) Figure 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/Ht<=60 ft 2a 2a 2a 4 31 ---------- , 2 The Ht 3" a Note: The image shows a Gabled roof, but Fig 6-11 also applies to some monoslope cases a= 7.4 ==> F 7.40 ft Double Click on any data entry line to receive a help Screen Component width Span Area Zone GCp Nind Press Ib/ft" (ft) ft (ft-2) Max Min Max Min GT-1 4.5 26 225.33 1 0.20 -0.90 23.06 -65.53 GT-1 4.5 26 225.33 2 0.20 -1.10 23.06 -77.66 T-1 2 26 225.33 1 0.20 -0.90 23.06 -65.53 T-1 2 26 225.33 2 0.20 -1.10 23.06 -77.66 T-2 2 36 432.00 1 0.20 -0.90 23.06 -65.53 T-2 2 36 432.00 2 0.20 -1.10 23.06 -77.66 J-1 1.33 16 85.33 1H 0.21 -1.61 12.55 -97.50 J-1 1.33 1 16 85.33 2H 0.21 -1.61 12.55 -97.50 J-1 1.33 16 85.33 3H 0.21 -0.94 12.55 -56.90 0.00 Wall 1 14 6C33 4 T7-7-" -0.86 57.67 -63.13 Wall 1 14 6 3 :477- -1.00 57.67 -71.65 GT-2 4.5 36 432.00 1 0.20 -0.90 23.06 -65.53 GT-2 4.5 36 J32.QQ, 2 0. -1.10 23.06 -77.66 • 0.00' OH 2 2 •4.00;. ;1 H ; • Q30 -1.70 1 18.20 -103.14 ... . . . . ... . . Developed by Meca Enterprises,Inc.Copyright 2010 Page No.4 of 5 . .. .. . . . .. .. 53 ... . . . ... . . 1/30/2015 WIND10 0-20 Detailed Wind Load Desi n (Method 2) per ASCE 7-10 OH 2 2 4.00 2H 0.30 1 1.70 1 18.20 -103.14 OH 2 2 4.00 3H 0.30 1 -2.80 1 18.20 -169.89 0.00 Note:* Enter Zone 1 through 5, or 1 H through 3H for overhangs. .. ... . . . . . .. . . . . . . . . . . . .. . . . . ... . .. ... .. . . . .. . •.• . 0 :0 •• . .. . • . . .. .••. . . . . . .. 000 .. Goo . .. Developed by Mace Enterprises,Inc.Copyright 2010 : : : :4 O: : : Page No.5 of 5 . . . . . 54 . •• •• . . . •• .. ... . . . ... . . 12/11/2014 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Description: Fabiano Silveira Company Name: J.C.D. Analysis by: O.G. User Input Data Calculated Parameters Structure Type Building Basic Wind Speed (V) 175 mph Hurricane Prone Region(V>100 mph) Struc Category(1, 11, III, or IV II Table 6-2 Values Exposure(B, C,or D) C Alpha 1 9.500 Struc Nat Frequency n1 1 Hz z = 900.000 Slope of Roof 0.3 :12 Slope of Roof(Theta) 1.2 Deg Type of Roof Monoslope Kd Directonali Factor 0.85 Eave Height(Eht) 20.50 ft Ridge Height(RHt) 21.42 ft Mean Roof Height(Ht) 20.92 ft Width Perp. To Wind Dir B) 74.00 ft At= 0.105 Width Paral.To Wind Dir L 74.00 Ift Bt= 1.000 Bm = 0.650 Calculated Parameters Cc= 0.200 Type of Structure I = 500.00 ft Height/Least Horizontal Dim 0.28 Epsilon = 0.200 Flexible Structure No Zmin = 15.00 ft Gust Factor Category I: Rigid Structures-Simplified Method Gust1 I For rigid structures Nat Freq > 1 Hz use 0.85 1 0.85 Gust Factor Category II: Rigid Structures-Complete Analysis Zm Zmin 15.00 ft Izm Cc*(33/z)^0.167 0.2281 Lzm 1* zm/33 ^Epsilon 427.06 ft Q (1/(1 0.63%Min(B,L)+Ht)/Lzm ^0.63 ^0.5 0.8965 Gust2 0.925* 1+1.7*Izm*3.4*Q/ 1+1.7*3.4*Izm 0.8705 Gust Factor Summary G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 Fig 6-5 Internal Pressure Coefficients for Buildings, GcP1 Condition Gc i Max+ Max- Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings •• 0000 •0.180 -0.18 Enclosed Buildin s .. .•: : : Q0.60 -0.18 .. ... .. . . . .. . ... . ... .. . . . .. . . .. . . .. .. . . . . . . .. . . .. . . . . ... . . . . . . Developed by Mace Enterprises,Inc.Copyright 2010 : : : :4.�.D.. .; ; ;... Page No.1 of 5 . . 55. .. .. . . . .. ... . . . 090 0 . 12/11/2014 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev Kz Kzt qz Pressure Ib/ft^2 Windward Wall* Leeward Wall Total Shear Moment ft Ib/ft"2 +GCpi -GCpi +GCpi -GCpi +/-Gcpi (Kip) (Kip-ft 21.42 0.92 1.00 60.98 30.54 52.38 -36.71 -14.86 67.25 2.49 0.62 20.92 0.91 1.00 60.67 30.34 52.18 -36.71 -14.86 67.04 4.57 1.68 20.5 1 0.91 1.00 1 60.41 30.16 52.00 -36.71 -14.86 66.87 7.05 3.26 20 0.90 1.00 60.10 29.95 51.79 -36.71 -14.86 66.66 31.71 66.68 15 0.85 1.00 56.57 27.55 1 49.39 -36.71 1 -14.86 64.25 103.03 1156.49 Note: 1) Positive forces act toward the face and Negative forces act away from the face. Figure 6.5.12.2.4 Parapets Type of Parapet Enclosed Top Elevation of Parapet 22.00 ft Parapet-Windward Pressure 110.38 Ib/ft^2 Parapet-Leeward Pressure -67.45 Ib/ft^2 Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind-Force Resisting Systems hod 2) het B h z '4' '& '� '& . . . . F - T L 04 14 t Variable Formula Value Units Kh 2.01*(Ht/z ^2/Alpha 0.91 Kht Topographic factor(Fig 6-4) 1.00 Qh .00256*(V)^2*Kh*Kht*Kd 60.67 psf Khcc Comp&Clad:Table 6-3 Case 1 0.91 Qhcc .00256*V^2*Khcc*Kht*Kd 1 60.67 sf Wall Pressure Coefficients, Cp Surface •• ••• .. C Windward Wall See Fi re 6.5:17.?. fbr r4s r s 0.8 Roof Pressure Coefficients,Cp Roof Areas .ft.) - Reduction Factor • • • • • • • • 1 1.00 .. . . . . . . . . . . . .. . . % . . . . ... . . . . ... . . Developed by Meca Enterprises,Inc.Copyright 2010 Page No.2 of 5 .. .. . . .. .. 56 ... . . . ... . . 12/11/2014 WIND10 0-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Description: Fabiano Windows Company Name: J.C.D. Analysis by: O.G. User Input Data Calculated Parameters Structure Type Building Basic Wind Speed (V) 175 mph Hurricane Prone Region(V>100 mph) Struc Category(I, II, III,or IV II Table 6-2 Values Exposure B, C,or D C Alpha 1 9.500 Struc Nat Frequency n1) 1 Hz z 1 900.000 Slope of Roof 0.3 :12 Slope of Roof(Theta) 1.2 De Type of Roof Monoslope Kd Directonalit Factor 0.85 Eave Height(Eht) 20.50 ft Ride Height(RHt) 21.42 ft Mean Roof Height(Ht) 20.92 ft Width Perp.To Wind Dir(B) 74.00 ft At= 0.105 Width Paral.To Wind Dir L 74.00 ft Bt= 1.000 Bm= 0.650 Calculated Parameters Cc= 0.200 Type of Structure I = 500.00 ft Height/Least Horizontal Dim 0.28 Epsilon = 0.200 Flexible Structure No Zmin= 15.00 ft Gust Factor Category l: Rigid Structures-Simplified Method Gust1 I For rigid structures(Nat Freq > 1 Hz)use 0.85 1 0.85 Gust Factor Category II: Rigid Structures-Complete Analysis Zm Zmin 15.00 ft Izm Cc* (33/z)^0.167 0.2281 ELzm 1* zm/33)A Epsilon 427.06 ft Q 1/ 1+0.63*((Min(B,L)+Ht)/Lzm)^0.63 ^0.5 0.8965 Gust2 0.925* 1+1.7*Izm*3.4*Q/ 1+1.7*3.4*Izm 0.8705 Gust Factor Summary G ISInce this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.85 Fig 6-5 Internal Pressure Coefficients for Buildings, Gcpi Condition Gc i Max+ Max- Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings ;0.j8' -0.18 Enclosed Buildings •• ...0. 8 -0.18 .. ... .. . . . .. . ... . ... .. . .. . . . . . . . . . . . V . . .. . . . . ... . . . . ... . . Developed by Mace Enterprises,Inc.Copyright 2010 A : Page No.1 of 5 •• .. . . • .. .. ... . . . ... . 0 57 12/11/2014 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 6.5.12.2.1 Desian Wind Pressure - Buildings of All Heights Elev Kz Kzt qz Pressure Ib/ft^2 Windward Wall* Leeward Wall Total Shear Moment ft Ib/ft^2 +GC i -GCpi +GCpi -GCpi +/-Gcpi Kip Kip-ft 21.42 0.92 1.00 60.98 30.54 52.38 -36.71 -14.86 67.25 2.49 0.62 20.92 0.91 1.00 60.67 30.34 52.18 -36.71 -14.86 67.04 4.57 1.68 20.5 0.91 1 1.00 60.41 1 30.16 52.00 -36.71 -14.86 66.87 7.05 3.26 20 0.90 1.00 60.10 29.95 51.79 -36.71 -14.86 66.66 31.711 66.68 15 0.85 1 1.00 56.57 27.55 1 49.39 1 -36.71 1 -14.86 1 64.25 103.031 1156.49 Note: 1)Positive forces act toward the face and Negative forces act away from the face. Figure 6.5.12.2.4 Parapets Type of Parapet Enclosed Top Elevation of Parapet 22.00 ft Parapet-Windward Pressure 110.38 Ib/ft^2 Parapet-Leeward Pressure -67.45 Ib/ft^2 Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind-Force Resisting System hod 2) het B h z I: L - -t-__H Variable Formula Value Units Kh 2.01*(Ht/zg)^(2/Alpha) 0.91 Kht Topographic factor(Fig 6-4) 1.00 Qh .00256*V^2*Kh*Kht*Kd 60.67 psf Khcc Comp&Clad: Table 6-3 Case 1 0.91 Qhcc 1.00256*VA 2*Khcc*Kht*Kd 60.67 sf Wall Pressure Coefficients,Cp • Surface •• ••• •• C Windward Wall See Fi ure 6.5r12.fl' r res;ures 0.8 . . . . . Roof Pressure Coefficients,Cp Roof Areas .ft.) - Reduction Factor 1.00 . % . . .• . . . . ••• • ... . . . . ... . . Developed by Meca Enterprises,Inc.Copyright 2010 • S.�ESD. • Page No.2 of 5 . .. .. ... . .. .. 58 ... . ... . . 12/11/2014 WIND10 v3-20 Detailed Wind Load Design Method 2per ASCE 7-10 Calculations for Wind Normal to 74 ft Face Cp Pressure(psf) dditicnal Runs may be req'd for other wind directions +GCpi -GCpi Leeward Walls(Wind Dir Normal to 74 ft wall) -0.50 -36.71 -14.86 Leeward Walls(Wind Dir Normal to 74 ft wall) -0.50 -36.71 -14.86 Side Walls -0.70 -47.02 -25.18 Overhang Bottom(Applicable on Windward only) 0.80 41.08 41.08 Roof-Wind Normal to Ride Theta<10 -for Wind Normal to 74 ft face Dist from Windward Edge: 0 ft to 41.84 ft-Max Cp -0.18 -20.20 1.64 Dist from Windward Edge: 0 ft to 10.46 ft-Min Cp -0.90 -57.34 -35.49 Dist from Windward Edge: 10.46 ft to 20.92 ft-Min CI -0.90 -57.34 -35.49 Dist from Windward Edge:20.92 ft to 41.84 ft-Min C -0.50 -36.71 -14.86 Roof-Wind Parallel to Ride All Theta -for Wind Normal to 74 ft face Dist from Windward Edge: 0 ft to 41.84 ft-Max Cp -0.18 -20.20 1.64 Dist from Windward Edge: 0 ft to 10.46 ft-Min Cp -0.90 -57.34 -35.49 Dist from Windward Edge: 10.46 ft to 20.92 ft-Min CI -0.90 -57.34 -35.49 Dist from Windward Edge:20.92 ft to 41.84 ft- Min CI -0.50 -36.71 -14.86 Dist from Windward Edge: >41.84 ft -0.30 -26.39 4.55 *Horizontal distance from windward edge Figure 6-10 - External Pressure Coefficients, GCpf Loads on Main Wind-Force Resisting Systems w/Ht<=60 ft Kh= 2.01*(Ht/zg)^(2/Alpha) = 0.91 Kht= Topographic factor(Fig 6-2) = 1.00 Qh= 0.00256*(V)^2*Kh*Kht*Kd = 60.67 Theta= Angle of Roof = 1.2 Deg 4 8 4 6 13 3 r 4 02 V OWN � c M Transverse Direction Longitudinal Direction Torsional Load Cases .. ... . . . . . .. .. . . . . % . Wind Pressures on Ma1VW1AfforU Rdsislinb8gstern Surface GCpf +GCpi -GCpi qh Min PMax P ... s .. s 1 0.40 0.18 10.1 6067• ft5• 35.19 2 -0.69 0.18 J0.1 • -6p.67•• -!1 .99• -30.94 ... . . r. . ... Developed by Meca Enterprises,Inc.Copyright 2010 OD. Page No.3 of 5 . . . ... . .. .. 59 ... . 12/11/2014 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 3 1 -0.37 0.18 -0.18 60.67 -33.37 -11.53 4 -0.29 0.18 -0.18 60.67 -28.52 -6.67 5 -0.45 0.18 -0.18 60.67 -38.22 -16.38 6 -0.45 0.18 -0.18 60.67 -38.22 -16.38 1E 0.61 0.18 -0.18 60.67 26.09 47.93 2E -1.07 0.18 -0.18 1 60.67 -75.84 -54.00 3E -0.53 0.18 -0.18 60.67 1 -43.08 -21.24 4E -0.43 0.18 -0.18 60.67 1 -37.01 -15.17 *p= qh*(GCpf-GCpi) Figure 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/Ht<=60 ft 2a 2a 41 2' 2a 2 Theta Ht 3 ------2u--- -4 1•- a I Note: The image shows a Gabled roof, but R 6-11 also applies to some monoslope cases a= 7.4 ==> 1 7.40 Double Click on any data entry line to receive a help Screen Component width Span Area Zone GCp Nind Press Ib/ft^ ft ft (ft-2) Max Min Max Min 3.08 3.2 9.86 4 0.90 -0.99 65.53 -70.99 3.08 3.2 9.86 5 0.90 -1.26 65.53 -87.37 B 3.08 4.22 13.00 4 0.88 -0.97 64.43 -69.89 B 3.08 4.22 13.00 5 0.88 -1.22 1 64.43 -85.17 C 4.43 4.22 18.69 4 0.86 -0.95 62.91 -68.37 C 4.43 4.22 18.69 5 0.86 -1.17 62.91 -82.13 D 2.67 9 27.00 4 0.83 -0.92 61.37 -66.83 D 2.67 9 27.00 5 0.83 -1.12 61.37 -79.05 E 3 8 24.00 4 0.84 -0.93 61.86 -67.32 E 3 8 2 0 .84 -1.14 61.86 -80.04 F 5.5 2.67 14.69 ; •.; ; ; ; 0.W -0.96 63.92 -69.38 F 5.5 2.67 1,49 •: : b : : :00.8r, -1.21 63.92 -84.15 G 6 2.67 -V.02 a ' -0.96 63.55 -69.01 G 6 2.67 16.02 5 0.87 -1.19 63.55 -83.42 H 3 9 •27.99• •4 ••• 0,$3 a E-0.92 61.37 -66.83 H 3 9 • 27.0 • �3 • 1.12 61.37 -79.05 I 4 9 .0 • • 4 •• e -0.90 60.16 -65.62 Developed by Meca Enterprises,Inc.Copyright 2010 • �D. Page No.4 of 5 • .. •. . . . 60 r 12/11/2014 WIND10 0-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 1 4 1 9 36.00 5 0.81 -1.08 F65,53 .16 -76.64 J 4 8 32.00 4 0.82 -0.91 .66 -66.12 J 4 8 32.00 5 0.82 -1.10 .66 -77.63 K 3 1.17 3.51 4 0.90 -0.99 -7099 K 3 1.17 3.51 5 0.90 -1.26 .53 -87.37 L 8 2.67 21.36 4 0.85 -0.94 62.35 -67.81 L 8 2.67 21.36 5 0.85 -1.16 62.35 -81.01 0.00 1,2 3 9 27.00 4 0.83 -0.92 61.37 -66.83 1, 2 3 9 27.00 5 0.83 -1.12 61.37 -79.05 3 3 8 24.00 4 0.84 -0.93 61.86 -67.32 3 3 8 24.00 5 0.84 -1.14 61.86 -80.04 0.00 Note: *Enter Zone 1 through 5, or 1 H through 3H for overhangs. Developed by Mace Enterprises,Inc.Copyright 2010 .D.� Page No.5 of 5 .. •. ... 61 ... . . ... . . JCD ARCHITECT, INC A.A. #261701 560 1385 CORAL WAY 5U # 407 TEL.#(305)285-4343 MIAMI, FL 33 145 FAX#(305)285-4330 W C CULATIONS . . .... ...... ...... .... ...... FABIANO SILVEIRA ••• •• • 9935 NE 13rd Avenue .... . .. ..:0 Miami Shores Fl . . . . ...... OF Flo / .9 �p AV J A 1p�g4jDavi( " rFRED FULL ARCHITECTURAL 5ERVICE5 cas RE5IDENTIAL ca COMMERCIAL cz CUSTOM DE51GN cas LEED CERTIFICATION JUANCDAVID@JCDARCHITECT.COM ASCE 7-10 Wind Loads on Buildings (Directional Procedure) per ASCE 7-10 Figure 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/Ht<=60 ft 5 �5 Ht 4 4 1 ;2 i a a '----- a as a Hipped Roof 7 <'Theta<= 27 •••• . . .... ...... ...... .... ...... a= 7.4 =_> 7.40 ft •"' • FACTOREDA��OWr4BLE �� •• ••• Component Area Zone GCp Wind Press (Ib/ft^2) WindA*&&(Ib/VA ...... (ft-2) Max Min Max Min Mau.. . Min A 9.86 4 1.00 -1.10 87.80 -95.24 52!68 • -57.16 •••• • A 9.86 5 1.00 -1.40 87.80 -117.57 5468,', -70.91 ,•„ B 4.22 4 1.00 -1.10 87.80 -95.24 52.0a • -57.1;x• •, • B 4.22 5 1.00 -1.40 87.80 -117.57 52.68 -70.54' C 18.69 4 0.9_5_ -1.05 84.23 -91.68 50.54 -55.01 C 18.69 5 0.95 -1.30 84.23 -110.43_ 50.54 -66.26 D _ 27.00 4 0.92 -1.02 82.14 -89.58 49.28 -53.75 _ D 27.00 5 0.92 -1.25 82.14 -106.23 49.28 -_63.74 E 24.00 4 0.93 -1.03 82.81 -90.25 49.68 -54.15 E 24.00 5 0.93 -1.27_ 82.81_ -107.58 49.68 -64.55 _ F 14.69 4 0.97 -1.07 85.61 -93.05 51.37 -55.83 F 14.69 5 6.97 -1.34 85.61 -113.18 51.37 -67.91 G 14.69 4 0.97 -1.07 85.61 -93.05 51.37 -55.83 G 14.69 _5 0.97 -1.34 85.61 -113.18 51.37 -67.91_ H 27.00 4 _ 0.92 -1.02 82.14 -89.58 4-9.2-8 ---5175- H 27.00 5 0.92 -1.25 82.14 -106.23 49.28 -63.74 _ 36.00 4 0.90 -1.00 80.49 47.93 48.30 -52.76 I 36.00 5 0.90 -1.20 80.49 -102.95 48.30 -61.77 J 32.00 4 0.91 -1.01 81.17 -88.61 _48.70 -53.16 J 32.00 5 0.91 -1.22 81.17 -104.29 48.70 -62.58 K 4.50 4 1.00 -1.10 87.80 -95.24 52.68 -57.15 K 4.50 5 1.00 -1.40 87.80 -117.57 52.68 -70.54 C 21.28 4 0.94_ -1.04 83.49 -90.94 50.10 -54.56 L 21.28 5 0.94 -1.28 83.49 -108.95 50.10 -65.37 M- 21.00 4 0.94 -1.04 83.57 -91.01 50.14 -54.61 M 21.00 5 0.94_ -1.29 83.57 -109.10 50.14 -65.46 N 13.00 4 0.98 -1.08 86.31 -93.75 _ 51.78 -56.25 N 13.00 5 0.98 -1.36 86.31 -114.57 51.78 -68.74 1,2 27.00 4 0.92 -1.02 82.14 -89.58 49.28 -53.75 1,2 _ 27.00 5 0.92 -1.25 82.14 -106.23 49.28 -63.74 3 24.00 4 0.93 -1.03 82.81 -90.25 49.68 -54.15 3 24.00 5 0.93 -1.27 82.81 -107.58 49.68 -64.55 ASCE 7-10 Wind Loads on Building_ s (Directional Procedure) per ASCE 7-10 _ Note: * Enter Zone 1 through 5, or 1 H through 3H for overhangs. sees . . sees sees.. sees.. sees ease.. 609..9 . 9 sees.. 4e69 :00 • W e sees 9 .. sees. .....9 sees .9... sees.. ,sees. .. sees L �� SIFUCT� rtA f.YV = V MIAMI•DADE �PPROVL D a, ,..., bIIAI.II-DADE COUNTY RODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECON MIC RESO CES j 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISI N (786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE A www.miamidade.Qov/economy US Aluminum,Inc.—Division of C.R.Laurence C ., 7500 NW 69'h Avenue Miami,FL 33166 1 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 HulTicane Zone. DESCRIPTION: Seizes "DHS-50011 Aluminum Storefront System—L.M.I. APPROVAL DOCUMENT:Drawing No.W02-27,titled"US Aluminum Series `DHS-500' Storefront Sys.-&M.I.)",sheets I through 11 of 11,dated 03-29-02,with revision G dated 02/11/14,prepared by Al Farooq Corporation,signed and sealed by Javad Ahmad, P.E.,bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or I/vy(�o!c' state + . . 91J.. � ..&..* model/series, and following statement: "Miami-Dade County Product Control Appi•4CW% unigss�otherwise.• noted herein. 606:96 6060:6 RENEWAL of this NOA shall be considered after a renewal application has beleVffldd and thele has bdwi..: no change in the applicable building code negatively affecting the performance of-dii s product:••• 6 0 6 TERMINATION of this NOA will occur after the expiration date or if there has-+e"a revision-or char;9- 9 . 0000.0 in the materials, use, and/or manufacture of the product or process. Misuse of th1S MOA as In endorsemtht•;• of any product, for sales, advertising or any other purposes shall automatically t@*M:Aate this NOA. Failure'. to comply with any section of this NOA shall be cause for termination and removil of eOA. ;••• • ADVERTISEMENT: The NOA number preceded by the words Miami-Dade! dounty�•F4e Aida, 000: followed by the expiration date may be displayed in advertising literature. If any portion d'Pth�NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA#11-0927.06 and consists of t ' age 1 and evidence pages E-1,E-2 and E-3,as well as approval document mentioned above. The submitted documentation was reviewed by Manuel �'��F�F. 40 C. Q NOA No.14-0331.02 MIAMi•DADE COUNTY f rA�7.0 Exp ion Date: May 20,2019 ming, now ;Ap val Date: May 08,2014 0015344 Page 1 RFD AFtG�� US Aluminum,Inc.—Division of C.R. Laurence Co.,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. W02-27, titled "US Aluminum Series "DHS-500" Storefront Sys (L:M.I.)", sheets 1 through 1 i of 11, dated 03/29/02, with revision G dated 02/11/14, prepared by Al-Farooq Corporation,signed and sealed by Javad Ahmad, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2)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 series DHS-500 aluminum window wall/storefront system, prepared by Fenestration Testing Laboratory,Inc., Test Report No. FTL-6554,dated 07/08/11,signed and sealed by Marlin D. Brinson, P.E. (Submitted under previous NOA No. 11-0929.06) 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 series DHS-500-1 aluminum window wall system,prepared by Fenestration Testing Laboratory,-Inc., •••••• Test Report No. FTL-6075, dated 10/19/09,signed and seale8.by Z lio E,.Qgnzalez, .• P.E. • ...... .. . ...... (Submitted under previous NOA #10-0308.02) '••'•' 3. Test reports on: 1) Air Infiltration Test,per FBC, TAS 202-94::::- ;••••• ••••• 2) Uniform Static Air Pressure Test,Loadingpc;.RBC T.AS 202-94..:..' 3) Water Resistance Test, per FBC, TAS 202`-94*•• ••••• ••••;• 4)Large Missile Impact Test per FBC, TAS 201: •• 5) Cyclic Wind Pressure Loading per FBC,TAS 203-94;•••0• ••, along with marked-up drawings and installation diagram of series IOHS-5A0-I• •'• aluminum storefront system,prepared by Fenestration Testing Laborator}r,•In .,Test Report No. FTL-5662, dated 06/19/08, signed and sealed by Carlos Rionda, P.E. (Submitted under previous NOA #09-02X8.05) Manuel Perez P.E. Product Controf a liner -- NOA No.. - 31.02 Expiration Date: May 20,2019 Approval Date: May 08,2014 E-1 t , US Aluminum,Inc.—Division of C.R. Laurence Co.,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS(CONTINUED) 4. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3) Water Resistance Test,per FBC,TAS 202-94 4)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 series DHS-500 aluminum window wall system,prepared by Fenestration Testing Laboratory,Inc., Test Report No. FTL-4115, dated 03/24/04,signed and sealed by Edmundo Largaespada,P.E. (Submitted under previous NDA #04-0331.02) 5. 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 series DHS-500 aluminum window wall system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4042, dated 01/26/04,signed and sealed by Edmundo Largaespada, P.E. (Submitter)under previous NOA #04-033.1.02) C. CALCULATIONS: 1. Anchor verification calculations and structural analysis, complying with FBC-2007 and FBC-2010, prepared by Al-Farooq Corporation,dated 09/15/11,signed and sealed by Javad Ahmad, P.E. (Submitted under previous NOA No. 11-0927.06) ."". 2. Glazing complies with ASTM E1300-04 0 see • .. . .. . 0000.. 000 0009.0 D. QUALITY ASSURANCE •••'•• • 0000.. 1. Miami-Dade Department of Regulatory and Economic ResorkM JRER):•••:• • E. MATERIAL CERTIFICATIONS •• ••• ••••;• 1. Notice of Acceptance No. 13-0129.27 issued to E.I. DuPontamdmours & Co.,Inc.'. for their"DuPont Butacite®PVB Interlayer" dated 04/11/J3, ey,piringen.•12/11/1,4.•*•, 2. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont*UeNomours.&.Co.,Ilse. for their"DuPont SentiyGIas®Interlayer"dated 08/25/11, expiring on 01/1207, 3. Notice of Acceptance No. 13-0814.01 issued to Oklcastle Glass Inc. for their "StormGlaW"I Glass Interlayer", dated 10/24/13, expiring on 12/11/18. Manuel Perez, E. Product Control F,6n ner t --- NOA No. 1'. 1.02 Expiration Date: May 20,2019 Approval Date: May 08,2014 E-2 e US Aluminum,Inc.—Division of C.R.Laurence Co.,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC-5'h Edition (2014), issued by Al—Farooq Corporation, dated May 1, 2014, signed and sealed by Javad Ahmad,P.E. 2. Statement letter of conformance with the FBC-2007 and FBC-2010,and of no financial interest, dated December 05, 2011, signed and sealed by Javad Ahmad,P.E. (Submitted under-previous NOA No. 11-0927.06) G. OTHERS 1. Notice of Acceptance No. 11-0927.06, issued to US Aluminum, Inc. — Division of C.R. Laurence., Inc, for their Series "Delta Doors DHS-500" Aluminum Storefront System,approved on 12/15/11 and expiring on 05/20/14. . . .... ...... ...... .. . ...... ....% .... . ..... ...... . . ..... .. .. . ...... . . . . ...... ....% . .. . .... . . Manuel JP • ,P.E. Product Coiitrbl Ex miner NOA No: - 331.02 Expiration Date: May 20,2019 Approval Date: E-3 D.L. OPG. D.L. OPG. D.L. OPG. D.L. OPG. U o In SEE SHEET 2 SEE SHEET 2 SEE SHEET 2 In SEE SHEET 2 ^ N A U U A Z I-I I-- - I- --------- I H W I �0 I 1 i 0B DT D G=-==______ 0 G a ggg $ a / tj n 1:5 a w o w a r00 0. wl p ^� 'I / O o.M Q Weil 00 //' 0 N CSS=- -,_-_ �O Q15 7 W o` U o SEE 'US\ALUMIN M' e m z w ii IMPACT DOOR INCA 05 c FOR DOOR RAQIN�, S ` it & DETAILS. N J I -- .- -- - ELji'-o8 k b --- ----' ! b E`3LLn 4" MAX. TYP. 4"MAX. TYP. 17" MAX. MAX. MULLION SPACING j 4" MAX. TYP. 17"MAX. a 0 Z HEAD SILL HEAD SILL HEAD SILL SEE SHEET 3 \ ANCHORS A, 8 OR C Z o J / / / \ IN TYPE A. B OR C HEAD/SILL AT N;5 CORNERS CORNERS -2,3 OR 4 AT EACH SIDE OF MULL ,_AT DOOR MULL CORNERS HEAD/SILL SEE SHEET 4 SEE SHEETS 5& 6 FOR QUANTITIES TYPICAL ELEVATIONS �n 3 US ALUMINUM SERIES 'DHS-500' D.L.O. HEIGHT = FRAME HEIGHT - 5.5" (WINDOW WALL SYS. W/O HORIZONTALS) 3 0 0 ALUMINUM WINDOW WALL STOREFRONT SYSTEM D.L.O. WIDTH = FRAME WIDTH - 5.5" (SINGLE PANEL) `o o - THIS SYSTEM MAY BE USED IN CONJUNCTION WITH MIAMI-DADE THIS SYSTEM IS RATED FOR LARGE & SMALL MISSILE IMPACT. MULLION Cl TO CL SPACING 3.75" (MULTIPLE PANELS) J COUNTY APPR'O LARGE MISSILE IMPACT RESISTANT DOORS. SHUTTERS ARE NOT REQUIRED. y g o LOWER DESIGN PRESSURE FROM STOREFRONT OR DOOR APPROVAL WILL APPLY TO ENTIRE SYSTEM. INSTRUCTIONS: CODE REQUIREMENTS FOR SAFEGUARDS MUST BE OBSERVED. USE CHARTS AS FOLLOWS. '��"" •!• �T� } DjTER�IINF•DESIGN WINO LOAD REQUIREMENT RASED THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPI•r WITH THy •• • • Ov wigD YELOCm, Bloc. HEIGHT,WIND ZONE g o g o REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH •• • • • U6149sAPPLIQABLE ASCE 7 STANDARD. LAMINATED GLASS '> VELOCITY HURRICANE ZONE (HVHZ). • • •-_S S C:M • LAM. INSUL, GLASS •• ••• •1I tY•L cAcl1Y of oeslReo cL2ASFs s1iESIGN LOAD LARGE MISSILE IMPACT WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER a o LOADS TO THE STRUCTURE. CHECK MULLION CAPACITY FOR A GNEN SPACING AND I STEP 3 Engr.JAVAO AHHAD e'RODUCT REVISED HEIGHT USING CHARTS ON SHEET 3 FOR STOREFRONT CML m I \vi ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS P>�aY 1hlhePlarllla EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRE�ftj OR:IIJCCO. *00 ••• MULLION•AND SHjEfS 5&6 FOR DOOR MULLION. FIA.PE/70592 ,:u;Idu,B�� c • • THE QAPA9►TY•HOWLO EXCEED THE DESIGN LOAD. C.A.N.5538 i;cceptenao No L 02 ANCHORING OR LOADING CONDITIONS NOT SHOWN IW THESE DETAILS • • • • • • TapiravonDale�/lpjcl y L ARE NOT PART OF THIS APPROVAL. •• • • • STEP*4 DING QR&S CAI SWEETS 4 FOR STOREFRONT MULLION - i, t $ v` v • •• •• •• AND WARTS CAI SYEETS 5& 6 FOR DOOR MULLION { Dy f, A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORPTO WOOD ONLY. • • SELECT•NCHOROPTION WITH DESIGN RATING MORE _;...; MliATndeProduatConvoJ, drawing no. THAN DESIGN LOAD SPECIFIED IN STEP 1 ABOVE. �. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS,THAT COME INTO THE LOWEST VALUE RESULTING FROM STEPS 2,3 ` "F Q'.'�, `' J W02-27 CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS STEP ;2 3 2014 L OF THE FLORIDA BLDG. CODE. ANO 4 SHALL APPLY TO ENTIRE SYSTEM. 5heel of�� • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • CLASS LOAD CAPACITY - PSF GLASS LOAD CAPACITY - PSF 1/4" HEAT STREN'0 GLASS 1/4" HEAT STREN'0 GLASS V GLASS TYPES GLASS TYPE CLASS TYPE CUSS TYPES CLASS TYPE GLASS TYPE .090"Interlayer .075"Inlerloyer w' NO DIMS. 'A' & 'fl' ''C' 'DNOMINAL. DIALS. 'A' &'B' 'C' b' _ n� DuPont SenlryGlos StormGless D.L.O.WIDTH D.L.O.HEIGHT EXT.(+) INT.(-) EXE.(+) MLT.(-) EXT.(+) INT.(-) D.L.O.WIDTH O.L.O.HEIGHT EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) By'E.I. DuPont De Nemours &Co., Inc.' By'Oldcoslle BuildingEnvelope, Inc.' O qrq�� 28" 100.0 130.0 120.0 130.0 80.0 80.0 28" 100.0 130.0 120.0 130.0 _80.0 80.0 ry 0 32' 100.0 130.0 120.0 130.0 80.0 80.0 32' 100.0 130.0 120.0 130.0- 80.0 80.0 1/4" HEAT STREN'D GLASS 1/4"HEAT STREN'0 GLASS f' 36• 100.0 130.0 120.0 130.0 80.0 80.0 36' 100.0 1210.0 120.0 130.0 80.0 80.0 C\ 40' 100.0 130.0 120.0 130.0 80.0 80.o 40' 96' 100.0 130.0 120.0 130.0 80.0 80.0 1 ar 44• 60• 100.0 130.0 120.0 130.0 80.0 80.0 44' 100.0 130.0 120.0 130.0 80.0 80.0 48' 100.0 130.0 120.0 130.0 80.0 80.0_ 48" 100.0 130.0 120.0 130.0 80.0 80.0 m o 10 8 a0 10 I 8 52' 100.0 130.0 120.0 130.0 80.0 80.0 52" 100.0 127.8 120.0 130.0 80.0 80.0 I 4 56• 100.0 130.0 140.0 130.0 80.0 80.0 28' 100.0 130.0 120.0 130.0 80.0 80.0 I I I a0 9 60' 100.0 130.0 120.0 130.0 80.0 80.0 32' 100.0 130.0 120.0 170.0 60.0 80.0 9 9 0 IL<O 28' 100.0 130.0 120.0 130.0 80.0 80.0 36' 100.0 130.0 120.0 130.0 80.0 80.0 __ _ I 0 212" 100.0 130.0_ 120.0 130.0 80.0 80.0 40' 102• 100.0 130.0 120.0 130.0 80.0 80.0 0 o IS2I 36" 100.0 130.0 120.0 130.0 80.0 80.0 44' 100.0 130.0 120.0 130.0 80.0 80.0 40" 100.0 130.0 120.0 130.0 80.0 80.0 48" 100.0 129.4 120.0 130.0 80.0 80.0 Q 9� 44" 66' 100.0 130.0 120.0 130.0 80.0 80.0 28' 100.0 130.0 120.0 130.0 80.0 80.0 GLASS TYPE 'A' GLASS TYPE 48" 100.0 130.0 120.0 130.0 80.0 80.0 32" 100.0 130.0 120.0 130.0 80.0_ 80.0 0 52" 100.0 130.0 120.0 130.0 80.0 80.0 36" 108" 100.0 130.0 120.0 130.0 80.0 80.0 56' 100.0 130.0 120.0 130.0 80.0 80.0 40' 100.0 130.0 120.0 130.0 80.0 80.0 1/4" HEAT STREN'0 GLASS u 60" 100.0 130.0 120.0 j 130.0 80.0 80.0 44" 100.0 130.0 120.0 130.0 80.0 80.0 090" Interloyer y s 28' 100.0 130.0 120.0 130.0 80.0 80.0 28" 100.0 130.0 120.0 130.0 80.0 80.0 DuPont SentryGlos " By 'E.I. DuPont De Nemours & Co., Inc.' o 32" 100.0 130.0 120.0 130.0 80.0 80.0 32' 100.0 130.0 120.0 130.0 80.0 80.0 1/4"HENT STREWD GLASS V R 36" 100.0 130.0 120.0 130.0 80.0 80.0 36' 114" 100.0 130.0 120.0 130.0 80.0 B0.0 1/4" HEAT STREN'D GLASS N V .090"Inlerloyer e 40" 100.0 130.0 120.0 130.0 80.o Bo.O 40" 100.0 130.0 120.0 130.0 80.0 80.0 7/2"AIR SPACE DuPont Butocite PVB 44' 72' 100.0 130.0 120.0 130.0 80.0 80.0 44' 100.0 130.0 120.0 130.0 80.0 80.0 By 'E.I. DuPont De Nemours & Co., Inc.' p 48" 100.0 130.0__12_0.0 130.0 80.0 80.0 44-1/4' 114-1/2' 100.0 130.0 120.0 130.0 80.0 80.0 1/4"TEMP. GLASS 7/4" HEAT STREN'D GLASS cJ a F 52' 100.0 130.0 120.0 130.0 80.0 80.0 - 56" 100.0 170.0_ 120.0 130.0 80.0 80.0 t- U ro 60' 100.0 130.0 120.0 130.0 80.0 80.0 Z m Z m rn c m n ro n - n E 28' 100.0 130.0 [120.0 1 170.0 60.0 80.0 L 8A ,,,rrrlll O z n 32' 100.0 170.0 130.0 80.0_ 80.0 n 1 D I I 4A ^cs 10 I L I I 8 4 a ¢•y v 36" 100.0 170.0 130.0 80.0 80.0 �D.L.O. WIDTH { D.L.O. WIDTH 40• 100.0 130.0 130.0 80.0 80.0 'I I� 9 , O , , ( i d aa^ 78' 100.0 170.0o 130.0 80.0 80.0 4 480 100.0_ 130.0 130.0 80.0 80.0 tic of52• 100.0 130.0 130.0 80.0 80.0 at ;;��y I 56" 100.0 130.0 130.0 80.0 80.0 0 11A 11 "��u60• 100.0 130.00 130.0 80.0 80.0 _ , o28" 100.0 130.00 130.0 80.0 80.0 w %;ii GLASS TYPE 'CGLASS TYPE 'D'- _ _..... _._. _ z pp 32" 100.0 130.0 120.0 130.0 80.0 80.0 36" 100.0_ 130.0 120.0 130.0 80.0 80.0 GLAZING OPTIONS o i 40" 100.0 130.0 120.0 130.0 80.0 80.0 44' 84' 100.0 IJO.0 120.0 130.0 80.0 80.0 48" 100.0 IJ0.0 120.0 130.0_ 80.0 !Aa ••• • • • • • co • $ -' • • • • • • • ON a d q 52" 100.0 I30.0 120.0 I30.0 80.0 •80.0 • •• • • • • •� o S o 56" 100.0 130.0 120.0 130.0 80.0 fto • • • •-� • • E 80' 100.0 130.0 120.0 130.0 80.0 •W.0 ••• •• • • • •• �... 28' 100.0 130.0 120.0 130.0 80.0 80.0 32' 100.0 130.0 120.0 130.0 80.0 80.0 Eng,:JAVAO AHMAD PRODUCT REVISED m r CML as complying with Th.Florida 36" 100.0 130.0 120.0 130.0 80.0 80. • ••• ••• A • FLA PE/70592 Building Coda no 3 40' 100.0 1,30.0 120.0 130.0 800 •80.0 • • • • • • CAN.3538 Acceptance ,,N /• c 44' 90" 100.0 130.0 120.0 130.0 B0. •80.0 P. • • • • • • rzjlirati/(at lYJk • • • • • • • r,rr.r IT •f1, v�i'1i.t:."�/,`` v a £ 48' 100.0 130.0 120.0 170.0 60.0 •ao.o • •• •• • • • • , ., ;,1,7 y F' hZ �.-_.-- • • • • >-.i j �,, J -7r Miand,lade Product Conlro5 P02-27 52" 100.0 130.0 120.0 130.0 eo. eo.o NOTE: I r ') drawing no. s6' ao.o IJo.o 120.0 130.0 60.0 80.0 CLASS CAPACITIES ON THIS SHEET ARE -- "!� ( 1 BASED ON ASTM E1300-09 (3 SEC. GUSTS). (sheet 2 of 11 • • • • • • • • • • • •• •• • • • •• •• JAMB & MULLION LOAD CAPACITY - PSF JAMB & MULLION LOAD CAPACITY - PSP ` I JAMB & MULLIONS WITHOUT INTERMEDIATE HORIZONTALS JAMB & MULLIONS WITHOUT INTERMEDIATE HORIZONTALS J JAMB MULLION MULLION MULLION MULLION MULLION JAMB MULLION MULLION MULLION MULLION MULLION F NOMINAL DIMS. _ 'dl' _ _ 'MI' 'M2' 'M3' 'M4' 'M5' NOMINAL DIMS. 