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RC-13-2371 (2) R Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-201540 Permit Number: RC-10-13-2371 Scheduled Inspection Date: August 03, 2015 Permit Type: Residential Construction Inspector: Rodriguez,Jorge Inspection Type: Final Building Owner: MATEO, RAYMOND AND DAMARIS Work Classification: Addition/Alteration Job Address:900 NE 100 Street Miami Shores, FL 33138- Phone Number Parcel Number 1132060340220 Project: <NONE> Contractor: HOME OWNER Building Department Comments SECOND FLOOR ADDITION AND RENOVATE FIRST Infractio Passed Comments FLOOR INSPECTOR COMMENTS False Inspector Comments Passed CO OK. PENDING THE FOLLOWING ITEMS: LL EXTERIOR SITE WORK, LANDSCAPING, SOD, WALKWAYS, ETC. Failed ❑ INAL ON ALL AND RAILS 34"-36" HIGH Correction ❑ IC ACCESS 24 X 30 MIN REQUIRED Needed FINAL TERMITE TREATMENT Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. July 31,2015 For Inspections please call: (305)762-4949 Page 1 of 28 KEANE SOIL PRETREAT & COMPACTION, INC. (954) 462-0607 Notice of Preventative Treatments for Termites (As required by Florida Building Code(FBC) 109.2.2) Address of Treatment P-� Date Time Applicator Ou 12" 14�dc,�t 64 Prod4k used IV Chemical used Gallo applied k�v 40 Percent concentration Area treated linear feet treated � - �,..� Stage of treatme As per 109.2.2—If soil chemical method for termite prevention is used,final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment,initial and date this line 1 S )6 Certificate of Compliance for Termite Protection (As required by Florida Building Code(FBC) 1816.1) J Address of Treatment Me of Treatment s Lt, This building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. Nit(1 thorae� d Signature ,„ :,• t>, r : xa:a. d" ,r, ,,<5 L aLMN S'.,,'@, ra -! ._,'S? \ W . "C :,.<.:Y gym. ,., .._<r_ T _<t..r. ,d., -4 ,n....e`'F „,. ..1:.. 101 ,FOR I ...n.., Te \..,, �?x r:: ,t; .._ r ., a....:. ..>.... W.. ....v.,,, . ,.. y.. L,.� m. , ,.,+.m..:. ,,,..... ,R,}'"': <. <,.. ar.T•"4i:. , .. ,..�k.:F: ,.<. , iN ,. ?, : 65 wa NAWIN s { t SAW< 4 W"m AW = r f` '$ n . ... v Ono jQQy `� .,r.sr: ..-::.. :.. ., .3r...> -.� ,,;-. wa: ". ,,.,:,Sr '� ., �xtn�,>.,. ,; �. ,�:> � M y. 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PC -:, 2.., r~. :...i_,Sy r, z:- t.�<it., 't t.,.... °'!': ,""' � <.e. ... ... .,_ ,, > � s -•� fi -•�� *.,.., a 4..: .:E"' WOO tis ��? AM ..�=,.- r IN%. ' ECTIONRECORD — _ POST ON SITE es Permit NO RC-10-13-2371 Miami Shores Village �n 10050 N.E.2nd Avenue � � cot)StrU4 �pn eee nen ' Miami Shores,FL 33138-0000 jSjSfQD/ �� Li�aroy6 Phone: (305)785-2204 Fax: (305)758-8872 �o atvA Issue Date 4/4/2014 Expires: 10/01/2014 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bidg.miamishoresvillage.com/cap REQ'iE:STS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel#A 132060340220 Owner's Name: RAYMOND AND DAMARIS MATEO Owner's Phone: a� Job Address: 900 NE 100 Street Total Square Feet: 2372 Miami Shores- FL 1 8- 000.00 Bond Number: 2354 Total Job Valuation: $ 500, WORK IS ALLOWED MONDAY THROUGH SATURDAY, Contractor(s) Phone Primary Contractor 7:30AM-6:0013M.NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. • Hr)ME OWNER Yes BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. co THISraft a MUST BE UN JOB AT TIME N,NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT AP0LICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. ENSPECTI4NRECORD INSPECTION PIt Foundation DATE INP INSPECTION "DATE INSPECTION DA INSP 2 Zoning-Final 11$ •2 /j /g Slab ZONING COMMENTS Rough Wt r Columns 1st Lift a e Service ColumnsRough n 'ft 2 d Li / /¢ To Out Tie Beam Z ¢ Fire S nnklers Truss/Rafters Q, Se Roof SheathingG /Q tic Tank Bucks Sewer Hook-up Windows/Doars ELECTRICAL�¢ Roof Drains Interior fna—imin Gas V^ IhISPECTIt)N I?ATE IAC LI'Tank Insulation /q Tem ora Pole Well Ceding Grid 30 Da Tem ra Lawn Sprinklers Drywall /¢ Pool Bondin – Firewall Main Drain Pool Deck Son& Pool Piping Wire Lath Pool Wet Niche Backfiow Preventor Pool Steel Under roun 'Pool Deck / Interce for Footer Grou ` Catch Basins Final Pool Slab Condensate Drains Ceiling Rough Final Fence Wall Rou h (' Screen Enclosure HRS Final Driveway Rough PLUMBING COMMENTS 1 Driveway Base Tele hone Rough I a, 9 Tin Ca Tle hone Final Roof in Pr e Progress TeRou h Map in Progress TV Filial Final Roof Cable Rou h Shutters Attachment Cable Final Final Shutters Intercom Rough Rails and Guardrails Intercom Final ADA compliance Alarm Rou h INSPECTION DATE I 3NSf' Alarm Final Underground Pipe CU ENTS Fire Alarm Rough Soil Bearing Cert Fire Alarm Final Rough Solt Treatment Cert Service Work With Z' Floor Elevation Surve Ventilation Rough Reinf Unit Mas Cert ELECTRICAL COMMENTS Hood Rough Insulation Certificate 40� Pressure Test S of SurveyFinal Hood Final Serve d Final Ventilation Truss Certification �✓ _ FinaiPool Heater STR C URAL C MM NTS Final Vacuum IRE MECHANICAL C PA INSPECTION iDATE INSP Final Sprinkler Fnal Alarm Miami Shores Village Building Department 10050 MEW Avenue,Miami Shoff Florida 33136 Tel:(305)795.2244 Fax:(305)756.8972C',�E INSPECTION'S PHONE P tWOER:(305)762.4949 BLUDING FBC 20 PERMIT APPLICATIONPermit No. Master Permit No. LI— �) - 0 Permit J ►pe: BUILDING ROOFING JOs ADDRM: q00 NE too iw . City: 1 +A.r++Shons County: tuti�nni Dade FoliaJPattixl#: �� Is the%Oft M tork*DefgnataL.Yea _ NQ ood Zan: OWNER:Name(Fee Simple Titleholder): 2p I/M I A- Address: a NE L D O — a Tenandum Nam: Enna: Q� CONTRACTOR:Company Name: A S Address: hone#: "• State. . Qoati�txName: Stale Catification or Regtetration#: Cif of COmpoloncy Address: p D �s�:Ar�itecdEng�ea; =- one#: Valne of Work for thts Permit:$-50 0 0(. SgmuvAjuar.p page of Work: Type of Work: dAddition QAlteration (3Ncw Dawn of Work: emoJition 1 0 °f sabnd W Fee . Fit Fee$ CCF s oo/CC . scowiftyPe --Radon Fee$ -- �bBp$ Notary S TrakW94 eadm Fee Technology Fee$ Danble Fee$ Stractnral Revkw$ ---�•- SCSa ' TOTAL FEE NOW DUE �I a.to 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 Tap 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 cured for ELECTRICAL WORK,PLUMBING,SIGNS, WEIS,S,POOLS,FURNA(iS,BQA,PRS,HEATERS,TANKS and AIR CONDITIONERS,ETC.... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. teWARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU I1V'I'END TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." an estimated value exceeding SOD e a building permit with $Z , the licasit Hurst Notice to Applicant: As a condition to the issuance of g p 8 aPP promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose properly is subject to attachment. Also, a cent]fled 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 proved and a inspection fee will be charged Signature Signature Owner or Agent Contractor The foregoing inswment was acknowledged before me this The foregoing instrument was acknowledged before me this day of, c,-J .20. by Ar(-4* Z aY1 A7 24) day of .20 by, who is personally known to me or wlto WV%� �' `p wbo is personally known to me or who has pro"rcd � t as identification and whb did take .. AAs ift ificat�tt .� • �s NOTARY ")BUC ', :.•�<�r},� • y NOTARY PUBLIC: Sign: Sian: Print: ` .;.��i {��..��4�G��? Punt My Corimniesion bVires: My Commission Expires: hninu��N 1 «t�R#iki+l�k##MMk##Mtt #i* •k •f�t#��k4*#«#iik#iR *##* �*** RRiki�# **�«***�#M#t#t APPROVU BY =�-•-= v Z033ing Structural Review Clerk' (Revised 3n212012XRevised 0711W07) kvkea 06nOMXR99hed anSIMl 1 �+ At, Miami Shores Village c3. . " r Building Department a 10050 N.E.2nd.Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 rb (YW !OWNER BUILDER DISCLOSURE_ .STATEMENT NAME: DATE: ADDRESS: �i ��% too � �Cc r�d'Yl^( �h�r� f� -35R-)b Do hereby petition the Wage of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida,F.S 489.103(7), And I have read and understood the following disclosure statement,which entities me to work as my own contractor,I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor.You have applied for a permit under an exception to the law.The exemption allows you,as the owner of your property,to act as your own contractor even though you do not have a license.You must supervise the construction yourself.You may build or improve a one-family or two-family residence.You may also build or improve a commercial building at a cost of$25;000.00 orless(.The new form states 75,000).The building`mustbe for yourown use and occupancy.It may not be buil for sale or lease.-If you-sell or lease a building your have buil yourself within one,year after the construction isUftlete;thblaw will:presume that you built for'sele or lease;which is*a violation of this exemption.You may not hire an unlicensed person as a contractor.It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances.Any person working on your building who Is not licensed must work under your supervision and must be employed by you,which means that you must deduct F.I.CA and with-holdings tax and provide workers' compensation for employee,all as`pre"bed by-law.Your construction must comply with all applicable laws,ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. 1 understand that state law requires construction to be done by a licensed contractor and have applied for an owner-builder permit under an exemption from the law.The exemption specifies that I,as the owner of the properly listed,may act as my own contractor with certain restrictions even though I do not have a license. Initial _ I& 2. 1 understand that building permits are not required to be signed by a property owner unless he or she isrspc Ie for the construction and Is not hiring a licensed contractor to assume responsibility. I nitial 3. 1 understand that,as an owner builder,I am the respopelble party of mord on a permit I understand that I may protect myself from potential fln andal risk by hiring a licensed contractor and having the permit flied in his or her name of my own name.I also understand{hat the contractor is required by law to be licensed In Florida and to list his or n rs on permits and contracts. Initial 4. 1 understand that I may build or improve a one family or two-18filly residence or a farm outbutidtng.I may also build or improve a commercial building If the costs do not exceed$75,000.The building or residence must be for my use or occupancy.it may not be built or substantially Improved for sale or lease.If a building or residence that I have buil or substantially Improved myself Is sold or leased within 1 year after the construction Is complete,the law win presume that I bud u ally improved it for sale or leeqe,which violates the exemption. Initis! 5. 1 understand that,as the owner-builder,.I must provide direct,onsite supervision of the construction. Initial - 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons woddng on my building or residence.it Is my responsibility to ensure that the persons whom I employ have the license required by law and by aunty or municipal ordinance. Initial i 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner-builder permit that erroneously Implies that the property owner is providing his or her own labor and materials.I,as an owner-bunder;.mey;be held liable and subjected to serious financial risk for any Injuries sustained by an unlicensed person or his or employeeswtiile' + working on my property.My homeowner's insurance may not provide coverage for those Injuries. I am wil acting as an ownef-builder and em aware of the limb of my insurance coverage for injuries to workers on my property. Initial / 8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who Is not licenses to perform the work-being done.Any person working on my building who is not licensed must work under my direct supervision and must be employed by me,which ma"that I must comply with laws requii 4 the withholding of federal Income tax and social security contributions under the Federal Insurance Contributions Act(FICA)and must provide workers compensation for the employee.I understand that my failure to follow these may subject to serious financial risk. initial 9. 1 agree that,as the party legally and financially responsible for this proposed Construction activity,I will abide by all applicable taws and requirement that govern owner builders as well as employers.I also understand thatthe Construction must comply with all applicable laws,ordinances,building codes, ,and zoning regulations. Initial 10. 1 understand that I may obtain more infonmaallon regarding my obligations as an employer from the Internal Revenue Service,the United States Small Business Admin tion,and the Florida Department of Revenues.I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or hbdhw.mv4lcwidallcense.com/dbprloroldlUft I Initial 2W 11. 1 am aware of,and consent to,an owner-builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address. tnffl 12. 1 agree to nobly Miami Shores Village immediately of any additions,deletions,or changes to any of the informthat I ` have provided on this disclosure. Initial Licensed contractors are regulated by laws designed to protect the public.if you contract with a person who does not have a license,the Corstr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be In cion court.It Is also Important for you to understand that,if an unlicensed contractor or employee of an individual or firm is injued while working on your properly,you may be held liable for damages.H you obtain an owner-builder permit and wish to hire a licensed contractor,you will be responsible for verifying whether the contractor Is properly licensed and the stabs of the contractor's workers compensation coverage. Before a building permit can be issued,this disciosure stmt must be completed and signed by the property owner and retumed to the local permtt ft agency responsible for issuing the permit A copy of the property ownbes driver license,the notarize)signature of the property owner,or other type of verification acceptable to the local perrnitting agency is required when the permit Is issued. Was acknowledged before me this_IV day of C� .20 l By DA22 O-ZL rY14--7 f who was personaily known tome or who has Produced there License or �- t r� as identification. =s: o `z pyo`' ♦ HORTniain Gj ul&11P 1DA 10050 N.E.SECOND AVE. oR MIAMI SHORES,FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 DAVID A. DACOUISTO,AICP PLANNING&ZONING DIRECTOR DEVELOPMENT ORDER File Number: PZ-5-13-201333 Property Address: 900 NE 100'h Street Property Owner/Applicant: Raymond&Damaris Mateo Address: 900 NE 100tk Street,Miami Shores,33138 Agent: Victor Druce Address: 370 NE 101 St.,Miami Shores,FL 33138 Whereas,the applicant Raymond&Damaris Mateo(Owner),has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special site plan review and approval.Addition, main floor expansion and new second story. Whereas, a public hearing was held on June 27, 2013 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered,finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted for a 300 sq. ft.main floor garage and storage room addition,a front and rear main floor lanai and a 2,372 sq.ft.4 bedroom 3 bath second floor addition. 2) Applicant to provide a landscaping plan agreeable to the Planning and Zoning director prior to planning staff approval of the building plans. Page 1 of 2 DO PZ-5-13-201333 Mateo s a e# e 3) Applicant to obtain all required permits from the Department of Regulatory and Economic Resources,Environmental Plan Review Division. 4) Applicant to obtain all required building permits before beginning work. 5) Applicant to meet all applicable code provisions at the time of permitting. 6) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one(1)year of the signing of the development order by the board chair,or if the work authorized by it is suspended or abandoned for a period of at least one(1)year. The application with conditions was passed and adopted this 27t` day of June, 2013 by the Planning and Zoning Board as follows: Mr. Abramitis YES W.Busts YES Mr. Reese YES Mr.Zelkowitz YES Chairman Fernandez YEs zlda Date chard M. Fern dez Chairman,Planning Board it Page 2 of 2 DO PZ-5-13-201333 Mateo (- Miami Shores Village U. c-1 Building Department 0 2-10CI 1S 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 NOV 4, 2014 .`� Tel:(305)795-2204 Fax: (305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 C ZO BUILDING Master Permit No. � 3 � PE MIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION F-1 RENEWAL ❑PLUMBING ❑ MECHANICAL OPUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP AI � � CONTRACTOR DRAWINGS JOB ADDRESS: /�9 � �� °�i City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): C�j Phone#• 1 Address: ( r_ CC30 r City: State: Zip: d Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name:_ /A-IF, 0l_&j Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 94 � m Specify color of color thru tile: Submittal Fee$ Permit Fee$ 3,5 Uy CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/EduucaattiornnFFee$ Double Fee$ Structural Reviews$ 120-M _�M W W Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature_9A& Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of Qm) ,20 M ,by day of .20 by 4p�,�I K Q�13 ,who is personally known to who is personally known to me or who has produced t_�— L.Z-X-�,O_&_& c as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: Notary Public State of Florida Seal: Sirldia Alvarez Seal: My Commisslon FF 168760 Expires 091034018 i;_77C GS APPROVED BY Plans Examiner Zoning IVA Ak�/ Structural Review Clerk (Revised02/24/2014) " rs nz,;s 9-4 7—n� WSW WA lwyg gnm%1 AN. I F6 -$i "P'k v t, Oi��-E-R A's • I I I r-19 FA Vl ro I O�z 717111 s"A pt%. MR -11Al�N WR a: T4 s E. 100th ST ®Csc �:ON SKETCH N.E. (10(PER PLAT) — — — ........ . . . �'':. •. ..•18 ASPHALT HALTPAV PAVEMENT •� .................................. N.E. 100th STREET o.... ...........................................ga �. RC25.00 • W �. A e 7 3g.®2 z Y 12 1 9 11 0 t TSN 2 , `6 �i ....... ........ ....... .......... :•:0 69 8 '�3 '0 70 ,f a 30'PARKWAYI r 14 16 16 . .: F.U.yr 956.40' R& X25 ��r. 13 (ND ma i F.IF.12• (Noma I 1 89°29'01„ (Noma 90o3347" - LoT t t L07 ILOT LO » �� _ , '1� ; ��°��o > „a APR 0 7 2015 'I'...... 30.00 I M I Or- S— ; S / (Noma 1 STEPS 1 r rn -try ii1 LBy._ij2__ - --f-- ---r-- 'NTl pa lnS""l )1':s viiiago 12.50 : 24.50' D< T F °° 0.10'CL31.50 . ; 7 F.F.ELEV.=151'6.82' 1TWOSTORY27.90' RESIDENCE] 11;0' 4'C.L.F. V.'I I HALL FF-DERALz #900 1' OPM r 0.35' o i {� o , nrd;, °;F��ilFni;r�rdS ■ �, i STEPcoNc — DRIVEWAY GARAGE j 7.90' 1.00' i :(.:::;:: E� ELEV.=11.50' 18.45' 0 10.00'1 j 24.25' '.. •'•h c � I � I ��o �� q' 89°28'02" � eO I <'s 0.20,CL ::O a ': ::: • t 4'C L I moo, rn a ......... 30.00' �� FI P.yr :: 156.50° ( R NI ) 15,�yy o (Noma PROPERTY ADDRESS: 900 N.E. 100TH ST. , MIAMI SHORES, FL. 33138. — a CERTIFIED TO: RAPID TITLE SERVICES COMPANY, RAYMOND MATEO AND DAMARIS MATEO, OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY. e •••••��• ��• 10, 11. & 12 170 LEGAL DESCRIPTION: LOT BLOCK ABBREVIATIONS: OF MIAMI SHORES SECTION 8 SUBDIVISION S1MC=SIDEWALK,CBS=CONCRETE BLOCK STRUCTURE,CLF=CHAIN LINK FENCE,PL=PROPERTY LINE,DUE=DRAINAGE UTILITY EASEM ENT,IP=IRON P%E, F=FOUND,A/C=AIR CONDITIONER PAD,PIC=PROPERTY CORNER,DM-DRILLED HOLE,W/F=WOODEN FENCE,RES=RESIDENCE,CL-CLEAR,RB=REBI�R, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 14 AT PAGE 33 UE=UTILnY EASEMENT. CONC=CONCRETE SLAB. RW=RIGHT OF WAY, DE-DRAINAGE EASEMENT, C/L=CENTER LINE, O-DIAMTER,TYP=TYPICAL, M=MEASURER R=RECORDED,ENCR=ENCROACHMENT,COMP=COMPUTER,ASH=ASPHALT,N/D=NAIL&DISC,S=SET,FEE=FINISH FLOOR ELEVAroN, OF THE PUBLIC RECORDS MIAMI—DADS COUNTY, FLORIDA O/S=OFFSET,P/P=POWER POLE,OHP=OVERHEAD POWERLINE,VCM=WATER METER MASONRY WALL= ELEVATION BASED ON LOC. #3250 NOT VALID UNLESS EMBOSSED WITH CONCRETE= +•• j '_. - .• ' ••'•� =•' _ �. CBM# B-62 ELV. 8.65 'TYPE DRAINAGE EASEMENT=M&D.E. TYPE OF SURVEY:BOUNDAFY SURVEY SINCE 1987 SURVEYOR'S SEAL - Faded Y CERTIFY That the survey represented SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2)NOT VALID WITHOUT THE SIGNATUFE meets the minimum technical requirements BLANGO SURVEYORS INC,. y AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS NOT by the STATE OF FLORIDA Board of Land COVERED BY PROFESSIONAL LIABILITY INSURANCE. 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. 55/ rs pursuant to Section 472.027 Florida Engineers•Land Surveyors•Planners•LB#0007059 UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETC 555 NORTH SHORE DRIVE VERTICAL DATUM OF 1929. 7) OWNERSHIP OF FENCES ARE UNKNOWN. 8) THERE MAY BE ADDITIOWL e no encroachments, overlaps, easements RESTRICTIONS NOT SHOWN ON THIS SURVEY THATMAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. ') g on the plat orvisible easements other than MIAMI BEACH,FL 33141 CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING hereon. (305)865-1200 Email:blancosurveyorsinc@yahoo.com Fax' (305)865-7810 INFORMATION. 10)EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED `REVISED: INSTRUMENTS,IF ANY,AFFECTING THIS PROPERTY. X ('. d FLOOD ZONE: SUFFIX: DATE: BASEAdditions or deletions to survey maps or reports by other than the signing party or parties is prohibited ��CCC�(t��Ct,,, 1�( R L 9/11/09N/A without written consent of the signing party or parties. ADIS N.NUNEZ PANEL: 0306 COMMUNITY# 120652 - _ _ — .....-___-. _.._ REGISTE-RE-D4--AND-SURVEYOR DATE: SCALE: -.--_ __ DWN.BY: JOB No BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF SAID PB PAGE STATE OF FLORIDA#5924 2/19/15 1-=30' F.Blanco 15-236 U.S.DEPARTMENT OF HOMELAND sEcuRrry ELEVATION CERTIFICATE FEDERAL EMERGENCYINANAGE WITAGENCY O � �$No.10 No o zooa ins pro limportaft'Rkid tke ilii&uch ns on-pages Evirsdon Date:.duly 31,20*5- SECTION A-PROPERTY INFORMATION FQR INOURMIdt tJ �OpA iiSE ' Al. Building Owner's Name _.. RAYMOND-.AND DAMARIS -MATED 15-2.36 Polhc tr r # r" ; ..-.: ;' s_•-;•,;: _'_ A2. Building Street Address(Including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. �mppfl Cr 900 N.E. 100TH ST. - _ %"I SHORES- -FLORIDA State : 7pp Cod . .. 3313 9 .' A3. Property Description.(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) LOTS 10, 114 12, 'BLOCR 170, P.B. 14, PAGE 33 A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.) RESIDENTIAL A5. Latitude/Longitude:-Lat. N25'52'01' 90Eong, W80010'44.66" Horizontal Datum: NAD*1927 NAD 1883' A6. Attach at leak photographs of the building if the Certificate is being used to obtain flood insurance, A7. Building Diagram Number:1A A8. For a building with a crawispace of enclosure(a) /A A9. Fdr a huddd ng with an attached garage: a) Square footage of crawlspace or enclosureN s) sq f- , a) Square footage of attached garage .400 sq f{ b) Number of permaoeof flood openings in the erawlspace N/k. b) Number of permanent flood openings in the attached garage or enclosure(s)within 1.0 foot above adjacent gradewithin 1.0 foot above adjacen#grade N A .c) Total.net area of flood openings In AS b sq in 4-. 'dotal net area of flood openings In A9.b NLS sq in d) Engineered flood openings? Yes ® No d) Engineered flood openiegs7. I t3-Yes ® l�lo tSECTION B-FLOOD INSURANCE RATE MAP(FIR41I)INFORMATION' 81.NFIP Community Name&Community Number 82:County Name g3,Skde AILL ,GE OF MIAMI SHORES 120652 MIAMI-DADS FLORIDA B4-Map/Panel Number_,. B5.Suffix B6.FIRM Index Date B7.;.F1RM Panel 88.Flood fld4,.f Flood Elevation(s)(Zone 1208600306 L Effective/Revised Date. Zone(s) AO, base food depth) 9/1;1/09 ' 9/lI/09. X . . 1310. indicate the source:of the,Base Flood Elevation(BFE)data or bass flood depth etrtered in Item B9. FIS Profile FIRM j� Community Determined 3 Other/Source: B11. Indicate elevation datum used for BFE in item B9: a NGVD 1.928 E3 NAVD 1988 Q .Other/Source, j B12. is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(PPA)? .13.Yes No Deslgrtation Date:NIA ® CBRS OPA SECTION.C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1.• Building elevations are based on: 13 Construction brewinge ($J Building Under Construction* ®r'•, Finished Construction ` *A new Elevation Certificate will be required when construction of the building Is complete. C2. Elevations-Zones Al-430,AE,AH,A(with BFE),VE,V1 V30,V(with BFE),AR,ARIA,ARAE,AR/AI-A30,AR/AH,AR/AO.Complete items C2.a-h below according to the building diagram specified in Item A7.In Puerto Rco only,enter meters. Benchmark Utilized: B-62 Vat"Datwm WQ 1929 Datum used for buflding elevations must a ons m items a)through h)t�eiow: N NGVD 1929 I3:NAVD 1988 13 othsr/Source: indice#a elevation datum usedforthe elevations the same as that used for the BFE. . Check the measurement used. a)Top of bottom floor.(Including basertient,crawlspace,or enclosure floor) 12 ,51 feet ®ureters b)Top of the next higher floor . , :. 22 55 feet c) Bottom of the lowest horizontalsEruetural member Zones an N/g. meters N ly) ( }feet 0.meters d)Attached garage(top of sash} 11.50 feet []rkleters e)Lowest elevation of machinery or equipment servicing the building I 1 .�0 _ U feet 13 meters (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) 11 -00 feet ®meters g)Highest adjacent(finished)grade rexrto building(HAG) _15 50 0 feet E1 meters h)Lowest adjacent grade at lowest elevation of deck or stairs,including structural support N A; feet meters SECTION D.-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION . This certification is to be signed and sealed by a land surveyor;engineer,or architect authorized by law to certify elevation Information.I cer#ify that the inlhnnation on this Certificate represents mybest efforts to interpret the date available, I understand that any false statement may be punishable by fine or imprisonment under 98 U.S.Code,Section 9009. Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ® Check here if attachments. licensed land surveyor? ( `fes [I No 2/]`9/15 Certifier's Name Adis N.Nunez License Number 5924 Title"Reg.Land Surveyor Company Name Blanco Surveyors,Inc. AddJ6sJ 555 N Shire Dr. CityMiami Beach State FL ZIP Code 33141 PL5#5924 Si na Date 2/19/15 Telephone. 305-865-1200 r •n rr_� nnn n nn Z- .. �_•.r--__._r._..tea:__ _ . - =r_=vim.t tUN UERTIFICA179 page 2 'IMPORTANT:In these spaces,copy the correspondrig information fi�am Sectlon k FOR,RMAAWE COWANY1W. Building street Address(including`ApL,Unit,Suite,and/or:Bldg._Nqj,or P.O:Route and Box.No:+.. l?alloy Nrarribi±s' - 900 -N E i.00TH :ST City •MIAMI SHORES FLORIDA:State331313mpany feiAlC JgiinnlAer.. . ARCHITECiT3Ct3ERTIF)Ci4TI0N Copy both sides of this 9 Certificate for(9)community official,(2)insurance agerrtfcompany,and(3)building owner. Comments LATITUDE & LONGITUDE OBTAINED—BY GOOGLE C2 E A C ELEVATION CROWN OF THE ROAD ELEVA'TION ...5: 58' ON ;CENTERLINE ON CENTER 'OF` ROAD. BM# B-62. ..LOCATOR: -3250 re pat 2%19/15 SECTION E—BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A(WItHOI1T SFE) For Zones AO and A(without'BFE),complete items E f=)=5 if the Certificate is intended to support a 1:0111 or LO�1R F request;complete Sections h.,8, and C..I?or llama E1�4;rise natural grade,Ifeirailable Check the measurement used.,In Puerto Rico only,interrneters; ' E1• Provide etevatiori'frrformetion for tfie foflowfng and check the appWriste bexes,to showvrhethertheelevation is above or below the highest ad)arent grade(HAG)enc(the lowest ad�acerrt grade{LAG) a)Top•of bottorr%or onciudind'b"bteht,crawispace,or encloslife)is �}fee#' malars above or below tele HEIG b)'Top of bottom'tioor(frnduiitrig basement,crawlspac�;or_endosure)Is, feet. meters above or below the LAG. E2.-For Building Diagrams.6=9 wlttr.permpnent fioDd oPenlrigs-, rovicieal:In Secllon A Renis 8 and/or 9(seelieges 8=9.oF InstnictiohS);the next higher floor (elevation C2.b In the diagrams)of the building is Q feet_.13 meters i3 above or,[3 below the-f3AG E3. Attached garage(top of sleb)-is-- ____. -_ _O�,4[a meters [3-above or`0 below the HAG E4. Top of platfoff,n of machinery:arid/or egtiipmenfi b6NIcing ti e'buflding li'- feet . :meters: :above`or Below the HAG. ES Zone AO only 'ff no flood depthnumber is'avallable,fs the top of the bottom floor'ele iafed In'606brdance wftfi'the communit`y's fioodpiafn management aa�ce? , ¢ 'Yes '� No (� �Uhknovdn.The local ofi3 ai fiu0 a%ffi �his Information In Section G. ; SI=CTIOT�I F PROPERTY OWNER(Ol�'OWN9R'S-REPRE;9ENTATJVEj CERTIFICATION . The properly owner or owner's authorized representative who cotnpletes'Sewons A,B,and E forZone A(vvfthout a FEMAassued or community-issued BFE) Or Zone AO must sign here.The statements in••Sections A,B,:and E are correct to the best of knowledge. Property Owner's or-Owner:s Authorizeti Representative's Name Address ..:. .. :.... :. ... L 3 City State ZIP Code Slgnatilre Data Telephone . Comments i�Check here if attechmen SECTION t� CbMMUNITY IN•FORNIATIOid:(OPTIONAL) The lorel ofFicial who is su0prized.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 ttem(s)and sign below.Check the measurement used In Items GB-G90 in Puerto Rico only,.enter meters: G9.0 The fnfomration In Section•C was taken�frorrr other clocumentatlon that#res been signed and seated by a licensed surveyor,engineer,or architect who is authorized bylaw to certify elevation information (indicate the source and date of the elevation data tP the Comments eras belovu.) GZ. 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.Cl The foRowing fr formation(Items G4-•G10)is provided for community floodpiafn.managemenf purposes. G4.Permit Number G5. Date Permit Issued G6 Date'Certificate of omplianc@/Occupancy Issued G7. This permit has OwnIssued,flor'. Q New Construrtfon .. n Substantial Improvement GB. Elevation of as-bidet lowest-f9oor.oncluding basement)of the building:,,+ _ _...._)�feet ..) meters Datum - - G9. BFE or{in Zone AO)depth of flooding at the building site . "� meters Datunp. GI 0.Communitys design flood elevation:. } feet [ meters Datum Local Official's Name -rale Community Name Telephone Signatun; Date Comments. - Check here if attaahrrients filreFina Seal Insulation Systems, Inc. 721 US one, N. Palm Beach, FL 33408 561-775-9703 1561-775-3473 fax w►w.thermaseaLnet INSULATION SYSTEM U-21308 Certificate of Insulation To: Proiect: Ray Mateo 900 NE 100" St. Miami, FL This letter is to certify that the below insulation was installed to manufacturers specifications and in accordance Florida Residential Building Code 8316.5.3 and 8316.6 and correspondingly ICC-ESR Report 1826 assembly 4.4.2.2 Thermal:Roof/Ceilin� Installed R20(5.5")Classic Max Icynene insulation to the House roof deck over living area. Installed R13 to house living ceiling. Thermal:Walls Installed R7 VR Plus to Exterior Block walls. Sound/Other Installed R11sound fiberglass batt to interior walls. Sworn to and Scaled this 24th day of November.2414 By:James Finck Therma Seal Insulation State of Florida County of Palm Beach Sworn to and acknowledgedfore a by James Finc Personall known t me and who took oath this 24th day of No em cr 2 4. �L#NNotary Public � D HTftx ;, 2015 �0?98S 7018 Y: '"�,. i: ....,:-:3r_fi:.: „% g4 ,y.\ S ^a,µ 'iry' y>v ..'``•x #r - ..,., ..... _ :t i t '�4 ,*, m. ..,t ,W ,.`>t 5, '!'`r ,,, #: " :, � ar"'�Cu` '�.$.• S. •� ,. .. ,.- .. > ., xa e.. a ,...:: �x..' �...,..,_,� ._ ..,.... ,.. �. .. .a .:: > ., ,; "'.,. ..> .... ...�.. ,:,.,. '�..-_,. ,... ..... a \'k. ,._ <.- r`�....,a •..r,... .��j #^`.e.>�. ,-a.:..> >S.T "i y_ 4 rA•.-,< .., a.,,., x a.y. z �.w,.a. •. ,-. .. ,.. ".!.y,..t tx. OW,: . x....t v... .*>..4x, ,h.. ...... 3.... E - .5 ,..,.," ...,r, d�;yM.<. < _:,_... w., .Y. . ..:.,, ,,..,..x?i, ,. r ,.. t.y. K-t•., M.:_. 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"ec.W."r�• y�r*, ti, ,,�N;'F" =�'�.� >s� ,�> �,.. :r�',T',x 1�� Pxayxs lam` z ,�,v h a „ ®tvtitoK o� Eaviroumeniat Hep � Florida Health SobMiami-Dade Caunty Sob D1VWon 11805 SW 26'Street•Miami,FL 33175V r �` �� Cir, <ci ' Date inspector !qP X13 Address � E OSTDS# Comments: Signature 2 , a r ' GEOTECHNICAL " ' TESTING LABORATORIES ENVIRONMENTAL DRILLING SERVICES HYDROGEOLOGY - INSPECTION SERVICES ASBESTOS ROOFING DYNATECH ENGINEERING CORP. Miami,November 5,2012 Mr. Raymond Mateo 900 North East 100`" Street Miami Shores,FL 33138 Re: Proposed Additions @ 900 North East 1006i Street Miami Shores, FL Dear Mr. Mateo: Pursuant to your request, DYNATECH ENGINEERING CORP. (D.E.C.) completed a Subsoil Investigation on November 5, 2012 at the above referenced. project. The purpose of our investigation was to help determine the subsoil conditions relative to foundation design of the proposed structure. A total of(2) standard penetration boring tests were performed according to ASTM-D 1586 down to an average depth of 15' below existing ground surface at the locations shown on the attached sketch only. The following graph was developed as a general condition for the subject site: (Refer to field boring logs for exact locations and soil description): Depth From To Description 0'-0" 1'-0" Topsoil and grass and sand w/organics 1'-0" 2'-6" Gray sand 2'-6" 5'-0" Tan medium sand w/rock fragments 5'-0" 15'-0" Tan/white sandy limerock Groundwater table elevation was measured immediately at the completion of each boring and was found at an average depth of 11'-0"below existing ground surface at the time of drilling. Fluctuation in water level should be anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected due to the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. 750 West 84 Street, Hialeah, FL 33014-3618 - Phone: (305) 828-7499 - Fax: (305) 828-9598 E-Mail: Dynateclh@Bellsouth.net ►�=PrnIBO on Recpcletl P¢pp. f Page No. 2 900 North East 100`" Street,Miami Shores, FL. Based on our understanding of the proposed structure and our field boring logs; the following are our recommendations for foundations design. A- Strip the entire building construction areas plus 5 feet outside perimeter of all topsoil, grass, pavements and tree stumps and construction debris down to clean granular material wherever encountered (see field boring logs). Any underground structures, utilities root systems and drainages trenches etc..