'JI' 'Ml' 'M2' 'M3' 'M4' 'M5' z _--.- EXT.(+) EXT.(+) EXT.(+) EXT.(+) EXT.(+) EXT.(+) EXT. (+) ERT.(+) EXT. (+) EM. (+) EXT.(+) EXT. WIDTH(W) FRAME HEIGHT IM. (-) IM.(-) IM.(-) INT.(-) IM. (-) INT.(-) WIDTH(W) FRAME HEIGHT INT.(-) IM.(-) WT.(-) IM. (-) INT.(-) INT. (-) ,s.`. p N „ 32' 80.0 100.0 130.0 130.0 130.0 130.0 32' 80.0 40.0 170.0 130.0 130.0 130.0 36' 80.0 100.0 130.0 130.0 130.0 130.0 36" 80.0 40.0 130.0 130.0 130.0 130.0 Q 40" 80.0 100.0 130.0 130.0 130.0 130.0 40' 80.0 40.0 130.0 130.0 130.0 130.0 �gC7 44' 80.0 100.0 130.0 130.0 130.0 130.0 44" 80.0 40.0 126.1 130.0 130.0 130.0 I WI I W2 I W3�1_ 48' 72" 80.0 100.0 130.0 130.0 130.0 130.0 48' 102' 80.0 40.0 117.0 130.0 130.0 130.0 C t n 52" 8D.O 100.0 130.0 130.0 130.0 130.0 52' _80.0 40.0 109.5 126.1 130.0 130.0 00 56" 80.0 100.0 130.0 130.0 130.0 130.0 56" 80.0 40.0 103.2 118.8 130.0 130.0 WIDTH (W) - W1 a IY>l9 QyQy 80' 80.0 100.0 130.0 130.0 130.0 130.0 32" 80.0 40.0 130.0 130.0 130.0 130.0 AT FRAME JAMB 0 16 n O op 32" 80.0 100.0 130.0 130.0 130.0 130.0 36' 80.0 40.0 130.0 130.0 130.0 130.0 W2 t W3 W O N WIDTH MULLION _ ?2 36' 80.0 100.0 130.0 130.0 130.0 130.0 40' 80.0 40.0 121.8 130.0 130.0 130.0 AT FRAME IAULLION 2 a W Vj�� 40" __80.0 100.0 130.0 130.0 130.0k 44" 108' 80.0 40.0 111.7 128.5 130.0 130.0 J 5 N g 44" 80.0 100.0 130.0 130.0 130.0 48" 80.0 40.0 103.5 119.1 130.0 130.0 a W�N1� J 48' 78" 80.0 100.0 130.0 130.0 130.0 52" 80.0 40.0 96.7 111.3 122.3 130.0 E 52' 80.0 100.0 130.0 130.0 130.0 J2" 80.0 40.0 130.0 130.0 130.0 130.0 56' 80.0 100.0 130.0 130.0 130.0 36" 80.0 40.0 119.8 130.0 130.0 130.0 60" BOD 100.0 130.0 130.0 130.0 40" 114' 80.0 40.0 108.7 125.1 130.0 130.0 32" 80.0 100.0 130.0 130.0 130.0 44' 80.0 40.0 99.6 114.7 126.0 130.0 N 36" 80.0 100.0 130.0 130.0 130.0 130.0 48' 80.0 40.0 92.2 106.2 116.7 130.0 p 40" 80.0 100.0 130.0 130.0 130.0 130.0 32 80.0 40.0 128.2 130.0 130.0 130.0 U • 44' 80.0 100.0 130.0 130.0 130.0 __ 130.0 36" _ 80.0 40.0 107.8 124.1 130.0 130.0 in 48' 84' 80.0 96.5 130.0 130.0 130.0 130.0 40' 120' 80.0 40.0 97.7 112.4 123.6 130.0 o d 52' 80.0 91.0 130.0 130.0 130.0 130.0 - 44" 78.1 40.0 89.5 _ 103.0 713.2 126.7 N J 56' 80.0 86.5 130.0 130.0 130.0 130.0 48' 72.4 37.6 82.7 95.3 104.7 117.1 zo c F a 60' 80.0 40.0 130.0 130.0 130.0 130.0 �,+ I'oo gi 32' 80.0 100.0 130.0 130.0 130.0 130.0 14 14 to w O1 n 36" 80.0 100.0 130.0 130.0 130.0 130.0 - E o 13 3 r 13 3 E 3-I u 40' 80.0 95.4 130.0 130.0 130.0 130.0 44' 80.0 88.1 130.0 130.0 130.0 130.0 a )o J 48" go" 80.0 82.1 130.0 130.0 _- - 130.0 130.0 3 6 3 6 3 52" 80.0 77.2 130.0 130.0 130.0_ 130.0 C 56' 80.0 40.0 130.0 130.0 130.0 130.0 9 60" 80.0 40.0 130.0 130.0 130.0 130.0 N 32" 80.0 100.0 130.0 130.0 130.0 130.0 m c 36' 80.0 90.7 130.0 130.0 130.0 130.0 $ ---- ------------ -- MULLION 'M2' MULLION'M3' MULLION'M4' MULLION'M5' }g q 40" 80.0 82.5 130.0 130.0 130.0 130.0 u 3 F ----"-----'"--- --------'-' --- - Ix IN-4 SX IN-3_ Iz IN"4 Sx IN-3 Ix IN"4 Ss IN-31 Ix W4 Sx IN'3 44" _ _ 80.0 76.0 130.0 130.0 130.0 130.0 �-IJIHNUM 4.7649 _1.8627 ALUMINUM4.7649 1.8627 ALUMINUM 4.7649 1.8627 [ALUMINUM 4.48" 96 80.0 70.7 130.0 130.0 130.0 130.0 EE3.397 1.469 STEEL 4.157 1.798 STEEL 4.730 2.046 TEEL552' 80.0 40.0 125.1 130.0 130.0 130.0 TAL 14.615 TOTAL 16.8202 TOTAL 18482OTAL.LUM+ SR%9.9 k AIUU+Ix SR%2.9 U ILUM+ix$il X 29 ALUM+M STL X ,120.68691 ¢ �d 56, 80.0 40.0 118.3 130.0 130.0 130.0 60' 80.0 40.0 112.5 129.5 130.0 130.0 .. 32" eo.o 96.5 •• ••• • • • • • •• STEEL REINFORCING LENGTHS = FRAME HEIGHTS 0 o ± • • a • • • • • • a o? 36" _ 80.0 86.6 • • •• • • • $ 40" 98' 80.0 78.8 • •• • • • • •.. • ' u c- 44* -o 44' 80.0 72.5 •• ••• •• • • • •• r 1 48' 80_0 67.4 7 3 6 ) 3 l i 52' 80.0 - - En7r.JAVAO AHMAD PRODUCI'REVISED 9 56" 80.0 - -_- CML e9 rnlnplyingwilh the Floddo I • ••• ••♦ ••• • M.PE 1 70592 UMilding Code "a • • • • • • • • CA.N.3538 A-111mlce No n • • • • • • • Rxpitaliml Dnte - ••• i• JAMB: ••• •NLON'MI' ..., I 13Y T _ .Jrtl•,?. Mimi Dade ProdocFConk0) drawing no. Ix IN"4 Sx IN"3 [-IX--I-N--4 Sz IN"3 asess 1.7sat 4.7649 1 1.8627 W02-27 •.• • • • • ••• • • r (sheet 3 of11 • • • • • • • • • • ••• • • • ••• • • (' O JAMB & MULLION LOAD CAPACITY - PSP JAMB & MULLION LOAD CAPACITY - PSF INTERMEDIATE HORIZONTALS JAMB & MULLIONS WITH INTERMEDIATE HORIZONTALS JAMB & MULLIONS WITH INTERMEDIATE HORIZONTALS JAMB MULLION MULLION MULLION MULLION MULLION JAMB MULLION MULLION MULLION MULLION MULLION NOMINAL DIMS. 'J t' 'MI' 'M2' 'M3' '14' '115' NOMINAL DIMS. 'JI' 'MI' 'M2' 'M3' 114 'M5' Z -_..-. -.-- EXT.(+) EXT.(+) EXT.(+) EXT.(4) EXT.(+) EX7. (+) EXT.(+) EXT.(4) EXT.(+) EXT. (+) EXT. (+) EXT. (+) i C WIDTH(W) FRAME HEfGHr INT.(-) INT.(-) INT.(-) IM.(-) INT. (-) IM.(-) WIDTH(W) FRAJAE HEICHT INT.(-) INT.(-) INT.(-) INT.(-) INT.(-) INT. (-) �g5 u H m e� tR 32' 80.0 100.0 130.0 130.0 130.0 130.0 32" 80.0 40.0 130.0 130.0 130.0 130.0 36' 80.0 100.0 130.0 130.0 130.0 130.0 36" 80.0 40.0 130.0 130.0 130.0 130.0 w 40" 80.0 100.0 130.0 130,0 130.0 130.0 40" 80.0 40.0 130.0 130.0 130.0 __ _ 44' 80.0 100.0 130.0 130.0 130.0 130.0 44" 80.0 40.0 118.5 130.0 IJ0.0 130.0 48' 72" 80.0 100.0 130.0 130.0 130.0 130.0 48' 102" 80.0 40.0 108.6 125.0 130.0 130.0 0 n 52" 80.0 100.0 130.0 130.0 130.0 130.0 _ 52" -80.0 40.0 100.2 115.4 126.8 130.0 I I I I 0 W 2 M g 56" 80.0 100.0 130.0 130.0 130.0 130.0 56' 80.0 40.0 93.1 107.1 117.7 130.0 r W1 W2 Yl3 a > eee888 60" 80.0 98.9 130.0 130.0 130.0 130.0 32' 80.0 40.0 130.0 130.0 130.0 130.0 Q 4 32' 800 100.0 130.0 130.0 130.0 130.0 36" 80.0 40.0 129.1 130.0 130.0 130.0 WIDTH (W) = Wl ; 36" 80.0 100.0 130.0 130.0 130.0 130.0 40" 80.0 40.0 116.2 130.0 130.0 130.0 AT FRAME JAMB Q W _ 40' 80.0. 100.0 130.0 130.0 130.0 130.0 44• 108" 80.0 40.0 105.7 121.6 130.0 130.0 W2 + W3 .LL.11 Z $ 44' /8_ 90.0 100.0 170.0 130.0 130.0 130.0 48" 80.0 40.0 96.9 111.5 122.5 130.0 WIDTH (W) = 2 - Z 5 --- AT FRAME MULLION Q tL c'+f F 48" 80.0 100.0 130.0 130.0 130.0 130.0 52' 80.0 40.0 89.4 102.9 113.1 126.5 52' 80.0 96.2 130.0 130.0 130.0 130.0 32" 80.0 40.0 130.0 130.0 130.0 130.0 56' 80.0 89.4 130.0 130.0 130.0 130.0 36' 80.0 40.0 115.9 130.0 130.0 130.0 60" 80.0 83.4 130.0 130.0 130.0 130.0 40" 114' 80.0 40.0 104.3 120.1 130.0 130.0 V �' c a 32" 80.0 100.0 130.0 130.0 130.0 130.0 44" 80.0 40.0 94.8 109.2 119.9 130.0 N 36' 80.0 100.0 130.0 130.0 130.0 130.0 48' 79.3 40.0 86.9 100.1 109.9 123.0 1 O 40' 80.0 100.0 130.0 130.0 130.0 130.0 32' 80.0 40.0 125.5 130.0 130.0 130.0_ V M • 44' 80.0 97.1 130.0 130.0 130.0 130.0 36" 80.0 40.0 104.6 120.4 130.0 130.0 in C 48" 84" 80.0 89.0 130.0 130.0 130.0 130.0 40" 120' 80.0 40.094.1 108.4 119.1 52" 80.0 82.2 130.0 130.0 130.0 130.0 44" 74.2 38.5 85.6 98.5 1 108.2 56' 80.0 76.3 130.0 130.0 130.0 130.0 48" 680 35.3 78.5 1 90.3 99.2 111.0 v a F 60' 80.0 40.0 128.1 130.0 130.0 130.0 `L' E U o�Wp 32" 80.0 100.0 130.0 130.0 130.0 _ _ 130.0 14 36' 80.0 100.0 130.0 130.0 130.0 130.0 13 3 13 3 �23t`n 40" 80.0 92.2 130.0 130.0 130.0 130.0 '� o z 44' 80.0 83.8 130.0 130.0 130.0 130.0 a a 0 48" 90' 80.0 76.8 130.0 130.0 130.0 130.0 $ _ 6 _ 3 6 -_ 3 6 _ 3 6 52" 80.0 70.9 128.8 130.0 130.0 130.0 ' 56" 80.0 40.0 119.6 130.0 130.0 130.0 S 60' 1 80.0 40.0 1 111.6 Q8.4 130.0 130.0 K' i 32' 80.0 100.0 130.0 130.0 130.0 130.0 - '3 36' 80.0 89.2 130.0 130.0 130.0 130.0 MULLION '112' MULLION'M3' MULLION'M4' MULLION'M5' $ u 40" 80.0 80.3 130.0 130.0 130.0 130.0 -- Iz IN-4 SX IN-21 Ix IN"4 Sx IN'3 Ix IN"4 Sx IN"J [z IN'{ Sx tN"3 0 u r 44' 80.0 73.0 130.0 130.0 130.0 130.0 ALUMINUM 4.7649 1.8627 ALUMINUM 4.7649 1.8627 ALUMINUM 4.7649 1.8627 ALUMINUM 4.7649 1.8627 _ w n a 48' 88` 80.0 66.9 122.6 130.0 130.0 130.0 STEEL 3.397 1.469 STEEL 4.157 _1.798 STEEL 4.730 2.046 STEEL 5.490 2.374 u 52" 80.0 40.0 113.2 130.0 130.0 130.0 TTAL 14.615 TOTAL - 18 9202 TOTAL 18.x92 TOTAL 20.6869 w 1.0 LUN+Iv SIL X 2.9 N AWU+Iv SR%2.9 h ALUM_i Iv SIL X 29 It ALUO 4 tv SR%2.9 56" 80.0 40.0 105.1 121.0 130.0 130.0 60" 1 80.0 40.0 1 98.1 112.9 124.0 130.0 iii a •• ••• • STEEL REINFORCING LENGTHS = FRAME HEIGHTS 32' 90.0 96.1 00. • • • • • • • • • ''d °i 36" 80.0 85.4 0 0 so 0 0 0 "IV� 40" 80.0 75.9 • •• • • • • • • • u o • • • • • • • • W 4 u 44" 98' 80.0 69.9 •♦ 00: •• • • • • -- 48" 80.0 64.0 7 3 6 _ 3 - 52" 80.0 - Eagr.JAVAO ANLIAO PRODUCT REVISED N '� CMC as complying wilh the Florida 1 56" 80.0 - • ••• ••• ••• • • FIA PE 1 70592 Building C.& • • • • • • • • C.A.N.3538 Accepmace • •• •• •• JAA' • • MULLION'Mt' I4 I(A EL •• • • • •JT • '. MianlfDadeProdudC6ntnRj drawing no. Ix IN"4 Sx IN" IR IN"4 SX IN"3f'/ J YfF( % asass L7sa1_3 a.7sas 1.8627 W02-27 ••• • • • • ••• • • .heet3.laf 11 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ANCHOR LOAD CAPACITY - PSF ANCHOR LOAD CAPACITY - PSF INTERMEDIATE V E70.(+) h INT.(-) EXT.(+)h INT.(-) HORIZONTAL �� n NOMINAL DIMS. ANCHORS TYPE 'A' ANCHORS TYPE 'B' ANCHORS TYPE 'C' NOMINAL DIMS. ANCHORS TYPE 'A' ANCHORS TYPE 'B' ANCHORS TYPE 'C' o WIDTH (W) FRAME HEIGHT A2 A3 A4 B2 B3 C2 C3 WIDTH (W) FRAME HEIGHT A2 A3 A4 B2 B3 C2 C3 Z qn 32' 130.0 130.0 130.0 130.0 130.0 130.0 130.0 32" 95.4 130.0 130.0 130.0 130.0 130.0 130.0 __ ____ ____ _ = Q m�C) 36' 127.2 130,0 130.0 130.0 130.0 130.0 130.0 36" 84.8 118.7 130,0 130.0 130.0 130.0 130.0 = r 40" 114.5 130,0 130.0 130.0 130.0 130.0 130.0 40' 76.3 106.9 130.0 130.0 130.0 130.0 130.0 44" 104.1 130.0 13010 130.0 130.0 130.0 130.0 44" 108" 69.4 97.2 124.9 119.9 130.0 130.0 130.0 45" 72" 101.8 130.0 _130.0_ _130.0 130.0 130.0 130.0 45" 67.9 95.0 122.1 117.3 130.0 130.0 130.0 48" _ 95.4 130.0v 130.0 130.0 130.013_0.0_ -130.0-- 48" 63.6 _89.1 114.5 109.9 130.0 130.0 130.0 - �.a LL I 52" 88.1 123.3 130.0 130.0 130.0 130.0 130.0 52" 58.7 82.2 105.7 101.5 130.0 122.8 130.0 Wt W2j 56" 81,8 114.5 130.0 130.0 130.0_ 130.0 130.0 _ 32" 90.4 126.6 130.0 130.0 130.0 13010 _130.0 O W Q 60' 76.3 106.9 130.0 130.0 130.0 130.0 130.0 36' 80.4 112.5 130.0 130.0 130.0 130.0 130.0 WIDTH(W) = W1 4 W2 (MULLION) O IL C>Q 32" 130.0 130.0 130.0 130.0 130.0 130.0 130.0 40" 114, 72.3 101.2 130.0 125.0 130.0 130.0 130.0 Q a) 36" 117.4__ 130.0 130.0__130.0 130.0 130.0 130.0 44" 65.7 92.0 118.3 113.6 130.0 130.0 130.0 Q 3 40" -105.7 130.0 130.0 130.0 130.0 130.0 130.0_ 45' 64.3 90.0 115.7 111.1 130.0 130.0 130.0 LL Z I1N%0I g 44" 96.1 130.0 13010 130.0 130.0 130.0 130.0 48" 60.3 84.4 108.5 104,2 130.0 126.1 130.0 J 0 M g C' 45' 78' 93.9 130.0 130.0 130.0 130.0 130.0 130.0 32' 85.9 120.2 130.0 130.0 130.0 130.0 130.0 Q Wei f F 48" 88.1 123.3 13_0.0 130.0 130.0 130.0 130.0 36' 76.3 106.9 130.0 130.0 130.0 130.0 130.0 --'-'7 52' 81.3 113.8 130.0 130.0 130.0 130.0 130.0 40" 68.7 96.2 123.7 118.7 130.0 130.0 130.0 - 120" ^ 56" 75.5 105.7 130.0 130.0 130.0 130.0 130.0 44" 62.5 87.4 112.4 107.9 130.0 130.0 130.0 60' 70.5 98.6 126.8 121.8 130.0 130.0 130.0 45' 61.1 85.5 109.9 105.5 130.0 127.7 130.0 c 32' 122.7 130.0 130.0 _ 130.0 130.0 130.0 130.0 48" 57.3 80.2 103.1 99.0 130.0 119.8 130.0 36' 109.0 130.0 130.0 130.0 130.0 130.0 130.0 U n 40" 98,1 130.0 130.0 130.0 130.0 130.0 130.0 0 • v - ------- - ------- ANCHORS TYPES:SEE SHEET 5 FOR DESCRIPTION y c 44" 89.2 124.9 130.0 130.0 130.0 130.0 130.0 0 • �. A2 = (2 ANCHORS TYPE 'A' AT EACH SIDE OF JAMB AND MULLION 45" 84" 87.2_ _122.1 130.0 _130.0 130.0 130.0 130.0 .n o B2 = (2 ANCHORS TYPE 'B' AT EACH SIDE OF JAMB AND MULLION 9 48" 81.8 114.5 130.0 130.0 130.0 130.0 130.0 C2 = (2 ANCHORS TYPE 'C' AT EACH SIDE OF JAMB AND MULLION o d 52' 75.5 105.7 130.0 130.0 130.0 130.0 130.0 O% A3 = S(3) ANCHORS TYPE 'A" AT EACH SIDE OF JAMB AND MULLION E U S 56' 70.1 98.1 126.2 121.2 130.0 130.0 130.0 B3 = (3) ANCHORS TYPE 'B' AT EACH SIDE OF JAMB AND MULLION fi0" 65.4 91.6 117.8 113.1 130.0 130.0 130.0 C3 = 3 ANCHORS TYPE 'C' AT EACH SIDE OF JAMB AND MULLION c n m 32' 114.5 130.0 130.0 130.0 130.0 130.0 130.0 A4 = (4) ANCHORS TYPE 'A' AT EACH SIDE OF JAMB AND MULLION I E a 3i 36' 101.8 130.0 130.0 130.0 130.0 130.0 130.0 � Q-0 40' 91.6 128.2 130.0 130.0 130.0 130.0 130.0 ALL OTHER ANCHORS TO BE SPACED AS PER ELEVATION. H In 44' 83.3 116,6 130.0 130.0 130.0 130.0 130.0 - - O 45" 90" 81.4 114.0 130.0 130.0 130.0 130.0 130.0 III 3" 48' 76.3 106.9 130.0 130.0 130.0_ 130.0 130.0 52' 70.5 98.6 126.8 121.8 130.0 130.0 130.0 W r 56' 65.4 91.6__ 117.8 113.1 130.0 130.0 130.0 � � 60" 61.1 85.5 109.9 105.5 130.0 127,7 130.0 Fes-= 3" 32' 107.3 130.0 130.0 130.0 130.0 130,0 130.0 3" q 36' 95.4 130.0 130.0 130.0 130.0 130.0 130.0 v =a v 40" 85.9 120.2 130.0 130.0L13O,..O 130.0 130.0 v z i 44" 78.1 109.3 130.0 130.0 130.0 130.0 45" 96" 76.3 10_6.9 130.0 130.0 130.0 130.0 48' 71.6 100.7. 128.8 •123.7• 14.0 •1340 •• 6" I 6" I 3- z• I 6" - Ilo- 3 I I�'Ij JI =�1 3 c o 52' 66.1_ _92.5 118.9• 114.2 *SO.S :L31.10__' 3" �I pI} I " 1•o-- n o o •T - ---r 3• 33" o 56' 61.3 85.9 110.4 106.0• 628.4 •i131i0 • 3" 360' 57.3 80.2 103.1 •99.0 T1 .� •13 0 •• O 32' 101.0 130.0 130.0 130.0 130.0 130.0t30.0 r A2. B2•C9 A3, B3. C3 A4 36" 89.8 125.7 130.0 130.0 130.0 130.0 130.0 En9r:JAVAD AHMAD PRODUCTREVISBD 40" 80.8 113.2 130.0 130.0 130.0 130.0 130.0 CML as-uplying Keith d.Fimida re FIA.PE/70592 •"' • C.A.W 3538 Building Codc n 44' 73.5 102.9 1 I� b73.5 102.9 1�. 33. 13 0 n .. 102° - -- • •_ -- �- • • Acccpl-c No 45' 71.8 100.6 1.9.7• 1f1.2 130.• 13•.0 T-'•_ • • { Bxpi�Ation Datc � t� $ e o fi 48' 67.4 94.3 12 1 130. 13 140 • • ' C -� 52' _62.2 87.0 1.149 IIp.S 130.• 131).0 130.V • t Mim7Uadc Product CmAL16,. �Ad�raw,i7ng ino. ., ,.. 3 YYQG7L7 f �i 56' 57.7-- -80.8 103.9 99.8 130.0 120.8 130.0 t,•,•1 '� �.. V sheet-4of 1 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DOOR MULLION LOAD CAPACITY-PSF DOOR MULLION LOAD CAPACITY-PSP TOTAL NO.OF ANCHORS po AT DOOR MULLION HEAD N WITHOUT LIGHT MEDIUM HEAVY WITHOUT LIGHT MEDIUM HEAVY WITHOUTI LIGFif MEDIUM HEAVY REINF. REINF, REINF. REINF. REINF. REINF. REINF. REINF. SUBSTRATE REINF. REINF. REINF. REINF. N WIDTH(fl) FRAME HEIGHT . (+) EXT.(+) EXT. (+) EXT.(+) WIDTH(W) PRAMS HEIGHT EXT. (+) EXT.(+) EXT. (+) EXT. (+) CONCCRETE 4 5 5 16 US ALUMINUM ^p INCHES INCHES INT,(_) IHT. (-) INT. (-) INT. (-) INCHES INCHES INT. (-) INT. (-) INT.(-) WT.(-) METAL _. 4 1 4 1 4 1 5 OUTSWING DOORS Z n o SEE SEPARATE NOA 0 He 30 75.0 100.0 100.0 _ 100.0 30 75.0 _ 100.0 _100.0 100.0 _ _I I I I F W �n 33 75.0 100.0 _ 100.0 100.0 33 69.7 96.9 100.0 100.0 L_____ I� 4 4 36 75.0 100.0 _ 100.0 _100.0 36 63.9 88.8 100.0 100.0 /�+ -_ -� - 'F� 39 75.0 100.0 100.0 100.0_ 39 59.0_ 82.0 100.0 100.0 \ ;\ V, 42 75.0 100.0 100.0 100.0 42 54.8 ---76.1----100.0 100.0 82 110 ' I / i 1 I I-- 1 Igo LL 45 75.0 100.0 100.0 100.0 45 _ 51.1 71.1 97.2 100.0 II C'�II 1 / 1 II C' 1 / 1.I A I, 0 b .} 48 75.0 100.0 100.0 100.0 48 _66.6 91.2 100_.0 i I Vii/x i I i Y/ / 1�i I 1 i V', ' V O 51 75.0 100.0 100.0 100.0 _ 51 - 62.7 85.8 100.0 w �' 1 •1 I " w "' I( 1 I cy}ll• Qr g 54 75.0 100.0 100.0 100.0 ` 54 - s9.2 81.0 100.0 = j ` I '% i ro a'I '% 0 a Q aaa�ppp+ 57 75.0 100.0 100.0 100.0 57 76b 97.6 0 O^� 60 74.5 95.9 100.0 100.0 60 - 53.3 72.9 92.7 30 75.0 100.0 100.0 100.0 30 _ - _ 95.9 _ 100.0 100.0 I I 4 I j \\ l j! / p I; {L Z_ - 33 75.0 100.0 100.0 100.0 33 _ - _ __87.1 100.0 _ 100.0 1 ��__ _\SII• ____�I• •I[__ _J; J LZZ9��Myy_ 36 75.0 F96. 100.0 _100.0 36 - 79.9 100.0 100.0 __1 1 I Q W d f 39 75.0 100.0--_- 100.0 39 - 73.7 100.0 100.0 42 75.0 100.0 100.0 42 11fi _ - 68.5 93.7 100.0 1y2` Y/1 LY1 W2 45 86 75.0 _ 100.0 100.0 45 _ 63.9 87.4 100.0 J ___ Wl + W2 wl W2 MTG. STILES S' c m 46 75.0 100.0 100.0 48 - 59.9 82.0 100.0 ANCHORS AT51 75.0 100.0 100.0 51 56.4 77.2 gg,1 WIDTH (W) - 2 WIDTH (W) = 2 + 4 SEE DOOR NOA 54 74.7 100.0 100.0 54 - 53.3 72.9 92.6 0 o 57 70.8 91.8 100.0 100.0 57 50.5 __69.0 87.7 TOTAL N0.OF ANCHORS AT DOOR OF SILL d 60 - 87.2 100.0 100.0 60 - 47.9 65.6 83.4 WITHOUT LIGHT MEDIUM �E'N_F, SUBSTRATE REINF. REINF. RINF. R30 75.0 100.0 100.0 100.0___ 30 - 89.6 100.0 100.0 CONCRETE 4 5 5 0 ` -- - - US ALUMINUM 33 75.0 100.0 100.0 100.0 33 -__ 81.4 1_0_0.0_ 100.0 -- OUTSWING DOORS I� p TOTAL N0.OF ANCHORS z J 36 75.0 100.0 100.0 100.0 36 - _74.7 _ __100.0_ _ 100.0 AT DOOR MULLION HEAD SEE SEPARATE NOA o 39 75.0 100.0 100.0 IOOA _ 39 - 68.9 94.3 100.0 WOHOUI LIGHT MEDIUM HEAVY SUBSTRATE REINF. REINF. REINF. REINF. 42 75.0 100.0 100.0 100.0 42 - 64.0 87.6 100.0 WOOD 6 7 9 10 I_ _ E C3 1O alo _-. _- \ 92 120 ----59.7 - CONCRETE 4 5 5 5 fF- __._ 45 75.0 100.0 100.0 100.0 45 - 59.7 81.7 --_100.0,.__ METAL_ 4 �4 � �-4 5 � y ,-,-- E E 48 72.8_ 95.3 100.0 IOO.O 48 - 56.0 76.6 97.4 F E o Z n 51 68.5 89.7 100.0 100.0 51 __ 52.7 7211 91.6 --_---_--_- a a'Vi p v 54 64.7 84.7 100.0 100.0 54 - 49.8 68.1 86.6 N 57 - 80.2 100.0 100._0_ 57 - 47.1 64.5 82.0 11 iI I / O 60 - 76.5 100.0 100.0 60 - 44.8 61.3 77.9 30 75.0 100.0 100.0 100.0 33 _ 75.0 100.0_ 100.0_ _ 100.0_ 36 75.0 100.0 100.0 100.0_ w 39 75.0 100.0 100.0 100.0 ;� M.p '1'1LLL •' A 42 72.7 95.9 100.0 100.0 6 3 TOTAL N0.OF ANCHORS it \ + 0 € k 45 98 67.8 89.5 100.0 100.0 AT DOOR MULLION SILL ;I \ 0 u WITHOUT UGHT MEDIVM HEAVY p 0 c 3 48 63.6 83.9 100.0 100.0 SUBSTRATE REINF. REINF. REINF. REINF. d Ix IN"4 Sx IN"J - - - \ I' 51 59.8 79.0 100.0 100.0 4.9848 1.9567 CONCRETE 4 5 54 - 74.6 100.0 100.0_ 1TITHDUT REINP. -=1 57 70.7 ss.7 too.a STEEL REINFORCING LENGTHS = FRAME HEIGHTS _ • • • • m o$ 60 - 67.2 .9 1 0.0 • • • • • • 1 18 18 W2 W1 0 o a e 30 75.0 100.0 000.0 _ 1410_.0 • • • • 17 33 75.0 100.0 10.�_ 1 .Oj 0 • Wl + W2 o w W u 36 74.6 99.4 000.0 0100.0 • • • • • WIDTH (W) = 2 � 39 68.9-- 91.7 100.0 10_0.0_ _ _ o 42 104 64.0 85.2 100.0 100.0 6 - 3 6 3 6 3 Engr:JAVAD AHMAD I'ROUIIC 1'REVISED r CN1L mmplying with thv Florida I 45 59.7 79.5 100-00- 100.0 48 56.0 74.5 600. • 100.0 ••• • ••• FlA C.A.N. 538 PE�70592 Tioilding Codt ncee nvlco To 51 - 70.2 X6.0 • l 0.0 'kpirnlion Onle •) s 'pR r 54 - 66.3 .7 •0 100.0 • •• tGTU IFJNF • MEDIUM REINP. HEAVY OR 7, 57 - 62.8 •85.9 • 100.0 • x IN'4 SX IN'J _ Ix IN 4 Sx IN'3 _Ix IN'4 Sx IN'J j' ' .: tvliml/. de Product Conitell drawing9 n0. -- - - - ALUMINUM 4.9848 1.9567 ALUMINUM 4.9848 1.9567 ALUMINUM 4.9848 1.9567 ' 60 - 59.6 81.6 100.0 ------ - --- ! STEEL 11.8775 .8119 STEEL 3.2021 1.3847 STEEL 4.5354 _1.9614 I t J,� '-f yyQ2-27 TOTAL 10.4296 TTE 14.2709 TOTAL Ir V11+1+see 0 �3 % 9 d ALOY.1.SR x 29 k ALUM b SR X 2.9 sheet 5 0I 1 • • • • • • • • • • • •• •• • • • •• •• ••• • • 0 ••• 9 0 DOOR MULLION LOAD CAPACITY - PSF DOOR MULLION LOAD CAPACITY - PSF TOTAL N0.OF ANCHORS REDD. AT DOOR_MULLION HEAD y�U o NOMINAL DIMS. LIGHT REINF. MEDIUM REINF. HEAVY REINF. NOMINAL DIMS. LIGHT REINF. MEDIUM REINF, HEAVY REINF. UPTO 75 PSF-_ UPTO 100 JPA 1 N0.AT NO.AT NO.AT N0FRAME HEIGHTWIDTH(WI) WIDTH(W2) EXT.(+) Ext.(+) EM. +) FRAME HEIGHT WIDTH(W1) WIDTH(W2) EXT.(+) EXT.(t EXT. +) SUBSTRATE TRANSOM FIX.UTE TRANSOM FIX.INCHES INCHES INCITES INT.(-) INT.(-) INT.(-) INCHES INCHES INCHES INT.(-) IM.(-) INT. -) WOOD 4 5 6 Z r W 46-1/4 100.0 100.0 100.0 46-1/4 69.1 94.5 100.0 CONCRETE 3 3 J 4 Q F gH o 60 62-1/4 100.0 _ 100.0 100.0 60 52-1/4 _-05.1 - 89.0 100.0 METAL 2 3 3 3 f Lu }Fy21 58-1/4 97.1 100.0 100.0 58-1/4 61.5 84.1 100.0 US ALUMINUM LL 64-1/4 91.5 100.0 100.0 64-1 4 58.3 79.7 100.0 }�--------------- OUTSWING DOORS p / / /F SEE SEPARATE NOA a 46-1/4 100.0 100.0 100.0 46-1/4 66.9 91.5 100.0 52-1/4 100.0 100.0 100.0 52-1/4 63.1 96.4 100.0 84 -------- y____� 64 58-1/4 94.7 100.0 _--100.0 58-1/4 59.8 81.8 1 100.0 64-1/4 89.4 100.0 100.0 90 108 64-1/4 56.7 77.6 98.6 H + / q \ a O 46-1/4 _ 100.0 100.0 100.0 46-1/4 63.0 __86.1 100.0 \\ 4 Q 6 a 52-1/4 95.7 100.0 100.0 52-1/4 59.6 81.5 100.0 w J 1 I 11 1 m w Q co C 72 72 58-1/4 90.3 100.0 100.0 58-1/4 56.6 77.4 98.4 64-1/4 85.4 100.0 100.0 64-1/4 53.9 73.7 93.7 46-1/4 94.3 100.0 100.0 46-1/4 57.8 79.1 100.0 \ �;j.1 / 1 m J(ZZ'f 1ryN� 52-1/4 89.1 100.0 100.0 52-1/4 55.0 75.2 95.6 j \ I. 1 / 4 C, Q W 84 58-1/4 84.4 100.0 100.0 94 58-1/4 52.4 71.7 91.1 \ I'I) / I g 1 64-1/4 80.1 100.0 100.0 46-1/4 60.4 82.6 100.0_ y 46-1/4 93.3 100.0 100.0 52-1/4 57.0 77.9 99.1 L� -_ 3 ro 60 52-1/4 87.5 100.0 100.0 58-1/4 53.9 73.8 93.8 , c 60 58-1/4 82.4 100.0 100.0 64-1/4 51.1 70.0 88.9 W2\ W1 ANCHORS AT MTG. STILES N m SCE DOOR NOA p 64-1/4 77.6 100.0 100.0 46-1/4 58.4 80.0 100.0 U n 46-1/4 90.6 100.0 100.0 52-1/4 55.2 75.6 96.0 TOTAL NO. OF ANCHORS REDD. o N 64 -- AT DOOR MULLION SILL c 64 52-1/4 85.1 100.0 _ 100.0_ _ 58-1/4 52.3 71.6 91.0 UPTO 75 PSF UPTD 100 PSF, 58-1/4 80.2 100.0 100.0 64-1/4 49.7 68.1 86.5 � NO.AT N0.AT NO,AT NO.AT � 114 SUBSTRATE DOOR FIX.LITE_DOOR DX.LITE_ I O 96 64-1/4 75.9 100.0 100.0 46-I/4 54.9 75.1 95.4 _ CONCRETE 2 3 2 4 46-1/4 85.6 100.0 100.0 72 52-1/4 52.0 71.2 90.5 72 52-1/4 80.7 100.0 100.0 58-1/4 49.5 67.7 86.0 E C7 xF 58-1/4 76.3 100.0 100.0 64-1/4 47.2 64.5 82.0 E c tO^ 64-1/4 72.4 99.0 100.0 84 46-1/4 50.3 68.8 87.4 ` p z"n 46-1/4 79.1 100.0 100.0 52-1/4 1 47.9 65.5 83.3 52-1/4 74.8 100.0 100.0 46-1/4 53.2 72.8 92.6 _ ?o 84 58-1/4 71.1 97.2 - 100.0 60 52-1/4 50.3 68.8 87.4 64-1/4 67.6 92.6 100.0 58-1/4 47,7 65.2 82.9 _ 46-1/4 79.8 100.0 100.0 64-1/4 45.3 61.9 78.7 52-1/4 75.0 100.0 _ 100.0 46-1/4 51.5 70.4 89.5 60 58-1/4 70.8 96.9 100.0_ 120 64 52-1/4 48.7 66.6 84.7 64-1/4 67.0 91.6 100.0 58-1/4 46.2 63.3 80.4 a $ 46-1/4 77.4 100.0 100.0 1 64-1/4 1 44.0 60.2 76.5 64 52-1/4 v 72.9 99.7 100.0 46-1/4 48.2 66.0 83.9 u U = u --- - v 58-1/4 68.9 94.2 100.0 72 52-1/4 1 45.8 __62.7 79.7 v o n o 64-1/4 65.3 89.3 100.0 58-1/4 43.6 59.7 75.9 102 STEEL REINFORCING LENGTHS = FRAME HEIGHTS 46-1/4 73.0 99.9 100.0 84 46-1/4 44.1 60.3 76.7 N - 52-1/4 - -4% .-3-•--•- - -00 4b--� • • •7z • 1 s t o 1 E o a 58-1/4 65.3 89.4 1061 17 - 64-1/462.1 •8 .0 • 00 • •• • ` 0 46-1/4 67.2 •491.9 ••b I 00 • 0 T C ' 84 52-1/4 63.8 - 87.3 100.0 a 58-1/4 60.7 a3.0 100.0 5 3 6 3 6 3 9 En r;JAVAD AHMAO PRODUCT REVISED CML c;complying with the Florida I 64-1 4 57.9 7 _ '-'---- FLA PE 70592 0 / • • • Building Cod. ., • • • • • • • C.0.N.3538 .acccplarce No�� G e u n • • • • • • • L piratiun Da1c •• • • • • • • L� J u E v` fi • •• •• •! llGYT RCINIL • MEDIUM REINP. HEAVY REINP. •• •" • • !Ix IN'4 S% IN"3 Ix IN S% IN-3 1% IN-4 Sx-IN-31 .;i� J /�1 r,f} Mimi-I)f Dad.Pr.ducl COnlWI,_'i drawing n0. ALUMINUM 4.9848 1.9567 ALUMINUM 4.9848 1.9567 ALUMINUM 4.9848 1.9567 STEEL 1.8775 .8119 STEEL 3.2021 1.3847 STEEL 4.5354 1.9614 - `� J 02-27 TOTAL 10.4 96 TOTAL 14 2709 TOTAL 18,1375 ••• • • •h�LUI/ �t 7VT.9 1[ALUM+I,SrL x 2.s c.ALUM+6 m x 2.9 '-� sheet 6 of 1� • •• •• • • • •• •• •�• • 0 0 so* 0 0 TYPICAL ANCHORS U o TYPICAL ANCHORS 1 BY OR 28Y TYPICAL ANCHORS TYPICAL ANCHORS SEE ELEV. FOR SPACING N SEE ELEV. FOR SPACING I SEE ELEV. FOR SPACING SEE ELEV.FOR SPACING WOOD BUCKS _ 14 EDGE DIST.° ° I EDGE 01ST. z .. d - a METAL STRUCTURES �VLOOD EDGE DIST. EDC IST. I ST1tF1QTURES a FFFiii ( — OA �o Qaao 1 x �'z s I I i 4 Lg 4 it i� JZUZN 10 8 10 8A 4A Q W~E O o _ o .. WOOD BUCKS AND METAL STRUCTURES NOT BY US ALUMINUM oI I IT ----— of MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND c 1I II it II TRANSFER THEM TO THE BUILDING STRUCTURE. H 4 V TYPICAL ANCHORS: SEE ELEV. FOR SPACING y R u TYPE 'A'- 1/4" DIA. ULTRACON BY 'ELCO' (Fu=177 KSL Fy=155 KSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES c (Y 2 1-3/8" MIN. PENETRATION INTO WOOD w THRU 1 BY BUCKS INTO GONG. OR MASONRY v I E j F e 8 = W B B 1-1/4" MIN. EMBED INTO CONIC. OR MASONRY J E o n w kTYPE 'B'- 1/4" DIA. ULTRACON BY 'ELCO' 2 _E o Z u DIRECTLY INTO GONG. OR MASONRY a.y W 1-3/8" MIN. EMBED INTO CONIC. OR MASONRY tea$ H I I 19 TYPE 'C'- 414 SMS OR SELF DRILLING SCREWS (GRADE z CRS) I I I INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) 13 ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) £ o —--- -— o (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) TYPICAL EDGE DISTANCE Ig a I INTO CONCRETE AND MASONRY = 2-1/2" MIN. 10 g INTO WOOD STRUCTURE = 1" MIN. il'lgla�201 '{ 4 INTO METAL STRUCTURE = 3/4" MIN. - •• • • • • • • • •• CONCRETE AT HEAD, SILL OR JAMBS f'c - 3000 PSI MIN. c 0 e e • • • • • • • • 6 o? - • 1 •• • • • • • C-90 HOLLOW/FILLED BLOCK AT JAMBS I'm - 2000 PSI MIN. � • • • • sss • u �o o w� u Engr.JAVAO AHNAO PRODUCTItEVISED •� CML rn nplyh%�ilh dw Vlorida • ••• • • FIA.PE 170592 Ldcildins Codn o • • • • • C.A.N.353@ A�..+Fiance i\o 14-'M I • • • • • , Lreliou a < F-"-' • s• • • DY t.-° TYPICAL�NCHORS • • • • Z. Dade Product Contrat, drawmq no. EDGE DIST. -I i,++ 1''�i I SEE ELEV.FOR SPACING �.N R y.+n 1 - �J M2—27 i 02 0 • • • 00%0 s • sheet 7of 11 • s• s• • • s ss •s sss • • • sss 0 0 TYPICAL ANCHORS 1/4"MAX. SEE ELEV. FOR SPACING NI SHIM 1/4-20 X 2"AIS r' O SECURED JAMB W/YIASHER&NUT O 1/4"MAX• of 3 AT 27"O.C. MAX. 3 SHIM 1/4"MAX. Z SHIM O „ p 18Y OR 2BY WOOD BUCKS 4A TYPICAL ANCHORS l. a It .SEE ELEV. FOR SPACING > 4 6 a p o s `a BA V p a�9 p M B -- o - - o -- - - - IL S ol N �Z = 0 o ° ° 9 10 g 10 0¢ w e- a •\ 3�ii -�--�— .p D.L. OPG. D.L. OPG. METAL N EXTERIOR STRUCTURE U c FRAME YIIDTH N 1/4"MAX. `" c /TyPICAL"AN'C**HORS SHIM o SEE ELEV. FOR SPACING i o W v L;-j EVice UNSECURED JAMB �F\I STEEL REINFORCING D 1 O OPTIONAL 1 t 1 E 3 J 3 SEE CHART ON SHEET 3 3 �_/ E L<,4 or j S ELI 9 0 a \/ U / TYPICAL ANCHORS i sg — / SEE ELLV. FOR SPACING r .214 _ g o 13 Iq 13 SILICONE Engr:JAVAD AHMAD PRODUCT RHVLSBD 'i F. A DOW CORNING 790 GAP CML as--plying With the Florida DEPTH = 3 8"MIN. MAX.FRAME FIA.PE 70592 Puildiascode / HEIGHT MIN. MAX. ••• •:• •:• •:• ••• ••• C.A.N.3538 rcpiur ion l 7 e r CspirAlion Date 72" 1/4" 3/4" • • • • • • • • • f r l 3 $ c MIN & MAX. 84"— 3/16' 3/4" •• •• • •• •• • ••• • • E DT� ` 8 o u GAP 96" 5/16" 3/4" •• • • • • • ;;J, I /+1"� M mn ade Product Control-% drOwl ng no. SEE CHART BELOW 108" 5/16 3/4" ALTERNATE SEALANTS AT JAMB GAPS CAN BE r3 120" J/e" 3/q^ DESIGNED BY ENGINEER OF RECORD --- WOG—Z7 BASED ON MANUFACTURER GUIDE LINES. sheet 8 of 1 1 • • • • • • • • • • • •• •• • • • •• •• ••• 0 0 0 ••• • • 6 0 MIAMI-DADE COUNTY A#PROVED i o IMPACT RESISTANT TRANSOM 8Y 'US ALUM' UNDER SEPARATE APPROVAL --- __—�-------i Z n I Ij MIAMIDADE COUNTY APPROVED i� 15 i I IMPACTTRESISTANT hRANSOM F.� '�' F�T--------- --, JI ------------ a All 6SEE SEPARATE 'US ALUMINUM' NOA FOR DESIGN LOAD ------ ---------- ` J -- ------- I CAPACITY OF DOORS AND DOOR ANCHORS. J Z 5 In D.L. OPG. D.L. OPG. STEEL REINFORCING LOWER VALUES FROM DOORS NOA Q w f SEE SHEETS s AND 6 OR STOREFRONT SYSTEM CAPACITY CHARTS FOR CAPACITY r t 6 WILL APPLY TO ENTIRE SYSTEM. 0G WITHOUT G LIGHT t) REINFORCING O REINFORCING c ' m � m 15 5 i U o 1� MIAMI-DADE COUNTY APPROVED IMPACT RESISTANT DOOR 13Y'US ALUM' __JI ' o • -�I UNDER SEPARATE APPROVAL I --71 ' ` II--------------___-_.__-_____J y J �J, .._ _______ I _ _ _ _ JI _ n __J o D Wj ___________ _ - ---------------- E6 It = 10L .19 J _1___1_-___ n r----------------- r----------------- ✓'L 1 I ✓-L j ' O D.L. OPG. .� __________J D.L. OPG_ _� .�_-_ '____________ ___ ________________J LEAF WIDTH P LEAF WIDTH tl 18 18 -°gg•J m OREINFORCING O REIN 0 CING Z I I / 1S i 17 15 \ h ______________________________J • /• --_ ---- -____-_______--_-J C W 5: 5n: o - / 11 ' • L •'I • • • �' o U„------- J • - •�'1,,0-0---- ----------- I JI • qLJI • • •• r � I _ l Engr:JAM AHMAO m ,II o PRODUCT REVISri) CML FLA Pc 70592 _ - - _�- I �'4'�----, _ _ _ _ _ _ ••1 _ L • • I �,c complying with the Flcr..) o r I _ y \X- - • • • • I - ---�iuilding Code CAN. 536 n a --'—'-'- / � I I ' —•—• •' I 1 • • • • I m, I cce lance T,o t ? o° u � 11 I _ � -___, •• • • !- ' • • • • l�I , prta�J mY' ____ - I ”' 6 .. !U g .. drawing no. LL t i ✓l1 Minrgi Dade Product Conh4 I w02-27] i --- sheet J of • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 4952 -- 1.750 0 .125 -� -.125 .__. .094 -.125 -�{ .875 .250-�{ I•� '�°'� .875 �� i .99441 II }II -F] I I I I o .093 1 I 0 ��0po1 0 1.750 1.952 \ / ;: •L ,rn 125 \ .250 g d 3.967 7- \ G 0 / 4.964 1.063 1.0I00 1.063 4.625 4.000 \ 4.625 / O 3.507 1.096 3.507 5.000 4 V O FRAME HEAD/SILL 0 a a 4.952 1.952 .094 .135 LL w FFF(niii 11.750--1 1.000 4JL' 1.000 ! DOOR MULL DOOR MULL DOOR MULL REINF. CHANNEL REINF. BAR REINF. CHANNEL --� O FRAME JAMB/MULLION 15 DOOR MULLION 16 LIGHT 17 HEAVY 1fi MEDIUM/HEAVY .349 1.7fIe50� _ I v n N m � y 1.000 v U n 1.063 N C LL 2.964 1.063 0 3'946 3.144 3.500 O FRAME HORIZONTAL C J> � =mS 1.313 1.125- .250- i 5.250-i r 3 n A1.000 - / Q 00 v 6 POCKET FILLER .188 .250-/- 4.000 250 4.000 / 4.625 4.625 .078 / / o�cSa J 3.500 3.000 / 3g o i 14 13 3 •• ••• • • • • • •• STOREFRONT MULLION • • • • • • • • • H °m m„ a ,349 STEEL REINFORCING • • •• • • • • • o 36 KSI MIN. • •• • • • • ••• • 0 O SNAP IN COVER •• ••• •• •• 1.553 Engr.4AVAD N/iN41 1'ikQDLICCREVIS:O r 1.264-�{ � CML m,complying n•ilh Ilio flor(da FLA PL(.70592 lioildin Cod. • ••• ••• ••• • • 8 a A�! • • • • • • • • • C.A.N.3530 A•.�,.planCC No �1 [� L1.75 947 • • E �t1. "' 1.127 27 • T 4 `5•• • • • • • •j 1,1 Jn1) blinn�Und. mAn.CCOnJrul.