-must g be removed in their entirety from beneath the proposed construction area. B- Compact all construction areas with a heavy self propelled roller to a minimum of 95%of ASTM D-1557 but not less than 10 passes in each direction. C- Backfill construction areas to required elevation using clean granular homogenous material placed in lifts not to exceed 12 inches in thickness and compact as indicated in items B. Excavate footing areas only to proper depth and recompact using hand held equipment as indicated above. D- Care should be taken not use vibration in case of existing structures in the vicinity of the construction area. If vibration cannot be used for compaction, static compaction may be applied. However, in this case, the compacted layer should not exceed 6 inches in thickness. E- All construction fill material above the water table shall consist of be clean granular homogenous soil, free of organics or other deleterious material, and shall contain no more than 12 percent fines passing a U.S. standard No. 200 sieve and have a Unified Soil Classification System (USCS) designation of GP, GW, GP-GM, GW-GM, SP, or SW. No particle size greater than 3 inches shall be in the top 12 inches of the building pad. Fill material below the water table shall consist of washed free draining gravel to about 12 inches above the water table. (ie; FDOT No. 57 stone or equivalent) unless dewatering is employed. When dewatering is employed, fill material shall consist of clean, granular homogenous soil, free of organics or other deleterious material, and shall contain no more than 5 percent fines passing a US standard No. 200 sieve. F- Verify all compaction efforts by taking an adequate number of field density tests in each layer of compacted material and in each footing pad. G- Representative samples of the on-site and proposed fill material shall be collected and tested to determine the classification and compaction characteristics. H- All Geotechnical work must be performed under the supervision of our geotechnical engineer or his representative to verify compliance with our specifications and the Florida Building Code. I- In the event of existing structures, existing footings or proposed drainage lines, provisions shall be made by the structural engineer and site contractor to protect all footings from undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his recommendations. The above foundation recommendations being achieved and verified, it is our opinion that the proposed structures be designed for a shallow foundation system with a permissible soil bearing pressure not to exceed 2500 P.S.F. 2 / r Page No. 3 900 North East 100a' Street,Miami Shores, FL. Slabs placed upon compacted fill may be designed using a modulus of subgrade reaction value of 200 pci. The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 110 pcf. Buoyant: 60 Pcf. - Angle of internal friction : 30° - Earth pressure coefficient Ka: 0.33; Kp: 3.0 - Angle of wall friction: 30°for steel piles, 20° for concrete or brick walls; 150 uncoated steel. Excavations shall not extend within 1 foot of the angle o f repose, next to existing footings or structures, unless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act. Shorings shall be designed and inspected by Florida licensed professional engineer. Provisions shall be made by the architect, engineer of record and contractor to address differential vibration / dynamic loading; settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to prevent differential settlements. Also note that as a common engineering practice for existing and new construction; outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However, we have compared the field test data obtained in this exploration with our experience with structures similar to those proposed for this report. The estimated magnitude of these settlements is 0.5 to 1 inches. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. 3 Page No. 4 900 North East 100`h Street, Miami Shores, FL. The boring log (s) attached present (s) a detailed description of the soils encountered at test location (s). The soil stratification shown on the boring log (s) is based on the examination of the recovered soil samples and interpretation of the driller's field log (s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using this report the client understands that all data from the borings are strictly for foundation analysis only and are not to be used for excavation or back filling estimates and pricing. Owner and site contractor must familiarize himself with site conditions prior to bidding. For Environmental due diligence; a Phase I and/or Phase II Environmental Site Assessments is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, Wis am Naamani,P.E. ''V/, DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 , Special Inspector No. 757 Certificate of Authorization No.: CA 5491 �c ZZ- ` .. _ N. ®1189911111 , 4 TEST BORING REPORT YET E D AT CH ENGINEERING CORP. 750 WEST 84TH STREET HIALEAH,FL 33014 TEST BORING REPORT (305)828-7499 CLIENT : MR. RAYMOND MATEO DATE:November 1, 2012 PROJECT : Proposed Addition Pa HOLE NO.: B-1 ADDRESS : 900 North East 100t Street, Miami Shores, FL. DRILLER: AS /RN LOCATION : See attached plan LATITUDE LONGITUDE SAMPLE MBLOWSON DEPTH 25°86.704'N 80' 17.924'W NO. "N"DESCRIPTION OF MATERIALS 2 Hand H 2 3 0'-0"to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 5 0'-6"to 2'-6" LIGHT GRAY MEDIUM SAND 6 3 2 6 6 7 3 4 8 2'-6"to 3'-6" TAN MEDIUM SAND W/ROCK 5 8 4 10 9 FRAGMENTS 5 6 10 �� 10 8 7 18 11 -7 -6 to 4'-6" TAN SANDY LIMEROCK 11 12 12 13 4'-6"to 15'-0" WHITE SANDY LIMEROCK 12 10 6 11 14 5 8 15 14 9 13 28 16 15 16 17 16 15 15 18 19 18 20 21 22 20 23 24 22 25 26 24 27 28 29 26 30 31 28 32 33 30 34 35 32 36 37 34 38 36 38 Water Level:_, 1° Below Su rfaee 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 statement conclusions or extracts from or regarding our reports is reserved pending on our written approval HHAND AUGER A HOLLOW STEM AUGER,R REFUSAL 5 DYA 1 , TE CH ENGINEERING CORP. 750 WEST 84'"STREET HIALEAH, FL 33014 TEST BORING REPORT (305)828-7499 CLIENT : MR. RAYMOND MATEO DATE: November 1, 2012 PROJECT : Proposed Addition Pa HOLE NO.: B-2 ADDRESS : 900 North East 100 Street, Miami Shores, FL. DRILLER: AS /RN LOCATION : See attached plan LATITUDE LONGITUDE SAMPLE WHAMMERDEPTH 25°86.718'N 80° 17.892W NO. "N"DESCRIPTION OF MATERIALS 1 2 Hand H 2 3 0'-0"to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 5 0'-6"to P-0" DARK BROWN MEDIUM SAND 6 2 1 4 6 W/ORGANIC STAIN 3 4 7 9 1'-0" to 2'-0" LIGHT GRAY MEDIUM SAND 8 4 5 9 10 10 8 7 16 11 2'-0"to 3'-0" TAN MEDIUM SAND 9 11 12 13 3'-0"to 5'-0" TAN MEDIUM SAND W/ROCK TRACES 12 9 5 9 14 4 7 15 5'-0"to 6'-0" TAN SANDY LIMEROCK 14 12 18 31 16 13 15 17 6'-0"to 15'-0" WHITE SANDY LIMEROCK 16 15 14 18 19 18 20 21 22 20 23 24 22 25 26 24 27 28 29 26 30 31 28 32 33 30 34 35 32 36 37 34 38 36 38 Water Level: 11' Below Surface Asa mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statement coaclusrons or extracts from or regarding our reports is reserved pending on our written approval H HAND AUGER A HOLLOW STEM AUGER,R REFUSAL 6 OB# g : Boring Test Location A ! N.E. 100'h Street a Q Residence B2 w z BI DYNATECH ENGINEERING CORP. Client: Mr. Raymond Mateo Scale:N.T.S. L Project: 900 N.E. 100 Street, Miami Shores, Florida Date:November 5,20 l2 Folio No.: 11-3206-034-0220 GENERAL NOTES Soil borings on unmarked vacant property should be considered preliminary with further boring(s)to be drilled after building pad(s)are staked out. Soil borings on existing structures that are to be demolished should be considered preliminary and additional borings would need to be performed after the structure(s) has been demolished and proposed new building staked out. As a mutual protection to clients,the public and ourselves,all reports are submitted-as confidential property of clients, and authorization for publication of statements, conclusions, extracts from or regarding our reports is reserved pending our written approval. KEY CLASSIFICATION & SYMBOLS Correlation of Penetration Resistance With Particle Size Relative Density and Consistency Boulders > 12 in. Cone Penetration Standard. Cobble 3 in.to 1 in. Tests Penetration Relative Gravel 4.76 mm to 3in. cm3i (Blows/ft.1 Density Sand 0.07 mm to 4.67 mm. Silt 0.005 mm.to 0.074 mm Sands 0-16 0-4 Very Loose Clay <0.005 mm 17-40 5-10 Loose 41-80 11-20 Firm Modifiers 81-120 21-30 Very Firm Over 120 31-50 Dense 5%- 10% Slightly Silty or Clayey 10%.-30% Silty or Clayey Silts& 0-3 0-2 Very Loose 30%-50% Very Silty or Very Clayey Clay 4-9 3-4 Soft 0%_5% Slightly Trace 10-17 5-8 Firm 6%- 10% Trace 18-31 9-15 Stiff l l%-20% Little 32-60 16-30 Very Stiff 21%-35% Some Over 60 31-50 Hard > 35%And Rock Hardness Description Soft Rock core crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core can be broken with fingers Hard Thin edges or rock core cannot be broken with fingers Very Hard Rock core rings when struck with hammer(cherts) I _ I_ assoc a-- A A'?r;UC 13;x, February 12, 2015 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Final Inspection Letter Permit Number: RC 13-2371 Address: 900 NE 100th Street Building Department, I, Victor I Bruce and Architect of Record, having performed visual observations of the project and performed and approved the required masonry inspection at the renovation, hereby attest to the best of my knowledge, belief, and professional judgment, the structural and envelope components of the above referenced renovation are in compliance with the approved plans. I also attest that to the best of my knowledge, belief, and professional judgment, the approved permit plans represent the as built condition of the structural envelope component of the said structure. Please contact me at 305.310.5030 if you have any questions and/or comments. Sincerely, Victor I Bruce AJ ., L R AP Architect AR-0017103 370 NE 10P Street Miami Shores,Florida 33138 telephone 305-310-5030 fax 1-877-408-8280 email vbruce@ai-associates.nel assocafes A,A2h001338 February 12, 2015 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Final Inspection Letter Permit Number: RC 13-2371 Address: 900 NE 100th Street Building Department, I, Victor I Bruce and Architect of Record, having performed visual observations of the project and performed and approved the required masonry inspection at the renovation, hereby attest to the best of my knowledge, belief, and professional judgment, the structural and envelope components of the above referenced renovation are in compliance with the approved plans. I also attest that to the best of my knowledge, belief, and professional judgment, the approved permit plans represent the as built condition of the structural envelope component of the said structure. Please contact me at 305.310.5030 if you have any questions and/or comments. Ccerel qB Victor I R AP Architect AR-0017103 370 NE 1010 Street Miami Shores, Florida 33138 telephone 305-310-5030 fax 1-877-408-8280 email vbruce@ai-associates.net Miami Shores Village FN 2015RO49 9712 OR CY► 29724 Ps 473 (1Pss) also UNIX" Building Department RECORDED 08/04/2015 10:55;?3 10050 N.E.2nd Avenue HARVEY RUVINY CLERK OF COURT • �„ aa•��` Miami Shores, Florida 33138 MIAMI-DADE COUNTYr FLORIDA 0ipp► Tel: (305) 795.2204 Fax: (305) 756.8972 PREPARED BY: DECLARATION OF USE KNOW ALL MEN BY THESE PRESENTS: WHEREAS,the undersigned SAS/0o/Vlb M4--�Q is/are the fee simple owners)of the following described property('Property) situated and being in Miami Shores Village,Florida: Lots) /Q., /✓., /g-L, Block�'�of .SPO R-e. (Subdivision),according to the plat thereof,as recorded in the Plat Book Page 73 of the Public Records of Miami-Dade County,Florida,(address)_%V_A1,w /60 5—j INZA rti- SA-J&r 64 and WHEREAS,the undersigned owners)have sought certain development approval from Miami Shores and are providing this document in consideration thereof and to Induce the Village to grant same: NOW,THEREFORE,for good and valuable consideration,the receipt and sufficiency of which is acknowledged,the undersigned doles)hereby r an agree: 1. That the Prowill not be used in violation of an ordinance of Miami Shores Village or Miami-Dade County now in a or h r i .. PedY Y 9 ty effect e emafte 2. That the property will be used for a single family residence only. 3. That he/she will not convey or cause to be conveyed the title to the above property without requiring the successor in title to abide by all term o conditions set forth herein. W 45 FURTHER,the undersigned declare(s)that this covenant is intended and shall constitute a restrictive covenant concerning the use,enjoymentth above Property and shall constitute a covenant running with the land and shall be binding upon the undersigned,his/her successors and assigns and may on a A by Miami Shores Village,or Its successors,in accordance with the codes,rules and regulations of said Village then in effect "� , IN WITNESS WHEREOF,the undersigned has/have caused hand(s)and seal(s)to be affixed hereto on this J R-A day of A Q 2011 . WITNESSES) OWN � �v 5 Signature Signature w and Print—)U�y�-�r� c/ and Print � ��`�� a4 i Signature Signature and Print and Print STATE OF FLORIDA ) COUNTY OF MIAMI-DADE ) I HEREBY CERTIFY that on this day personally appeared before me 0 who is personally known to me or has produced (type of identification)as identification and he/she acknowledge that he/she executed the foregoing,freely and voluntarily,for purposes therein expressed. /� ° =StateridaSWORN TO AND SUBSCRIBED before me on this 0 day of A-UGc�� 20A5 ;� � Ion FF yCommission FF 0 My commission expires: 1� , 0 STATE OF FLORIDA Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-201540 Permit Number: RC-10-13-2371 Scheduled Inspection Date: August 03,2015 Permit Type: Residential Construction Inspector: Rodriguez,Jorge Inspection Type: Final Building Owner: MATEO, RAYMOND AND DAMARIS Work Classification: Addition/Alteration Job Address:900 NE 100 Street Miami Shores, FL 33138- Phone Number Parcel Number 1132060340220 Project: <NONE> Contractor: HOME OWNER Building Department Comments SECOND FLOOR ADDITION AND RENOVATE FIRST Infractio Passed Comments FLOOR INSPECTOR COMMENTS False Insp ctor Comments Passed ;AL OK. PENDING THE FOLLOWING ITEMS: TERIOR SITE WORK, LANDSCAPING, SOD, WALKWAYS, ETC. Failed ❑ I AL ON ALL ND RAILS 34"-36" HIGH Correction F-1IC ACCESS 24 X 30 MIN REQUIRED Needed FINAL TERMITE TREATMENT Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. July 31,2016 For Inspections please call: (305)762-4949 Page 1 of 28 INSPECTION RECORD POST ON SITE Permit NO. RC-10-13-2371 `yl"`1�' Miami Shores Village pp V � 10050 N.E.2nd Avenue g VIA* smM Miami Shores,FL 33138-0000 Ad Itltet Phone: (305)795-2204 Fax: (305)758-8972 �ZOR1�' Issue bate:4/4/2014 Expires: 10/01/2014 17777'7777 7- INSPECTION REQUESTS: (305)762-4949 or Log on at https://bldg.miamishoresvillage.cont/cap REQ-'.jESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day Inspections. Residential Construction Parcel#:1132060340220 P Owner's Name:RAYMOND AND DAMARIS MATEO Owner's Phone: Job Address: 900 NE 100 Street Total Square Feet: 2372 Miami Shores, EL 33138 5 Bond Number: 2354 Total Job Valuation: $ 500,000.00 WORK.IS ALLOWED MONDAY THROUGH SATURDAY, 7:30AM'-6:000M.NO VY41RK iS`ALLONIED.ON SUNDAY OOntractor(s) Phone Primary Contractor . OR HOLIDAYS. HOME OWNER Yes BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY, ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. THIS : MOST BE UN JOB AT TIME 169 f� NO INSPECTIOM WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED, PLANS ARE READLY AVAILABLE, IT IS THE PERMIT APkICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING 01tFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL WARNING TO OWNER: YOUR FAILURE ,TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED Ofd,THE JOB SITE BEFORE THE FIRST INSPECTION.. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY 'BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. RECORDINSPECTION STRUCTURAL ZONING . . INSPECTION DATE iN PIN IN PECTIpN DATE INSP INSPECTIO Foundation 1-uning Final I T INSP SIMM11 SZI -2 /g ZONING COMMENTS Slab Rough Columns 1$t-LM) Water Service Columns 2nd Uft) 2 Rou h Tie Beam ? To out Truss/RaftersFire S rinklers Roof Sheathing, g' Se tic Tank Bucks i° `/� Sewer Hook-u /¢ Windows/Doors Z Roof Drains Interior Framfn INSPECTi N Gas �L�► Insulation GATE INSP LP Tank !y Tem or Pole Well Ceiling Grid 30 Da Tel ra Lawn S rinklers Drywall /iD !¢ Pool Bondin Main Drain Wire Lath - Firewall PSI Deck Bondin Pool Pi in Pool`Wet Niche Pool SteenUnderoup l3ackflow Preventor r / Pool Deck Footer Grou Interce tor l Catch Basins Final Pool Slab Condensate brains Final Fence Wall Rou h HRS Final Screen Enclosure Ceiling Rough Driveway Rough Driveway Base PLUMBING COMMENTS .-_. Y Tel 'hone So u h Tin Cap Tele hone Final Roof in Progress TV Rou h Mo in Progress TV Final Final Roof Cable Rou h } Shutters Attachment Cable Final Final Shutters Intercom Rough Rails and Guardrails Intercom Final ADA comfiance MECHANICAL Alarm Rou h INS ECTION DATE fNSP Alarm Final Underground Pipe DOCUMENTS . Fire Alarm Rough Soil Bearing Cert Fire Alarm Final Rou h Soil Treatment Cert Service Work With Floor Elevation Survey Ventilation Rough Reinf Unit Mas Cert ELECTRICAL COMMENTS Hood Rough Insulation Certificate Pressure Test S t Surve , O -2wFinal Hood Final Survey d � Final Truss Certification Ventilation UCTURAL COMFinal Pool Heater STRMENTS` Final Vacuum FIRE INSPECTION DATE TRW MECHANIC C RA Final S inklec: Final Alarm - _ {(. £'+s".. 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April 3,2015 Raymond Mateo 900 NE 10001 Street Miami Shores,FL 33138 Mr. Ismael Naranjo Miami Shores Building Director Building Department 10050 NE 2°d Avenue Miami Shores,FL 33138 -RE: Permit#+:RC-13-2371 Job Address:900 NE 1000' ST Mr.Naranjo, V I,Raymond Mateo,owner builder of job site stated above,request a Temporary Certificate of Occupancy(TCO) for 90 days. The reason is as follows: • Expired Temporary Housing Pending Issues for a Certificate of Occupancy are: • Minor corrections for Gas Final • Final for Landscaping and Driveway (one of two). • .All decorative lighting housing.(2 chandeliers,2 pendants,6 sconces, 3 flush mounts) not installed are covered,pending delivery of fixtures. All other documentation is in order and attached for pour review. We thank you for the consideration. Regards, Raymond Mateo 900 NE 10001 ST Miami Shores,FL 33138 305.794.8850 rmateo a@gmaiLcom Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 Website:www.miamishoresvillaite.com TEMPORARY CERTIFICATE OF OCCUPANCY APPLICATION (T.C.0) Please be advised that the TCO expiration date is based on conditions from Miami-Dade County Fire Dept. Date: 1" 5—go 5- Folio#:11- ��-03H—n2o Master Building Permit M U.,I J�OI I Square Footage of Space: Miami-Dade Municipal Process#: Miami-Dade Municipal Permit#: Contracting Compan�y:,�, Owner/Tenant: Lot: I . , Block: Subdivision: Street Address: "�� N 451 Signature of applicant verifies the above information is true and correct.The Temporary Certificate of Occupancy is issued to the above named for building at the above location only upon the express provisions that the applicant will be able by and comply with all conditions of the Zoning ordinances and all ordinances of Miami Shores Village and/or Florida Building Code pertaining to erection,construction or remodeling of buildings or structures. This also certifies that the electrical wiring and or equipment,and the plumbing work has been inspected and approved. '136V wnj WIe, Print Name bf Applicant or Qualifier Signature of Applicant or Qualifier FOR OFFICE USE ONLY TCO Number: Fee: Expiration Date: Technology Fee: Approved Use for Occupancy: Total: Remarks: Building Official/Designee: Inspections: Zoning Yes/No Plumbing Yes/No Building Yes/No Fire Sprinkler Yes/No Electrical Yes/No Fire Yes/No Mechanical Yes/No 1 ` PERMIT RC-10-13-2371 HAS AN OPEN INVOICE. PLEASE PAY THIS INVOICE BEFORE PRINTING THE INSPECTION WORKSHEET FOR INSPECTION INSP-231839. TCO Inspection April 07, 2015 900 NE 100 ST Miami Shores, FL 33138 Passed: 1,� Failed: -5�fw X/ A- r��`�7�- 7fCCeJS- 2�jC3 a �-fi•.�. ��f�-c�� tlsi76�t�"i For Inspections please call: (305)762-4949 April 07,2015 Page 1 of 1 PERMIT RC-10-13-2371 HAS AN OPEN INVOICE. PLEASE PAY THIS INVOICE BEFORE PRINTING THE INSPECTION WORKSHEET FOR INSPECTION INSP-231839. TCO Inspection April 07, 2015 900 NE 100 ST Miami Shores, FL 33138 Passed: Failed: For Inspections please call: (305)762-4949 April 07,2015 Page 1 of 1 ........... ALL STAIR RAIL COMPONENTS- POSTS, INTERMEDIATE RAILS, BALUSTERS, PICKETS AND OTHER FILLERS SHALL BE SOLID RED OAK (STRUCTURAL GRADE 1 OR BETTER, fb 3000 psi), MANUFACTURED BY -OAK POINTE, LLC', MODEL TO BE SELECTED BY OWNER. By DATE A %yl E D 1 1/2" x 1" WOOD HANDR IL AT 42" HIGH FROM r TREAD To OMPLIANCE WITH ALL FEDERAL AI JNTYLES AND REGULATIONS WOOD PICKECT EJECT 3\ RE �3 1/2"x3 1/2" WOOD POSTS A F 4'-0" O.C. MAX. C) 3 1/2" 0 WOOD HANDRAIL 34" HIGH FROM TREAD 3/2. 0 uj11 SPHERE— ILL 3/4" 0 x 5" DEEP HOLE INTO CONCRETE AND POST TO RECEIVE DOWEL AND FILLED WITH EPDXY GROUT fc = 12000 PSI DOWELL TO BE #5 REBAR EXISTING CONCRETE STAIR (SEE STRUCTURAL PLANS) REVISIONS A12-15-2014 TYPICAL RAILING DETAIL 21 01-28-2015 A03-30-2015 sFu 5fANL�Y 5fANCZYK McHiffcf RA - 08990 1001 N FEDERAL HWY. SUITE 337, HALLANDALE BEACH, FL 33009 TEL- 954-963-4550 STAIR SHOP DRAWINGS DRAWMAM&WALEZ SHEET MAW ORM W AMJC, Copr W r vi 54 VW RMA 1001 N FW&KW.SM 337,MMU BEACK FL 33009 SME Sm 5 OF 5 SHEETS r � 3 1/2"0 WOOD HANDRAIL ATQi 34 HIGH FROM TREAD (BY MANUF.) N d` 31/2"x 3 1/2" PIN TOP WOOD POSTS AT 4'-0" O.C. MAX. 0 (BY MANUF.) (DRILL 3/4"0 x 5" DEEP HOLE INTO CONCRETE AND POST TO RECEIVE DOWEL AND FILLED WITH EPDXY GROUT f'c = 12000 PSI DOWELL TO BE #5 REBAR POST CONECTION DETAIL N.T.S. REVISIONS Q12-15-2014 Q3 03-30-2015 sEa. 5fANL�Y 5fANCZYK XCHEf RA - 08990 1001 N FEDERAL HWY. SUITE 337, HALLANDALE BEACH, FL 33009 TEL.• 954-963-4550 STAIR SHOP DRAWINGS _ MAS RESIDENCE NE 100tH� AMJCJ Car 5v-� DAM ,o-ao-�4 YIAY� � 1001 N FMERA.HK WM 337,HNiANDALE BEACH,FL 33009 tntiam SCALE SHONN 4 OF 5 SHMIS WOOD BALUSTRADE STRUCTURAL INFORMATION BUILDING CODE REQUIREMENTS TO BE EXPRESSED AS A UNIFORM LOAD OR A CONCENTRATED LOAD THE MOST COMMON LOAD REQUIREMENT IS 200# CONCENTRATED OR 50#/FT UNIFORM PICKET LOADS ARE 25#/FT UNIFORM LOAD BASIC FORMULA FOR BENDING MOMENT AND STRESS IS: r f=M/S . 9 h=HEIGHT OF RAIL FROM ATTACHMENT CAP RAIL 'D . M=BENDING MOMENT (IN-LB) (BY MANUF.) S=SECTION MODULUS (IN f 7 fo'0 W=UNIFORM LOAD (LB/FT) P=CONCENTRATED LOAD (LB) f=UNIT STRESS (PST) ge STRUCTURAL DATA 3.5° X 3.5° POST Mi=125 S �J Off" Sm=7.145 A=12.25 ol/ cvI✓ =hxP = 42 IN x 200# = 8400 in lbs EQ IREMENTS FOR BALUSTRADE USING EXAMPLE TO LEFT FOR 200# CONCENTRATED LOAD -M/S = 8400 / 1225 = 685.7143 > 200# CONCENTRATED LOAD REQUIREMENT M X SPACING OF BALUSTRADE 48° OC A NOMINAL 4x43.5x3.5 ACTUAL WOOD BALUSTRADE WITH REBAR 5° DEPTH INTO #5 REBAR SET IN ( ) � HI STRENGTH EPDXY CONCR AN Q POST SET IN HI STRENGTH EPDXY(12K psi) MEETS LOAD CONDITIONS POST DETAIL REVISIONS N.T.S. )) 12-15-2014 1�✓ 03-30-2015 5MNLY5fANCZYK � XCHITCf RA - 08990 1001 N FEDERAL HWY. SUITE 337, HALLANDALE BEACH, FL 33009 TEL- 954-963-4550 STAIR SHOP DRAWINGS MAIM: SHEEP MATEO 9DO NE 110MN� lwJC CRYNCE w-4.1 MWA FLOWA 1ODI N FFDEIIM.HWY.SM 337,HALLAN "WACH,FL 33009 SCALE SHOIM OF S KM JOB I x 7d a eIr MAR .10 2015 ALL STAIR RAIL COMPONENTS: POSTS, INTERMEDIATE RAILS, BALUSTERS,P y_ a � D 0 FILLERS SHALL BE SOLID RED OAK (STRUCTURAL GRADE 1 OR BETTER, fb 3000 psi , BY 'OAK POINTE, LLC", MODEL TO BE SELECTED BY OWNER. ------ - s DO ar 1 -- -- ! 999 7Na 1 1/2 x 1 WOOD HANDR IL AT 42" HIGH FROM COM1'LInNCE WI11-1 ALL FEDERAL TREAD J1'j Y ni 11 r Snr,lr, parr AFIWJs Qi 0 13— 1" 0 WOOD PICKECT TO REJECT 3\" PHERE 3 1/2"x3 1/2" WOOD POSTS A 4'-0" O.C. MAX. o 3 1/2" 0 WOOD HANDRAIL0 A 34" HIGH FROM TREAD 3 11 C.1 /2 SPHERE— ILL PH REILL 3/4" 0 x 5" DEEP HOLE A INTO CONCRETE AND POST TO RECEIVE DOWEL AND FILLED WITH EPDXY GROUT f'c = 12000 PSI DOWELL TO BE #5 REBAR EXISTING CONCRETE STAIR (SEE STRUCTURAL PLANS) REVISIONS Q12-15-2014 i TYPICAL RAILING DETAIL Q 01-28-2015 Q03-30-2015 sFJu. 5fANL�Y 5fANCZYK MCHITCf RA — 08990 1001 N FEDERAL HWY. SUITE 337, HALLANDALE BEACH, FL 33009 TEL- 954963-4550 STAIR SHOP DRAWINGS MM WO MML�o AEZ si rMATED RESIDENCEown9W NE "SRU AMJCJ CRT DAM 10-20-2D14 5p-� MWA FLMU 1001 N FEDERAL WE 01337,HALLANDALE CCN.FL 31009 roan SCALE:sm 5 OF 5 SEM 3 1/2-0 WOOD HANDRAIL AT U 34 HIGH FROM TREAD (BY MANUF.) CN 3 1/2"x 3 1/2" PIN TOP WOOD POSTS AT 4'-0" O.C. MAX. 0 (BY MANUF.) C L 3/4"0 x 5" DEEP HOLE CONCRETE AND POSTRECEIVE DOWEL AND FILLED WITHXY GROUT f'c = 12000 PSIELL TO BE #5 REBAR POST CONECTION DETAIL _ N.T.S. REVISIONS Q12-15-2014 I J 03-30-2015 SEAL 5fANL�Y 5fANCZYK ARCH1W RA — 08990 1001 N FEDERAL HWY. SUITE 337, HALLANDALE BEACH, FL 33009 TEL:- 954-963-4550 STAIR SHOP DRAWINGS DA O MMO ANGEL 6a AM SHEET MAO°HRIWER mics corY 5n-4 DALE: 10-�-�14 NWQ FLORA 4 OF 5 SHEEIS 1001 N FEDERAL HK ZZ 337,HALLANDAIE BEACH.FL 33009 tnanjemp. SME-SHOW WOOD BALUSTRADE STRUCTURAL INFORMATION BUILDING CODE REQUIREMENTS TO BE EXPRESSED AS A UNIFORM LOAD OR A CONCENTRATED LOAD THE MOST COMMON LOAD REQUIREMENT IS 200# CONCENTRATED OR 50#/FT UNIFORM PICKET LOADS ARE 25#/FT UNIFORM LOAD BASIC FORMULA FOR BENDING MOMENT AND STRESS IS: f=M/S h=HEIGHT OF RAIL FROM ATTACHMENT CAP RAIL M=BENDING MOMENT (IN—LB) (BY MANUF.) S=SECTION MODULUS (IN f W=UNIFORM LOAD (LB/FT) P=CONCENTRATED LOAD (LB) f=UNIT STRESS (PSI) `t STRUCTURAL DATA 3.5" X 3.5" POST Mi=12.5 Sm=7.145 A=12.25 M=hxP = 42 IN x 200# = 8400 in lbs REQUIREMENTS FOR BALUSTRADE USING EXAMPLE TO LEFT FOR 200# CONCENTRATED LOAD f=M/S = 8400 / 12.25 = 685.7143 > 200# CONCENTRATED LOAD REQUIREMENT MAX SPACING OF BALUSTRADE 48" OC #5 REBAR SET IN A NOMINAL 40 (3.50.5 ACTUAL) WOOD BALUSTRADE WITH #5 REBAR 5" DEPTH INTO HI STRENGTH EPDXY CONCRETE AND POST SET IN HI STRENGTH EPDXY(12K psi) MEETS LOAD CONDITIONS POST DETAIL 0 REVISIONS N.T.S. Q12-15-2014 33 03-30-2015 5fANL�Y 5fANCZYK NNW RA — 08990 1001 N FEDERAL HWY. SUITE 337, HALLANDALE BEACH, FL 33009 TEL- 954-963-4550 STAIR SHOP DRAWINGS 01A SHEET MAO0�RESIDENCE AMJCJ COPT ° 5n-411 MW R&MA 1001 N FOAL HIM ON W.HAl1MAE SIEW FL MW SCALE Sm w Sam �v a 4'-0° 14 5 16 11 0 _ ON rL LANDO EY. FINISH FLOOR 41,_So 13 12 11 1 - >0 o � ® z FINISH FLOORr R10'-10° '..' .... ' . ...... .... . ... a 4 R3u 0 0 a• a II i . : " ..•.Goes 0000 : W Lu a p 3 R& Q ® �..�.� • •• • . • • •..• •...• • ..• " lease FINISH FLOOR MOOR M.,M NTS STANLEY STANC7vv ARCHITECT RA-08990 1001 N FEDERAL WW.SUITE 331,HALLANDALE BEACH,FL.33009 TEL:984-963-4550 STAIR SHS'DRMWGS D"MM a WCALM sw WOW E ET AMC CORP DA ww SD-1 MIAM FLORIDA IM N FEDERAL.HW.on 391,NALLATDALE FL 98IDID8 wuat joGog7oon BCALE ORMN I LP D BiI�TB IIS SAFEGUARDS 0 I A. RAILWx$,STAIR RAILWjS AND OTHER SIMILAR SSS SHALL RESIC�MC 0 POLMS PER LNEAL FOOT APPLIED IN ANY-DIRECTION AT THE TOP OF SUCH BARTABLE 83015) B. INTERMEDIATE RAILS,BALUSTERS,PICKETS AND OT14ER RLLERS SHALL BE CAPABLE OF RESISTING A UNIFORM HORIZONTAL LOAD OYER THE GROSS AREA OF NOT LESS THAN 25 POUNDS PER SQUARE FOOT WITw=RESTRICTION BY DEFLECTION,BUT OF NO LESS STR84GTH THAN REaJIRE TO RESIST APPLICABLE WIND LOADS AS SET FORTH WREK C. HANDRAILS SHALL BE DES&W AND C05TRUCTED TO RESIST A LOAD OF NO LESS THAN 200 POUNDS APPLIED IN ANY DIRECTION AND AT ANY POINT ON THE RAIL MX 200 TABLE 83013) Q I D. GUARDS AND HANDRAILS SHALL COMPLY W/FBC 201083122 GUARDS SHALL BE NOT LESS THAN 361 IN HEIGHT I E ALL STAIR RAIL COMPONENTS:POSTS,INTERiIEDIATE RAILS,BALUSTERS,PICKETS AND OTHER FILLERS SHAD.BE SOLD RED OAK(STAIN GRADE HARDWOOD,Fb 3000 psU,MAIFACTURED BY -OAK PONTE,LI C-, MODE.TO BE SELECTED BY OUNER, A 0000.. V 0000. AUZE 4 -- % ��i-� w t r4 000000 0 .. 0000. i -�1= e°•Lil 0000.. . 0000. • (�A4-5.TIA`F cc' IPA 0000.. 0000. . 0000.. .. . 0000 0000 REVISIONS Qf2-6-2014 Feu STANLEY STANCZYK ARCHITECT RA-Os990 1001 N FEDERAL Mr.SUITE 331,HALLA>•DALE BEACA1,FL 33009 TEL:954-963-4550 STAIR SHOP DRAWMGS MA�WI� AMJC, CORP o° XW SD-2 MAPA F QqM em l DOLE WAM FL SM WALS OR= 2 d+0 Wm 1�2" 11/24 HANDRAIL HANDRAIL TO BE all C.M.U. SELECTED SY OWNER WALL 3" z • WOOD BRACKECT - ••• NT .. •0.00• AT4'-0" O.C. (TYP) •••••0 0000 • ••• SECURED WITH 0000.. . . . . . 0000.. 0000. 2-Ii "0 x 3" LONG .:"::. :•. .• ...0. 4 •..• • • 000• • .• TAP CON SCREWS • . . 0000... •. .. 0000.. IN FILLED CELLS '""" '` ' 0000se ' . 0000.. :00 . . • •....• 0 • 0000. .. .+ 0.0.. . 000.0 • 0000.. 0000 . . 0000.. 0000. .. . •0.• 0000 HANDRAIL D N.T.S. STANLEY STANCZYK ARCHITECT RA-08990 1001 N FEDERAL I-W.SUITE 331,HA IANDALE 13EACN,FL.33009 TEL.954-963-4550 STAIR SHOP DRAWINGS °R"roma'""L aoraa�ez woliml AMJC, CORP oa WW SIDE-3 I 31/24 WOOD HANDRAIL AT Q 34" HIGH FROM TREAD (BY MANUF) cv -4- 311/24 PIN TOP WOOD POSTS AT 4'-0" O.C.MAX. (5Y MANUF) 44 x 4" DEEP HOLE TO RECEIVE POSTS AND FILLED WITH EPDXY GROUT f'c = 12000 PSI •• ••• ...... . .. ..... P05T CONECTION .... . .. .... .. .. . . ..... . nTS. • fee 0 0 0 0 0 •• ............... ........... ............. r�vrsrcNs Q12-15-2014 STANLEY STANCZYK ARCHITECT RA-omw 1001 N FEDERAL MY.&M 331,HALL*V&E MEAN,FL 33009 TEL.%4-%3-4550 STAIR SHOP PRAWD A week', AMJC, CORP SD-4 r1AMI,I amm wa N .+6K 8191E 991 FIALLplOALE 9 42!FL 91009 P— 8CAL6 OR= 40F 0 81Ef618 i 1 WOOD 5ALU5TRADE STRUCTURAL INFORMATION BUILDING CODE REWIREMENTS TO BE EXPRESSED AS A UNIFORM LOAD OR A CONCENTRATED LOAD THE MOST COMMON LOAD RECUREMENT IS 20P CONCENTRATED OR bVfrT LNIFORM PICKET LOADS ARE 25#/FT LNIFORM LOAD BASIC FORhIULA FOR BENDING MOMENT AND STRESS IS- F=m/8 h-HEIGHT OF RAIL FROM ATTACI4'1ENT CAP RAIL M-BENDING MOMENT(IN-LB) (BY MANLFJ S=SECTION MODULUS(IN') W=WIFORM LOAD(LB/FT) P=CONCENTRATED LOAD(LB) F=UNIT STRESS(PSI) `r STRUCTURAL DATA 35'X 35°POST MI0125 Sm-1.145 A=1225 M=hxP = 42 IN x 200*=8400 In be REQUIREMENTS FOR BALUSTRADE USING EXAMPLE TO LEFT FOR COAD •• ...... . .. .... F•M/S - 8400/1225 - 685.1143 II'20P CONCENTRATED LOAD REdIl11}M1ENT ...: �141 TRENGTH EPDXY MAX SPACING OF BALUSTRADE 480 OC '....' :••..• ... ...... .. . ... A NOMINAL 44(3545 ACTUAL)WOOD BALUSTRADE SET IN HIGW&fadTI4 EPber..• .... P05T DETAIL (122.pal)IN CONCRETE MINnN 3- IN DEPTH MEETS LOAD CONDITIM:•: • N.T.S. •••.•• . . .... .... REvIsloNs Q12-15-2014 enx STANLEY STANCZYK ARCHITECT RA-Oa99m 1001 N FEDERAL Or 9WTE 331,HALLANDALE BEACH,FL.33009 TE.:954-963-4550 STAIR SHOP DR4WO�A olaaua '�We�� AMJC, CORP I - -SD-4.1 MAMA R aim 1IMNROOK NOtr 81pIE�7 111iLLAlCALE OEI+Ck R.wm .vgmmpm- a" BNpN W dm m WOOD RA I L ING5 5TRUCTURAL INFORMATION WILOM CODE REGUIREMENTS TO BE EXPRESSED AS A UNIFORM LOAD OR A CONCENTRATED LOAD THE MOST COMMON LOAD REWIREMENT 18 1000 CONCENTRATED OR 5017FT UNIFORM PICKET LOADS ARE 250/FT UNIFORM LOAD BASIC FOR wIULA FOR SENDING MOMENT AND STRESS IS-F=M/6 I°OPICKETS 35-x 35-POST CALCULATIONS FOR 5°x 35-POST&WITTED CAP RAIL (BY MANUF) h=HEICsHT OF RAIL FROM ATTACHMENT #411L4u 4a 4n 411 411 4'1[411[411[411[411 4n M-BENDING MOMENT(IN-LB) 4811 S=SECTION MODULUS(IN') W-UNC LOAD(LB/FT) CALCULATIONS FOR PICKETS: P=CONCENTRATED LOAD(LIB) STRUCTURAL DATA 190PICKETS F-UNIT STRESS(PSI) <., Mom-I ft x h - 4 PICKETS PER FOOT CODE WIIFORM LOAD - 250 PER ft M= fxh - 25*x35ft - 8150 M 4 PICKETS IN A FOOT CODE So Wd' - 3.14( I)-0.0098(4) - 03925 (Sm) 32 32 REQUIREMENTS FOR RAILWIS USING EXAMPLE TO LEFT FOR 815+CONCENTRATED LOAD F -M/S - (815 x 12)/03925 - 2615 /4 - 668 NI STRENGTH Q EPDXY 4 PICKETS - 222-WO>81Y(CONCENTRATED LOAD REQUIREMENT) 2 I ICKE I DETAIL A NOMINAL I-o IUOOD PICKET SET IN HIGH STRsT14 EPDXY N.T.8. (12K.pal)M CONCRETE MINIMUN 21 IN DEPTH MEETS LOAD CONDITIONS 1�YISIONB Q01-28-2015 STANLEY STANCZYK ARCHITECT RA-05990 I01 N FEDERAL Or SUITE 331,NALLANDALE BEACR R-33009 TEL:954-963-4550 STAIR SHOP DRAWMGSt M° "W AMJC, CORP D-4.1.1 �. dw Sam 10,01 N Ft�?AI,fN1:8UlE 9B7 FWJJUiDN.E�FL am -eq(aooipm� 8CA46 BFIOBN UP 4' MAX 4' MAX. 31/7°X3/p° 31/2UX3Vip° 3"2°X3%q Post �_ "r Posr 31/7°X37° 31/7"x3/q UP P:r POSt 31/7„x31/7° I 'v POST 3�7°x317° \ -� START 31h°61/7 POST 31/7°x31/7° POST 661851 POST POST POST 6R7�91 4' MAX 4' MAX 4' MAX e • ...... • • • • • • •••• • •• • ••• • • •e e• • •• • ••e• s ••e••s • • so** • • • • •••• • P05T LOCATION 5KETCH REvrSror+18 N.T.S. Q 12-15-201412-15-2014� STANLEY STANCZYK ARCHITECT RA- 1001 K FEDERAL Or &M 331,NAL L.*VALE WAG14,K-33009 TEL:94-%3-4550 STAIR SHOP PRAM-45 womommms AMC, CORP D-41 1N 811E E61i ►r f ► A ALL STAIR RAIL COMPONENTS: POSTS,INTERMEDIATE RAILS,BALUSTERS,PICKETS AND OT14ER FILLERS SMALL BE SOLIP RED OAK(STRUCTURAL GRADE I OR BETTER fb 3000 psi),MANUFACTURED BY"OAK PONTE,LLC°, MODEL TO BE SELECTED BY OWER. rl " x I" WOOD HANDRAIL AT 42" HIGH FROM TREAD A Q 1"� WOOD PICKECT TO REJECT 311/2" SPHERE _ 31/2"61/2" WOOD POSTS AT 4'-0" OL. MAX. `n 311/24 WOOD HANDRAIL AT 34" HIGH FROM TREAD 231/411 Q I 11" N 311/2 SPH 411x4" x 3" DEEP HOLE 0 TO RECEIVE POSTS EXISTING AND FILLED WITH CONCRETE STAIR EPDXY GROUT f'c = 12000 PSI (SEE STRUCTURAL PLANS) REVISIONS TYPICAL RAILING IDETAIL Q 12-5-2014 Q01-28-2014 STANLEY STANCZYK ARCHITECT RA- 1001 N FIXIM L MY.SUITE 331,HALLANDALE MAN,H-33M TEL:954-%3-4550 STAIR SNOP DRAWINGS °m'''`'om '� AMJC, CORP o° W SD-5 MIA R 0 4M 1001 N FWBM six 5 son Miami Shores Village � 4 Building Department NOV 111014 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 ,'t Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 2016 ll BU I LDI NG Master Permit No. C,' (D�j 3�°Z I PERMIT APPLICATION Sub Permit No. Imo/ /1/- - 90/ ❑BUILDING ❑ ELECTRIC ❑ ROOFING XREVISION ❑ EXTENSION ❑RENEWAL PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP U L CONTRACTOR DRAWINGS JOB ADDRESS: 1,dO � 'cO S City: Miami Shores County: Miami Dade Zio• �� p Folio/Parcel#: I'SZL O G 0311as r�� Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: (� Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): I tea i�( C;� 1 ° phOn �—'�� O{ Address: "((,l� ,rnvim 1 City: �� c��Q�`� State: Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: ► 5 Phone#:_ Address: A) City: /H' State: Zip: �3 M21 Qualifier Name: tit hf\ V/V J>-W15 Phone#: State Certification or Registration#: l7 c2 e31m`�� Certificate of Competency M DESIGNER:Architect/Engineer: Phone#: Address City: State Zip: Value of Work for this Permit:$_ 1 0,cbCb. d Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ /Re lace Re air p p El Demolition Description of Work: =P #A A Li o eas ,Der bf afl Specify color of color thru tile: Submittal Fee$ Permit Fee$ 2a4 CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) i 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, i FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... it 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. u "WARNING TO OWNER. YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature .!% Signature "�' OWNER or AGENT C RACTOR The foregoing instrument was acknowledged before me this The reg Ing instrument was acknowledged beforg me this r day of �by `�I`I"d�ay of Nl� 201 by p `r'�CA r-- ,who' ersonally kno -imr) w_ 15� who i ersonally me or who has produced as me or who has produced identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBI LQ { o X o 0 CL -v Sign: Sign: '^l z m - Z r. Print: Print: l V i�-t w� o �'v Pv®� Notary PUNIC Walu uZ Seal: a Joanna M Feliciano $ f7 y c My Commission FF 082753 Seal: - T m 9jg®spo'� Expit�so1/12/2018 c 0 o G 3 �4 N Z d1 tk&tleSe�M&+k9�t8eNe$�y�8�(e49�ge6eSffiNege B�iege geN�5e8eN��Ni�Y9ti�9e&�k�kffis6fl��kAoNe&N�N�4W9eebAt9$+N�ffl�Be A�NeH��k�1eN��NBe�Rsk+k4�k8tak sk�k�k�k&ek�k��k 6�89e&�k�k Nak ok�YA� N��k APPROVED BY l�'�® '�5� Plans Examiner Zoning Structural Review Clerk (Revisedo2/24/2014) Florida Department of Agriculture and Consumer Services Bureau of Liquefied Petroleum Gas Inspection P.O. Box 6700 Tallahassee, Florida 32399.6700 License Number. 23667 Business Mailing Address Licensed Location Address J&J DAVIS PLUMBING SERVICE INC. J&J DAVIS PLUMBING SERVICE INC. 5101 SW 111TH TER 5101 SW 111TH TER DAVIE,FL 333284787 DAVIE,FL 33328-4737 i �I 'i The liquefied petroleum gas license at the bottom of this form is valid ONLY for the company loci at the address on the.itcease. Each business location of a compaWmu*batic onsed. AD t P Gas licenses must be renewed annually. Any license allowed to expire shall become inoperative because of failure to renew. The fee for restoration of a license Is equal to the original license fee and must be paid before the licensee may resume operations. IN THE EVENT OF AN OWNERSHIP CHANGE AT THiS BUSINESS LOCATION: This license may be ftmftrred to any person,firm or corporation for the remainder of the current license year upon written request to the department by the original license holder. License transfers must be approved by the department. All licensing requirements must be met by the transferee and a transfer fee of$50 will apply. To apply for a transfer,contact the Bureau of LP Gas Inspections at(850)921-1600. Pursuant to Chapter 527,Fiortda Statutes,LP Gas licensees must present proof of licensure to any consumer, owner,or and user upon request when engaged in the business of servicing,testing,repairing,maintaining or irgtalling LP Gas systems and/&egitipmelitt. For future correspondence,please make any needed•cort8c tions or changes to your business mailing address and/or you licensed location address and return the UPPER PORTION with corrections to: Florida Department of Agdcuitil.ire and Consumer Services Bureau of Liquefied Petroleum Gas Inspection P.O. Box 6700 Tallahassee, Florida 32399-6700 Cut Here State of Florida . Department of Agriculture and Consumer Services Division of Consumer Services License Nwnber. 23887 Bureau of Liquefied Petroleum Gas Inspection Exphadw Dam: August 31,2016 (850)921-1600 Date of Issue: somber 1.2014 Type $M.00 PosTDENSE Tallahassee, Florida �cc n: CONSPICUOUSLY Liquefied Petroleum Gas License LP GAS INSTALLER GOOD FOR ONE LOCATION ONLY ANY CHANGE OF OWNERSHIP OR SALE OF THIS BUSINESS RENDERS THIS LICENSE INVALID This license Is Issued Lanier authoft of Section 827.42.Ftorlds Statutes,to: J &J DAVIS PLUMBING SERVICE INC. 5101 SW 111TH TER AD H.PUTNAM DAVIE, FL 33328-4737 COMMISSIONER OF AGRICULTURE �I ii co 115 S.Andrews Ave., Rm.A-100. Ft Lauderdale, FL 33301-1895—954-831-4000 VAUD OCTOBER 1,2014 THROUGH SEPTEMBER30s 2015 SBA: Revel #:189-239311 Brininess Name:J & J DAVIS PLUMBING SERVICE INC Bu9inese Type,ALL SSS CON'PRACTO (LPI Owner Name:aomq W DAMS JR Busing Opened:02/17/2011 Birelhess Limon:5101 SW 111 TERR StaWCounty/CerdRe8:11-CLPG-17197-4 DAVIE Exemption Code: ii Business Phone:954-680-6543 gg- Z! 9' v;u ✓3' Irk Rooms !) s s Prafessiorais Number of Machines- Vending Type. Tax Amount Ther Fes Cohen Cast Total Paid 27.00 0.00 0.00 27.00 THIS RECEIPT MUST BE POSTED CONSPICUOUSLY IN YOUR PLACE OF BUSINESS THIS WCOPM A TAX RECEIPT This tan Is levied for the privilege of doing business within froward County and Is non-regulatory in nature.You must mad s8 County and/or Municipe ft planning WHEN VALIDATED and mMng f9gWMmentS.ThlS Business Tax Receipt must be trans6smed when the business Is sold, business name has changed or you have moved the business location.This receipt does not indicate that the business Is legal or that It is In compliance with Stale or local laws and regulations. Ma ft Addreew J & J DAVIS PLIIABING SERVICE INC Receipt t#13H-13-00009745 5101 SW 111 TERR Paid 08/20/2014 27.00 DAVIS, FL 33326 II . 2014 - 2015 i' u �I w r n fg x r �`�. f �✓y �1•� Mdress JOHNDAVIS AV.IS,I•R :J$.i,t3A1fiISPLUMBI••NG RVIiLE� J:8�J DA1l'lS PLUMtNG SERVICE INC. 3SW 11TH TER ` { ,ti►�tf „F. 3 -473 J DAV1E;.. .33328-4737 'Crit W.Mb r I�ce> se air • 2391 =2.3�'8�, 5 �Fy`i.'•. t roof••. •}/ to +q ra �b� epwr er � e a#� wasAns pea I $ tr �..,,r- ^'. o c .i,.;°,�`�;`i �cppyi 7`V k`gfs..,ys .a j 6r•."+.` s The �" s. "3•+k�3- +py t �,rar � `"z�� t"'f"' �`r 9�r �� ' � T � f t ° P � { '�'�*'¢4'.5��`0k',� u 'S`'B-tW t '� .t, .:�z r � �r"�� '�i t � 5` .,'S",c pr- t. � 14 � p,,� •6 r" y -�4"^ T'h'u r _ t � '+tti-f ��'��,7�r rn j t Q��,� g••� / •�,,,,� 'w; . ��-�`� �,.F •1.W$idr.`o-- ,,n f. "a 7r/.�..:f .r ��r }'��I�'�i�'�.�G�$ 4.1T��7��;LQ.F�'� �LJ9 . '- i '.'. w £•� ''"t• 1 ,{. �' 4� t i�+L$ <._t `Y '� ��L 9V�MC�•Y:I.M�i`��7 69•�4 naftoTa must i takes.: e a�e`anyrOrsx Vie.. letrrit ailtaaaes in,w ng4O_ ju of Liq �dfPe1 w{ eon X25 � •' ai ha �, rdda ' 90.4 0: + Ia bib Agde ��vislon+ Const>�er Services c® este 1Vo.;23291 t 018 DOW Ex�ir�on;.Da� •.Jtrne•1S,2 Ftot3da a. Exaar O803. i Tl�s�erlltfit�te isue ceder a� r5 fl2, OTiCI j238¢T lllr�k Rt 11 tiS KEINE. t: 11TR = ADS H..P Commi$S1OIVER OF AGRICULTURE X50 Monfo 05( ° r4 t),44" ., 90t4c. ltvv NOV 17 BY: 414 0 t r ! Fw pLgMWGPLAM „ Wit,” t," Approved DisapprovedIle pip w � fife copy A 01 of a l •••• •••••• TRIO ' .. .. .. ...... DESIGN CONSULTANTS • • • • March 27, 2014 •••• ... Miami Shores Village d • ...... Building Department0 At ••• 10050 N.E. 2nd Avenue ;••• Miami Shores, FL 33138 ATTN: Mehdi Asraf Reference: Mateo Residence 900 N.E. 100th Street Miami Shores, FL 33138 Permit No. RC13-2371 Dear Mr. Asraf: In response to our meeting held on Monday, March 24, 2014 at the City of Miami Shores, I am providing responses and additional calculations for the plan review comments dated 2/25/14. Comment 3 —Check the truss connectors of 2 horizontal forces in orthogonal directions and uplift in interaction equation Response: Truss strap designations revised for T-1 &T-2, sheet S-3.0. Refer to attached calculations sheets Bl through B4. Comment 6—Check min. steel of all beams. Response: This was resolved in the meeting Comment 9—These slabs are continuous. Provide continuous slab analysis in both directions. Check punching shear and deflection Response: Concrete beams have been added at the column lines in order to maintain the one-way slab action, refer to revised sheet S-2.0, and calculation sheets B5 &B6.With regard to the cantilevered slab to the north of the stair opening,the top bar size has been revised to a#3 bar.Refer to calculation page B7 for development length of a#3 hooked bar of 6"which works for this condition,and revised section 02/S4.1. 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1 .305.940.0555 F: 1 .866.295.3579 WWW.TRIO-DESIGN.NET I .� 0000 ••• 0000 •0000• 2 • 0000•• •00.00 • ! • •••• •• • •••••• Comment 10—The slab-beam on the right of the stairs is 48"and is subjeat�aforsiolt.Phase ,••••• check for torsion. ••;••; •••• : ••:..• •• •• •• 0000•• 0000•• • • Response: Refer to response#9 • • 0000•• •0000• 0000•• Comment 11 —I could not understand the load path. If it is a framed structure,then ad4fest the ' • infill masonry. The bottom of the beam shall be formed and masonry need to be filled after concrete has hardened. If the existing masonry is being used as load bearing, then check the masonry adequacy. Response: Bottom of new beams proposed at 2" above existing tie beam.After new beams reach full strength, gap will be grouted. Refer to sections 1 &2 on revised sheet S4.1. Comment 13 —Codes for concrete, wood, structural steel not specified. Response: This was resolved in the meeting Comment 16—Provide copies of special inspection form. Response: Attached to this letter. With this letter, I certify that the calculations to follow were prepared by me. Should you have any questions regarding responses to the above, or require additional information,please contact me at 561-699-3776 Sincerely, David B. Rogers P.E. Licensed Engin er# 981 State of Florida 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1 .305.940.0555 F: 1 .866.295.3579 WWW.TRIO-DESIGN.NET 1tt-2 - - - IV�q •��iii pe Wim. ••i••a • -lit acl g7e, �g, 6 60) 5L f�A 42 0 (3 S_ + � 71 7) - o - - 217f q - ) 65� ) - -�-��°7C�) � -- -- - - - ; __'_� � • ! �.•�•• 0000•• �••••• 00 .00 •••s�• ' i 0000•• •••� _ 0. •• 00.00 -B" - — o 090- • • • • Oo gooses E �E • • • cp • - . WG �l .. v�q � �.��4,�Zy�� ( �z_1_�(1�,�}�i�►..�� C!/�ISCt�_I(/"�� : Ll (iq�°��.) "� -111 _ - -- -- --- -- z771-1 I(Oic-Ouce-,1,(- p 4 - - - - 1 , t2- .. . Gong 00.0.0 2,1 000000 0.0• eon::. rX, - . toG, '- •. • G :....: - - . s-. . - - , 0 .. . • - C 06, - -_ - - 66e- -1, ! - - - - - - -- t tl C 7_� .... ...... pa • • • - L7/ 8✓ C� /�2�e�.1� • `• •eo - •iii•• � q • •••• OL�OC(�//3Cv94�, �� Ot - Oe -15 o( Ot ccs - ` z ` -�s f - gg 1 2-)6� 2, ( 12)(IF, 2� Z.4,S) z- ® � . 74,00 -- - - -- - -- — — 4vzzj — — i P n i Project: Mateo ReVdence 0000. • 0000 009000 Date: 3/27/14 `••` . Pae f�� 00 .00:00 .. .. 606..9 YI .00000 . • 6 00 so CONCRETE BEAM DESIGN "" •• +999 ... •. . . 0000. 0000 .. 0000.. Beam Designation 2C6-8 0000.. 0 Beam Size 24" x 12" "9.99 .. 0000.. 0000 Dead Load (#/ft) 1353 "'• Live Load (#/ft) 543 Wind Load (#/ft) 0 0 WU1= 1.2 (DL)+ 1.6 (LL) 2492.4 #/ft WU2= 1.2 (DL) + 1.6 (LL) +0.5 (WL) 2492.4 #/ft WU3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 1895 #/ft WU4=0.9 (DL) + 1.0 (WL) 1217.7 #/ft Span (ft) 15.5 ft MU =WU L2/8 74849.9 ft-# Beam Width 24 in. Effective Depth 9.5 in. Coefficient of Resistance Mu/ (Dbd2 0.4608 Reinforcement Ratio p 0.0083 Steel Area pbd 1.8924 in.' 546 Bars Vu =Wu L/ 2 19316.1 # Design Shear @ 'd' from support 17343.0 # (DVc= (D2(f'c"2)bd 18732.11 # 4Vc/2 9366.06 # 17343.0 < 18732.1 Stirrups not Required VS= (VU - `)VC)/ (D N/A # s1=A„fy d/VS N/A in. S2= d/2 N/A in. #3 Stirrups @ 12 in O.C. Project: Mateo Re!%iderlce •,•••• ��••• Date: 3/27/14 •••� •• Page ...... .. .. ...... CONCRETE BEAM DESIGN ...... ... . ..... .. ... .. ...... Beam Designation 2CB-9 •••••• • Beam Size 20" x 12" �• . . . . ...... .. .. . .... . . Dead Load (#/ft) 2100 Live Load (#/ft) 640 Wind Load (#/ft) 0 0 WU1= 1.2 (DL) + 1.6 (LL) 3544 #/ft Wu2 = 1.2 (DL) + 1.6 (LL) +0.5 (WL) 3544 #/ft WU3= 1.2 (DL) + 1.0 (WL)+0.5 (LL) 2840 #/ft Wu4=0.9 (DL) + 1.0 (WL) 1890 #/ft Span (ft) 9.67 ft MU=WU L2/8 41396.2 ft-# Beam Width 20 in. Effective Depth 9.5 in. Coefficient of Resistance Mu/ 4)bd2 0.3058 Reinforcement Ratio p 0.0054 Steel Area pbd 1.026 in.2 445 Bars Vu =Wu L/2 17129.4 # Design Shear @ V from support 14323.7 # 4)Vc= (D2(f'c1/2)bd 15610.09 # ,�DVc/ 2 7805.05 # 14323.7 < 15610.1 Stirrups not Required VS= (VU- �bVc)/ 4 N/A # s1 =A„f„d /VS N/A in. S2= d/ 2 N/A in. #3 Stirrups @ 12 in O.C. 30.7 fi .... ...... . . . . Pa 2, lro) .. ... .. ... F 1 OCI 413 P ® ®FoOz4� 0 CO :s G� 4�5" ve�& e il,too� (em q e� oc 14�� - .... a,,,� Miami Shores : V ilia •' ...... ** 00 ...... Building Department ;••••: R 100$0"A!.2nd Avenue ••••• Miami ShaFWeFlorida6S,1V ••••• lbl:1305) 795.22074 ••••;• FAI';305) 756.8972 '. . . . . ...... MIAMI SHORES VILLAGE „•'; ' ,,,, ;••••; NOTICE TO BUILDING DEPARTMENT ••�• OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I(We)have been retained byP.4 i0�,V Mf fb!-�> to perform special inspector services under the 11�:dr, Building Cade at the 7 t � project on the below listed structures as of (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: ECB - 711-71 ❑ SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2) JK SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(R4407.5.4) `A SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note:Only the marked boxes apply. The following individual(s)employed by this firm or me are authorized representatives to perform inspection 1. 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect, graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I,(we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I,(we)understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department.Further,upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and S led Engineer/Architect Name Address l 106)6o' c .5 Ave, 5vtx 220 5 VA A.�Y 5CE5 bC-Aa4 I K 3 3 l6O DATE: 3 Z Phone No. 30 Created on 6/10/2009 ollite t� ..,. � ..,., Miami Sor V;60e ...... Building ;Qpan ;ent ;•••�; R'IDA 1005511 N.E.2nd•Av®nue Miami S we , Florida 33T38 ••••• •$p!f305) x'95.2?04 ••�••• •Pat?(305) 756.8972 ••••;• ••••••• . MIAMI SHORES VILLAGE • • . . . ...... NOTICE TO BUILDING DEPARTMENT 00 0 •••• :••••0 OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER •••' THE FLORIDA BUILDING CODE I(We)have been retained by m Raymon Mateo to perform special inspector services under the Florida Building Code at the 900 N F 100 Street project on the below listed structures as of 03/28/2014 (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: ❑ SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2) ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2) X7 SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note:Only the marked boxes apply. The following individual(s)employed by this firm or me are authorized representatives to perform inspection 1. Wissam S. Naamani, P.E. 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I,(we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I,(we)understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department.Further,upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed En ineerlArchitect Name-Wissam S. Naamani P.E. (pw) Dynatech Engineering Corp. 1119/1j' �qss 750 West 84th Street, Hialeah FL 33014 DATE: Marga 28,, 20 ' ,o sLc � �(305) 828-7499 ° Created on 6/10/2009sw X o o � � ® , o 4•` a9 op e s it Z GEOTECHNICAL "` �~.. TESTING LABORATORIES ENVIRONMENTAL DRILLING SERVICES HYDROGEOLOGY • INSPECTION SERVICES ASBESTOS ROOFING DYNATECH ENGINEERING CORP. Miami,November 5,2012 Mr. Raymond Mateo 900 North East 1 0 Street Miami Shores,FL 33138 Re: Proposed Additions @ 900 North East 100`h Street Miami Shores, FL Dear Mr. Mateo: Pursuant to your request, DYNATECH ENGINEERING CORP. (D.E.C.) completed a Subsoil Investigation on November 5, 2012 at the above referenced project. The purpose of our investigation was to help determine the subsoil conditions relative to foundation design of the proposed structure. A total of(2) standard penetration boring tests were performed according to ASTM-D 1586 down to an average depth of 15' below existing ground surface at the locations shown on the attached sketch only. The following graph was developed as a general condition for the subject site: (Refer to field boring logs for exact locations and soil description): Depth From To Description 0'-0" 1'-0" Topsoil and grass and sand w/organics 1'-0" 2'-6" Gray sand 2'-6" 5'-0" Tan medium sand w/rock fragments 5'-0" 15'-0" Tan/white sandy limerock Groundwater table elevation was measured immediately at the completion of each boring and was found at an average depth of 11'-0"below existing ground surface at the time of drilling. Fluctuation in water level should be anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected due to the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. 750 West 84 Street, Hialeah, FL 33014-3618 - Phone: (305) 828-7499 - Fax: (305) 828-9598 COP E-Mail: Dynateclh@Bellsouth.net � rnIeO Pn R er �yCetl Pap Page No. 2 900 North East 100" Street, Miami Shores, FL. Based on our understanding of the proposed structure and our field boring logs; the following are our recommendations for foundations design. A- Strip the entire building construction areas plus 5 feet outside perimeter of all topsoil, grass, pavements and tree stumps and construction debris down to clean granular material wherever encountered (see field boring logs). Any underground structures, utilities root systems and drainages trenches, etc...must be removed in their entirety from beneath the proposed construction area. B- Compact all construction areas with a heavy self propelled roller to a minimum of 95%of ASTM D-1557 but not less than 10 passes in each direction. C- Backfill construction areas to required elevation using clean granular homogenous material placed in lifts not to exceed 12 inches in thickness and compact as indicated in items B. Excavate footing areas only to proper depth and recompact using hand held equipment as indicated above. D- Care should be taken not use vibration in case of existing structures in the vicinity of the construction area. If vibration cannot be used for compaction, static compaction may be applied. However, in this case, the compacted layer should not exceed 6 inches in thickness. E- All construction fill material above the water table shall consist of be clean granular homogenous soil, free of organics or other deleterious material, and shall contain no more than 12 percent fines passing a U.S. standard No. 200 sieve and have a Unified Soil Classification System (USCS) designation of GP, GW, GP-GM, GW-GM, SP, or SW. No particle size greater than 3 inches shall be in the top 12 inches of the building pad. Fill material below the water table shall consist of washed free draining gravel to about 12 inches above the water table. (ie; FDOT No. 57 stone or equivalent) unless dewatering is employed. When dewatering is employed, fill material shall consist of clean, granular homogenous soil, free of organics or other deleterious material, and shall contain no more than 5 percent fines passing a US standard No. 200 sieve. F- Verify all compaction efforts by taking an adequate number of field density tests in each layer of compacted material and in each footing pad. G- Representative samples of the on-site and proposed fill material shall be collected and tested to determine the classification and compaction characteristics. H- All Geotechnical work must be performed under the supervision of our geotechnical engineer or his representative to verify compliance with our specifications and the Florida Building Code. I- In the event of existing structures, existing footings or proposed drainage lines, provisions shall be made by the structural engineer and site contractor to protect all footings from undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his recommendations. The above foundation recommendations being achieved and verified, it is our opinion that the proposed structures be designed for a shallow foundation system with a permissible soil bearing pressure not to exceed 2500 P.S.F. 2 Page No. 3 900 North East 100`" Street,Miami Shores, FL. Slabs placed upon compacted fill may be designed using a modulus of subgrade reaction value of 200 pci. The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 110 pcf Buoyant: 60 Pcf. - Angle of internal friction : 30° - Earth pressure coefficient Ka: 0.33; Kp: 3.0 - Angle of wall friction: 30°for steel piles, 20°for concrete or brick walls; 15°uncoated steel. Excavations shall not extend within 1 foot of the angle o f repose, next to existing footings or structures, unless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act. Shorings shall be designed and inspected by Florida licensed professional engineer. Provisions shall be made by the architect, engineer of record and contractor to address differential vibration / dynamic loading; settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to prevent differential settlements. Also note that as a common engineering practice for existing and new construction; outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However, we have compared the field test data obtained in this exploration with our experience with structures similar to those proposed for this report. The estimated magnitude of these settlements is 0.5 to 1 inches. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. 3 Page No. 4 900 North East 100"' Street, Miami Shores, FL. The boring log (s) attached present (s) a detailed description of the soils encountered at test location (s). The soil stratification shown on the boring log (s) is based on the examination of the recovered soil samples and interpretation of the driller's field to . It indicates sonl e y the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using this report the client understands that all data from the borings are strictly for foundation analysis only and are not to be used for excavation or back filling estimates and pricing. Owner and site contractor must familiarize himself with site conditions prior to bidding. For Environmental due diligence; a Phase I and/or Phase II Environmental Site Assessments is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, Wis am Naamani, P.E. V DYNATECH ENGINEERING CORP. ',,�� Florida Reg. No. 39584 a Special Inspector No. 757 ,�� Us Certificate of Authorization No.: CA 5491 �c°` lea 04 • a :' " � °� 11P91111i 4 TEST BORING REPORT DYNATECH ENGINES , RING CORP. 750 WEST 84TH STREET HIALEAH,FL 33014 TEST BORING REPORT (305)828-7499 CLIENT : MR. RAYMOND MATEO DATE:November 1, 2012 PROJECT : Proposed Addition (a HOLE NO.: B-1 ADDRESS : 900 North East 100'4 Street, Miami Shores,FL. DRILLER: AS /RN LOCATION : See attached plan LATITUDE LONGITUDE SAMPLE HAMMER DEPTH 25°86.704'N 80' 17.924'W NO. BLOWS ON DESCRIPTION OF MATERIALS SAMPLER 2 Hand H 2 3 0'-0"to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 5 0'-6"to 2'-6" LIGHT GRAY MEDIUM SAND 6 6 3 2 6 ? 3 4 8 2'-6"to 3'-6" TAN MEDIUM SAND W/ROCK 5 g 4 to 9 FRAGMENTS 5 6 10 10 8 7 18 11 31-611 to 4'-6" TAN SANDY LIMEROCK 11 12 12 13 4'-6"to 15'-0" WHITE SANDY LIMEROCK 12 10 6 11 14 5 8 15 14 9 13 28 16 15 16 17 16 15 15 18 19 18 20 21 22 20 23 24 22 25 26 24 27 28 29 26 30 31 28 32 33 30 34 35 32 36 37 34 38 36 38 Water Level: 11' Below Surface As a mutual protection to clients,the public and ourselves,all reports ate submitted as the confidential publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval H HAND AUGER,A HOLLOW STEM AUGER RoRERU$AL r clients, d authorization far 5 DYNATECH EN GINEERING CORP. 750 WEST 84TH STREET HIALEAH,FL 33014 TEST BORING REPORT (305)828-7499 CLIENT : MR. RAYMOND MATEO DATE: November 1,2012 PROJECT : Proposed AdditionHOLE NO.: B-2 ADDRESS : 900 North East 100fStreet, Miami Shores, FL. DRILLER: AS /RN LOCATION : See attached plan LATITUDE LONGITUDE SAMPLE HAMMER DEPTH 250 86.718'N 80' 17.892'W NO. BLOWS ON "N" DESCRIPTION OF MATERIALS SAMPLER 1 2 Hand H 2 3 0'-0"to 0'-6" TOPSOIL AND GRASS 4 Hand H 4 5 0'-6"to P-0" DARK BROWN MEDIUM SAND 6 6 2 1 4 7 W/ORGANIC STAIN 3 4 9 1'-0" to T-0" LIGHT GRAY MEDIUM SAND 8 4 5 9 10 ,� 10 8 7 16 11 2'-0"to 3'-0" TAN MEDIUM SAND 9 11 12 13 3'-0"to 5'-0" TAN MEDIUM SAND W/ROCK TRACES 12 9 5 9 14 4 7 15 5'-0"to 6'-0" TAN SANDY LIMEROCK 14 12 18 31 16 13 15 17 6'-0"to 15'-0" WHITE SANDY LIMEROCK 16 15 14 18 19 1 20 8 21 22 20 23 24 22 25 26 24 27 28 29 26 30 31 28 32 33 30 34 35 32 36 37 34 38 36 3 Water Level: 11' Below Surface Asa awnral ptotecdOn to Clients,the public and ourselves.all reports am gym;as ft co rr�tial pubbcauon of statement conclusions or extracts from or regarding our repots is reserved pending on our written H HAND AUG£11,A HOLLOW STEM Atten a property of clients,and authonaation for UGER,R REFUSAL 6 S: Boring Test Location Rf N.E. 1001" Street Q Residence B2 °, Tr w z B1 DYNATECH ENGINEERING CORP. Client: Mr.Raymond Mateo Scale:N.T.S. Project: 900 N.E. 100 Street, Miami Shores, Florida Date: November S,2012 Folio No.: 11-3206-034-0220 GENERAL NOTES Soil borings,borings,on unmarked vacant property should be considered preliminary with further boring(s)to be drilled after building pad(s)are staked out. Soil borings on existing structures that are to be demolished should be considered preliminary and additional borings would need to be performed after the structure(s)has been demolished and proposed new building staked out. As a mutual protection to clients,the public and ourselves,all reports are submitted•as confidential property of clients, and authorization for publication of statements, conclusions, extracts from or regarding our reports is reserved pending our written approval. KEY CLASSIFICATION & SYMBOLS Correlation of Penetration Resistance With Particle Size Relative Density and Consistency Boulders > 12 in. Cone Penetration Standard• Cobble 3 in.to 1 in. Tests Penetration Relative Gravel 4.76 mm to 3in. cm3 (Blows/ft.). Density- Sand 0.07 mm to 4.67 mm. Silt 0.005 mm.to 0.074 mm Sands 0-I6 04 Very Loose Clay <0.005 mm 17-40 5-10 Loose 41-80 11-20 Finn Modifiers 81-120 21-30 Very Firm Over 120 31-50 Dense 5%- 10% Slightly Silty or Clayey 10%.-30% Silty or Clayey Silts& 0-3 0-2 Very Loose 30%-50% Very Silty or Very Clayey Clay 4-9 3-4 Soft 0%-5% Slightly Trace 10-17 5-8 Firm 6%- 10% Trace 18-31 9-15 Stiff 11%-20% Little 32-60 16-30 Very Stiff 21%-35% Some Over 60 31-50 Hard >35%And Rock Hardness Descriation Soft Rock core crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core can be broken with fingers Hard Thin edges or rock core cannot be broken with fingers Very Hard Rock core rings when struck with hammer(cherts) Water and Sewer PO Box 330316•3575 S. Lejeune Road MIAMI•DADE Miami, Florida 33233-0316 VERIFICATION FORM T 305-665-7471 I� ' I EXPIRES ONE YEAR FROM DATE ON FORM miamidade.gov ATLAS PAGE: E-8 INV#. FORM#: 201441701 DATE: 2/19/2014 NAME OF OWNER: MATEO RESIDENCE ADDITION M2014003209 PROPERTY ADDRESS: 900 NE 100 ST PROPOSED USAGE/ 4609 SF SFR(ADDITION OF 2ND FLOOR)PER PAPER PLANS NO. OF UNITS: REPLACES: PREVIOUS 2295 SF SFR PER PROPERTY TAX RECORDS 1941 USAGE/NO. OF UNITS: PROPERTY LEGAL: MIAMI SHORES SEC 8 PB 14-33 LOT 10 TO 12 BLK 170 FOLIO NUMBER: 11-3206 034-0220 GALLONS PER DAY INCREASE: I 100 PREVIOUS FLOW: PREVIOUS SQUARE FOOTAGE: C 2,295 ❑ NEW CONSTRUCTION PROPOSED FLOW: 320 PROPOSED SQUARE FOOTAGE — 4,609 Q INTERIOR RENOVATION THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N)_6_INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY,(OR,IF"WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT,(AGREEMENT ID# N/A) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRAWAL. Judy R. Elliott- New Business BY: Representative SIGNATURE OF REPRESENTATIVE AUTHORIZED BY LI N USINESS COMMENTS: EXIST 0289403076 WCC'S$139.00 W/VF$30 W/ALLOC$90 TOTAL$259.00 VAD W/PD INV"DEV RESPONSIBLE FOR DOMESTIC SERVICE'NEW IF REQ TAKES 8-10 WKS PLANS REVIEW COMMENTS: CRITERIA: F-1 THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES NOT HAVE A(N)_-_INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY,(OR,IF"WILL HAVE",UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT VTH THE DEPARTMENT, (AGREEMENT ID#N/A). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMEN L AGENCIES HAVING JU ISDICVve TTERS OF SEWAGE DISPOSAL. FURTHE ORE, APPROVAL OF ALL SE AGE FLOWS INTO THE EPARTMMUST BE OBTAINED FROM D.E.R.M. T ANTICIPATED DAILY WATE ND/OR SEWAGE FLOW R THIS PE:ONE HUNDRED[100) GA/MEN AY INCREASE. J /yR, Elliott-News Represe BY: SIGNATUESENTATIVE AUTHORIZED BY NEW BUSINESS COHRS SEPTIC TANK APPROVAL API 133572-N DATED 2/14/2014 PLANS REVIEW COMMENTS: i I CONTACT NAME: RAYMOND MATEO Printed On:2/19/2014 NB: Judy R. Elliott CONTACT PHO 305 794-8850 11:45:10 AM PR: AUTHORIZED BY: Water and Sewer PO Box 330316•3575 S. Lejeune Road MIAMI.SE Miami, Florida 33233-0316 p J T 305-665-7471 miamidade.gov Water Supply Certification Number: 15856-VF-201441701 Water Supply Certification Issued Date: 02/19/2014 Building Process Number: M2014003209 Applicant: Same Owner/Agent: RAYMOND&DAMARIS MATEO Organization: 900 NE 100 STREET Re: Adequate Water Supply Certification MIAMI SHORES, FL 33138 The Miami-Dade Water and Sewer Department (Department) has received your request to receive water services to serve the following project which is more specifically described in the attached Agreement, Verification Form, or Ordinance Letter. Project Name: MATEO RESIDENCE ADDITION M2014003209 Project Location: 900 NE 100 ST Miami Shores Previous Use:2295 SF SFR Proposed Use:4609 SF SFR Previous Flow: 220(GPD) Total Calculated Flow: 320(GPD) Reserved Flow: 100(GPD) The Department has evaluated your request pursuant to Policy CIE-5D and WS-2C in the County's Comprehensive Development Master Plan and Limiting Condition No. 5. of the South Florida Water Management District Water Use Permit Number 13-00017-W. Based on its review of all applicable information, the Department hereby certifies that adequate water supply is available to serve the above described project. This Adequate Water Supply Certification will expire if a building permit is not applied for within 365 days of the date of issuance of said certification. If an Agreement is executed for the proposed project, the certification will remain active with the terms of the Agreement until such time as the building permit is applied for. If a building permit is applied for in accordance with the aforementioned conditions, this certification will remain active with the building permit process. Furthermore, be advised that this adequate water supply certification does not constitute Department approval for the proposed project. Additional reviews and approval may be required from sections having jurisdiction over specific aspects of this project. Also, be advised that the gallons per day (GPD) flow reserved herein is for water certification purposes only and may not be representative of GPD flows used,in calculating connection fees by the utility providing the service. Should you have any questions regarding this matter, please contact Maria A.Valdes, Chief, Comprehensive Planning And Water Supply Certification Section, (786)552-8198 or via email at mavald@miamidade.gov. Sincerely, Comprehensive Planning And Water Supply Certification Section. 5D56CEE 1-6FD5-497F-AB57-183048CE8349 I I assocla� vl A.A1 _ December 11,2013 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Responses to Building Comments Permit Number: RC 13-2371 Address: 900 NE 100th Street Building Critique: 1. Homeowner/G.C.will take care of comment no. 1; 2. Please see sheet A-3 for the corresponding room names; 3. Please see sheet A-3 for locations &detail 2/A-3 for wall reinforcement; 4. As per R311.7.7 Handrails: Handrails shall be provided on at least one side of each continuous run of treads or flight with four or more risers;and R312.1:where required. Guards shall be located along open-sided walking surfaces,including stairs,ramps and landings that are located more than 30 inches (762 mm) measured vertically to the floor or grade below at any point within 36 inches (914 mm) horizontally to the edge of the open side. Insect screening shall not be considered as a guard. In both the steps outside the house and the garage,the height is less than 30 inches and the stairs have three risers. Please detail 2 in sheet A-14 for guard and hand rail information; 5. Please see sheet A-3 for the added concrete slabs outside doors D-1303 & D-1304; 6. Please see sheet A-3 for the revised landing at the garage stair, 7. Homeowner/G.C.will take care of comment no. 7; 8. All windows are at a minimum of 36 A.F.F., please see sheet A-11,Section 2 for added typical dimension. Dimensions have been added by the Architect to sheets A-8 &A-9.See sheet A-7 for egress windows &for N.O.A. numbers per assembly; 9. Please see structural drawings &structural engineering consultant's response letter; 10. Please see structural drawings &structural engineering consultant's response letter, Note: An owner-requested change to the structure for the sake of simplicity and cost has been made: the first floor is now entirely a concrete slab and the stair will also be a poured concrete structure with steel reinforcements. Sincerely, Victor J. Bruce A.I.A., LEED R AP AR-0017103 ASI associates, Inc. 370 NE 101=0 Street Miami Shores,Florida 33138 telephone 305-310-5030 fax 1-877-408-8280 email vbruce@ai-associates.net ` ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC. ALL STATE TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMIST-DRILLING-ENVIROMENTAL SERVICES EF(GiRANG 9600 N.W.79h Avenue,Hialeah,Florida 33016-Phone: 305-888-3373 Fax:305-888-7443 PROCTOR COMPACTION TEST ASTM D-1557 Date Aril 30r, 2014 Order Number 14-173 Client R.H.R. of Miami Address 4281 SW 139 Avenue,Miramar,Florida 33027 Pro°ect S.F.R. "Remodeling" Address 900 NE 100 Street,North Miami Beach,Florida Sample Location Stock pile at the job site Soil Description Subgrade: Fine Grey Silica Sand with Traces of Rocks Mix Sampled by Ahbasi Re orted to TEST RESULTS Laborato Number: 14-179 1 Sample Number: 01 The following compaction test was conducted in accordance with the standard methods for Moisture/Density relations of soil using a 10 lb.Hammer and 18"drop A-ASHTO designation T-180-C. %Moisture Dry Density Dry Q�nsityys % Moist S 102.4 5 6 7 W 9 11 12 6.6 104.9 8.4 106.7 Ant. NI 11.6 100.9 Optimum Moisture 8.4 100%Max.Dry Density 106.7 98%Dry Density 104.6 95%Dry Density 101.4 N Gradation test passing 314"Sieve 98.90% Z W Sampled By Abbasi Tested By Wick 14Ah I I I g Checked By 0 Typed By we % MOISTURE ®BBA/ °•P STF rkWAO Reser® e 6 3 J�soi� IKE #692V& A I ATENGWEE & TE ULA INC. e .• o Should any subsoil conditions in the property(area)tested be found different from those encounte ° Ica eported on our Density Test, All State Engineering&testing Consultants,Inc.is not to be held responsible. Op 9 � As a mutual protection to client,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from our reports is reserved. ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC. MALL 5TATE' TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMIST-DRILLING-ENVIROMENTAL SERVICES ltdMMING 9600 N.W.79b Avenue,Hialeah,Florida. 33016-Phone: 305-888-3373 Fax:305-888-7443 Field Density Test of Compacted Soils ASTM D-5195 Client: R.H.R. o Miami Order# 14-173 Address: 4281 SW 139 Avenue,Miramar,Florida 33027 Date: 04-30-14 Project: S.F.R. "Remodeling" Gauge# 13264 Address. 