- drawing no. �- .063 'w .1.. ��•:.i�a� � ' W02-27 GLAZING STOP (LAM. GLASS) 4A GLAZING STOP (LAM. INSUL. GLASS) v `l sheet 10 of1 1] • • • • • • • • • • • •• •• • • • •• •• 000 0 0 0 000 0 0 ITEM NO. PART NUMBER QUANTITY DESCRIPTION MATERIAL MANF./SUPPLIER/REMARKS 1 DLD-103 AS RFQD. FRAME HEAD/SILL _ 6063-TS - N _ I 2 DLD-104 AS REOD. FRAME HORIZONTAL 6063-T6 - p 3 DLD-100 AS REOD. FRAME JAMB/MULLION_ 6063--T6 - Z Ry 12 4 OLD-102 AS READ_ GLAZING STOP (LAM.GLASS)_ _ 6063-TS = _ 2 t: IQ O 4A DLS-132 AS REOD. GLAZING STOP (LAM. INSUL. GLASS) 6063-T5 W g _. F 6 OLD-101 - AS READ. POCKET FILLER -- — 6063-TB = O / 7 BCE-475 AS REOD. SNAP IN COVER, 2-1/2'LONG 6063-T6 C J 8 - AS READ. GLAZING GASKET(LAM. GLASS) NEOPRENE - a(y O LL A BA �TR-3235E AS RECD. GLAZING GASKET(LAM. INSUL.GLASS) EPDM - _ C � 9 - AS REDD. GLAZING COMPOUND SILICONE DOW 995 10 V-2206 AS REDD. GLAZING TAPE _ - NORTON — Ia >(O Q 11 - AS REOD. SETTING BLOCK AT 1/4"POINTS NEOPRENE 1/8"X 3/4" X 2"LONG Q n�p / 11A TX17005E AS REGO. SETTING BLOCK AT I/4"POINTS NEOPRENE - ar O 12 #12 X 1-1/4' 4/CORNER ASSEMBLY SCREWS PHSMS STEEL - (� 13 _ - AS REOD. MULLION REINFORCING CHANNEL, FULL LENGTH STEEL 1-5/16 X 4-5/8 X J/16" u'Z 13A - AS REGIO. MULLION REINFORCING CHANNEL, FULL LENGTH STEEL 1-1/8 X 4-5/8 X I/4" a W g 14 - AS REDO. MULLION REINFORCING BAR,FULL LENGTH STEEL 15 DLD-124 2/DOOR DOOR MULLION 6063-T6 - 16 - AS READ. DOOR MULLION REINF. CHANNEL, FULL LENGTH (LIGHT) _ STEEL - 17 - AS REO_D. DOOR MULLION REINF.CHANNEL, FULL LENGTH (MFOIUM/HEAW) STEEL 18 - AS REDD_ DOOR MULLION REINFORCING BAR, FULL LENGTH (HEAVY) STEEL U o n • V y C o � N J a � Q C 7 w E E 3 n C L o allo�v a DID > in j K/ (�N W qty / 0� € 3 0 to / . . .. . . . . . .N or o .. ... ` au.m .. •• • • •• . • • •• No _ Enyr:JAMA VAD AHO 0DLIC"I'RF:VISED , •� Ln CML —uplyiny will,the Florida i FLA.PE .70552 I,uildiaBCode c • ••• ••• ••f • • s • • • • • • • • • C.A.N.3538 Amplan-No • • • • • • • • • Rxyir4lim,IY.,Ic -f�[G4 9 � - � •• • • • • • • • • 'lr 1 it, o° o` u • •• •• •• • • *09 By. •• • • • • MIon1{'Dede Prodaet Control-; drawing no. W02-27 sheet��of�� • • • • • • • • • • • •• •• • • • •• •• 0•• 0 0 0 000 0 0 MIAMI- MIAMI DADE COUNTY,FLORIDA 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.eov/economy RC Home Showcase,Inc. 16115 NW 52"'Avenue Hialeah,FL 33014 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 Count Product Control Section that this product or material fails to meet the requirements of the pplipble bni�Dt g code••••• This product is approved as described herein, and has been designed to compl3%4hh:he FlcVjja Building Code, including the High Velocity Hurricane Zone. •..... ....:. DESCRIPTION; Series"RS-240"Aluminum Sliding Glass Door—L.M.I. APPROVAL DOCUMENT: Drawing No. W03-101, titled "Series -- RS240'Akun' Slid4t'VGloss DQQr.. (L.M.I.)", sheets 01 thru 10 of 10,dated 11/10/03 with revision"H"dated 05/16t1b,eMpare j�y.,14=4••• Corporation, signed and sealed by Javad Ahmad, P. E., bearing the Miami—Daft C6unty Product Cont46t•,• Section Revision stamp with the Notice of Acceptance number and Expiration (TaWeeby the Miami—Dade��. County Product Control Section. •...•• . MISSILE IMPACT RATING: Large and Small Missile Impact Resistant ••• *00:00 • LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami—Dade County Product Control Approved", unless otherwise noted herein. REVISION 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 th site at the request of the Building Official. This NOA revises NOA No. 13-1112.05 and e 1 and evidence pages E-1,1 and 1, as well as approval document mentioned at p'.(E ..fi�Q The submitted documentation was rew, Jorge M.Pla's .E. �0AN C. 0411 %7 '• 16 NOA No. 15-1007.01 MIAMI-DADE COUNTY �1 �- ; ' Expiration Date: June 24,2019 344 1 jq,l L �C'., 01 � i 2�,�•l�. Approval Date: May 26,2016 ;.ip Pagel D ARG ` RC Home Showcase,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 12-0618.06) 2. Drawing No. W03--101, Sheets 01 thru 10 of 10, titled"Series—RS240 Alum. Sliding Glass Door (LMI)", dated 11/10/03 with revision"H" dated 05/16/16, 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,per FBC 2411.3.2.1,and TAS 202-2.4� along with marked—up drawings and installation diagram of tke aluzhimA sliding.. glass door, prepared by Fenestration Testing Laboratories-,-fn;. Tegt,%%port No.•: FTL-5868, dated 08/09/11, signed and sealed by Marlin D. AN�%on, P. r.0 0 0 00000 (Submitted under previous NOA No. 12-0618.06) •••••• 0000 0000.. 2. Test reports on: 1) Air Infiltration Test,per FBC, TAS 20244 .. ••••• 2) Uniform Static Air Pressure Test, Loadin ptf FBC,'.T AA 202-94'•• • . • .000.0 3) Water Resistance Test,per FBC, TAS 20 —�� 0• 4) Large Missile Impact Test per FBC,TA920144 0 000000 0000 5) Cyclic Wind Pressure Loading per FBC,I'A$0203-94 0000.. 6) Forced Entry Test,per FBC 2411.3.2.1, and TAS 200—W. 0 along with marked—up drawings and installation diagram of the aluminum sliding glass door, prepared by Fenestration Testing Laboratories, Inc. Test Report No. FTL-5427, dated 12/13/07, signed and sealed by Carlos S. Rionda,P. E. (Submitted under previous NOA No. 09-0324.92) 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 6) Forced Entry Test,per FBC 2411.3.2.1, and TAS 202-94 J along with marked—up drawings and installation diagram of the aluminum sliding glass door, prepared by Fenestration Testing Laboratories, Inc. Test .Report No. FTL-4428, dated 01/11/05, signed and sealed by Edmundo Largaespa_da, P. E. (Submitted under previous NOA No. 05-0815.15) Jorge M Plasencia,P.E. Product Control Unit Supervisor NOA No. 15-1007.01 Expiration Date: June 24,2019 Approval Dater May 26,2016 E-1 RC Home Showcase,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 4. Test reports on: 1) Air Infiltration Test,per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC,TAS 202=94 4) 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, and TAS 202-94 along with marked-up drawings and installation diagram of the aluminum sliding glass door, prepared by Fenestration Testing Laboratories, Inc. Test Report No. FTI -3825, dated 07/16/03, signed and sealed by Joseph C. Chan,P. E. (Submitted under previous NOA No. 04-0401.03) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 2014, prepared by Al-Farooq Corporation, dated 09/17/15 and last revised on 05/17/16, signed and sealed by Javad Ahmad, P. E. 2. Glazing complies with ASTM E130049 D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources (RER), E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray America,Inc.for their "Kuraray Butacite® PVB Interlayer" dated 06/16/15, expiring on 12/11/16. 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray America,Inc. far their "SentryGlas® (Clear and White) Glass Interlayers"dated 0.7/09115, expixixtg on " 9 07/04/18. • • • .. . 9 9 . 0000.. • 0000.. 0000.. 0000.. F. STATEMENTS • 0000 1. Statement letter of conformance, complying with FBC-2014,•3secied by•Al-Faroog.:.. Corporation, dated 09/17/15, signed and sealed by Javad Ahmatl;T.'E. ;•••:• 0900:* 2. Name changed to RC HOME SHOWCASE, INC. as re4i*g jZed in the. Florida •. Department of State,Division of Corporation, Sunbiz document dated 10/1uj3;. • (Submitted under previous NOA No. 13-1112.05) ••"' • 0000 3. Asset purchase agreement dated 10/01/13, signed by Mr. Manuel A.,.KrDnfle- Kozhaya, Mr. Henry F. Kronfle-Kozhaya, Mr.Raul Casares, Mr. Eusebio Paredes and Ms.Nancy Vias. (Submitted under previous NOA No. 13-1112.05) Jorge M Plasencia,P.E. Product Control Unit Supervisor NOA No. 15-1007.01 Expiration Date: June 24,2019 Approval Date: May 26,2016 E-2 RC Home Showcase,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 4. Statement letter of complying with the Sales of Assets issued by RC Aluminum Industries, Inc., dated 10/30/2013, signed by Raul Casares,President. (Submitted under previous NOA No. 13-1112.05) 5. Department of State Certification of RC HOME SHOWCASE, INC. as a for profit corporation, active and organized under the laws of the State of Florida, dated 10/11/13 and signed by T. Carter,the Secretary of State. (Submitted under previous NOA No. 13-1112.05) 6. Department of State Certification of MANUHEN ENTERPRISES, LLC as a limited liability company, active and organized under the laws of the State of Florida, dated 08/22/13 and signed by N. Culligan,the Secretary of State. (Submitted under previous NOA No. 13-1112.05) 7. Laboratory compliance letters for Test Report No. FTLr-5868, both issued by Fenestration Testing Laboratories, Inc., dated 08/09/11, signed and sealed by Marlin D. Brinson,P. E. (Submitted under previous NOA No. 12-0618.06) 8. Proposal No. 08-1473-R issued by Product Control, dated 05/20/12, signed by Ishaq Chanda,P. E. (Submitted under previous NOA No. 12-0618.06) 9. Laboratory compliance letters for Test Report No. PTL-5427, both issued by Fenestration Testing Laboratories, Inc., dated 12/13/07, signed and sealed by Carlos S. Rionda,P. E. (Submitted under previous NOA No. 09-0324.02) 10. Laboratory compliance letters for Test Report No. FT"428, both issued by Fenestration Testing Laboratories, Inc., dated 01/11/05, signed and •SCaled by Edmundo Largaespada, P. E. 00 *00000 ••••:• (Submitted under previous NOA No. 05-0815.15) . •• ' .. • 11. Laboratory compliance letters for Test Report No. FTL—SSW, both 010ssued by Fenestration Testing Laboratories, Inc., dated 07/16/03, signed seared b •Josepl'i�•• C. Chan,P. E. •..... •• (Submitted tinder previous NOA No. 04-0401.03) •••••• :...:• • G. OTHERS ••••" 1. Notice of Acceptance No. 13-1112.05 issued to R.C. Aluminum Irioustrit✓s Inc. fors.... their Series "RS 240" Aluminum Sliding Glass Door—L.M.I.,allprolved ori)10/16/13* and expiring on 06/24/19. Jorge M Plasencia,P.E. P,./" oduct Control Unit Supervisor NOA No. 15-1007.01 Expiration Date: June 24,2019 Approval Date: May 26,2016 E-3 242 1/4"(SECURED JAMBS) U 226 1/4' (UNSECURED JAMBS) �4 o HEAD ANCHORS ' 2.3, 4 OR 5 ANCHORS DOOR WIDTH HEAD ANCHORS 2 1/2" AT JAMB ENDS CLUSTER OF 4.6. 8 OR 10 SEE CHART ON SHEET 4 5 1/4" AT STILE ENDS FALSE MUNTIN Z nroi p TMP' 2 1/2" T 2-1/2"O.C. OPTIONAL 0 2 3/4'MAX. 2 3/4"MAX. TYP. 7"�A EE CHART SHEET 4id HEAD/SILL _ HEAD/SILL C I ' - A --_ - $ 31G4 0 CORNERS , CORNERS ` ` �_- �� ``� )I OGv it 3 a¢On °��-----u--_ --� o 0'� II If II myz WVJ1 E1 or Om O N a 11 11 I� o C — 11 t1 I II I UU 4 11 II I� 2r�26- 56 SILL ANCHORS _2 OR 3 IAT 2-1/2'jj SESHEET4 D 8 11 f�11 15JAMB OPTION 2 1/2' 5/8" 56 5/8' W/O ANCHORS TYP D.L.oPc. 62 1//a4' 8 s2 ' SERIES—RS24Q ALUM SLIDING GLASS DOOR SILL ANCHORS CLUSTER WIDTH C 3 CLUSTER OF 4 OR 6 _ 62" DESIGN LOAD RATING FOR DOORS TO BE AS PER CHART -AT STILE ENDS PANEL WIDTH E SHOWN ON SHEET 3. AT 2-1/2'O.C. c USING CHART ON SHEET 4 SELECT ANCHOR OPTION WITH DESIGN SEE CHART SHEET 4 7]PIEST ELEVATION JAMB ANCHOR SPACING: 29 1 f RATING MORE THAN DESIGN LOADS REQUIRED. TESTED urtlr R t5 1/4'KWIK-CON AT 12'MAX. SPACING FOR UP TO 3/8' SHIMS 1/4'KWIK-CON AT 10'MAX. SPACING FOR I/2"SHIMS VERIFY UNANCHORED JAMBS, IF USED AS PER SHEET 8. o 1/4'TEKS AT 10'MAX. SPACING FOR UP TO 3/8"SHIMS iS LOWER DESIGN PRESSURES FROM GLASS, ANCHORS OR JAMB CHARTS WILL APPLY TO ENTIRE SYSTEM. LAMINATED GLASS e o 8 '" THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE INSUL. LAM..GLASS 0 REQUIREMENTS OF THE 2014(5TH EDITION) FLORIDA B1,114*G CWX • • • • e e e DAYLITE OPENINGS: S$ � • • • • • • • LARGE MISSILE IMPACT � INCLUDING HIGH VELOCITY HURRICANE TONE(HVHZ). a . • * • • • • D.L.O. HEIGHT PANEL HEIGHT - 4.0" WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPEl1Li'TO TRjA►SFEQ • • • •• •• D.L.O. WIDTH = PANEL WIDTH - 5.375" (MOV. PANEL) 1\111111111 11 LOADS TO THE STRUCTURE. • • • • • • • •• D.L.O. WIDTH PANEL WIDTH - 5.625" (FIX. PANEL) �� ........ ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN OM QETAILI 4ANCHORS•e e PANEL HEIGHT = DOOR FRAME HEIGHT - 1.50" `.� �1GENaF EMBEDMENTTOBASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. PRODUCT REVISED = ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE as eomplyin od with the plorlda - o.70592 �• • • BUOA-Mo Cod• ` NOT PART OF THIS APPROVAL. ••• ••• NA-No. 15.1007.01 _ T"zSll�I1 A LOAD DURATION INCREASE IS USED IN DESIGN OG ANSHOR91 INTO WOODPONLY. • • • fixpiratlon Date 09/24/2019 • • • • • A OF `� drawing no. ALL SHIMS TO BE HIGH IMPACT, NON-METALLIC AMC A-COyP!RES{IBLE.-• •• - - - �� MATERIALS INCLUDING BUT NOT LIMITED TO STEELE/Wh�� SCROA.THAT • • THESE DOORS ARE RATED FOR LARGE & SMALL MISSILE IMPACT mlam •Pro ue Control '��jAS1 0'•�1'� G�``` W�3--��1 COME INTO CONTACT WITH OTHER DISSIMILAR MATERTACS SHALL MEET THE AND REQUIRE NO SHUTTERS. 11 11 sheat 1 Of 10 REQUIREMENTS OF THE 2014 FLORIDA BUILDING CODE&ADOPTED STANDARDS. - I If1NIf Ill% • • • or • • • • 000 ••• • • V' GAT HEAD � o 12 AT SILL 1 NOTE: Z n 3 CONFIGURATIONS SHOWN FOR ILLUSTRATION PURPOSE ONLY. 19! H SEE ANCHORS INSTALLATION DETAILS ON SHEETS 5 THRU 7. Gi FOR FREE STANDING JAMBS DETAILS SEE SHEET 9. Q �fig` o 0p-010 Iza� W OX(SHOWN) v to XO EXTERIOR of g O 14 ATH EAD �7y¢yy4 12 AT SILL LL W — cilia E F G _ I - o OXO(SHOWN) 1 0 — EXTERIOR N s U (BAT HEAD PAT HESILLAD 5 U Q 12 AT SILL 12 AT O v �S tnAM rj O Z S In. � o- �W F - F - rn � XOX(SHOWN) _____ _Q EXTERIOR G Q"T HEAD SILL ljljij E _ - -- a- -P — cv§ n e F F ION - _ oa G - w o r c • • _-- ---- ` \\I 111111111/ OXXO(SHOWN) ♦\ • • • •• EXTERIOR ♦♦♦♦P� .pH4 c APPROVED GONFIGU ATS IONS PRODUCT REVISED as com 1 ing with the Florida _ No 70662 Building Coda • • 15-1007.01 - l = • 0:• 0:. NOA-No. o . � • • • • 'Q Il oto • ••• : JYJ expiration Date 06/24/2019 �7, ATE OF �� drawing no. .. • • •• . . • - R%OP.: By ♦♦ W03-101 • • • • • • miam a s Product control .. (G •• �1 1j �L 1\\\\ sheet 20 • • • • •.• • • 0• • • • • • • •• •• • • • •• •• DESIGN LOAD CAPACITY - PSF ITEM NO.PART NUMBH gUANTMPY DESCRIPTION wn,�mPR/it GLASS GLASS GLASS 1 2400ST-038 1 FRAME HEAD 8005-TS - a TYPE 'A'TYPE W TYPE 'C' 2 2400ST-039 1 FRAME SILL 8005-TS - q PANEL NAL WOR HEIGHT EXT.(+) EXT.(+) EXT.(+) 3 2400ST-042 2 FRAME JAMB(ANCHORED) 6063-T5 - O a "SHE` RIME3 INT.(-) INT.(-) INT.(-) JA 2400ST-073 2 FRAME JAMB(FREE STANDING) 6005-TS - 30 80.0 80.0 80.0 4 2400ST-028 1/MOV.PANEL MOVING HORIZ.BOTT. RAIL 8063-T6 - Q 36 80.0 810.0 60.0 4A 2400ST-074 1/MOV.PANEL ALTERNATE MOVING HORIZ. BOTT.RAIL 6063-T6 - g N•0... 42 80.0 !7141, 110.0 -L`ii1 5 240057-029 1/FIX.PANEL FIXED HORIZ.8077. RAIL 6063-i6 - yyII 48 80.0 80.0 - 0 8063-T6 - O C u 82 0 240057-1126 1/MOV.PANEL TOP MOVING RAIL pp 54 80.080.0 7 2400ST-027 1/FIX.PANEL TOP FIXED RAIL - 6063-T6 - V W 56-1/2 80.080.0 - 6063-T6 - M 60 80.075.4 8 2400ST-024 i/FIX.PANEL JAMB FIXED STILE Q tI 9 2400ST-022 1 JAMB FIX. STILE/LOCK STILE 8063-T6 66 73.468.5 - 6003-76 -• Q it 10 2400ST-041 1/PANEL INTERLOCK 30 80.0 80.0 80.0 - 8083-T6 - �. g N 36 60.0 60.0 80.0 11 2400ST-025 1 MEETING STILE 12 2400ST-012 - 1 THRESHOLD FILLING TRACK(LENGTH OPNG.WIDTH BETWEEN FIXED PANELS) 6063-T6 Z VAI 42 80.0 80.0 80.013 2400Sf-011 - SILL TRACK ANCHOR - J S � 96 14 2400ST-019 1 HERO COVER(LENGTHOPNG.WIDTH BETWEEN FIXED PANELS) 6063-T6 Q Vi f 54 80.0 80.0 80.0 6061-TB AT EACH END 56-1/2 60.0 80.0 80.0 15 240057-031 2 SILL TRACK PLATE(5-1/4'X 1/4'X 7"LONG ^ 60 80.0 80.0 75.4 15A 2400ST-031 3 SILL TRACK PLATE(5-1/4'X 1/4'% 14"LONG 6061-T6 A7 INTERLOCK/ASTRAGAL STILES 68 73.4 73.4 - 16 240057-032 - MTC.ARIL THRESHOLD SEAL 8063-T5 6'LONG 30 80.0 80.0 80.0 17 Y70% 1/2" 2 WEATHERSTRIP FASTENERS _ N IB V-027 - BULB W'STRIPPINC VINYL FP-712 PROTOTYPE _ 36 60.0 60.0 80.0 VINYL WISORG 19 YN-2310 - FLAP WEATHER SEAL 42 80.0 80.0 80.0 - 20 V-026 - BULB W' RIPPING VINYL FP-198 PROTOTYPE 48 102 80.0 80.0 80.0 - - ULTPAFAB .0 54 80 80.0 80.0 21 W31265NK FN PILE W'SIRIPPINO - 22 0250X270 - O-LON 'STRIPPING SCHLEGEL 3 U Q W 56-1/2 80.0 80.0 80-0 - WORLD IND. PRODUCTS INTLil. To0 d a 60 80.0 80.0 - 26 100-7101 2/MOV.PANEL TANDEM WHEEL ASSEMBLY - WORLD INDL v•- 10-0018X% 1 STANDARD SLIDE SET LOCK .PRODUCTS INTL. (1)N In 27 �o 30 80.0 80.0 80.0 _ .. �M �' 3g 80.0 80.0 80.0 28 - 1 LOCK KEEPER '- Y9 - - DOOR BUMPER. 1'DIA.X 3/4'LONG O Z tL n 42 60.0 80.0 80.0 6063-TG - �if 48 108 80.0 80.0 80.0 30 2400ST-040 AS REOD. INSIDE SCREEN TRACK - _ •E '�' 54 80.0 80.0 80.0 31 )I10 X 1-1/4' Z/PANEL PANEL ASSBY.SCREWS ST/Sir 80 80.0 p1 _ ST/ST 56-1/2 .0 80.0 32 0 11-1/4' 2/CORNER FRAME ASSBY.SCREWS 60 80.0 80.0 - 33 - 2 4-1/4'X.060"X 6'LONG PLATE ALUMINUM AT FRAME JAMB BOTTOM ------_-1 34 - - 5/8'X 1-1/2' % .1'PLATE O LOCK STILE BOTTOM ALUMINUM FASTENED WITH/B X 3/8'n-1 SMS 35 V-061 AS RFOO. GLASS CRADLE PVC IN SEGMENTS o 36 P-045 AS REOD. GLAZING INSERT _ RIGID WC - 37 - 2/LRE SETTING BLOCKS EPDM DUROMETER BOt5 SHORE A c 5/32'TEMP.CLASS 3/16' HEAT S7REN'0 GLASS 5/32"TEMP.CUSS o e 3/8'AIR SPACE 3/8'AIR SPACE �k 5/32"TEMP. GLASS090"Inlerlayers -5/32'HEAT STREN-D GLASS v a Butacite PVS OR SentryGlos 090"Interloyers NOTE: 090'Inlerloyers BY'Kumroy Americo,Ina' Butocile PVB OR SentryGlas Butacile PV8 OR SenlryGlas GLASS CAPACITIES ON THIS SHEET ARE n m By 'Kuroroy America, Inc.' By'Kuraroy America, Inc.' BASED ON ASTM E1300-09 (3 5EC. GUSTS) • r, ` 5/32'TEMP. CUSS 3/iB-HEAT STREN'D GLASS 5/32'HEAT STREN'D CUSS o 0 0 • • • •• AND FLORIDA BUILDING COMMISSION E SILICONE •• 41 • SIIdCOw • • • SKICONE DECLARATORY STATEMENT DCA05-DEC-219 5 DOW CORNING 795 • DOW CiRNING 05•• DOW CORNING 995 11111 i o• DOW CII DOW CORNING 791 • •• • ••• ••\ j II PRODUCT REVISED n 1, li n li i "' I as eompl In with the Florida �ol�i No T1 I. T • - • • • • • - 0 592 ST.STEEL NOA-No, 15-1007-01 SL EL SPACER SPACERExpiration Date 06/24/2019 -5 1-1 -_- • / • • • OPTIONAL gy ATE OF drawing no. • • • A7 t/4 PAt-}IS ON 011;; •• 35 FOR CLASS TYPES 'A' &'C' Miam Product ontro �� •',, ORIOP,•:`\%�� W03-1 01 37 AT 1/4 POINTS ALL SIZES • a J7 Y11DER-UTAA 16' ., •• ONLY '/ At - GLASS \\\�` sheet..t 0l 10 GLASS If PE ' A TYPE 'B' GLASS TYPE 'C' • • • ••• • • • a a • ••• • a a • ••• • • • ••• • DESIGN IAAD CAPACITY - PSP(HEAD ANCHORS) DESIGN LOAD CAPACITY - PSF " (SILL ANCHORS) �� , ANCHORS TYPE 'A' ANCHORS TYPE I/4" MAX. SHIM SPACE 3/8" MAX. SHIM SPACE 1/2" MAX. SHIM SPACE 3/8" MAX. SHIM SPACE ANCHORS TYPE 'AA' z q j 2 ANCHORS 3 ANCHORS 4 ANCHORS 2 ANCHORS 3 ANCRORS 4 ANCHORS 2 ANCHORS 3 AN 4 ANCHORS 5 ANCHORS 2 ANCHORS 3 ANCHORS 4 ANCHORS 6 ANCHORS 2 ANCHORS 3 ANCHORS O k q AT JAMBS AT JAMBS AT IAMBS AT JAMBS AT IAMBS AT JAMBS AT JAMES AT JAMBS AT JAMBS AT JAMBS AT JAHBS AT JAMBS AT JAMBS AT JANBS AT IAMBS AT JAMBS 1"'�j Z 0- 4 _ 4 ANCHORS 6 ANCHORS18 ANCHORS 4 ANCHORS 6 ANCHORS 8 ANCHORS 4 ANCHORS 6 ANCHORS B ANCHORS 0 ANCHOR 4 ANCHORS 6 ANCHORS 8 ANCHORS 0 ANCHOR 4 ANCHORS 8 ANCHORS 9 �F o AT STILES AT STILES 0 v AT STILES AT STILES AT Sf11.RS AT STILES AT STICKS AT STILES AT SITLES AT STILES AT 3'I'iL83 AT STILES AT STILES AT STILES AT STILES AT STILES PANEL WIDTH ODOR HEICIB EXT. (+) EXT. (+) PANEL 51NTH DOOR HEIGHT EXT.(+) EXT. (+) EXT. (+) EXT. (+) EXT. (+) EXT. (+) EXT. (+) EXT. (+) EXr. (+) EXT. (+) EXT. (+) EXr. (+) EXT_ (+) EXT. (+) NOMINAL 8 yJ NOMINAL INCHES INCHES INT. (-) INT. INCHES INCHES INT.(-) INT. (-) INT. (-) WT. (-) INT. (-) INT. (-) INT. (-) INT. (-) IM. (-) KT. (-) INT.(-) INT. (-) INT. (-) INT. (-) C u 9 N 30 80.0 80.0 80.0 80.0 80.0- 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 30 80.0 80.0 v 8 t- 36 80.0 80.0 80.0 80.0 80.0 80.0 76.9 80.0 80.0 80.0 72.7 80.0 80.0 80.0 35 80.0 80.0 O p g 42 80.0 80.0 80-0 80.0 60.0 80.0 65.9 80.0 80.0 90.0 62.3 80.0 80.0 80.0 42 80.0 80.0 0.O a 48 82 80.0 80.0 80.0 73.8 80.0 80.0 57.7 80.0 80.0 80.0 54.5 80.0 80.0 80.0 48 82 60.0 80.0 BrYI 54 75.6 80.0 80.0 65.6 90.0 80.0 51.3 78.9 60.0 80.0 48.5 72.7 80.0 80.0 54 80.0 80.0 9u N g 56-1/2 72.2 80.0 80.0 62.7 80.0 80.0 49.0 73.5 B0.0 80.0 46.3 69.5 80.0 80.0 56-1/2 80.0 80.0 - fl 60 68.0 80.0 80.0 59.0 80.0 80.0 46.2 69.2 80.0 80.0 43.6 65.4 80.0 80.0 60 80.0 80.0 Q 02 66" 61.8 80.0 80.0 53.6 80.0 60.0 42.0 62.0 80.0 80.0 39.7 59.5 79.3 80.0 66" 78.Z 80.0 30 80.0 80.0 80.0 80.0 80.0 80.0 78.8 80.0 80.0 80.0 74.5 80.0 30.0 80.0 30 80.0 80.0 _ N 36 80.0 80.0 80.0 80.0 80.0 80.0 65.7 80.0 80.0 80.0 62.1 80.0 80.0 80.0 36 80.0 80.0 J 42 80.0 80.0 80.0 72.0 80.0 80.0 56.3 80.0 80.0 80.0 53.2 79.8 80.0 80.0 42 80.0 80.0 `� o O N 48 96 72.6 80.0 80.0 63.0 80.0 80.0 49.3 73.9 80.0 80.0 46.6 69.9 90.0 80.0 48 96 80.0 80.0 $ 1j C 54 64.6 80.0 80.0 56.0 80.0 80.0 43.8 65.7 80.0 80.0 41.4 62.1 80.0 80.0 54 80.0 80.0 - v 58-1 2 76.0 80.0 56-1/Z 61.7 80.0 80.0 53.5 80.0 80.0 41.9 G2.8 80.0 80.0 39,6 59.4 79.1 80.0 / N 60 58.1 80.0 80.0 50.4 75.6 80.0 39.4 59.1 78.8 80.0 37.3 55.9 74.5 80.0 60 7J.5 80.0 z U • 66" 52.8 79.4 80.0 45.8 68.7 80.0 35.8 53.8 71.7 80.0 33.9 50.8 67.7 80.0 66' 68.3 80.0 61 3 Q 30 30.0 80.0 0 v 30 80.0 80.0 90.0 80.0 80.0 80.0 74.2 80.0 80.0 60.0 70.1 80.0 80.0 80.0 t p 36 80.0 80.0 80.0 79.1 80.0 80-0 61.8 80.0 80.0 80.0 58.4 80.0 80.0 80.0 36 80.0 80.0 In M r 42 78.1 80.0 80.0 67.3 80.0 80.0 53.0 79.5 80.0 80.0 50.1 75.1 60.0 80.0 42 80.0 80.0 48 t02 68.4 80.0 80.0 59.3 80.0 80.0 46.4 89.8 80.0 80.0 43.8 65.8 80.0 80.0 48 102 80.0 80.0 p Z tL 54 60.8 80.0 80.0 52.7 79.1 80.0 41.2- 61.8 80.0 30.0 39.0 58.4 77.9 80.0 54 76.8 80.0 T. 56-11/2 73.4 80.0 P4 56-1/2 58.1 80.0 80.0 50.4 75.6 80.0 39.4 59.1 78.8 B0.0 37.2 55.8 74.5 80.0 GS 60 54.7 80.0 80.0 47.4 71.2 80.0 37.1 55.7 74.2. 80.0 35.1 52.6 70.1 80.0 GO 69.1 80.0 30 80.0 80.0 80.0 80.0 B0.0 80.0 70.1 80.0 80.0 80.0 66.2 80.0 80.0 80.0 30 80.0 80.0 36 80.0 80.0 60.0 74.7 80.0 80.0 58.4 80.0 80.0 80.0 55.2 80.0 80.0- 80.0 38 80.0 80.0 „1 42 73.8 80.0 60.0 64.0 80.0 80.0 50.1 75.1 80.0 BO.0 47.3 71.0 80.0 80.0 42 80.0 80.0 48 108 64.6 80.0 80.0 56.0 80.0 80.0 43.8 65.7 80.0 80.0 41.4 62.1 80.0 80.0 48 108 80.0 80.0 c 54 57.4 80.0 80.0 49.8 74.7 80.0 36.9 58.4 77.9 80.0 36.8 55.2 73.8 80.0 54 72.5 80.0 0 9 0 56-1/2 54.6 80.0 80.0 47.6 71.4 80.0 37.2 55.8 74.4 80.0 35.2 52.8 70.3 80.0 58-1/2 69.3 80.0 80 51.6 77.8 60.0 44.8 67.2 80.0 35.0 52.6 70.1 80.0 33.1 49.7 66.2 90.0 fi0 65.3 80.0 S •• ••• • • • s • ••, a g • •i ••i i i i•e •• 1N11nllll lJ/ M • ••• •• ••i • • • •• PRODUCT REVISED �`�`,P�'VOHNBF'•., ��: r a•comp)yIng with the Florida NOA- .7058 np Cods 2 - , • NOA-No. 15.1007.01 _ •':�+ a • �I 8 • ♦•• •�• •�• • • Expiration Date 08l2412018 • • • • • • •. : • • • • • • • By 8 TE OF I Browing na. • �• •• •• ••• ••• Mlam- r ue onro % FORIOp. ��` W03-101 • • •• • 77 It 11� sheet 4.of 10 • • • ••• • • TYPICAL ANCHORS TYPICAL ANCHORS IN CLUSTERS IN CLUSTERS >•Y M ' 0 MTC.STILE k INTERLOCK ENDS •MTG. STILE&INTERLOCK ENDS SEE SHEET 4 FOR QUANTITIES18YSEE SHEET 4 FOR OUANTITIES Z 1 EDGE GISWOOD BUCK Q q _Z {IsgJi .� ." T:.•. - �a 'CONCRFJE 3 KSI-III .' - o • � ED.WOIS z 4 •s Np � V � CONCRETE�KSI-MIN. , .I 21 1 �• a TS: $$i n zo 7 SEALAN 4 1 Q.3og G ALL FRAME AND PANEL JOINT, INSTALLATION SCREWS AND Q dl�g ji R i HEADS OF ANCHOR SCREWS AT SILL TO BE SEALED WITH I%gig 6 WHITE/ALUM COLORED SEALANT. LL Z�i R I a d J-1--- ----- - LOCKS' a m t e ti 2 - i i 5 SURFACE MOUNT THREE PLY HOOK LOCK BY 'WORLD i I 14 it it it INDUSTRIAL PRODUCTS' AT 45-1/2" FROM BOTTOM N I 1 li i WITH KEEPERS AT LOCK POSITION. IYE S: g 4 4 1 1 i ii 1 1 W1 = 2-1/2" WEEP NOTCH AT SILL CENTER $ 0 N II 11 I I I I 1, I I li III � W2 = 7/8" NOTCH AT EACH END I! li 11 I 1 u q C9 H 4 44 i � i it I z u 0 I 1 ? 3 _ I F Q j 1� I� Ij I I I 7 c o 2 0 a I 1 1 I p I I I O I II '1 II i I 7 t co 0 m V- V o IYi II II I 1 I. I y� I 1 I I I Zto (y� -I y� II 11 II Z 1 1! 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I II II 1 4 N I II I Q II II g .�- : • $« _u I I III 1 4 II 2 %1 DIST.I 1� e Y r I' . ° • • U 13 I l u II I i l j i 'fl, i i i 'EDG is I I - I I p II • • .• I I•116 1 L� 1�- s 1 s i<••• • • • `�\\CPQ A ',w��•• o .. ... - •' ♦ • • • •'.'.�....-...... .".. ........ ... POURED&HMDENED �� '��CEN$Ll'•;Y/ �� a - •�,' ••e •• • .......... ..... .. -- a HIGH STRENGTH GROUT PRODUCT REVISED .. - .... f•c -5000 PSI MIN. . as com 1 In with the Florida No.70592 ` _ a NOT BY RC HOME SHOWCASE P `S 19 ri ' CON6RE1E-J k51 MIN. CQN E 3d�1•MIN.. '°• MUST TRANSFER SHEAR Building o e * 1{} r '•.••, '�ii, . :.d LOADS TO STRUCTURE OA-Mo. 15.1007.01 ,0: ,s n��: _ u • ° •' Ex irationDate06/24/2019 TATE OF `� drawing no. 'W2. I • •RITGIN STERLE • : • B••. .• I TYPICAL ANCHORS P . • / • INi'%T, END •• IN CLUSTERS '� F<O.... W03-101 t/4"X 3 4-SCREWS ° V • • • • By � ; • SEL•1HEET 4 •• • • • O E SHEET 4 OR QUANHTIESMTG. STILE&INTERLOCK NOS Mlam- e Pro uct on ro ��//1 10AIA4 \� EDGE DIST. •• FOIA QUANTITIES EDGE DIST, / 11111111\\ sheet 5 of 1 D ••• • • • • • • • TYPICAL ANCHORS TYPICAL'ANCHORS IN CLUSTERSTYPICAL ANCHORS Z IN CLUSTERS q m O MTG.STILE h INTERLOCK ENDS O MTG. STILE B INTERLOCK ENDS IN CLUSTERS SEE SHEET 4 FOR QUANTITIES SEE SHEET 4 FOR QUANTITIES SEE MTC.S11LE k IN ENDS METAL Ci- ti SEE SHEET 4 FOR QUANTITIES STRUCTURES u 29Y WOOD BUCK ty�'•`i o EDGE DIST. �� OR MIAMI-RADE COUNTY - 1" lY EDGE D T. p STRUCTURE APPR'O MULLION fff4iii. Ty SEE SEPARATE NCA V UN� 1 Q�Q p g^ ddC7�.� 8 • Z rt N � V4WNzCccg In -UPICAL ANCHORS: SEE ELEV. FOR SPACING J �- — — — —AT HEAD- — — — — — — — — — -1 rj3YOR2BY WOOD BUCKS AND METAL STRUCTURES NOT BY RC HOME SHOWCASE STAIN LOADS IMPOSED BY GU71NG SYSTEM AND TRANSFER THEM TO THE]/4"OLA HILTI KWIK-CON 11 (Fu=138 KSI,Fy=137 KSI)MIN. LENGTH = 3-1/4STRUCTURE. IINTO WOOD STRUCTURES, 2" MIN. EMBEDMENT I U y THRU 18Y OR 2BY BUCKS INTO CONCRETE, 1-1/4" MIN. CONIC. EMBEDMENT O DIRECTLY INTO CONCRETE, 2" MIN. EMBED 0 a 1/4' DIA TEKS OR SELF DRILLING SCREWS (Fu-120 KSI,FY-92 KS0I N O g INTO METAL STRUCTURES OR APPROVED CUPPED MULLIONS STEEL : 1/8" THK. MIN. (Fy - 36 KSI MIN.) I N E nO„ ALUMINUM : 1/8"THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) _ - —AT SILL - — — — — — -- — — — TYPE 'M' �/4" DLA HILTI KWIK-CON II (Fu=136 KSI,Fy=137 KSI) I St RAIN. 1 FNGTN n 3-1/4" C DIRECTLY INTO CONCRETE, 2' MIN. EMBEDMENTJ c ".$ L . - - - -- - - - - - - - —- - S — — — —AT JAMBS— — — — — — — — — HILTI KWIK-CON II (Fu=138 KSI,Fy-137 K51) u MIN. LENGTH = 3-1/4 INTO WOOD STRUCTURES, 2" MIN. EMBEDMENT THRU 18Y OR 2BY BUCKS INTO CONC. OR MASONRY, 1-1/4" MIN, CONC. OR MASONRY EMBED. „a DIRECTLY INTO CONCRETE, 1-3/4" MIN. EMBED n DIRECTLY INTO FILLED BLOCKS, 2" MIN. EMBED •• ••• • • • • • •• J =8$ J/4''OL`TEKS OR CELE ORILLINO SCREWS(Fu-120 KSI.1,492 KS)• • • • • • • • I Z c e w v= INTO METAL STRUCTURES OR APPROVED CLIPPED MULLIONS • •• • • • • • • •• • • • • ••• •• t 1\111111/ STEEL: 1/8"THK. MIN. (Fy = 35 KSI MIN.) • • • • • • • • I 7 ALUMINUM : 1/8"THK. MIN. (6063-T5 MIN.) •• ••• •• • • • •• `�� p`J �� - r o (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) — PRODUCT REVISED ` �' VsF as eomplyln with the Florida ANCHOR-- 01ST N S — — — — — — — — — — Building Cod• = No.70592 = �' • ••• ••• ••• • • NDAIrNo. 15-1007.07 INTO CONCRETE AND MASONRY- 2-1/2"MIN. • • • • • • • • Al INTO WOOD STRUCTURE= 1"MIN. • • • • • • • • • Expiration Data 06/24/2019 u.� e INTO METAL STRUCTURE = 3/4" MIN. •• • • • • • .•. • • By ATEdrawingo no. .. .. .. . . S •'C9;�� WOOD AT HEAD OR JAMBS SG 0.55 MIN. • • • • • • Miamt- da Product Control �� _.... W03-101 CONCRETE AT HEAD, SILL OR JAMBS f'c - 3000 A MIN. �777/ LL' �� sheet 6 o10 C-90 GROUT FILLED BLOCK AT JAMBS f'm - 2000 PSI MIN. ••• • • • • ••• • • • • • • • • • • • • • • • • • 00 00 • • • ••• • • • ••• • TYPICAL ANCHORS 4" o SEE ELEVATION FOR SPACING PANEL WIDTH - n O O TYPICAL ANCHORS Z ^ SEE ELEV. O 27 FOR SPACING � a a 10 11 - 1 - a ALTERNATE TO IL S G S JAMjFIXVILE 9 Q iS o - _-_-__— --__----- 18 .VNd ca Cy I _ ------- ---__—_- - __---- --- --- __-_= METALS g 29 -------- O ,_ ___ _ / 1 _O____ STRUCTURE J y KIo3 3 9 � 17 EXTERIOR EXT. 25 u 13 O.L.OPG. 76 3/B'MAX- 1/4-X 3/4-SCREWS (LOAD BEARING) N PANEL WIDTH SHIM ti a U Q (LOAD BEARING) - DOUR WIDTH - 0-p SHIM mJ 0 N 003 'O N t7 N N � 18'r D WOOD SUCH E 1/2MAX. w 1/2"MAX. (LOAD BEARING) (LOAD BEARING) SHIN [._ ASHIM12 TYPICAL ANCHORS JYPEEICAL ELEV.CHORS cSEE ELEV.FOR SPACING FOR SPAING_.••• •• - _ `11L1\11111////// PRODUCT REVISED .25i as eom Iyln with the Florida - .e iv .• Bullding Code No. 0592 •n. " • • ,Q NDA-No. 15.1007.01 • : . EXT. ' Expiration Date 06/2412019 EXT.i • • • P O.L.O. •• • • • • • D.L.D. -- 8 1£OF � drawing no. • •• By _ • • PANEL WIDTH Wlla •Product Control PANEL DD� WIDTH • • ODOR WIDTH "%1% sheet 7 x110 •••. • • • • •t• • • • • • • • • • • • • ••• •0 0• 0 0 0 0•• 0 x ry� 3 4V M -_ -_ z AK 01�a BOND BREAKER TAPE _ H L _ - o FSILICONE H u 4' a OW CORNING 790 O _ C v 29 UNANCHORED JAMBS 3A / 0 DEFLECTION AT BO PSF SILICONE � sr 4 ��' � > PANEL YIIDTH DOOR HOCFR OEREOTIOM DEPDOW CORNING 7MI MIN. & MAX. DEPTH� TNG MIN.90 VPTO G Q d_ NOMINAL INCHES LACHES MIN.&MAX. CAP 1 2 MAX. 1/4' MAX, 0 p ry INCRfs GAP EXTERIOR SEE CHART /" OAP N N M `p 30 •075 SEE CHART BELOW M BELOW 36 067 FREE STANDING JAMB z LL 42 .099 _ FRE F STANDING JAMB �F STANDING JAMB 0 0 g OPERABLE SIDE FOR JOINTS GAP LESS THAN 1/4'USE I x Y) 46 •109 FIXED SIDE BOND BREAKER TME 'j E 54 90 •117 - SEE DETAIL ABOVE V) 56-1/2 IX IN'4 SX IN�J .120 5.645 12.5527jO 60 .124 66 .129 30 .157 36 .186 GAPS FOR FREE STANOING JAMBS g 42 .212 EIROE WN. MAX.48 .236 GAP GAP54 .258 1/4" 1' o56-1/2 .266 1/4" 1' 60 .278 1/4' 166 .286 1/4' 1' ,n n 30 .201 NOTE. c• 36 .238 MAX.MOVEMENT CON51Dffffff��111111��D=l0 ST o YYY333 8 42 272 PLEASE REFER 70 SF MAN TIl S DA�..AW AQPUGTATIOd•• MANUAL FOR COMPAT ILDY OF S. LANTTT�•SUf1§TR/JE t•WILYIOYyLL � c 48 .305 MATERIAL/FINISH AND CQEIPUANC6&OR�11A%ANT* • ••• • \\7111 I I11 1j7 - 54 102 .334 REFER TO ACI-117-10 FW CONST�UCyOH jOLf�tM1�S.• • • \\\ R.7I :- ALTERNATE SEALANTS aLa JAMB%S CANVIESINED BO • •• �\ ��•AH;�yp��P� r 56-1/2 •345 ENGINEER OF RECORD BASED ON MANUFACTURER GUIOE LINES. �` �P:•'uOEN$F'•.;V o 80 '357 GMS LESS THAN 1/4'MAY BE DESIGNED BY ENGINEER OF RECORD BY PRODUCT REVISED _ S0 .254 THE USE OF BONO BREAKER TAPE OR IS%OF GM ALLOWED MOVEMENT. as comp)yin with the Florida - Building Cods N0.70592 y' k 38 .301 • ••• ••• ••• • • NOA-To. 15-1007.01 42 .345 • • • • • • • • • Expiration � drawin no 48 .387 •• • • • • • • • • P T OF `y 9 108 • •• •• •• • • • • 54 .428 •• • • • • • BY i FLORIOp.•'G``�\ W03-101 5854 .441 Mlam Produet ontro �'�SS/ NAI. \ 7jFII/II 1111\\ sheet 8 of 10 60 - • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1.6841 4 U a 5.499 - 2.235--- O 5.016 .544 .500 I M M .187 z a 3 { 1.475 O II 1.913 .625 .,96 I{ 1.792 � 1.875 .375 I .062 .100 O v Typ12. !!