900 NE 100 Street,North Miami Beach,Florida Phone No: Attention: Lab ID# Location 14-772 Bldg. Remodeling North Side Footer 14-773 Bldg. Remodeling East Side Footer 14-774 Bldg. Remodeling Center Interior Footer 14-775 Bldg.Remodeling West Side Footer Descriptio of Material Fine Grey Silica Sand with Traces of Rocks Mix Back Fill Sub grade=x Base rock Sampled By: Tested By: Laboratory Identification Number 14-772 14-773 14-774 14-775 Test Number 1 2 3 4 Depth in Inches 12" 12" 12" 12" Field Density LB/Cu Ft. (Dry Density) 105.5 105.1 105.9 105.2 Moisture Contents 6.2 6.3 6.0 6.5 Maximum Density In the Field(%) 98.9 98.5 99.3 98.7 Compaction Requirement by Specs %of 98% 98% 98% 98% Maximum Density 100%Maximum Density (Lab) 106.7 106.7 106.7 106.7 Proctor T-180 AASHTO Method C 14-179 14-179 1 14-179 1 14-179 Optimum Moisture (%) 8.4 Reported By Abbasi Checked l6Btlo��, By Typed Bywe �•`�c�ON=iP• T ��+i lies 'et m A , ,P.T. 4 If B 11G & TES ®�®�D CANTS, INC. Should any subsoil conditions in the property(area)tested be found different from those encountered on the tested locations reported on our Density Test,All State Engineering&testing Consultants,Inc.is not to be held responsible. As a mutual protection to client,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from our reports is reserved. �+ ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC. ITE TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMIST-DRILLING-ENVIROMENTAL SERVICES ENGINEERWGR 9600 N.W.79`h Avenue,Hialeah,Florida 33016-Phone: 305-888-3373 Fax:305-888-7443 Field Density Test of Compacted Soils ASTM D-5195 Client: R.H.R. of Miami Order# 14-173 Address: 4281 SW 139h Avenue,Miramar,Florida 33027 Date: 05-27-14 Pro'ect: S.F.R. "Remodeling" Gauge# 13264 Address: 900 NE 100m Street,North Miami Beach,Florida Phone No: Attention: Lab ID# Location 14-776 Bldg. Slab on Grade NE Area 14-777 Bldg. Slab on Grade Center of the North Side Area 14-778 Bldg. Slab on Grade NW Area 14-779 Bldg. Slab on Grade SW Area @ Garage 14-780 Bldg. Slab on Grade Center of the South Side Area Descri tion o Material Fine Gre Silica Sand with Traces of Rocks Mix Back Fill Sub grade x I Base rock Sampled By. Tested B Laboratory Identification Number 14-776 14-777 14-778 14-779 14-780 Test Number 5 6 7 8 9 Depth in Inches 12" 12" 12" 12" 12" Field Density LB/Cu Ft. (Dry Density) 105.2 105.7 104.9 106.4 106.0 Moisture Contents 6.0 5.8 6.5 6.4 6.8 Maximum Density In the Field(%) 98.6 99.1 98.3 99.7 99.3 Compaction Requirement by Specs%of 98% 98% 98% 98% 98% Maximum Density 100%Maximum Density(Lab) 106.7 106.7 106.7 106.7 106.7 Proctor T-180 AASHTO Method C 14-179 14-179 14-179 1 14-179 14-179. Optimum Moisture (%) 8.4 Reported By Abbasi Checked By °®®®®a®tu#eo1ee® Typed By We °°°° P'.STS eso® NS Respt � y°,0 Jas® Q02 ALL ��p . ®& TESTIN'Pi®r® ��T@� , INC. A. Should any subsoil conditions in the property(area)tested be found different from those encountered on the tested locations reported on our Density Test,All State Engineering&testing Consultants,Inc.is not to be held responsible. As a mutual protection to client,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from our reports is reserved. KEANE SOIL PRETREAT& COMPACTION, INC. It (954)462-0607 ok Notice of Preventative Treatments for Termites (As required by Florida Building Code(FBC)1-09.2.2} I 0 o S1 r 100 , 6" Address of Treatment P/ D ee lti Applicator X' z Pr(Afict used N Chemical red Gallons applied PercentArea treated linear feet treated cen on S tVR._ Stage of treatment As per 109.2.2 If soil chemical method for termite prevention is used,final exterior treatment shall be completed prior to final building approval. If this notice is for the final-exterior treatment,initial and date this line U.S.DEPARTMENT OF HOMELAND SECURITY ELEVATION TIFIC T FF" aLMWMENCYMANAGEMENTAGENCY O1aJVp,IO-OppS oodlnsimance Pi dgrmri Important!'t aid tfi6 instmet ins pages . evir r,f :,July 3'1,201 SECTION A-PROPERTY INFORMA,.TiON FQR 1�1�LfR�9rrir�311rIP iii' . Al. Building Ownet's Name p �, r '•:.: : :•: RAYMOND AND DAMARIS MATED 12-476 nz :• A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. 900 N.E. 100TH ST . MIAMI SHORESFLORIDA State ZIp3138 A3. Properly Description.{Lot and Block Numbers Tax Parcel Number Legal Description,etc. 9. p ) LOTS 10, 11 & 12, BLOCK 170, P.B. 14, PAGE 33 A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.) RESIDENTIAL A5. Latitude/Longitude:.Let. N25°52'O 1.9011eng, W80010144.6611 Horizontal Datum: NAD 4927 NAD 1983 A8. Attach at least 2 photographs of the building If the Certificate is being used to obtain flood.insurance. A7. Building Diagram Number.1A A8. For a building with a crawlspace or anclosure(a): Ae. For a building with an attached garage: a) Square footage of crawlspace or enclosures) N/A sq it a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the crawlspaceb) Number of permanent flood openings In the Wished garage or enclosures)within 1.0 foot above adjacent grade N/A within 1.0 foot above adjacent grade N/A .0) Total net area of flood openings in A8.b 7T sq in C)' Total net area of flood openings In A9.b N/A sq in d) Engineered flood openings? [("Yes Im No d) Engineered flood openings? 0 Yes ® No 'SECTION B FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP Community Name&Community Number B2:County Name B3.State VILLAGE OF MIAMI SHORES 120652 MIAMI-DADS FLORIDA B4.Map/Panel Number B5.Suffix B6.FIRM Index Date B7.FiRM Panel B8.Flood 59..$ase Flood Cava s) tae 1208600306 L Effecttvs/RevisedDate Zone(s) AO,webweflooddg*) 9/11/09 9/11/09 R N/A B10. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered In Item B9. FIS Profile FiRM [) Community Determined [1 Other/Source: B11. indicate elevation datum used for BFE in Item B9: U NGVD 1929- E3 NAVD 1988 [3.OtherlSource: B12. is the building located in a Coastal Barrier Resources System(C RS)area or Otherwise Protected Area(OPA)? 13 Yes 0 No Designation Date:N/A CBRS OPA. SECTION-C-BUILDING ELEVATION INFORMATION(SURA REQUIRED) C1.- Building elevations are based on: Construction Drawings* Building Under Construction* ;7 Finished Construction A neer Elevation Certificate will be required when construction of the building Is complete. C2. Elevations-Zones Al A30,AE,AH,A(with BFE),VE,V1 V30,V(with BFE),AR,AR/A,ARIAE,AR/AI-A30,AR/AH,ARIAO.Complete Items C2.a-h below according to the building diagram specified In Item A7.In Puerto Rico only,enter meters. Benchmark Utilized: B-62 Vertical Daft= him 192£1 indicate elevation datum usedforthe elevations in items a)through b)below. Ig NGVD-1-929 1.3-NA-VD 9588 El flther/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,crawlspecs,or enclosure floor) 12 .55 ED feet _ ®meters b)Top of the next higher floor 22 55 feet. meters c) Bottom of the lowest horizontal structural member(V Zones only) N/A. feet meters d)Attached garage(top of slab)- N/A.- feet J rheters• a) Lowest elevation of machinery or equipment servicing the building. N/A. 21 feet (3 meters (Describe type of equipment and location in Comments) 11 00 f) Lowest adjacent(finished)grade next to building(LAG) feet [(meters g)Highest adjacent(finished)grade nextto buikling-(HAG) 11 50 0 feet 13 meters h) Lowest adjacent grade at lowest elevation of deck or stairs,including structural support N A feet 13 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 9001. 0 Check here if'comments are provided on back of form. Were latitude and longitude in Section A provided by a 19 Check here if attachments. licensed land surveyor? Yes Q No 6 - .4 Certifier's Name Adis N.Nunez License Number 5924 Title Reg.Land Su rve Company Name Bianco Surveyors,Inc- Address 24 Address 555 N e Dr. City Miami Beach State FL ZIP Code 33141 Signature Date 6/1-8/14 Telephone. 305-855-1200 ELEVATION CERTIFICATE page IMPORTANT:in these spaces,copy the corresponding Information from Section A. FOR.INSUNWCE=,IPANY11� Building Street Address(including Apt.,Unit,Suite,,and/or.Bldg.No.).or P.O.Route and Box No;. Policy Number 900 N.E. . 10OTg ST,` .., .__ City MIAMI SHORES FLORIDA;Stats Co MIAMI* porrrpany"Cwrnber SP TION 1)-SURVEYOR,ENGINEER;OR ARCHITECT CERTIFICATION(CONTINUED) .. Copy both sides of this Elevation Certificate for(1)cornmunity official,(2)insurance agerrt/company,and(3)building owner. �.A G omments �T11U1JE & LONGITTiDE OBTAINED PiY GOOGLE CROWN OF THE' ROAD'"ELEVATION: CENTERLINE ON CENTER 'OF ROAD.- BMII B— -LOCATOR: _3250 . ... EZEV: 8..65 Signature . ate 6/18/14: SCTI - E-BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE.®►(WITHOUT SFE) For Zones AO and A(wfthoutBFE) complete Items EI-E5.If the Certificate is intended to support a I OMA or LoMR-F request;complete Ssctions:p,,B, and C.Far Items E1-E4;use natural grade if.avallable.Check the measurement used.:ln Puerto Rico only,enter meters: E7. Provide efevat►on.fnforrhatfpn 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 adlac6rrt grade(LAG).' -- a)Top of bottom floor(including basement;crawlspac:e•,or enclosure)Is• O feet. 'E]meters (3 above or lielaw the HAG b)'Top of bottom`floor(including basement;:crawlspace,or enclosure)h feet meters ®above or j� below the LAG. E2. For Building Diagrams S-9 with permanent flood openings.providedin Section A Items B and/or g(see.pages 8-9 of instrucfione);the next higher.floor (elevation C2.b in the diagrams)of the building Is .�feet,.D meters j3 above or [3 below the.HAG. E3. Attached garage(top of slab)1s---- --.- fest ja meters Q.above or:13 below the HAG. ,; E4. Top.of platform of rnschinery.and/oru ment servicing the building is: �1 iP feet [3meters j3 above or j below the HAG E5. Zone AO only-:cif no flood depth number is evallable,is the to of the bottom floor elevated in accordance with the community's floodplain management cirdfnance?. p Yes j� No j� Unknown.The iocarofiaial must cerffy this information.in Section G. SECTION F-PROPERTY OIAI)wiER(OR OWNER'S:REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative w o'completes'Secfions A;'B,and E forgone A(without a FEMA-Issued or convnuniiy-'issued BFE) or Zone AO must sign here.The statements In-.Sections A,B,:and E:are correct to the best of rriy knowledge: . .. Property Owner's or Owner's Authorized Representative's Name Address _ City State . ZIP Code Signature Data. Telephone Comments Check here If attachments. . SECTION 10`-COMMUNITY INFORMATION(OPTIONAL) The loci officialwho is authorized by law or ordinance to administer the communftyrs floodplain management ordinance can complete Sections A,B,C(or E),and G of this Elevation Certificate.Complete the applicable Etem(s)and sign below.Check the measurement used In Items G8-G10.In Puerto Rico only,enter meters: -G1.I3 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.) G2.0 A community official completed Section E for a building located in Zone A(without a FEMA.-issued or community-issued BFE)or Zone AO. G3.0 The followingInformation Qtems G4-G10)Is provided for community floodplain.management purposes. 7. G4.Permit Number G5. Date Permit Issued G6. Dete Certificate OfCompliance/Occupancy issued. _T G7. This permit has been issued for. 0 New Construction 13 Substantial Improvement -G8. Elevation of as-bulli lowest floor(including basement)of the building: E3 feet C)meters Datum G9. BFE or{in Zone AO)depth of flooding at the building site. feet :C]meters Datum G10. Community's design flood elevation: feet. [ meters Datum Local Officials Name - Title Community Name Telephone Signature Date Comments Check here if attachments. 13 -®?3 51/ KEANE SOIL PRETREAT & COMPACTION, INC. (954) 462-0607 Notice of Preventative Treatments for Termites (As required by Florida Building Code(FBC) 109.2.2 nl-- oo Sd � i Address of Treatment ,7 a.� V Date Time Applicator by Prod used Chemical used, Gallons applied •4K1 Perc ncentration Area treated linear feet treated s Stage o treatmfent As per 109.2.2—If soil chemical barrier method for termite prevention is used;final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment,initial and date this line ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC. LTI � TESTING LABORATORIES ENGINEERS-INSPECTION SERVICES-CHEMIST-DRILLING-ENVIROMENTAL SERVICES E&d 8�1 g14r 9600 N.W.79'"Avenue,Hialeah,Florida 33016-Phone: 305-888-3373 Fax:305-888-7443 Field Density Test of Compacted Soils ASTM D-5195 Client. R.H.R. of Miami Order# 14-173 Address. 4281 SW 139 Avenue, Miramar, Florida 33027 Date: 07-24-14 Pro'ect: S.F.R. "Remodelin " Gauge# 13264 Address. 900 NE 100 Street,North Miami Beach, Florida Phone No: Attention: Lab ID# T Location 14-1350 Front Terrace Slab on Grade NE Area 14-1351 Front Terrace Slab on Grade SW Area 14-1352 Rear Terrace Slab on Grade NE Area 14-1353 Rear Terrace Slab on Grade SW Area Descri tion o Material Fine Grey Silica Sand with Traces of Rocks Mix Back Fill Sub grade x I Base rock Sampled B : I Tested B Laboratory Identification Number 14-1350 14-1351 14-1352 14-1353 Test Number 10 11 12 13 Depth in Inches 12" 12" 12" 12" Field Density LB/Cu Ft. (Dry Density) 105.0 105.5 105.3 106.8 Moisture Contents 6.7 6.9 6.0 6.4 Maximum Density In the Field(%) 98.4 98.9 98.7 100.1 Compaction Requirement by Specs %of 98% 98% 98% 98% Maximum Density 100%Maximum Density(Lab) 1 106.7 1 106.7 106.7 106.7 Proctor T-180 AASHTO Method C 14-179 14-179 1 14-179 1 14-179 Optimum Moisture (%) 8.4 Reported By Abbasi Checked ,,��i�tuUrrr By ` p. STF N Typed By ss : N.... ••. ��5®• GE S Resctf�11 y ab y .. o — JasoBbs e ALL SN G& TESTINUr Should any subsoil conditions in the property(area)tested be found different from those encountered on the tested locations reported on our Density Test,All State Engineering&testing Consultants,Inc.is not to be held responsible. As a mutual protection to client,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from our reports is reserved. October 30,2014 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Roof Vent Letter Permit Number: RC 13-2371 Address: 900 NE 100th Street Building Inspector, The following is the roof-attic calculation for the required venting of the roof: Info: Roof perimeter: 224'-0" (lineal) Roof area: 2,500 square feet Proposed ventilation: Cor-A-Vent S-400 (white), 1" wide,installed between wood fascia & decorative cornice Calculation: Required: 2,500 s.f. /300=8.3 square feet Provided: 224' x 1" = 18.7 square feet Sinc rely, Victor J. Bruce A. A., LIEED R AP AR-0017103 A&I associates, Inc. 370 NE 10 Is'Street Miami Shores, Florida 33138 telephone 305-310-5030 fox 1-877-408-8280 email vbruce,sai-associates.net c _ PROJECT INFORMATION Location Miami FloridaFlorida Building owner Program user EC Company Comments By EC 1 alto Dataset name C:ITRACE 700 ProjectslEC ENGX13-0017 Mateo Res.trc Calculation time 05:30 PM on 08/08/2013 TRACE®700 version 6.2.7 Location Miami,Florida Latitude 25.0 deg Longitude 80.0 deg Time Zone 5 Elevation 7 ft Barometric pressure 29.9 in.Hg Air density 0.0760 Ib/cu ft Air specific heat 0.2444 Btu/lb-°F Density-specific heat product 1.1151 Btu/h-cfm-°F Latent heat factor 4,908.6 Btu-min/h-cu ft Ii Enthalpy factor 4.5619 Ib-min/hr-cu ft Summer design dry bulb 91 OF _ Summer design wet bulb 78 OF Winter design dry bulb 47 OF '® Summer clearness number 0.95 y Winter clearness number 0.95 Summer ground reflectance 0.20 Winter ground reflectance 0.20 . EDWIN CERNA,PE Carbon Dioxide Level 400 ppm Design simulation period January-December 0 8-10-s 3 Cooling load methodology TETD-TAI Heating load methodology UATD TRAM700 Room Checksums By EC AC-1 COOLING COIL PEAK CLG SPACE PEAK HEATING COIL PEAK TEMPERATURES Peaked at Time: Mo/Hr: 8/18 Mo/Hr.8/18 Mo/Hr. Heating Design Cooling Heating Outside Air: OADB/WB/HR: 89/77/119 OADB:89 OADB: 47 SADB 54.0 74.7 Ra Plenum 76.3 69.1 Space Plenum Net Percent Space Percent Space Peak Coil Peak Percent Return 76.3 69.1 Sens.+Lat. Sens.+Lat Total Of Total Sensible Of Total Space Sens Tot Sens Of Total ReUOA 76.3 69.1 Btu/h Btu/h Btu/h (%) Btu/h (%) Btu/h Bluth (%) Fn MtrTD 0.0 0.0 Envelope Loads Envelope Loads Fn BIdTD 0.0 0.0 Skylite Solar 0 0 0 0 0 0 Skylite Solar 0 0 0.00 Fn Frict 0.0 0.0 Skylite Cond 0 0 0 0 0 0 Skylite Cond 0 0 0.00 Roof Cond 0 0 0 0 0 0 Roof Cond 0 0 0.00 Glass Solar 4,228 0 4,228 9 4,228 10 Glass Solar 0 0 0.00 AIRFLOWS Glass/Door Cond 2,402 0 2,402 5 2,402 6 Glass/Door Cond -3,994 -3,994 35.50 Cooling Heating Wali Cond 3,961 1,220 5,160 11 3,961 9 Wall Cond -3,482 -4,568 40.60 Diffuser 1,798 1,798 Pardtion/Door 0 0 0 0 0 Partition/Door 0 0 0.00 Floor 0 0 0 0 0 Floor 0 0 0.00 Terminal 1,798 1,798 Adjacent Floor 0 0 0 0 0 0 Adjacent Floor 0 0 0.00 Main Fan 1,798 1,798 Infiltration 3,585 3,585 8 900 2 Infiltration -1,513 -1,513 13.45 Sec Fan 0 0 Sub Total=_> 14,176 1,220 15,396 34 11,491 27 Sub Total=_> -8,989 -10,074 89.55 Nom Vent 0 0 Internal Loads Internal Loads AHU Vent 0 0 Infll 59 59 Lights 11,946 0 11,946 26 11,946 28 Lights 0 0 0.00 MlnStoplRh 0 0 People 2,100 0 2,100 5 1,470 3 People 0 0 0.00 Return 1,857 1,857 Misc 16,580 0 16,580 36, 16,580 39, Misc 0 0 0.00 Exhaust 59 59 Sub Total==> 30,626 0 30,626 67 29,996 71 Sub Total==> 0 0 0.00 Rm Exh 0 0 Auxiliary 0 0 Gelling Load 625 -625 0 0 625 1 Ceiling Load -427 0 0.00 Leakage Own 0 0 Ventilation Load 0 0 0 0 0 0 Ventilation Load 0 0 0.00 Leakage Ups 0 0 Ad)Air Trans Heat 0 0 0 0 0 Ad)Air Trans Heat 0 0 0 Dehumid.Ov Sizing 0 0 Ov/Undr Sizing 0 0 0.00 OvlUndr Sbdng 0 0 0 0 0 Exhaust Heat 60 -0.53 ENGINEERING CKS Exhaust Heat -88 -88 0 OA Preheat Diff. 0 0.00 Sup.Fan Heat 0 0 RA Preheat Diff. 0 0.00 Cooling Heating Ret Fan Heat 0 0 0 Additional Reheat 0 0.00 %OA 0.0 0.0 Duct Heat Pkup 0 0 0 System Plenum Heat -1,236 10.98 cfmtW 1.22 1.22 Underflr Sup Ht Pkup 0 0 Underflr Sup Ht Pkup 0 0.00 cfmfton 469.81 Supply Air Leakage 0 0 ,. 0 Supply Air Leakage 0 0.00 fetton 385.22 Btuthr-ft' 31.15 -7.63 Grand Total=> 45,427 507 45,934 100.00 42,112 100.00 Grand Total-> -9,416 -11,250 100.00 No.People 6 IL COOLING COIL SELECTION AREAS HEATING COIL SELECTION Total Capacity Sens Cap. Coll Airflow Enter DBIWBIHR Leave DBANBIHR Gross Total Glass Capacity Coil Airflow Ent Lvg ton MBh MBh cfm °F "F grAb °F °F grAb ft- (%) MBh cfm °F °F Main Clg 3.8 45.9 42.6 1,798 76.3 60.6 54.1 54.0 51.6 53.0 Floor 1,475 Main Htg -11.3 1,798 69.1 74.7 Aux Clg 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Part 0 Aux Htg 0.0 0 0.0 0.0 Opt Vent 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Int Door 0 Preheat 0.0 0 0.0 0.0 ExFlr 0 Total 3.8 45.9 Roof 0 0 0 Humidif 0.0 0 0.0 0.0 Wall 1,430 263 18 Opt Vent 0.0 0 0.0 0.0 Ext Door 0 0 0 Total -11.3 Project Name: TRACE®700 v6.2.7 calculated at 05:30 PM on 08/08/2013 Dataset Name: 13-0017 Mateo Res.trc Alternative-1 System Checksums Report Page 1 of 3 Room Checksums By EC AC-2 COOLING COIL PEAK CLG SPACE PEAK HEATING COIL PEAK TEMPERATURES Peaked at Time: Mo/Hr: 8/15 Mo/Hr:8/14 Mo/Hr. Heating Design Cooling Heating Outside Air: OADB/WB/HR: 91/78/125 OADB:91 OADB: 47 SADB 54.0 75.7 Re Plenum 76.4 69.1 Space Plenum Net Percent Space Percent Space Peak Coil Peak Percent Return 76.4 69.1 Sens.+Let. Sens.+Let Total Of Total Sensible Of Total Space Sens Tot Sens Of Total ReNOA 76.4 69.1 Bluth Btu/h Btu/h (%) Btu/h (%) Btu/h Btu/h (%) Fn MtrTD 0.0 0.0 Envelope Loads Envelope Loads Fn BIdTD 0.0 0.0 Skylite Solar 0 0 0 0 0 0 Skylite Solar 0 0 0.00 Fn Frict 0.0 0.0 Skylits Cond 0 0 0 0 0 0 Skylite Cond 0 0 0.00 Roof Cond 0 0 0 0 0 0 Roof Cond 0 0 0.00 Glass Solar 1,894 0 1,894 9 2,272 12 Glass Solar D 0 0.00 AIRFLOWS Glass/Door Cond 1,141 0 1,141 5 1,075 6 Glass/Door Cond -1,845 -1,845 30.59 Cooling Heating Wall Cond 2,336 659 2,995 14 2,076 11 Wall Cond -2,350 -3,029 50.23 Diffuser 814 814 Partition/Door 0 0 0 0 0 Partition/Door 0 0 0.00 Floor 0 0 0 0 0 Floor 0 0 0.00 Terminal 814 814 Adjacent Floor 0 0 0 0 0 0 Adjacent Floor 0 0 0.00 Main Fan 614 814 Infiltration 2,046 2,046 10 535 3 Infiltration -784 -784 13.01 Sec Fan 0 0 Sub Total=_> 7,416 659 8,075 38 5,958 31 Sub Total=_> -4,979 -5,658 93.83 Nom Vent 0 0 AHU Vent 0 0 Internal Loads Internal Loads Infll 31 31 Lights 5,219 0 5,219 25 5,219 27 Lights 0 0 0.00 MinStop/Rh 0 0 People 1,050 0 1,050 5 735 4 People 0 0 0.00 Return 845 845 Misc 6,826 0 6,826 32 6,826 36 Misc 0 0 0.00 Exhaust 31 31 Sub Total=_> 13,095 0 13,095 62 12,780 67 Sub Total=_> 0 0 0.00 Rm Exh 0 0 Auxiliary 0 0 Ceiling Load 350 -350 0 D 329 2 Ceiling Load -221 0 0.00 Leakage Dwn 0 0 Ventilation Load 0 0 0 D 0 0 Ventilation Load 0 0 0.00 Leakage Ups 0 0 Ad]Air Trans Heat 0 0 0 0 0 Adj Air Trans Heat 0 0 0 Dehumid.Ov Sizing 0 0 Ov/Undr Sizing 0 0 0.00 Ov/Undr Sizing 0 0 0 0 0 Exhaust Heat 31 -0.52 ENGINEERING CKS Exhaust Heat -49 -49 0 OA Preheat Diff. 0 0.00 Sup.Fan Heat 0 0 RA Preheat Diff. 0 0.00 Cooling Heating Ret Fan Heat 0 0 0 Additional Reheat 0 0.00 %OA 0.0 0.0 Duct Heat Pkup 0 0 0 System Plenum Heat 403 6.69 cfmW 1.06 1.06 Underflr Sup Ht Pkup 0 0 Underflr Sup Ht Pkup 0 0.00 cfndton 462.59 Supply Air Leakage 0 0 0 Supply Air Leakage 0 0.00 fetton 434.37 Btulhr•ft° 27.63 -7.89 Grand Total 20,861 260 21,121 100.00 19,066 100.00 Grand Total a> -5,201 -6,031 100.00 No.People 3 COOLING COIL SELECTION AREAS HEATING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DBMBIHR Leave DB/WBIHR Gross Total Glass Capacity Coil Airflow Ent Lvg ton MBh MBh cfm °F °F grAb °F °F grAb ft- (%) MBh cfm °F °F Main Clg 1.8 21.1 19.3 814 76.4 60.8 54.6 54.0 51.6 53.2 Floor 765 Main Htg -6.0 814 69.1 75.7 Aux Clg 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Part 0 Aux Htg 0.0 0 0.0 0.0 Opt Vent 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Int Door 0 Preheat 0.0 0 0.0 0.0 Total 1.8 21.1 Roof 0 0 0 Humidff 0.0 0 0.0 0.0 Wall 895 121 14 Opt Vent 0.0 0 0.0 0.0 Ext Door 0 0 0 Total -6.0 Project Name: TRACE®700 v6.2.7 calculated at 05:30 PM on 08/08/2013 Dataset Name: 13-0017 Mateo Res.trc Alternative-1 System Checksums Report Page 2 of 3 Room Checksums By EC AC-3 COOLING COIL PEAK CLG SPACE PEAK HEATING COIL PEAK TEMPERATURES Peaked at Time: Mo/Hr: 8/17 Mo/Hr:9 117 Mo/Hr.. Heating Design Cooling Heating Outside Air: OADB/WB/HR: 90/77/122 OADB:88 OADB: 47 SADB 54.0 76.2 Re Plenum 76.4 69.1 Space Plenum Net Percent Space Percent Space Peak Coll Peak Percent Return 76.4 69.1 Sens.+Lat Sens.+Let Total Of Total Sensible Of Total Space Sens Tot Sens Of Total Ret/OA 76.4 69.1 Btu/h Btu/h Bluth (%) Btu/h (%) Btu/h Btu/h (%) Fn MtrTD 0.0 0.0 Envelope Loads Envelope Loads Fn BldTD 0.0 0.0 Skylite Solar 0 0 0 0 0 0 Skylite Solar 0 0 0.00 Fn Frict 0.0 0.0 Skylite Cond 0 0 0 0 0 0 Skylite Cond 0 0 0.00 Roof Cond 0 5,909 5,909 10 0 0 Roof Cond 0 -2,641 16.75 Glass Solar 4,309 0 4,309 7 5,207 11 Glass Solar 0 0 0.00 AIRFLOWS Glass/Door Cond 2,290 0 2,290 4 2,049 4 Glass/Door Cond -3,653 -3,653 23.16 Cooling Heating Wall Cond 7,466 2,008 9,474 16 7,531 16 Wall Cond -6,783 -8,640 54.79 Partition/Door 0 0 00 0 Partition/Door 0 0 0.00 Diffuser 1,990 1,990 Floor 0 0 0 0 0 Floor 0 0 0.00 Terminal 1,990 1,990 Adjacent Floor 0 0 0 0 0 0 Adjacent Floor 0 0 0.00 Main Fan 1,990 1,990 Infiltration 6,357 6,357 11 1,490 3 Infiltration -2,577 -2,577 16.34 Sec Fan 0 0 Sub Total=_> 20,421 7,917 28,338 49 16,277 35 Sub Total=_> -13,013 -17,511 111.04 Nom Vent 0 0 AHU Vent 0 0 Internal Loads Internal Loads Infll 100 100 Lights 23,148 0 23,148 40 23,148 50 Lights 0 0 0.00 MinStoplRh 0 0 People 1,400 0 1,400 2 980 2 People 0 0 0.00 Return 2,090 2,090 Misc 5,120 0 5,120 9 5,120 11 Misc 0 0 0.00 Exhaust 100 100 Sub Total=_> 29,668 0 29,668 51 29,248 63 Sub Total=_> 0 0 0.00 Rm 0 0 Auxiliary 0 0 Ceiling Load 1,140 -1,140 0 0 1,071 2 Ceiling Load -728 0 0.00 Leakage Dwn 0 0 Ventilation Load 0 0 0 0 0 0 Ventilation Load 0 0 0.00 Leakage Ups 0 0 Adj Air Trans Heat 0 0 0 0 0 Adj Air Trans Heat 0 0 0 Dehumid.Ov Sizing 0 0 Ov/Undr Sizing 0 0 0.00 Ov/Undr Sizing 0 0 0 0 0 Exhaust Heat 102 -0.65 ENGINEERING CKS Exhaust Heat -160 -160 0 OA Preheat Diff. 0 0.00 Sup.Fan Heat 0 0 RA Preheat Diff. 0 0.00 Cooling Heating Ret Fan Heat 0 0 0 Additional Reheat 0 0.00 %OA 0.0 0.0 Duct Heat Pkup 0 0 0 System Plenum Heat 1,639 -10.39 cfm/ft° 0.79 0.79 Underflr Sup Ht Pkup 0 0 Underfir Sup Ht Pkup 0 0.00 cfintton 412.78 Supply Air Leakage 0 0 0 Supply Air Leakage 0 0.00 felton 521.11 Btulhr-fe 23.03 -6.28 Grand Total-> 51,229 6,617 57,846 100.00 46,595 100.00 Grand Total=> -13,741 -15,770 100.00 No.People 4 COOLING COIL SELECTION AREAS HEATING COIL SELECTION Total Capacity Sens Cap. Coll Airflow Enter DBIWB/HR Leave DBIWB/HR Gross Total Glass Capacity Coil Airflow Ent Lvg ton MBh MBh drn °F °F grAb °F °F grAb ft2 ("/,i MBh cfm °F -F Main Clg 4.8 57.9 52.7 1,990 76.4 60.9 55.3 54.0 50.6 49.4 Floor 2,512 Main Htg -15.8 1,990 69.1 76.2 Aux Clg 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Part 0 Aux Htg 0.0 0 0.0 0.0 Opt Vent 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Int Door 0 Preheat 0.0 0 0.0 0.0 ExFlr 0 Total 4.8 57.9 Roof 2,512 0 0 Humldif 0.0 0 0.0 0.0 Wall 2,446 240 10 Opt Vent 0.0 0 0.0 0.0 Ext Door 0 0 0 Total -15.8 Project Name: TRACES 700 v6.2.7 calculated at 05:30 PM on 08/08/2013 Dataset Name: 13-0017 Mateo Res.trc Alternative-1 System Checksums Report Page 3 of 3 PROJECT INFORMATION Location Miami FloridaFlorida Building owner Program user EC Company Comments By EC Dataset name C:ITRACE 700 ProjectsIEC ENG113-0017 Mateo Res.trc Calculation time 05:30 PM on 08/08/2013 TRACE®700 version 6.2.7 Location Miami,Florida Latitude 25.0 deg Longitude 80.0 deg Time Zone 5 Elevation 7 ft Barometric pressure 29.9 in.Hg Air density 0.0760 Ib/cu ft Air specific heat 0.2444 BtWlb-°F Density-specific heat product 1.1151 Btu/h-cfm-°F Latent heat factor 4,908.6 Btu-min/h-cu ft Enthalpy factor 4.5619 Ib-min/hr-cu ft Summer design dry bulb 91 OF Summer design wet bulb 78 OF Winter design dry bulb 47 OF Summer clearness number 0.95 Winter clearness number 0.95 Summer ground reflectance 0.20 a� Winter ground reflectance 0.20 Carbon Dioxide Level 400 ppm EDWIN CE1kNA, PE Design simulation period January-December 08-10-13 Cooling load methodology TETD-TAI Heating load methodology UATD maw T R4M700 a"Y.% Room Checksums By EC AC-1 COOLING COIL PEAK CLG SPACE PEAK HEATING COIL PEAK TEMPERATURES Peaked at Time: Mo/Hr: 8/18 Mo/Hr:8/18 Mo/Hr.. Heating Design Cooling Heating Outside Air: OADB/WB/HR: 89/77/119 OADB:89 OADB: 47 SADS 54.0 74.7 Re Plenum 76.3 69.1 Space Plenum Net Percent Space Percent Space Peak Coil Peak Percent Return 76.3 69.1 Sens.+LaL Sens.+Let Total Of Total Sensible Of Total Space Sens Tot Sens Of Total ReHOA 76.3 69.1 Btu/h Btu/h Btu/h (%) Btu/h (%) Btu/h Btu/h (%) Fn MtrTD 0.0 0.0 Envelope Loads Envelope Loads Fn BIdTD 0.0 0.0 Skylite Solar 0 0 0 0 0 0 Skylite Solar 0 0 0.00 Fn Frict 0.0 0.0 Skylite Cond 0 0 0 0 0 0 Skylite Cond 0 0 0.00 Roof Cond 0 0 0 0 0 0 Roof Cond 0 0 0.00 Glass Solar 4,228 0 4,228 9 4,228 10 Glass Solar 0 0 0.00 AIRFLOWS Glass/Door Cond 2,402 0 2,402 5 2,402 6 Glass/Door Cond -3,994 -3,994 35.50 Cooling Heating Wall Cond 3,961 1,220 5,180 11 3,961 9 Wall Cond -3,482 -4,568 40.60 Diffuser 1,798 1,798 Partition/Door 0 0 0 0 0 Partition/Door 0 0 0.00 Floor 0 0 0 0 0 Floor 0 0 0.00 Terminal 1,798 1,798 Adjacent Floor 0 0 0 0 0 0 Adjacent Floor 0 0 0.00 Main Fan 1,798 1,798 Infiltration 3,585 3,585 8 900 2 Infiltration -1,513 -1,513 13.45 Sec Fan 0 0 Sub Total==> 14,176 1,220 15,396 34 11,491 27 Sub Total==> -8,989 -10,074 89.55 Nom Vent 0 0 Internal Loads Internal Loads AHU Vent 0 0 Infil 59 59 Lights 11,946 0 11,946 26 11,946 28 Lights 0 0 0.00 MinStoplRh 0 0 People 2,100 0 2,100 5 1,470 3 People 0 0 0.00 Return 1,857 1,857 Misc 16,580 0 16,580 36 16,580 39 Misc 0 0 0.00 Exhaust 59 59 Sub Total==> 30,626 0 30,626 67 29,996 71 Sub Total==> 0 0 0.00 Rm Exh 0 0 Auxiliary 0 0 Ceiling Load 625 -625 0 0 625 1 Ceiling Load -427 0 0.00 Leakage Dwn 0 0 Ventilation Load 0 0 0 0 0 0 Ventilation Load 0 0 0.00 Leakage Ups 0 0 Adj Air Trans Heat 0 0 0 0 0 Adj Air Trans Heat 0 0 0 Dehumid.Ov Sizing 0 0 Ov/Undr Sizing 0 0 0.00 Ov/Undr Sizing 0 0 0 0 0 Exhaust Heat 60 -0.53 ENGINEERING CKS Exhaust Heat -88 -88 0 OA Preheat Diff. 0 0.00 Sup.Fan Heat 0 0 RA Preheat Diff. 0 0.00 Cooling Heating Ret Fan Heat 0 0 0 Additional Reheat 0 0.00 %OA 0.0 0.0 Duct Heat Pkup 0 0 0 System Plenum Heat -1,236 10.98 cfm/fN 1.22 1.22 Underfir Sup Ht Pkup 0 0 Underflr Sup Ht Pkup 0 0.00 cfmlton 469.81 Supply Air Leakage 0 0 0. Supply Air Leakage 0 0.00 fellon 385.22 Btulhr-ft' 31.15 -7.63 Grand Total==> 45,427 507 45,934 100.00 42,112 100.00 Grand Tota/-> -9,416 -11,250 100.00 No.People 6 IL COOLING COIL SELECTION AREAS HEATING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DBIWB/HR Leave DBIWBIHR Gross Total Glass Capacity Coil Airflow Ent Lvg ton MBh MBh cfm °F °F grAb °F °F grAb ftz (%) MBh cfm °F °F Main Clg 3.8 45.9 42.6 1,798 76.3 60.6 54.1 54.0 51.6 53.0 Floor 1,475 Main Htg -11.3 1,798 69.1 74.7 Aux CIg 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Part 0 Aux Htg 0.0 0 0.0 0.0 Opt Vent 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Int Door 0 Preheat 0.0 0 0.0 0.0 ExFlr 0 Total 3.8 45.9 Roof 0 0 0 Humldff 0.0 0 0.0 0.0 wall 1,430 263 18 Opt Vent 0.0 0 0.0 0.0 Ext Door 0 0 0 Total -11.3 Project Name: TRACE®700 v6.2.7 calculated at 05:30 PM on 08/08/2013 Dataset Name: 13-0017 Mateo Res.trc Alternative-1 System Checksums Report Page 1 of 3 Room Checksums By EC AC-2 COOLING COIL PEAK CLG SPACE PEAK HEATING COIL PEAK TEMPERATURES Peaked at Time: Mo/Hr: 8/15 Mo/Hr.8/14 Mo/Hr.. Heating Design Cooling Heating Outside Air: OADB/WB/H R: 91/78/125 OADB:91 OADB: 47 SADB 54.0 75.7 Re Plenum 76.4 69.1 Space Plenum Net Percent Space Percent Space Peak Coil Peak Percent Return 76.4 69.1 Sens.+Let Sens.+Let Total Of Total Sensible Of Total Space Sens Tot Sens Of Total Ret/OA 76.4 69.1 Btu/h Btu/h Btu/h (%) Btu/h (%) Btu/h Btu/h (%) Fn MtrTD 0.0 0.0 Envelope Loads Envelope Loads Fn BIdTD 0.0 0.0 Skylite Solar 0 0 0 0 0 0 Skylite Solar 0 0 0.00 Fn Frict 0.0 0.0 Skylite Cond 0 0 0 0 0 0 Skylite Cond 0 0 0.00 Roof Cond 0 0 0 0 0 0 Roof Cond 0 0 0.00 Glass Solar 1,894 0 1,894 9 2,272 12 Glass Solar 0 0 0.00 AIRFLOWS Glass/Door Cond 1,141 0 1,141 5 1,075 6 Glass/Door Cond -1,845 -1,845 30.59 Cooling Heating Wall Cond 2,336 659 2,995 14 2,076 11 Wall Cond -2,350 -3,029 50.23 Partition/Door 0 0 0 0 0 Partition/Door 0 0 0.00 Diffuser 814 814 Floor 0 0 0 0 0 Floor 0 0 0.00 Terminal 814 814 Adjacent Floor 0 0 0 0 0 0 Adjacent Floor 0 0 0.00 Main Fan 814 814 Infiltration 2,046 2,046 10 535 3 Infiltration -784 -784 13.01 Sec Fan 0 0 Sub Total=_> 7,416 659 8,075 38 5,958 31 Sub Total=_> -4,979 -5,658 93.83 Nom Vent 0 0 AHU Vent 0 0 Internal Loads Internal Loads Infil 31 31 Lights 5,219 0 5,219 25 5,219 27 Lights 0 0 0.00 MlnStoplRh 0 0 People 1,050 0 1,050 5 735 4 People 0 0 0 p .00 Return 845 845 Misc 6,826 0 6,826 32 6,826 36 Misc 0 0 0.00 Exhaust 31 31 Sub Total=_> 13,095 0 13,095 62 12,780 67 Sub Total=_> 0 0 0.00 Rm Exh 0 0 Auxiliary 0 0 Ceiling Load 350 -350 0 0 329 2 Ceiling Load -221 0 0.00 Leakage Dwn 0 0 Ventilation Load 0 0 0 0 0 0 Ventilation Load 0 0 0.00 Leakage Ups 0 0 Adj Air Trans Heat 0 0 0 0 0 Adj Air Trans Heat 0 0 0 Dehumid.Ov Sizing 0 0 Ov/Undr Sizing 0 0 0.00 Ov/Undr Sizing 0 0 0 0 0 Exhaust Heat 31 -0.52 ENGINEERING CKS Exhaust Heat -49 -49 0 OA Preheat Diff. 0 0.00 Sup.Fan Heat 0 0 RA Preheat Diff. 0 0.00 Cooling Heating Ret Fan Heat 0 0 0 Additional Reheat 0 0.00 %OA 0.0 0.0 Duct Heat Pkup 0 0 0 System Plenum Heat -403 6.69 cfmW 1.06 1.06 Underfir Sup Ht Pkup 0 0 Underflr Sup Ht Pkup 0 0.00 cWton 462.59 Supply Air Leakage 0 0 0 Supply Air Leakage 0 0.00 ft°Iton 434.37 Stuthr-ft= 27.63 -7.89 Grand Total=_> 20,861 260 21,121 100.00 19,066 100.00 Grand Total a> -5,201 -6,031 100.00 No.People 3 COOLING COIL SELECTION AREAS HEATING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DBIWBIHR Leave DBIWBIHR Gross Total Glass Capacity Coil Airflow Ent Lvg ton MBh MBh cfm °F °F gr/lb °F °F gr/lb ft- (%) MBh cfm °F °F Main Clg 1.8 21.1 19.3 814 76.4 60.8 54.6 54.0 51.6 53.2 Floor 765 Main Htg -6.0 814 69.1 75.7 Aux Clg 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Part 0 Aux Htg 0.0 0 0.0 0.0 Opt Vent 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Int Door 0 Preheat 0.0 0 0.0 0.0 EXFir 0 Total 1.8 21.1 Roof 0 0 0 Humildif 0.0 0 0.0 0.0 wall 895 121 14 OptVant 0.0 0 0.0 0.0 Ext Door 0 0 0 Total -6.0 Project Name: TRACE®700 v6.2.7 calculated at 05:30 PM on 08/08/2013 Dataset Name: 13-0017 Mateo Res.trc Alternative-1 System Checksums Report Page 2 of 3 Room Checksums By EC AC-3 COOLING COIL PEAK CLG SPACE PEAK HEATING COIL PEAK TEMPERATURES Peaked at Time: Mo/Hr: 8/17 Mo/Hr:9/17 Mo/Hr. Heating Design Cooling Heating Outside Air: OADB/WB/HR: 90/77/122 OADB:88 OADB: 47 SADB 54.0 76.2 Re Plenum 76.4 69.1 Space Plenum Net Percent Space Percent Space Peak Coil Peak Percent Return 76.4 69.1 Sens.+Let Sens.+Let Total Of Total Sensible Of Total Space Sens Tot Sens Of Total Ret/OA 76.4 69.1 Btu/h Btu/h Btu/h (%) Btu/h (%) Btu/h Btu/h (%) Fn MtrTD 0.0 0.0 Envelope Loads Envelope Loads Fn BIdTD 0.0 0.0 Skylite Solar 0 0 0 0 0 0 Skylite Solar 0 0 0.00 Fn Frict 0.0 0.0 Skylite Cond 0 0 0 0 0 0 Skylite Cond 0 0 0.00 Roof Cond 0 5,909 5,909 10 0 0 Roof Cond 0 -2,641 16.75 Glass Solar 4,309 0 4,309 7 5,207 11 Glass Solar 0 0 0.00 AIRFLOWS Glass/Door Cond 2,290 0 2,290 4 2,049 4 Glass/Door Cond -3,653 -3,653 23.16 Cooling Heating Wall Cond 7,466 2,008 9 g 474 16. 7 531 16 Wall Cond II -6,783 -8,640 54.79 Partition/Door 0 0 0 0 0 Partition/Door 0 0 0.00 Diffuser 1,990 1,990 Floor 0 0 0 0 0 Floor 0 0 0.00 Terminal 1,990 1,990 Adjacent Floor 0 0 0 0 0 0 Adjacent Floor 0 0 0.00 Main Fan 1,990 1,990 Infiltration 6,357 6,357 11 1,490 3 Infiltration -2,577 -2,577 16.34 Sec Fan 0 0 Sub Total=_> 20,421 7,917 28,338 49 16,277 35 Sub Total=_> -13,013 -17,511 111.04 Nom Vent 0 0 Internal Loads Internal Loads AHU Vent 0 0 Infll 100 100 Lights 23,148 0 23,148 40 23,148 50 Lights 0 0 0.00 MlnStoplRh 0 0 People 1,400 0 1,400 2 980 2 People 0 0 0.00 Return 2,090 2,090 Misc 5,120 0 5,120 9 5,120 11 Misc 0 0 0.00 Exhaust 100 100 Sub Total==> 29,668 0 29,668 51 29,248 63 Sub Total==> 0 0 0.00 Rm Exh 0 0 Auxiliary 0 0 Ceiling Load 1,140 -1,140 0 0 1,071 2 Ceiling Load -728 0 0.00 Leakage Dwn 0 0 Ventilation Load 0 0 0 0 0 0 Ventilation Load 0 0 0.00 Leakage Ups 0 0 Ad)Air Trans Heat 0 0 0 0 0 Adj Air Trans Heat 0 0 0 Dehumid.Ov Sizing 0 0 Ov/Undr Sizing 0 0 0.00 Ov/Undr Sizing 0 0 0 0 0 Exhaust Heat 102 -0.65 ENGINEERING CKS Exhaust Heat -160 -160 0 OA Preheat Diff. 0 0.00 Sup.Fan Heat 0 0 RA Preheat Diff. 0 0.00 Cooling Heating Ret Fan Heat 0 0 0 Additional Reheat 0 0.00 %OA 0.0 0.0 Duct Heat Pkup 0 0 0 System Plenum Heat 1,639 -10.39 cfm/fe 0.79 0.79 Underfir Sup Ht Pkup 0 0 Underfir Sup Ht Pkup 0 0.00 cfm/ton 412.78 Supply Air Leakage 0 0 0 Supply Air Leakage 0 0.00 Iffton 521.11 Btu/hr-ft' 23.03 -6.28 Grand Total==> 51,229 6,617 57,846 100.00 46,595 100.00 Grand Total-> -13,741 -15,770 100.00 No.People 4 11 COOLING COIL SELECTION AREAS HEATING COIL SELECTION Total Capacity Sens Cap. Coil Airflow Enter DBIWB/HR Leave DBA BIHR Gross Total Glass Capacity Coil Airflow Ent Lvg ton MBh MBh cfm °F °F grAb °F °F grAb ft2 {%) MBh cfm °F °F Main Clg 4.8 57.9 52.7 1,990 76.4 60.9 55.3 54.0 50.6 49.4 Floor 2,512 Main Htg -15.8 1,990 69.1 76.2 Aux CIg 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Part 0 Aux Htg 0.0 0 0.0 0.0 Opt Vent 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 Int Door 0 Preheat 0.0 0 0.0 0.0 ExFlr 0 Total 4.8 57.9 Roof 2,512 0 0 Humidif 0.0 0 0.0 0.0 Wall 2,446 240 10 Opt Vent 0.0 0 0.0 0.0 Ext Door 0 0 0 Total -15.8 Project Name: TRACE®700 v6.2.7 calculated at 05:30 PM on 08/08/2013 Dataset Name: 13-0017 Mateo Res.trc Alternative-1 System Checksums Report Page 3 of 3 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Mateo Residence v2 Builder Name: Street: 900 NE 100th Street Permit Office: Miami Shores Village City,State,Zip: Miami,FL,33138- Permit Number: Owner: Jurisdiction: 232600 Design Location: FL,Miami 1. New construction or existing New(From Plans) 9. Wall Types(4771.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=7.8 4771.00 ft2 b.N/A R= ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 6 d.N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types (2516.0 sqft.) Insulation Area a.Under Attic(Vented) R=30.0 2516.00 ft2 6. Conditioned floor area above grade(ft2) 4762 b.N/A R= ft2 Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Windows(625.1 sqft.) Description Area a.Sup:Main1st,Ret:Mainlst,AH:Mainlst 6 316.93 a. U-Factor: Sgl,U=0.65 615.12 ft2 b.Sup: Rooms1st,Ret:Rooms1st,AH:Rooms1st 6 215 SHGC: SHGC=0.35 c.Sup:Attic,Ret:Attic,AH:Rooms2nd 6 416 b. U-Factor: Dbl,U=0.65 9,99 ft2 12.Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.35 a.Central Unit 46.1 SEER:18.00 b.Central Unit 25.0 SEER:20.00 c. U-Factor: N/A ft2 c.Central Unit 59.7 SEER:13.00 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Strip Heat 24.5 COP:1.00 SHGC: b.Electric Strip Heat 12.3 COP:1.00 Area Weighted Average Overhang Depth: 2.000 ft. c.Electric Strip Heat 24.5 COP:1.00 Area Weighted Average SHGC: 0.350 14.Hot water systems 8. Floor Types (3711.0 sqft.) Insulation Area a.Propane Tankless Cap:1 gallons a.Slab-On-Grade Edge Insulation R=0.0 2238.00 ft2 b. Conservation features EF:1.043 b.Floor Over Other Space R=0.0 1473.00 ft2 None c.N/A R= ft2 15.Credits Pstat Glass/Floor Area: 0.131 Total Proposed Modified Loads: 82.13 PASS C Total Standard Reference Loads: 133.88 ASS I hereby certify that the plans and specifications covered by Review of the plans and ST"q this calculation are in compliance with the Florida ne specifications covered by this A ., Code. I calculation indicates compliance Edwin Cernair' with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: 08-10-20 this buildingwill be inspected for p compliance with Section 553.908 M I hereby certify that this building,as designed, is in compliance Florida Statutes. with the Florida Energy-Code. �'O� WE OWNER/AGENT: Edwin Cerna BUILDING OFFICIAL: DATE: 08-10-2013 DATE: - Compliance requires certification by the air handler unit manufacturer that the air 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 -Heat sys#2 may be undersized.Sike of 12.3 was increased to 12.3 for simulation.Please review the Manual J8 report:Cool sys #3 may be undersized.Size of 59.7 was increased to 59.7 for simulation.Please review the Manual J8 report. 8/10/2013 8:09 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 6 PROJECT Title: Mateo Residence v2 Bedrooms: 6 Address Type: Street Address Building Type: User Conditioned Area: 4762 Lot# Owner: Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 900 NE 100th Street Permit Office: Miami Shores Village Cross Ventilation: County: Miami-Dade Jurisdiction: 232600 Whole House Fan: City,State,Zip: Miami, Family Type: Single-family FL, 33138- New/Existing: New(From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp v 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 Block1 1481 14810 2 Block2 765 7650 3 Block3 2516 25160 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Mainlst 1481 14810 Yes 6 1 Yes Yes Yes 2 Rooms1st 765 7650 No 3 1 1 Yes Yes Yes 3 Rooms2nd 2516 25160 No 4 5 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Main1st 156 ft 0 1473 ftz 0 0 1 2Slab-On-Grade Edge Insulatio Rooms1st 90 ft 0 765 ftz — 0 0 1 3 Floor Over Other Space Rooms2nd — — 1473 ftz 0 0 0 1 ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch �/ # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Flat tile/slate 2725 ftz 0 ftz Medium 0.96 No 0.9 No 30 22.6 / ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 2516 ft2 N N 8/10/2013 8:09 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 F CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) Rooms2nd 30 2516 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Belo w SpaceFt n A ren R-Value AhSnr 1 N Exterior Concrete Block-Int Insul Mainlst 7.8 44 10 440 ft2 0 0 0.75 0 _ 2 E Exterior Concrete Block-Int Insul Main1st 7.8 25 10 250 ft2 0 0.75 0 _ 3 S Exterior Concrete Block-Int Insul Main lst 7.8 41 10 410 ft2 0 0.75 0 4 W Exterior Concrete Block-Int Insul Mainlst 7.8 33 10 330 ft2 0 0.75 0 5 N Exterior Concrete Block-Int InsulRooms1st 7.8 24 10 240 112 0 0.75 0 _ 6 E Exterior Concrete Block-Int InsulRooms1 st 7.8 29 10 290 ft2 0 0.75 0 7 S Exterior Concrete Block-Int InsulRooms1st 7.8 27.8 10 278 ft2 0 0.75 0 8 W Exterior Concrete Block-Int InsulRooms1 st 7.8 8.7 10 87 ft2 0 0.75 0 9 N Exterior Concrete Block-Int InsuRooms2nd 7.8 68.3 10 683 ft2 0 0.75 0 10 E Exterior Concrete Block-Int InsuRooms2nd 7.8 54 10 540 ft2 0 0.75 0 11 W Exterior Concrete Block-Int InsuRooms2nd 7.8 68.3 10 683 ft2 0 0.75 0 12 S Exterior Concrete Block-Int InsuRooms2nd 7.8 54 10 540 ft2 0 0.75 0 WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single(Clear) Yes 0.65 0.35 99.89999 2 ft 0 in 1 ft 0 in Drapes/blinds None 2 E 2 Metal Single(Clear) Yes 0.65 0.35 105.6000 2 ft 0 in 1 ft 0 in Drapes/blinds None 3 S 3 Metal Double(Tinted) Yes 0.65 0.35 9.989999 2 it 0 in 1 ft 0 in Drapes/blinds None 4 W 4 Metal Single(Clear) Yes 0.65 0.35 48 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 5 N 5 Metal Single(Clear) Yes 0.65 0.35 55.5 ft2 2 ft 0 in 1 ft 0 In Drapes/blinds None 6 E 6 Metal Single(Clear) Yes 0.65 0.35 43.5 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 7 S 7 Metal Single(Clear) Yes 0.65 0.35 22.38000 2 ft 0 in 1 ft 0 in Drapes/blinds None 8 N 9 Metal Single(Clear) Yes 0.65 0.35 70.19999 2 ft 0 in 1 ft 0 in Drapes/blinds None 9 E 10 Metal Single(Clear) Yes 0.65 0.35 42 ft2 2 It 0 in 1 It 0 in Drapes/blinds None 10 W 11 Metal Single(Clear) Yes 0.65 0.35 81.60000 2 ft 0 in 1 ft 0 in Drapes/blinds None 11 S 12 Metal Single(Clear) Yes 0.65 0.35 46.43999 2 ft 0 in 1 ft 0 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 6245.4 342.86 644.80 0.4247 7.8690 8/10/2013 8:09 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP: 1 24.5 kBtu/hr 1 sys#1 2 Electric Strip Heat None COP:1 12.3 kBtu/hr 2 sys#2 3 Electric Strip Heat None COP:1 24.5 kBtu/hr 3 sys#3 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 18 46.1 kBtu/hr 1383 cfm 0.75 1 sys#1 2 Central Unit Split SEER:20 25 kBtu/hr 750 cfm 0.75 2 sys#2 3 Central Unit Split SEER:13 59.7 kBtu/hr 1791 elm 0.75 3 sys#3 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Propane Tankless Exterior 0.96 1 gal 90 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS —Supply— —Return— Air Percent HVAC# v # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Main1st 6 316.93 Main1st 0 ft2 Default Leakage Main1st (Default) (Default)% 1 1 2 Rooms1st 6 215 ft2 Roomslst 0 ft2 Default Leakage Rooms1st (Default) (Default)% 2 2 3 Attic 6 416 ft2 Attic 0 ft2 Default Leakage Rooms2nd (Default) (Default)% 3 3 TEMPERATURES Programable Thermostat:Y Ceiling Fans: [ ] Oct Nov Dec Heating Jan H Jan H Feb N Mar Apr � I May JuApr n Jul Aug Sep L1 Oct X Nov Dec Venting [[ ]]Jan Feb Mar Jun Jul Aug Sep LxJ 8/10/2013 8:09 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 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 8/10/2013 8:09 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant 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: 900 NE 100th Street PERMIT#: Miami, FL,33138- 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 the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and r� sealed in accordance with Section 503.2.7.2 of this code. 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 efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff(gas). Circulating system pipes insulated to=R-2 +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 403.9 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. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 8/10/2013 8:09 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 61 The lower the EnergyPerformance Index,the more efficient the home. 900 NE 100th Street, Miami, FL, 33138- 1. 3138-1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=7.8 4771.00 ft2 b.N/A R= ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 6 d.N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types Insulation Area a.Under Attic(Vented) R=30.0 2516.00 ft2 6. Conditioned floor area(ft2) 4762 b.N/A R= ft2 7. Windows" Description Area c. A R= ft2 a. U-Factor: Sgl,U=0.65 615.12 ft2 11.Ducts R ft2 a.Sup:Main1st,Ret:Main1st,AH:Mainlst 6 316.93 SHGC: SHGC=0.35 b.Sup: Rooms1st,Ret:Rooms1st,AH:Rooms1st 6 215 b. U-Factor: Dbl,U=0.65 9.99 ft2 c.Sup:Attic,Ret:Attic,AH:Rooms2nd 6 416 SHGC: SHGC=0.35 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 46.1 SEER:18.00 SHGC: b.Central Unit 25.0 SEER:20.00 d. U-Factor: N/A ft2 c.Central Unit 59.7 SEER:13.00 SHGC: 13.Heating systems kBtu/hr Efficiency a.Electric Strip Heat 24.5 COP:1.00 Area Weighted Average Overhang Depth: 2.000 ft. b.Electric Strip Heat 12.3 COP:1.00 Area Weighted Average SHGC: 0.350 c.Electric Strip Heat 24.5 COPA.00 8. Floor Types Insulation Area 14.Hot water systems Cap:1 gallons a.Slab-On-Grade Edge Insulation R=0.0 2238.00 ft2 a.Propane EF:0.96 b.Floor Over Other Space R=0.0 1473.00 ft2 c.N/A R= ft2 b. Conservation features None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed(or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: 1f Address of New Home: City/FL Zip: ✓�; r��+ 6p�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 energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation,contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation,if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software l Building Input Summary Report PROJECT Title: Mateo Residence v2 Bedrooms: 6 Address Type: Street Address Building Type: User Bathrooms: 0 Lot# Owner: Conditioned Area: 4762 sq.ft. Block/SubDivision: #of Units: 1 Total Stories: 2 PlatBook: Builder Name: Worst Case: No Street: 900 NE 100th Street Permit Office: Miami Shores Village Rotate Angle: 0 County: Miami-Dade Jurisdiction: 232600 Cross Ventilation: City,State,Zip: Miami, Family Type: Single-family Whole House Fan: FL, 33138- New/Existing: New(From Plans) Terrain: Suburban Year Construct: 2013 Shielding: Suburban Comment: CLIMATE Design Design Temp Int Design Temp Heating Design Daily Temp Location Tmy Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL MIAMI INTL AP 51 90 70 75 149.5 56 Low UTILITY RATES Fuel Unit Utility Name Monthly Fixed Cost $/Unit Electricity kWh ORIGINAL RATES 0 0.09 Natural Gas Therm Florida Average 0 1.72 Fuel Oil Gallon Florida Default 0 1.1 Propane Gallon xx 0 1.4 SURROUNDINGS Shade Trees Adjacent Buildings Omt Type Height Width Distance Exist Height Width Distance N None Oft Oft Oft Oft Oft Oft NE None Oft Oft Oft Oft Oft Oft E None Oft Oft Oft Oft Oft Oft SE None Oft Oft Oft Oft Oft Oft S None Oft Oft Oft Oft Oft Oft SW None Oft Oft Oft Oft Oft Oft W None Oft Oft Oft Oft Oft Oft NW None Oft Oft Oft Oft Oft Oft FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulation Main1st 156 ft 0 1473 ft2 0 0 1 2 Slab-On-Grade Edge Insulation Rooms1st 90 ft 0 765 ft2 ____ 0 0 1 3 Floor Over Other Space Rooms2nd 1473 ft2 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Flat file/slate 2725 ft2 0 ft2 Medium 0.96 No 0.9 No 30 22.6 8/10/2013 8:10 PM EnergyGauge®/USRFSB v3.0 Page 1 of 5 Building Input Summary Report ATTIC # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 2516 ft2 N N CEILING # Ceiling Type Space R-Value Area Framing Fraction Truss Type 1 Under Attic() Rooms2nd 30 2516 ft2 0.11 Wood WALLS Wall orientation below is as entered. Actual orientation is modified by rotate angle shown in"Project"section above. Ad'lS ace Cavity Width Height Sheathing Framing Solar Below # Omt To Wall Type p R-Value Ft In Ft In Area R-Value Fraction Absor. Grade% 1 N Exterior Concrete Block-Int Insul Mainlst 7.8 44 10 440 ft2 0 0 0.75 0 2 E Exterior Concrete Block-Int Insul Mainlst 7.8 25 10 250 ft2 0 0.75 0 3 S Exterior Concrete Block-Int Insul Mainlst 7.8 41 10 410 ft2 0 0.75 0 4 W Exterior Concrete Block-Int Insul Mainlst 7.8 33 10 330 ft2 0 0.75 0 5 N Exterior Concrete Block-Int Insul Rooms1st 7.8 24 10 240 ft2 0 0.75 0 6 E Exterior Concrete Block-Int Insul Rooms1st 7.8 29 10 290 ft2 0 0.75 0 7 S Exterior Concrete Block-Int Insul Rooms1st 7.8 27.8 10 278 ft2 0 0.75 0 8 W Exterior Concrete Block-Int Insul Rooms1st 7.8 8.7 10 87 ft2 0 0.75 0 9 N Exterior Concrete Block-Int Insul Rooms2nd 7.8 68.3 10 683 ft2 0 0.75 0 10 E Exterior Concrete Block-Int Insul Rooms2nd 7.8 54 10 540 ft2 0 0.75 0 11 W Exterior Concrete Block-Int Insul Rcoms2nd 7.8 68.3 10 683 ft2 0 0.75 0 12 S Exterior Concrete Block-Int Insul Rooms2nd 7.8 54 10 540 ft2 0 0.75 0 DOORS Width Height # Omt Door Type Space Storms U-Value Ft In Ft In Area 1 Wood Main1st None 0.2 0.1 0.1 0.1 ft2 WINDOWS Wall Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Storm Area Depth Separation Interior Shade Screening 1 N 1 Metal Single(Clear) Yes 0.65 0.35 N 99.89999 2 ft 0 in 1 ft 0 in Drapes/blinds None 2 E 2 Metal Single(Clear) Yes 0.65 0.35 N 105.6000 2 It 0 in 1 ft 0 in Drapes/blinds None 3 S 3 Metal Double(Tinted) Yes 0.65 0.35 N 9.989999 2 It 0 in 1 ft 0 in Drapes/blinds None 4 W 4 Metal Single(Clear) Yes 0.65 0.35 N 48 ft2 2 It 0 in 1 ft 0 in Drapes/blinds None 5 N 5 Metal Single(Clear) Yes 0.65 0.35 N 55.5 ft2 2 ft 0 in 1 ft 0 in Drapes/blinds None 6 E 6 Metal Single(Clear) Yes 0.65 0.35 N 43.5 ft2 2 ft 0 in 1 It 0 in Drapes/blinds None 7 S 7 Metal Single(Clear) Yes 0.65 0.35 N 22.38000 2 It 0 in 1 ft 0 in Drapes/blinds None 8 N 9 Metal Single(Clear) Yes 0.65 0.35 N 70.19999 2 It 0 in 1 ft 0 in Drapes/blinds None 9 E 10 Metal Single(Clear) Yes 0.65 0.35 N 42 ft2 2 It 0 in 1 ft 0 in Drapes/blinds None 10 W 11 Metal Single(Clear) Yes 0.65 0.35 N 81.60000 2 ft 0 in 1 ft 0 in Drapeslblinds None 11 S 12 Metal Single(Clear) Yes 0.65 0.35 N 46.43999 2 ft 0 in 1 It 0 in Drapes/blinds None 8/10/2013 8:10 PM EnergyGauge®/USRFSB v3.0 Page 2 of 5 t Building Input Summary Report INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 Space(s) 1 Wholehouse Best Guess 0.000500 6245.4 342.86 644.80 0.4247 7.8690 All MASS Mass Type Area Thickness Furniture Fraction Space No Added Mass 0 ft2 0 It 0.3 Main1st No Added Mass 0 ft2 0 ft 0.3 Rooms1st No Added Mass 0 ft2 0 ft 0.3 Rooms2nd HEATING SYSTEM # System Type Subtype Efficiency Capacity Ductless Block 1 Electric Strip Heat None COP:1 24.5 kBtu/hr False 1 2 Electric Strip Heat None COP:1 12.3 kBtu/hr False 2 3 Electric Strip Heat None COP:1 24.5 kBtu/hr False 3 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless Block 1 Central Unit Split SEER:18 46.1 kBtu/hr 1383 cfm 0.75 False 1 2 Central Unit Split SEER:20 25 kBtu/hr 750 cfm 0.75 False 2 3 Central Unit Split SEER:13 59.7 kBtu/hr 1791 cfm 0.75 False 3 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Credits 1 Propane Tankless Exterior 0.96 1 gal 90 gal 120 deg None SOLAR HOT WATER Collector Surface Absorp. Trans Tank Tank Tank Heat PV Pump Collector Type Tilt Azimuth Area Loss Coef. Prod. Corr. Volume U-Value Surf Area Exch Eff Pumped Energy DUCTS DUCT Supply Return Air Percent HVAC# # Location R-Value Area Location Area Number Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Main1st 6 316.9333 Main1st 0 ft2 1 Default Leakage Main1st (Default) (Default) 1 1 2 Rooms1st 6 215 ft2 Rooms1st 0 ft2 1 Default Leakage Rooms1st (Default) (Default) 2 2 3 Attic 6 416 ft2 Attic 0 ft2 1 Default Leakage Rooms2nd Default Default 3 3 TEMPERATURES Programable Thermostat:Y Ceiling Fans: N CoolingJan Feb Mar Apr May Jun Jul Auge Oct Nov Dec HeatinJan Feb �CIJ Mar WApr Ar May Jun 4IJul II Auf]Sep Oct 7()J Nov Dec Ventin Jan Feb [[XX]]Mar [ may Jun [ Jul Aug [ ]Se [XJ Oct [X]Nov Dec 8/10/2013 8:10 PM EnergyGauge®/USRFSB v3.0 Page 3 of 5 Building Input Summary Report j 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 APPLIANCES&LIGHTING Appliance Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Ceiling Fans(Summer) AM 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.33 0.33 0.33 0.33 0.33 %Released: 100 PM 0.33 0.33 0.33 0.33 0.33 1 0.9 0.9 0.9 0.9 0.9 0.65 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Clothes Washer AM 0.105 0.081 0.046 0.046 0.081 0.128 0.256 0.57 0.849 1 0.977 0.872 %Released: 60 PM 0.779 0.698 0.605 0.57 0.581 0.57 0.57 0.57 0.57 0.488 0.43 0.198 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dishwasher AM 0.139 0.05 0.028 0.024 0.029 0.09 0.169 0.303 0.541 0.594 0.502 0.443 %Released: 60 PM 0.377 0.396 0.335 0.323 0.344 0.448 0.791 1 0.8 0.597 0.383 0.281 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dryer AM 0.2 0.1 0.05 0.05 0.05 0.075 0.2 0.375 0.5 0.8 0.95 1 %Released: 10 PM 0.875 0.85 0.8 0.625 0.625 0.6 0.575 0.55 0.625 0.7 0.65 0.375 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Lighting AM 0.16 0.15 0.16 0.18 0.23 0.45 0.4 0.26 0.19 0.16 0.12 0.11 %Released: 90 PM 0.16 0.17 0.25 0.27 0.34 0.55 0.55 0.88 1 0.86 0.51 0.28 Annual Use: 4258 kWh/Yr Peak Value: 1391 Watts Miscellaneous AM 0.48 0.47 0.47 0.47 0.47 0.47 0.64 0.71 0.67 0.61 0.55 0.53 %Released: 90 PM 0.52 0.5 0.5 0.5 0.59 0.73 0.79 0.99 1 0.96 0.77 0.55 Annual Use: 7430 kWh/Yr Peak Value: 1362 Watts Pool Pump AM 0 0 0 0 0 0 0 0 0 1 1 1 %Released: 0 PM 1 1 1 1 0 0 0 0 0 0 0 0 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Range AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 0.343 0.343 0.343 0.4 %Released: 100 PM 0.457 0.343 0.286 0.4 0.571 1 0.857 0.429 0.286 0.229 0.171 0.114 Annual Use: 0 kWhNr Peak Value: 0 Watts Refrigeration AM 0.85 0.78 0.75 0.73 0.73 0.73 0.75 0.75 0.8 0.8 0.8 0.8 %Released: 100 PM 0.88 0.85 0.85 0.83 0.88 0.95 1 0.98 0.95 0.93 0.9 0.85 Annual Use: 775 kWh/Yr Peak Value: 106 Watts Well Pump AM 0.05 0.05 0.05 0.05 0.05 0.05 0.1 0.1 0.1 0.1 0.1 0.1 %Released: 0 PM 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Annual Use: 0 kWh/Yr Peak Value: 0 Watts BLOCKS Number Name Area Volume 1 Block1 1481 14810 14810 2 Block2 765 7650 7650 3 Block3 2516 25160 25160 8/10/2013 8:10 PM EnergyGauge®/USRFSB v3.0 Page 4 of 5 1 Building Input Summary Report SPACES Number Name Area Volume Kitchen Occupants Bedrooms Finished Cooled Heated 1 Main 1st 1481 14810 Yes 6 Yes Yes Yes 2 Roomslst 765 7650 No 3 1 Yes Yes Yes 3 Rooms2nd 2516 25160 No 4 5 Yes Yes Yes 8/10/2013 8:10 PM EnergyGauge®/USRFSB v3.0 Page 5 of 5 t 4 TRIO D E S I G N C ON S U LTA N T S August 9,2013 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores Village,FL 33138 RE: Mateo Residence 900 NE 10011,Street Miami Shores Village,FL Structural Plan Reviewer: Attached to this cover letter,please find 38 pages of structural engineering calculations and documentation for the referenced project.The calculations are for the proposed addition at the above referenced site. I hereby certify with this letter,that the calculations on each page were prepared by me.Please contact this office should you have any questions,or require additional information. Sincerely, David B.Roge ,RLicensed Engin 54981 State of Florida 17100 COLLI NS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1.305.940.0555 F: 1.866.295.3579 WWW.TRIO-DESIGN.NET ti STRUCTURAL CALCULATIONS 100 NE 100TH STREET MIAMI SHORES VILLAGE, FL TABLE OF CONTENTS Subject Pages Wind Loads 1 -4 Concrete Slabs 5-7 Concrete Beams 8-19 Wood Framing 20-23 Footings 24-33 Masonry Wall Design 34-36 Steel Column 37-38 David B.Rogers,P.E. Licensed Engineer#54981 State of Florida 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1.305.940.0555 F: 1.866.295.3579 WWW.TRIO-DESIGN.NET Wind Loads — Mateo Residence, 900 NE 100th Street Miami Shores FL ASCE 7-10, Method 2— Simplified Procedure Main Wind-Force Resisting Systems 1. The building is a simple diaphragm building `LO 2. The building is a low-rise building 4./ 3. The building is enclosed and conforms to the wind-borne debris provisions 4. The building is a regular shape structure _Iz 5. The building is not classified as a flexible building —Z 6. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to galloping or flutter 7. The building has an approximate symmetrical cross-section with a hip roof, 0 < 45° L/ 8. The building is exempted from torsional load cases Wind Design Parameters • Basic Wind Speed, V = 175 mph • Building Risk Category = II • Exposure Category = C • Mean Building Height, h = 22.5 ft above grade • Exposure Adjustment Factor = 1.32 • Roof Slope, 0= 26.6° PS = 1.32 ps30 width of pressure coefficient zone: a = 0.1 (68') = 6.8' OR 0.4 (22.5') = 9.0' whichever is smaller a cannot be less than 0.04 (68') = 2.7' OR 3' USE a = 6.8' 1 Pal e- i Zone PS30 @ 175 PS mph A 62.7 psf 102.8 psf B -19.7 psf -32.2 psf C 41.8 psf 68.6 psf D -11.1 psf -18.2 psf E -58.5 psf -95.9 psf F -38.8 psf -63.7 psf G -40.8 psf -66.8 psf H -29.6 psf -48.6 psf EoH -81.9 psf -134.3 psf GoH -64.2 psf -105.2 psf Components & Cladding — Method 1 1. The mean roof height must be less than 60 ft 2. The building is enclosed and conforms to the wind-borne debris provisions 3. The building is a regular shape structure a0 4. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to galloping or flutter 5. The building has a hip roof with 0 < 270 pnet = 1.32 New P .� Pressures for roof Zone /Area pnet30 @ 175 mph pnet 1 / 10 31.8/-50.5 psf 42.0 /-66.7 psf 1 / 20 29.0 / -49.2 psf 38.3/ -64.9 psf 1 / 50 25.3/-47.3 psf 33.4/-62.4 psf 1 / 100 22.5 /-45.9 psf 29.7/-60.6 psf 2 / 10 31.8 /-88.0 psf 42.0 /-116.2 psf 2 /20 29.0 / -80.9 psf 38.3 /-106.8 psf 2 / 50 25.3/-71.6 psf 33.4/-94.5 psf 2 / 100 22.5/-64.6 psf 29.7/-85.3 psf 3 / 10 31.8 / -130.1 psf 42.0 /-171.7 psf 3/20 29.0 /-121.7 psf 38.3/-160.6 psf 3 / 50 25.3 / -110.5 psf 33.4/-145.9 psf 3 / 100 22.5 /-102.0 psf 29.7/-134.6 psf Wall Pressures Zone/Area pnet3o @ 175 mph pnet 4/ 10 55.3 /-59.9 psf 90.7/-98.2 psf 4/ 20 52.8 /-57.4 psf 86.6/-94.1 psf 4/ 50 49.5 /-54.1 psf 81.2 /-88.7 psf 4/ 100 47.0/-51.7 psf 77.1 /-84.8 psf 5 / 10 55.3/-73.9 psf 90.7 / -121.2 psf 5 / 20 52.8 /-69.0 psf 86.6/ -113.2 psf 5 / 50 49.5 / -62.4 psf 81.2 /-102.3 psf 5 / 100 47.0 /-57.4 psf 77.1 / -94.1 psf P tj Roof Overhangs Zone /Area Pnet30 @ 175 mph pnet 2 / 10 -103.0 psf -136.0 psf 2 / 20 -103.0 psf -136.0 psf 2 / 50 -103.0 psf -136.0 psf 2 / 100 -103.0 psf -136.0 psf 3 / 10 -173.2 psf -228.6 psf 3 / 20 -156.3 psf -206.3 psf 3 / 50 -133.9 psf -176.7 psf 3 / 100 -117.0 psf -154.4 psf t l 1`1 - c) 215 zz �L = -fos _ . d � . 6, 74 o -- ® yam s A0, � Z u Z�l 46 ,-7 Z-O, 6Z2- _ — 0 Vte iC6- c '2) J5,-'n-- ,5 4-2,)(( 01 _704-* Vv zGt (14, 14 e � 49434 01-00S ) ) - 64" FV � LL = 40 - As &�'; , Project: Mateo Residence Date: 6/12/13 Page CONCRETE BEAM DESIGN Beam Designation 2CB-1 At Living Room Beam Size 8" x 19.5" Dead Load (#/ft) 1600 Live Load, L (#/ft) 200 Live Load, L,(#/ft) 400 Wind Load (#/ft) 400 -1000 Wui= 1.2 (DL) + 1.6 (L) +0.5 (L,) 2440 #/ft Wu2= 1.2 (DL) + 1.6 (L,) + L 2760 #/ft Wu3 = 1.2 (DL) + 1.0 (WL) + 1.0 (L) +0.5 (L,) 2720 #/ft WU4=0.9 (DL)+ 1.0 (WL) 440 #/ft Span (ft) 14.67 ft MU = WU L2/9 65997.4 ft-# Beam Width 8 in. Effective Depth 17 in. Coefficient of Resistance Mu/ 4)bd2 0.3806 Reinforcement Ratio p 0.0069 Steel Area pbd 0.9384 in.2 247 Bars Vu =Wu L/2 20244.6 # Design Shear @ V from support 16334.6 # 4)Vc= (D2(f cu2)bd 11173.54 # 4)Vc/ 2 5586.77 # 16334.6 > 5586.8 Stirrups Required Vs= (VU- ':DVC)/ ,:b 6881.4 # s1=A„fy d/VS 32.6 in. S2= d /2 8.50 in. #3 Stirrups @ 8 in O.C. Project: Mateo Residence Date: 6/12/13 Page CONCRETE BEAM DESIGN Beam Designation 2CB-1 At Living Room Beam Size 8" x 19.5" Dead Load (#/ft) 2000 Live Load, L (#/ft) 320 Live Load, Lr(#/ft) 150 Wind Load (#/ft) 170 -420 Wul= 1.2 (DL) + 1.6 (L)+0.5 (Lr) 2987 #/ft Wu2= 1.2 (DL) + 1.6 (Lr)+ L 2960 #/ft Wu3 = 1.2 (DL) + 1.0 (WL) + 1.0 (L)+0.5 (Lr) 2965 #/ft WU4= 0.9 (DL)+ 1.0 (WL) 1380 #/ft Span (ft) 12.50 ft Mu = Wu L2/9 51857.6 ft-# Beam Width 8 in. Effective Depth 17 in. Coefficient of Resistance Mu/ 4)bd2 0.2991 Reinforcement Ratio p 0.0054 Steel Area pbd 0.7344 in.2 247 Bars Vu =Wu L/2 18668.8 # Design Shear @ 'd'from support 14437.2 # 4)Vc= D2(f',"2)bd 11173.54 # (T?Vc/ 2 5586.77 # 14437.2 > 5586.8 Stirrups Required VS= (VU- (DVC)/ (D 4351.5 # s1=A„fy d /VS 51.6 in. S2= d/2 8.50 in. #3 Stirrups @ 8 in O.C. Project: Mateo Residence Date: 6/12/13 Page g® CONCRETE BEAM DESIGN Beam Designation 2CB-1 At Guest Bedroom Beam Size 8" x 19.5" Dead Load (#/ft) 1800 Live Load, L(#/ft) 240 Live Load, L,(#/ft) 150 Wind Load (#/ft) 170 -420 WU1= 1.2 (DL) + 1.6 (L) +0.5 (Lr) 2619 #/ft Wu2= 1.2 (DL) + 1.6 (L,)+ L 2640 #/ft WU3 = 1.2 (DL) + 1.0 (WL)+ 1.0 (L) +0.5 (Lr) 2645 #/ft WU4=0.9 (DL) + 1.0 (WL) 1200 #/ft Span (ft) 16.00 ft MU = WU L2/9 75235.6 ft-# Beam Width 8 in. Effective Depth 17 in. Coefficient of Resistance Mu/ (Dbd2 0.4339 Reinforcement Ratio p 0.008 Steel Area pbd 1.088 in.2 247 Bars Vu=Wu L/ 2 21160.0 # Design Shear @ 'd'from support 17412.9 # 4)Vc= cD2(f'c1/2)bd 11173.54 # (PVc/ 2 5586.77 # 17412.9 > 5586.8 Stirrups Required Vs= (VU- 4)Vc)/ 4) 8319.2 # s1=A„fyd/VS 27.0 in. s2= d/2 8.50 in. #3 Stirrups @ 8 in O.C. Project: Mateo Residence Date: 6/12/13 Page I C CONCRETE BEAM DESIGN Beam Designation 2CB-1 At Family Room Beam Size 8" x 19.5" Dead Load (#/ft) 1700 Live Load, L(#/ft) 160 Live Load, L,(#/ft) 325 Wind Load (#/ft) 325 -800 WU1= 1.2 (DL) + 1.6 (L) +0.5 (L,) 2458.5 #/ft WU2 = 1.2 (DL) + 1.6 (L,)+ L 2720 #/ft Wu3 = 1.2 (DL) + 1.0 (WL)+ 1.0 (L) +0.5 (L,) 2688 #/ft WU4=0.9 (DL) + 1.0 (WL) 730 #/ft Span (ft) 16.0 ft MU =WU L2/9 77368.9 ft-# Beam Width 8 in. Effective Depth 17 in. Coefficient of Resistance Mu/ 4)bd2 0.4462 Reinforcement Ratio p 0.0083 Steel Area pbd 1.1288 in.2 247 Bars Vu =Wu L/ 2 21760.0 # Design Shear @ 'd'from support 17906.7 # (DVc= �D2(f'c1/2)bd 11173.54 # 4)Vc/2 5586.77 # 17906.7 > 5586.8 Stirrups Required Vs= (VU- (�Vc)/ 4) 8977.5 # s1=A„fyd/VS 25.0 in. S2= d/ 2 8.50 in. #3 Stirrups @ 8 in O.C. Project: Mateo Residence Date: 6/12/13 Page 1✓ CONCRETE BEAM DESIGN Beam Designation 2CB-1 At Kitchen Beam Size 8" x 19.5" Dead load (#/ft) 1700 Live Load, L (#/ft) 160 Live Load, L,(#/ft) 325 Wind Load (#/ft) 325 -800 WU1= 1.2 (DL) + 1.6 (L)+0.5 (Lr) 2458.5 #/ft WU2= 1.2 (DL) + 1.6 (L,) + L 2720 #/ft WU3 = 1.2 (DL) + 1.0 (WL) + 1.0 (L) +0.5 (Lr) 2688 #/ft Wua=0.9 (DL) + 1.0 (WL) 730 #/ft Span (ft) 16.0 ft Mu = WU L2/9 77368.9 ft-# Beam Width 8 in. Effective Depth 17 in. Coefficient of Resistance Mu/ 4)bd2 0.4462 Reinforcement Ratio p 0.0083 Steel Area pbd 1.1288 in.2 247 Bars Vu =Wu L/2 21760.0 # Design Shear @ V from support 17906.7 # (DVc= 4)2(f X1/2)bd 11173.54 # (DVc/ 2 5586.77 # 17906.7 > 5586.8 Stirrups Required VS= (VU- 4)VC)/ ,1) 8977.5 # s1=A„fy d/VS 25.0 in. S2= d/2 8.50 in. #3 Stirrups @ 8 in O.C. Project: Mateo Residence Date: 6/12/13 Page 13 CONCRETE BEAM DESIGN Beam Designation 2CB-1 At Dining Room Beam Size 8" x 19.5" Dead Load (#/ft) 2150 Live Load, L(#/ft) 320 Live Load, Lr(#/ft) 355 Wind Load (#/ft) 355 -880 Wul= 1.2 (DL) + 1.6 (L)+0.5 (L,) 3269.5 #/ft Wu2= 1.2 (DL) + 1.6 (Lr) + L 3468 #/ft Wu3 = 1.2 (DL) + 1.0 (WL) + 1.0 (L) +0.5 (L,) 3433 #/ft Wu4= 0.9 (DL) + 1.0 (WL) 1055 #/ft Span (ft) 13.5 ft Mu =Wu L2/9 70227.0 ft-# Beam Width 8 in. Effective Depth 17 in. Coefficient of Resistance Mu/ 4)bd2 0.4050 Reinforcement Ratio p 0.0074 Steel Area pbd 1.0064 in.2 247 Bars Vu=Wu L/2 23409.0 # Design Shear @ V from support 18496.0 # (PVc= D2(f'c1/2)bd 11173.54 # (DVc/2 5586.77 # 18496.0 > 5586.8 Stirrups Required VS= (VU- IDVc)/ (P 9763.3 # s1=A„fy d/VS 23.0 in. S2= d /2 8.50 in. #3 Stirrups @ 8 in O.C. Project: Mateo Residence Date: 6/14/13 Page I CONCRETE BEAM DESIGN Beam Designation 2CB-3 At Family Room Beam Size 8" x 36" Dead Load (#/ft) 2600 Live Load, L(#/ft) 340 Live Load, L,(#/ft) 330 Wind Load (#/ft) 330 -1000 WU1= 1.2 (DL) + 1.6 (L)+0.5 (L,) 3829 #/ft WU2= 1.2 (DL)+ 1.6 (L,) + L 3988 #/ft WU3= 1.2 (DL) + 1.0 (WL) + 1.0 (L)+0.5 (L,) 3955 #/ft WU4=0.9 (DL)+ 1.0 (WL) 1340 #/ft Span (ft) 14.0 ft MU = WU L2/9 86849.8 ft-# Beam Width 8 in. Effective Depth 33 in. Coefficient of Resistance Mu/ (Dbd2 0.1329 Reinforcement Ratio p 0.0033 Steel Area pbd 0.8712 in.2 248 Bars Vu =Wu L/2 27916.0 # Design Shear @ V from support 16949.0 # ,:DVc= ,�2(f'c'/2)bd 21689.81 # (DVc/2 10844.91 # 16949.0 > 10844.9 Stirrups Required VS= (VU- "J/ (D N/A # s1=A„fyd /VS N/A in. S2= d/2 16.50 in. #3 Stirrups @ 16 in O.C. Project: Mateo Residence Date: 6/12/13 Page l� CONCRETE BEAM DESIGN Beam Designation 2CB-4 Beam Size 8" x 12" Dead Load (#/ft) 275 Live Load (#/ft) 200 Wind Load (#/ft) 220 -550 WU1= 1.2 (DL) + 1.6 (LL) 650 #/ft WU2= 1.2 (DL) + 1.6 (LL) +0.5 (WL) 760 #/ft WU3= 1.2 (DL) + 1.0 (WL) +0.5 (LL) 650 #/ft WU4=0.9 (DL) + 1.0 (WL) -302.5 #/ft Span (ft) 9.00 ft M u=W U L2/9 6840.0 ft-# Beam Width 8 in. Effective Depth 9.5 in. Coefficient of Resistance Mu/ (Dbd2 0.1263 Reinforcement Ratio p 0.0033 Steel Area pbd 0.2508 in.2 245 Bars Vu =Wu L/2 3420.0 # Design Shear @ V from support 2818.3 # (DVc= �D2(f'c1/2)bd 6244.04 # 4)Vc/2 3122.02 # 2818.3 < 3122.0 Stirrups not Required VS= (VU- (DVC)/ �D N/A # s1=A„fyd/VS N/A in. S2= d/2 4.8 in. #3 Stirrups @ 5 in O.C. i Project: Mateo Residence Date: 6/12/13 Page !( CONCRETE BEAM DESIGN Beam Designation 2CB-5 Beam Size 8" x 12" Dead Load (#/ft) 275 Live Load (#/ft) 200 Wind Load (#/ft) 220 -550 WU1- 1.2 (DL) 1.6 (LL) 650 #/ft WU2= 1.2 (DL)+ 1.6 (LL)+0.5 (WL) 760 #/ft Wu3 = 1.2 (DL)+ 1.0 (WL) +0.5 (LL) 650 #/ft WU4=0.9 (DL) + 1.0 (WL) -302.5 #/ft Span (ft) 11.0 ft M U =W U L2/9 10217.8 ft-# Beam Width 8 in. Effective Depth 9.5 in. Coefficient of Resistance MU/ 4)bd2 0.1887 Reinforcement Ratio p 0.0033 Steel Area pbd 0.2508 in.' 245 Bars Vu = Wu L/2 4180.0 # Design Shear @ 'd'from support 3578.3 # (�Vc= 4)2(f'c1/2)bd 6244.04 # (�Vc/ 2 3122.02 # 3578.3 > 3122.0 Stirrups Required VS= (VU- ('VJ/ 4) N/A # s1=A„fy d/VS N/A in. S2 = d/2 4.8 in. #3 Stirrups @ 5 In O.C. Project: Mateo Residence Date: 6/12/13 Page 17 CONCRETE BEAM DESIGN Beam Designation 2CB-6 Beam Size 8" x 12" Dead Load (#/ft) 275 Live Load (#/ft) 200 Wind Load (#/ft) 220 -550 WU1= 1.2 (DL)+ 1.6 (LL) 650 #/ft WU2= 1.2 (DL) + 1.6 (LL)+0.5 (WL) 760 #/ft WU3= 1.2 (DL) + 1.0 (WL) +0.5 (LL) 650 #/ft WU4= 0.9 (DL) + 1.0 (WL) -302.5 #/ft Span (ft) 9.0 ft M U=W U L2/9 6840.0 ft-# Beam Width 8 in. Effective Depth 9.5 in. Coefficient of Resistance Mu/ (Dbd2 0.1263 Reinforcement Ratio p 0.0033 Steel Area pbd 0.2508 in.2 245 Bars Vu =Wu L/ 2 3420.0 # Design Shear @ V from support 2818.3 # (DVc= (P2(f'c1/2)bd 6244.04 # ,:DVc/2 3122.02 # 2818.3 < 3122.0 Stirrups not Required VS= (VU- CDVC) N/A # s1=A„fyd/VS N/A in. S2= d/ 2 4.8 in. #3 Stirrups @ 5 in O.C. Project: Mateo Residence Date: 6/12/13 Page Iej CONCRETE BEAM DESIGN Beam Designation RCB-1 Beam Size 8" x 16" Dead Load (#/ft) 500 Live Load (#/ft) 400 Wind Load (#/ft) 400 -980 Wu1= 1.2 (DL) + 1.6 (LL) 1240 #/ft WU2= 1.2 (DL) + 1.6 (LL) +0.5 (WL) 1440 #/ft WU3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 1200 #/ft Wu4=0.9 (DL) + 1.0 (WL) -530 #/ft Span (ft) 6.17 ft Mu=Wu L2/8 6845.1 ft-# Beam Width 8 in. Effective Depth 13.5 in. Coefficient of Resistance MU/ 4bd2 0.0626 Reinforcement Ratio p 0.0033 Steel Area pbd 0.3564 in.2 245 Bars Vu =Wu L/2 4440.0 # Design Shear @ V from support 2820.0 # (PVc= iP2(f'c1/2)bd 8873.11 # Oc/2 4436.55 # 2820.0 < 4436.6 Stirrups not Required VS= (VU- I'Vc)/ (D N/A # s1=A„fy d/VS N/A in. S2=d/ 2 6.8 in. #3 Stirrups @ 6 in O.C. Project: Mateo Residence Date: 6/12/13 Page l� CONCRETE BEAM DESIGN Beam Designation RCB-2 Beam Size 8" x 26" Dead Load (#/ft) 600 Live Load (#/ft) 400 Wind Load (#/ft) 400 -980 Wul= 1.2 (DL)+ 1.6 (LL) 1360 #/ft WU2= 1.2 (DL) + 1.6 (LL) +0.5 (WL) 1560 #/ft WU3 = 1.2 (DL) + 1.0 (WL) +0.5 (LL) 1320 #/ft W ua=0.9 (DL) + 1.0 (WL) -440 #/ft Span (ft) 6.17 ft M U =W U L2/8 7415.5 ft-# Beam Width 8 in. Effective Depth 23.5 in. Coefficient of Resistance Mu/ 4)bd2 0.0224 Reinforcement Ratio p 0.0033 Steel Area pbd 0.6204 in.2 245 Bars Vu =Wu L/2 4810.0 # Design Shear @ 'd'from support 1755.0 # ,�Vc= 4)2(f'c1/2)bd 15445.78 # (bVc/2 7722.89 # 1755.0 < 7722.9 Stirrups not Required VS= (VU- (DVC)/ 41 N/A # s1=A„fy d /VS N/A in. S2= d /2 11.8 in. #3 Stirrups @ 12 In O.C. LIZ dY ISI $ e._ a s � r ,l a _ v a \ V �- ' Z<2) J .�r. l[ � �`� fir— C �1�„✓r.--. J_ -_. __.--__ __ _ _ ._ _ ._ - �" t•' �_ _ ¢'�- _ _,_ate-__. _.-_----_- _-___.__. C 31_ v � �: E`er. .� -7Ct m. GD � _ O l . Al r r A r - L LJ �6Jy c-ti / d _ � Y - 12,0(5) (e) 77650 LL = 320( f Com) = 2 w -1 C2- (1) S -� 13. Arco- 2 '✓� (tel t�"C ` � � �� - 3, 3 (1 LL ® 316 (14-) -- SS44 k)C, _ s� - e _ - eo 40 LE L z D C 730(e)) LL = 2 (9) 4 (zOCC) e 2 �S&T)Ct� -�(,) 4- tS763 i-C,/) 7<3(�Ze> � - � `Q _ IZO �6 / 4- 7--75 (5) Z7, ,5 ) + -3�,-2,o s) 2,6 '- 2#- W L 20C)2, 4`7 0 �f LL 3 c _ 2,5 3<-yts�� Ll 3 -3 C> 65 LL C-5) -7S �� 270(,5) m ss-7S - c; (c; 4 a 4— L L — 3 65 7,S) 45000- -- (,v� (G <S) + 2,10 Cs 7`E;a ® 313 -- m z 7 L. 3 3 0(T5) + 30r,CS,5) L = X76 - - - � C. LS Wad ZqO(T'S�\ 4- 15-769�>-S) C5o76 -2� (Ge>-7 4- Alew of IZO - - 2� _- - �L = 14-4 - WL = � - F( a DC 62,( C54-6) + IC S M. 7 LL 1-40CS�A +- 116-61e) z- -7SCrso& + 3o cK -F 65.r cl P Area 2 1 : _,j)(6 4- (,S) 4- cs 4- e: '(014-950 C.?SS 4- 86 (6 --1-o4 - 2 ® 1 . LL f 9�) z9- LL SSC �o ('57( 7 40 C -340 L121-715 FZi945C>-f lq-&> 4-0, 01 4- - � r Qla �L = its - - 2-40(3,5) 4��40 3 2oo* VU g, -7 1�-(I)(3 + 7,5) + I G�(3-f 1-5) P ' 21 1 Ciro, +-1,�511512+ O -�W,l0sQ! n �" 17 toot VIASS! t.m ydkl r _ F n, r in 16"r `nom.lt.r LV-) i y flp v- L lj o, 1JN ; a m _ ._- -. _.. .._ _. ��-#`�_.�... �_ _ �4✓J`}.tea^gYt�� a.__. `�.__ �� P.�' .�".`.!�_ .. _ _.._.__ - _._.--' -- ---- � t 4N Lu 74 ED"C. t C-7 t, Lim - tri 1��.�� UU �'IG� LL WIT -0 EST!,: to,fl p sit! .gypfh -� , l 7101f.tl � > 2 il�s. ,P , . Al- �� S L Lz- C7 5) 4-, ' � . 74 — z. (04- 4- 0, ('17Z)7 . e /Jj IL F��r [70D04i �, _ Project: Mateo Residence Date: 8/8/13 Page 34- Masonry Wall Design Wall Location: Typical Masonry Wall, Second Level fl 1500 psi Span 9.0 ft Tributary Area 50 ft, Wind Pressure -61.4 psf Load -61.4 #/ft M =W L2/8 -621.675 ft-# Wall Reinforcing #5 @ 48" bars As 0.0775 in.2/ft n = Es/ Em 20 p =As/bd 0.0017 np 0.0339 k= [(n P)2+ 2n P]1/2- np 0.2287 j = 1- k/3 0.9238 2/ k j 9.4672 fm = M / bd2(2/kj) 405.45 psi Fm = 1.33 f'm/3 665.0 psi 665.0 > 405.45 OK fs= M /AS j d 27349.8 psi FS= 1.33 (0.4)fy 31920 psi 31920 > 27349.8 OK Project: Mateo Residence Date: 8/8/13 Page aj Masonry Pier Design Pier Location: Typical 3'-0" Window Pier Width 1611 16 in. Effective Depth 3.81" 3.81 in. f'm 1500 psi Tributary Width 3.5 ft Span 9.0 ft Tributary Area 31.5 ft2 Wind Pressure -55.4 psf Load -193.9 #/ft M =W L2/8 -1963.24 ft-# Pier Reinforcing 145 bar AS 0.31 in.2 n = Es/ Em 20 p =AS/ bd 0.00509 np 0.1017 k= [(np)2+ 2n P]1/2- np 0.3606 j = 1- k/3 0.8798 2/k j 6.3036 fm = M / bd2(2/kj) 639.40 psi Fm = 1.33 f m/3 665.0 psi 665.0 > 639.40 OK f,= M /AS j d 22671.9 psi FS= 1.33 (0.4)fy 31920 psi 31920 > 22671.9 OK Project: Mateo Residence Date: 8/8/13 Page Masonry Pier Design Pier Location: Typical 6'-0" Window Pier Width 24 24 in. Effective Depth 3.81" 3.81 in. f'm 1500 psi Tributary Width 5.0 ft Span 9.0 ft Tributary Area 45 ft Wind Pressure -53.2 psf Load -266 #/ft M =W L2/8 -2693.25 ft-# Pier Reinforcing 245 bars AS 0.62 in.2 n = Es/ Em 20 p =As/ bd 0.00678 np 0.1356 k= [(np)2+ 2np]1/2- np 0.4025 j = 1- k/3 0.8658 2/k j 5.7384 fm = M / bd2 (2/kj) 532.34 psi Fm = 1.33 f'm/3 665.0 psi 665.0 > 532.34 OK f,= M /As j d 15802.1 psi FS= 1.33 (0.4)f„ 31920 psi 31920 > 15802.1 OK �Y Qn a s,. l l .722 ry " a gr rt� - r _�t`7�� " 1 P 1 PT �� oto _ P �- r Lot. r r q L G �.