__� d TIP. 2.187 1.344 30 4.612 2.085 2.493 INSIDE SILL TRACK Opp 0�pal�LL O 14 HEAD CDVER 2.684 TYP. (O H t FRAME HFAO Or 0 to 3.000 .280 .125- 2.673 C g p G .078 2.062 1.908 Z u G .078 1.764 1.564 .J l7 j' z.6a7 .t00 .2s7 Q b 1.723 1.6113 001,3gi 062 1,591 V 4562 3A FRAME JAMB (FREE STANDING) I I .500 1.000 1.274--i .J44 1�-1.374 1.569 O LOCK STILE r1�9�� g C -1.906 1.760 .500 V O 1IL of � Q FIX. TOP RAIL a MOV. TOP RAIL to �` 2.313 .062 1.474 i3 ; M---1.606 �i t A d' a 1.718---{ I 1.569 2.531 .078 N N M N 1.913 t 1 MTG. STILE a1 n .500 LI.374-J - g E z 1�.... .500 -1.664 � O v� 2.594 2.378 2.313 5.828 4A ALT. MOVING BOTTOM RAIL 1.396 -2.750- 1 .750 t=om .062 .062 1 O ___I( 70 INTERLOCK 2.211 1'792 1.063 I I I•�1.J74-1 -.125 4---1.250-d 4.374 .Q 1.674 �� 1 P 1.564 .094 .090 Q FIX. BOTTOM RAIL MOVING BOTTOM RAIL tvl+. _ 6 7.000 1 A76 - 0 e$Ndoe FIXED STILE • • o 0 • • % FRAME JAMB(ANCHORED) •• • ``1771111111/x7'' 125 �� ,�:•'�}CEN3g'•;�J '� 3 TYP. 250 062 PRODUCT REVISED L TIP. 2.688 as com Iying with the Florida _ NO 70592 E - • • 1.375Building Codi y 587 ��j• • • • • ••• • • • I NOA-No. 15.1007.01 • • • • .1 .� I •• qs7 • • �• • expiration D to 06124/2019 8 ATE OF ;ly'�� Browing no. 5.562 ---moi ••• • .�•• :• •• ••• 1.234 By '��• '•.,LORIDP.•'C9�` W03-101 2.486 11111181"?bde Product Control7j 1s 'x/��AIA1�E71�� sheet g of 10 O FRAME SILL 12 THRESHOLD COVER 1J SILL ANCHOR ev • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • �w.V z o I 0 1 32 O q r. Dov 1 C pp e 0 a�8 O N ' N PANEL TOP CORNER m J I g U FRAME TOP CORNER N Q Q 31 ✓moi p.o + 3t � fA N n u A M lV OZIi„ x�.E 53 4 3 2 of C•� ,MS nv�m • •• ••• • • • • • t•• PANEL BOTTOM CORNER 6 9 S • • • •'go 00 00 0 00 • • PRODUCT REVISED as compliing with the Florida Bulldlnp ode 0.70592 a NOA-N0. 15.1007.01 • • i • • a 0 0Expiration Date 06/24/2010 — • • • • • • • A7E drawing no. coRlo., W03-101 • • Mlam�,-..u. �` FRAME BOTTOM CORNER /S��NA1, �� - �� 111th elteet 10 of 10 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • MIAMi•DADE MIAMI--DARE COUNTY o 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.niianiidade.gov/econoiii Industries,Inc. 8501 NW 90 Street Medley,FL 33166 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 Count),)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. DESCRIl'TION: Series"3200" Outswing Aluminum Casement Window-L.M.I. APPROVAL DOCUMENT: Drawing No. L3200-0801, titled "Series: 3200 Outswing Impact Casement Window", sheets 01 through 07 of 07, dated 07/27/08, with revision "C" dated 08/25/14, prepared by manufacturer, signed and sealed by Thomas J. Sotos,P.E., bearing the Miami--Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miatui-Dade County Product Control Section. MISSILE IMPACT RATING: Large Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo;.oity*stateg•••;• series, and following statement: "Miami-Dade County Product Control Approved''-unless otli�ivrLse�noted herein. •••:•• 0000 "`•`• RENEWAL of this NOA shall be considered after a renewal application has been•ej�,and there has been `: no change in the applicable building code negatively affecting the performance of thrsqradact. TERMINATION of this NOA will occur after the expiration date or if there has bUVe tevisi&ff;A1angC:„. in the materials, use, and/or manufacture of the product or process. Misuse of this ftOk§s an endQrsennent of any product, for sales, advertising or any other purposes shall automatically tern;inate:his 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, Fifel;la? and` • followed by the expiration dates may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done iti.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 jo the request of the Building Official. This NOA revises NOA No. 13-1217.22 and co and evidence pages E-1 and E-2, as well as approval document mentioned above. pP F F........�•9 The submitted documentation was reviewed ascon,V.E. _11111 N' JPS v NOA No. 14-0908.20 MIAMI DARE COUNTY ;�`Yy „�ARLU xpiration Date: March 04,201.9 Wow ��i."�?� •. �,' 1 , L F'� proval Date: November 27,2014 E •�G Page 1 R M 1 Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Subnnitted under NOA No. 08-1020.08) 2. Drawing No. L3200-0801, Sheets 01 through 07 of 07,titled "Series: 3200 Outswing Impact Casement Window",dated 07/27/08,with revision "C"dated 08/25/14, prepared by manufacturer, signed and sealed by Thomas J. Sotos, P.E. B. TESTS 1. Test report on: 1)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 along with marked-up drawings and installation diagram of a series 3200 outswing aluminum casement window, X configuration, w/5/16" ann. Lami. glass w/PVB laminate by DuPont, Test Reports No.'s HETI-08-2099A, HETI-08-2102A, HETI-08-2097A, HETI-08-2103A and HETI-08 2131A, all dated 07/10/08, signed and sealed by Candido F. Font, P.E. (Submitted under NDA No. 08-1020.08) 2. Test reports on: 1) Large Missile Impact Test per FBC,TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked-up drawings and installation diagram of a series 3200 outswing aluminum casement window, X configuration, w/5/16" ann. Lami. glass Nv/ PVB laminate by DuPont, Test Reports No.'s HETI-08-2099B, HETI-08-2100, HETI-08-2101,HETI-08 2102B,HETI-08-2097B,HETI-08 2103B,HETI-08-2104, HETI-08-2105, HETI-08-2106, HETI-08-2125 and HETI-08-2131B, all dated 07/10/08, signed and sealed by Candida F. Font, P. E. (Snrbinnitted under NOA No. 08-1020.08) 0000 C. CALCULATIONS ` ..6.e 0000.0 1. Anchor verification calculations and structural analysis, coiqiprying ;rAJIT•FBC, •, prepared by manufacturer, dated 10/01/08 and 01/30/09, signed'ar&1ealed h�Thomag•••' J. Sotos,P. E. (Subnnitted under previous`�:ffNo. t2J127.211••••: 2. Glazing complies with ASTM E1300-04/ 09. ` 0000 :0000* 0000. :0000. . 0000. . . 0000.. D. QUALITY ASSURANCE " `• • 00. 1. Miami--Dade Department of Regulatory and Economic Resources00(V R). 0000` .. 000000 • � 0000.. E. MATERIAL CERTIFICATIONS •`•: • 1. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours c�i•Co., Inc. for their"DuPont SentryGlas©Interlayer" dated 08/25/11,expiring on 01/14/17. 2. Notice of Acceptance No. 13-0129.27 issued to E.I.DuPont DeNemours & Co., Inc. for their"DuPont ButaciteOO PVB Interlayer"dated 04/11/13, expiring on 12/11/16. Jaime D. Gascon,P.E. Product Control Section-Supervisor NOA No.14--0908.20 Expiration Date: March 04,2019 Approval Date: November 27,2014 E-1 Lawson Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS(CONTINUED) 3. Notice of Acceptance No. 14-0423,17 issued to Eastman Chemical Company (MA) for their "Saflex Clear and Color Glass Interlayers" dated 06/19/14, expiring on 05/21/16. F. STATEMENTS 1. Statement letter of conformance to and complying with FBC 5th Edition (2014), issued by manufacturer, dated 09/02/14, signed and sealed by Thomas J. Sotos, P. E. 2. Department of State Certification of LAWSON INDUSTRIES, INC. as a for profit corporation, active and organized under the laws of the State of Florida, dated 04/11/14 and filed at the Secretary of State. 3. Statement letter of conformance, complying with FBC-2010, dated 01/25/12, signed and sealed by Thomas J. Sotos, P. E. (Submitter)under previous NOA No. 12-0127.21) 4. Statement letter of no financial interest, dated 10/01/08, signed and sealed by Thomas J. Sotos,P. E. (Submitted under NDA No. 08-1020.08) 5. Laboratory compliance letter for Test Reports No.'s HETI-08-2099A, dated 07/10/08, HETI-08-2102A, dated 07/10/08, HETI-08-2097A, dated 07/10/08, HETI-08-2103A, dated 07/10/08, HETI-08-2131A, dated 07/10/08, HETI-08-2099B, dated 07/10/08, HETI-08-2100, dated 07/10/08, HETI-08-2101, dated 07/10/08, HETI-08-2102A, dated 07/10/08, HETI-08-2102B, dated 07/10/08, HETI-08-209713, dated 07/10/08, HETI-08-2103B, dated 07/10/08, HETI-08 2104, dated 07/10/08, HETI-08-2105, dated 07/10/08, HETI-08-2106, dated 07/10/08, HETI-08-2125, dated 07/10/08 and HETI-08-2131B, dated 07/10/08, air i jitsed by•••• Hurricane Engineering &Testing, Inc., signed and sealed by C;gdg(:F. 174> $. E. .' (Srtbrttitted irrrder previotts NOA No. 08-1020.08) .••••• •• •••••• ..•.•• • G. OTHERS 06000 • •••••• 0. 1. Notice of Acceptance No. 13-1217.22, issued to Lawson IrWiWiies, Inc. for their•%••• •••••• Series "3200 Outswing Aluminum Casement Window - �.�+lsl•", approved ori•••:• 03/06/14 and expiring on 03/04/19. •""• • . . • ••.••. . • .....0 •• . •••• •• • Jaime D.Gascon,P.E. Product Control Section Supervisor NOA No. 14-0908.20 Expiration Date: March 04,2019 Approval Date: November 27,2014 E-2 ANCHORS- 12 1 2• (A) 3 AT FRAME HEAD (MAX.O.C) (G 3 A7 FRAME SILL 6, --ANCHOR CLUSTER ANCHOR CLUSTER (ID 5 AT EA. FRAME JAMB A Al (MA%')(TALLY ANCHORS SEE DETAIL N4 AT ANCHORS SEE DETAIL N4 AT CORNERS) SHEET 7 OF 7 SHFFT 7 IF 7 (A) 6 AT FRAME HEAD (FRAME SILL TYPICAL) (A) 6 AT FRAME HEAD (FRAME SILL TYPICAL) —6( •) (C) 6 AT FRAME SILL (C) 6 AT FRAME SILL Uo (D) 4 AT EA. FRAME JAMB I A ( .)(TYPIC (D) 4 AT EA. FRAME JAMB! A Al (Aux.)(TMC /' 0 8\\ i CORNERS) 3S ! CORNERALL S) ------- _—�.. Mox D.L.O./ lh ( (�_) _ // o t o / _ n Al Al SO 5 8" o =..._...-- / 5 8• LO In __r=-:.. /�/.::::::::::::::::: N o ::,::::_-:::::.._ ::::- - A o T- (r ... ... _ a // , I C o M j�/ Y E1 j/�%t — D1 ��.. « /�� D tL t - n w o / fixed Lilo L 36 '3— W o n 9 \ II II d M Q J o L n id-.p. n� • (y Q J o N I ' J O G \ \ %// Y N lei sN 1� \ Y m i h"'D Of U ! � / X 1.5 N \ N Vi Bl \ � B .' / 6' 25.O.C. huX. 6" (MAK. B -)4" 4' e' 1 1 fixed Bracket 8" ( ,) B4. t 4' 25'0 MAX. EXT. 6 INT.FALSE COLONIAL ( ,) (wx. 25'O.C. MAX. of 8" Irom end. < L�_. MUNTINS ARE APPLIED V/ 37' _74' (Ty:. al .1I Fixed _7q• V/SILICONE AND ARE WINDOW FRAME WIDTH WINDOW FRAME WIDTII Lite Corners) WINDOW FRAME WIDTH AVAILABLE AS OPTIONAL. "X" ELEVATION "XO" ELEVATION — (OX reversed) "XX" ELEVATION EXT.6 INT.FALSE COLONIAL (LIMITED TO LOADS ON SHEET 5 OF 7) (LIMITED TO LOADS ON SHEET 8 OF 7) (LIMITED TO LOADS ON SHEET 6 OF 7) MUNTINS ARE APPLIED W/ V/SILICONE AND ARE AVAILABLE AS OPTIONAL. SERIES-3200 OUTSWING CASEMENT IMPACT WINDOW APPROVED ELEVATIONS General Notes: • WHEN THE CAP BETWEENTHE WINDOW FRAME AND THE BUCK OR 1.) THIS WINDOW SYSTEM 13 DESIGNED AND TESTED TO COMPLY WITH THE MASONRY 13 LESS THAN 1/8", SHIMS ARE NOT REQUIRED. REQUIREMENTS OF THE 2014 FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ) AND ASTM 1300-98. THIS PRODUCT ANCHORS NOTE IS IMPACT RESISTANT AND DOES NOT REQUIRE SHUTTERS. 2.) 1X or 2 X WOOD BUCKS SHALL BE INSTALLED AND ANCHORED SO THAT THE ANCHORS TO BE R12 SMS OR WD. SCREWS INTO WOOD, OR BUILDING RESISTS THE SUPERIMPOSED LOADS IN ACCORDANCE WITH 1/4' TAPCONS or APPROVED CONC. FASTENERS INTO CONC., REQUIREMENTS OF 2010 F.B.C. & TO BE REVIEWED BY BUILDING OFFICIAL, WITH A MINIMUM OF 1 1/4' PENETRATION INTO WOOD OR 3.) ANCHORS SHOWN ABOVE ARE AS PER TEST UNITS. ON CENTER (O.C.) CONC. (REFER TO LOAD TABLES FOR QUANTITIES REQUIRED) ANCHOR SPACINGS WILL VARY WITH UNIT DIMENSIONS, AND THE NUMBER OF ANCHORS REQUIRED, AS SPECIFIED ON THE LOAD TABLES AT SHEETS 5 & 6. 4.) ANCHOR CONDITIONS NOT DESCRIBED IN THESE DRAWING'S ARE TO BE PRODUCTRUVISED ENGINEERED ON A SITE SPECIFIC BASIS, UNDER SEPARATE APPROVAL AND ss wnyllyingv Hl the F•lor da TO BE REVIEWED BY BUILDING OFFICIAL. UuridlnDC�dc 5:) SEE SHEET q3 FOR BILL O F', TER61LE6AND•DET4LS• •• A.Il ,)yo� 6.) SEE SHEET #6 & 6 F96 GLAZING DETAILS#& QPT:)N$ACD CHARTS FOR ( 2 f MAX. DESIGN PRESSURES. • • • 000 • '-- L 7.) WOOD BUCKS IN CONTAC?$ITH`bVC$ETE hlVST•BE•PRtSSU &TREATED AND ANCHORED A11an;1j7atleytvdoctConnol`'-�., (BY OTHERS), PRIOR T4 jy({fDQ{Y•R1STAl11.M1'lON!(SEL•SFI�E'1• FOR DETAIL& NOTES) THS J.$0 9: R.w,mn N,�..: �� q T(�/ PROFESSI ENGINEER., A.Revised to Com w 2010 FOC /�/ ®J 8501 N.W. 90 ST. 8.) MATERIALS INCLUDING BUT NOT LIMITED TO STEEL SCREWS. THAT COME INTO FL 0 66226 MEDLEY, FLORIDA 33166 CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS - B.Renewal and Revision to sheet 5&6 of 7 Cf -T-z +'S, INC.ON PH No. (305) 698-8880 OF 2014 FLORIDA BUILDING CODE SECTION j%0j.8.4 ANVOR SECTION 2326.2 - •• C.Revised to Com w 2014 FBC MANUPAOFURRR OF QUALITY ALUMINUM WINDOWS AND CLASS DOORS 9.) EXT. & INT. FALSE COLONIAL•CLINTINS IFI OPTIMAL& AM) ARE:PF:IFLD W/SILICONE brow nmr. ve.l cw,: P,ws cw,aory, s.,•t,./uoa.e n..e R�.+.,.,.a R.was F: 10.) FRAME SILL ANCHOR CLIGS TO•BE MEASUCED FROI THE INSIDE PbGE•OF THE WINDOW FRAME - - NOA AssEareLv YnNDow 320o LCNOA oe-ol AND TO BE LOCATED WYIIIN A•+TJ-•1/2" LERAJAW. • • • • Dawn es: D.te D.awm TOTAL OF ANCHORS REQdIRED,•( THE SAME AS 4'RAME HEAD. - :" "F N. ERAZO 07/87/06 Series: 3200 Outswing Impact Casement Window 11.) SEE SHEET # 4 OF IU•FOR FLANGE PERIMETER CAULK/ INSTALLATION DETAIL. :. •ryy��gt Rto°iQ Bj" N RRAZO D./.o8/2s/t4 GENERAL. NOTES & APPROVED ELEVATIONS (X, XX, XO or OX) 12.) EXT. & INT. FALSE COLONIAL MUNTINS ARE OPTIONAL& AND ARE APPLIED W/ SILICONE, ?�,, ,• �`t+l l# R.w�o„".bsuG: pr.a„<7 RU...n.,A',,.oe.., p,wwns Meme..: sru.a DATE--- - C CASEUEN 3200-OONOA-01 L3200-0801 1 OF 7 • • • ••• • • 1 5/32' ALL P.T. WOOD BUCKS t 5/32' v 1/4' TAPCONS W/ EDGE ENGINEERED SEPARATELY ET.' q l4 S.M.S. or \J D. SCREW W/ 1 5/32' v 1 1/4' MIN. CONC. D1srANce & T❑ BE REVIEWED DISTANCE l V4' MIN. WOOD EMBED o' v EMBEDMENT EDGE 82STANCE 43 I BLDG: OFFICIAL (fYP..•��,;. "'� .:PC• ° ° . ° v ALL WOOD BUCKS +p.:r;> °•. .0 n- ° ENGINEERED SEPARATELY '.•k�` v',. ° 47 .1 1/4' STUCCO '':',': .;�;; _.. & 10 BE REVIEWED (AIN.EAIBEO.) .:,C:<; a .::� ' v ° v METAL LATH (BY OTHERS) ,,,, ,1: , 43 BLDG. OFFICIAL (TYP.) STUCC❑ r. .:P+• °. 0 4.3 :{;,:.,....,. .17 v' ° & STUCCO �'i1. 1''.i.`,.;t; 4'7 1 1/4' (BY OTHERS);;,.,,-'° (BY OTHERS) 50 47 t 1�4' :: f:Yr':.',i 50 (ABN. EMRFD.) 2X WOOD BUCK p�.:• (MIN.E.1BED. "Y a:.P''•':: ANCHORED TO CONC. 1/4' MAX. °r w `,%;" TO BE P.T. (TYP.) SHIM SPACE _ PERIM. CAULKING BY OTHERS 2X WOOD 15 17 (TYPJ 17 EXTERIOR GRADE 17 BUCK (TYP.) PERIMETER CAULKING 1/4' MAX. 15 BY OTHERS 1 ALL WOOD FRAMING SHIM SPACE i (TYP.) ENGINEERED SEPARATELY 24 1 �� 15 1 & TO BE REVIEWED - 1 BLDG. OFFICIAL (TYP.) A2 22 23 17 11 O16 18 16 1816 5 5 "I 5 i 21 18 42 49 i' 12 16 48 1 w r i! ii s W _ r EXTERIOR " INTERIOR = i' p EXTERIOR 1 INTERIOR a = EXTERIO INTERIOR = i i M 13 it 14 51 4 z 13 1, � 14 51 w GLASS jiii ¢ ' 12 16 48 13 J 'a 12 16 48 a Il'i W a 49 0 2842 i 1 30 a 21 25 21 18 21 616 16 24 17 16 OB 27 BZ 40 17 17 18 40 15 10 15 ---— 29 10 29 10 1/4' MAX. 17 17 SHIM SPACE I/4' MAX. 17 EXT. GRADE -"' SHIM EXT. GRADE PERII4. CAULKING PERIPI, CAULKING 15 (TYPJ (TYP.) -i 22 23 26 a¢' :'rt;,.f,e' 2X WOOD t 1/4" .1; STUCCO—, 24¢ e 50 ( j ' AIIN.EMBED.) (BY OTHERS) "`.') A-G: ¢• 1 1/1' S,� 50 EXT. GRADE (MIN.EA1RE0.) PERIM. CAULKING •':�:. a°: A 44 d. '• ` •• t:t•,i 44 (TYP.) 44 1X or 2X • • • •' 4 • • • P.T. WD. BUCK • • •• • • • •• METAL LATH, STUCCO t 2 3/4'EDGE DISTANCE • 2,064-SDGE•DISOANLC • • AND EXTERIOR GRADE 2 3/'EOGE DISTANCE • • • • SHEATHING (BY OTHERS) •• ••• •• • • • •• THOMAS! E TOS, rt..Re N•h.: �� PROFB59 �RNOINRRR A Revised to Compy w 2010 FRC 8501 N.W. 90 ST. • WHEN THE CAP BETWEEN THE WINDOW FRAME AND THE BUCK OR PL :/66226' . MEDLEY, FLORIDA 33188 MASONRY 19 LESS THAN 1/8". SHIMS ARE NOT REQUIRED. R.Renewal end Revision to sheet 5&6 of 7 NDLTSTRIEB, INC. PH No. (305)696-8880 ••• ••• 11R0DleJCf RBVISDD - 5 C.Revised to Com w/2014 FBC MANUFACTURER OP QUALITY ALUMINUM WINDOFS AND CLASS DOORS ANCHORS NOS ••• • • • �v cAlnpi up,wlUlUw.FlmLlo Dmw ae..: Pe.1 cw.: F od cehSe•v Smh/M•ee n.m rtl•••r. rt.v.oe e: • • }'.uiiRinS tt1c /1' /'4 Q•�� NOA ASSOABLY WINOOW 3200 LCNOA 08-01 l qVCJ ANCHORS TO BE 1112 S1.� R l�. SCQEWS•INTO NOUD,•OR ':lit"' LL n..w,sv: rt^'•a^ 1/4' TAPCONS or APPRO�D CONI:, FASTOPIRRS I" CONL'•, *:•?N' "f> lZ019 t N. ERAZO 07/27/08 Series: 3200 Outswing Impact Casement Window WITH A MINIMUM OF 1.114' PENETRATION INTO ADD OR � � rt•�"d ew °°"rt•w"4 VERTICAL CROSS-SECTIONS, DETAILS & NOTES 1 y ,-_t N.ERAZO 05/26/11 CONC. (REFER TO LOAD TABLES FOR QUANTITIES REQUIRED) 11 ib6d 1 uJnct Cmittol t •'f� rte„ .,e SsWrt Mdu<I RU•••s••A'umbr. A.•Wnp Num4m SM.4 DATE_ _ C MEMFNF3200-OBNOA-Oi L3200-0801 a OF 7 • As • 0:0 • • Pj • • • ••• • • • • • • • • • • • • As STUCCO OVERALL FRAME WIDTH <BY OTHERS) PERIMETER CAULKING EXTERIOR OVERALL VENT WIDTH 15 18 7 8 18 15 DAYLIGHT WIDTH 39 8 7 18 15 3 21 12 16 4812 16 48 21 v 13 M 41� GLASS _ /--GLASS o I 49 FIXED VENT ; _ - OPERABLE VENT - - 14 51 51.. i_4 ° TAPCON 1 1 4' � ---111111111111 (MI MBED.) 18 18 j ---- 18 1/4' (IAIN.E6IBED.) p 20 42 9 v 47 17 11D 17 16 16 �1( 17 INTERIOR O 16 17 O 17 47 °. 1 L1 v ALL WOOD BUCKS ENGINEERED SEPARATELY ALL WUUD BUCKS ENGINEERED SEPARATELY & TOBE REVIEWED & TO BE REVIEWED BY BLDG. OFFICIAL (TYP.) STUCCO BLDG. OFFICIAL (TYP.) P.T WOOD BUCK NOT BY LAWSON IND. (BY OTHERS) OVERALL FRAME WIDTH MUST SUSTAIN IMPOSED LOADS 1/4'MAX. PERIMETER CAULKING SHIN SPACE OVERALL VENT WIDTH ;� '�-`"�� PERIMETER CAULKING 7 38 39 DAYLIGHT WIDTH 8 37 18 15 3 `q . 3 15 18 8 3 EXTERIOR 36 a?` 21 EXTERIOR 21 21 12 16 48 v v 13 GLASS 103 33 34 N ° ° GLASS 43• .° 43 a 43.- ------------ 35 3.. :-35 _- OPERABLE VENT _ W p TAPCON 14 51 1 4 — > TAPCON 14 51 ° //.. 18 (MIN. 1 BED.) // . (MIN. �—l (MIN.IEMBED,) 18 35 2 INTERIOR 2p 20, 21 v .r 42 42 41 v t 47 11 DI INTERIOR ° ;,.. ... 47 17 21 17 16 16 17 47 ° 17 17 16 PRODUCT'RDVISL•U V4NAc UC 32ALL WOOD BUCKS as cony>Iying.viW the PIOridR SMINSPACE v. v ENGINEERED SEPARATELY NuildingCode�c_"""/ • • • •• & TO BE REVIEWED Accellolnce No •• BLDG. OFFICIAL (TYP.) I,xpna(lo0D01 • • • • • • • • • 31 • • • • • • • • •.. ,. �4iani q„Ae l'rotiJuM Conlml • •• • • • •• THSyIAg OTO R.v.R x,b..• �q T ® 7(♦ T •• ••• PROPESTHO 'SOTOS R A.Reviud W Comply w 2010 EBC ��r"/ 1��// .1J 66225'.'_:. 6501 N.W.90 A • WHEN THE OAP BETWEEN THE WINDOW FRAME AND THE BUCK OR B.Renewal and R,vl,lon to,heat 5&6 0l 7 J MEDLEY,FLORIDA -866 MASONRY IS LESS THAN 1/8 SHIMS ARE NOT REQUIRED. INDUST IES INC. PH No.(305)6911-8880 • ••• ••• • ••• J k - C.Revised to Comply 2014 FBC MANUPACTURRR OF QUALITY ALUMINUM WINDOWS AND CLASS DOORS • • h Draw CW,,: neA Cb,.: Prod Cab/ery: s.rb./YW,L• llml R.Jnnw./: x, I: ANCHORS NOTE: • • • • • • • • '�tt__ • • • • �'i NOA ASSEMBEY WINDOW 3200 LCNQ\00-Ot ANCHORS TO BE 512 St�S OR `ZD SWEWSe INTO ROOD-OR •• • • +' D,e,H. By. D.f.Drvwv t/4' TAPCONS or APPRUI�ED CQI{C. FASTBNLRS fl0}0 CONCH,• • N. ERAZO 04/27/08 Series: 3200 Outswing Impact Casement Window WITH A MINIMUM OF I•W4' PENETRATION RNTO JbOD OR R,u4.d Ry: Deb Rwb.d.• HORIZONTAL CROSS-SECTIONS, DETAILS & NOTES CONC, (REFER TO LOAD TABLES FUR QUANTITIES REQUIRED) �1..' N.SRAaO oe/25/u DATE----- ”`t:i i``-.T'J,,`;,• ArNnee Gv.¢ C seWr: Produce R.J CAASEMENT3200-OtIN0A-01 n.uWro NumenL3200-0801 sA..a o oP 7 LAWSON SERIES: 3200 CASEMENT WINDOW - BILL OF MATERIALS LIST LAWSON SERIES: 3200 CASEMENT WINDOW - BILL OF MATERIALS LIST ITEM N D1YG. NO. PART NO. QUANTITY DESCRIPTION REMARKS ITEM N DWG. NO. PART NO. QUANTITY DESCRIPTION REMARKS 40 1 X VENT ANTI SAG VENT SILL RAMP NYLON 6/6 1 L-3001 1_II-118 1 FRAME HEAD 6063-T6 ALUMINUM 41 1 X HANDLE LOCKING HANDLE BACK PLATE • 2 L-3002 LII-115 1 FRAME SILL 6063-T6 ALUMINUM 42 1 X VENT 5/16" INSECT SCREEN - OPTIONAL ALUMINUM FRAME 3 L-3002 LII-115 2 FRAME JAMB-HINGE SIDE 6063-T6 ALUMINUM 43 SEE ELEVATION FRAME INSTALLATION SCREWS #12 X 2 1/4" PH SMS 4 L-3002 LII-115 2 FRAME JAMB-LATCH SIDE 6063-T6 ALUMINUM 44 SEE ELEVATION FRAME SILL CLIP SCREWS #12 X 1 1/2" PH SMS 5 L-3004 1_II-119 2 VENT TOP RAIL 6063-T6 ALUMINUM 45 SM-5504 SEE ELEVATION FRAME/VENT ASSEMBLY SEALANT • 6 L-3004 LII-119 2 VENT BOTTOM RAIL 6063-T6 ALUMINUM 46 SEE ELEVATION FRAME INSTALLATION CAULKING EXTERIOR GRADE PERIMETER 7 L-3004 LII-119 2 VENT SIDE RAIL-HINGE SIDE 6063-T6 ALUMINUM 47 L-3007 UI-164 1 X ANCHOR FRAME HEAD/JAMB SHEAR PLATE 6063-T5 ALUMINUM (3" L.) 8 L-3004 LII-119 2 VENT SIDE RAIL-IATCH SIDE 6063-T6 ALUMINUM 48 L-3009 U1-159 AS READ. GLAZING BEAD - 7/16" 6063-T5 ALUMINUM 9 L-3003 LII-116 AS REO'D. IN-POST 6063-T6 ALUMINUM 49 2 X BRACKET FIXED VENT ATTACHMENT SCREW #8 x 1 1/4" FH./PHIL. SDS 10 L-3006 UI-111 1 X ANCHOR FRAME SILL ANCHOR CLIP 6063-T6 ALUMINUM (3" L.) EXT. GRADE BACK BEDDING 50 8 X POST IN-POST ASSEMBLY SCREWS #10 X 1 1/4" PH SMS 11 L-3005 LII-113 AS REQ'D. FIXED LITE MOUNTING BRACKET 6063-T6 ALUMINUM (3" L.) TO BE APPLIED BEHIND 51 DC-899 AS REOD. GLAZING SEALANT - SILICONE • 12 L-3010 L11-7708 AS READ. GLAZING BEAD - 5/16" 6063-TS ALUMINUM WINDOW FLANGE BY INSTALLER (TYP,) ALL WOOD BUCKS 13 L-7531 L-7531 AS READ. GLAZING BEAD BULB VINYL PVC VINYL 2X WOOD ENGINEERED SEPARATELY 14 SM-5731 AS READ. GLAZING SEALANT - SILICONE FACE CAULK BUCK (TYP.) $ TO BE REVIEWED 15 L-3012 LI-110 AS REQD.v WEATHERSTRIPPING - FRAME/VENT PVC VINYL BY OTHERS (TYP.) BUCK OFFICIAL (TYP.) 16 L-3011 1_II-133 AS REQ'D. GLAZING BEAD 11/16" LAM./INSUL. 6063-T5 ALUMINUM 17 L-3013 12 CORNER KEY PER FRAME H 12 S.M.S. or WD. SCREW 18 L-3013 8 CORNER KEY PER VENT D - tvW/ 1 1/4' MIN. WOOD EMBED p• 19 L-3013 4 X POST CORNER KEY PER IN-POST 1 a, _ 20 8 FRAME ASSEMBLY SCREWS X10 X 1" PH SMS '14 N. EIABED.) 21 8 VENT ASSEMBLY SCREWS #10 X 1 1/4" PH SMS WINDOW FRAME \ --- 22 2 X VENT 4 BAR 90' HINGES - STD. & H.D. • - 23 2 X VENT 4 BAR 45' HINGES - STD. & H.D. • EXT. GRADE BACK BEDDING -_____= 24 AS REOD. HINGE MOUNTING SCREWS #10 X 1/2" P.H./PHIL. B EXT. GRADE PERIMETER TO BE APPLIED BEHIND CAULKING NOT BY WINDOW FLANGE BY 25 1 X VENT VENT OPERATOR - DUAL or SINGLE p - 'LAWSON INDUSTRIES', INSTALLER (TYP) 26 4/ OPER. OPERATOR MOUNTING SCREWS #10 X 3/4" F.H./PHIL. SDS TO BE APPLIED BY 27 1/ OPER. STAINLESS STEEL "C"TRACK OTHERS (TYP.) 28 2/ TRACK TRACK MOUNTING SCREWS #8 X 1/2" F.H./PHIL. SDS �'.`•'�• /E EXTERIOR GRADE 29 1/ OPERATOR STUD BRACKET CONNECTOR STUCCO OR EXTERIOR FINISH ��:�-,��...:, � PERIMETER CAULKING BY OTHERS (TYP.) 30 2/ BRACKET STUD BRACKET SCREWS #8 X 1/2" F.H./PHIL. SOS BY OTHERS (TYP) METAL LATH, STUCCO O 1/2" AND EXTERIOR GRADE 31 1/VENT LOCKING HANDLE SHEATHING (BY OTHERS) 32 2/ LOCK LOCK HANDLE MOUNTING SCREWS #10-32 X 3/8" PH MS FRAME PERIMETER CAULK DETAIL 2 WOOD FRAME INSTALLATION DETAIL 33 1/VENT LOCKING MULTI-POINT BAR SUBSTRATE= PRODUCTRHVISLiD 34 1 X LOCK POINT TIE BAR NYLON GUIDES I/NOITE E MULLION APPROVALS FOR aacmnlll•in oiU/tlwl'lorida CONCRETE OR ! D �Q 35 2 X GUIDE NYLON GUIDES MOUNTING SCREWS #8 X 1" PH./PHIL. 8 LLION TYPE, SIZE AND MAX.ONS.':dlding COdc' P.T. WOOD SIGN PRESSURE LIMITATIONS.�acsplanwNo ��C:J•2 36 1/ LOCK KEEPER (ST. STEEL) BY OTHER (TYP.> Exnl1n11pnjJa�,o Zp�, 21 E LOWER PRESSURES OF �:._..—y ' 37 2/ KEEPER KEEPER MOUNTING SCREWS 17 • ••• • • • ED, CASEMENT WINDOW, OR Ls>',--•-0`I�` � �' 38 L-3014 4 SNUBBER 6063-T5 ALUMINUM • • • • • LLION SHALL GOVERN. a4Inl,k 1?%1+�'6aciConNOl39 2/ SNUBBER SNUBBER INSTALLATION SCREWS #8 X 1/2" PH SMS •t=4•*PAX• • •••SHIFT•• • JPROF"gtU"t iOWSOTOS6 .Reised �� ® �p 7 N01(T$eµa>•, A.RMaed to ComPN w/2010 FBC1`otl//- MED N.W. 90 ST. 12 S.M.S. X 1 1 4' L. "S' i MEDLEY, FLORIDA 33166 / B.Renewal and Rerialon Lo sheet 5 k 8 of 7INI Tj INC. PH No. 305 696-8660 SEE ELEV. FOR SPACING ( )C.Rebleed to Com w 2014 F8C YANUFACTURBR OP QUALITY ALUMINUM WINDOWS AND GLASS DOORS I.1/a • _ pedhb/o(PAIR.EMBED. • NOA ASSEA6ILYWINDOW 1 5/32' • LERIM • � WINDOW FRAME ems ev= ems' DISTANCE • •• •• 9'lANT • N. ERAZO 07/27/08 Series: 3200 011tSWing Impact Casement Window l\JJJ1P e.w,d ev= o^w R^'r.,d' BILL OF MATERIALS LIST AND DETAILS N:8RAZ0 08/26/14 ALTERNATE ANCHORING AT SILL MULLION ATTACHMENT DETAIL e.G ew Anvt• D eeM,: Rodv<I e,J,fw9EMFM3200-OBNOA-OI ��9 Aoma, L3200-0801 4 OP 7 DATE1{'.. • • • • • • • • • • 5 18 LAMINATED GLASS COMPOSITION - TYPE--A Flan a Frame Window Glazed with 12 ITEM DESCRIPTION UETAIL 32001m act_CasetnentWindow Glass Type"N' Glass Type"B" Glass Type"C" Glass Type"U' Glass Type'V 1 1/8'ANNEALED GLASS _ � - - - --- 0.090'PVB INTERLAYER a 13 Configuration:"X" 5116"Annealed pass 15MV RS.Glass-PVB 5116"RS.Glass-SGP 7116"Annealed Glass 11116"Annealed Glass z y i � Size Width fight Anchors DP+) DP(_) DP+ _DP(-) -(+) DP-) DP(+) (-) DP(+) DP(-) Butoclte PVB U DUPONI or Safle.PVB by Eastman Chemlcol Co. a.11u• __ ______- Code (in) (in) Head/Sill Jamb psf psf psi psf PSI psf psf psf psf psf 3 1/8'ANNEALED GLASS -=--==-='-=- 12 19.125 26 2 2 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 13 19.125 38.375 2 3 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 6/16" LAMINATED GLASS COMPOSITION - TYPE B 14W 14 19.125 50.625 2 4 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 ITEM DESCRIPTION DETAIL ly 15 19.125 63 2 5 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 9/16 to I 1/8'HEAT-STRENGXTCNED GLASS GLA LNG RITE 16 19.125 74.25 2 5 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 _ __ 2 0.090'PVB INTERLAYER A _____ H32 28.5 26 3 2 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 Sane.PVB by Eastman Chemlcol Co. 'LI 'U0 6/16" Laminated f7 H33 265 38.375 3 3 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 3 1/11'HEAT-STRENGHTENED GLASS 48 0 H34 26.5 50.625 3 _ 4 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73-0 6 18 LAMINATED GLASS COMPOSITION - TYPE "C', 13 O H35 26. 5 63 3 5 59.0 59.0 70.0 _ 82.0 70.0 82.0 70.0 73.0 70.0 73.0 --- H36 26.5 74.25 3 5 59.0 59.0 70.0 (32.0 70.0 82.0 70.0 73.0 70.0 73.0 ITEM DESCRIPTION DETAIL U 22 37 26 3 2 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 1 0.09 HEAT-STRENGHTENED GLASS - _ __ _ 23 37 38.375 3 3 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 2 0,090'INTERLAYER o � _ __- Za 37 50.625 3 4 %0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70,0 73.0 SentryGloss Interlayer by DuPont I - ---- 3 1/8'MEAT-STRENGHTENED GLASS 034' 25 37 63 3 5 59.0 59.0 70.0 82.0 70.0 82.0 70,0 73.0 70.0 73.0 26 37 74.25 3 5 59.0 59.0 70.0 82.0 - - - 14 2020 24 24 2 2 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 9/16 2030 24 36 2 3 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 7 18 LAMINATED GLASS COMPOSITION - TYPE D GLA ING BITE 2040 24 48 2 4 59.0 59.0 70.0 82.0 70.0_ 82.0 70.0 73.0 70.0 73.0 ITEM DESCRIPTION DETAIL 7/18" Laminated 2050 24 60 2 5 59.0 59.0 70.0 82.0 70.0 82.0 70.0 _7_3.0 _70.0 73.0 1 3/16'ANNEALED GLASS 187 2060 24 72 2 5 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 11 0.090'PVB INTERLAYERmol 1e7 - -_� 16 13 2620 30 24 3 2 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 Safi-PVB by Eastman 0-1-1 Co. a4N W 2630 30 36 3 3 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 3 3/16'ANNEALED GLASS 2640 30 48 3 4 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 N 2650 30 60 3 5 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 11/16- LAMINATED GLASS COMPOSITION TYPE E __ _ __ 2660 30 .72 3 5 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 ITEM DESCRIPTION DETAIL 2820 32 24 3 2 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 1 1/8'ANNEALED GLASS I 2830 32 36 3 3 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 2 0090'PVH INTERLAYER .,gr __ .- }�_1 14 0 2840 32 48 3 4 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 Safte.PVB by Eastman Chemlcol Co. E--IHV1,. rL 2850 32 60 3 - -- 5 59.0 59.0 __70.0_ 82.0 70.0 82.0 70.0 73.0 70.0 73.0 3 1/8'ANNEALED GLASS e• - -i- 9/16 2860 32 72 3 5 59.0 59.0 -70.0 82.0 70.0 82.0 70.0 _ 7_3.0 70.0 73.0 4 1/4'INSULATED AIR SPACE �•-:::�. ___ -,J GLA ING BITE 3020 38 24 3 2 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 5 1/0'ANNEALED GLASS I a310' 11/16" Laminated/Insulated 3030 36 36 3 3 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 3040' 36 48 3 4 59.0 59.0 70.0 82.0 70.0 82.0 70.0 73.0 70.0 73.0 LAMINATED GLASS TYPES GLAZING OPTION 3050 36 60 3 5 59.0 59.0 70.070.0 82.0 70.0 73.0 70.0 73.0 3060 36 72 3 5 59.0 59.0 70.0 82.0 DETAILS PRODUCT'RGVISED 91 wnlplying"All,Tho Flmidn Huildiug Cade �f O Q�� 9j� •• ••: ••• ••• GY♦ oRlhl! 12 O • • • • • • • • • VIAl171 i;D6:1•tOdOCt CO»IIeI • ••• • • • •• TROMAS J.SOT 8 RavYton Nebw •• •• LA WSON PRUP899I0 AL BNGD'7L+BR A Rebleed to Com w 2010 FBe P I10 /,BINGI ` 8501 H.W. 90 5T. B.Renewal and Revision to sheet 5 of 7 MEDLEY,FLORIDA 331615 I DUST IES, ZNC. PH No. (305) 696-8660 ••• ••• • • - C.Revised to Com w 2014 f"BC YANUlACTURRR OF QUALITY ALUYINUY WINDOWS AND GLASS DOORS • ••• • • • • • I -- oA.CWa.• Pa,t Cbaa.• 14ed Cabeary: SMrr/YOCet• /lam R./Lvmt.It Rw4bn D: • • • • • • • • • • : f NOA ASSEM Y WINDOW 3200 LC OA -01 • • + • • • • • lhaum BY: Oala Drowv •° ' •c •• • • • • N. ERAZO 07/27/08 Series: 3200 Outswing Impact Casement Window •• n RavGad Ry: Bab RaWaaD GLASS & DP CHARTS AND GLAZING DETAILS FOR "R" UNITS 7 2 V t N.ERAZO 08/26/14 V flaa4(on L.svl C &a.: Produel Ra/"tor.NumE.rt AauAnD A'vmern 3M.L DATE___ _ MEMENT32oo-o8NoA-ol L3200-0801 s oT v 5/16" LAMINATED GLASS COMPOSITION - TYPE A 12 FlanNge Frame Window(gazed with ' ITEM DESCRIPTION OSTAIL 3200 i ct Casement Window Glass T A" GIa5s T B" Glass T C' Glass T ly GIas3 Type"E, - - nom..- ..._ Type" Type" Type„ Type ., 1 1/8'ANNEALED GLASS _ "" - - n *1NGBiTE Confi umlon:"X)C,"XO"Or"OX'l 6116"Annealed Glass 6N6"HS.Gass-PVB 6116"HS.GlastiSW 7N6"AmealedGass 11H6"Annealed0ass 2 0.090'PVB INTERLAYER -_ ._ Butaclte PVB by DUPONT or i -.- 0.f1s•� Size Width Height Anchors DP(+) __DP(-)1_1 DP(+) .. DP(-)._ DP(+)_..___��__ DP(+) ._�� --T-+�_ ._._��-�_. _._.. ..mss ..rf SoT'lex PVB by Eostnon Chenlcol Co. Code (IIT) (10) Heat1/SIII Ja1nb pSF psf µ� p5f rSr pSr �Sf PSf �t PS IF 1/8'ANNEALED GLASSTn 22 37 25 4 2 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 W 23 37 38.375 4 3 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 10 LAMINATED GLASS COMPOSITION - TYPE B 24 37 50.625 4 4 70.0 70.0 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 ITEM DESCRIPTION DETAIL }} 25 37 63 4 4 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 1 1/8'HEAT-STRENGHTENED GLASS I_ 32 53.125 26 4 2 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 2 0.090'PVB INTERLAYER 0 SaFI'x PVB by Eostnon Chenlcol Co. .''i• �- 6/16" Laminated 33 53.125 38.375 4 3 70.0 70.0 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 3 1/8'HEAT-STRENGHTENEO GLASS a210' 34 53.125 50.625 4 4 70.0 70.0 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 ....- 48 2 35 53.125 63 4 4 70.0 70.0 70.0 73.0 70.0 820 70.0_ 73.0 70.0 73.0 5 18 LAMINATED GLASS COMPOSITION - TYPE C 13 0 D22 74 26 6 2 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 ITEM DESCRIPTION DETAIL D23 74 38.375 6 3 70.0 70.0 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 1 1/8'HEAT-STRENGHTENED GLASS _ D24 74 50.625 6 4 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 2 0.090'INTERLAYER D26 74 63 6 4 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 SentryGloss Intertoyer by DuPont --= -- 3 ]/8'HEAT-STRENGHTENED GLASS &3101 3020 36 24 4 2 70'0 70'0 70.0 730 70.0 820 70.0 73.0 70.0 73.0 3030 36 36 4 3 70.0 70.0 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 14 51 3040 36 48 4 4 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 9/16 3� 36 60 4 4 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 GLA ING BITE 1n 4020 48 24 4 2 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 7 IB LAMINATED GLASS COMPOSITION - TYPE D W ITE!( DESCRIPTION DETAIL 7/16" Laminated 4030 48 36 4 3 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 1 3/16'ANNEALED GLASS I.P. N 4040 48 48 4 4 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 D 0' 4050 48 60 4 4 70.0 70.0 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 2 0.090'PVB INTERLAYER I .181• i6 13 Q SoF1ex PVB by Eostnon Chenlcol Co. T &lac• J 5020 60 24 5 2 70.0 70.0 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 3 3/16'ANNEALED GLASS 6030 60 36 5 3 70.0 70.0 70.0 73.0 70.0 820 70.0 73.0 70.0 73.0 0 5040 60 48 5 4 70.0 70.0 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 11/16" LAMINATED GLASS COMPOSITION TYPE "E t 2 `sm 60 60 5 4 70.0 70.0 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 ITEM DESCRIPTION DETAIL 6020 72 24 6 2 70.0 70.0 70.0 730 70.0 820 70.0 73.0 70.0 73.0I 1/8•ANNEALED GLASS 6030 72 36 6 3 70.0 70.0 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 2 0.090'PVB INTERLAYER 6040 72 48 6 4 70-0 70.0 70-0 73O 70.0 82O 70.0 73.0 70.0 73.0 SaFtex PVB by Eostnon Chenlcol Co. ----____ _- �072 60 6 4 70.0 70.0 70.0 73.0 70.0 82.0 70.0 73.0 70.0 73.0 3 1/8'ANNEALED GLASS 4 1/4'INSULATED AIR SPACE t[fg GLA ING BITE 5 1/8'ANNEALED GLASS I afro' 11/16" Laminated/Insulated LAMINATED GLASS TYPES GLAZING OPTION DETAILS PRODUCT REVISBD v Vmtptyin""'ith lite Florida Boildht6 Coda • • • •• Acccplmtcc 140 _T v /-10 4y, • • ••• • • • • • ^malty 1<!•�_� • •• • • • • ••• • Dyr�.__._.._..�-. • 1i0mi I70!la PTodocl ConNol � • ••• •• • • • •• T. OW9 J.:NOTOS xet- •• FRSs ]r A �/ S ON PRO fON •RNOINRBR' A.Revised to Com w 2010 F8C JyLJ I /e/ PL G¢, 55226; 8501 N.W. 90 ST. •- 8.Renewat and Revision to sheat 5&6 of 7 MEDLEY, FLORIDA 33166 • 1., ,_�.; - NDUSTRIES. INC. PH No. (305) 696-8660 ••• ••• •w• • • -. C.Revised to Comp w 2014 FBC MANUTACTU"A OF QUALITY ALUAIINUY WINDOWS AND CLASS DOORS • • • • • • • Drvw Nut: Port Flus H d`N`' Vry e..Y 00'.t• ttn,1 R -01 e: x. N ••• • • • • • ••�� • • D.-er Dah Drown• NOA ASSEMBLY WINDUN J200 LCNOA OB-01 •• • • • • N. ERAZO o,/2T/oa Series: 3200 Outswing Impact Casement Window •• • - .. R"M.d Be: Dal.fi M.d• •:11.. N. etuzo Oe/26/1+ GLASS & DP CHART9 AND GLAZING DETAILS FOR "XX-OX-XO" UNITS R1Wbh u�.0 r.an: rre4a.e R.I.r.,w.No.sas.: D.aw.p Rums.r: sn..e DATE___' C CASEMENI3200-O6NOA-01 L3200-0601 8 OF 7 • •• •• • •• •• O FRAME IN-POST RAIL 1.218 VENT RAIL L-3003 ASSEMBLY SCREWS 6063-T6 ALUMINUM 1.435 4�� 4�� 2 - Yt0 x 1 1/4' 1 OFRAME HEAD I .062 4" AASSEI LY�S�I;EWS 17.e P.H./HIL. SMS L-3001 P.H./HIL. SIAS I VENT RAIL I 19 8063-T6 ALUMINUM � I 2.25° I -_-_-_... . .. 1JAMS , 2.312 62 0.062 � te L7 .062 062ANCHOR CLUSTER 21 .71 1.119 2.399 ----- 1 35 (HEAD/SILL TYPICAL) VENT JAMS FRAM4.797- 21 .797 18 5 6 7 8 INPOST ANCHOR DETAIL FRAME CORNER DETAIL VENT RAIU CORMER DETAIL et t.a7s ,!F 2 •j 4 VENT RAIL FRAME IMPOST VY30.062 L-3004 SEE MULLION APPROVALS FOR FRAME SILL / JAMB 6063-T6 ALUMINUM MULLION TYPE, SIZE AND MAX. L-3002 DESIGN PRESSURE LIMITATIONS. 0s3 6063-T6 ALUMINUM NOTE: THE LOWER PRESSURES OF FIXED, CASEMENT WINDOW OR MULL SHALL GOVERN I 0 x,062 2.402 1/4' MAX. SHIM x.062 0.062 # 12 S.M.S. X 1 1/4" L- -L ) SEE ELEV. FOR SPACING FRAME SILL I ' 2.399 0.888 \ 1. ALL STEEL IN CONTACT WITH ALUM. TO BE PAINTED OR PLATED. 2. METAL STRUCTURES: ---- - ------ —•----- 0.078 47 FRAME SHEAR PLATE 0.340 (STEEL OR ALUM. 1/8" MIN. THICK) 6063-7 I—�� A) STEEL : Fy = 36 KSI MIN. 6063-T5 ALUMINUM °•120 B) ALUMINUM 6063-T5 MIN. 4SSEMBLOYSCREWS _ 1.215 �� 1.2 31 P.H./PHIL. SMS PERIMETER O WINDOW FRAME FRAME IMPOST DETAIL ALUMINUM SNUBBER SEALANT 3B 38 L-3014 FRAME & SASH CORNER ASSEMBLY DETAILS 0.377 6063-T5 ALUMINUM METAL STRUCTURE ATTACHMENT DETAIL 10 FRAME SILL ANCHOR CLIP k.47@ 09a 11 L-3008 I� raonU(]T RC:VfSnu FIXED LITE MOUNTING BRACKET Q 6063-T6 ALUMINUM us complying«7111111e 1•loridu .970L-3005 DuildtngCoN I OGJ.20 0.094 Acceplonw)ate. I! 0.188 6063-T6 ALUMINUM Dat°.,. •Zo2q 0.070 •• • • • •2.794-- • � - •• • • • • • s MiaDilDad°P[oduaCmnrol • •• • • • • ••• • GLAZIIt{G Baw• • FASPIO -:8 0T - A. R Ret..: ,1 To rS ON T 12 GLAZING HEAD 16 • GLAZING BEAD PROFBs6[l1N NOINBBR A Rew�d to comply w/20to F6c 1L1�8' i/N/7®V/ 1 tl\C// 6/10" Laminated 48 FL Ile 5226 / I1/16" Insulated/IAminated 7/16" Laminated - BMEDLEY,FLORIDA•33168 L-3010 or L-7708 _ B.Ranewol ane Revtaton to anaet 6&sof 7 L-3011 or 1,II-133 L-3009 or Ll1-169 I1V3Z)iJS'rRIEB INC. PH No. (305) age-8880 6063-T5 ALUMINUM 6063-Ty ALUlytil_W •• ••• 6��7T5 y.LUYINUM C.Revised to Comply w/2014 FOC MANUTACTURIR OF QUALJTY ALUJUNUM WINDOWS AND CLASS DOORS • • • • • • • • • ) Purl CI".0 Prod C"hpory: Srrh Ned.L• /Nm Alm.../r R.vlebw/: 0.050 • • • • • • r H NOA ASSEMO Y WINOOW 3200 LCNOA 08-01 ' Drown RYA DRIB 07/2 o.eoll 0915 •'.I ' • • °> +. Ro • x. ERAzo ar z7 66 Series: 3200 Outswing Impact Casement Window L_ 0.391 1 • • °.26± ReW.d Ry: DON Rw4ed �t y H.ERA20 Da/ze/14 EXTRUSION CROSS-SECTIONS, & ASSEMBLY DETAHS 0.050 0.688_10.115 688 I 'Sl }I� Rewan tern S... goN,a[A u.688 ------ DATE___ 0 CASEIAEN[J200-OBNOA-01 I.3200-0801 7 OF 7 • • • • • • • • • • ••• • • • ••• • MIAMI-DADE MIAMI—DADE COUNTY,FLORIDA 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.miamidagL.gov/economA Lawson Industries,Inc. 8501 NW 90'h Street Medley,FL 33166 SCOPE: This NOA is being issued tinder 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"4200/6200 Flange—Frame"Aluminum Fixed Window—L.M.I. APPROVAL DOCUMENT: Drawing No. L4200-6200-1201, titled "Series-4200-6200 Flange—Frame Impact Fixed Window", sheets 01 through 05 of 05, dated 02/21/12 with revision "A" dated 08/18/14, prepared by manufacturer, signed and sealed by Thomas J. Sotos, P. E., bearing the Miami—Dade County Product Control Section Revision stamp with the Notice of Acceptance number and Expiration date by the Miami—Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami—Dade County Product Control Approved", unless otherwise noted• •• • � 0000 herein. RENEWAL of this NOA shall be considered after a renewal application has beeu9fi"and there lsas been•••9 no change in the applicable building code negatively affecting the performance of tllil product. :0000: 0000 TERMINATION of this NOA will occur after the expiration date or if there has been Treviso,?t)t Change.... in the materials, use, and/or manufacture of the product or process. Misuse of this.j"as anrendarsement•••• of any product, for sales,advertising or any other purposes shall automatically,-ter"Tiare•this AM*Failure 9.9:• to comply with any section of this NOA shall be cause for termination and removal�•crf•NE�A. •• • . .0090. ADVERTISEMENT: The NOA number preceded by the words Miami—Daae County, �'le�itlh, and • 00 followed by the expiration date may be displayed in advertising literature. If anq.pdrtkbn of the:NOA .00 sr •• 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. 12-0307.06 and consis e 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. pF FL The submitted documentation was reviewed ?'G.Use DAV/,D NOA No. 14-0908.18 M1AMt•DADE COUNTY Expiration Date: August 22,2017 015344 (jj pproval Date: December 11,2014 •, �� Page 1 E Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 12-0307.06) 2. Drawing No. L4200=6200-1201, titled "Series-4200-6200 Flange Frame Impact Fixed Window", sheets 01 through 05 of 05, dated 02/21/12 with revision "A" dated 08/18/14, prepared by manufacturer, signed and sealed by Thomas J. Sotos, P. E. B. TESTS 1. Test reports on: 1) Large Missile Impact Test per FBC,TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked-up drawings and installation diagram of an arch-and a rectangular fin-frame fixed window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-12-4010 and HETI-11-3363, both dated. 03/05/12, signed and sealed by Rafael Droz-Seda, P. E. (Submitted under previous NOA No. 12-0307.06) 2. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked-up drawings and installation diagram of a rectangular-, a circular arch--- and an elliptical arch fin-flame fixed window, prepared by Hurricane Engineering & Testing,-Inc., Test Reports No.'s HETI-09-2614, dated 09/04/09, HETI-09 2612, dated 09/02/09, HETI-092586, dated 07/10/09, HETI-09-2584, dated 07/10/09, HETI-09-2582, dated 07/10/09, HETI-09-2580 and dated 07/10/09, all signed and sealed by Candido F. Font,P. E. (Submitted raider previous NOA No. I2-0307 06) 3. Test reports on: 1)Uniform Static Air Pressure Test,Loading per FBC, TAS 202-94 along with marked-tip drawings and installation diagram of a. rectenguW.... fin-frame fixed window, prepared by Hurricane Engineer;rxg:& Te.Stiug, Inc., . Test Reports No.'s HETI-09-2613, dated 09/04/09, JMTI-09 7,( I: dated•••• 09/04/09, HETI-09-2585, dated 07/10/09, HETI-09-2584-,-;Med 07/110/09 Ad... HETI-09-2579, dated 07/10/09, all signed and sealed by CandiddN. FoA,-P?t-. (Submitted under previous NOA No. 12-0307.06) ••••• 4. Test reports on: 1)Uniform Static Air Pressure Test,Loading per-AC,f4 202-94•'•':' along with marked-up drawings and installation diagr=*Of a rectangular,;: fin-frame fixed window, prepared by Hurricane Engine 6ring.-& TstiYtg, Ina, • ...... Test Rep6rts No.'s HETI-03-1778, dated 01/30/03, HETI-OS=J-779, datod-01/30/00 • and HETI-03-1776, dated 01/30/03, all signed and sealed by Rafael Droz'Redd, P. E. (Submitted under previous NOA No. 03-0327.11) Jaime D.Gascon,P.E. Product Control Section Supervisor NOA No. 14-0908,18 Expiration Date: August 22,2017 Approval Date: December 11,2014 E-1 Lawson Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 5. Test reports on: 1) Large Missile Impact Test per FBC,TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked—up drawings and installation diagram of a rectangular—, a circular arch— and an elliptical arch fin—frame fixed window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-03-1777, dated 01/30/03, HETI-03-1774A and dated 01/30/03, HETI-03-1774B, dated 01/30/03, all signed and sealed by Rafael Droz Seda, P. E. (Submitted under previous NOA No. 03-0327.11) 6. Test reports on: 1) Air Infiltration Test,per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 along with marked—up drawings and installation diagram of a circular arch fin—frame fixed window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-02-1215, dated 04/08/02 and HETI-01-1193, dated 04/08/02,both signed and sealed by Hector Medina,P. E. (Submitted under previous NOA No. 02-0701.01) 7. Test reports on: 1) Large Missile Impact Test per FBC,TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked—up drawings and installation diagram of a rectangular—, a circular arch— and an elliptical arch fin—fame fixed window, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-02-1158, dated 04/08/02, HETI-01-1103, dated 02/12/02 and HETI-01-1098, dated 02/11/02, all signed and sealed by Hector Medina,P. E. (Submitted under previous NOA No. 02-0701.01) 0000 C. CALCULATIONS 0 . .... 0000:. 1. Anchor verification calculations and structural analysis, complying•y►+ith FBC.,...' 0000 prepared by manufacturer, dated 03/01/12, signed and sealed.by.Thomas•J. Soto.••; P. E. ' 0000 . 0000.. 0000. (Submitted under previous NOA No. 12-0307.06) 0000 2. Glazing complies with ASTM E1300-04/09 •' 0000 . 0000.. D. QUALITY ASSURANCE • • 0000.. 1. Miami—Dade Department of Regulatory and Economic Resource { ER}. •, Jaime D. Gascon,P. Product Control Section Supervisor NOA No.14-0908.18 Expiration Date: August 22,2017 Approval Date: December 11,2014 E-2 Lawson Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. 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. 2. Notice of Acceptance No. I1-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their"DuPont SentryGlas©Interlayer" dated 08/25/11,expiring on 01/14/17. 3. Notice of Acceptance No. 14-0423.15 issued to Eastman Chemical Company (MA) for their"Saflex CP-Saflex and Saflex HP Composite Glass Interlayers with PET Core" dated 06/19/14, expiring on 12/11/18. F. STATEMENTS 1. Statement letter of conformance to and complying with FBC 5th Edition (2014), issued by manufacturer, dated 09/02/14, signed and sealed by Thomas J. Sotos,P. E. 2. Department of State Certification of LAWSON INDUSTRIES, INC. as a for profit corporation, active and organized under the laws of the State of Florida, dated 04/11/14 and filed at the Secretary of State. 3. Statement letter of conformance, complying with FBC-2010, issued by manufacturer, dated 03/02/12, signed and sealed by Thomas J. Sotos, P. E. (Submitted under previous NOA No. 12-0307.06) 4. Statement letter of no financial interest, issued by manufacturer, dated 03/02/12, signed and sealed by Thomas J. Sotos, P. E. (Submitted under previous NOA No. 12-0307.06) 5. Laboratory compliance letter for Test Reports No.'s HETI-09-2614, dated 09/04/09, HETI-09-2612, dated 09/02/09, HETI-09-2586, dated 07/10/09, HETI-09-2584, dated 07/10/09, HETI-09-2582, dated 07/10/09, HETI-09-2580, dated 07/10/09, HETI-09--2613, dated 09/04/09,HETI-09-261 1,dated 09/04/09,HETI-09-2585, dated 07/10/09,HETI-09-2581, dated 07/10/09 and HETI-09-2579, dated 07/10/09, all issued by Hurricane Engineering & Testing, Inc., signed and sealed Font, P. E. (Submitted under previous;V.09;tNo. 12:0.307 06) • 6. Laboratory compliance letter for Test Reports No.'s HETI-12-.4010 datad•Q /05/12;••' HETI--11-3363, dated 03/05/12, HETI-03-1778, dated 01#30b% HETI'03-17-*,•••; dated 01/30/03, HETI-03-1776, dated 01/30/03, HETI-03.-•2'I7, datgd-.,d1'/30/03,... HETI-03-1774A, dated 01/30/03 and HETI-03-1774B, dated.01/30/0, ail issued:-* by Hurricane Engineering &-Testing, Inc., signed and sealed-iy•Aafael:Droz-Sed'a; • P. E. (Submitted under previous N(MWo.'s 12 Vj07.06)...:. G. OTHERS .•. ...... 1. Notice of Acceptance No. 12--0307.06, issued to Lawson Industries, Inc!*for their Series "4200/ 6200 Flange-Frame" Aluminum Fixed Window - L.M.I.", approved on 05/24/12 and expiring on 08/22/17. Jaime D.Gasconl P.E. Product Control Section Supervisor NOA No. 14-0908.18 Expiration Date: August 22,2017 Approval Date: December 11,2014 E-3 74.000' SERIES-4200 /_6200 FIXED IMPACT WINDOW — FLANGE FRAME WINDOW WIDTH 70.812' o D.L. OPG. MA APPROVED WINDOW ELEVATIONS (L M IMPACTS A 2TYP. e y z � " 6'MAX. TYP. n I rn VAT CORNERS H-a S N L v o WINDOW FLIGHT WINDOW H� - - F- __--- _____ ====c===== O { VINDOv HEIGHT LLEG'.T.' Z it p��/(// 12'xYP. >>o J � �"�` IjZ W o O WINDOW N J}/ 1 D J Z C" d WIDTH J wN ADO aD d "Z WINDOW WIDTH WINDOW WIDTH Fa rl II �� O I QUARTER-ROUND ELEVATION C _ PRODUCT REVISED �m �Fa p HALF-ROUND TYPICAL NATION ARCHED PICTURE WINDOW 3 -- _= as wnTlyiug Wkk the PlorWa a PG Cl) Huddl Codc j'�Q �1 Q h i oI it AacptnceNo �� V p. 1GJ P U B'I II 110 DO ZO Gy N RI 2� � w � � ,vliaml 1>do Produu Contro WINDOW NEIGH EXT.& INT.FALSE COLONIAL h� O WINDOW HEIGHT WINDOW HEIGHT TYPICAL ELEVATION MUNTINS ARE APPLIED V/ Fa L TESTED UNIT AV SILICONE AND ARE ®M 7 NOTE: AVAILABLE AS OPTIONAL, tr WINDOW MAXIMUM GLASS AREA TESTED APPLIES TO T c o WIDTH WINDOW WIDTH IGLASS TYPES: E, F, J, K AND L. - SEE ` N o WINOOV VIDiH "1 cN DESIGN LOAD CAPACITY TABLES ON SHEET 4 loa HEXAGON TYPICAL ELEVATION WINDOWS ARE L.M. IMPACT a N RECTANGULAR TYPICAL ELEVATION SQUARE PICTURE WINDOW ELEVATION FOR SIZE LIMITATIONS OF EACH GLASS TYPE. MIAMI-DADE COUNTY APPROVED SHUTTERS NOT REQUIRED I, °a General Notes: ] WINDOW HEIGHT WINDDV HEIGHT 1.) THIS WINDOW SYSTEM IS DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS Z L I WINDOW HEIGHT OF THE 2014 FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE En L LE HT. VELOCITY (HVHZ) AND ASTM 1300-04. THIS PRODUCT IS IMPACT RESISTANT. �WINDav (SHUTTERS NOT REQUIRED) ierH 2. WOOD BUCKS SHALL BE INSTALLED AND ANCHORED SO THAT THE BUILDING I o I ROUND TYPI Al NIN ATION WDOW VID7H ) VINODV WIDTH RESISTS THE SUPERIMPOSED LOADS IN ACCORDANCE WITH THE REQUIREMENTS � q � OF 2014 F.B.C. & TO BE REVIEWED BY BUILDING OFFICIAL. g RECTANGULAR TYPICAL ELEVATION SQUARE PICTURE WINDOW ELEVATION 3.) ANCHORS SHOWN ABOVE ARE AS PER TEST UNITS. ANCHORS ON ALL WINDOW SIZES ARE NOT TO EXCEED THESE MAXIMUM SPACINGS ON CENTER (O.C.) S 4.) ANCHOR CONDITIONS NOT DESCRIBED IN THESE DRAWING'S ARE TO BE ENGINEERED ON A SITE SPECIFIC BASIS, UNDER SEPARATE APPROVAL AND o FOITF— TO BE REVIEWED BY BUILDING OFFICIAL. g g WINDOW HE vtN'oav 6.) WINDOWS ARE QUALIFIED FOR USE WITH SINGLE GLAZE LAMINATED GLASS TYPES, AND f35 X33 HE GHS r J WINDOW NEIGHTFOR USE WITH DOUBLE GLAZE LAMINATED INSULATED GLASS TYPES TABULATED HEREIN; pi z LLEG HT. I (SEE SHEET #3 FOR GLASS TYPES AND SHEET #4 FOR MAX. DESIGN PRESSURES). Y< L I—i 8.) WINDOWS WITH GLASS TYPES "B, C, F, OR G" INSTALLED ABOVE 301t. IN THE HVHZ, THE Fk WINDOW VINDOV WIDTH J � I.G. EXTERIOR LITE SHALL BE TEMPERED TO COMPLY WITH THE SMALL MISSILE IMPACT 4 WIDTH -m-WIDIM RESISTANCE REQUIREMENTS (FBC-2014, Section 2411.3.3.7). 6i LEGGED BROW ELEVATION OVAL TYPICAL ELEVATION �7—•T: � ••• e • • 7.) FOR OPTIONAL FRAME INSTALLATTON DETAILS SEE SHEETS 2 & 5. �• •O:: •0 •• : : TEIf-ROUND ELEVATION FALSE MUNTINS E OPTIONAL RAPPLIED 9.) WOOD BUCKS IN CONTACT WITH CONCRETE MUST PRESSURE TREATED AND ANCHORED ••• ••• • • • • •• (BY OTHERS), PRIOR TO WINDOW INSTALLATION. (SEE SHEET #2 FOR DETAIL & NOTES) ...........•'y�Ar'�s ALLOWABLE LOADS FOR ALTERNATE WOOD BUCKS TO BE ANCHORED IN COMPLIANCE WITH THE 2014 FBC CHAPTER 24, ,� IL '&%7*a SHAPES AS SHOWN,CAN BE VERIFIED C4 O�• WINDDV HEIGHT 10.) APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE MULLED UNITS. N BY INSCRIBING PICTURE WINDOW SHAPE WINDOW HEIGHev ••• •• WWI-"A SOUAREPOR REQANGLE, AS 11.) MULLING FRIED WINDOWS WITH OTHER TYPES OF MIAMI-DADE COUNTY APPROVED PRODUCTS• SHOW IN DOTTY LIMESaAND•OBTAINING USING A MIAMI-DADE COUNTY APPROVED MULLION IN BETWEEN ARE ACCEPTABLE BUT THEALL%YABLE LOADS PRO*TrIESE WI"DOW • • • SHA S.PWWDLi PERIMETAt LOWER DESIGN PRESSURE FROM THE WINDOWS OR MULLION APPROVAL WILL APPLY YO THEIDTH � V VIA • FASB RS ARO ASIIOE�RIl O HEREIN ENTIRE MULLED SYSTEM. Y • FOR$IZE AND SFFCING. • 12.) SEE SHEET # 6 FOR MULLION/METAL ATTACHMENT DETAILS & OPTIONS. ( OCTAGON TYPICAL ELEVATION IPTI A•TIPI.0 E7EVATION 13.) ALU, METAL/STEEL IN CONTACT WITH ALUMINUM OR OTHER DISSIMILAR MATERIALS TO BE h�'f/rC<lIII(AO`oA PAINTED OR PLATED AND SHALL MEET THE 2010 FLORIDA BLDG..CODE. al ••• • • • • ••• • • • • • ••• • • • At • • • • • A. • N14 S.H.S.V/ 1 1/4• 014 S.M.S. W/ 1 1/4• ALL WOOD BUCKS ENGINEERED SEPARATELY MIN,EMBEDMENT INTO WOOD. .PT. WOU➢ BUCKS MIN.EMBEDMENT INTO WOOD. 8 TO BE REVIEWED BY BLDG. OFFICIAL (TYP.) (SEE ELEVATION AT SHEET #1 (SEE ELEVATION AT SHEET 0l FOR MAX.FASTENER SPACING) a EL W FOR MAX. FASTENER SPACING) 1/s•MAx INTERIOR SILICONE ADHESIVE p p O O T. sr'D'SPACE �' MIN_ _ 70 BEDDING COMPOUND '�0 A z $ N INTERIOR FINISH E DIS b Q Z+ NOT BY LAWSON INDUSTRIES,INC. LAMINATED GLASS _ 1/4' TAPCON V/1 1/4' M a0 _______ ___ INTERIOR/ M - >-..::,,.;•. ,,:•: > ----- ----------- MIN.EMBEDMENT INTO CONC. 0 N DG NC� .,`�_....,....." � ',.c•a� ',c EXT RADE (SEE ELEVATION AT SHEET #1 y ""-"""."""-"""'-----"""'"'-"""""" G H FOR MAX. FASTENER SPACING) V CAULK m n PA O N 3 2% 2X 7�/4HIN Z w O 1MBEDM IN 00 W xEXT.GRADE BACK BEDDING ,t Z W - - - "' TU BE APPLIED BEHIND t1 S WINDOW FRAME FLANGE BY WEATHERPROOF - - - - - - - - 00 INSTALLER(TYP.) MOISTURE BA 1117 Ha H TQ p i ; -- ----- - �.•;` EDGE DISTANCE BY OTHERS(TYP. CA O N t I/4'KIN. __________ ^ i i , . •. a m i i 1 O 2 Z O `` .a a! p EXT. GRADE EXTERIOR .... �. A z x<wrx..wexw..,vv.�..arrr y tz .v.'wc�.—...—a— CAULK �`t•'_:i;�:yr^_.t, U e fy. ;. EXTERIOR EXTERIOR GRADE PERIMETER CAULKING u'i31:�i t;_�/•, •p3:`".s.l:,r�'1`if EXT.GRADE PERIMETER z p CAULKING NOT BY WINDOW FRAME VIDTH TO BE INDUSPLIED BY OT w TO BE APPLIED BY OTHERS <TYPJ 4' #14 S.M.S.W/1 1/4' 1/4' TAPCON W/ 1 1/4' MIN.EMBEDMENT INTO WOOD. MIN. EMBEDMENT INTO CONC. N p STUCCO OVER METAL LATH NAILED TO DGE DISTANC W N EXTERIOR GRADE PLY DOD SHEATHING (SEE ELEVATION AT SHEET #1 (SEE ELEVATION AT SHEET #1 1y 04 (� To BE SPECIFIED BYARCHITECT OR G.C. FOR MAX.FASTENER SPACING) FOR MAX. FASTENER SPACING) P.T WOOD BUCK NOT BY LAWSON IND. (EXTERIOR FINISH BY OTHERS) W NOT BY LAWSON INDUSTRIES,INC. MUST SUSTAIN IMPOSED LOADS F F pi EXT. GRADE 1 t/e' MIN. > CAULK —WOOD FRAME INSTALLATION DETAIL. 14' MIN. >D _-W ! EMBEDMENT � •. [, d • -• 1 1 4' MIN. ~ Q'• �EMBE➢HENT a �FFrr 2 O a m\ CS + g8 EXTERIOR GRADE t o PERIMETER CAULKING P' g 5 $ O O b! z SILICONE ADHESIVE w BEDDING COMPOUND 079 < 9 10 EXTERIOR INTERIOR rc z z WINDOW INSTALLATION NOTES: 1/4' MAX. z s SHIM 1. THE WINDOW FRAME FLANGE TO BE BACK-BEDDED W/ AN EXT. TYP ' 10 LAMINATED GLASS GRADE CAULK THROUGHOUT THE ENTIRE PERIMETER OF FLANGE BY WINDOW INSTALLER CTYP.) •• ••• • • • • 3 2. THE EXPOSED EXT. PERIMETER OF THE WINDOW FRAM TO • • • • • • • t 1/4' MIN O II 1p7y0B�lII�B�P�yf BE SEALED W/ AN APPROVED EXTERIOR GRADE CAULK • •• • •JE • EMBEDMENT 0 �( M �10. •• • • • • • • EXTERIOR GRADE BY OTHERS (TYP.) • • .••"�'•.,ol��•r • • • • • • PERINETER CAULKINGWHEN THE GAP BF.TWREN THE WINDOW FRAME AND THP tlUCK•OR EXT. GRARI<I) A',�'✓�' MASONRY IS LESS THAN 1/8", SHIMS ARE NOT REQUIRED. CAULK + c O ANCHORS NOTE: • ••• 000 ••• • • 1 BY OR 2 BY < ' d ,.PRODUCT 6yWISED z L3 F1 • • • • f • WOOD BUCK • A 1 1/4 MIN-m. I)R 1Ntkdw Fbtlda ANCHORS TO BE #12 SMS OR WD. SCREWS INTO N❑ ❑ • • • • • ^ + ` ••+' n EMDEDMENT j lo'Y B 1/4' TAPCONS or APPROVED CONC. FASTENERS A CON ' • • • • • d fH IAnH4C°dc WITH A MINIMUM OF 1 1/4' PENETRATION INTO WO A OR•• •• •• • • 'n .w r 1� x -' CONC. AT 12' O.C. MAX. .• • • • .'aiainl cede YeDduct CumrU A • • • • • • • • • • LAMINATED INSULATED GLASS COMPOSITION TYPE B 5 16' LAMINATED GLASS COMPOSITION - TYPE A SILICONE SCHNEE-MOREHEAD SM 5731 y ITEM DESCRIPTION DETAIL ITEM GLASS DESCRIPTION I DETAIL DOW CORNING 899 1 1/8' ANN. GLASS 1/e' ________ l� 1 1/8' ANNEALED GLASS 1//8— _ ___-_= TREMCO SPECTRUM 2 O 14 p� 2 0.090' SAFLEX PVB-SDLUTIA ® .1/4• 2 0.090' BUTACITE PVB-DUPONT .ai ,/ _ _:__:_� y "L 3 1/8' ANNEALED GLASS ally _ � 0000 3 1/0' ANNEALED GLASS � 1 �0.340' M� y 4 1/4' INSULATED AIR SPACE �� LAMINATED p U A o 5(m) 1/8' ANNEALED OR TEMPERED GLASS 5 16 LAMINATED GLASS COMPOSITION - TYPED n MONOLITHIC o& ITEM CLASS DESCRIPTION 3 DETAIL LAMINATED INSULATED GLASS COMPOSITION TYPE C _ I ;; i' n y W I 1/8' HEAT-STRENGHTENED GLASS /s• ITEM DESCRIPTION DETAIL A.o9a' _-__.,_� GLAZING STOP Z w o O E- 2 Fa 0.090' BUTACITE PVB-DUPDNT ® CIRCULAR WDWS. �J Z q d 1 1/8' ANNEALED GLASS =_____:_: o o x o _l� 3 1/D' HEAT-STRENGHTENED GLASS 1 0340• ,0 w x 3/16': _.:_:_.._ - 2 0.090' SAFLEX PVB-SDLUTIAIT am a0 a 1-+ j 3 1/8' ANNEALED GLASS 3 4 � U' o 00tH 13 32 LAMINATED GLASS COMPOSITION - TYPE E LAMINATED LAMINATED p W N 4 1/4' INSULATED AIR SPACE 1A' -' - ---- MONOLITHIC m 1 ITEM GLASS DESCRIPTION DETAIL MONOLITHIC ti 1 5 (■) 3/16' ANNEALED OR TEMPERED GLASS L �, o 1 3/16' HEAT-STRENGHTENED GLASS 8 /e' - --� " --: y w W cq LAMINATED INSULATED GLASS COMPOSITION TYPE F 2 0.090' SAFLEX PVR-SDLUTIA 3/16 ._.J._:_:'" -'- {®� y ITEM DESCRIPTION DETAIL 3 1/8' HEAT-STRENGHTENED GLASS 1 0.406• h .7U EnF t 1/8' HEAT-STRENGHTENED GLASS 1/0' _____,____ 1 0600•—� 0.600•—� _i H 2 0.090' BUTACITE. PVB-DUPDNT I 7 le' LAMINATED GLASS COMPOSITION - TYPE H OO -1/a' GLAZING DEPTH GLAZING DEPTH o 3 1/8'HEAT-STRENGHTENED GLASS �� ITEM GLASS DESCRIPTION DETAIL N D A 4 1/4' INSULATED AIR SPACE 1/r - _==_== 0.3 1 3/16' ANNEALED GLASS 3/16" _ 2 �W y (V 6 5 (•) 1/8' ANNEALED OR TEMPERED GLASS I '0'090' 0� ddd N [y (O 2 0.090' SAFLEX PVB-SDLUTIA ___ _ __� LAMINATED 3/16' MONOLITHIC �+ 3 3/16' ANNEALED GLASS � - � � - ti LAMINATED INSULATED GLASS COMPOSITION TYPE G 1 'SILICONE OPTIONS'- cli (1 v DETAIL ____--___-= DOW CORNING 899 w d' ITEM DESCRIPT ENGHT 1 7 16" LAMINATED GLASS COMPOSITION - TYPE I __ ____ SCHNEE-MOREHEAD 5731 ] I l I/8'HEAT-STRENGHTENED GLASS 3/te•=_c__ - :_1 2 0.090' BUTACITE PVB-DUPONT ® ,1/1•� ITEM GLASS DESCRIPTION DETAIL- TREMCO SPECTRUM 2 Q W ona 1 3/16' ANNEALED GLASS 3/16• _� Q4' 3 1/8' HEAT-STRENGHTENED GLASS 1° -- __ - 0.600' oalo• .0090' 0.460' f{ v) 4 I/4' INSULATED AIR SPACE 1�° --- =-_� 2 0.090' BUTACITE PVB-DUPONT 3/16' __ ___-:_� GLAZING DEPTH 5 (-)3/16' ANNEALED OR TEMPERED GLASS 3 3/16' ANNEALED GLASS ro e LAMINATED INSULATED GLASS COMPOSITION TYPE L 7 1B LAMINATED GLASS COMPOSITION - TYPE J LAMINATED/MONOLITHIC GLASS •m ITEM DESCRIPTION 1 DETAIL ITEM GLASS DESCRIPTION DETAIL TYPICAL GLAZING DETAIL r � I 3/16' HEAT-STRENGHTENED GLASS 3/16 _ ,;_1� 1 3/16' HEAT-STRENGHTENED GLASS 3/l6' 2 0.090' BUTACITE PVB-IIUPONT I . °j - -__�aaut 2 0.090' SGP-DUPONT .O.o9a• 3/16, _aA 9 3 3/16' HEAT-STRENGHTENED GLASS via a•r 3 3/16' HEAT-STRENGHTENED GLASS 1 4 I/4' INSULATED AIR SPACE a 5 3/16' TEMPERED GLASS 7 18 LAMINATED GLASS COMPOSITION - TYPE K � z z Notes: 1.) SEE SHEET 4 FOR DESIGN [AADS ]AAD CAPACITY TABLES. ITEM GLASS DESCRIPTION DETAIL y 2J WINDOWS WITH GLASS TYPES "H, C. F. OR G" INSTALLED 1 3/16' HEAT-STRENGHTENED GLASS 3/16' _____ __;_� s ABOVE 30 FT. IN THE HVHZ, THE I.G. EXTERIOR LITE SHALL 2 0,090' BUTACITE PVB-DUPONT •0090• _ 0.460• BE TEMPERED TO COMPLY WITH THE SMALL MISSILE IMPACT RESISTANCE REQUIREMENTS (FHC-201 , 0 2 1.3.37). • 3 3/16' HEAT-STRENGHTENED GLASSLL 1 12 'SILICONE OPTIONS'. - N• O p%*-, DOW CORNING 899 -------- _ _ � v`"i L01a SCHNEE-MOREHEAD 5731 _ o TREMCO SPECTRUM • • • PttODUCTnGViSL•D o 4 • • • • LAMINATED LEMII�ATED• :: • • • • • • as complyi0g laiih the Plotid0 Q /�a I' IN9U•ATED I- • • • L3uDdingCbdc A�j / O�• le, INSULATED 0.608'- • • :w •• • • • ♦ Acceptmlce No II�� HH GLAZING DEPTH • • GLAZ44G DEPIN00 • • E to 20'1T �A� I LAMINATED/INSULATED GLASS TYPICAL GLAZING DETAIL t`a,n—LD-a/aeProa��lcalul„L Q 4200.6200 FIXED IMPACT WINDOW MODULAR SIZES CHART - DESIGN LOAD CAPACITY-PSF 4200-6200 FIXED IMPACT WINDOW COMMODITY SIZES CHART - DESIGN LOAD CAPACITY-PSF WINDOW DIMS. GLASS TYPES WINDOW DIMS.I GLASS TYPES y WIDTH LENGTH A B C D E F G H I J K L WIDTH LENGTH A B C D E F G H I J K L in. +/•DP +/-DP +/-DP +/-DP +l•UP +/-DP +!-DP s/-DP +I-UP +I-DP +/-DP +/.DP In. in. +/-DP M-DP +!-DP +/-DP +/-DP +/-DP +l-OP +l-DP +/-OP +/-DP +l-DP a/-DP O O 24" 68 68 88 68 85 69 68 fib 68 78 85 68 19.1!8" 68 be 68 Be 6566 68 68 68 78 65 68 y Z 30' 68 68 68 68 65 6B 68 68 68 78 65 68 26.12" 68 68 68 68 65 68 68 89 68 78 85 68 ro 36' 68 60 68 68 65 68 68 6tl 68 78 65 68 3T' 26" 68 68 68 68 65 68 68 68 68 78 65 68 M e y N 47' 36" 68 68 68 68 65 68 68 68 68 78 65 68 qg' 68 68 68 68 65 6B 68 69 -68 78 65 68 ~¢rn 0 46' 68 68 88 68 65 66 68 68 68 78 65 68 0 ao A o 53-118" Be68 68 68 68 65 68 68 68 68 78 85 60 0 K O ST' 68 68 68 68 85 68 68 BB BB 78 65 68 1g-1/g" 68 68 68 68 65 68 68 68 68 78 65 68 68 68 68 68 65 68 68 68 68 78 65 68 28.12" 68 68 68 68 65 68 68 8B_ 68 78 65 68 M Goy 3 24" 88 68 68 68 65 68 68 68 68 78 65 68 37' 38-318' 68 68 68 68 55 68 68 66.2 66.2 78 65 6B y y2 30' 68 68 68 68 55 68 68 66 68 78 65 68 48' 68 68 68 68 65 68 68 63.8 63.8 78 65 68 Z w 0 !O F 36' 68 68 68 6A 65 68. 68 68 68 78 65 68 -1 Z 47' 48" 66 68 88 68 85 68 88 64.7 58.3 78 65 53.118' 68 68 66 88 65 68 88 63.8 63.8 78 85 68 c p q d o 48' 68 68 68 68 65 68 88 58.8 51 78 65 68 19-1/8" 68 68 68 68 65 68 68 68 68 78 65 6B u'^p m R U 26-12" 68 68 68 68 65 68 68 60 68 78 65 68 ..., U I 54" x x x 68 65 68 88 56.6 51 8 65 68 3T 50.518" 68 68 68 68 fib 68 68 68.2 86.2_ _78 __ 65 68 a Cq 60' -x x x 68 65 68 68 x x 78 65 68 48' x x x 68 65 68 68 x 51 78 65 68 24" 68 fib BB 6 65 10 68 68 68 88 78 65 68 53.1/8" x x x 68 65 68 68 x x 78 65 68 1 30' 68 68 88 68 65 68 68 68 68 78 65 Be �ii 36' 68 68 68 68 65 68 68 68 68 78 65 68 19.1/8' 68 Be 68 68 65 68 68 68 68 78 65 68 W 0 Cq 47' W.. x x x 68 65 68 68 64.7 583 78 65 68 26-1 fY' 68 69 68 68 65 E8 68 68 68 78 65 68 P. 48' x x x 68 65 68 68 x x 78 65 68 37" 58" 68 68 68 68 65 68 68 x 66.2 78 65 68 48" x x x 68 65 68 68 x x 78 65 68 U C7 W. x x x x 65 x x x x 78 65 68 cpa z.9 W. x x x x 65 x x x x 78 65 88 53118" X x x x 65 66 x x x 78 65 68 z rn 19-1/8" 68 68 68 68 65 68 68 68 68 78 65 68 t4 G 74" 68 6'3 68 68 65 68 88 68 68 78 65 68 ® W 3O' 68 68 68 68 65 68 68 68 68 78 65 68 26-1/X' x 68 68 68 65 68 68 66 68 78 65 68 b F*r 37' 63" x x x 68 65 68 60 x 662 76 65 68 36' x z x 60 65 68 68 65.5 88 78 85 88 � 48" x X x x 65 68 x x x 78 65 68 C 47' 72" x x x x 65 EB x x x 78 65 68 - - 531 x x x x 65 E'H x x x 78 65 68 11 02 U 48' x x x x 65 x x x x 78 65 88 W a 54" x x x x 65 x x x x 74.7 65 68 19-1/8' 68 68 68 68 65 68 68 68 68 78 65 68 nN+ 60' x x x x 65 x x x x 72 85 68 26.12" 68 68 68 68 65 68 68 x fib 78 65 68 µ1 5 p 24" 88 68 Be 68 65 68 68 68 68 78 65 68 37' 74" x x x 68 65 68 68 x x 78 65 68 [•+ V d 30' 68 68 68 68 65 68 68 68 68 78 65 68 � x x x x 65 68 x x x 75,6 65 68 U i 36' x x x 68 65 Be 68 64.9 _ 68 78 65 68 x x x x 65 68 x x x 72 65 68 a I E 47' 74" x x x x 65 x x x x 78 65 68 19-1/8' 68 68 68 68 65 68 68 68 68 78 65 68 W 48' x x x x 65 x x x x 756 85 88 26-12" 68 68 68 68 65 68 68 x 68 78 65 68 54" x x x x 65 x x x x 71.5 65 68 3T' 74-114" x x x 68 65 68 68 x x 78 65 68 817' x x x x 65 x x x z BA 7 65 68 46' x x x x 65 69 x z x 75.2 65 68 W j 24" 88 68 68 68 65 66 66__ 68 68 78 65 68 53-1/8' 88 88 68 x 65 68 x x x 71.8 65 60 iC 30' x x x 68 65 68 66 68 68 78 65 69 36' 84" X X x x 65 68 x x X 78 65 68 42' x x x x 65 x x m x x 70 65 Be 48' x x x x 65 x x x x 735 65 68 � 24" 68 68 _ _ as 68 65 68 68 68 68 78 65 68 o 30' 95„ x x x 68 65 68 68 x x 78 65 68 W. x x x x 65 x x x x 78 65 68 42" x x x x 65 x x x X. 76.8 65 60 24" x x x 68 65 68 68 68 1 68 78 1 65 68 Notes 3O' 106' x x x x 65 x x x I x 78 1 65 68 36 x xx x 65 x x x x 74.7 Be 68 1.) SEE SHEET 3 FOR GLAZING TYPES, DETAILS& SILICONE OPTIONS. '2 24" x x x 65 x x x x 78 65 68 x 30 )IE 2•) WINDOWS WITH GLASS TYPES "B, C, F, OR G" INSTALLED ' 120' x x x x 65 x x x x 78 65 68 ABOVE 30 FT. IN THE HVHZ, THE I.G. EXTERIOR LITE SHALL x 36' x x x x 65 x x x x 74.1 65 AB BE TEMPERED TO COMPLY WITH THE SMALL MISSILE IMPACT 1 RESISTANCE REQUIREMENTS (FBC-2014, Section 2411.3.3.7). a • • • • • • • • • `\\\i1t 11111IT17j, 000 sr b• J WO a • • PRODUCTRBVISED WI lD - f • • • • • • • • avcomPlY/�OwiG.GleFlorida 90 8 _ • • • � � • • • • B�Codc iS �,Ei flu Z (n �•.