- .. ..� .-:..' •o- .�:� .�.rt •9' ' ^ .4 to - ® ® �i® LOCATION SKETCH (100{PEOP RLAT) SCALE: NTS 1*111*111, .. ........ ........ .... ......................................................................................... ..................................................................................... ........................................ ................ ............................... ... � ...................................,...................................... .............. ' ' ::::::: :::::::::::::is:::::::::::.::' . .......................................................................... . ................ ..... .. . . ... ... ................... ...... .••••• • . ................................................: ..................................................................... .......................................................................... 18 ASPiAY........ $ TPAVEMEN. • N.E. 100th STREETi ° ., L.=39.06° Tin®24 ° 12 11 109 8 0 6013°° S .e 7o 30'PARKWAY p ® p® d' 13 14 16 16 .'.'{.'.'::.:'.'.:':.'•'•• (NOID.) F1P.12' I I Fl.P.11r - (NOM.) I I 89029'01" (Nora.) 90'33'47" j j - LOT Lor 1 Lor Lor .................. BLOM rm I � eLox CK 1m j 10 g 1 vl I X=170 eLoc l:o ::•�:•:.: ... 30.00' I M M.P.12•Lu I I a • J�JS 1 \\� - I � 4'C.L.F. 16r d::::..... r; 0 .70 AOR 7.65' ig .'t• 31.50' 14.70' M _� 114.40' h c JJ a JJ 0.10'CL r IL 51 N 1 � �G 6.82'^ F.F.ELEV.=1K. 11.15' I ONE STORY 16.65' I };;•}};;a;; e. ® �j RESIDENCE I 5' j 4'C.L.F. 6900 1 rn c) �. U h I N 00 j M ei OD = ® • J E° 18.08' ........ :::::::: GARAGE c "Ir ELEV.=11.50' j FOUNTAIN _ ' P 22.45 10.00'1 U J�Sp, i 3t 8, :... 24.60' 5' 3� 1¢ I VV9 �I a cb 0.20'CL 89028'02" I I 4'C.L. I goy h i:H • 30.00' �••;, M 156.50° ( R & M ) 15 Agcy o PROPERTY ADDRESS: 900 N.E. 100TH ST. , MIAMI SHORES, FL. 33138. CERTIFIED TO: RAPID TITLE SERVICES COMPANY, RAYMOND MATEO AND DAMARIS MATEO, 0 OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY. LEGAL DESCRIPTION: LOT 10, 11. & 12 BLOCK 170 ABBREVIATIONS: OF MIAMI SHORES SECTION 8 SUBDIVISION SVJK=SIDEVZ4LFC,CBS=CONCRETEBLOCK STRUCTURE CLF=CHAIN LINK FENCE,PL=PROPERTY LINE,DUE=DRAINAGE UTILITY EASEMENT,IP=IRONPRE, F=FOUND,A/C=AIR CONDITIONER PAD,PIC=PROPERTY CORNER,D/H-DRILLED HOLE,W/F-WOODEN FENCE,RES=RESIDENCE,CL-CLEAR,RB=REBAR, ACCORDING TO THE PLAT THEREOF.AS RECORDED IN PLAT BOOK 14 AT PAGE 33 UE=UTILITY EASEMENT. CONC=CONCRETE SLAB. PJW=RIGHT OF 1AAX DE=DRAINAGE EASEMENT, CIL-CENTER LINE, O=DIAMTER,TYP=TYPICAL, M=MEASURED.R=RECORDED,ENCR=ENCROACHMENT,COMP=COMPUTER,ASH=ASPHALT,N/D=NAIL&DISC,S=SET,FEE=FINISH FLOOR ELEVATION, OF THE PUBLIC RECORDS MIAMI—DADS COUN IY, FLORIDA O/S=OFFSET P/P=POWER POLE,OHP-OVERHEAD POWERLINE,WM=WA TER METER BOOD RYML ASOL= ELEVATION BASED ON LOC.#3250 - CONCRETE= '.•.a•.•.•.1..t •::1..:••t:.t••t:•.••t:v..�•v• ELV. 8.65 NOT VALID UNLESS EMBOSSED WITH MAINTENANCE&DRAINAGE EASEMENT=M&D.E. CBM# B-62 'TYPE OF SURVEY:BOUNDAFY SURVEY SINCE 1987 SURVEYOR'S SEAL 1 HEREBY CERTIFY That the survey represented SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2)NOT VALID WITHOUT THE SIGNATUPE thereon meets the minimum technical requirements BL ANGO SURVEYORS ING. AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS NOT adopted by the STATE OF FLORIDA Board of Land - -- 'COVERED BY PROFESSIONAL LIABILITY INSURANCE. 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. 5) Surveyors pursuant to Section 472.027 Florida Engineers Land Surveyors.Planners•LB#0007059 UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC Statutes. Sri VERTICAL DATUM OF 1929. 7) OWNERSHIP OF FENCES ARE UNKNOWN. 8) THERE MAY BE ADDITIONAL. There are no encroachments, overlaps, easements 555 NORTH SHORE DRIVE RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYBE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 1) appearing on the plat or visible easements other than MIAMI BEACH,FL 33141 r CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING as shown hereon. (305) 865-1200 Email:blancosurveyorsinc@yahoo.com FaX (305) 665-7810 INFORMATION, 10)EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED REVISED: 7/2412 INSTRUMENTS,IFANY,AFFECTING THIS PROPERTY. FLOOD ZONE: X - SUFFIX: L DATE: z BASE• Additions or deletions to survey maps or reports b other than the signing or parties is prohibited .•C t� /1 N/A FOR CERTIFICATION Y p p Y JAS ply p p 9 - -- -- �thout�qitten-consent-of the-s' -_ - ---_ - _ ___ ADIS-N. -- -- PANEL: 0306 COMMUNITY# 120652 g _ _ - p y_t�r parties— -- .._...1.4------3.3___------ _ __P-EGSTE-RE-D4-AND-SURVEY-OP. DATE: SCALE: _-......__...D.WN.BY: JOB No BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMEQ VALUE OF SAID PB PAGE STATE OF FLORIDA#5924 6/18/12 v=30 F.Blanco 12-476 TRIO D E S I G N C ON S U L T ANTS December 13,2013 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores Village,FL 33138 RE:Mateo Residence 900 NE 100th Street Miami Shores Village,FL Permit No. RC13-2371 Structural Plan Reviewer: Attached to this cover letter,please find 62 pages of structural engineering calculations and documentation for the referenced project. The calculations are for the proposed addition at the above referenced site,and in response to plan review comments. I hereby certify with this letter, that the calculations on each page were prepared by me. Please contact this office should you have any questions,or require additional information. Sincerely, David B.Rogers,P Licensed Engineer#54981 State of Florida 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1 .305.940.0555 F: 1 .866.295.3579 WWW.TRIO-DESIGN.NET ADDITIONAL STRUCTURAL CALCULATIONS 100 NE 100TH STREET MIAMI SHORES VILLAGE,FL TABLE OF CONTENTS Subject Pages Roof Truss Reactions Al —A10 Main Wind Force Resisting System All —A47 2nd Floor Slab Analysis A48—A51 New Stair Calculation A52 NOA's for Truss Connectors &Fasteners (2-sided) 10 pages I David B. Rog ,P. . Licensed Engineer#54981 State of Florida 17100 COLLINS AVE. 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I t � I I !�_ t 1 t • • r t , t -- 1 GC 1-2 i : : r • I : AT- -4 T i I E 1 , I I � • 1 I 1 _ I t I � I ' , I 1 iw�` i-1 ""f Ei i - i 6�� r - T _ zcl ® s _ �C-4tt I YIP;�Ai i t r - I l f t I t : 1 y I , i I ! , r I _ I -- t I , , - -- - - - - - 1 / , I , V � a t • , I ; r I • r �3Ci r • f I I- • it , 1 r , I 1 I 33 vo 24 14 ; --_ 1--i-- --- I t 1 1 1 I t t frm• 1 ! ! 1 I ( i ! ! r j 1 i t � ' i t i . r 54 TABLE 2306.3.1—continued P.2 ALLOWABLE SHEAR(POUNDS PER FOOT)FOR WOOD STRUCTURAL PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR-LARCH,OR SOUTHERN PINE-FOR WIND LOADING" BLOCKED DIAPHRAGMSI I UNBLOCKED DIAPHRAGMS Fastener spacing(inches)at diaphragm boundaries(all MINIMUM cases)at continuous panel edges parallel to load NOMINAL WIDTH (Cases 3,4),and at all panel edges(Cases 5,6)b Fasteners spaced 6"max.at supported edgesb OF FRAMING MEMBERS AT 6 4 21/2° 20 COMMON MINIMUM MINIMUM ADJOINING NAIL SIZE FASTENER NOMINAL PANEL Fastener spacing(inches)at other panel edges OR STAPLE! PENETRATION PANEL EDGES AND (Cases 1,2,3 and 4)b Case 1 All other LENGTH IN FRAMING THICKNESS BOUNDARIES9 (No unblocked edges or configurations PANEL GRADE AND GAGE (inches) (Inch) (inches) 6 6 4 a continuous joints parallel to load) (Cases 2,3,4,5 and 6) 11 160 210 315 360/216 1 3/8 140 105 � Gage 3 180 235 355 400 160 120 8d(21/2"x 1 3/s 2 255 340 505 575 230 170 0.131'] z 3 285 380 570 645 255 190 /16 11/216 1 2 165 225 335 380 150 110 Gag Sheathing, e 3 190 250 375 425 165 125 single floor 8d(21/2"x 1 3/8 2 270 360 530 600 240 180 and other 0.131") grades 3 300 400 600 675 265 200 covered in 2 290 385 575 655 DOC PS 1 10&(3"x 1 1/2 15/32 255 190 and PS 2 0.148") 3 325 430 650 735 290 215 (continued) -- 11/216 1 2 160 210 315 360 140 105 ® Gage 3 180 235 355 405 160 120 lod d(3"x 1 2 320 425 640 730 285 215 ® 0.148") 1 /2 3 360 480 720 820 19/ 320 240 32 2 E200 75 235 350 400 13/416 1 155 115 Gage 3 265 395 450 175 130 z 69 (continued) e� I e , ' r , , I , , a I r , I I , I l , We I z -;`7 , - PTA I � I ! 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L-V-2, — �iia Z3 -- vr 445 'I 3,� 21 144 I I � 1 A t i i , i • — ( ( Zc , ° 7-4 , s i ' , , , I10 oef , 1 I , I i i r i I Project: Mateo Residence Date: 12/11/13 Page A 2!6 Masonry Shear Wall Design Wall Location: Wall Adjacent to Living Room (West Wall) f'm 1500 psi Height 10.0 ft Wall Length 9.33 ft Effective Depth 104.0 inches Shear 7242 # M =W L 72420 ft-# Wall Reinforcing #5 @ 48" bars AS 0.31 in.2 n = Es/ Em 20 p =As/ bd 0.00064 np 0.0129 k= [(n P)2+ 2n P]1/2- np 0.1481 j = 1 - k/3 0.9506 2/ k j 14.2044 fm = M /bd2(2/kj) 246.50 psi Fm =f'm/3 500.0 psi 500.0 > 246.50 OK fs= M /AS j d 28355.4 psi FS= 1.33 (0.4)fy 31920 psi 31920 > 28355.4 OK Project: Mateo Residence Date: 12/11/13 Page A Masonry Shear Wall Design Wall Location: Wall Adjacent to Family Room (East Wall) f'm 1500 psi Height 10.0 ft Wall Length 2.67 ft Effective Depth 24.0 inches Shear 2069 # M =W L 20690 ft-# Wall Reinforcing 245 bars AS 0.62 in.2 n = Es/ Em 20 p =AS/bd 0.00339 np 0.0677 k= [(n P)2+ 2np11/2- np 0.3065 j = 1- k/3 0.8978 2/ k j 7.2689 fm= M /bd2 (2/kj) 410.50 psi Fm = 1.33 f'm/3 665.0 psi 665.0 > 410.50 OK fs= M /As j d 18580.7 psi FS= 1.33 (0.4)fy 31920 psi 31920 > 18580.7 OK Project: Mateo Residence Date: 12/11/13 Page A 30 Masonry Shear Wall Design Wall Location: Wall Adjacent to Family Room (East Wall) f',„ 1500 psi Height 10.0 ft Wall Length 3.50 ft Effective Depth 34.0 inches Shear 2716 # M =W L 27160 ft-# Wall Reinforcing 245 bars AS 0.62 in.2 n = Es/ Em 20 p =As/ bd 0.00239 np 0.0478 k= [(np)2+ 2np]1/2- np 0.2651 j = 1- k/3 0.9116 2/k j 8.2767 fm = M /bd2(2/kj) 305.83 psi Fm= 1.33 f'm/3 665.0 psi 665.0 > 305.83 OK fs= M /As j d 16959.6 psi FS= 1.33 (0.4)fy 31920 psi 31920 > 16959.6 OK Project: Mateo Residence Date: 12/11/13 Page A-3 I Masonry Shear Wall Design Wall Location: T-6" Wall at West Exterior fl 1500 psi Height 10.0 ft Wall Length 3.50 ft Effective Depth 38 inches Shear 1583 # M =W L 15830 ft-# Wall Reinforcing 145 bars AS 0.31 in.2 n = Es/ Em 20 p =As/ bd 0.00176 np 0.0352 k= [(n P)2+ 2n P]1/2- np 0.2326 j = 1 - k/3 0.9225 2/ k j 9.3224 fm= M /bd2(2/ kj) 264.87 psi Fm = 1.33 Pm/3 665.0 psi 665.0 > 264.87 OK f,= M /As j d 17480.8 psi FS= 1.33(0.4)fy 31920 psi 31920 > 17480.8 OK Project: Mateo Residence Date: 12/11/13 Page 3 Z Masonry Shear Wall Design Wall Location: T-9" Wall at West Exterior f m 1500 psi Height 10.0 ft Wall Length 3.75 ft Effective Depth 37 inches Shear 1697 # M =W L 16970 ft-# Wall Reinforcing 145 bars As 0.31 in. n = Es/ Em 20 p =As/bd 0.00181 np 0.0362 k= [(n P)2+ 2n P]1/2- np 0.2353 j = 1- k/3 0.9216 2/kj 9.2242 fm = M / bd2(2/kj) 296.35 psi Fm = 1.33 P,/3 665.0 psi 665.0 > 296.35 OK fs= M /AS j d 19265 psi FS= 1.33(0.4)fy 31920 psi 31920 > 19265 OK Project: Mateo Residence Date: 12/11/13 Page A33 Masonry Shear Wall Design Wall Location: 4'-2" Wall at West Exterior fl 1500 psi Height 10.0 ft Wall Length 3.50 ft Effective Depth 34 inches Shear 1885 # M = W L 18850 ft-# Wall Reinforcing 145 bars AS 0.31 in.2 n = Es/Em 20 p =As/bd 0.00197 n p 0.0394 k= [(np)2+ 2np]1/2- np 0.2440 j = 1 - k/3 0.9187 2/k j 8.9216 fm= M /bd2 (2/ kj) 377.05 psi Fm = 1.33 Pm/3 665.0 psi 665.0 > 377.05 OK fs= M/AS j d 23361.4 psi FS= 1.33(0.4)fy 31920 psi 31920 > 23361.4 OK Project: Mateo Residence Date: 12/11/13 Page X434 Masonry Shear Wall Design Wall Location: 6'-2" Wall at West Exterior f'm 1500 psi Height 10.0 ft Wall Length 6.167 ft Effective Depth 66.0 inches Shear 2790 # M =W L 27900 ft-# Wall Reinforcing 145 bars As 0.31 in.2 n = Es/ Em 20 p =As/bd 0.00101 n p 0.0203 k= [(np)2+ 2npl"2- np 0.1822 j = 1 - k/3 0.9393 2/k j 11.6885 fm = M/bd2(2/kj) 194.03 psi Fm = 1.33 fm/3 665.0 psi 665.0 > 194.03 OK fs= M /Asjd 17421.4 psi FS= 1.33(0.4)fy 31920 psi 31920 > 17421.4 OK Project: Mateo Residence Date: 12/11/13 Page A 35 Masonry Shear Wall Design Wall Location: 6'-7" Wall at West Exterior fl 1500 psi Height 10.0 ft Wall Length 6.583 ft Effective Depth 71.0 inches Shear 2978 # M =W L 29780 ft-# Wall Reinforcing 145 bars AS 0.31 in.2 n = Es/Em 20 p =AS/bd 0.00094 n p 0.0189 k= [(np)2+ 2np11/2- np 0.1763 j = 1 - k/3 0.9412 2/k j 12.0544 fm = M /bd2 (2/kj) 184.57 psi Fm = 1.33 f'm/3 665.0 psi 665.0 > 184.57 OK fs= M/AS j d 17249.9 psi FS= 1.33(0.4)fy 31920 psi 31920 > 17249.9 OK Project: Mateo Residence Date: 12/11/13 Page A Masonry Shear Wall Design Wall Location: T-8" Wall at East Exterior ft 1500 psi Height 10.0 ft Wall Length 3.667 ft Effective Depth 36.0 inches Shear 2000 # M =W L 20000 ft-# Wall Reinforcing 145 bars AS 0.31 in.2 n = Es/ Em 20 p =As/bd 0.00186 n p 0.0372 k= [(n P)2+ 2n P]1/2- np 0.2381 j = 1 - k/3 0.9206 2/kj 9.1247 fm= M /bd2 (2/kj) 364.95 psi Fm = 1.33 Pm/3 665.0 psi 665.0 > 364.95 OK fs= M /AS j d 23358.9 psi FS= 1.33(0.4)fy 31920 psi 31920 > 23358.9 OK Project: Mateo Residence Date: 12/11/13 Page A7j-7 Masonry Shear Wall Design Wall Location: 5'-3" Wall at East Exterior fl 1500 psi Height 10.0 ft Wall Length 5.250 ft Effective Depth 55.0 inches Shear 2863 # M =W L 28630 ft-# Wall Reinforcing 145 bars As 0.31 in.2 n = Es/ Em 20 p =As/bd 0.00122 n p 0.0243 k= [(np)2+ 2np]1/2- np 0.1977 j = 1 - k/3 0.9341 2/kj 10.8321 fm = M /bd2(2/kj) 265.71 psi Fm = 1.33 f'm/3 665.0 psi 665.0 > 265.71 OK fs= M /As j d 21571.4 psi FS= 1.33(0.4)fy 31920 psi 31920 > 21571.4 OK • Pro'1ect. Mateo Residence Date: 12/11/13 Page A 30 Masonry Shear Wall Design Wall Location: 6'-10" Wall at East Exterior f'm 1500 psi Height 10.0 ft Wall Length 6.833 ft Effective Depth 74.0 inches Shear 3727 # M =W L 37270 ft-# Wall Reinforcing 145 bars AS 0.31 in.2 n = Es/ Em 20 p =As/bd 0.0009 np 0.0181 k= [(n P)2+ 2n P]1/2- np 0.1730 j = 1- k/3 0.9423 2/k j 12.2679 fm = M /bd2(2/kj) 216.41 psi F",= 1.33 f',,,/3 665.0 psi 665.0 > 216.41 OK fs= M /As j d 20689.3 psi FS= 1.33(0.4)fy 31920 psi 31920 > 20689.3 OK Project: Mateo Residence Date: 12/11/13 Page A 31 Masonry Shear Wall Design Wall Location: 4'-4" Wall at East Exterior fl 1500 psi Height 10.0 ft Wall Length 4.333 ft Effective Depth 44.0 inches Shear 2363 # M =W L 23630 ft-# Wall Reinforcing 145 bars As 0.31 in.2 n = Es/ Em 20 p =As/bd 0.00152 n p 0.0304 k= [(np)2+ 2np]1/2- np 0.2182 j = 1 - k/3 0.9273 2/k j 9.8866 fm= M /bd2(2/kj) 312.81 psi Fm = 1.33 f m/3 665.0 psi 665.0 > 312.81 OK fs= M/AS j d 22421.2 psi Fs= 1.33(0.4)fy 31920 psi 31920 > 22421.2 OK Project: Mateo Residence Date: 12/12/13 Page A4-O Masonry Shear Wall Design Wali Location: 3'-5" Wall at South Wall of Family Room fpm 1500 psi Height 10.0 ft Wall Length 3.417 ft Effective Depth 33.0 inches Shear 1909 # M =W L 19090 ft-# Wall Reinforcing 145 bars AS 0.31 in.2 n = Es/ Em 20 p =As/bd 0.00203 n p 0.0406 k= [(n P)2+ 2np]1/2- np 0.2472 j = 1 - k/3 0.9176 2/ k j 8.8179 fm = M /bd2(2/kj) 400.62 psi Fm= 1.33 f'm/3 665.0 psi 665.0 > 400.62 OK f,= M /AS j d 24403.3 psi FS= 1.33(0.4)fy 31920 psi 31920 > 24403.3 OK Project: Mateo Residence Date: 12/12/13 Page AC Masonry Shear Wall Design Wall Location: 12'-10" Wall Between Family Room &Storage f'm 1500 psi Height 10.0 ft Wall Length 12.833 ft Effective Depth 146.0 inches Shear 7170 # M =W L 71700 ft-# Wall Reinforcing 145 bars AS 0.31 in.2 n = Es/ Em 20 p =As/bd 0.00046 np 0.0092 k= [(n P)2+ 2n P]1/2- np 0.1266 j = 1- k/3 0.9578 2/k j 16.4966 fm = M /bd2 (2/kj) 143.82 psi Fm = 1.33 fm/3 665.0 psi 665.0 > 143.82 OK fs= M /As j d 19847.6 psi FS= 1.33(0.4)fy 31920 psi 31920 > 19847.6 OK Project: Mateo Residence Date: 12/12/13 Page M7, Masonry Shear Wall Design Wall Location: V-11" Wall at Garage fl 1500 psi Height 10.0 ft Wall Length 5.917 ft Effective Depth 63.0 inches Shear 3306 # M =W L 33060 ft-# Wall Reinforcing 145 bars AS 0.31 in.2 n = Es/Em 20 p =AS/bd 0.00106 n p 0.0213 k= [(n P)2+ 2n P]1/2- np 0.1860 j = 1- k/3 0.9380 2/k j 11.4624 fm= M /bd2 (2/kj) 247.45 psi Fm = 1.33 f'm/3 665.0 psi 665.0 > 247.45 OK fs= M /AS j d 21656 psi FS= 1.33(0.4)fy 31920 psi 31920 > 21656 OK Project: Mateo Residence Date: 12/12/13 Page M Masonry Shear Wall Design Wall Location: 5'-0" Wall at South wall of Guest Room ft 1500 psi Height 10.0 ft Wall Length 5.0 ft Effective Depth 52.0 inches Shear 2790 # M =W L 27900 ft-# Wall Reinforcing 145 bars As 0.31 in.2 n = Es/ Em 20 p =As/bd 0.00129 np 0.0258 k= [(n P)2+ 2n P]1/2- np 0.2026 j = 1- k/3 0.9325 2/k j 10.5843 fm= M /bd2(2/kj) 283.05 psi Fm= 1.33 f'm/3 665.0 psi 665.0 > 283.05 OK f,= M/AS j d 22273.8 psi FS= 1.33(0.4)fy 31920 psi 31920 > 22273.8 OK I Project: Mateo Residence Date: 12/12/13 Page Aq Masonry Shear Wall Design Wall Location: 8'-9" Wall at South wall of Guest Bathroom fu 1500 psi Height 10.0 ft Wall Length 8.75 ft Effective Depth 97.0 inches Shear 4882 # M =W L 48820 ft-# Wall Reinforcing 145 bars AS 0.31 in.2 n = Es/ Em 20 p =As/bd 0.00069 np 0.0138 k= [(n P)2+ 2n P]1/2- np 0.1529 j = 1- k/3 0.9490 2/k j 13.7803 fm = M /bd2(2/kj) 185.32 psi Fm= 1.33 f'm/3 665.0 psi 665.0 > 185.32 OK fs= M /As j d 20529 psi FS= 1.33(0.4)fy 31920 psi 31920 > 20529 OK Project: Mateo Residence Date: 12/12/13 Page A+j Mason Shear Wall Design N 8 Wall Location: 7'-0" Wall Between Family Room & Foyer f'm 1500 psi Height 10.0 ft Wall Length 7.00 ft Effective Depth 76.0 inches Shear 3906 # M =W L 39060 ft-# Wall Reinforcing 145 bars AS 0.31 in.2 n = Es/ Em 20 p =As/bd 0.00088 n p 0.0176 k= [(np)2+ 2np]1/2- np 0.1709 j = 1- k/3 0.9430 2/k j 12.4079 fm = M /bd2 (2/kj) 217.47 psi Fm= 1.33 f'm/3 665.0 psi 665.0 > 217.47 OK fs= M /AS j d 21096.7 psi FS= 1.33(0.4)fy 31920 psi 31920 > 21096.7 OK Project: Mateo Residence Date: 12/12/13 Page A+( Masonry Shear Wall Design Wall Location: 4'-S"5 Wall at North Exterior fl 1500 psi Height 8.75 ft Wall Length 4.417 ft Effective Depth 45.0 inches Shear 3906 # M =W L 34177.5 ft-# Wall Reinforcing 145 bars AS 0.31 in.2 n = Es/ Em 20 p =AS/bd 0.00149 n p 0.0298 k= [(n P)2+ 2n P]1/2- np 0.2160 j = 1- k/3 0.9280 2/k j 9.9773 fm = M /bd2(2/kj) 436.44 psi Fm= 1.33 Pm/3 665.0 psi 665.0 > 436.44 OK fs= M /ASjd 31680.8 psi FS= 1.33(0.4)fy 31920 psi 31920 > 31680.8 OK Project: Mateo Residence Date: 12/12/13 Page A"t-11 Masonry Shear Wall Design Wall Location: 3'-2" Wall at North Exterior fl 1500 psi Height 8.75 ft Wall Length 3.167 ft Effective Depth 30.0 inches Shear 2370 # M =W L 20737.5 ft-# Wall Reinforcing 145 bars AS 0.31 in.2 n = Es/ Em 20 p =As/bd 0.00223 np 0.0446 k= [(n P)2+ 2np]1/2- np 0.2575 j = 1- k/3 0.9142 2/k j 8.4977 fm = M /bd2(2/kj) 507.34 psi Fm= 1.33 fm/3 665.0 psi 665.0 > 507.34 OK fs= M /AS j d 29266 psi FS= 1.33(0.4)fy 31920 psi 31920 > 29266 OK Pale, A -lZlY s S' �O cv' lob 14,(�(%W f zo v)L,, = 40 ps wt,t zC��) rs�C ) Psi = 1763 0 s WA @ 1 b(M15) + 06(,$) = IA 21 2 Ct 4-tf BS =� '7 5 A 0,�C, = 37 2- `A ,A( _ HI 7r � u � " A zt �o = 0,0�( 2,,) _ 6(,Z rn �" Z (¢EG 4- c(,) z- 4- sn 2,0 zt p 34-(, Vi = 3 4ZaO 7) = 24, Z-76 Vo Z4-2X - 3"(1 jg) 113�3 On 5 A" -1 S 5pace- 2, zs.,t5 5 I - y 4x o,oC)Z¢ (40 = o, In 2' 6-L4-6) a -14-6 t I r , - 45 • _ , . -tali --1 f*-�- - iA Ir vl� -VO zt�Ot I�Yl -V6 --, � -:ter -�-�- �a - - ��) 4 S t7l, 1A, XO? -4wVA- • 64v, CA, 4A �16 li e to - AX Project: Mateo Residence Date: 12/11/13 Page /k�2�- CONCRETE SLAB DESIGN Slab Span 15'-0" New Stair Slab 15.0 Slab Thickness(t= L/28) 6.43 6.5 Dead Load (psf) 156.86 Live Load (psf) 40 Wind Load (psf) 0 0 WU1= 1.2 (DL) + 1.6 (LL) 252.23 #/ft WU2= 1.2 (DL) + 1.6 (LL)+0.5 (WL) 252.23 #/ft WU3 = 1.2 (DL)+ 1.0 (WL)+0.5 (LL) 208.2 #/ft Wu4=0.9 (DL) + 1.0 (WL) 141.17 #/ft Span (ft) 15.0 ft MU =Wu L2/9 6305.7 ft-# Beam Width 12 in. Effective Depth 5.00 in. Coefficient of Resistance Mu/ (Dbd2 0.2804 Reinforcement Ratio p 0.005 Steel Area pbd 0.30 in.' #5 Bars @ 12" O.C. Vu =Wu L/2 1891.71964 # Design Shear @ V from support 1786.6541 # (DVc= D2(fC1/2)bd 4928.09 # (bVc/2 2464.05 # 1786.6541 < 4928.1 Temperature &Shrinkage Steel As=0.0018 b t 0.140 in. #4 Bars @ 12" O.C. SIM200802 Used for Florida State Wide Product Approval � FL11473 Products on this Report which areapproved: Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETAL16 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 HHETAI 2 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 SIMPSON SIMPSON STRONG-TIE COMPANY, INC ® Jax Apex Technology, Inc. FBPE CA NO.7547 4745 Sutton Park Court, Suite 402 ' All Jacksonville, FL 32224/904/821-5200 t Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction specifically Identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code,SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P.Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report.Apex Technology is the prime professional, as defined in Florida Rule 61G-30.002, authorized to sell the engineering services performed by Jeffrey P.Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P.Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P.Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code.All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG-TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 96-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong-Tie Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall.with either%x2%"Titen Masonry Screws for a masonry wall, or%4XI%"Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either'/x2%4"Titen Masonry Screws for a masonry wall, or%x13/"Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson %X 1%Z"SDS screws (provided with the part), and fastens to the wall with either%4x2%" Titen Masonry Screws for a masonry wall, or'/x13/"Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle.The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson %X 1'/" SDS screws (provided with the part), and fastens to the wall with %x2%"Titan Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong-Tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member(usually a truss)to a masonry or concrete wall. Embedded truss anchors fasten to a single-ply wood truss with 10dx1% nails or to a multiple-ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor(4"for META, HETA, and HETAL, and 51/16" for HETAL). The strap portion of the anchor is 1%s"wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor.The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx I%" common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single-ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dx1%" nails. They are embedded in the masonry or concrete wall to a depth of 4%inches. The strap portion of the anchor is I%"wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1%a"wide for use on 1 W and larger members. They are installed with 10d common nails to the wood and either %x2%"Titen Masonry Screws to masonry, or%x1%"Titen Masonry Screws to concrete. The MSTCM Strap is 3"wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either'/4x2Y4" Titen Masonry Screws to masonry, or%x13/"Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non-pitch specific girder tie down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Strong-Tie J FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong-Tie SDSY4"wood screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie Y2" diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and F„=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and F„=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong-Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong-Drive Screws (which are provided)to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be Y2" deeper than the specified Titen HD length. The SDS screws are installed best with a low-speed Y2" drill and a'/" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm)for the LGUM, and 0.173" (4.39 mm)for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued-laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce- Pine-Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bending yield strengths Fyb: Common Nail Nail Shank Diameter Fyb (psi) Pennyweight inch 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot-dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong-Tie 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete f - 2500 psi Masonry, f m ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions) Grout ASTM C476 2000 psi or by proportions) 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM B845 H756 2/27/90, 12/6/00 HTSM 02-3667 1/30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 META Uplift 02-3674, 02-3802, 6/4/02, 6/8/02, 7/24/02,2/8/04 02-3861, 04-4675 META F1 02-3674, 02-3802 6/4/02, 6/8/02 META F2 02-3674, 02-3802, 6/4/02, 6/8/02, 7/24/02 02-3861 HETA Uplift 02-3803, 02-3862, 6/10/02, 7/26/02,2/8/04 04-4676 HETA F1 02-3803 6/10/02 HETA F2 02-3803, 02-3862 6/10/02, 7/26/02, 02-3676, 02-3863, HHETA Uplift 04-4674 6/4/02, 7/29/02,2/7/04 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676, 02-3863 6/4/02, 7/29/02 HETAL Uplift 02-3803, 02-3862, 6/10/02, 7/26/02,2/8/04 04-4676 HETAL F1 I D793 3/17/94 Page 5 of 13 Simpson Strong-Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13/02 LTA1 F2 02-3616 2/13/02 MSTAM24 Uplift 02-3795 5/17/02, 5/17/02 MSTAM36 Uplift 02-3795 5/17/02, 5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004, 04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHL/R Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, 7/13/06, 7/13/06, 7/13/06, 7/14/06, M222, M224 8/03/06 LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, 9/11/06, 9/11/06, 10/20/06, 10/20/06 M217 HGUM Uplift M729, M731 8/3106, 8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perp. to Plate/Allowable Lateral Perp. to Plate< 1.0 10. CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie Florida Building Code, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11.ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Fasteners Allowable Uplift Loads Model Ga Length Southern 160 No. (in.) CMU Concrete Truss/Rafter (Then) (Titenj Pine/Douglas Fir- Spruce-Pine-Fir Larch MTSM16 16 1 16 7-10d 4-%x2% 4-%x1'/4 875 755 MTSM20 161 20 7-10d 4-%x2% 4-%x19/4 875 755 HTSM16 14 16 8-10d 4-%x2% 4-%x19/4 1175 1010 HTSM20 14 20 10-10d 4-%x2% 4-%x19/4 1175 1010 HM9 18 - 4-SDSYA1% 5-%x2% 5-%xl% 805 690 HGAM10 14 - 4-SDSY4Xl% 4-%x2% 4-%x2Y/4 850 850 Notes: 1. Loads Include a 60%load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not Include a stress Increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs(DFUSYP)&545 lbs(SFP),and allowable F2 load shall be 200 lbs(DFUSYP)& 170 lbs(SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs(DFUSYP)&870 lbs(SFP),and allowable F2 load shall be 1105 lbs (DFUSYP)&950 lbs(SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2%"must be used when framing anchors are installed on each side of the Joist or truss. a . tM9 FfGAM10 �'f 1:p 11 P t • F2 ,_....'.. .1 MoisWre barrier not shown Figure 1 Figure 2 Figure 3 YP Typical MTSMM/HTSM Application Typical HMg Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong-Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS Uplift Lateral Loads Model No. Ga H 1 Ply So.Pine Truss 2 or 3 Ply F1 F2 So.Pine Truss dim f�Rm Fasteners Load Fasteners Load -IQ =� META12 8 7-10dxl% 1450 6-16d 1450 1 340 725 META14 10 7-10dxl% 1450 6-16d 1450 340 725 META16 12 7-10dxl% 1450 6-16d 1450 340 725 META18 14 7-10dxl% 1450 6-16d 1450 340 725 META20 18 16 6-10dx1% 1270 5-16d 1245 340 725 7-10dxl% 1450 6-16d 1450 340 725 META22 18 7-10dxl% 1450 6-16d 1450 340 725 META24 20 7-10dx1% 1450 6-16d 1450 340 725 META40 36 7-10dx1'/a 1450 6-16d 1450 340 725 HETA12 8 7-10dx1% 1520 7-16d 1780 340 725 HETA16 12 9-10dx1% 1810 8-16d 1810 340 725 HETA20 16 16 8-10dxl% 1735 7-16d 1780 340 725 9-10dxl% 1810 8-16d 1810 340 725 HETA24 20 9-10dxl% 1810 8-16d 1810 340 725 HETA40 36 9-10dx1% 1810 8-16d 1810 340 725 HHETA12 8 7-10dxl% 1565 7-16d 1820 3408 815 HHETA16 12 10-10dx1%2 2235 9-16d 2235 3408 815 HHETA20 14 16 9-10dxl% 2010 8-164 2080 3408 815 10-10dx1% 2235 9-16d 2235 3408 815 HHETA24 20 10-10dx1 f 2235 9-16d 2235 3408 815 HHETA40 36 10-10dxl% 2235 9-16d 2235 3408 815 HETAL12 7 10-10dx1'/a 1085 10-164 1270 415 1100 HETAL16 16 11 14-10dx1% 1810 13-16d 1810 415 1100 HETAL20 15 14-10dxl% 1810 13-16d 1810 415 1100 LTA1 18 3% 12-10dx1% 1420 12-10dx1% 1420 485 1425 Notes: 1. Loads Include a 60%load duration increase on the fastener capacity In wood for wind loading where allowed by the Florida Building Code. Loads do not Include a stress increase on the strength of the steel. No further Increases are permitted. Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel-to-plate load towards face of HETAL is 1975 lbs. 4. Minimum fc is 2,OOOpsi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction In load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed In the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1%'fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds If the strap is wrapped over the truss and a minimum of 12 nails are installed. mesk"Wer Prot ahmm Typical META Installed with TSS Figure 4 Figure 5 METAIHETAIHHETA Tvplcal Installation Pa, _ LTA1 Typical Installation Simpson Strong-Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Uplift Loads Lateral Loadsb Model No. Qty. Application 1 Ply Southern 2 or 3 Ply Southern F1 F2 Pine Truss Pine Truss (parallel (perpen. Fasteners Load Fasteners Load to wall) to wall) DETAL20 1 CMU 18-10dx1%a 2480 - - 20008 1370 Concrete 18-10dxl% 2480 - - 2000 1505 META 2 CMU 10-10dx1% 1985 14-16d 1900 1210 1160 Concrete 10-10dxl% 1985 14-16d 2565 1210 1160 HETA 2 CMU 10-10dx1% 2035 12-16d 2500 1225 1520 Concrete 10-10dxl% 2035 12-16d 2700 1225 1520 HHETA 2 CMU 10-10dxl% 2035 12-16d 2500 1225 1520 Concrete 10-10dx1'/z 1 2035 1 14-16d 3350 1225 1520 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum fc is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8"wider than the truss width. 4. Install half of the required number of fasteners in each strap,except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat 5. Lateral loads for META, HETA, and HHETA anchors apply only to 2-or 3-ply applications with anchors spaced a minimum of 3"apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single-ply application. 6. DETAL20 Lateral Loading in the F,direction anchored in CMU greater than 1,790 Ib.may result in deflection up to 5/32 in the F, direction. n: Typical installation with two METAs Zl� 4 Figure 6 DETAL and Double META/HETA/HHETA Application Page 9 of 13 Simpson Strong-Tie P g TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimensions Simpson Strong-Tie DF/SP SPF Model No. Ga. inches Titan Screws 160 160 11 1 W L CMU Concrete Nails Load Nails Load MSTAM24 18 1 1% 24 5-%x2% 5%x13/4 8-10d 1500 9-10d 1500 MSTAM36 16 1Y4 36 8-%x2% 8-%x13/4 10-10d 1870 11-10d 1870 MSTCM40 16 3 40% 14-%x2% 14-%xl% 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 1 16 3 59% 14-%x2% 14-%xl% I 26-16d Sinker 1 4220 1 26-16d Sinker 4220 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum edge distance is 1%"for Titan Masonry Screws. 3. Minimum fm= 1500 psi and minimum fc=2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. 0 0 oe e ` e 1'fa° 1h' o ^ L as 40Y 0 w g 'E•m1. O 4 �-3' Typical MSTAM36 MST �T� Installatiort Typical MSTCM60 Installation Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Page 10 of 13 Simpson Strong-Tie TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS Fasteners Allowable Model No. Qty. To Block and Uplift Load Concrete Wall To Truss (160) FGTR 1 2-1-den HD%x5i' 18-SDS1/4x3 50008 2 4-Titan HD%x5" 36-SDS1/4x3 9400 FGTRHUR 1 2-Titen HD%x5" 18-SDS1/4x3 3850 FGTRE 1 2-Titan HD%x5" 18-SDS1/4x3 46858 FGTRE+FGTR I 1 Each I 4-Titen HD Yx5" 36-SDS1/4x3 50008 Notes 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titen HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for comer applications shall be limited to 4685 lbs allowable 7. Loads are governed by the grouted wall capacity based on testing of the products attached to the comer of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. ,77 taa Two FGTRs FGTRHL RTRFGTR s.. •'i. THUS S SHOULD .3l k ,, BE SET i BACK Al FGTRE 3�v r/ y FGTRHLTOPVIEw Figure 8 FGTR/FGTRE/FGTRHL/FGRHR Typical Installation Page 11 of 13 Simpson Strong-Tie I TABLE 6—LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimensions(in.) Fasteners Allowable Loads Obs.) Model No. Ga CMU/Concrete Joist Uplift Download(DFISPILVL/PSULSL) W H B CMU Concrete Titen HD .SDS Screws 0160) (1001115h25), DOUBLE 2x SIZES LGUM 26-2 12 3'/16 1 5 1 4 4-%"x 4" 4-'/4"x2'/z" 1430 5595 LGUM 28-2 12 3%6 1 7 4 6-%"x 4" 6-%4"x2'/2" 2435 8250 LGUM 210-2 12 3'/16 1 9 4 8-%"x4" 8-'/4"x2/" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5% 5% 4 4-Ve"x 4° 1 4-'/4"x2%" 1430 5610 LGUM 28-3 12 5% 7'/e 1 4 6-Ye"x 4" x21/2" 2435 8290 LGUM 210-3 ._12 5% 9% 4 8-e/" x 4" 8-Y4"x2'/" 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 1 6 /16 1 5 /ja 4 4-Ye" x 4" 4-Y4"x2%° 1 1430 5625 LGUM 28-4 12 /�s 6 7 /js 4 6-Ye"x 4" 6-1/4"x2'/" 2435 8335 LGUM 210-4 12 1 6 /js I 9'/le 4 8-e/" x 4" 8-%N21/2" 3575 9860 4x SIZES LGUM 46 12 3 V. 47s 4 4-Ye"x 4" 4-%4"x2%" 1430 5600 LGUM 48 12 3% 6% 4 6-e/"x 4" 6-%4"x2'/z" 2435 8260 LGUM 410 12 3% 8% 4 8-%" x 4" 8-%4°x2%" 1 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DU HGUM5.25 7 5% 5% 8-%x 5" 24-Wx2W 10085 14965 16015 HGUM5.50 7 5% 11 5% 8-'/°x 5" 24-'/4"x2W 10125 14940 16015 HGUM7.00 7 7 to 5% 8-e/" x 5" 24-%4°x2'/" 10375 14770 16015 HGUM7.25 7 7% 30 5% 8-Ve"x 5" 24-%4"x2%" 10415 14740 16015 HGUM9.00 7 9 5% 8-Ve"x 5° 24-Y4 x2%" 10705 14545 16015 Notes: 1. Uplift loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum fm=1500 psi and fc=2500 psi. >+ .'r A 7 t Kt@- ttt R • 4Ea eP: �, +f tits' '� i f fff r t t s• h h�atSi ftoitrl �,, O �.yy,...,a•"P "L...U. �y��ry•..d�� •nii b. .��Y �'��lr.'.�.yr,��:.i LM •Y ti 471cw LOW 18$W'N00 ryp[sal g1iIIW I�mtellaH4a Figure 9 LGUM/HGUM Typical Installation Page 12 of 13 Simpson Strong-Tie 1Z IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. 4hC�If VP ti y 0•. S.i'F� 0. e,� p go` � '„ 4 v ax riaT , Inc. P.E. `�v °��"''R.S.