�I NOTE •• • • • • • • A tact Dale � 6�i �•• I • •• •• •• •• WIDTII AND LENGTII DIMENSIONS CAN BE ORIENTED EEyy p' ,�I4Til1••pl\\\\\ W VERTICALLY OR HORIZONTALLY AS SHOWN ABOVE. `41nm do Pm�^r!"^otrol F go d CT • • • • • • • ••••• 1'VCII / IM AR HILL OF MATERIALS FRAME HFA11 K/,a,u5,1FRM�s FRAME JAMB 1A41[NFOYIPCY INSIDE TO ITEM PART $ QUANTITY DESCRIPTION MATERIAL REMARKS olnnoF or rawFs o O 1 L-4201 2 FRAME HEAD/SILL/JAMB 6063-T6 - I/F•x s_I/E•s 2 L-7708 4 GLAZING BEAD (5/16" GLASS) 6063-T6 - uw smn n co co 3 L-7708 4 GLAZING BEAD (3/8" & 13/32" GLASS) 6063-T6 - a a o "1 A o 4 L-7708 TRIMMED 4 GLAZING BEAD (7/16" GLASS) 6063-T6 - \.\ o O 5 L-7711 4 GLAZING BEAD (5/16" GLASS- INSULATED) 6063-T6 - ®\, �A v Y, 6 L-6211 4 GLAZING BEAD (7/16" GLASS - INSULATED) 6063-T6 - \\�® i w 6 y E- a ya R 7 �8 X 3/4" 2/ CORNER ASSEMBLY SCREWS - P.H. PHILLIPS \A. '1® FRAME SILL or HEAD ^n Z o .1 \ N W= Q ti 8 1-4204 AS RE00. GLAZING BEAD AT CIRCULAR WOWS. co 6063-TS - \ \FRAME JAM I ® 1 69 a R o 9 VWS-004 AS REDD. GLAZING GASKET SOFT PVC - h RECT.OR SWARF WINDOWS a W m 10 • AS REDD. GLAZING SILICONE • - lJ TYP-• .ORN R ONCTRN.TON ti E o CIRCULAR WINDOWS OR MITER CORNERS Q a 11 PL 75.6020 AS REOD. GLAZING SETTING BLOCK SOFT PVC 1/8" X 1/8" X 2" D .7 12 812-25H-357 AS REOD. "TruSeol" Duro Seal Swiggle Spacer 1/4" BLACK 1/4" AIR SPACE O O o FRAME RADIUS JOINT FRAME END CORNER zIA ti WINDOW FRAME EXTRUSION DETAILS FRAME CORNER & JOINT DETAILS a 0 SEALANT: r U) o O 2643 310 FRAME CORNERS, OR JOINTS SEALED WITH A COLORED Cdl Wo4 to L 281 Doo SEALANT AND PERIMETER OF GLAZING DEAD WITH CLEAR a I LI SILICONE a .8501 }--- t w I O TYP, I ,..] .8a8 TYP. .773 F- A d� W 5 0 9 2 GLAZING STOP FRAME HEAD/SILL/JAMB (5/16" GLASS) PRODUCT REVISED as carltplying w11R the Florida a Foil=ing Code 011 Q yI 310 �- Acceptance No VAGI J,IC7 w I yy� 1 .040 SEE MULLION APPROVALS FOR FT� _� .850 '250 MULLION TYPE.SIZE AND MAX. .• n a`f DESIGN PRf.SSURE LIMRATIONS. Miami adc Pra act CoNrol 050 272 ALUMINUM MULLIFN 5 .050 TYP• Fes- TYP• .773 F- (ALUM.0,078•'MIN. THICK) SEE MULUON APPROVALS FOR •773 �. N I2 X 3/4' S.D.S.S.D.S• MULUON TYPE,SIIE AND MAX. 3 GLAZING STOP 4 v NOTE:THE LOWER PRESSURES OF FLAT HEAD,PHILLIPS. DESIGN PRESSURE UMITATIONS, GLAZING STOP (7/16" GLASS) THE WINDOW OR MULL SHALL GOVERN ------- AT 12' D.C.MAX. INTERIOR NOTE:THE LOWER PRESSURES OF y 1/4' MAX. THE WINDOW OR MULL SHALL GOVERN g (3/8" & 13/32" GLASS) F___-- SHIM os0z e .310 E1511 INTERIOR i i.850 •9 .050 A 12 S.D.S. X 1 1/4'L. s � AT 12'F.C.MAX. TVP. .050 TYP. .684 •L ••• • • • • • •• NOTE: P. 5 6 • �00 •• • • • • • ' ' 1.ALL STEEL IN CONTACT WITH INSULATED GLAZING STOP INSIIIJATEDAZ G•ST • ••• • ALUM•TO BE PAINTED OR PLATED. 'c' W 5 16" LAMINATED GLASS W/•7*16 •414INA�"G sS• • ••• _ ! , rrr••"r , ..___.._.._.._.._._._.. .______.._._ 2. METAL STRUCTURES: •• / / I�_- A) STEEL: Fy= 36 KSI MIN. •• LL .050 ___ -----_ _ __ (STEEL 18 GA. MIN.THICK - 0.048') '(/ N O .... ._. N j.- 1.� n-- J B)ALUMINUM : 6063-T5 MIN. d TYP.'�1 0) U1 ttl u--T (ALUM.0.078"MIN.THICK)BOB • ••• ••• ••• • • EXTERIOR WINDOW FRAME PERIMETER WINDOW FRAME• • • • • • • • • � I ••• • • • • • ••• EXTERIOR GRADE E2 SEALANT EXTERIOR .466-" • •• •• •• • • • • PERIMETER CAULKING I F GLAZING STOP (CIRCULAR WOW.) FRAME MULLING DETAIL METAL STRUCTURE ATTACHMENT DETAIL 1 1 d A ••• • • • • 0:0 •• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • MIAMI•DADE 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.aiiFimiddde.gov/economy Lawson Industries,Inc. 8501 NW 90..Street Medley,FL 33166 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 "HS-8700(Flange-Frame)"Aluminum Horizontal Sliding Window-L.M.I. APPROVAL DOCUMENT: Drawing No. L8700-0901, titled "HS-8700 Horizontal Rolling Flange Impact Window", sheets 01 through 10 of 10, dated 05/30/09, with revision"B", dated 08/11/14, prepared by manufacturer, and signed and sealed by Thomas J. Sotos, P. E., bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact.Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and Wfe'bas been no change in the applicable building code negatively affecting the performance oft ' product. .. . g PP g g Y g P �lrs'P.. .. �. TERMINATION of this NOA will occur after the expiration date or if there has�een•a rev1'S4on er charms.:. in the materials, use, and/ or manufacture of the product or process. Misuse of this'"0A as an endorsemg nt of an product, for sales, advertising or an other purposes shall automatically terminate thin AIO�-1.. Faildre • YP g Y P P Y to comply with any section of this NOA shall be cause for termination and remov4Cq NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dw(6 ount) * lorrda, aaui..* followed by the expiration date may be displayed in advertising literature. If 3d�Wdrtion of t'he NOA is-: displayed,then it shall be done in its entirety. •••••• INSPECTION: A copy of this entire NOA shall be ro ed to the user ty•dhc: manufhdurer or:hS••; distributors and shall be available for inspection at t uest of the Building dffrCia; This NOA revises NOA No..12-01.27.08 and co videncep ages E--1, E-2 and E---3; as well as approval document mentioned above The submitted documentation was reviewed b P••D. ts.cpAt/& • NOA No.14-090.$,14 QMIAWWADEOUNTY �,(yQ.� l R p15344 ,(� { xpiratiort Date: April ll,2017 1t 6�1'� �'G 1 �n1�.,•' proval Date: November 13,.2014 G� Pagel ' REQ a� Lawson Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. . (Submitted under previous NOA No. 11-0705.10) 2. Drawing No. L8700-0901, titled "HS-8700 Horizontal Rolling Flange Impact Window", sheets 01 through 10 of 10, dated 05/30/09, with revision "B" dated 08/11/14, prepared by manufacturer, and signed and sealed by Thomas J. Sotos,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) Forced Entry Test,per FBC 2411 3.2.1,TAS 202-94 along with marked--up drawings and'installation diagram of an aluminum horizontal sliding window, XOX (1/4, 1/2, 1/4 and 1/3, 1/3, 1/3) configuration, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-10--3049 and HETI-10-3051,dated 03/23/11, signed and sealed by Candido F. Font,P. E. (Submitted under previous NOA No. 11-0705.10) 2. Test reports on: 1)Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 along with marked up drawings and installation diagram of 8 specimens of an aluminum horizontal sliding window, XOX (1/4, 1/2, 1/4 and 1/3, 1/3, 1/3) configuration, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI--10-3047, HETI40-3053, HETI-10-3057, HETI-10-3130, HETI-10-3223 and HET-10-3225, dated 03/23/11, signed and sealed by Candido F. Font, P.E. (Submitted under previous NOA No. 11-0705.10) 3. Test reports on: 1) Large Missile Impact Test per FBC,TAS 201-94 2) Cyclic Wind Pressure Loading per FBC,TAS 203-94 along with marked up drawings and installation diagram of an aluminum horizontal sliding window, XOX (1/4, 1/2, 1/4 and 1/3, 1/3, 1/31 coi�figurat;o�,�•prepared .0000. by Hurricane Engineering & Testing, Inc., Test Reports'.No:'s HETI.-10-3048,• HETI-10-3049I, dated 11/09/10, HETI-10-3050;;•• HE'4 X10-3052af:. HETI-10-3056, HETI-10-3131, HETI-10-3224 andOOMV-10-3226, dated.; 0000 03/23/11, signed and sealed by Candido F. Font, P.E. :••••• (Submitted under previous NOA No. 11-0705.10) •••••• •• ••' 0000.. 4. Test reports on: 1)Large Missile Impact Test per FBC, TAS0201'94 ••••;• 2) Cyclic Wind Pressure Loading per FBC, 'f A;�� 03-94 along with marked-up drawings and installation diagram of anoalumiMtMOhorizontal• sliding window, XOX configuration, prepared by Hurricane dEnginee�ng 4 Tesfing,o: Inc., Test Report No. HETI-10-3251, dated 04/25/11, signed and seared by Rafael E. Droz-Seda; P.-E. (Submitted ander previous NOA No. 11-0705.10) Jaime D ascG on,P.E. Product Control Section Supervisor NOA No. 14-0908.1.4 Expiration Date: April 11,2017 Approval Date: November 13,2014 E-1 Lawson Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 5. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC,TAS 203-94 6) Forced Entry Test,per FBC 2411 3.2.1, TAS 202-94 along with marked-up drawings and installation diagram of 8 specimens of an aluminum horizontal sliding window, XO configuration, prepared by Hurricane Engineering & Testing, Inc., Test Reports No.'s HETI-08-2033, HETI-08-2034, HETI--08-2035, HETI-08-2036, HETI-08 2037, HETI-08-2038, HETI-08-2116A and HETI-08-2116B, dated 02/28/08, signed and sealed by Candido F. Font, P. E. (Submitted under previous NOA No. 09-0706.05) 6. Test reports on: 1)Air Infiltration Test,per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test,per FBC,TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test,per FBC 2411 3.2.1, TAS 202-94 along with marked up drawings and installation diagram of 8 specimens of an aluminum horizontal sliding window, XO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-3097, FTL-3098 and FTL-3364, dated 12/06/01, 12/11/01 and 01/28/02, all signed and sealed by Luis Antonio Figueredo, P.E. (Submitted under NOA No. 02-0227,05) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC, prepared by Lawson Industries, Inc., dated 05/28/09,revised mon 07/10 an :jjelated o 01/25/12, signed and sealed by Thomas J. Sotos,P. E. ' ' • (Submitted under previous NOA No. 12-0127.08) •••••• •• •••••• 2. Glazing complies with ASTM E1300-04/09 ...... ....% D. QUALITY ASSURANCE •••••• ..... 1. Miami-Dade Department of Regulatory and Economic ResoiliteS•(RER1 ••••;• E. MATERIAL CERTIFICATIONS '••••' 1. Notice of Acceptance No. 13-0129.27 issued to E.I. DuPont DeNemours*Co.,Ieic. for their "DuPont Butaeite©PVB Interlayer." dated 04/11/13, expiring bh 12/11/16. Jaime D.Gascon,P.E. Product Control Section Supervisor NOA No. 144908.14 Expiration Date: April 11,2017 Approval Date: November 13,2014 E-2 Lawson Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS (CONTINUED) 2. Notice of Acceptance No. 14-0423,17 issued to"Eastman Chemical Company (MA) for their "Saflex Clear and Color Glass Interlayers" dated 06/19/14, expiring on 05/21/16. F. STATEMENTS 1. Statement letter of conformance to and complying with FBC 51" Edition (2014), issued by manufacturer, dated 09/02/14, signed and sealed by Thomas J. Sotos, P. E. 2. Department of State Certification of LAWSON INDUSTRIES, INC. as a for profit corporation, active and organized under the laws of the State of Florida, dated 04/11/14 and filed at the Secretary of State. 3. Statement letter of conformance, complying with FBC 2010, dated 01/25/12, signed and sealed by Thomas J Sotos,P.E. (Submitted cinder previous NOA No.12-0127.08) 4. Statement letter of no financial interest, dated 05/20/10, signed and sealed by Thomas J. Sotos, P. E. (Submitted under previous NDA No. 12-0127.08) 5. Laboratory compliance letter for Test Reports No.'s HETI-10-3047, HETI-10- 3048, HETI-10-3049, HETI-10-30491, HETI-10-3050, HETI--10-3051, HETI- 10-3052B, HETI-10-3053, HETI-10-3056, HETI-10-30579 HETI--10-3130, HETI-10-3131, HETI-10-3223, HETI-10--3224, HET-10-3225 and HETI-10- 3226, all issued by Hurricane Engineering & Testing, Inc., dated 11/09/10, 03/23/11 and 04/25/11, signed and sealed by Candido F. Font, P. E. (Submitted under previous NOA No. 11-0705.10) 6. Laboratory compliance letter for Test Report No. HETI-10-3251, issued by Hurricane Engineering & Testing, Inc., dated 04/25/11, signed and sealed by Rafael E. Droz-Seda, P. E. (Submitted tinder previous NDA No. I1-0705.10) 7. Laboratory compliance letter for Test Reports No.'s HETI-08-2033, HETI-08- 2034, HETI-08 2035, HETI-082036, HETI-08-2037, HETI-08-2038, HETI- 08-2116A and HETI-0821168, issued by Hurricane Engineej7ing 8a; gjting, IAci,•• dated 01/15/08 through 02/28/08, all signed and sealed by 0144M F._Foist, P. E. (Submitted under previous NOA No. 09-0706.05) 000:09 •• • •••••• 8. Laboratory compliance letter for Test Reports No.'s FIT11097, F=-3098 FTL-3364, all issued by Fenestration Testing Laboratory::]r c., dated'12/06*jQ j 6• .12/11/01 and 01/28/02,all signed and sealed by Luis Antonio-FiNeredo,,,P;E. 00:66' (Submitted under previous NOA No. 02-0227.05) " " ••••;• . . . . ...... G. OTHERS 0.00•• 1. Notice of Acceptance No. 12-0127.08, issued to Lawson Inciustries.-hr..for heir Series "HS-8700 (Flange--Frame) Aluminum Horizontal .Sliding Window ' LMJ.", approved on 03/29/12 and expiring on 04/11/17. �w Jaime D.Gascon, .E. Product Control Section Supervisor NOA No. 14-0908.14 Expiration Date: April 11,2017 Approval Date: November 13,2014 E-3 TEST UNIT SIZE: Ill" X 03" * 85 3/8' OVERALL FRAME WIDTH TEST UNIT SIZE: 74"X 83" 74' OVERALL FRAME WIDTH INSTALLATION FASTENERS 84 3/8' INTERIOR FRAME WIDTH INSTALLATION FASTENERS• — 73' INTERIOR FRAME WIDTH y jr (h)8 AT FRAME HEAD 7VAD➢ITIONAL ANCHORS 0 (A) 30 AT FRAME HEAD TWO ADDITIONAL ANCHORS 8 AT FRAME HEAD IF DP ABOVE 70.0 �11 AT MEETING RAILS O REQUIRED AT MEETING ftalLS ( S WITH UP ABOVE(14AT FRAME HEAR IF DP hBOVE 70.0) FOR UNITS VITH DP ABOVE (B)8 AT EA.FRAME SILL F<4 TOTAU {Q A(B) 10 AT EA. FRAME SILL A Al +/-70PSF(4 TOTAL) AlI . (B AT FRAME SILL IF'DP ABOVE 70.0) 5' �� y(14 AT FRAME SILL IF DP ABOVE 70.0) , MAx tt 37s' _I (C) AT EA.PRAYE JAMB ',.) 4 1/2' (MAX. M m y E• 4• -SEE GENERAL NOTE N3& /4. (MAX OC 1 I o (C) 6 AT F.A. FRAME JAMB MAX:S.C. (MAx.Q.CJ T •SEE GENERAL NOTE M3 & N4. - I MAT AT 5'AL CORNERS) -_ 5' CORNERS) 4 01 y N N Moa. O.L.O.Widl MO%��D.L.O. F MO I'D.L.O. '.i0lh 30� y o 24 8 ai 24 333 13 1/I'O.C. Z Y R W '� 13 1/4'O.C. io _ W O O co 1/4.O.C. w r L N =_=I`_J-_mac==_11 1/4.O.C. fj 3 O_ o E z 13 1/4'D.C. V O ' Q. x k o z / u // a 4 i! a U s 13 1/4'O.C. B p 1 IJ 13 1/4'O.C. ® O, N B B1 5 ' �W N x w ANCHOR NOTES ANCHOR NOTES. U OO E%7.6 INT.FALSE COLONIAL 1.SAME ANCHOR SPACING AT HEAD L SILL EXT.6 INT.FALSE COLONIAL C' 1.SANE ANCHOR SPACING AT HEAD L SILL MUNTINS ARf APP V/ MUNTINS ARE APPLIED V/ 2.TWO ADDITIONAL ANCHORS REQUIRED W/SILICONE AND ARE 2.TWO AODI7IONAL ANCHORS REQUIRED W/SILICONE AND ARE Inc, Do AT MEETING RAILS FOR UNITS WITH AVAILABLE AS OPTIONAL. AT MEETING RAILS FOR UNITS WITH AVAILABLE AS OPTIONAL. UP ABOVE.70PSF/-75PSF(4 TOTAL) DP ABOVE+/-70PSF(4 TOTAL) ��77��gg XOX" WINDOW EQUAL LITE "10" WINDOW EQUAL LITE A x K%E VERTICAL CROSS-SECTION DETAILS-A,Al,B,L BI'AT SHEET N3 NDTESi ( "OX" REVERSED ) TEST UNIT SIZE: III" X 83" 2.SEE HORIZUNTAL CROSS-SECTION DETAILS C,D, L E'AT SHEET NS �y INSTALLATION FASTENERS * 1.SEE VERTICAL CROSS-SECTION DETAILS'A,AS,B,L BI'AT SHEET N3 Ill' OVERALL FRAME WIDTH 2.SEE HORIZONTAL.CROSS-SECTION DETAILS'C,D,l E'AT SlIEET N4 (A) 10 AT FRAME HEAD 110' INTERIOR FRAME WIDTH (14 AT FRAME HEAD IF DP ABOVE 70.0) TWO ADDITIONAL ANCHORS (B) 10 AT EA. FRAME SILL REQUIRED AT MEETING RAILS A Al hOR UNITS WITH TA ABOVE 5 SERIES-8700 HORIZONTAL SLIDING WINDOW (14 AT FRAME SILL IF DP ABOVE 70.0) p B /' //-7oPSF(4 TOTAL) ME (G) 6 AT EA. FRAME JAMB r:TB.Cy 4'1 (MAXZD.C.) FLANGE FRAME ELEVATIONS - L.M.I. v 3� ~ *SEE GENERAL NOTE N3 & N4. w �ORNERS) � � y O Moa.O.L;O.WIO a, O.L.O. ' th " 24 3/8•e 3 1 q < 13 1/4'O.C. t7 � w N z 13 1/4'O.C. J • '1 ND • • •-' / 13 1/4'O.C. 0 'z' •or,•c • 4 • ••• LZ o - lo13 1/4'D.E. �; �',•`°, �r W B 5' 7'r N U1 Cey PRODUCT REVISED �,� 'P F (_.•:. ANCHOR NOTE • • • • ' ' ;�complyWgwllhtheF101idO 3 1.SAME ANCHOR P CING T HEA L S l� • • • • • E%7.L INT.FALSE COLONIAL"TINS ARE %IftgCode 1. TWO ADDTTIDNAL�ANCH S•REWIRED T " • ' • • • • ASPOPTIO AL.ILICONE AND ARE AVAILABLE q plAep MO �V�y� °i �• ,1'(� I MEETING.ILLS; lR! S VITH DP • ABOVE-70PSF/ -75PSF(4 TONO7L) XOX" WINDOW — UN—EQUAL LITE Ti, D �� _ 'J�,.� �'�� /I`t `•• -•. .TI 1.SEE VERTICAL CROSS-SECTION DETAILS'A,At,B.L B3'AT SHEET N3 diAml Odr product Control 2.SEE HORIZONTAL CROSS-SECTION DETAILS 'C,D,L E'AT SHEET 05 • • • • • • • • • • • •• •• • • • •• •• ••• • 0 0 ••• • • 1/4' TAPCON W/ 1 1/4' STUCCO OVER METAL LATH NAILED TO #14 S.M.S. W/ 1 1/4' MIN. EMBEDMENT INTO CONC. EXTERIOR GRADE PLYWOOD SHEATHING MIN. EMBEDMENT INTO WOOD (SEE ELEVATION AT SHEET #2f44 1. ALL WOOD BUCKS ENGINEERED SEPARATELY TO BE SPECIFIED BY ARCHITECT OR G.C. (SEE ELEVATION AT SHEET #2 y' FOR MAX. FASTENER SPACING) & TO BE REVIEWED BY BLDG. OFFICIAL (TYP.) (EXTERIOR FINISH BY OTHERS) FOR MAX. FASTENER SPACING) c 2. WOOD BUCK AND FRAMING (NOT BY LAWSON NOT BY LAWSON INDUSTRIES, INC. ,p o o H 1 1/8' MIN. r' ,0 1O A w INDUSTRIES) MUST SUSTAIN LOADS IMPOSED ,� 0 q EDGE DISTANCEBY THE GLAZING SYSTEM "�,-, Y n O y O o ' I MIN. ° oAN drn b .v° a ,•..r; 2X �oPQ O D ' d. '• 1' MIN. } d y zo ��:'1 _ •` w p EDGE- ANCE z R r (.�. < . . m s a > o ti z o 41/4'MAX. v1 I )/4" ' p EXTERIOR GRADE 12 ' SHIM SPACE ti' >" ~ 2X (MIN.TYPBED.) O o PERIMETER CAULKING (7YP,) i.f y :. a w a z 15 z ON O 11 iI ii i� !i EXT.GRADE PERIMETER 1/4' MAX. ® a a A CAULKING NOT BY SHIM SPACE U 14 ji 15 ,i ,i .i 6 LAWSON INDUSTRIES', (TYPJ x n TD BE APPLIED BY OTHERS (TYPJ i E+ 00 CLEAR SILICONE ADHESIVE EXTERIOR I! w BEDDING COMPOUND _ � i ]NTERIOR � 34 _ A 1 I w x EXTERIOR INTERIOR !1 ii ii y � ii ALTERNATE DETAIL !i ! z X ti LAMINATED GLASS ~ wM a� 33 WOOD FRAME INSTALLATION DETAIL r s ° 14 i ii m 4 O i 6 ro WINDOW INSTALLATION NOTES: I z z 1. THE WINDOW FRAME FLANGE TO BE BACK-BEDDED W/ AN EXT. t ' 20 GRADE CAULK THROUGHOUT THE ENTIRE PERIMETER OF FLANGE - BY WINDOW INSTALLER CTYPJ SILL RISER OPTIONAL c o ' i' APPLIED WITH SILICONE 2. THE EXPOSED EXT, PERIMETER OF THE WINDOW FRAME TO c u a - - SEE DP CHARTS ON BE SEALED W/ AN APPROVED EXTERIOR GRADE CAULK o 1 SHEETS #4, #5, & 06. BY OTHERS (TYP.) 2 I�I • WHEN THE CAP BETWEEN THE WINDOW FRAME AND THE BUCK OR yyg 26I MASONRY IS LESS THAN 1/8", SHIMS ARE NOT REQUIRED. 26 10 9 32 13 O — • •• • • • B I — I 13 ANCHORS NOTE: • • • .:':::C�I`�:'..li • ANCHORS TO BE #12 SMS OR WD. SCREWS INTO WOOD, OR ttt111111 q�' EXTERIOR GRADE : "i' - --s -��••• CAVLK�OE01 W THTAPMINIIMUMrOFP1R10VED CONC./4' PENETRATIONENERS INTO INTO WOOD OR C it PERIMETER 3��%�'•, PERIMETER CAULKING ": • a _ - CONC. (REFER TO LOAD TABLES FOR QUANTITIES REQUIRED) u. 6••,. ° A 1/4' MAX. A SHl/4' MAX. •NN O C •IM SPACE SHIM SPAC (TYP , !n .. ' n e ul r5 (TYPJ -:':": _- ^ e _ • i•`,'1 l/ 1�[N. ;- d. 1 1/4' MIN. '^ r EMH �ENT • `"' a EMBEDMENT: ' a 0 N .: • -•: 4.° • • • if. _ ° PRODUCTREVISED `/r • •° °• A. • • • ;'i: a. ° e _ - d complying- na complying wills the Florida a .:. y'q."ad_ •• • • •'d' �' • • ` 9 4. C d d Building Codc _p ,.•1!' •••e •�d. °. • •� ••• • .c;- Q' .1 1 1/8' MIN. Acceptance No ��• '' EDGE DISTANCE 2�1 ° �✓qyr. OPTIONAL SIM.SILL INSTALLATION DETAIL AT "XO or OX'AT "XO or OX' "nial de Pro wCont" 006 • •• •• • • • •• •• 000 0 0 0 ••• • • r) 1, ALL WOOD BUCKS ENGINEERED SEPARATELY 2X WOOD BUCKS 6 TO DE REVIEWED BY BLDG. OFFICIAL (TYP,) d BY OTHERS (TYP.) 2, WOOD BUCK AND FRAMING (NOT BY LAWSON h O d INDUSTRIES) MUST SUSTAIN LOADS IMPOSED o o Z q w INTERIOR FINISH BY THE GLAZING SYSTEM Oo C z (BY OTHERS) n�I In E-F o .PT. WOOD BUCKS N ca v c 21 23 LAMINATED GLASS mooA. 1/4' MAX. 33 SILICONE ADHESIVE 1/4' MAX. 3"n #14 S.M.S. W/ 1 1/4'- SHCTYP jncE BEDDING COMPOUND SHIM SPACE A Z W o R MIN, EMBEDMENT INTO WOOD. (TYP.) z o (SEE ELEVATION AT SHEET #2 INTERIOR 0o A FOR MAX. FASTENER SPACING) 2X 7 17 34 5 27 3 0' m w o 1/4' TAPCON W/ 1 1/4' C o MIN. EMBEDMENT INTO CONC. d 1 1/4' MIN. .(SEE ELEVATION AT SHEET #2 x Z &a oh EM ENT -___--_-__ -__-_--- FOR MAX. FASTENER SPACING) 14 --------------------- _________ 12 Ix 4 O y a o 1E MIN' -------'---- DISTANCE 16 1 1/4' MIN. ®~ a O 11 MB _ EN B 17 - E ..A ' ptfffEfEffEffE<1{!!<fffE ` a 1 1/8'IMIN, p w J ---- -------- -- ----- - - ------------ G DSTANCE W ,Ox Q EXTERIOR WALL FINISH AEDE W BY OTHERS (TYP.) 28 14 <1'. '' ai O oz O o 00 EXTERIOR 18 19 1 1 d'. Iy rA .,,.•.,_,,,, 4 EXT. GRADE r, •e. .0. m CAULK ^ !/] mSTUCCO OVER METAL LATH NAILED TO O ; •7+' p EXTERIOR GRADE PLYWOOD SHEATHING EXT.GRADE PERIMETER :.,_,�t...,'r.•_,.; TO BE SPECIFIED BY ARCHITECT OR G.C. CAULKING NOT BY O U (EXTERIOR FINISH BY OTHERS) LAWSON INDUSTRIES', NOT BY LAWSON INDUSTRIES, INC. TO BE APPLIED BY OTHERS 73' MAX. S8 (TYP.) WINDOW FRAME BUCK WIDTH ..---.----.-.-------._------.-.-.---. -__ 74' MAX. N � --— WINDOW FRAME FLANGE WIDTH "10" WINDOW EQUAL LITE ( "OX" REVERSED ) w WINDOW INSTALLATION NOTES: r 30 31 1. THE WINDOW FRAME FLANGE TO BE BACK-BEDDED W/ AN EXT. g 8 B GRADE CAULK THROUGHOUT THE ENTIRE PERIMETER OF FLANGE -- �"-- BY WINDOW INSTALLER (TYP.) � xa rz\ 2. THE EXPOSED EXT. PERIMETER OF THE WINDOW FRAME TO BE SEALED W/ AN APPROVED EXTERIOR GRADE CAULK k ••• • • • • • •• BY OTHERS (TYP.) 22 • 21 • • • • • • • • • • 1 • WHEN THE OAP BETWEEN THE WINDOW FRAME AND THE BUCK OR •• • • • 5 •` • MASONRY 19 LESS THAN 1/6", SHIMS ARE NOT REQUIRED. 0, 41we a 0 Do ANCHORS NOTE' • N LLL''...W,.�, ANCHORS TO HE #12 SMS OR WD. SCREWS INT❑ WOOD, OR _ a O O' LOCK LATCH AND SWEEP) OPTIONS 1/4' TAPCONS or APPROVED CONC. FASTENERS INTO CONC., C4 • ��•r*'te' ••• • R/TH A MINIMUM OF 1 1/4' PENETRATION INTO WOOD OR ro I d 1. BOTH EXTRUDED ALUMINUM AID RLASIC LIFT H:NDLE Cf NC. (REFER TO LOAD TABLES FOR QUANTITIES REQUIRED) PRODUCT REVISED LOCKS ARE QUALIFIED FOR USE•ON AIL WI*DOWA. • • • • u4conVlyMBwith the Fbdh • • • • • Building Co a ww Q .•GJ�'� 2. BOTH DIE CAST AND NYLON �� C� ARE QU$L#IFIEt: • • Accc t®w No 1 �O OS•14 FOR USE ON ALL WINDOWS. F P ��../ �� 3. TWO (2) LOCKS ARE REQUIRED PER EACH VENT. /GJ OY ,,I��hNll•U�4♦♦♦ a Aiuml ode Produce Control G • •• •• • • • •• •• ••• • 0 0 ••• • 0 # 12 X 1 3/4' S.M.S. 1 1/4' MIN. WOOD EMBED �T• (SEE ELEVATION AT SHEET #2 FOR MAX. FASTENER SPACING) o c q .PT. WOOD BUCKS m CLEAR SILICONE ADHESIVE 1/4' MAX. 21 22 23 34 BEDDING COMPOUND LAMINATED GLASS c SHIM SPACE 1/4' MAX. - ,p E• (TYP.) SHIM SPACE e ~Q U w 33 EXTERIOR N g v d o (TYP.) q F n 7 17 o 5 27 30 31 3 g� N 1/4' TAPCON W/ 1 1/4' i (� W _ MIN. EMBEDMENT INTO CONC. .(SEE ELEVATION AT SHEET #2 o c FOR MAX. FASTENER SPACING) Ln 09 _ m S a IF-ilk G Z Iz 1 1/4' MIN. p 0 R MBEDM T 17 8 18 _..-_--_:---. _ EMBEDMENT 04 e ' / � -----$---- ------- ------------------- e ¢ EDI TANC 'F` s E➢G S E ® z 2 a O N P4 w EXT. GRADE a. 111 W x a EXT. GRADE O O CAULK CAULK `. CAULK ;.;�-+°:` a( z � O o to WINDOW FRAME BUCK WIDTH WINDOW FRAME FLANGE WIDTH "XOX" WINDOW EQUAL AND UN—EQUAL LITE g a WINDOW INSTALLATION NOTES: u � ' 1. THE WINDOW FRAME FLANGE TO BE BACK—BEDDED W/ AN EXT. GRADE CAULK THROUGHOUT THE ENTIRE PERIMETER OF FLANGE r o BY WINDOW INSTALLER (TYP.) 2. THE EXPOSED EXT. PERIMETER OF THE WINDOW FRAME TO BE SEALED W/ AN APPROVED EXTERIOR GRADE CAULK `t' ES3 R3 BY OTHERS (TYP.) $ � z x WHEN THE GAP BETWEEN THE WINDOW FRAME AND THE BUCK OR MASONRY IS LESS THAN 1/8", SHIMS ARE NOT REQUIRED, ANCHORS NOTE; ANCHORS TO BE #12 SMS OR WD. SCREWS INTO WOOD, OR •• ••• • • • • • •• 1/4' TAPCONS or APPROVED CONC. FASTENERS INTO CONC,, • • • • • • • • • ��lll�/� WITH A MINIMUM OF 1 1/4' PENETRATION INTO WOOD OR •• •• ••• • • ••• •• ��A,,,`, # •d��H��''r CONC. (REFER TO LOAD TABLES FOR QUANTITIES REQUIRED) ••• •• •• ••• ••• �O5•�,,,•• '•.�v'.,°. (4 tL b � 'SLn Lu ) N O c • ••• 0:0 0:0• • • ~ Tr • • • • • • • PRODUCTREVIS110 • • • • • • • • • a a canplyotg with tlu:Florida In 4.P9 •• • • • • • • • • Ouilding • •• •• •• • • • • Aaep(mce No •• • • • • • 1; n 201 a iii 1 y � - w •h�llil IIITIT��,, Miami- Pro uct Control � • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DESIGN LOAD CAPACITY PS17-OX or XO WINDOWS # # +/-Pressures a o WINDOW Jamb H&S Glass T e"A" (*2) Glass T e"B" (*2) Glass T e"C" (*2) Glass T e"D" (*2) Glass T e"E (*3) Glass TyRe"F" *3 o ca WIDTH HEIGHT Anchors Anchors +psf I -psf I +psf I -psf I +psf I -psf I +psf I -psf I +psf I -psf I +pst f ;e a Z ^ 24 24 3 3 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 o 36 24 3 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 y oa v L) "0 0 48 24 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 0 .. 4 a o 60 24 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 72 24 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80-0 24 36 3 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 1 70.0 80.0 80.0 80.0 80.0 0 0= Z a 36 36 3 4 65.0 65.0 65.0 1 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 Go 48 36 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 o 60 36 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 , z o 72 36 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 j q 24 48 4 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 � 36 48 4 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 N 48 484 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 z 60 48 4 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 ®~ 5 z 72 48 4 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 ° N 24 60 5 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 UI o o s 36 60 5 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 W 4; x z 48 60 5 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 w 60 60 5 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 m " 72 60 5 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 - - - - ] 26.5 26 3 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 x 37 26 3 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 K0 80.0 53.125 26 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 H 74 26 3 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 26.5 38.375 4 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 g + 37 38.375 4 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 s $ 53.125 38.375 4 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 74 38.375 4 8 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 26.5 50.625 5 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 37 50.625 5 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 w 53.125 50.625 5 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 74 50.625 5 8 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 26.5 58 5 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 80.0 37 58 5 4 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 J80.O80.0 80.0 80.0 53.125 58 5 6 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 74 58 5 8 65.0 65.0 65.0 65.0 70.0 70.0 70.0 70.0 80.0 80.0 80.0 26.5 63 6 4 65.0 65.0 65. 70 70.0 70.0 70.0 80.0 80.0 80.0 80.0 53.125 63 6 6 65.0 65.0 65.0 • 65.-0 • • •70o0 • • •70.0 70.0 70.0 80.0 80.0 �`�g .......... ..•�..... 74 63 6 8 65.0 65.0 65. -wwl0 -w-6-5"U-v- 70.0 - - •' ``�• n LL d•• . Notes 1.) SEE SHEET 9 FOR GLAZING TYPES, DETAILS & SILICONE OPTIONS. ascoinplyiugwiW0urlori * 2.) STANDARD SILL USED ON WINDOWS WITH +70.0 DP AND BE OW uii c w ••• ••• • • • aeptmcodplmcoNo L RISER - OPTIONAL (WINDOWS WITH GLASS TYPES -A, B. C, & D") • • • • • • n APPLIED WITH SILICONE ' 3J SILL WITH RISER ADAPTER ARE FOR WINDOWS ABOVE +7010 IP • • l� ✓j • El FOR DP ABOVE +70.0 PSF(WINDOWS WITH GLASS TYPES "E, & F") AND +00.0 DP MO.* � • j' � �� (+80.0 DP MAX.)ADDITIONAL ANCHORS REQUIRED AT FRAME HEAD & SILLpjj • • • iaZm bedsTtra n �'( ' •• •• .Z WINDOWS WITH DP ABOVE 70.0. (SEE ELEVATION AT SHEET 2 OF 10) l,rrr•rr, `'4.) WINDOWS WITH GLASS TYPES "A, C, OR G' INSTALLED ABOVE SOFT. 4 IN THE HVHZ, THE I.G. EXTERIOR LITE SHALL BE TEMPERED. mt Ca ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DESIGN LOAD CAPACITY(PSF)-XOX WINDOWS with Un-Equal Lite 1/4-1/2-1/4 +/-Pressures s FRAME SIZE #Jamb #H &S Glass T e"B" "2 G lass T pe"C" *2 Glass T e"D" *2 Glass T pe"E" *3 Glass T e"F" *3 Glass Type"G" *2 c A WIDTH HEIGHT Anchors Anchors + sf sf + sf sf + sf - sf + sf sf + sf sf + sf - sf e w a Z 60 24 3 7 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 n o y 72 24 3 7 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 "' •v 84 24 3 8 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 i~'i c C o o 96 24 3 10 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 108 24 3 11 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 3 „� o 60 36 3 7 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 Z Zi o o 72 36 3 7 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 W= z o 84 36 3 8 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 ro 3 a o 96 36 3 10 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 A o 108 36 3 11 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 z $ 60 48 4 7 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 j 72 48 4 7 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 0 84 48 4 8 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 96 48 4 10 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 as 108 48 4 11 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 ®z e F 60 60 5 7 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 o N 72 60 5 7 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 N o o 84 60 5 8 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 W a x 96 60 5 10 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 a o z 108 60 5 11 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 0 �" 74 26 3 7 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 N co a 74 38.375 3 7 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 ] 74 50.625 4 7 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 74 58 5 7 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 {�®ll z 74 63 5 7 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 79.5 26 3 9 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 79.5 38.375 4 9 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 S . 79.5 50.625 4 9 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 N 79.5 58 5 9 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 0. 79.5 63 5 9 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 106.25 26 3 11 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 o 106.25 38.375 4 11 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 106.25 50.625 4 11 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 106.25 58 5 11 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 a 106.25 63 5 11 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 . 65.0 75.0 111 26 3 11 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 111 38.375 4 11 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 ¢ 111 50.625 4 11 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 111 58 5 11 52'0 ••• 2 5 75.0 65.0 75.0 52.0 52.0 65.0 75.0 " 111 63 5 11 .62.0 • 5QA • • 65.0 • 75.0 65.0 �5co0mp9wgwldtiIDf��a 52.0 65.0 75.0 P,yp*"U.94 Po • • • • • • ' .. ... .. . ay Building CodeO$ •# Acceppmw No !� Ln pO••.,}Notes 1.) SEE SHEET 8 FOR GLAZING TYPES, DETAILS & SILICONE OPTIONS. i Da2.) STANDARD SILL USED ON WINDOWS WITH +70.0 DP AND BELOW �/ �/ W(WINDOWS WITH GLASS TYPES "A, B, C, & D") • ••• ••• ••• • �% �% 20 S LL RISER - OPTIONAL3.) SILL WITH RISER ADAPTER ARE FOR WINDOWS ABOVE +70. D • . , ep[6ductC"n `II g • • • % % I APPLIED WITH SILICONE(WINDOWS WITH GLASS TYPES "E. & F") AND +80.0 DP MAX•• • • • • • I FOR DP ABOVE +70.0 PSFADDITIONAL ANCHORS REQUIRED AT FRAME HEAD & SILL ON • •• •• • • I 2 j (+80.0 DP MAX.)WINDOWS WITH DP 4.) WINDOWS WITH GLASS OTYPES "A. C, OR G" INISTALLED ABOVE OFT.ON AT SHrEf t OF B) • • • \\� � 1111/ Illllal0��, 1 IN THE HVHZ, THE I.G. EXTERIOR LITE SHALL BE TEMPERED. XOX - Uo-Equ 1 Lite q • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DESIGN LOAD CAPACITY(PSF)-XOX WINDOWS with Equal Lite(113-1/3-1/3) +/-Pressures(psf) a o . FRAME SIZE #Jamb #H&S Glass Type"B" (*2) Glass Type "C" (*2) Glass Type "D" (*2) Glass Type "E" (*3) Glass Type "F"(*3) Glass Type "G" (*2) a a z WIDTH HEIGHT Anchors Anchors + psf -psf + psf -psf + psf -PSI + PSI -psf +psf -psf + psf -psf °w y v 60 24 3 7 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 "' v 72 24 3 9 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 84 24 3 9 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 x 60 36 3 7 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 i = c 72 36 3 9 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 tj W= z 84 36 3 9 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 °° a i! o 60 48 4 7 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 5 c5 o 72 48 4 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 1 75.0 :t z 84 48 4 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 0 60 60 5 7 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 72 60 5 9 - 52.0 52.0 1 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 Z s~ F 84 60 5 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 ® o zo 53.125 26 3 6 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 U1 c 53.125 38.375 4 6 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 a x 53.125 50.625 4 6 70.0 75.0 70.0 75.0 65.0 75.0 65.0 75.0 1 52.0 52.0 65.0 75.0 53.125 58 5 6 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 o 53.125 63 5 6 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 N w 1 a 74 26 3 9 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 74 38.375 4 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 ►� 4 74 50.625 4 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 74 58 5 9 - - 52.0 52.0 65.0 75.0 1 65.0 75.0 52.0 52.0 65.0 75.0 ae 74 63 5 9 - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 1 75.0Fu ~ 79.5 263 9 80.0 80.0 80.0 80.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 v � . 79.5 38.375 4 9 70.0 75.0 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 s _ 79.5 50.625 4 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 r 79.5 58 1 5 9 - 52.0 52.0 65.0 75.0 65.0 75.0 1 52.0 52.0 65.0 75.0 2 79.5 63 5 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 $ 1 84 26 3 9 70.0 1 75.0 70.0 75.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 z x r 84 38.375 4 9 70.0 75.0 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 1 75.0 :a 84 50.625 4 9 - - 52.0 52.0 65.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 84 58 5 1 9 - .0 5Z.0 •6y.0 75.0 65.0 75.0 52.0 52.0 65.0 75.0 84 63 5 9 - •52.0 ;5j,00,T,. • 65.0 52.0 65.0 75.0 •6�0•• 75.0 75.0 52.0 ,,apt* • •• • • •• I'RODUCrRBVIBBD • • • • • • • m cozgA wkh the P.,b4�t.�/wa�-/,-/}�/f `g• •�N✓' •• ••• •• • • •• Building Cods B •• ••i •r Notes * 1.) SEE SHEET 9 FOR GLAZING TYPES, DETAILS & SILICONE OPTIONS. g�P"n No O O 2.) STANDARD SILL USED ON WINDOWS WITH +70.0 DP AND BELOW Lai �1 (WINDOWS WITH GLASS TYPES 'A, B, C, & D") • ••• ••• ••• �� Y SILL RISER - OPTIONAL • • • iaeubadoftoduct Irol 120 APPLIED WITH SILICONE0'3.) SILL WITH RISER ADAPTER ARE FOR WINDOWS ABOVE +70� ):P 1(WINDOWS WITH GLASS TYPES "E, & Fj AND +80.0 DP ! FOR DP ABOVE +70.0 PSF ADDITIONAL ANCHORS REQUIRED AT FRAME HEAD & SILL ON • •• •• • • • 2 (+80.0 DP MAX.>WINDOWS WITH DP ABOVE 70.0. (SEE ELEVATION AT SHEEPeE OF 10) • • * "p, �� 4.) WINDOWS WITH GLASS TYPES "A, C, OR G" INSTALLED ABOVE 3OFT. �� Illl��lpi�ttttt �E IN THE HVHZ, THE I.G. EXTERIOR LITE SHALL BE TEMPERED. XOX -Eoual Lite F • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • I # 12 X 3/4' S.D.S. HS-8700 FLANGE FRAME WINDOW BILL OF MATERIALS 33 19 ALUMINUM MULLION FLAT HEAD,PHILLIPS, aA 4 SEE MULLION APPROVALS FOR (SEE ELEVATION AT SHEET/2 ITEM g PART III REQD. DESCRIPTION REMARKS CI 34 MULLION TYPE, SIZE AND MAX. FOR MAX.FASTENER SPACING AND I L-7703 I FRAME HEAD 6063-T6 ALUMINUM O C DESIGN PRESSURE LIMITATIONS. OP TABLES FOR(XJANTITY) __.. 10 O A f� 'SILICONE OPTIONS'- ------ NO DOW CORNING 899 (ALUM. 0.078"MIN.THICK) �F----- 2 L-8701 t FRAME SILL 6063-TG ALUMINUM SCHNEE-MOREHEAD 5731 1 _ TREHCO SPECTRUM 2 3 L-7701 I FRAME FXO. JAMB 6063-T6 ALUMINUM M v 0.600' NOTE: THE LOWER PRESSURES OF tb 6' GLAZING DEPTH THE WINDOW OR MULL SHALL GOVERN INTERIOR 4 L-7704 1 FRAME FIXED MEETING RAIL 6063-T6 ALUMINUM to ao UD GyH o LAMINATED CIA93 COMPOSITION - TYPE H 6063-T6 ALUMINUM O 9^ 5 L-7705 1 VENT MEETING RAIL C • a 019 V1 xI�r `� rlpl OW9.9 D69CRtPTloN -- DseAa_ IAlI1NATE D4xRiPTTaH _ __=- 6 L-7707 1 VENT TOP/BOTTOM RAIL 6063-T6 ALUMINUM 3 1�,v h 1 1/8'ANNEALED GLASS SAFLEX/KEEPSAFE I C.5 2 oA90•PLASTIC INTERLAYER By. •s0.uilA• 7 L-8703 1 FRAME VENT JAMB 6063-T6 ALUMINUM z p z� O 3 1/8'ANNEALED GLASS uOND'� 8 L-7706 1 VENT JAMB LATCH RAIL 6063-T6 ALUMINUM c z 9 L-9702 1 FRAME SILL TRACK 6063-T5 ALUMINUM oo y k, D9 LAMINATED GLASS COMPOSITION - TYPED o 1'1'®1 GLASS OESCRei'LON DEI10. IAYINATS DBSCRWT10N 10 L-8705 1 FRAME SILL RETAINING CLIP 6063-T5 ALUMINUM di o 1 I/8'HEAT-STRENGHTENED GLASS ___ '--'---------'-- 11 L-7708 AS REO'D. GLAZING BEAD ( 3/8' ) 6063-T5 ALUMINUM Z o LUTI�11E PVB '--JD,090'PLASTIC INTERLAYER +QONT' 12 FS-006 AS REO'D. FRAME ASSEMBLY SCREWS #8 X 3/4' P.H. PHILLIPS F q 3 1/e•HEAT-STRENGHTENED GLASS ( CDNY� EXTERIOR GRA➢E-- ` WINDOW FRAME 13 FS-040 AS REQD. INSTALLATION SCREWS #14 SMS F,H./PHIL. y a Q PERIMETER CAULKING 14 L-7531 AS REQD. VINYL BULB 1/4' DIA. BULB #3033 < LAMINATED GLASS COMPOSITION - TYPE E I EXTERIOR o(] reml GLASS DESCREPIVIN -DETAIL "NATE DISCRIPTION E2 FRAME MULLING DETAIL 15 PWS-003 AS REQD. FIN SEAL WEATHERSTRIP .187' w x .230' h 7 •.3 L 1/e'TEAT-STRENGHTENED GLASS 16 PWS-005 AS REQD. FIN SEAL WEATHERSTRIP .187' w x .350' h H 7 SAFLEX/KEEPSAFE ~ a O 2 0,090'PLASTIC INTERLAYER By.•SOLUTIA' 17 PWS-009 AS REO'D. FIN SEAL WEATHERSTRIP .187' w x .310' h a 3 Ila'HEAT-STRENGHTENED GLASS ITT 18 L-7711 AS REO'D. GLAZING BEAD ( INSULATED) 6063-T5 ALUMINUM11) LAMINATED GLASS COMPOSITION - TYPE F SEE MULLION APPROVALS FOR 19 PWS-001 AS REO'D. PILE 2 GLAZING BEAD .187' w x .ISO' h p E-• MULLION TYPE, SIZE AND MAX. "- 'x C ITOI CIA83 DRSCR�TION DRAB WIINATE DESCRIPTION W DESIGN PRESSURE LIMITATIONS. 20 L-8706 AS REO'D. SILL RISER ADAPTER G063-TS ALUM. OPTIONAL H 1 1/0'ANNEALED GLASS NOTE: THE LOWER PRESSURES OF 21 L-7539 2 VENT EXTRUDED SPRING LATCH 6063-T5 ALUMINUM L, L BU7ACITE PV THE WINDOW OR MULL SHALL GOVERN N V O L7 +jEE e D.a9o'PLASTIC INTERLAYER __� ny.•DUPONr• 22 HC-057-1 2 VENT MOLDED SPRING LATCH MOLDED NYLON 3 Ve'ANNEAl.EO GLASS aD10• 01?CFERIOR ' 12 S.D.S.X 1 1�4"L. 00 (SEE ELEVATION AT SHEET I2 23 L-7523 I x LATCH LATCH SPRING STAINLESS STEEL ri p I V y ]9 16 i_' FOR MAX.FASTENER SPACING) 24 ■ 2 SILL/JAMB JOINT GASKET 1/16' CLOSED CELL FOAM �A F 25 FS-041 2 SILL RAIL ASSEMBLY SCREW #8 X 2 1/4' P.H./PHIL. \\\\ry a `FT .�.... H 26.1 HC-044-12 WEEP FLAP & BAFFLE r 26.2 HC- I X WEEP OPEN CELL FOAM PAD 1/2'X 1/2' X 2' L. -- - _ 'SILICONE OPTIONS', <71 Dw c➢anwc e99 27 HC-040-1 2 SASH ROLLER & HOUSING SCHNEE-MOREIEAD 5731 33 0.600' ^ TREMCO SPECTRUM 2 28 HC-026-1 t SCREEN FRAME & MESH r N o GLAZI DEPTH 29 ■ 1 ATTACHMENT SCREW @CLIP #8 % 5/8' S.D.S. a INSULATED LAMINATED GLASS COMPOSITION TYPE A i 4 DETAIL LAMINATE DESCR"ON :1-Z_ 30 HC-058-1 2 VENT SWEEP LATCH MOLDED NYLON II'®1 OIA89 DiBCRffT10N I ----- uti Y h 1 1/B'ANNEALED GI.Ass ,GIF' 31 HC-059-1 2 VENT SWEEP LATCH DIE CAST METAL � 2 0.090•PLASTIC INTERLAYER .� V4' SAFLEX PV B PERIMETER WINDOW FRAME NOTE: 32 L-9830 X Anchor FRAME SILL ANCHOR CLIP 6063-TS ALUMINUM +r' By,'SOLUTIA' SEALANT 1. ALL STEEL IN CONTACT WITH 3 1/B'ANNEALED GLASS ' -' - _ EXTERIOR ALUM.TO BE PANTED OR PLATED. 33 ■ 2 LAMINATED GLASS See Detolls @ L.H.of sheet 9 rya y 40 1/4'INSULATED AIR SPACE I =_ = 2. METAL STRUCTURES: 34 ■ AS REO'D. GLAZING SILICONE See ➢etalls @ L.H.of Sheet 9 5 1/0'ANNEALED GLASS t■) 1 OTN A)STEEL: Fy =36 KSI MIN, a (STEEL 18 GA. MIN.THICK -0.048•) 35 OPTIONAL AS REO'D. COLONIAL FALSE MUNTIN ALUMINUM zo x z FA INSULATED LAMINATED GLASS COMPOSITION TYPE C B)ALUMINUM 6063-T5 MIN. 36 SM-5504 AS REO'D. JOINT SEALANT ■ II TIBY GLASS DEBCRn-noN I Dmf' IumNATe DESCRIPTION (ALUM.0.078'MIN.THICK) 37 ■ AS REQD. PERIMETER ACRYLIC CAULK OST POLYSEAMSEAL ¢? I "d 1 1/8'ANNEALED GLASS I-___-.--._L E1 METAL STRUCTURE ATTACHMENT DETAIL 2 0090'PLASTIC INTERLAYER 0 �/V PVB 3 1/8'ANNEALED GLASS By'•IXIDDNT' •• ••• • • • • • •• 1 1/4•INSULATES AtR SPACE =- • • • • • • • • • L,� 9 1/8'ANNEALED GLASS<.) aN0' • • •• • • • • • \,`\%J1111111811"* aN" • •• • • • • ••• • INSULATED LAMINATED GLASS COMPOSITION TYPE G 960 ••• ••• ••• • • ••• 5.••'•••• " N�:•9r triod OIAne DESCRIPTION ➢6TAD. LAMINATE D89CRIPI'fON LnI 1/e'NEAT-STRENGHTENED GLASS _=—_ N 1 O 2 0.090'PLASTIC INTERLAYER .1/r PVB 3 1/8'NEAT-STRENIBNTENED GLASS By,'DUPONT' • ••• ••• *00 • • '"+ • PRODUCT REVISED 4 1/4'INSULATED AIR SPACE llA' __ • • • • • • • • 1 f • • • • • • • • • as CODtplynig With the Florida .C Gv1, 5 1/6'ANNEALED GLASS<■7 •• • • • • • • • • Duildin Coda .. .. •. . . . . - 08.14 •�' <r)WINDOWS WITH GLASS TYPES'A,C.OR G'INSTALLED ABOVE 3OFT. •• • • • • • ACCs t,.CO NO IN THE HVHZ,THE I.G.EXTERIOR LITE SHALL BE TEMPERED. e' n GLAZING DETAILS AND OPTIONS ""'BD's gCO001r0 • • • . • . . . • • • •• .• . • • •. •• •.. • • • 000 0 0 FRAME HEAD FRAME FIXED JAMB SILL TRACK 1BMdE.imo L-7703 I^1290�I L-7701 L-6702 ' O FRAME TOP CORNER q A93 \ 10 O O 10 ro O M y L '061! 0 2.643 044 3 O M SILL RETAINING CLIP I 11 z> o l��i w Q ~ �A62 I L-8705 T" zzz 2.651 10 FRAME HEAD O O A a VENT TOP RAIL 0000 W 0- R p �1.439�I rn 1 FRAME JAA18 O Z 4 0 FRAME SILL FRAME VENT JAMB L-8701 L-8703 1A66 �--2 _ O � E- ,s4 3 FRAME BOTTOM CORNER FRAME MEETING RAIL rte+ '� z VENT TOP CORNER VENT SPRING LATCH \ FRAU.F R01 ® d N 2.374 OO I-.0-62—A6-2- — ]A7S—I 2A62 O4O32 �IY--•.730—I�.06P • L-7639 -6O 721,50I1 63 P9— —s 3 I O1I li•II L NT M jN A+II �pyaMvY pO00E!x �g P pryatx-0 � •C ANT MMB RAIL 2b43 002.653 90 VENT INTERLOCK RAIL FIXED MEETING RAIL L-7704 VENT TOP/BOTTOM RAIL L-7705 L-7707 FRAME SILL MEETING RAIF. c Sit —A62 VENT BOTTOM RA 1.375-1 AT80TOMCORNP.B 070 - @-4 131 1'169 aFRAME & SASH CORNER ASSEMBLY DETAILS VENT JAMB RAIL SILL ANCHOR CLIP SILL RISER L-7706 L-8830 G1•iZINa BEAD ADAPTER •G2WG•BEAD ••• L•7711 L-8706 , ...........QN L-7708 8 0 LL 50 N O pO�pb^I; 0Z 4062 TA94 2.100 F IASO —A62 � � � � •psp� 4773 ' PRODUCTRLslISED 1P50 ,s• • I Acoeplonec NO V�J 1* ..a • Iau11,11%1P35— .773 . �II�•OSO 13y— i� 6 .dinmi edc Mudua Convu L1 s•0 4— • • • • 6 • • s • •• •• • • • :so.: MIAM!• MIAMI--DADE COUNTY,FLORIDA s DADE PRODUCT CONTROL,SECTION DEPARTDIENT OF REGULATORY AND ECONOiNIIC RESOURCES(RER) 11805 SN 26 Street,Room 208 BOARD AND CODE AD-IMMSTRATION DIVISION T(786)315-2590 F(786)3152599 NOTICE OF ACCEPTANCE (NOA) www.niinmidade.eov/econonLy Lawson Industries,Inc. 8501 NW 90 Street Medley,FL 33166 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 perforin 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: Clipped Extruded Aluminum Tube Mullion w/and w/o Steel Reinforcement—L.M.I. APPROVAL DOCUMENT: Drawing No. LAW--ML--1001, titled"Aluminum Tube Mulliotfs�:sheets 01 through 10 of 10, dated 04/27/10 with revision "B" dated 08/01/14, prepared brmfoR acturet,•Signed afld••;0 sealed by Thomas J. Sotos,P. E., bearing the Miami—Dade County Product Control'Seclion Re'Ji0011 Stam .. . . . . .... with the Notice of Acceptance number and Expiration date by time Miami—DadV No.ounty Produc.t Conty • Section. `0000• ....% MISSILE IMPACT RATING:Large and Sin all Missile Impact Resistant *00063 •`••• LABELING: Each unit shall bear a perinatient Iabel with the manufacturer's JV**ZZ'otto C,-Ctty, statow*.:. .. series, and following statement: "Miami—Dade County Product Control Approved',.waless other-vise noted . herein. 4 RENEWAL of this NOA shall be considered after a renewal application has bean fAeod and Nere has been••• no change in the applicable building code negatively affecting the performance of this product'•00• 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. 12-0127.07 and co e 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned abo pF F1_0 The submitted documentation was reviewe � jiGeb. Ga�eo"tr w04 C. DqV/0 NOA No. 14-0908.08 MIAMI DAD . Expiration Date: May 30,2017 1534 ;V Approval Date: November 06,2014 Page 1 �'J ED Lawson Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA's No.'s 02-0501.05 and 95-1212.09) 2. Drawing No. LAW--MI.-1001, titled "Aluminum Tube Mullions" Sheets 01 through 10 of 10, dated 04/27/10 with revision "B" dated 08/01/14, prepared by manufacturer, signed and sealed by Thomas J. Sotos,P. E. B. TESTS 1. Tensile Test report on 0.10"thick wall aluminum tube mullion,prepared by Hurricane Engineering&Testing,Inc., Test Report No. HETI-02—T071, dated 09/16/02, tested per ASTM E8, signed and sealed by Rafael E. Droz—Seda, P. E. (Submitted under previous NDA No. 02-0501.05) 2. Test report on: 1) Uniform Static Air Pressure Test, Loading per FBC,TAS 202-94 along with marked—up drawings and installation diagram of 120" span aluminum tube mullions with C4 x 4.5 steel channel reinforcement, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI-02-1714, dated 08/27/02, signed and sealed by Rafael E. Droz—Seda, P. E. (Submitted under previous NOA No. 02-0501.05) 3. Test report on: 1) Large Missile Impact Test per FBC,TAS 201-94. •••••• 2) Cyclic Wind Pressure Loading per FBC, SAS 203-94•••• 6690:0 along with marked—up drawings and installation diagram of 12Q.—j;ch spE*W*-lhminu".:. tube mullions with C4 x 4.5 steel channel reinforcement,•";Pored by •Hurricenei.. Engineering & Testing, Inc., Test Report No. HETI-02---17LO,•fted 8=A sign*ed • y and sealed b Rafael E. Droz—Seda P. E. •••• 90:•• ...... . . ..... (Submitted under previous NDA No. 02-0501.05) '••••• .. .. . ...... 4. Test report on: 1) Large Missile Impact Test per FBC,TAS fOM4. •, 2) Cyclic Wind Pressure Loading per FBC,TAS A3-94...:• ••••• along with marked—up drawings and installation diagram 4.a�aluiniwji sliding- glass door, prepared by Hurricane Engineering & Testing, Inc., Tesl•Report No. HETI-02-1718, dated 8/27/02,signed and sealed by Rafael E.Droz—Seda, P. E. (Submitted under previorrs NOA No. 02--0501.05) 5. Test report on: 1) Uniform Static Air Pressure Test,Loading per FBC, TAS 202-94 along with marked—tip drawings and installation diagram of an aluminum sliding glass door, prepared by Hurricane Engineering & Testing, Inc., Test Report No. HETI-02-1717, dated 08/27/02, signed and sealed by Rafael E. Droz---Seda,P. E. (Submitted under previous NOA No. 02-0501.05) Jaime D.Gascon,fl E. Product Control Section Supervisor NOA No. 14-0908.08 Expiration Date: May 30,2017 Approval Date: November 06,2014 E-1 Lawson Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONThNUED) 6. Test report on: 1) Uniform Static Air Pressure Test,Loading per FBC,TAS 202-94 along with marked—up drawings and installation diagram of an aluminum sliding glass door,prepared by Fenestration Testing Laboratory, Inc.,Test Report No. FTL-1376, dated 01/31/96, signed and sealed by Gilbert Diamond, P. E. (Submitted wider previous NOA No. 95-1212.09) 7. Test report on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 along with marked—up drawings and installation diagram of two aluminum horizontal sliding windows mulled at top with a 90—inch span mullion and a 45-- inch high fixed window on top, prepared by Fenestration Testing Laboratory, Inc.,Test Report No. FTL-1383, dated 02/13/96, signed and sealed by Gilbert Diamond, P.E. (Submitted under previous NOA No. 95-1212.09) C. CALCULATIONS 1. Anchor verification calculations and structural analysis,complying with FBC-2010, prepared by manufacturer, dated 05/17/10 and updated on 01/25/12, prepared, signed and sealed by Thomas J. Sotos, P.E. (Submitted under-previous NOA No. 12-0127.07) 2. Glazing complies with ASTM E1300---04/09 D. QUALITY ASSURANCE 1. Miami—Dade Department of Regulatory and Economic Resources (RER). . . .... ...... E. MATERIAL CERTIFICATIONS '•.' .. . .• 1. None. ...... .. . ...... F. STATEMENTS •••••• .... . ..... 1. Statement letter of conformance to and complying with FBC 51-Edition X201 �, issued..' by manufacturer, dated 09/02/14, signed and sealed by ThomlSJ'Sotos,P. E. ••••:• 2. Department of State Certification of LAWSON INDUSTR {` `;)?�C. as e for profit *-• corporation, active and organized under the laws of the.State of 131tt dd, dated . 04/11/14 and filed at the Secretary of State. •• *000 • 3. Statement letter of conformance to and complying with FBC-2010',' issued by manufacturer, dated 01/25/12, signed and sealed by Thomas J. Sotos, P. E. (Submitted under previous NOA No. 12-0127.07) 4. Statement letter of no financial interest, issued by manufacturer, dated 05/20/12, signed and sealed by Thomas J. Sotos, P. E. (Submitted undef•previous NOA No. 12-0127.07) Jaime D.Gascon,P. E. Product Control Section Supervisor NOA No. 14-0908.08 Expiration Date: May 30,2017 Approval Date: November 06,2014 E-2 Lawson Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 5. Notification of Successor Engineer for manufacturer's NOA document per.Section 61G15-27.001 of the Florida Administrative Code, notifying original engineer that the successor engineer is assuming full professional and legal responsibility for all engineering documents pertaining to the NOA's No.'s 06-0620.17 and 06-0620.18, dated 05/20/10, signed and sealed by Thomas J. Sotos, P. E. (Submitted under previous NOA No. 10-0610.02) 6. Laboratory compliance letter for Test Reports No.'s HETI-02-1714, HETI-02-1716, HETI-02-1717, HETI42-1718, dated 8/27/02 and HETI-02 T071, dated 09/16/02, all issued by Hurricane Engineering & Testing, Inc., signed and sealed by Rafael E. Droz—Seda, P. E. (Submitted under previous NOA No. 02-0501.05) 7. Laboratory compliance letter for Test Reports No.'s FTI,-1376, dated 01/31/96, and FTL---1383, dated 02/13/96, both issued by Fenestration Testing Laboratory, Inc., signed and sealed by Gilbert Diamond, P. E. (Submitted under previous NDA No. 02-0501.05) G. OTHERS 1. Notice of Acceptance No. 12-0127.07, issued to Lawson Industries, Inc. for their Series "Clipped Aluminum Tube Mullion w/ and w/o Steel Reinforcement — L.M.I.", approved on 03/29/12 and expiring on 05/30/17. • 0000 . . 0000 900000 0 .. .. . 0 0 0 .. 0 0 000090 0000 . 0000 .0000. 9 9 090909 0000 . 0000. 9 00090 0099 0000.. .. 99 9 999999 000000 0 0 0 0 0 0000000 0000.. . . 0000.. 99 9 9999 9 9 6.6 Jaime D.Gascon,P.E. Product Control Section Supervisor. NOA No. 14-0908.08 Expiration Date: May 30,2017 Approval Date: November 06,2014 E-3 THESE MULLIONS ARE RATED FOR LARGE' MISSILE IMPACT y �° AND CAN BE USED WITH ALL LAWSONS MIAMI-DADE a ANCHOR/CLIP ANCHOR/CLIP COUNTY APPROVED IMPACT AND NON-IMPACT PRODUCTS. c GLAZING HORIZONTAL MULLION — - - w0 PRODUCT RECTANGULAR ALUMINUM TUBE MULLIONS e y 3 USING MULLION PROPERTIES ONLY n m h o ANCHOR/CLIP HORIZONTAL MULLION GLAZING o _ N / P + RODUCT GENERAL NOTES: a;, F o N 1. THIS PRODUCT HAS BEEN DESIGNED TO COMPLY WITH THE 3`Y� z 3 3 r REQUIREMENTS OF THE FLORIDA BUILDING CODE 2014 EDITION INCLUDING j Rcn C + N HIGH VELOCITY HURRICANE ZONE (HVHZ). i q Z VERTICALVERTICAL II 2. ALL GLAZING PRODUCTS USED WITH THESE MULLIONS MUST MEET THE N W x ti o MULLIONMULLION 3 APPLICABLE FLORIDA BLDG. CODE REQUIREMENTS LE: WIND LOAD, WATER "e 3 INFILTRATION, FORCED ENTRY RESISTANCE, SAFEGUARDS ETC. �D z II 3. MULUONS ARE APPROVED FOR IMPACT.AND NON-IMPACT APPLICATIONS, oz S N INCLUDING WINDOWS, DOORS OR COMBINATIONS MAY BE MULLED. w g GLAZING GLAZING GLAZING a I GLAZING 3 PRODUCT PRODUCT PRODUCT va PRODUCT 4. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER ?� LOADS TO THE STRUCTURE, yq F 5.ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS,ANCHORS U w EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. z yti y ANCHOR/CLI 6. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS µ �j ARE NOT PART OF THIS APPROVAL. o' 7.A LOAD DURATION INCREASE IN ALLOWABLE STRESS IS USED IN DESIGN OF N p „tea WOOD ANCHORS ONLY. 6 8. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL OR METAL SCREWS, W W1 W2 W3 THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET y F MULLION SPAN MULLION SPAN THE REOUIREMENTS OF THE 2014 FLORIDA BLDG. CODE - SECTION 2003.8.4. N • WIDTH (W) = 11 + 12 + 13 MULLION & CLIP NOTES: 2 1. FOR MULLIONS WITHOUT REINFORCEMENT REFER TO SHEET z 2. OF 10 FOR DETAILS AND NOTES. ~ ANCHOR/CLIP tGLA • REFER TO SHEET 3 OF 10 FOR MAX. MULL DESIGN PRESSURE CHARTS o o a HORIZONTAL MULLION 2. FOR MULLIONS WITH STEEL REINFORCEMENT REFER TO SHEET N N / 4 4 OF 10 FOR DETAILS AND NOTES. g $ * REFER TO SHEET 5 OF 10 FOR MAX. MULL DESIGN PRESSURE CHARTS d d \ CT3. FOR CLIP TYPES AND ANCHOR CONDITIONS REFER TO SHEETSVERTICAL `: 3 6, 7, 8, & 9 OF 10 FOR DETAILS AND NOTES. MULLION + N " REFER TO SHEET 10 OF 10 FOR MAX. ANCHOR DESIGN PRESSURE CHARTSGLAZING GLAZINGPRODUCT PRODUCT �viCLA71NGPRODUCT o N ANCHOR/CLI �?� • ••N 0 LI* ••• • ••W1 W2wz � 1N :s W MULLION SPAN • ••• ••• ••• • • x. • PRODUCT'RRVISRD � • • • • ns complying wild the l9orWn ` .. -r-_j Wt W2 • . . • nmldlog Codc Q y/..�� o WIDTH (W) _ �JIDtH (SN) TT • • • • AccepnincoNo` w' If�V 08oo TYPICAL MULLION ARRANGEMENTS r, ,•timnl}7�`v1RnauciConhul � A, • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1.690 L .125 � h 3 .062 1.500 q .I56 TYP, - -- r 062 3.000 1,500 M y 1.405 1.732 .� .125 N Q V f p [r 4.000 4,OOD .115- 7-. N 3.000 3.062 3.000 115 p 2 X 4 TYPICAL 2.000 1.732 2.062 2.000 4.500 STD.STMULLIONE WINDOW FRAME I o Q= q O 2X MULLION CLIP I I I r -11 g a R 1 9 6063-76 .188�I F�1.000-i .156 I ,102 61.000 ,156j 78 6.000 1.062 1.188 1{--1.062 1.198 1062 NOTCH L' 2 X 6 1 X 4 1 X 3 1 X 3 1 X 2 1 X 2 W �•L• oanoNu STD. TUBE b 0 MULLION CUSTOM MULLION GUST_ MQ MULLION CUSTOM MULLION CUSTOM MULLION CUSTOM MULLION y 6063-T6 6083-T6 6063-T6 8063-TB 6063-T6 Ixx: 2.070 in4 Ixx: 1.000 in! Ixx: 0.950 in4 Ixx: 0.370 in� Ixx: 0.330 in! a 1 I Sxx: 1.035 in3 Sxx: 0.667 in3 Sxx: 0.633 in? Sxx: 0.370 in3 Sxx: 0.330 ink C� a I44------- --III y 2.000 (FLANGE FRAME) (FIN FRAME) (FIANCE FRAME) (FIN FRAME), NGE FRAME) ®~ `y q U a � [n j STANDARD TUBULAR SHAPES �2.000� It-1.1,10a,wilh/hnN101fi)s w '.1 TYP.WALL= .125"ALL DulAiuD Coe r1 _O O N ALLOY- 6063-T6 I.mo Acccpime Wo `+• �! .125 [3xpirOsiory-D Vv W N .750 uA TYPICAL 2�� F4 GLAZING PRO CT Hy- .124 I�1.000-y ,1f1i U2dz �oducl CbOi[0 [� U 'old �z.Doo� INS[ D 2.606 .123 2.250 1,000 4.006 rIl 1 z 1 6,000 3.000 i 125 2.000 4,300 1 X MULLION CLIP 2.000 3.000 4.000 4.000 e 6063-T6 L LU L 1 X 4 1 X 3 1 X 2 � � MULLIONS CONTAINING STD, TUBE MULLION STD, TUBE MULLION STD. TUBE MULLION r L' L TYPICAL GLAZING PRODUCTS 2 x 6 6063-T6 4 sos3-rs 4 6063-T6 4 NOTCHL a OPTIONAL HORIZONTAL OR VERTICAL 2 X 4 Ixx: 2.070 in. Ixx: 0.950 in. Ixx: 0.330 in. 4 STD, TUBE MULLION STD. TUBE MULLION Sxx: 1.035 in3 Sxx: 0.633 in3 Sxx: 0.330 in3 ' 0 o SEE WINDOW OR DOOR APPROVAL FOR c FASTENERS SIZES AND SPACING 6063-T6 4 6063-TB 4 U h a a Ixx: 8.280 in. Ixx: 2.980 in. Sxx: 2.760 in3 Sxx: 1.490 in3 L Y ,L,� 'L•� CLIP LENGTH RECTANGULAR ALUMINUM TUBE MULLIONS a •• • ••MULL USING MULLION PROPERTIES ONLY "s," • ASST@1IC710�IS� • • •• • LRE MAM NAD GRAPHS AS FOLLOWS. THESE MULLIONS ARE RATED FOR LARGE MISSILE IMPACTu a. 1 X 2 1,68 ' • • •• • AND CAN BE USED WITH ALL LAWSON'S MIAMI-DADE •• ��EP L&TE0INjDEJGg LOAD REQUIRED FOR PARTICULAR OPENING. I X 3 2.6�t' COUNTY APPROVED IMPACT AND NON-IMPACT PRODUCTS. '. NOTCH I X 4 3.688' STEP 2 USE PP OVERTS.GLAZING PRODUCTS MEETING ABOVE LOAD RolREOU Ail OPTIONAL STEP 3 USE CONNECTION TO MULLION AS PER PRODUCT ' t� 2 X 4 3,68%, 090 •OWPROVAL. • • NOTESP� + ^" ,125 MIN. 2 X 6 •5. 8' • 46TEP 4SPECIFY NNXIAWM OHIMeSPACING. 1. REFER TO THE GENERAL NOTES ON SHEET STS 2.000 • •USINC�CH�RIS•ONSHER 3 OF IO SELECT MULLION SIZE 1 OF 10 FOR BUILDING CODE COMPLIANCE. O`7' '`• I 1. ALL CLIPS AND AN AR TO SIT •T fH ESI 1 RATINR M:1E THAN DESIGN LOAD SPECIFIED SNUG INTO TUBE M S. • �E�1�STEPABCvE.• • 7.. MULLIONS MAY BE ORIENTED VERTICALLY OR ANGLE CLIP 2. WHERE ANGLES ARE NOT FIT SNUG • •USING ANCHOR TYPES ON SHEET 6 THRU 9 AND ANCHOR CHARTS HORIZONTALLY. a I INTO TUBE MULLIONS, SEE OPTIONAL STEP ON SHEET 9,SELECT ANCHOR TYPE WITH DESIGN RATING 3. REFER TO SHEET 1 OF 10 FOR TYPICAL MULLION W �- -2.000 8063-T6 ANCHOR DETAIL AT SHEET 9 OF 10. MORE THAN THE DESIGN LOADS SPECIFIED IN STEP 1 ABOVE. ARRANGEMENTS OR STACK CONFIGURATIONS. a • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TUBE MULLIONS TUBE MULLIONS TUBE MULLIONS Width w MULL SPAN I 1X2 I 1X3 1X4 I 2X4 2X6 Width w MULLSPAN 1X2 1X3 1X4 2X4 2X6 Width(w) MULLSPAN 1X2 1X3 1X4 2X4 2X6 18 150.0 150.0 150.0 150.0 150.0 18 28.3 81.5 150.0 150.0 150.0 18 19.3 42.1 60.5 150.0 c z 24 150.0 150.0 150.0 150.0 150.0 24 21.2 61.1 133.2 150.0 150.0 24 31.5 45.4 126.2 p q 30 123.0 150.0 150.0 150.0 150.0 30 17.0 48.9 106-5 150.0 150.0 30 25.2 36.3 100.9 O h 36 102.5 150.0 150.0 150.0 150.0 36 40.7 88.8 127.8 150.0 36 21.0 30.3 84.1 M o 42 87.9 150.0 150.0 150.0 150.0 42 - 34.9 76.1 109.5 150.0 42 18.0 25.9 72.1 48 38.3/8" 76.9 150.0 150.0 150.0 150.0 48 74-114" 30.6 66.6 95.8 150.0 48 120" 15.8 22.7 83.1 0 �. 54 68.3 137.6 150.0 150.0 150.054 27.2 69.2 85.2 150.0 54 20.2 56.1 0'0'.n y 181 61.5 123.9 150.0 150.0 150.0 60 24.4 53.3 76.7 144.2 60 18.2 50.5 55.9 112.6 150.0 150.0 150.0 66 22.2 48.4 69.7 131.1 66 16.5 45.9 51.3 103.2 150.0 150.0 150.0 72 20.4 44.4 63.9 120.2 72 15.1 42.1 47.3 95.3 1 150.0 150.0 150.0 78 18.8 41.0 59.0 110.9 78 - 38.8 m s n k o 18 89.3 150.0 150.0 150.0 150.0 18 56.3 122.6 150.0 150.0 18 31.6 45.5 126.4 a 24 67.0 150.0 150.0 150.0 150.0 24 42.2 92.0 132.4 150.0 24 23.7 34.1 94.8 30 53.6 142.3 150.0 150.0 150.0 30 33.8 73.6 105.9 150.0 30 19.0 27.3 75.8 m 36 44.6 118.6 150.0 150.0 150.0 36 28.1 61.3 88.3 150.0 36 15.8 22.7 63.2 H 42 38.3 101.7 150.0 150.0 150.0 42 24.1 52.6 75.7 150.0 42 - 19.5 54.2 � 48 50618" 33.5 89.0 145.4 150.0 150.0 48 84" 21.1 46.0 66.2 140.8 48 132" 17.1 47.4 U a I 54 29.8 79.1 129.2 150.0 150.0 54 18.8 40.9 58.8 125.2 64 15.2 42.1 'Z N 60 26.8 71.2 116.3 150.0 150.0 60 16.9 36.8 53.0 112.7 60 37.9 ®H o o 66 24.4 64.7 105.7 150.0 150.0 66 15.3 33.4 48.1 102.4 66 34.5 a 72 22.3 59.3 96.9 139.5 150.0 72 30.7 44.1 93.9 72 31.6 �N 78 20.6 54.7 89.5 128.8 150.0 78 28.3 40.7 86.7 78 29.2 W aW w 18 62.6 150.0 150.0 150.0 150.0 18 37.7 82.1 118.3 150.0 18 24.3 35.0 97.4 a 24 46.9 135.1 150.0 150.0 150.0 24 28.3 61.6 88.7 150.0 24 18.3 26.3 73.0 F 30 37.5 108.1 150.0 150.0 150.0 30 71.6 49.3 71.0 150.0 30 21.0 58.4 36 31.3 90.1 150.0 150.0 150.0 36 18.8 41.1 59.1 143.8 36 17.5 48.7 42 26.8 77.2 131.1 150.0 150.0 42 16.2 35.2 50.7 123.2 42 15.0 41.7 A 48 67" 23.5 67.5 114.7 150.0 150.0 48 96 _ 30,8 44.3 107.8 48 144" - 36.5 54 20.9 60.0 101.9 146.8 150.0 54 27.4 39.4 95.8 54 32.5 z 60 18.8 54.0 91.7 132.1 150.0 60 24.6 35.5 86.3 60 29.2 66 17.1 49.1 83.4 120.1 150.0 66 22.4 32.3 78.4 66 26.6 o y 72 15.6 45.0 76.5 110.1 150.0 72 20.5 29.6 71.9 72 24.3 N ¢tvs 78 - 41.6 70.6 101.8 150.0 78 - - 19.0 27.3 66.3 78 - - - - 22.5 � $ 18 46.3 133.4 150.0 150.0 150.0 18 26.5 57.7 83.1 150.0 18 31.0 86.1 24 34.8 100.0 150.0 150.0 150.0 24 19.9 43.3 62.3 150.0 24 23.3 64.6 S y 4 d 30 27.8 80.0 150.0 150.0 150.0 30 15.9 34.6 49.8 136.3 30 18.6 51.7 N 36 23.2 66.7 125.2 150.0 150.0 36 28.8 41.5 113.6 36 15.5 43.1 T v" 42 19.9 57.2 107.3 150.0 150.0 42 24.7 35.6 97.4 42 36.9 b s 48 63" 17.4 50.0 93.9 135.1 150.0 48 108" 21.6 31.1 85.2 48 160" 32.3 c n b 64 15.4 44.5 83.4 120.1 150.0 b4 19.2 27.7 1 75.7 1 64 28,7 u > z 60 40.0 75.1 108.1 150.0 60 17.3 24.9 68.1 60 25.8 y i 66 36.4 68.3 98.3 150.0 66 15.7 22.7 62.0 66 23.5 72 33.3 62.6 90.1 150.0 72 20.8 66.8 72 21.5 ? T 78 30.8 57.8 83.2 150.0 1 78 19.2 52.4 78 19.9 a • f10RIZONTi!MOLLION • • • • • \\ 0 0 iYFKiY� MULLION ARRANGEMENTS ��GLAZING - -- PRODUCT VERTICAL • • MULLION A2CHES•TO%E IASLRIDEO Z INSIDE RECTANGULAR SHAPE �•'`� ' C� o z NOTE: n1n j ; GLAZING GLAZING .7Q PRODUCTRCVISL?D PRODUCT PRODUCT I� • ••• •• ••WULLION,- RATED IN THESE CHARTS MAY BE ORIENTED necamPlvtrs 71hUuf 1+lotWu log!, • • *VERTICALLY OR HORIZONTALLY. 