• ►a�8 9 Page 13 of 13 Simpson Strong-Tie e b ICC-ES Evaluation Report ESR-1056 Reissued March 9, 2092 This report is subject to renewal in two years. www.icc-es.ora 1 (800)423-6587 1 (562)699-0543 A Subsidiary of the International Code Council® DIVISION:04 00 00—MASONRY accordance with ASTM B 633, Service Condition SC1, Section:04 05 19.16—Masonry Anchors Type III; or a mechanically deposited coating of zinc in accordance with ASTM B 695,Class 55,Type I. REPORT HOLDER: Titen HD screw anchors are available with nominally 3/s-, SIMPSON STRONG-TIE COMPANY,INC. 1/2-, 5/8-, and 3/4-inch (9.5, 12.7, 15.9 and 19.1 mm)shank 5956 WEST LAS POSITAS BOULEVARD diameters, and with various lengths for multiple PLEASANTON,CALIFORNIA 94588 embedments as noted in the tables in this report. Refer to (800)925-5099 Figure 1 for an illustration of a typical screw anchor. www.simpsonanchors.com 3.1.2 Grout-filled Concrete Masonry: When prism tests are required, the compressive strength of masonry, fm, at EVALUATION SUBJECT: 28 days shall be a minimum of 1,500 psi (10.3 MPa). Fully grouted masonry walls shall be constructed from the SIMPSON STRONG-TIE TITEN HD SCREW ANCHORS following materials: 3.1.2.1 Concrete Masonry Units (CMOs): CMUs shall 1.0 EVALUATION SCOPE be minimum Grade N,Type II, lightweight, medium-weight, Compliance with the following codes: or normal-weight conforming to ASTM C 90 or UBC ■ 2009 International Building Code® 2009 IBC Standard 21-4.The minimum allowable nominal size of the g ( ) CMU shall be 8 inches (203 mm) wide by 8 inches (203 ■ 2009 International Residential Code®(2009 IRC) mm)high by 16 inches(406 mm)long(i.e.,8x8xl6). ■ 2006 International Building Code®(2006 IBC) 3.1.2.2 Grout: Grout shall comply with IBC Section ■ 2006 International Residential Code®(2006 IRC) 2103.12 (2009 and 2006 IBC)or 2103.10 (2003 and 2000 IBC), IRC Section R609.1.1, or UBC Section 2103.4, as ■ 2003 International Building Code®(2003 IBC) applicable. Alternatively, the grout shall have a minimum ■ 2003 International Residential Code®(2003 IRC) compressive strength when tested in accordance with ■ 2000 International Building Code®(2000 IBC) ASTM C 1019 equal to its specified strength, but not less than 2,000 psi(13.8 MPa). ■ 2000 International Residential Code®(2000 IRC) 3.1.2.3 Mortar: Mortar shall be Type M or S in ■ 1997 Uniform Building CodeTm (UBC) compliance with IBC Section 2103.8 (2009 and 2006 IBC Property evaluated: or 2103.7(2003 and 2000 IBC), IRC Section R607,or UBC Structural Section 2103.3 and UBC Standard 21-15,as applicable. 2.0 USES 3.2 Design: The Titen HD screw anchor is for installation in predrilled 3.2.1 General: Anchors described in this report are holes in fully grouted concrete masonry wall construction. assigned allowable tension and shear loads for designs based on allowable stress design (working stress design). The Titen HD screw anchors are alternatives to cast-in- Use of the anchors to resist vibratory and moving loads, place anchors described in Section 2107 of the IBC (TMS such as those produced by reciprocating engines, cranes 402) and UBC Section 2107.1.5 for concrete masonry and vehicles, is beyond the scope of this report. construction. 3.2.2 Design of Anchors Installed In Fully Grouted The anchors are permitted to be used in structures CMU Masonry: ;Allowable tension and shear loads for regulated by the IRC, provided an engineered design is anchors Installed in the face of fully grouted uncracked submitted in accordance with IRC Section R301.1.3(2009, CMU masonry are noted in Table 1A for structures 2006 and 2003 IRC)or Section R301.1.1.2(2000 IRC). complying with the IBC or IRC, and Table 1 B for structures 3.0 DESCRIPTION complying with the UBC. The allowable tension and shear 3.1 Materials: loads are for anchors installed in the grouted cells, the center web of CMU units, and horizontal mortared bed 3.1.1 Titan HD Screw Anchor: The Titen HD screw joints of fully grouted CMU masonry construction. anchor is a carbon steel threaded anchor with a hex- Allowable loads for anchors installed in the vertical head washer head. The screw anchor is manufactured from joint or the end flanges of the CMU units are outside the heat-treated steel complying with SAE J403 Grade 101321, scope of this report. Edge and end distances, and spacing and has either an electrodeposited coating of zinc in requirements for anchors installed in the face of fully ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed N as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report'or as to airy product covered by the report. O Copyright©2012 Page 1 of 6 l ESR-1056 1 Most Widely Accepted and Trusted Page 2 of 6 grouted CMU masonry, as shown in Figure 2, are noted in distances. The special inspector shall inspect and verify Tables 1A and 1B. Allowable load reduction factors for that anchor installation complies with this evaluation report anchors installed at reduced edge distances, and reduced and Simpson Strong-Tie Company's published installation spacing,are noted in Tables 2 and 3. instructions. Allowable tension and shear loads for 1/2-inch and 5/3- 5.0 CONDITIONS OF USE inch(12.7 mm and 15.9 mm)anchors installed in the top of The Titen HD Screw Anchors described in this report fully grouted concrete masonry (CMU grouted cores and comply with, or are suitable alternatives to what is CMU webs), are noted in Table 4A for anchors installed in specified in, the codes listed in Section 1.0 of this report, structures complying with the IBC or IRC,and Table 4B for subject to the following conditions: anchors installed in structures complying with the UBC. 5.1 Anchors are identified and installed in accordance Allowable loads for anchors installed in the face of fully with this report and the manufacturer's published grouted CMU masonry walls subjected to combined shear installation instructions. and tension forces shall be determined by the following 5.2 Anchors installed in the face or the top of fully grouted equation: CMU masonry to resist dead, live, wind, and (PtJ + (S)i <_ 1.0 earthquake load applications shall be in accordance ` with Sections 3.2.1 and 3.2.2. where: 5.3 Grouted Masonry under IBC or IRC: The anchors Ps = Applied service tension load. described in the evaluation report are capable of resisting seismic and wind loads. When using the Pt = Allowable service tension load. basic load combinations in accordance with IBC Vs = Applied service shear load. Section 1605.3.1,allowable loads are not permitted to Vt = Allowable service shear load. be increased for seismic or wind loading.When using the alternative basic load combinations in IBC Section 4.0 INSTALLATION 1605.3.2 that include seismic or wind loads, the allowable shear and tension loads for anchors are 4.1 General: permitted to be increased by 331/3 percent, or the Titen HD screw anchors shall be Installed by drilling a pilot alternative basic load combinations may be multiplied hole into the substrate using a handheld electro-pneumatic by a factor of 0.75. rotary hammer drill with a carbide-tipped drill bit conforming to ANSI 8212.15-1994. The pilot hole shall 5.4 Grouted Masonry under the UBC: When using the have the same diameter as the nominal diameter of the basic load combinations in accordance with UBC anchor. The hole is drilled to the specified embedment Section 1612.3.1,allowable loads are not permitted to depth plus 1/2 inch (12.7 mm). Dust and debris in the hole be increased for wind or seismic loading.When using shall be removed by using oil-free compressed air. The the alternative basic load combinations in UBC Titen HD screw anchor shall be installed into the hole to Section 1612.3.2 that include wind or seismic loads, the required embedment using a socket wrench or the allowable shear and tension loads for anchors are powered impact wrench. permitted to be increased by 331/3 percent. 4.1.1 Installation In Fully Grouted CMU Masonry: 5.5 Fatigue and Shock Loading: Since an ICC-ES Anchors installed in the face of fully grouted CMU acceptance criteria is evaluating data to determine the construction shall be limited to the face shell of the CMU performance of screw anchors subjected to fatigue or unit (center web and grouted cores) and the horizontal shock loading is unavailable at this time, the use of mortared bed joints, as indicated by the shaded areas in these anchors under these conditions is beyond the Figure 2.Anchors installed in a T-joint, the mortared head scope of this report. joint, or the end webs of a CMU unit, as indicated in the 5.6 Fire-resistive Construction: Where not otherwise non-shaded areas in Figure 2,are outside the scope of this prohibited by the applicable code, anchors are report. permitted for use with fire-resistance-rated For anchors installed in the top of fully grouted concrete construction provided that at least one of the following masonry (CMU grouted cores and CMU webs), anchor conditions is fulfilled. location shall comply with the minimum edge and end ■ Anchors are used to resist wind or seismic forces distances noted in Tables 4A and 4B and shown in Figure only. 3. Anchors installed in the mortared head joint are outside ■ Anchors that support fire-resistance-rated the scope of this report. construction or gravity load—bearing structural 4.2 Installation with Special Inspection (When elements are within a fire-resistance-rated Required): envelope or a fire-resistance-rated membrane,are protected by approved fire-resistance-rated Continuous special inspection shall be provided when materials, or have been evaluated for resistance required by the tables in this evaluation report. Special to fire exposure in accordance with recognized Inspection under the IBC and IRC shall conform to IBC standards. Section 1704; under the UBC, special inspection shall be in accordance with UBC Section 1701. ■ Anchors are used to support nonstructural For fasteners installed with special inspection, the elements. following items, as applicable, shall be Inspected:fastener 5.7 Cracked Masonry: Since an ICC-ES acceptance type and dimensions; masonry unit type and compliance criteria for evaluating the performance of screw with ASTM C 90; grout and mortar compressive strengths, anchors in cracked masonry is unavailable at this and(when required)masonry prism compressive strength; time, the use of anchors is limited to installation in drill bit size and compliance with ANSI B212.15-1994; and uncracked masonry. Cracking occurs when ft> fr due fastener embedment, spacing, and edge (and end) to service loads or deformations. ESR-1056 I Most Widely Accepted and Trusted Page 3 of 6 5.8 Anchors are installed in substrates in holes predrilled 6.1.1 Anchors installed in the face of fully grouted CMU with carbide-tipped masonry drill bits complying with masonry wall construction: Effects of edge distance on ANSI B212.15-1994, and having the same diameter tension and shear performance (Test Series 4, 5, 13, and as the nominal diameter of the anchor. 14 of AC106), and seismic performance tests (Section 4.6 5.9 Calculations demonstrating that the applied loads are of AC106). less than the allowable loads described in this report, 6.1.2 Anchors installed in the top of fully grouted CMU shall be submitted to the building official. The masonry wall construction with a minimum 13/4-inch (44 calculations shall be prepared by a registered design mm) edge distance: Effects on tension and shear professional where required by the statues of the performance(Test Series 4 and 13 of AC106),and seismic jurisdiction in which the project is to be constructed. performance tests(Section 4.6 of AC106). 5.10 Special inspection, when required, shall be provided 7.0 IDENTIFICATION in accordance with Section 4.2. Titan HD screw anchor packaging is marked with the 5.11 Anchors are limited to dry,interior use. Simpson Strong-Tie Company name; product name(Titan 5.12 The Titan HD screw anchors are manufactured by HD); anchor diameter and length; the name or logo of the Simpson Strong-Tie Company under a quality control inspection agency (CEL Consulting); and the evaluation program with inspections by CEL Consulting report number (ESR-1056). In addition, the*symbol and (AA-639). anchor length (in inches) is stamped on the head of each 6.0 EVIDENCE SUBMITTED screw anchor. 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Predrilled Fasteners (Screw Anchors) in Masonry (AC106), dated June 2006 (editorially revised December 2007), including the following optional tests: FIGURE 1—TYPICAL TITEN HD SCREW ANCHOR TABLE 1A—IBC AND IRC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS INSTALLED IN THE FACE OF FULLY GROUTED CMU MASONRY CONSTRUCTION' ALLOWABLE LOADS BASED ON ANCHORS ANCHOR LOCATION (in) INSTALLED AT DISTANCES Z CRITICAL EDGE ANCHOR DRILL MIN. DISTANCE,c.. AND SPACING,sft DIA.2 BIT DIA. EMBED.3 (Ibf) (in.) (in.) (in.) Edge Distance Spacing Critical, Minimum, Critical, Minimum, Tension Shear cW4 cam, Sam Smin 3/3 3/3 23/4 12 4 6 3 480 870 1/2 1/2 31/2 12 4 8 4 690 1,385 6/e 6/e 41/2 12 4 10 1 5 1,060 2,085 3/a 3/4 51/2 12 4 12 6 1 1,600 3,000 For SI:1 inch=25.4 mm, 1 psi=6.89 kPa,1 Ibf=4.48 N. 'Anchors shall be Installed a minimum of 1'/4 Inches from vertical head joints and T Joints.Refer to Figure 2 for permitted and prohibited anchor Installation locations. 2The drill bit diameter shall be equal to the nominal diameter of the anchor.Anchor installation shall comply with Section 4.0 of this report. 3Embedment depth Is measured from the outside face of the masonry. acritical and minimum edge distances,c.*and cm8„respectively,shall comply with this table.Refer to Figure 2.Critical and minimum spacing,s„a and s„b,,, respectively, shall comply with this table. Critical and minimum edge and spacing distances are valid for anchors resisting tension or shear loads. Refer to Table 2 for allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances,and to Table 3 for anchors installed between critical and minimum spacing. Tabulated loads are for anchors installed in fully grouted masonry wall construction,consisting of Grade N,Type II,lightweight,medium-weight, or normal-weight, closed-end, concrete masonry units (CMUs) conforming to ASTM C 90. Masonry shall be fully grouted with coarse grout having a minimum compressive strength of 2,000 psi,and complying with IBC Section 2103.12(2009 and 2006 IBC)or 2103.10(2003 and 2000 IBC)or IRC Section R609.1.1 as applicable.Mortar shall be Type M or S in compliance with IBC Section 2103.8(2009 and 2006 IBC or 2103.7 (2003 and 2000 IBC)or IRC Section R607,as applicable.The specified compressive strength of masonry,fm,at 28 days shall be a minimum of 1,500 psi. ®Tabulated allowable loads are based on a safety factor of 5.0 and are based on special inspection being provided during anchor installation. Special inspection requirements shall comply with Section 4.2 of this report. 7For wind or earthquake loading conditions,allowable loads may be adjusted in accordance with Section 5.3. ESR-1056 I Most Widely Accepted and Trusted Page 4 of 6 a•uaweaum EDGE DISTAt3CIE CRITICAL EDGE DISTPOME (SEE LOAD TABLE) INSTALLATION iN THiS AREA Ft3R REDl7CED ALLOWABLE LOAD CAPAC" _ f a"RdtNthlWM ED"DISTANCE CRITICAL EDCSE DISTANCE (SEE LOAD TABLES INSTALLATIONS IN THIS AREA FOR FULL ALLOWABLE LOAD CAPACITY !ND WtALLATION VATHW 1 r OF 14M JOINT FIGURE 2—TITEN HD SCREW ANCHOR INSTALLED IN THE FACE OF GROUT-FILLED CMU (CONCRETE MASONRY UNIT)WALL CONSTRUCTION(Refer to Tables 1,2,and 3) TABLE 1B—UBC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS INSTALLED IN THE FACE OF FULLY GROUTED CMU MASONRY CONSTRUCTION' ALLOWABLE LOADS BASED ON ANCHORS INSTALLED AT a DISTANCES 2:CRITICAL EDGE DISTANCE,ca u,AND ANCHOR LOCATION (in) SPACING,sru''8-7 ANCHOR DRILL MIN. (Ibf) DIA.2 BIT DIA. EMBED.3 (in.) (In.) (In.) Edge Distance Spacing Tension Critical, Minimum, Critical, Minimum, Installed with Installed without Shears C�rft c„,", sa„ Smin Special Inspection Speciallnspectiona 3/8 3/8 23/4 12 4 6 3 600 300 1,085 1/2 1/2 31/2 12 4 8 4 860 430 1,730 6/" 6/8 41/2 12 4 10 5 1,325 665 2,605 3/4 3/4 5'/2 12 4 12 6 2,000 1,000 3,750 For SI:1 Inch=25.4 mm, 1 psi=6.89 kPa,1 Ibf=4.48 N. 'Anchors shall be installed a minimum of 11/4 inches from vertical head joints and T joints.Refer to Figure 2 for permitted and prohibited anchor Installation locations. 2The drill bit diameter shall be equal to the nominal diameter of the anchor.Anchor installation shall comply with Section 4.0 of this report. 3Embedment depth is measured from the outside face of the masonry. °Critical and minimum edge distances,cpa and ow,,, respectively,shall comply with this table. Refer to Figure 2. Critical and minimum spacing, spa and s,,,,,,respectively,shall comply with this table.Critical and minimum edge and spacing distances are valid for anchors resisting tension or shear loads. Refer to Table 2 for allowable tension and shear load reduction factors for anchors installed between critical and minimum edge distances,and to Table 3 for anchors installed between critical and minimum spacing. 'Tabulated loads are for anchors installed in fully grouted masonry wall construction,consisting of Grade N,Type 11,lightweight,medium-weight, or normal-weight, closed-end, concrete masonry units(CMUs) conforming to UBC Standard 21-4. Masonry shall be fully grouted with coarse grout having a minimum compressive strength of 2,000 psi,and complying with UBC Section 2103.4.Mortar shall be Type M or S in compliance with UBC Section 2103.3 and UBC Standard 21-15.The specified compressive strength of masonry,Pm,at 28 days shall be a minimum of 1,500 psi. For wind or earthquake loading conditions,allowable loads may be adjusted in accordance with Section 5.4. These allowable tension loads are based on a factor of safety of 4.0 and special Inspection being provided during anchor installation.Special inspection requirements shall comply with Section 4.2 of this report. "These reduced allowable tension loads are applicable for anchors installed without special inspection and are based on a factor of safety of 8.0. "These allowable shear loads are based on a factor of safety of 4.0 and anchor installation with or without special inspection. ESR-1056 I Most Widely Accepted and Trusted Page 5 of 6 TABLE 2-LOAD REDUCTION FACTORS FOR TITEN HD SCREW ANCHORS INSTALLED BETWEEN CRITICAL AND MINIMUM EDGE DISTANCES(Anchors Installed In the Face of Grout-filled CMU Masonry)'2 3 LOAD REDUCTION FACTORS FOR ANCHORS INSTALLED AT: MINIMUM Critical Edge Distance,cft Minimum Edge Distance,cmc„ ANCHOR DIAMETER EMBEDMENT (in) DEPTH Shear Load Acting: (in) Tension or Shear Load Tension Load Towards Away from Parallel to an Edge an Edge an Edge 3/3 23/a 1.0 1.0 0.58 0.89 0.77 1/2 31/2 1.0 1.0 0.38 0.79 0.48 5/s 41/2 1.0 0.83 0.30 0.58 0.46 3/a 51/2 1.0 0.66 0.21 0.38 0.44 For SI:1 inch=25.4 mm. 'The load reduction factors in this table are applicable to the allowable loads shown in Tables 1A and 1B. 2Reduction factors are cumulative. Multiple reduction factors for more than one spacing or edge distance are calculated separately and multiplied. 3Load reduction factors for anchors loaded in tension or shear with edge distances between critical and minimum are obtained by linear Interpolation. TABLE 3-LOAD REDUCTION FACTORS FOR TITEN HD SCREW ANCHORS INSTALLED BETWEEN CRITICAL AND MINIMUM SPACING(Anchors Installed In the Face of Grout-filled CMU Masonry)1,2,3 ANCHOR MINIMUM LOAD REDUCTION FACTORS FOR ANCHORS INSTALLED AT: DIAMETER EMBEDMENT Critical Spacing,s,,ft Minimum Spacing,smm (in) DEPTH (in) Tension or Shear Load Tension Load Shear Load 3/3 23/a 1.0 0.87 0.62 '/z 31/2 1.0 0.69 0.62 5/5 41/2 1.0 0.59 0.62 3/a 51/2 1.0 0.50 0.62 For SI:1 inch=25.4 mm. 'The load reduction factors in this table are applicable to the allowable loads shown in Tables 1A and 1B. 2Reduction factors are cumulative. Multiple reduction factors for more than one spacing or edge distance are calculated separately and multiplied. 3Load reduction factors for anchors loaded in tension or shear with spacing between critical and minimum are obtained by linear interpolation. TABLE 4A-IBC AND IRC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS INSTALLED IN TOP OF GROUT-FILLED CMU MASONRY' ANCHOR LOCATION2(in) IBC AND IRC ALLOWABLE LOADS3'01e(Ibf) ANCHOR DRILL MINIMUM DIA. BIT EMBEDMENT Shear DEPTH Minimum Edge Minimum End Minimum Parallel Perpendicular (in) DIA.(in) (in) Distance Distance Spacing Tension to Edge of to Edge of Masonry Wall Masonry Wall 1/2 41/2 13/a 8 8 570 585 160 5/e 5/3 4'/z 13/a 10 10 570 675 160 For SI:1 inch=25.4 mm,1 pound=4.45 N,1 psi=6.89 kPa. 'The allowable tension and shear loads in Table 4A are applicable when anchors are installed In structures regulated by the IRC or IBC. 2Minimum edge and and distances are measured from the anchor centerline to the edge and end of the CMU masonry wall,respectively. Refer to Figure 3.Minimum spacing is measured from center-to-center of two anchors.Anchors installed In the mortared head joint are outside the scope of this report. 3The allowable loads in Table 4A are for anchors resisting dead,live,wind,and earthquake load applications.For short-term loading due to wind and earthquake forces,the allowable loads may be adjusted in accordance with Section 5.3. °Tabulated loads are for anchors installed in fully grouted masonry wall construction consisting of Grade N,Type Il,lightweight,medium- weight,or normal-weight concrete masonry units(CMUs)conforming to ASTM C 90.Allowable minimum nominal dimensions of the CMU shall be 8 Inches wide by 8 inches high by 16 inches long(8"x8"x16").Masonry wall construction shall be fully grouted with coarse grout having a minimum compressive strength of 2,000 psi,and complying with IBC Section 2103.12(2009 and 2006 IBC)or 2103.10(2003 and 2000 IBC) or IRC Section R609.1.1,as applicable.Mortar shall be Type M or S in compliance with IBC Section 2103.8(2009 or 2006 IBC)or 2103.7 (2003 and 2000 IBC)or IRC Section R607.1,as applicable,and have a minimum compressive strength of 1,500 psi.The specified compressive strength of masonry,fm,at 28 days shall be a minimum of 1,500 psi. 5Allowable tension and shear loads are based on a safety factor of 5.0,and are based on anchor installations with special inspection,Refer to Section 4.2 of this report for special inspection requirements. r ESR-1056 1 Most Widely Accepted and Trusted Page 6 of 6 TABLE 4B—UBC ALLOWABLE TENSION AND SHEAR LOADS FOR TITEN HD SCREW ANCHORS INSTALLED IN TOP OF GROUT-FILLED CMU MASONRY' ANCHOR LOCATION(In) UBC ALLOWABLE LOADS3'4(lbf) ANCHOR DRILL MIN Tension Shear' DIA. BIT EMBED. Minimum Minimum End Minimum Installed DIA. Installed without Parallel Perpendicular to (i^) (in) (i^) Distance Edge Distance Spacing Special Special to Edge of Edge of Masonry Inspection' Inspection Masonry 1/2 '/2 41/2 13/4 8 8 715 355 730 200 '/B I '/e 41/2 13/4 1 10 10 715 355 845 200 For SI:1 inch=25.4 mm,1 pound=4.45 N,1 psi=6.89 kPa. 'The allowable tension and shear loads in Table 4B are applicable for anchors installed in structures regulated by the UBC. 2Minimum edge and end distances are measured from the anchor centerline to the edge and end of the CMU masonry wall, respectively. Refer to Figure 3.Minimum spacing is measured from center-to-center of two anchors.Anchors installed in the mortared head joint are outside the scrape of this report. 3The allowable loads In Table 4B are for anchors resisting dead,live,wind,and earthquake load applications. For short-term loading due to wind and earthquake forces,the allowable loads may be adjusted in accordance with Section 5.4. 4 Tabulated loads are for anchors installed In fully grouted masonry wall construction consisting of Grade N, Type II, lightweight, medium- weight,or normal-weight concrete masonry units(CMUs)conforming to UBC Standard 21-4.Allowable minimum nominal dimensions of the CMU shall be 8 Inches wide by 8 inches high by 16 inches long (8"x8"x16"). Masonry shall be fully grouted with coarse grout having a minimum compressive strength of 2,000 psi,and complying with UBC Section 2103.4. Mortar shall be Type M or S in compliance with UBC Section 2103.3 and UBC Standard 21-15.The specified compressive strength of masonry,f.,at 28 days shall be a minimum of 1,500 psi. 'Allowable shear loads are based on a safety factor of 4.0.Special inspection for anchor installation is not required. 'Allowable tension loads In the column entitled'Installed with Special Inspection"are based on a safety factor of 4.0.Special Inspection shall be provided during anchor installation,and shall comply with the requirements described in Section 4.2 of this report. 'Allowable tension loads In the column entitled"Installed without Special Inspection"are based on a safety factor of 8.0.Special inspection for anchor Installation is not required for anchors assigned these reduced allowable tension loads. Edge °per• End ♦ s FIGURE 3—EDGE AND END DISTANCES FOR THE TITEN HD ANCHOR INSTALLED IN THE TOP OF CMU MASONRY WALL CONSTRUCTION 9 •• •• • • • •• •• • • • • • • • • • • • • • ••• • • • • ••• MIAMI- MMMI-DADS. OUNTY n : :PAO 1Ct-COAIT%L SE&ION DEPARTMENT OF PERMITTING,ENVIRONMENT,AND REGULATORY : .' C1801 SSV 26 Si eela.R&m 208 AFFAIRS(PERA) "' "' "'MUL Fldnr?a 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) ." :_: •',T;m��d�ade goy/oern� PGT Industries 1070 Technology Drive, .. . . . . . ... .. Nokomis,Fl.34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed and accepted by Miami-Dade County PERA- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dada County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner,the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product-or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION: Series"FD-750"Outswing Aluminum French Door w/Sidelites—L.M.I. APPROVAL DOCUMENT.: Drawing No.8p00-11,titled"Alum.French Door&Side Lites,Impact", sheets 1 through 12 of 12,dated 12/23/04,with revision E dated 10/12111,prepared by manufacturer,signed and sealed by Anthony Lynn Miller,P.E.,bearing the Miami-Dade County Product Control Revision stamp with the.Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING:Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo,city,state, model/series,and following statement: "Miami-Dade County.Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance ofthis product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use, and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA#09-1028.10 and consists of this page I and evidence pages E-1,E-2,and E-3,as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez,P.E. NOA No 11-1013.24 14Frnsowcaoe counrn Expiration Date:February 24,2415 •••, , Approval Date: November 24,2011 Page 1 .. .. . . . .. .. . . . . . . . . . . . . . . . ... . . . • • ••• • • • • ••• PGT Industries .. . • . •. • .•. NOTICE OF ACCEPTANCE: EVIDENC-71 SUHKW—EL• •: •. Soo 0 *08 A. DRAWINGS 1. Manufacturer's die drawings and sections ••• : : ••• :6. :110 .•• 2. Drawing No. 8000-11,titled"Alum.French Door&14deT;itest 14a4 sh6sts I through 12 of 12,dated 12/23/04,with revision E dated 109'12111;prepmdby manufacturer, signed and sealed by Anthony Lynn Miller,P.E. B. TESTS 1. Test reports-on: 1)Air Infiltration Test, 2)Uniform Static Air Pressure Test, 3)Water Resistance Test, 4)Forced Entry Test,per SFBC 3603.2(b) along with marked-up drawings and installation diagram of an aluminum sliding glass door using a low sill threshold,glazed with 7/16"laminated glass,prepared by Fenestration Testing Laboratory, Inc.,Test Report No. FTL-5941,dated 05/20/09, signed and sealed by Julio E. Gonzalez,P.E. (Submitted under NOA # 09-1028.10) 2. 'rest 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 aluminum doors of OXXO configuration,prepared by Fenestration Testing Laboratory,Inc.,Test Report No. (Submitted under NOA #09-102&10) 3. Test reports on: 1)Uniform:Static Air Pressure Test,per FBC,TAS 202-94 2)Large Missile Impact Test per FBC,TAS 201-94 3) Cyclic Wind Pressure Loading per FBC,TAS 203-94 4) Forced Entry Test,per FBC 2411 3.2.1 and TAS 202-94 along with marked-up drawings and installation diagram of aluminum doors of O3XX configuration,prepared by Fenestration Testing Laboratory,Test Reports No. FTL4527,dated 02/10/05, signed and sealed by Edmundo Largaespada,P.E. (Submitted under NOA#05-0419.03) 4. Test reports on: 1)Air Infiltration Test,per FBC, TAS 202-94 2)Uniform Static Air Pressure Test,per FBC,TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 4)Forced Entry Test,per FBC 2411 3.2.1 and TAS 202-94 along with masked-up drawings and installation diagram of aluminum doors of OXXO configuration, prepared by Fenestration Testing Laboratory,Test Reports No. FTL-4528,dated 02/14/05,signed and sealed by Edmdo Largae P. E. (Submitted under NOA # 05-041903) N[ nueler P.E. Product Contro x finer NOA No 11-1013.24 I'I Expiration Date: February 24,2015 Approval Date: November 24,2011 E-1 `i r •• •• • • • •• •• • • • • • • • • • • • • • • V: • • • • • • ••• ••• PGT Industries • • • • NOTICE OF ACCEPTANCE- EVI3DE10 d S?ky 'F, �3•• • •: • 000 000 000 0 :0 0 B. TES'T'S(CONTINUED) to f .• • . • •.. .. 5. Test reports on: 1)Large Missile Impact Test per FBS, S Q1 ;• •• 2)Cyclic Wind Pressure Loading perV12Q'.IAS 2513 94 along with marked-up drawings and installation diagram of aliunmum doors of XXXO configuration, prepared by Fenestration Testing Laboratory,Test Reports No. FTL4529, dated 07/14/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA #05-0419.03) 6. 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 aluminum outswing French door,prepared by Fenestration Testing Laboratory,Test Reports No. FTI-4530, dated 02/14/05, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA #05-0419.03) 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 aluminum outswing French door, prepared by Fenestration Testing Laboratory,Test Reports No. k°I'L4311,dated 09/01104,signed and sealed by Edmundo Largaespada,P. E. (Submitted under NOA #05-0103.03) 8. Test reports on: 1)Uniform Static Air Pressure Test,per FBC,TAS 202-94 2)Large Missile Impact Test per FBC,TAS 201-94 3)Cyclic Wind Pressure Loading per FBC,TAS 203-94 along with marked-up drawings and installation diagram of aluminum outswing French door,prepared by Fenestration Testing Laboratory,Test Reports No. FTL-4312, dated 09/13/04, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA #05-0.103.03) 9. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure'Test,per FBC,TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 4)Forced Entry Test,per FBC 2411 3.2.1 and TAS 202=94 along with marked-up drawings and installation diagramof aluminum outswing French door,prepared by Fenestration Testing Laboratory,Test Reports No. FTL-4315,dated 09113/04,signed and seared by Edmundo Largaespada,P. E. (Submitted under NOA # 05-0103.03) Perez,F.E.Intel P er Prod et Cotrol Examiner A No 114013.24 Expiration Date:February 24,2015 Approval Date: November 24,2011 E-2 T • • ••• • • • ••• • • • • • • • • • • • • ••• • • • • ••• PGT Industries NOTICE OF ACCEPLANCE: EVIDEN6 SITBW*ll� . ': .• •' • • • • .•. ... .•. . ... • C. CALCULATIONS .. . . • • •. 1. Anchor verification calculations and structural anaf�sis;c0atp*iti. th.•Pa-2007, dated 10/01/09,prepared,signed and sealed by Rotgk J.P141,PV,�pda�tea to the FBC-2010 on 10/11/11,signed and sealed by A. Lynn Miller,P.E. 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 10-0922.09 issued to E.I.DuPont DeNemours & Co.,Inc. for their"DuPont Butacite®PVB,Interlayer"dated 12/24/10, expiring on 12/11/11. 2. Notice of Acceptance No. 09-0223.05 issued to Solutia,Inc. for their"Satlex Multi- layer Glass Interlayer"dated 04/08/09, expiring on 04/08/14. 3. Notice of Acceptance No. 08-1224.04 issued to Solutia,Inc. for their"Saflex Composites Glass Interlayer with PET Core"dated 02/25/09,expiring on 12/11/13. F. STATEMENTS 1. Statement letter dated 10/07/11, Successor Engineer adopting the another engineer's work per FAR 61 G15-27-001, signed&sealed by A.Lynn Miller,P.E. 2. Statement letter of conformance with the FBC-2007 and FBC-2010,prepared by manufacturer,dated 10/11/11,signed&sealed by A.Lynn Miller,P.E. 3. Statement letter of"No financial interest",prepared by manufacturer, dated 10/11/11, signed&sealed by A. Lynn Miller,P.E. 4. Letter of lab compliance, part of the above test reports. 5. Proposal No. 08-1891 issued by BCCO, dated January 26,2009,signed by Ishaq Chanda,P.E. G. OTHER 1. Notice of Acceptance No. 09-1028.10,issued to PGT Industries for their Series"FD- 750"Outswing Aluminum French Door w/Sidelites-L.M.I.,approved on 02/10/10 and expiring on 02/24/15. 011MAgmWerez,P.E. ProdueCon 0 1 Examiner N No 11-1013.24 Expiration Date:February 24,2015 Approval Date: November 24,2011 E-3 NOTES: OUTSWING IMPACT FRENCH DOOR(S)AND SIDE LITE(S) 1.GLAZING OPTIONS: A.7118°LAME CONSISTING OF(1)LITE OF 3116"ANNEALED GLASS AND(1)LITE OF 3118°HEAT STRENGTHENED GLASS WITH AN.090 PVB INTERLAYER OF DUPONT SUTACITE OR SAFLEX/KEEPSAFE MAXIMUM. B.711irLAMI pON§ISTING OF(2)LITES OF 3116"HEAT STRENGTHENED GLASS WITH AN.090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM. •4 J B°LAlUA CONSISnNG OF`11 W OF 3116°ANNEALED GLASS AND(1)UTE OF 3118°HEAT STRENGTHENED GLASS WITH AN.075 VANCEVA INTERLAYER. sD+PM6°LAAAI CONSISTING®F�2)LITES OF 3118°HEAT STRENGTHENED GLASS WITH AN.07b VANCEVA INTERLAYER. • NOA DRAWING MAP i,is 7!A°LAMI ppNSISTING qF{11 LITE OF 3/16"TEMPERED GLASS OUTSIDE.1/r AIR SPACE AND(1)7116°LAMI GLASS ASSEMBLY INSIDE(3116'A,.090 PVB,3116'HS}. TOPIC SHEET • • • • • •I:Iib'LAMI I.W MINISISTINGOPCIJ LITE OF 3116°TEMPERED GLASS OUTSIDE,114°AIRSPACE AND(1)7116"LAMI GLASS ASSEMBLY INSIDE(3118°HS490.PVB,3116"HS). GENERAL NOTES............ 1 ••••• • •••• CONFIGURATIONS...»......1 •.••• G.74v LAMI Ida.CC�ISISnLdG Awl LITE OF 3/16"TEMPERED GLASS OUTSIDE.19-AIR SPACE AND(1)711(rLAMI GLASS ASSEMBLY INSIDE GLAZING DETAILS.....,.....2 ••• B°A,.075.VANCEVA,31'x:V§}• DESIGN PRESSURES......3 • ELEVATIONS.................... 4 •4 778°LAMLI*(f.rclkslsngd bP tt LITE OF 3116°TEMPERED GLASS OUTSIDE,114-AIR SPACE AND(1)7/16°LAMI GLASS ASSEMBLY INSIDE VERT.SECTIONS.._........5 (3116"HS„ 5 VMCEVA.-X%6-M§j HORIZ.SECTIONS........... 6 TPARTS LIST._.........._....... 7 2 DESIGN PRT*4S4M:TABLE 1,SHEET 3. EXTRUSIONS................... ®NEGATIVE DESIGN LOADS BIASED ON TESTED PRESSURE AND GLASS TABLES ASTM E13M2. ANCHORAGE...•......_........104 S.POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E13004)2. 3.CONFIGURATIONS:7C,p XX,XO,QX)00C• XO.OXSX OXO,XXXX,XXXO,OX)K OR OXXO WHERE 0 REPRESENTS EITHER THE NARROW JAMB QR FULL JAMB SIDE LITE ANY TWO ADJACENT X UNITS CAN 13E EITHER TWO SINGLE.X DOORS OR A DOUBLE.XX DOOR'BOTH USING EITHER THE STANDARD OR THE LOW-RISE SILL. THE ra"ucr pAvVw v FRENCH DOOR ASSEMBLY BEAM 18 USED TO ASSEMBLE X.XX AND "iu"b`¢ 0 UNITS TO MAKE THE ABOVE CONFIGURATIONS. � ly 4.ANCHORAGE.THE 33113°/a STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 8 THRU 11. 