3uitdh,.Cndc _ _ GLAZING • IAZINR • INT RQ TI N ETWEEN WIDTHS ALLOWED Amptwi No PRODUCT �DI)Usf � •( � � Q � � Lrpim� ��. �• .' WIDTH (W) - w1 + W2 gixni�)de ProductCYiotrol W1 W2 MULLION SPAN 2 q ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1.690 iL •125 1.000 A62J .608 - II'�312 1.000 .125 •06 I •688 p + E •156 TYP. ----- .125 ,125 40 �0 y 3.000 2 M o 1.405 4.000 .115 N G G 4.000 3.000 3.666 3.062 3.000 2,686 m p u 2 X 4 4,0003.625 STD. TUBE TYPICAL V•� 4.500 � WINDOW FRAME I I z Z q z F L 2X MULLION CLIP 2 X 6 Iggrl 162 - 156�L,to2 Za 6063-T6 44-- �-1000-� o��o s�a O o NOTCH •L• 6.000 STD. TU�� 106 1 X 4 1•D62 STD. TUBE MULLION 1 IX 3 �•L' OPTIONAL MULLION 1 X 4 STD. TUBE MULLION 8083-TB 1 X 3 CUSTOM MULLION W 3 CUSTOM MULLION 6063-T6 CUSTOM MULLION 6063-T6 a 6063-T6 4 4 8063-T6 4 Ixx: 2.168 in4 Ixx: 2.218 in4 U zo xx: 4.709 in. xx: 4.709 in. Ixx: 2.168 in. } Sxx: 1.445 in. Sxx: 1.479 in3 b a Sxx: 2.355 in� Sxx: 2.355 ink Sxx: 1.445 in3 a a 2'600 (FLANGE FRAME) (FLANGE FRAME) (FIN FRAME) ®N p 'z�s 8 o STANDARD TUBULAR SHAPES i--1cn 4! TYP.WALL 125'ALL 2.000 I ALLOY= 6063-T6 1.580 I "7 a I �W a U .750 TYPICAL ly CCCW pU1, GLAZING PRODUCT W y ,L 0 L ASO s o $$$4 1.000 2.000 •125 2.250 � 4.DDD 6,000 012SOC 4.000 .125 4.50 1X MULLION CLI3.000 4.000 3.625 u 6063-16 MULLIONS CONTAININ NOTCH TYPICAL GLAZING PRODUCTS OPTIONAL mo D`4 HORIZONTAL OR VERTICAL PRODUCI'REVfSED r a as mmplyiug wldi dw Florida d a a SEE WINDOW OR DOOR APPROVAL FOR 2 X 6 2 X 4 Building Code _ FASTENERS SIZES AND SPACING AaYlllmlce No a a a STD. TUBE MULLION STD. TUBE MULLION z z L:•cplrclion ll6 A 606}_T6 8083-TB i i �L. 11 y Ixx:19.648 in4 Ixx: 7.649 int Mi.nil)IDUa Product CUnuol E' CLIP LENGTH Sxx: 6.549 in}. Sxx: 3.825 in�_01 RECTANGULAR ALUMINUM TUBE MULLIONS MULL •• • •• USING MULLION PROPERTIES ONLY ")�' • • • !T!lf Ftf 3rti • •• •U99 CI64RT*"GRAPHS AS FOLLOWS. I X 2 1.6889 •• • s • DLRERIf :ESIGN 116AD REQUIRED FOR PARTICULAR OPENING. THESE MULLIONS ARL RAIED FOR LARGE MISSILE IMPACT j1J�. 1 X 3 2,60W +• moi--• • • •• AND CAN BE USED WITH ALL LAWSON'S MIAMI-GAGE STEP 2 USE APPROVED GLAZING PRODUCTS MEETING ABOVE LOAD COUNTY APPROVED IMPACT AND NON-IMPACT PRODUCTS. 00 NOTCH l X 4 3.688' REQUIREMENTS. OPTIONAL 2 X 4 3.688' STEP 3 USE EERCONNNECTION TO MULLION AS PER PRODUCT NOTES, ,;�,�, .125 MIN. PECIFY A I% S I& ACING. 1. REFER TO THE GENERAL NOTES ON SHEET �yo4w "`• 2A00 2 X 6 686' + • SING CHANTS ON atEE15 OF 10 SELECT MULLION SIZE 1 OF 10 FOR BUILDING CODE COMPLIANCE. O I I 1. ALL CLIPS AND ANGIEI6 ARP TO IIT STEP 5•NiTH ICSIGN•tATINOMMOf�THAN DESIGN LOAD SPECIFIED 2. MULLIONS MAY BE ORIENTED VERTICALLY OR L SNUG INTO TUBE MULL�OAS. •• •• W) TEP t•teort. • • o a. ANGLE CLIP 2. WHERE ANGLES ARE NOT FN SNUG • %SINC ANCH(�t TYPESbN SHEET 6 THRU 9 AND ANCHOR CHARTS HORIZONTALLY. w J I I 6063-T6 INTO TUBE MULLIONS, SEE OPTIONAL STEP 6 ON SHEET 9,SELECT ANCHOR TYPE WITH DESIGN RATING 3. REFER TO SHEET 1 OF 10 FOR TYPICAL MULLION k-2.000--I ANCHOR DETAIL AT SHEET 9 OF 10. MORE THAN THE DESIGN LOADS SPECIFIED IN STEP 1 ABOVE. ARRANGEMENTS OR STACK CONFIGURATIONS. A� ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • STEEL REINFORCED TUBE MULLIONS STEEL REINFORCED TUBE MULLIONS STEEL REINFORCED TUBE MULLIONS m � Width w MULL SPAN 1 X3 1 X4 2X4 2X6 Width w MULL SPAN 1 X3 1 X4 1 2X4 2X6 Width(w) MULLSPAN 1 X3 1 X4 2X4 2X6 y .. 18 150.0 150.0 150.0 150.0 18 150.0 150.0 150.0 150.0 18 44.0 95.7 150.0 150.0 o z 24 150.0 150.0 150.0 150.0 24 139.5 150.0 150.0 150.0 24 33.0 71.8 116.6 150.0 o q 30 150.0 150.0 150.0 150.0 30 111.6 150.0 150.0 150.0 30 26.4 57.4 93.2 150.0 36 150.0 150.0 150.0 150.0 36 93.0 150.0 150.0 150.0 36 22.0 47.8 77.7 150.0 rMn 1 W o 42 150.0 150.0 150.0 150.0 42 79.7 150.0 150.0 150.0 42 18.9 41.0 66.6 150.0 "a v w 48 38.3/8" 150.0 150.0 150.0 150.0 48 74-1/4" 69.7 150.0 150.0 150.0 48 120" 16.5 35.9 58.3 149.7 0 54 150.0 150.0 150.0 150.0 54 62.0 134.6 150.0 150.0 54 - 31.9 51.8 133.1 3 M y d 60 150.0 150.0 150.0 150.0 60 55.8 121.2 150.0 150.0 60 28.7 46.6 119.8 66 03 150.0 150.0 150.0 150.0 66 50.7 110.1 150.0 150.066 26.1 42.4 108.9 Z Z 0 z 72 F4 0 150.0 150.0 150.0 150.0 72 46.5 101.0 150.0 150.0 72 23.9 38.9 99.8 N W= � o 78 150.0 150.0 150.0 150.0 78 42.9 93.2 150.0 150.0 78 - 22.1 35.9 92.1 00 s o k 0 18 150.0 150.0 150.0 150.0 18 128.4 150.0 150.0 150.0 18 33.1 71.9 116.8 150.0 24 150.0 150.0 150.0 150.0 24 96.3 150.0 150.0 1 150.0 24 24.8 53.9 87.6 150.0 �y I 30 150.0 150.0 150.0 150.0 30 77.1 150.0 150.0 150.0 30 19.9 43.1 70.1 150.0 36 150.0 150.0 150.0 150.0 36 64.2 139.5 150.0 150.0 36 16.5 35.9 58.4 150.0 , � z 42 150.0 150.0 150.0 150.0 42 55.0 119.5 150.0 150.0 42 - 30.8 50.0 128.5 E- 48 505/8" 150.0 150.0 150.0 150.0 48 84" 48.2 104.6 150.0 150.0 48 132" 27.0 43.8 112.5 U a 54 150.0 150.0 150.0 150.0 54 42.8 93.0 150.0 150.0 54 24.0 38.9 100.0 7t 60 150.0 150.0 150.0 150.0 60 38.5 83.7 135.9 150.0 60 21.6 35.0 90.0 ®~ o o 66 147.7 150.0 150.0 150.0 66 35.0 76.1 123.6 150.0 66 19.6 31.8 81.8 72 135.3 150.0 150.0 150.0 72 32.1 69.7 113.3 150.0 72 18.0 29.2 75.0 o 78 124.9 150.0 150.0 150.0 78 29.6 64.4 104.6 150.0 78 16.6 26.9 69.2 K 18 150.0 150.0 150.0 150.0 18 86.0 150.0 150.0 150.0 18 25.5 55.4 89.9 150.0 fA 24 150.0 150.0 150.0 150.0 24 64.5 140.1 150.0 150.0 24 19.1 41.5 67.5 150.0 30 150.0 150.0 150.0 150.0 30 51.6 112.1 150.0 150.0 30 15.3 33.2 54.0 138.6 N 36 150.0 150.0 150.0 150.0 36 43.0 93.4 150.0 150.0 36 27.7 45.0 115.5 ] a 42 150.0 150.0 150.0 150.0 42 36.9 80.1 130.1 150.0 42 23.7 38.5 99.0 Q a 48 57" 150.0 150.0 150.0 150.0 48 96" 32.3 70.1 113.8 150.0 48 144" 20.8 33.7 86.6 z $ 54 137.0 150.0 150.0 150.0 54 28.7 62.3 101.2 150.0 54 18.5 __30.0 _ ___77.0 i 60 123.3 150.0 150.0 150.0 60 25.8 56.1 91.1 150.0 60 _ 16.6 27.0 69.3 66 112.1 150.0 150.0 150.0 86 23.5 51.0 82.8 150.0 66 15.1 24.5 63.0 o 72 102.8 150.0 150.0 150.0 72 21.5 46.7 75.9 150.0 72 22.5 57.8 " y 78 94.8 150.0 150.0 150.0 78 19.9 43.1 70.0 150.0 78 2D.8 53.3 v 18 150.0 150.0 150.0 150.0 18 60.4 _ 131.2 150.0 150.0 18 22.6 49.0 79.6 150.0 r a 3 3 24 150.0 150.0 150.0 150.0 24 45.3 98.4 150.0 150.0 24 16.9 36.7 59.7 150.0 30 150.0 150.0 150.0 150.0 30 36.3 76.7 127.9 150.0 30 29.4 47.7 122.6 " o y, 4 36 150.0 150.0 1 150.0 150.0 36 30.2 65.6 106.6 150.0 36 24.5 39.6 102.2 r 42 130.5 150.0 150.0 150.0 42 25.9 56.2 91.4 150.0 42 21.0 34.1 87.6 m °o 48 63" 114.2 150.0 150.0 150.0 48 108" 22.7 49.2 79.9 150.0 48 150" 18.4 29.8 76.6 s o 54 101.5 150.0 150.0 150.0 54 20.1 43.7 71.1 150.0 54 16.3 26.5 68.1 ; z z 60 1 91.3 150.0 150.0 150.0 1 60 1 18.1 39.4 64.0 150.0 11 60 23.9 61.3 z° 66 83.0 150.0 150.0 150.0 66 16.5 35.8 58.1 147.0 66 21.7 55.7 72 76.1 142.4 150.0 150.0 72 15.1 32.8 53.3 134.8 72 19.9 78 70.2 131.4 150.0 150.0 78 30.3 49.2 124.4 78 18.4 47.2 HORIZONTAUDMUR10ND • • • • • ;ttlti)f3TtfJT %'cuzlNc •� 0 T4tPI9,4LeMUUION ARRANGEMENTS '�r VERTICAL PRODUCT • •• MULLION _ _ • ANCHES fb Df INfC%HED Z INSIDE RECTANGULAR SHAPE NOTE: GLAZING GLAZING 74 PRODUCT REVISED PRODUCT PRODUCT N • ••• ••• •&jdLLIONS•RATE(j IN THESE CHARTS MAY BE ORIENTED aswayrlyiagwith LhaFlorida �y r • • • WERTICALBLY•Ofi HORIZONTALLY. t3uTAh,gCodc _ tod GLAZINO • GO�ING• Acceptm,co Ko PRODUCT rI Duclo • • =INT4P8VTIOg f#TWEEN WIDTHS ALLOWED) I xpilnDonnotc-Q *0 •i�' _ •• • • • W1 + Vl2 ray- - " WIDTH (W) = eUamtbude-Plnducl Control H W1 v 2 MULLION SPAN 2 A • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 5/16'TAPCONS MIN. EDGE DIST. 1 1/4" MIN. 5/16"TAPCONS 2-3 16" CONCRETE OR !° 1-1/2'MIN.WOOD PENETRATION 1-1/2"MIN.WOOD PENETRATION / % '• EDGE DIST. 2 PER CLIP(1 ON EACH WING) 1 PER ANGLE 4" IOLLOW BL)CK 5/16'TAPCONS 5/16-TAPCONS C � 1-3/4"MIN.EMBED INTO MASONRY 1-3/4"MIN.EMBED INTO MASONRY O A - 3/4" 4 PER CLIP(2 ON EACH WINO) 2 PER ANGLE m�e MIN. I a I `a I n y x In ' O KCA m 11 I I IT OJ O C7 II II �I I� Z Y O C x �1 II II 11 II II II I Z q o 4� IL-_ll II 11 2 7/16' j1 it II II v1 W S h O ;J II II 2 X 2 X 1/8" 1 1 -IX FLOATING CLIP II U ALUM AN m MIN. II II 1 11 a O `Ty 1 1 2 BY I 1 U U g 1 BY IL-" II II 2 %2 X 1/8' I \ I WOOD BUCK I I I i WOOD BUCK 1. 1X FLOATING CLIP 1' � I I I I ALUM ANGLE p p I I I I I I 1 1 W 3/4" MIN. 5/16"TAPCONS ANCHORS TYPE 'D' (INTO BLOCK) EDGE DIST. 1-1/2"MIN.WOOD PENETRATION ,y 1 PER ANLL ANCHORS TYPE 'G' (INTO CONCRETE) - 4 ANCHORS THRU 1X BUCK o w ALL CLIPS AND ANGLES TO FIT SNUG R INTO TUBE MULLIONS. INTO CONCRETE OR BLOCK yy Uj o 1 \z I I TAPCONS MAY BE HEX OR FLAT HEAD. 1"x4'" & 2"x4" MULL IW 1 a F MIN. EDGE DIST. H ao r I 2-3/16" CONCRETE OR Z, x 4' HOLLOW BLOCK 5/16"TAPCONS 5/16'TAPCONS Z 4 Qvn_�5_f II li 1-3/4"MIN. EMBED INTO MASONRY 1-3/4"MIN. EMBED INTO MASONRY F 1 1 2 BY II II 2 X 2 X 1/8" 2 PER CLIP(I ON EACH WING) 1 PER ANGLE ----------� WOOD BUCK I I II ALUM ANGLE ALL CLIPS AND ANGLES TO FIT SNUG 7 M ALTERNATE INTO TUBE MULLIONS. •°''- �' "' •° • •" w ANCHOR LOCATION TAPCONS MAY BE HEX OR FLAT HEAD. yi o ANCHORS TYPE 'A' a 2 ANCHORS INTO WOOD ii ii ii ii s " N L It II II 1 0 II 11 II 1 N 4 ----_---_ iBY - 1%FLOATING CLIP I I 11 2 X 2% 1/8' v WOOD BUCK I I II II ALUM ANGLE y v 5/16'TAPCONS 5/16'TAPCONS N I 1 I 1 V V 1 1/4" MIN. 1-1/2'MIN.WOOD PENETRATION 1-1/2"MIN.W000 PENETRATION \ j i I I I I t H E GE DI T. 4 PER CLIP(2 ON EACH WING) 2 PER ANGLE I I I I I I 0 i ti z ANCHORS TYPE 'C' (INTO BLOCK) z \Z MZ a m { W • •' • •. :, ,\,z ANCHORS TYPE 'F' (INTO CONCRETE) 'S • • 2 ANCHORS THRU 1X BUCK } 11TI11s3afy • •• • ••• • INTO CONCRETE OR BLOCK C•_ m 1 1/4" MI u. : +t �'� II ii 2 X 2 X 1/8" ------------- FLOAnNO CLIP I 1 II II ALUM ANGLE 1 1 ! N j j 2 j j • ••• • ••• • • I'RODUCT REVISED a - A \ I I WOOD BUCK I 1 • • • I •I • • • • 1 T m:complying Wllli lite 1'IDfldBU I 1 I I • • • I I • • • • -----------1 Building Cede I I •• • • • • • • � � AcccpiNtce ND ) /��/y7 F • •• •• •• • • • li%pumiD11D6tc-�1„�Q /Z01 I� '�,• �; ANCHORS TYPE 'g' •• ALTERNATE 4 ANCHORS INTO WOOD ANCHOR LOCATION vlianl�TadeProduclControl A ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • MIN. EDGE DIST. MIN. EDGE DIST. e 5/16'TAPCONS 2-3/16" CONCRETE OR 2-3/16" CONCRETE OR 1-3/4'MIN.EMBED INTO MASONRY o; 4" HOLLOW 8L0 K 2 PER CUP(I ON EACH WING) 5/16'TAPCONS 4' DLLOW BLOCK 5/16"TAPCONS 5/16'TAPCONS N 3 1 4 1-3/4"MIN,EMBED INTO MASONRY 1-3/4'MIN. EMBED INTO MASONRY 1-3/4'MIN.EMBED INTO MASONRY p 4 W MIN. I PER ANGLE 3/4' 4 PER CUP(2 ON EACH WING) 2 PER ANGLE •O y O .: .. ro \Z •o! \ - A - - O I M f 1 •I •I T' •t I., m In O y J O —_.___ IIAII •Ilall II'Il Ilvll OJOZ ,, O 6 X 11 I I CONCRETE\OR I I X II I I CONCRETE OR < CONCRET\OR IL CEMENT BLOCK II 11 < -- IL_�I CEMENT BLOCK II II 6 I 11 II LX 2 X 1/9' __ _ II II zxzx I/9' to ,D -___-- 1 I I ALUM ANGLE I CEMENT BLOCK �' I I I I I ALUM ANGLE I I I L U FLOATING CLIP I U N I 2 7/16 FLOATING CLIP \ I I 1 I 1 I \ I I 1 I I I W Z ¢ I I I 1 I I MIN. I I I 1 I I I i iIL 3 1/4" 1 �. MIN. yUy y s' I MIULI FI `�' y MULL H •,� g a di ANCHORS TYPE 'C' (INTO BLOCK) ANCHORS TYPE 'D' (INTO BLOCK) ` ANCHORS TYPE 'F' (INTO CONCRETE) ANCHORS TYPE 'G' (INTO CONCRETE) a a 2 ANCHORS INTO CONCRETE OR CEMENT BLOCK 4 ANCHORS INTO CONCRETE OR CEMENT BLOCK (� a i 1 1"x4" & 2"x4" MULL CC U ~---------i ALTERNATE MULL j I ANCHOR LOCATION 4H, X48 MULL 'r__--_____1 r- I I I I I FLOATING CLIP I 1 If-1 I _____________ 1 I CONCRETE OR 1�=T� ej � it i � N CEMENT BLOCK II 11 e F y d y ` N Z ' O 5/16'TAPCONS . . . Z I • ' '.• 1-3/4 MIN.EMBED • 1 ' :�' _ M 1 iv i" i Z , INTO MASONRY 2 PER CUP (1 ON EACH WING) 5/16'TAPCONS 12 SMS 1-3/4'MIN.EMBED INTO MASONRY I I 1 I 4 PER CUP(2 ON EACH WINO) 1i I I 1 I PER I e I • •• • • • • • • I FI NI2• ANGLE• •V • • • • • • • • •� •• • • • • • I I II 11 11 • •• aE • • • ••• • y. I I II II II • •r • • • • • • • " •t}, 00 I I 1 ALL CLIPS AND ANGLES TO FIT SNUGINTO N I I II II II _ C\ z AP A B H w - ` .•.I,�,' '... .t .: '•-•.0 • �0• 0 00 T•CO TUBE •E • X• R rido ^� ,`'=� U ', . NS FLAT HEAD. PRUDUC.T f4GVISF.D T':. • as cmnplyins wild the Flo_O v V• �� :� d • • fsuitding Codc R o CLIPS OR �1•G�ES CQ MJEC1 IRECTLY C MASONRY TO BE PROTECTED Acicul�� lo_ `-� � � _"_'"••�-'� 1 M 1 • 1 �• WIT •ALKgiI-RESIST CQjTINGS,iSUCH AS BITUMINOUS PAINT OR HjTodp(� WMT -WHIT�ff METHACRYLATE LACQUER. ( 5/16'TAPCONS 1-3/4'MIN. EIABED MIam113ndo Prodncl Coouo d INTO MASONRY - 1 PER AND Fa • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • MIN. EDGE DIST. MIN. EDGE DIST. 2-3/16" CONCRETE OR 2-3/16" CONCRETE OR T° 4" HOLL, OW 4 3-3 BLOCK ' 5/I6'inrcoNs 4" HOLLOW BL K 3-3/4" 5/I6"TAPCONS i / 1-3/4"MIN. EMBED INTO MASONRY O 1-3/4"MIN. EMBED INTO MASONRY MIN. o rn MIN. 4 PER CLIP(2 ON EACH WING) _ 4 PER CLIP(2 ON EACH WING) q ,.. CLIP LENGTH T : I M- oO� o o o& m _....-'---- -- MULL 2 X 4 3.688' !!S 2 X 6 5.688' 1g5 c o z° qq yy o \ I11 < 7.yw-- L W 1 a2X6 MULL 5/16"TAPCONS `�, WOOD BUCK � 'a E1-3/4'MIN. EMBED INTO MASONRY \ ii) 2X6 MULL 5/16"TAPCONS �4 PER CUP(2 ON EACH WING) 1-3/4'MIN.EMBED INTO MASONRY �•, z 1 3/4" i 4 PER CP(2 ON EACH WING) a i MIN. r-----------------------------1 1MW4 �d]7 3/4 i � rn O + 2X6 MULL O W CLIP LENGTH 2X6 MULL 2X6 MULL _ �W fsa'j G�----------- MULL „L., p v :r 2 X 4 3.688' H v a I �e.... \s 2 X 6 5,688' \z FI�� a Exyi `_-------------- IT _ -_____ M fi R ------- 3-3/4" N ti w � o MIN. � m s 11/16" ALL CLIPS AND ANGLES TO FIT SNUG ANCHORS TYPE 'E' (INTO BLOCK) INTO TUBE MULLIONS. IBY.- a ANCHORS (YPE 'E' (INTO BLOCK) TAPCONS MAY BE HEX OR FLAT HEAD. ANCHORS TYPE 'I I' (INTO CONCRETE) wooD BucK Y r 4 ANCHORS THRU 1X BUCKOR y n 0 0 ANCHORS TYPE 'H' (INTO CONCRETE) CLIPS OR ANGLES CONNECTED DIRECTLY TO MASONRY TO BE PROTECTED INTO CONCRETE SH BLOCK a i p 2"X6" MULL SHOWN � o ANCHORS INTO CONCRETE or BLOCK WITH ALKALI-RESISTANT COATINGS, SUCH AS.BITUMINOUS PAINT OR u 2"X6" MULL SHOWN WATER-WHITE METHACRYLATE LACQUER. q Z z z � ry • ••• ••• ••• • • PRODUCT BLVISED L= a • • • • • • • • • 03an„luugv.iC IhePoTdaov. . • • • • • • T31 Itrir•rock /� � a �� -- ..,., •• • • • • • • • s A I lni r,Pln:L • •• •• •• • • • • ,IyP.r-- S �30 ��I V-7 a A4iaral33alc1'wduaContnl� 6 A ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • MIN. EDGE DIST. 5/16'TAPCONS ja 2-3/16" CONCRETE OR 1-3/4'MIN. EMBED INTO MASONRY 3-3/4" CLIP LENGTH 'y 4' _HOLLOW BLO K 4 TOTAL(2 ON EACH WING) MIN, a rMULL. ..L„ o o Aco I 1 X 2 11688' e x 1\ 1 X 3 2.688' n,o 0 M M 1 X 4 3.688' '~^a10 , 2 X 4 3.688' m o o YY° 2X6 5.688' =>v R y 2 -7/16" I I I I I 1 MIN. L 2x4 o,2x6 Mull I I I I 1. ALL CLIPS AND ANGLES ARE TO FIT e z q 7-. I 1 1 1 1 SNUG INTO TUBE MULLIONS. o - o L_____________J �j IL ALUM2ANGLE4• 2. WHERE ANGLES ARE NOT FIT SNUG ro S a R o I I I I INTO TUBE MULLIONS, SEE OPTIONAL I j ANCHORIDETAIL AT SHEET 9 OF 10. o Z z !_ 14 S.M.S. L I CLIPS OR ANGLES CONNECTED DIRECTLY TO MASONRY TO BE PROTECTED 2/CHANNEL TUBE MULLION F~ WITH ALKALI-RESISTANT COATINGS, SUCH AS BITUMINOUS PAINT OR E WATER-WHITE METHACRYLATE LACQUER. z Z ------- -------- MIN. EDGE DIST. 2-3/16° CONCRETE OR T Q N o 4' HOLLOW BLO K +12 F.H.S.M.S. X11 t1 2/SIDE I I W 1/8'THICK ALUM CHANNEL I LENGTH TO FIT SNUG FI INTO MULLION � � TUBE MULLION \Z TUBES MAY BE NOTCHED j j I M AS SHOWN TO ALLOW INSTALLATION - OF CLIP ANGLE A ZC LOCATION OF SCREWS CONNECTING CAULK JO1Nr AFTER ASSEMBLY ANGLES TO TUBES WHERE ANGLES N A14 FH SMS ARE NOT FIT SNUG INTO TUBE i i ACCESS HOLE 1-I/2 O.C. MIN. ~ PER CLIP MULLIONS. O I 1 I v 5/8,(2� ----- 8 --- o o w 5/16'TAPCONS /14 SATS I 3' I m r 1-3/4'MIN. EMBED INTO MASONRY 4 PER ANGLE 2 PER ANGLE I I .....____ _____ ______ ---- SM ___ a I 1 __ _1 1 I t 2 %2% 1/8' THIS SCREW CAN BE I ° a ALUM ANGLE INSTALLED IN EITHER I I /12 FH SMS I c a OI. 1 DIRECTION �jp I I 2 PER CLIP 1 u 41 I I 1'O.C.MIN. I I > z z 1 Y z t J 1-3/4'X 2-X 1/8'(FOR 29Y TUBE) •• ••• • • j Z• • • 3/4'X 2-X 1/8'FOR(18Y TUBE) • • • • I �• • • ALUM TANGLE • •• • • • CUT TO FIT SNUG INSIDEUBE . , • • 0 • . •• ANCHORS TYPE METAL TO METAL CONNECTION USE CHARTS FOR ANCHOR TYPE 'I' TO VERIFY CAPACITY OF CONNECTION mitt • r ••• • • ~z ••• • • • • � Vvl . • • II'ODUCf RhVlSGD u,plylu t uh file FloriA6 • • • • • • • • T3 lr'inr Cot4, 7 c•3-3f4" • • • • • ALL CLIPS AND ANGLES TO FIT SNUGO8Q81 3/4" OPTIONAL ANCHOR DETAIL M •• •• • • • INTO TUBE MULLIONS. T� n`Ilf?1 }. CJ•• • • • • TAPCONS MAY BE HEX OR FLAT HEAD ( `l .:rd 1rZ a I MIN. ANCHORS INTO CONCRETE OR CEMENT BLOCK ;;li;uaiLmk lYodnst ConUol 6� • • • • • • • • • • • •• •• • • • •• •• ••• • 0 0 ••• 0 0 ANCHOR TYPES and SUBSTRATE ANCHOR TYPES and SUBSTRATE ANCHOR TYPES and SUBSTRATE Width MAion A B C D E F G H I Width ANAiOn A B C D E F G H 1 Width NbIlion A B C D E F G H I y (,v) Span VW. 1Ad. elk Elk Bk. Cats Calc. Coro. Ml. pv) Span VVI. VW. Bic Bk BIC Ca1C Cato. ConC. MI. (w) V1tl. VUtl. Bk &k Bk Calc Can. Conc. MI. ao ip, 18 150 iW 150 150 150 150 150 150 150 16 91 150 150 150 150 150 150 150 150 18 56 112 129 150 150 144 150 150 150 0 24 132 1`,A 150 150 150 150 150 150 150 24 68 15 150 150 150 150 150 150 150 Z4 42 84 97 146 150 108 150 150 116 30 105 1W 150 150 150 150 150 150 150 30 54 1W 125 150 150 140 150 150 150 30 34 61 77 116 150 87 130 150 93 n c0 rn o 36 86 1EO 150 150 150 150 150 150 150 36 45 91 104 150 ISO 117 150 150 125 36 28 56 65 97 129 72 109 144 77 M'o V T Z w 42 75 150 150 150 150 150 150 150 150 42 39 78 89 134 ISO too 150 150 107 42 24 48 55 83 111 62 93 124 66 rn ao c0 o 48 383/8 66 132 150 150 150 150 150 150 150 48 741/4 34 68 78 118 150 87 132 150 93 48 120 21 42 48 73 97 54 at 108 58 C)X.-. 64 59 117 135 150 150 150 150 150 150 64 30 60 70 105 139 78 117 150 83 64 19 37 43 65 66 48 72 96 51 3 n M y 80 53 105 121 150 150 135 150 150 145 60 27 54 63 94 125 70 105 140 75 60 17 34 39 58 77 43 65 87 46 66 46 96 110 150 150 123 150 150 132 66 25 49 57 86 114 64 95 127 68 86 15 31 35 53 70 39 59 79 42. Z J=o �p Z c7 72 44 86 101 150 150 113 150 150 121 72 23 45 52 78 104 58 88 117 62 72 14 28 32 49 65 33 54 72 39 0 o Z O c 78 41 81 93 140 150 104 150 150 111 78 21 42 46 72 96 54 Bt 108 56 78 13 26 30 45 60 33 50 67 36 a R o 18 133 1W 150 150 150 150 150 150 150 18 80 150 150 150 ISO 150 150 150 150 18 51 1W 117 150 150 131 150 150 140 a1 24 100 ISO 150 150 150 150 150 150 150 24 60 120 138 150 150 150 150 150 150 24 38 77 88 132 150 96 148 150 105 A 30 80 1`.0 150 150 150 150 150 150 150 30 48 96 111 150 150 124 150 150 132 30 31 61 70 106 141 79 118 150 84 ti W U y� 36 67 133 150 150 150 150 150 150 150 36 40 80 92 139 150 103 150 150 110 38 26 51 59 88 117 W 99 131 70 j W 42 57 114 131 150 150 147 150 150 150 42 34 69 79 119 150 18 133 150 94 42 22 44 50 76 101 56 85 112 60 'E- 48 50 SIB 50 iW 115 150 150 128 150 150 137 48 84 30 60 69 104 138 77 116 150 83 48 132 19 38 44 66 88 49 74 98 53 U h 64 44 89 102 150 ISO 114 150 150 122 64 27 53 61 92 123 W 103 137 73 64 17 34 39 58 76 44 86 87 47 60 40 80 92 138 150 103 150 150 110 80 24 48 55 83 111 62 93 124 65 80 15 31 35 53 70 39 50 79 42 H M 0, 66 38 73 83 126 150 93 140 150 100 68 22 44 50 76 101 W 85 112 60 68 14 28 32 48 84 36 54 72 38 tea, -g x 72 33 67 78 NS 150 85 129 150 91 72 20 40 46 69 92 52 78 103 55 72 13 28 29 44 59 33 49 66 35 78 31 61 71 106 141 79 119 750 84 78 19 37 43 64 85 48 72 95 51 78 12 24 27 41 54 30 46 61 32 (n o Q 18 118 150 150 150 150 150 150 150 150 18 70 140 _150 150 150 150 150 150 150 18 47 94 108 150 150 120 150 150 129 W 04 24 89 150 150 150 150 150 150 150 150 24 53 1W 121 150 150 135 150 150 145 24 35 70 61 121 150 90 136 150 96 MN ty, 30 71 142 150 150 150 150 150 150 150 30 42 84 97 146 150 108 150 150 116 30 28 56 65 97 129 72 109 144 71 W t k ta 36 59 118 136 150 150 150 150 150 150 36 35 70 81 121 150 90 136 150 95 36 23 47 54 81 108 60 90 120 64 z 42 51 101 116 150 150 130 150 150 139 42 30 60 69 104 138 77 116 150 83 42 20 40 46 69 92 52 78 103 55 48 57 44 89 102 150 150 114 150 150 122 48 96 26 53 61 91 121 63 102 135 72 48 144 18 35 40 61 81 45 66 90 48 64 39 79 91 136 150 101 150 150 108 64 23 47 54 81 108 W 90 120 64 64 16 31 36 54 72 40 60 80 43 Ar� 80 35 71 82 123 150 91 137 150 97 80 21 42 48 73 97 54 81 108 58 60 14 28 32 49 65 36 54 72 39 66 32 64 74 111 148 83 125 150 89 66 19 36 44 66 88 49 74 98 53 66 13 26 29 44 59 33 49 66 35 72 30 59 68 102 136 76 114 150 81 72 18 35 40 61 81 45 68 90 48 72 12 23 27 40 54 30 45 60 32 78 27 55 63 94 125 70 105 140 75 78 16 32 37 56 74 42 63 83 45 78 11 22 25 37 50 28 42 55 30 8 o a 18 107 160 150 150 150 150 ISO 150 150 18 62 125 143 150 .150 150 150 150 150 18 45 90 103 150 150 115 150 150 123 N 24 80 ISO 150 150 150 150 150 150 150 24 47 94 108 150 150 120 150 150 129 24 34 67 77 116 150 97 130 150 93 30 64 128 148 150 150 150 150 150 150 30 37 75 86 129 150 ffi 145 150 103 30 27 _54 62 93 124 69 1D4 138 74 36 53 107 123 150 150 137 150 15D 147 36 31 62 72 108 143 W 121 150 86 38 22 45 52 78 103 58 87 115 62 = v 42 46 92 105 150 150 118 150 150 126 42 27 53 61 92 123 W 103 137 73 42 19 38 44 67 88 49 74 99 53 m o --- 48 63 40 80 92 139 15g6395 150 110 48 108 C347 54 81 IDS W 90 120 64 48 150 17 34 39 58 77 43 65 87 46 i64 36 71 82 123 :147 150 98 64 48 72 96 53 80 107 57 64 15 30 34 52 69 36 58 77 4180 32 64 74 111 150 88 80 43 65 8648 72 96 51 80 13 27 31 47 62 35 52 69 3729 58 67 101 150 80 88 39 59 78 47 66 87 47 88 12 24 26 42 58 31 47 63 3427 53 61 92 137 73 72 35 54 72 40 60 80 43 72 it 22 26 39 52 29 43 58 31 0 z z 78 25 49 57 85 127 68 78 t4 29 33 50 66 31 56 74 40 78 10 21 24 36 48 27 40 53 28 y z a ANCHOR/CUP ANCHOR/CLIP HORIZONTAL MULLION AN-QNOR_CLIP_NOTES: GLAZING • ••• 1• FOR CLIP 6YPE6•AND ANCHOR CONDITIONS REFER VERTICAL zo PRODUCT `� �3•• TT :HE:Tj 6:7, 8, & 9 FOR DETAILS AND NOTES. t„1. MULLION m 20 REFER iO CHAIOTS ABOVE FOR MAX. DESIGN PRESSURE t+ L•':`'70, J • •4 AOCT:AN�HQP. TYPE WITH DESIGN RATING MORE THAN ' GLAZING GLAZING >a �• • THE DESIGN LOADS REQUIRED FOR PARTICULAR OPENING. PRODUCT PRODUCT O- GLAZING GLAZING U PRODUCT PRODUCT m z w 4. ANY ANCHOR CONDITION SHOWN HEREIN MAY COVER LOJ,TIONS AT HEAn, SILL OR JAMB ENDS. ANCHOR/Cll A • •JW) •• •i'i • f : 5AOCHOWCLW .5. INTERPOLATION BfTVIIEEN WIDTHS OR SPANS ALLOWED. ruonucTasvlsr:D o • • • • • • • .cmnplyivg�eiH�the PlOridu ^•• • • • • • • • BudLBr;Cn lc�i[ f1 OQ.OQ o� HORIZONTAL MUM • • • • �xrtntit;un^�1e� 2 HORIZO W, W2 SPAN �jy Alla+ L TYPICAL MULLION CLIP ARRANGEMENTS liamiUxleP,odvctConuol d A • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 NOTICE OF VIOLATION UNSAFE BUILDING DATE:December 22,2016 TO:Mr.Gustavo Asman Construction Development Group Corp. 20381 Aventura,Fl 33180 RE:Unsafe Structure 9935 NE l3d'Ave. Miami Shores,F133138 FOLIO: 11-3205-009-0470 YOU ARE HEREBY NOTIFIED that an inspection of the above premises revealed that you have violated the provisions of the Florida Building Code and of Miami Dade County Code which have been adopted as the uniform building code for Miami Shores Village,Florida. Type of Violation:Building,Electrical,Mechanical,and Plumbing. Section 110.1 of the 2010 Florida Building Code and Section 8-5 of the Miami Dade County Code of Ordinances. This building is in the opinion of the building official unsafe and shall be vacated immediately.The power and utility services to this building will be order to be disconnected at S:OOPM on Thursday,December 22,2016 if the owner fails to comply with this order. To Witt:Sec.8-5.-Unsafe Structures. Sec.8-5(2)Buildings or structures that are,or hereafter shall become,unsafe, unsanitary or deficient,facilities with inadequate means of egress,or which constitute a fire or windstorm hazard,or are otherwise dangerous to human life or public welfare by reason of illegal or improper use,occupancy or maintenance,or which have been substantially damaged by the elements,acts of God,fire,explosion or otherwise,shall be deemed unsafe structures and a permit shall be obtained to demolish the structure or where specifically allowed by this section, to bring the building into compliance with the applicable codes as provided herein. h _ N . �I I�� 0 Y ' Certified Mail Fee m �- $ Extra Services&Fees(check bon,ax$d tee es appropriate) 0 ❑Return Receipt(hardcopy) Postmark 0 �Return Receipt(electronic) $ Here C] ❑Certified Mall Restricted Delivery $ Q 0 Adult Signature Required $ Adult Signature Restricted Delivery$ C3 Postage ...[I $ r_j Total Postage and Fees $ 3Ul Sent To + I -!4J1�-- 0 S[ieetandA1 TSV rte %-7 �Q�`� �'(r 3313 P- -------------------- City,State,ZIP+p Postal CERTIFIEDRECEIPT Ir N Domestic Mail Only c .A Certified Mail Fee rn Extra Services&Fees(check box,add fee as appropriate) ❑Return Receipt(hardcopy) $ poefk a ❑Return Receipt(electronic) $ C] ❑Certified Mail Reatdcted Delivery $ Here Q Adult Signature Required $ Adult Signature Restricted Delivery$ 0 Postage r_j Total Postage and Fees Lill $ Sent --- � L— 'I Q $_"t N .,or P�fox ----- --- ------------------ aty ar �(�� Section(b)Physical criteria. (3)A building,or part thereof,shall be presumed to be unsafe if: • (iv)By reason of illegal or improper use,occupancy or maintenance does not comply with the Building Code,or the code in effect at the time of construction. Failure to pass required final inspections for building,electrical, mechanical, and plumbing as required under section 110 of the 2010 Florida Building Code. ➢ 110.1 General.Construction or work for which a permit is required shall be subject to inspection by the building official and such construction or work shall remain accessible and exposed for inspection purposes until approved. Failure to obtain a certificate of occupancy or certificate of use as required under section 111 of the 2010 Florida Building Code. ➢ 111.1 Use and occupancy.No building or structure shall be used or occupied,and no change in the existing occupancy classification of a building or structure or portion thereof shall be made,until the building official has issued a certificate of occupancy therefor as provided herein. Failure to obtain approval from the building official to connect power to the building as required under section,112 of the 2010 Florida Building Code. ➢ 112.1 Connection of service utilities.No person shall make connections from a utility,source of energy, fuel or power to any building or system that is regulated by this code for which a permit is required,until released by the building official. REQUIREMENTS FOR CORRECTION Finish the project as per approved plans,request and pass required final inspections for electrical,plumbing, mechanical,and building and obtain a certificate of completion from the building Official as required under section 11.1 of the 2014 Florida Building Code,2010. Therefore,you are hereby directed that on or before Thursday,December 22,2016 you are to correct said VIOLATION and NOTIFY THE UNDERSIGNED BUILDING INSPECTOR that the VIOLATION has been corrected.Failure to make the correction(s)will result in one or more of the following actions:Disconnect utilities services,issuance of a ticket(s)in the amount of$500.00 or more,filing of a civil suit or criminal charges against you or initiation of an unsafe structures case requiring demolition of the structure.Also, failure to comply with this notice may result in the department withholding issuance of other permits to you,referral of this matter to the appropriate licensing board or the filing of a lien against your property in the amount of any unpaid ticketing fines.In accordance with the provisions of Section 8-17 of the Code of Miami-Dade County,you are also responsible for the reasonable costs and expenses incurred by the Building Official in enforcing the provisions of the Building Code. In the event further clarification or assistance is required,please contact Ismael Naranjo,B.O at(305)795-2204 between the hours of 8:30 A.M.and 5:00 PM.Except in the case of life-safety hazards,you may be granted upon request an extension of time up to 30 days to correct the violation provided your request is submitted prior to the expiration of this Notice of Violation and enforcement costs incurred by the department to date are paid in full.To request an extension,please contact the Building Department by telephone at(305)795-2207 or by e-mail to naranjoi@miamishoresvilla eg com. Thank you for your cooperation in this matter. Ismael Naranjo,B.O Building Director. Mail By: Date Mailed: -a?-- Posted By: Return Receipt Number: "7C:A S I k.4o Q —C)Z3c-ZZ- Date Posted: CC:Fabian Silvera Aguilar 9935 NE 131 Ave.Miami Shores,Florida 33138