5.SHUTTERS ARE NOT REQUIRED. 6.SEALANT:INSTALLATION SCREWS,FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT VERTICAL ASSEMBLY BEAM SEAMS SEALED ON THE INTERIOR AND EXTERIOR WITH CONTRACTOR$SEALANT. 7.REFERENCES:TEST REPORTS:M-4311,FTL-4312,FTL•4315,FTL-4527,FTLA525.FTL-4529,F L-4530,FM-492i AND FTL-5941. t� ANSI/AF&PA NDS-2005 FOR WOOD CONSTRUCTION ADM-2005 ALUMINUM DESIGN MANUAL 8.THIS PRODUCT HAS BEEN DESIGNED&TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE,INCLUDING THE HIGH VELOCITY HURRICANE RRICANE ZONE(HVHZ). voIN MittJit gag= c F��i� mower. ask 6L ,a„„ w,. _ _GENERAL NOTES AND DRAWING MAP %�0,�; •, IOR�.P`� .�r�,oIt .9 c NaMfi%FL sus ALUM.FRENCH DOOR SIDE LITES,IMPfT 4,ftoo\�'\ u Mull a Pa rage 17647 ,� � •°rox. � a LYnGi M(" � P.E. FJG LT. 4$05 � I ® FD7bD FU 1 e 12 81)0(1-11 E FL P.E.#58705 7/16"NOM. 7/16"NOM. 3116°ANNEALED OR HEAT STRENGTHENED GLASS 316"ANNEALED OR HEAT STRENGTHENED GLASS W DIIPONT BUTACITE OR SAFLEXIKEEPSAFE .075'VANCEVA INTERLAYER MAXIMUM PVB INTERLAYER 3116"HEAT STRENGTHENED GLASS 3116"HEAT STRENGTHENED GLASS s. e. 91 OR 92 93 OR 94 �••••� • •• e•109 90 109 sees ...... �7 90 107 • • •••••• • •• •• 105 5J8"GLASS 105 5/8"GLASS • • • • BITE BITE ..... .... ... . sees* • • • *:*see EXTEI;J-0R ••i••• INTERIOR EXTERIOR INTERIOR ****so ••••• GLAZI{JG DETAIL SETTING ° GLAZING DETAIL SETTING BLOCK 7/16"L;Mi GLASS W/PVB INTERLAYER 7/16"LAMI GLASS W/VANCEVA INTERLAYER NOM. 718"NOM. quem vts�n tea wt�nK 3/16"TEMPERED GLASS 3/16'TEMPERED GLASS A I AIR SPACE AIR SPACE - D15 3116°ANNEALED OR HEAT 316'ANNEALED OR HEAT Iffif . STRENGTHENED GLASS STRENGTHENED GLASS ' .090"DUPONT BUTACITE OR SAFLEX/ 075 VANCEVA INTERLAYER KEEPSAFE MAXLMUM PVB INTERLAYER 316"HEAT STRENGTHENED GLASS 3/181 HEAT STRENGTHENED GLASS 109 95 OR 96 IN 97 OR 98 108 90 108 90 115 518°GLASS o 518"GLASS BITE BITE rL_ t ItI ttttttr EXTERIOR INTERIOR EXTERIOR INTERIOR \�� LYNN F ,`+j.,.•�`G�NSE ' ., iii GLAZING DETAIL SETTING BLOCK GLAZING DETAIL SETTING BLOCK 7/8" LAMI I.G. GLASS W/PVI3 INTERLAYER 718" LAMI I.G. GLASS W/VANCEVA INTERLAYER = 140 .; w± "C t° Itq . tuz FX fiVI7�A9 B I�CHINI�TJH9SkEl<T ��•.,• OF • g{pT ,�•�. ,m, w,.a GLAZING DETAILS :O,c -.. FLORNO� car ramma,ISRW aCCHANMTMSMW ALUM FRENCH DOOR&SIDE LITES,IMPACT �rONX ar� �0 0 0� M=nSWe ear e.e N' ,e.a A.LYNI�I,OALL�,P.E. FX 132M LT. 4/Br03 io710 FU 2 r 12 81100-11 E FL P.E.#58705 Table 1.Maximum Design Pressures(psfl � OVERHANG � Allowed Height(in) OVERHANG jr •. .• HEIGHT O ....•Confl�uRatl•on Widtl:�i•) Glass Types 79 314"(6� 87 314" 91 3W' 95 314"(8)mass c . _ i 83 31_ 4�j1 Rogge. •• X `314 . � +70.0 -I'�.0 +7 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 •••• � •• ' C,G +100.0 •100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 NOTES: • • 1.IF USING THE OPTIONAL LOW-RISE SILL ..;. � • � +70.0 .80.0 #7 -8 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 (PART 10,SHEETS OF 12),THE • .�(�( ix�14 (� OVERHANG HEIGHT MUST BE GREATER .... C,G +100.0 =40D.0 +100.0. -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 THAN THE OVERHANG LENGTH(SEE DIAGRAM).IF NOT,THE MAXIMUM +70.0 -60.0 +70.0 -80.0 POSITIVE(+)DESIGN PRESSURE IS ••• • .F�'I •••••• E� +70.0 X0.0 � ' +70.0 -80.0 LIMITED TO+50.0 PSF FOR ALL STYLES 00 361 ili6" •..• • Jamb ••• ± CG +100.0 -100.0 +100.0 -100.0 +100.0 400.0 +100.0 -100.0 +100.0 400.0 AND SITES OF THE DOOR AND ANY • ADJOINING SIDELITES.(REF.FTL-5941) • 3011/16" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 400.0 +100.0 -100.0 ideYlte: 3311/16" CA +100.0 -100.0 +100.0 400.0 +100.0 -100.0 +100.0 -100.0 +97.4 -97.4 Narrow Jamb A,8,E, F +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70:0 =80.0 ucracvavrn amoo ®tea��s•�tr. 3611/16" ED,H G +100.0 -100.0 +99.9 -99.9 : +95.3 -95.3 +91.4 -91.4 +87.9 -87.9 +100.0 -100.0 1 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 Table 1 a.Glass Tvpe and Test Report Number A-7/16"LAMI(3116"A,.090 PVB,3/16'HS) RC--4311,4312,4315 B-7116"LAMI(3116"HS,.090 PVB,3/16"HS) UPGRADE FTL4311,4312,4315 C-7/16"LAMI(3116"A,.075 VANCEVA, 3116"HS) FTL•4527,4528,4529,4530 D-7116"LAMI(3116"HS,.075 VANCEVA,311WHS) UPGRADE FTL4527,4525,4529,4530 E-718"LAMI I.G.(3116"?, 114"AIR SPACE,3/16"A,.090 PVB,3/16"HS) FTL4311,4312,4315 F-7/8"LAMI I.G.(31167, 1/4"AIR SPACE,V16'HS,,090 PVB, 3/16-HS) UPGRADE FTL4311,4312,4315 G-718"LAMI I.G. (31167 114"AIR SPACE.,3116"A,.075 VANCEVA,3f16"HS) FTL-4527,4528,4529,4530 H-718"LAMI I.G.(3/16"T, 114"AIR SPACE,3/16"HS,.075 VANCEVA,3/16"HS) UPGRADE FTL-4527,4528,4529,4530 LYNN 4 Na 55705 ' t J W Z RNFdIV VANx f011Z49 �e� NPAA7ETABi81TOASTlIf81�D-02 ° ��0 STATE�F W CAW ,m 0s,.mmYff, DESIGN PRESSURES ;�' .. TA FA Jit a C ND F RLCWMWML FLae 'i S .` .►R o rn o N° "� * r o. tawALUM.FRENCH DOOR&SIDE LITES,IMPACT ''i S10N''++A�k- ` are a- NbKo114� 1. •+} a rre A LYNN Illllutn,P.E. FJG 17/2M LT. 411M FD7so IVT$ 3 - 12 8000-1 E FL P.E.#55705 7313/18"IMAX.WIDTH--I 110 518°MAX WIDTH 145 3l8'MAX.WIDTH • • 0000• 0 so • 695 314"• • •MOJL9om so • • III HE�HT / •� :�: �/ // / // / / / 04 *so ., . . ... 9o. .. . • • 09000 0000•• IL • 0000• \ \ \ / • • \ \ / 0009.99` 0000 0000• • 0090••• • 9 • • 99.900 0 9 • 0 60 0OX OR XO OXO L_O�"OWING EACH VERSION SIDEUTE 3T 3811P18" 3811118° MAX.WIDTH MAX WIDTH MAX.WIDTH 25•MAX �+---—713V4"MAX WIDTH—� 25^ 33 3/18" 01DUC•MISED DLO ALL X I I UNITS MAX DLO MAX DLO--i o�S 78118" MAX DLO NOTES: r / / �lliliJJ -� O(FULL JAMB) O(NARROW JAMB) ENSE•'; 1.CONFIGURATIONS WITH SIDE LTTES CAN BE EITHER NARROW JAMB OR FULL JAMB VERSION. N9.58705 _ 2.FOR ANCHOR SPACING AND DETAILS SEE SHEETS 8 THROUGH 11. - 3.FOR VERTICAL SECTIONS SEE SHEET 5 AND FOR HORIZONTAL SECTIONS SEE SHEET 8. •p'. � anwor. ° STATE OF FJc ravoe a Hoox rs nsr�r �o�orer�araaEMMPLEELEVATIONS arca>v4 % /c�'•. FtoR�v?•`��`� warmpm ft. r�rsan�s,r�r ALUM.FRENCH DOOR&SIDELITES,IMPACT JA o ro a R0.m i829 1 unmetl vm M@dWW eo" 1Q01(bld,PLOW4 •e.Wre me m.e asroia A LYNIt1114fILL�FSt,P.E F.X MOM LT. 4WS �/SD IVIS 4 u 12 8000-11 E FL P.E.#58705 VERTICAL SECTION A VERTICAL SECTION B 1 1 NARROW AND FULL OUTSWING HEAD =I-PJL--- JAMB SIDE LITE HEAD I4 0000 23 6 0000.. 089.6 e • 0 • 8 09.908 it . 00000 . 90 .0000 0000 000066 • ORIGINAL VERSION TOP RAN. e . 0000 ..... 9 6... 0000.. • ••••0 0 ..•..• ALTERNATE VERSION TOP RAIL, 40, 0000. .. • ••••9. • • 6 •000• • • ••9..• i 9 • O C Max.aLo MAX OLD 6' L►GT R�V4CFII q Wilk ctrl vu i& Godo EXTERIOR INTERIOR EXTERIORINTERIOR -10 Dab MAX HEIGHT HEI T O#ttGINAL VERSION BOTTOM RAN. 22 ® 56 ALTERNATE VERSION BOTTOM RAN. s 2 5 1 10 ® 3 00 Q 7 ti�►t,„rr ® 30112 �{ LYNN A1� 0 VERTICAL SECTION C VERTICAL SECTION D NARROW AND FULL OUTSWING SILL — No.58705 _ JAMB SIDE LITE SILL a `.I mmop ;p r t I tu- 0 Fx ranaae a amara rA7VW7E?WAWWrnwMlSO , r VERTICAL SECTIONS — ,� �aarEo .�<v; JR C LQWA19 aU 4ofi o0Y0Rn/E %,�sS.•CORtiDP.• AV IM ALUM.FRENCH DOOR SIDELITES,IMPACT f`'ir�CNAI. ere DIAMO a Pa�xtsas BM ere amsc FL3f2�4 2T® .rx m.s o�+om bee 0.LY�Iitirl'41tL�R,P.E. FK !?/23/n4 L7 5 fD760 112 5 o 12 MOLD-11 E FLP.E#58705 OXXO HORIZONTAL SECTION SHOWING (1)OF EACH SIDE LITE TYPE 1 f 1 1 •t • I I 1 • ..•• ' • • •••••• .. .. 53 .. 52 •••• ..•• ••.••• •••• 6 •••• • 10 20 81 SEE NOTER— (82) Q • . ...• .• 20 ••••• 6 ... .. 5 •0 ; 29 NOTE:ASSEMBLY HARDWARE QTY(3).11" Et 80 FROM TOP&BOTTOM AND ONE AT MIDSPAN 46 DETAIL.J 30 INTERbR 20 5 SLAB AT 26 GLASS BED 1 83 27 ° 1 DETAIL G STILES AT ASTRAGAL DETAIL F s FULL JAMB SIDE LITE 6 82 81 SEE NOTE 6 82 81 SEE NOTe (AT HINGE JAMB) EXTERIOR° 5 5 1 20 106 20 1 106 6 80 30 7 7 30 27 80 27 20 It11111/, 29 83 70 29 83 70 4`INN...... 1 DETAIL E DETAIL I ��;•`�tissse .'� DETAIL H DETAIL K JAMB, FULL JAMB JAMB, NARROW NARROW JAMB SIDE LITE HINGE JAMB TO HINGE JAMB SIDE LITE JAMB SIDE LITE (AT HINGE JAMB) (NOT SHOWN ABOVE) -o s�A �� um R °� a" rmla"DRNE _HORIZONTAL SECTION DETAILS %gyp FLoaNOP�c��' jjjw„R ” ' , ALUM.FRENCH DOOR&SIDE LIT ES,IMPACTatma ��' SStONP� PQBOXtm w me —' Dobe l8. =K,a 2W4 s s.wmamr sew" nraw aw,•+w as A.LYNN Ml[L P.E. FX IMMLT. 466 mm �l1 6 a 12 8000-11 J= FL'P.E.#58705 FD750 DOOR F11750 FULL JAMB SIDE LITE >T�1 IINRB OtS PCTO 1PAN DWGNI DFSCRW WN tYTA RtMIMPARIrS 1 8088.FRAME-HFAR SUA JAMB 68086 1 8006 FRAME•HEAD&IAMB 6=6 q G= WVCAP 68088 2 =JA -SWWGSRL 6WWA 6 1 MR SCREW ODVIR 6=7 3 BMLC ME.swWGsucavat amw 7 Mpg DWALLPlA7E 68009 4 6M08 B !FRAME ASSEMBI YSCREW 98 X 1°PH QUAD 791FOA S HFAtlSILi& �RBWEA L U8333T1BSOp 20 8012 STBE 6012 a&48MMAOUG4LIMS REWCDV • • • 6MW 21 8014 OPRAIL 6814 7S7AliI �AMER Y78� 22 8013 RAIL 65013 •••• • 35 THWAVEDROD5/16.18X3S 6TRODA I/ FAL 48W6 36 FLANGEDFUNUT916-19 7991114MA do on ,StB/fl07gly RIS • •• 4109 •••• ;OIL 37 8039 TRUSS CLAMP 60378M as S HEAI;SIIL&J WBA L U8TJ3T1859D 60 98X314•PH DRNETEKSCRE W 78X36PSTW 20 8612 ••••• • • 68012 61 8028 ls=Llmffmm 680 &L X014 DFDRDDi>fi4l X14 62 81129 SOEUMIAMBT[0M 68029 22 811 BWT06! ROD 1 UD13 FD7�NARROW JAMB SIDE LITE W7 TOP • • • 68017 1 8006 FRAmr,. AD&su 68006 24 81116 BDTI M SWW • •• 6MI6 4 #80147()PRAIL P 68008 &b SWF]R'9aWNS494XlISPIDLFR • 6 ODMR 68007 26 IMS AFNAC77V6 68015 7 LPLATE 680® 27 MID 3AMBSIDB 680218 8ASSFM�.YSCREW 98X P PH 781PQA 7$ [B2� t3PAR COV®t GNM 21 68014 29 8018 I;ULRHW BAIX-UPFWTE 68018 22 RAIL 68813 30 WA MUJORMOOMsme 68019A 35 RODS116-I8X3S 6TRODA 31 8015 lMRW=6FApW 68035 36 HEKKUT916.18 799014IT1'A BBX19UC8 r V188D 32 9BTSCRET1118632xU4' 37 lm TRUE CLAMP 61D7lHwl em w�tl9u l4 ^ 33 4WAIL LNTgLSCRIsw#12tt3/4-TWISSIID. 60 NOXY4-PHSQDWWTEKSCRW 787(34PS7W 34 --jamitmum INTQSCREW 8120YrIMM HD. 61 8028 I3TEHFADTRDN 68pffi N0 3S R�S11618X36' 7b 8010 JAMS 68010 8I•te Ls 36 FIANGFDILIXNUI SJI6l8 7990WA MUMMY= 37 806 CLAMP so I Oil ASW ABLYBMM 680338 38 8M3 66JLRLATCNMWMN*M ASIDAND BI 426X2 VPPHSCRbW 39 8� tO[7C81>JCK 82jpLl2X 0CNU1' 40 tATCHASSYSCRhWS@8XSSSPIInJ.TRHD 7101'CfPAX 83i2fRFmTFKSCREW 41 ' 80 7 WOOTBOLTRI�42 NO STANDARDFWSH T8 WI R� 89 68056 43 8031 S iDNI OLTP 4BW1 �BEAUS Qt SI CONE 44 ZVWBMTWM&9rWMSMlAW&32XW SSPMMTRIID 7810HPM W ===jaApQMWAW VAL1zI3T 45 =B fOt3il. TASTRA CIVEMM WSJJO.W1 91 7/16 LAMINATEDGLAs3 6 A 09pPVR 3/16145) - 46 RM; fROCBPIA TASTRAGAL ACTIVEI07dOFDW WSI104a1 92 7/lb-LAMINATFD(iJ1SS 16-HS.090 3/16• 47PLATESCRM&32 X 3B'SS PIHLLTRAD �p8WM 93 7/16'IAMINATEDC ASS 0/16•ANN.,.073 VANMA.3/16' 48PIATEMIDMZ9CRBW824XiMFH 76UPM 94 7lWLAMWATFDGIA� 1� 075YANCW -IMPLATBATH&LO&SILL IK 2/8'LAM LG 6-T 1/4'SPA CL;YW M 3/16' 50 SCBM SS 8 X 1/2 PIDU.FH XUM 96 7/8'IAMI LG 16'T,V4"SPACQ 3116'BS.090 3116' SIPLATESM1/3 SS O X In PULL LR 2MEFH 7lXWFHLM 97 7/8'LAM UL 6-T.I/C S AC93, IW ANN 073 YANMVA,3/l6'' 52 8061 ACMETANW(AMPM 98 T/6 LAMI L( 6'T IW SPA 3/L6" SYANCEV 3116- 53 8062 PASSIVSTRIM Wr ASIIIAb1D 105 SM BACK WTAD 68D72 54 8D66 STA[NL=srEE PAMIVEI.00KtIFAR A8MAND 106 90M SLBAl303FAD 68M p .`0 55 Mt4A UWRAlLQAQDMTRgM 68914A & 107 8WM 711 BEAD 48023A 56 MDA WrrObt RAIL QBO.T 61013A 188 B024A 1V IGGFAD 6IM4A S7 5116'X21B'LAO BUTS 7S161EOL 109 1224 vWYLBULBWSTP 6TP247 - U1— X86 :'a• gTF'�EO� •�^ FW Imceoe a t/�a47e1rt�l+s atmrrt 6s a s7Antase IONTEC1OOMA 0YDA/VE PARTS LIST :gyp' FI-o0°P' AR calm a c ssa IIBOX17.AJ%FL8627d . ,.- ,�A '..........•• �% 1z Nam a NOMalta�Imwe r nae�>'l�m ALUM.FRENCH DOOR&SIDE UTES IMPACT ''��``SSIOLtNiP`� u.nga Cmc cmr NONOlW9 FL90274 ® sn tae�r ear sa ICwe a LY.fltiV ir`ttK.P.E. FJC 1?/13Ifk1 L'_T. 4!8415 Fa780 AG4 7 d 12 8 000-97 E FL P.E 4158705 -•.I 1.278 Fe- .082 .082 .050 2238 1.160 1.000 4.027 L J �•�••• .583 j .311 •.•: 3.838--`•b I Imo,_--3.636-�__..LL 1.353 - 1.033 .050 040 ' ..#$pi?6 6063-TE � •'O �4Mi', HEAD=J1/IB O OUT SWING SILL �.J OSSILLCOVER 04C 6063-T5 ® O #8008 6063-T5 CAP 5 O SCR 7 6063-T6 • •••• �SIDELQE SIJ-L EW COVER 4 00 0:00: goes. Dose •••••• . • .074 •••: 3b18 •• • 062 2.000 • • ••• •• 1.376 I •••. ••• 1'ij98 • • q50 • •• • • • I�---3.638-•� *see • • • T �. 3;990---- .060 O #$b U6063-T5 ® 10 #8056 6063-T6 ZO #8012-6063-T6 23 #8017 6063-T5 INSTALL.PLATE OUT-SWING LOW SILL O STILE O TOP SWEEP �� w 076 050Ceb NO 1.938 .100 1.938 T els. .797 8.250 ---..� f 4.434--- 1 2240 13 22 BOTTOM RAIL 21 STOP RAIL 014 5 @BOTTOM 016 6063-T5 SWEEP Pi .076-1 :076 1.838 .100 1.938 1.467 410 I 8.250 I'. 4.434 56 #8013A 6063-T6 55 #8014A 6063-T5 #8015 6063-T6 BOTTOM RAIL, LAG BOLT DESIGN O TOP RAIL, LAG BOLT DESIGN26 ASTRAGAL ; �10.fam .\�E�,s UAW : tu; F.K ;p• sVATEOr- �Z +ozo ra�rve EXTRUSION PROFILES FL 0r"•, ., �• c towa�s�.cnnDs�amuaExm�w F�.s�s 4 �' SSIONA�- .� , JA �o n xo 7MAIW ra.egansm ALUM.FRENCH DOOR A SIDE MES,IMPACT �',q �:� NDIcgA Fi.3 m m W WA ft a� a.ftw A.LYNN lkil P.E. FJC 1rAW LT. �D78D 112 8 .d 12 SOM-11 E FL P.E.#56705 142 ��-1.812—•� 2260 I .742 .075 I i 0751 a4 ttt.� � A 1.000 3rte PI t m—_2.438--4 .100 1 • �� ft"$0631'6••' 28 29 30 _L O #8020A 6063-T6 O #8018 6063-T5 O #8019A 6063-T6 37 #8039 6063-T6 GEAFtHIN'GE,.IAM,�.0 GEAR HINGE,COVER HINGE, BACK-UP GEAR HINGE, DOOR TRUSS CLAMP •••• . •• 000600 0:99 •.e• .D.••• ....s• • . • Does • • ••:so• •.1e •D • 0011•• • • •. • •• e • o • ••s.• • • • o.e.•. .Q62 .125 3.251 050 -T 50 1 0m .43x8 •'� ...1.. I 2872--� 125 .450 i �. 3.836 1.635 O61 #8028 6063-T5 #8056 6063-T4 #8033B 6105-T5 SL HEAD TRIM O SUBSILL•, OPTIONAL 70 #8010 6063-T6 80 FD ASSY BEAM 15 NARROW SL.IAMB 046 1.169 .oao 442 .965 T50 .045 . .045 818 x— .957 �-°— #8022 6063-T5 #8026A 6063-T5 #8023A 6063 T5 #8024A 6063-T5 050 BACKBEAD 0 SL BACKBEAD 10 7/16" BEAD OB I.G. BEAD 62 S80 AMB TRIM IVII11 AN � NC.587U5 LUZ iu- ONE— Fit twom afs 8eusa 10M R0UYU Dora» EXTRUSION PROFILES io a...•'' C�=: Gv ALUM.FRENCH DOOR&SIDE LITES,IMPACT ''�.ss/ONA� n ms same • . • ,� A.Lv(Jm4+�1aiwp.E. IL FK f223A4 LT. 4/8M6 fDTBO I/a 9 a 12 -1"8000-11 E PL P.E.#58705 12° 9" 91' 11" 3"MIN. HEAD&SI 11" 3"MIN. - ~HEAD&SILL 11" •• •• ATYP74ANCHOR ATYP. ANCHOR • • • CLUSTER CLUSTER ••• • • •• i 10.571• (TYPICAL) (TYPICAL) 10.571" •••••• MAX. MAX. ••••• • • • O.C. �O.C. JAMBOJAMS JAMB JAMB i•• • ANCHORS• 18`moi••• ANCHORS �® ANCHORS 18.500" ANCHORS 60:6• HT Y• •i•• HT. QTY. . QTY. MAX MT. OTY. ••: • 863/4"-(5) O:••. 95 314" HT ® ® 95 3/4'-(8) 91 3/4'•o•• • 91314'.(S) -T 91 3/4'-(6) (2)EQ. (3)EQ. 913/4'-(B) ••• : 87 314"•-(6) • •••• 87 314 -(8) 87 3/4'-(5) 87 3/4 -(8) SP.TYP. SP.TYP. • 83 314"-f5) • ••• 83 314'-(7) 83 3/4"-(5) 83 3/4'-(7) ••s . T9 3/4°•(6} • 11.••••• 79 314"-(7) 11" 79 314"-(5) 11• TO WC-(7)aims 11' • • • • *NNAIL�e : MCRETE)• RE ® DETAIL B (WOOD) g DETAIL C(CONCRETE)SEE NOTE 5 DETAIL D (WOOD) ® (SINGLE.PANEL) (SINGLE PANEL REGARDING (2 OR MORE PANELS) APPuCAeurY (2 OR MORE PANELS) ANCHOR TYPES: ANCHOR TYPES: ANCHOR TYPES: of ENCIRCLED ANCHOR TYPES: 1 OR 2 20113 1 OR 2 ANCHOR 2 OR 3 LOCATIONS ANCHORAGE SPACING REQUIREMENTS: ell 1. DETAILS A AND B ABOVE REPRESENT ANCHORING OF SINGLE X DOORS,OR INDIVIDUAL SIDE LITE O PANELS WITH FULL OR NARROW WIDTH JAMBS. DETAILS C AND D ABOVE REPRESENT ANCHORING OF ANY MIXTURE OF DOUBLE XX DOORS,SINGLE X DOORS,NARROW JAMB OR FULL JAMB SIDE LITE PANELS,FOR MULTIPLE-PANEL r 4r INSTALLATIONS OF TWO OR MORE PANELS. UNLESS OTHERWISE STATED,DIMENSIONS OF DETAILS A THROUGH D ARE MAXIMUMS, 2.ANCHOR TYPES:1-114'ELCO ULTRACON 2-1/4"ELCO SS4 RETE-FLEX 3-912 STEEL.SCREW(G5) A CONCRETE SUBSTRATE USE TYPE 1 AT 1 3W MIN.EMBEDMENT OR TYPE 2 AT 1 314'EMBEDMENT. 1 3/4"MIN.EDGE DISTANCE FOR BOTH. WOOD SUSTRATE-USE TYPE 2 OR TYPE 3 AT 1 318"MIN.EMBEDMENT. 3.SINGLE PANEL.CONFIGURATIONS:(DETAIL A,CONCRETE SUBSTRATE. DETAIL B,WOOD SUBSTRATE) A HEAD AND SILL......$'MAX.FROM FRAME CORNERS. JAMBS.....................11'MAX.FROM FRAME CORNERS,18.500'MAX O.C.CONCRETE SUBSTRATE(DETAIL A)AND 10.571'MAX.O.C.WOOD SUBSTRATE(DETAIL 8j. 4.TWO OR MORE PANEL CONFIGURATIONS:(DETAIL C,CONCRETE SUBSTRATE) HEAD AND BILL.....8"MAX FROM FRAME CORNERS,AND AT 3'AND 8"MAX ON EACH SIDE OF ASSEMBLY SEAM AND/0R ASTRAGAL LOCATIONS(CLUSTER OF 41 JAMBS....11"MAX.FROM FRAME CORNERS AND 18.500'MAX O.C. 5.TWO OR MORE PANEL CONFIGURATIONS:(DETAIL D.WOOD SUBSTRATE) \ i I►I t t HEADAND SILLli..... MAX FROM FRAME CORNERS,AND AT 3°,6".9s AND 12°MAX ON EACH SIDE OF ASSEMBLY BEAMAND/OR ASTRAGAL LOCATIONS(CLUSTER OF 8). _ N St PLUS ENCIRCLED ANCHORS OUTSIDE CLUSTERS,REQUIRED ONLY ON PANEL WIDTHS OVER 27 314". JAMBS.—................I I"MAX FROM FRAME CORNERS AND 10.571'MAX O.C. _= N0.58705 o: �� m oaten W fwww-um �,. ANCHORAGE SPACING STA FA tvow a atv a ar�rsir aow�am gas. ' p JA C NGCHAMW7=8NEEr NClWW ?78 FL /�s.•'•••••••••' \&Isow �� • ,R , ,„ n M,Mr,o,a rnaixw. Po ,� ALUM.FRENCH DOOR&SIDE UTES IMPACT �'�•islONAL XZW a4a7� 2T1 au•+mmt ase, as,t m.+a►d A LYNI(L Itn4LL9R,P.E. FX 11J13R4 LT. 41$105 FD760 1/4 10 s 72 8II01f-11 E FL P.E.#58705 J CONCRETE ANCHOR CONCRETE ANCHOR SEE NOTE I OPTIONAL WOOD ANCHOR, 1/4"MAX WOOD ANCHOR, (NOTE 1) lg*MAX SEENOS 21 GROUT SEE NOTE 2 1 OPTIONAL Iffl"MAX. GROUT, SEE "'SEE 84 1/4"MAX NOTES 84 NOTE'6 GROUT (�IOTE S SEE NOTE 'EMBED. '3 4 3. KSI EMBED SEE aw SEE A NOTE I 2x WOOD.SEE A-CONC NOTEI MIN. 2x WOOD SEE MIN. slow 0 NOTE3 NOTE 3 *00 00 oeWMAL STD-LTTE SILL j OPTIONAL SIDE LITE SILL TYPICAL SIDE LITE SILL OPTIONAL SIDE LITE SILL sl * : 00 0 (DIRECT TOVEMCRETE) (SUBSILL TO CONCRETE) (DIRECT TO WOOD) (SUBSILL TO WOOD)0 000000 0-0 • 91000* 000000 EXTERIOR INTERIOR U400AW11--SECTIONS) EMBED % 4.4 KSI V CO Wft&D VAOMb le • N01r- A I.. SEE MAXI N SEE CONCRETE; skim ix WOOL) 13/8"MIN. 15 -' NOT.il I " NOTE3 lx WOOD SEE NOTE 3 11,V MAX MAX SHIM SHIM CONCRETE ANCHOR SEE NOTE I ACONCF ANCHOR SEE EENOTEI ®WOOD ANCHOR SEE NOTE TYPICAL DO-OR&SIDE LITE HEAD NOTES: I-FOR CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY,USE ONLY MJAM143ADE COUNTY APPROVED ELCO 114"ULTRACONS OR JW SS4 CRETE-FLEX MIN.DISTANCE FROM ANCHOR TO CONCRETE EDGE IS I 3f4". MIN,EMBEDMENT;IM ULTRACON-13/8",1W SS4 CRETE-FLEX-1 314'. I FOR WOOD APPLICATIONS USE#12 STEEL SCREWS(06)OR ELCO IW SS4 CRETE-FLEX-1 3fir MIN.EMBEDMENT FOR EITHER. 3.WOOD BUCKS DEPICTED AS Ix ARE LESS THAN 1 IW THICK. Ix WOOD DUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE I 1/2"THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION(AHJ} \\,.A4 LYNAr .. 4.FOR ATTACHMENT TO ALUM:THE MArL SHALL BE A MIN.STRENGTH OF 6083-T6 AND A MIN.OF 1/8"THICK. THE ALUM.STRUCTURAL MEMBER SHALL BE OF A SIZE TO I,- ..... ... PROVIDE FULL SUPPORT TO THE DOOR FRAME SIMILAR To THAT SHOWN IN THE DETAILS ON THIS SHEET FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A#12 SMS WITH FULL ENGAGEMENT INTO THE ALUM. IF T14ESE CRITERIA ARE MET,THE PRESSURES SHOWN ON SHEET 3 AND ANCHORAGE SPACING FOR WOOD SHOWN No.58705 ON SHEET 10 MAY BE USED. 6. IF SILL IS TIGHT TO SUBSTRATE,GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED,NON-SHRINK NON-METALLIC GROUT;3400 PSI MIN.,(DONE BY OTHERS) - MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT To THE SUBSTRATE,AND TRANSFER SHEAR LOAD To SUBSTRATE. W DAW llb� tuz- AK 10%= a AWAVM 0 • STATE OF tam ya ANCHORAGE DETAILS mcmviowaRm JA- mm qlONAL JA omwm a ALUM.FRENCH DOOR&SIDELITE'S,IMPACT =4 A,AN, P.S. �vp 114 11 E 1705 FX 124M !2 LT. 4%W FDM �-EXT CONCRETE OPTIONAL /-'�(a1.L stu ssc�otvs) _- oPrtoNr+L ��;SEE ANCHOR. 84 84 sHE�r 11 WOOD® WOOD ANCHOR, ANCHOR ® SEE NOTE 1,SHEET 11 •• : A ANCHOR • ®"• 1k1"MAX 0 SEE NOTE 2. 2 SHEET 11 2 �•:14 MAX � I� , 11 ::.._.,_ GROUT F� 1f4"MAX t -,_ 114"MAX SEE NOTE GROUT i GROUT, S! NOTE 5, • •OUT. ` , 5,SkEt 11 A SEE-1SEE NOTE' e t GNEET 11 •• • •• NOTE 5. b.SHEET 11 *�.:� .:.rs%,. w�=. .gid :<.• '�;,.• .r. ..... IP'��- ••�.�v^•...,�+ �. �,T.l..•i'•f ..r � •..•_.��4' I �••"+•M/ , 4KS1 M{N = ``, w b,`3.4KSf MiN '. 07E 1 1 2x D.= 1 3t8' ,NOTE 1, {.� ;i `OONCRETE a �- ; `CONCRETES ® MIN. SEE NOTE 3,. MIN. SEI;NOTE 3.7 SHEET 11 SHEET 111 SHEET 11 :00,00 •Ta'RI�AL DbOK SILL OPTIONAL DOOR SILL TYPICAL.DOOR SILL OPTIONAL DOOR SILL ECT TO CONCRETE) (SUBSILL TO CONCRETE) (DIRECT TO WOOD) (SUBSILL TO WOOD) ucr EMBED. as �t►sa �E SEXED. ttf SEE CONCRETE CONCRETE NOTE 1, /�! NOTE 1, (�ANCHOR. � L�1 ANCHOR, HEET 1 SEE NOTE 1. 1 SEE NOTE 2, 1 3t8 {NTER{OR SHEET11 % SHEET 11 \ SHEET 11 /� �: r Mw."I (ALL JAM13 SECTIONS) EXTERIOR E i1 34 KSI MIN : ' CONCRETE • (► r OR 1.5KSI s v 3A KSI MIN. ;,, MIN.CMU" WOOD, CONCRETE ® ., S NOTE 3, 1x WOOD, EET 11 '•' SEE NOTE 3, - HEFT 17 S 114 MAX SHIM 114 MAX SHIM-4 4-- ' 11V MAX.SHIM �+— ` - _ - �tti•�iut TYPICAL DOOR&SIDE LITE JAMB` LYNN ON`GEMS 411"111 -No.58705 �rU• �c8 Itti1 .Iil� o 0% STATE OFVIM Rplobw '2� F.K +ar" a ,+�rarrr.nausu> �amrruniova�rncanaaexn oras ANCHORAGE DETAILS :'�` F�ort►oP: �: JA ANN: folorma c araN�at1am�du�wuorTaw .��"-`5,s IYAI-V%Cy�. nor fb*bwouasio a '� ft°� ' sgAac uree ALUM.FRENCH DOOR 8 FRENCH DOOR IMPACT ''k� a� m� !lOffOMIS,FtJITf4 X750 1/4 12 d 12 lvmft^& E FLP.E.1158705 RK 12/1M LT. 4/8NS i . . ... . . . ... ffemlL�A�MIAMF •MIAMI DADE COUNTY,FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING,ENVIRONMENT,AND REGULATORY .'. .:11803 S.W. 2rh SVCIt, Room 208 AFFAIRS(PERA) : : :•,N tarni:F1or1%33175 2474 BOARD AND CODE ADMINISTRATION DIVISION ..C'7.86),J1'S 25%(t. P4786)315-2599 NOTICE OF ACCEPTANCE ff 0A) MMMlamidgdLgoyJporaf PGT Industries :0• •• 1070 Technology Drive • . ... . . . . .. . Nokomis,FL 34275 SCOPE: •• • • • • • •s• •• This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami—Dade County PERA— Product Control Section to be used in Miami—Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami—Dade County Product Control Section(In Miami—Dade County)and/or the AHJ(in areas other than Miami—Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami—Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION:Series"SH 700"Aluminum Single Hung Window—L.M.I. APPROVAL DOCUMENT: Drawing No. 4040-20, titled"Alum. Single Hung Window, Impact", sheets 1 through 11 of 11, dated 09/01/2005,with revision"D" dated 10/07/2011, prepared by manufacturer, signed and sealed by Anthony Lynn Miller,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. LIMITATIONS: Miami—Dade County Product Control Approved Shutters Or Protection Devises shall be required for GIazing Option"M"at installations above 30 Ft.above ground(See sheet 1 of 11). LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo,city,state,model/ series and following statement: "Miami—Dade County Product Control Approved" unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami—Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 11-0405.10 and consists of this page 1, evidence pages Irl,E-2 and E-3, as well as approval document mentioned above, The submitted documentation was reviewed by Jaime D.Gascon,P.E. I A QUN71' NOA No. 11-1013.14 Expiration Date: March 26,2016 it Approval Date: November 03,2011 ' lZ Page 1 . .. .. . . . .. .. . . . . . . . . . . . . . . ... . . . ... . . . . ... . . . .. . .. . . .. . ... . ... ... ... . .. . . . . ... . .. . . ... . . . . . .. ry i• y� 2� f •,'vr ff ��, rte•�.� ^. ;py r" -�.t,�'_ �' t •. .* ��hey �•T, s+� '> r .'4,``r c. ,� :� ��•:'�der.-'., r r • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • ••• • • • • •.• PGT Industries •• . ..• NOTICE OF ACCEPTANCE: EVIDhVCESTJI IZTED •: .• 09 . . ••• ••• ••• • ••• • A. DRAWINGS 1. Manufacturer's die drawings and sections. 000 : : ... :00 :.. •.. 2. Drawing No 4040-20,titled "Alum. Single HungVi�icla j,p ct?,sheoe�s 1 through 11 of 11, dated 09/01/2005, with revision "W1 dated•10107/20TI, 'prepared by manufacturer, signed and sealed by Anthony Lynn Miller,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 24113.2.1,TAS 202-94 along with marked-up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4957, dated 10/03/06, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA No.0 7-0322.06) 2. Test reports on:l)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC,TAS 201-94 3) Cyclic Wind Pressure Loading per FBC,TAS 203-94 along with marked-up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4958 and FTL-5063, dated 10/03and 11/21/06, both signed and sealed by Edmundo Largaespada,P. E. (Submitted under previous NOA No.07-11322.06) 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 single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4645, dated 08/11/05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA No.07-0322.06) 4. 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 single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4649 and FTL-4723, dated 10105 and 08/11105,both signed and sealed by Edmundo Largaespada,P. E. (Submitted under previous NOA No. 05-101&01) t Jaime D.Gaseo ,P.E. Product Control Section Supervisor NOA No.11-1013.14 Expiration Date: March 26,2016 Approval Date: November 03,2011 E-1 I ' r %• • ••• • • • ••• •• • • • % •• • • • • • • • • • • • • • ••• • • • • ••• PGT Industries •• • • •• • •• • NOTICE OF ACCEPTANCE: EVIDKN jA BM) 'I b •;. •' . . .. . .. ... .. B. TESTS (CONTINUED) •• • . • • ••• • • • • •• • 3) Test reports on:1)Air Infiltration Test,per FBC,TAS:202.*-914 2) Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3) Water Resistance Test,per FBC,TAS 202---94 4) Small 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 an aluminum single hung window, with fin frame, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL4947 and FTL--4650, dated 08/11/05, both signed and sealed by Edmundo Largaespada, P. E. (Submitted under previous NOA No.05-1018.01) 4) Test reports on:1)Uniform Static Air Pressure Test,Loading per FBC TAS 202,-94 2) Large Missile Impact Test per FBC,TAS 201-94 3) Cyclic Wind Pressure Loading per F$C, TAS 203-94 along with marked—up drawings and installation diagram of an aluminum single hung window, with fin frame, prepared. by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4948 and FTL,4646, dated 08/10/05, both signed and sealed by Edmundo Largaespada, P. E. (Submitted under previous NOA No.05 1018.01) C. CALCULATIONS k 1. Anchor verification calculations and structural analysis, complying with FBC 2007, dated 01/11/2011,prepared,signed and sealed by Robert L. Clark,P. E. Complies with ASTM E1300-r04 (Submitted under previous NOA No.11-0128.03) D. QUALITY ASSURANCE 1. Miami Dade Department of Permitting,Environment,and Regulatory Affairs(PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours &Co., Inc. for their"DuPont ButaciteO PVB Interlayer"dated 09/08/11,expiring on 12/11/16. 2. Notice of Acceptance No. 11-0325,05 issued to Solutia Inc. for their `°Saflex and Vanceva clear and color interlayers" dated 05/05/2011, expiring on 05/21/2016. Jaime D.Gasco k,P.E. Product Control Section Supervisor NOA No. 11-1013.14 Expiration Date: March 26,2016 Approval Date: November 03,2011 E-2 r %• • ••• • • • ••• •• • • • % •• • • • ••• • • • • ••• PGT Industries NOTICE OF ACCEPTANCE: EVIWK-E eUBNH!rTF5 • • F. STATEMENTS 1. Statement letter of conformance and comp.kpncV,§; with;1te;.`B 2007 and FBC-2010,dated October 07,201 l,signed and sealbdtby b?W Lynn Miller,P. E. 2. Statement letter of no financial interest and independency;dalea URoUer 07, 2011, signed and sealed by Anthony Lynn Miller,P. E. 3. Laboratory compliance letter for Test Reports No.'s FTL 4957, FTL--4958, FTL-5063, FTL-4645, FTL-4649, FIP"723, FTL-4947, FTL-4650, FTL-4948 and FTL-4646, issued by Fenestration Testing Laboratory, dated 10/03/06 through 08/10/05,all signed and sealed by Edmundo Largaespada,P. E. (Submitted under previons NOA No. 07-0322.06 and 05-1018 01) G. OTHERS 1. Notice of Acceptance No. 11-0405.10, issued to PGT Industries for their Series "SH--700 Aluminum Single Hung Window - L.M 1.", approved on 04/21/2011 and expiring on 03/2312016. Jaime D. Gasc n,P.E. Product Control Section Supervisor NOA No. 11-1013.14 Expiration Date: March 26,2016 Approval Date: November 03,2011 E-3 it i ® GENERAL NOTES: IMPACT SINGLE HUNG FLANGED AND INTEGRAL FIN WINDOWS 1.GLAZING OPTIONS:(SEE DETAILS ON SHEET 2) A.5N6"LAMI CONSISTING OF(2)LITES OF 118 ANNEALED GLASS WITH A.09D DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. B.6M6"LAMI CONSISTING OF(1)LITE OF 1f8"ANNEALED GLASS AND(1)LITE OF 1/8"HEAT STRENGTHENED GLASS WITH A.090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. C.6/16"LAMI CONSISTING OF(2)LITES OF 11W HEAT STRENGTHENED GLASS WITH AN.090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. D.7118"M CONSISTING OF(2)LITES OF 3M8"ANNEALED GLASS WITH AN.090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. 1.718°LAMI CONSISTINOOF f4 f LITE OF 3M8"ANNEALED GLASS AND(1)LITE OF 3/18°HEAT STRENGTHENED GLASS WITH AN.090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE as**: MAXIMUM PV% 'o* 0 F 7/16"Wd1M"NSISTING OF(2)LITES OF 311W HEAT STRENGTHENED GLASS WITH AN.090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. x.13/18°L'AMI 1G*(1)LITCorl,1/B;TEMPERED GLASS,AN AIR SPACE AND 6118°LAMA CONSISTING OF(2)UTES OF 1f r ANNEALED GLASS WITH A NOA DRAWING MAP • 090 DUPONT BUTAGITL•61t BAFIE)C/iCEEPSAFE MAXIMUM PVB INTERLAYER. ••i!i W.13f16"A Ah%IG (1)LITE Gfi 1f oTEMPERED GLASS,AN AIR SPACE AND 616°LAMI CONSISTING OF(1)LITE OF 1f8°ANNEALED GLASS AND(1)LITE SHEET h� OF 1/d 5TRENG'f �1 GLASS WITH A.090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. GENERAL NOTES.............1 •••i 13/16" 1 (1)LITE•O 1�8 MPERED GLASS,AN AIR SPACE AND 6M6"LAMI CONSISTING OF(2)LITES OF 11W HEAT STRENGTHENED GLASS •i••WITH EEPSAFE MAXIMUM PVB INTERLAYER. GLAZING DETAILSDESIGN PRESSUREESS.......3 .......2 A 1 3118" I I §UPONTj0UMel jE OR SAFLEXIK t{ 1i8i'1)LITE OF• TEMPERED GLASS,AN AIR SPACE AND 7/18"LAMI CONSISTING OF(2)LITES OF 3118"ANNEALED GLASS WITH A •••• n.� E ELEVATIONS.. ........._..4 090 � . D NT BUTAC EPSAFE MAXIMUM PVB INTERLAYER. VERT.SECTIONSNS........._..5 �:13/18"LAMI IG:(1)LITE OF1/8"TEMPERED GLASS,AN AIR SPACE AND 716°LAMI CONSISTING OF(1)LITE OF 3/16°ANNEALED AND(1)LITE OIt HIZ.SECTIONS.. .... ..6 OF 31V?AEA-'STRENGTAMV6 WITH AN.090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB. PARTS UST....._..............6 • L.1311W LAMI 160(1)LITL+OF'Iff TEMPERED GLASS,AN AIRSPACE AND 711W LAMI CONSISTING OF(2)LITES OF 3/18"HEAT STRENGTHENED GLASS EXTRUSIONS....................7 •... WiTHAN.090,PUPONfOLITACIFEORSAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. CORNER DETAUL............7 AM.13116*1l41VI Kk(1)LITE OF 118 ANNEALED GLASS,AN AIR SPACE AND 5118"LAMI CONSISTING OF(2)LITES OF 118"ANNEALED GLASS WITH AN.090 DUPONT BUTACITE OR ANCHORAGE........... ...8-11 SAFLE)UKEEFWE MAXIMUM PVB INTERLAYER. 2.CONFIGURATIONS:"OX"(111,VIEW AND RADIUS TOP,ALL Wf LOW OR HIGH SILL OPTION) Al DESIGN PRESSURES:(SEE TABLES,SHEETS 3) A.NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-02. B.POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 130M. 4.ANCHORAGE:THE 33113%STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT.SEE SHEETS 6 THROUGH 11 FOR ANCHORAGE DETAILS. 5.SHUTTERS ARE NOT REQUIRED. 6.FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. ®7.REFERENCES:TEST REPORTS FTL-464 FTL.4648,FTL-4647,FTL4848,FT14849.FTL4650,FTL-4661,FTL-4723,FTLAWF,FTL49M AND FTL-6063. ANS!/AF&PA NDS-2001 FOR WOOD CONSTRUCTION ADM-2000 ALUMINUM DESIGN MANUAL PR0DUCTRVnS0D ascompi fngwits►theWawa S.SERIES/MODEL DESIGNATION SH700,ALSO REFERRED TO AS SH701, MdMg Coft Aca No .14 9.THIS PRODUCT HAS BEEN DESIGNED&TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE,INCLUDING THE HIGH VELOCITY a ® HURRICANE ZONE(HVH2). Miami l Pr t Caatro tt11111r Lu .k: No 58705 ry_ o (oR ' �j1 madr.J. laorrll v 2010 FOO UPDATE ,reroTtccNNOLoovoNnre _GENERAL NOTES1 p Stp a°P a`• 1: •. a 10 �O ,ow c CHANOENOM3 .�o EAADDG res Howor�t:'��27s P T ALUM.SINGtENtING WINDOW.IMPACT F.K. 11/13W B TO NOTE I GL4Z=OMOMS NOxorais,FFL84274 V/slb(yl3etaer vxk A1oft o a�yae tane A.LVAIJK1Ll ,P.E. ammop PicAft 1roB rr. -NR-3/or eri NTS >? 1t 4040.20 D FL P.E.#68706 NOTE: 1 LAMI IG OUTBOARD LITES MAY BE UPGRADED TO 3/16"WITH NO CHANGE IN DESIGN PRESSURE. 1/2"NOM. 112"NOM. 41 GLASS SITE 44 J GLASS SITE 0000•. � • �J EXTERIOR INTERIOR 0.0 0.9 e w••• • (ALL SECTIONS) • 37 0 4 437 •0000• . . ..•e9 0000 • $a,81 or 8�•••• 83,84 or 85 0000. 70 .. . 70 LE=i. . • • 118"ANNEALED OR HEAT STRENGTHENED GLASS 3116"ANNEALED OR HEAT STRENGTHENED GLASS • 0• •e..•i .090 SOLUTIA OR DUPONT PVB INTERLAYER .090 SOLUTIA OR DUPONT PVB INTERLAYER 0118"ANNEALED OR HEAT STRENGTHENED GLASS 3116"ANNEALED OR HEAT STRENGTHENED GLASS 6M6"NOM. 7116"LAMINATED 5/16"LAMINATED GLASS 7/16"LAMINATED GLASS 112"NOM. 112"NOM. 46 GLASS BRE 46 GLASS SITE 38 38 0 ® PRODUQ►'RBY M 86,87,88 or 92 89,90 or 91 eactlymswith tiePWda a"na�c.ae Acceptance No Miattd ProtluctConiro 118"ANNEALED OR HEAT STRENGTHENED GLASS 3M8 ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER .090 SOLUTIA OR DUPONT PVB INTERLAYER 1/8"ANNEALED OR HEAT STRENGTHENED GLASS 3118"ANNEALED OR HEAT STRENGTHENED GLASS 6118"LAMINATED 7118"LAMINATED VENN AIRSPACE AIRSPACE `��pr1A ,••• � �► �� 1/8"ANNEALED OR TEMPERED GLASS® 118"TEMPERED GLASS® ` 13116"NOM. 13118"NOM. t4o66705 % 13116'LAMI IG GLASS W/5/16"LAMI 13/18"LAMI IG GLASS W/7/16"LAMI = * w 1 foil u1= rr�eeY a�Or xedslart o ma �'0 g�A�OF 'k JJ D NO CHMSM Ws SHEET1070TECMoLOWDRM i'P P•' C7 _GLAZING DETAILS ��0,�. .,,F�oa��•��: JA 0 001 C G WIdEDCAP MMS TYPETOTEMPERM FROM HO N0KOMS,FL34278)SWIF Dow i F � FJG nir x ADD fl6U182 TO 8fiB LANA dO.I�f A$S(A,A I�tAMI K�NO7E PA.BQX+� jocALUM.SINGLE HUNG WINDOW IMPACT �GNU MI iO. oFJC �1 q� NOKOMD.FLe4274 Vtw'b�+BeAw . sar. oxo• x A.L1rt�NMILI ,P.E. FJG &M dJ• 2/29/07 sum FIJI! 2 d ?1 4040-20 D FL P.E.#68705 III FLANGE OR INTEGRAL FIN WINDOWS WI HIGH SILL OPTIONA TABLE I. BASED ON FLANGED WINDOW TIP-TO-TIP FRAME DIMENSIONS WINDOW HEIGHT "O" WIDTH GLASS TYPE `_83"� 88" 88" 70" 72" 74" 78" ( MEETING RAIL -4� ` +80.0 140.0 +80.0140.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +60.0 .80.0 HT. � Lr, A,E3,M +80.0 •80.0 +80.0 -80.0 +80.0 -80.0 +80.o -80.0 +80.0 -80.0 +80.0 -80.0 +79.0 79.0 w 3H A, ,M +80.0 -00.0 +80.0 -60.0 +60.0 •80.0 +80.0 -80.0 +78.8 -78.8 +77.3 77.3 +76.0 -76.9A,B,M • 480.0 -80.0 +80.0 -80.0 +79.8 79.6 +78.2 78.2 +76.9 -76.9 +76.4 .76.4 +74.0 -74.0 KL 80.0 -80.0 +80.0 -11.0 +60.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -60.0 +80.0 -80.0 '9"DARDJVIt t&RADIUS TM FLANGE OR INTEGRAL FIN WINDOWS WI HIGH SILL OPTION® TABLE 2. BASED ON I'UNAD W16101f w-TIP TO-TIP FRAME DIMENSIONS ••i.• • •.• WINDOW HEIGHT .Q r4W H *& an TYP*s•• 38 318" 44" 8o 818" 83" 72" 74"• AS,M ... 46a.o -80.0 +80.0 -80.0 +80,0 -80.0 +80.0 -eo.o +7o.0 70.0 +70.0 7a.o +10.0 70.0 • MEETING RAIL `A,S,M ••• 480.0 -80.0 +80.0 -60.0 +80.0 -80.0 +79.9 79.9 +70.0 -70.0 +70.0 70.0 +70.0 70.0 � H ' 'A,B, • +80.0 -80.0 +80.0 -M.0 +80.0 -80.0 +78.9 -78.9 +70.0 -70.0 +88.8 88.8 +87.6 -67.6 wB, 480.0 •80.0 +80.0 -80.0 +80.0 40.0 +78.0 -76.0 +68.0 48.0 +88.7 88.7 +66.6 45.63118" C,D,E,f,G,H,I,J,K,L +80,0 -60.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.6 +70.0 70.0 +70.0 70.0 +70.0 •70.0 CUSTOM VIEW&RADIUS TOP FLANGE OR INTEGRAL FIN WINDOWS WI HIGH SILL OPTION® TABLE 3. BASED ON FLANGED WINDOW IP TO TIP FRAME DIMENSIONST WINDOW HEIGHT MINUS SASH HEIGHT(MAI(,WINDOW HT.Wl BASH+78'FLANGED AND 78"INTEGRAL 1414) MINUS WIbT H GLA88 TYPE 17118" 1 2811/18" 1 28 5118" 1 33 314" 1 398118" 4413!18" 1 0 318" 1 8818118" SASH 531W+ I D,E,F,J,K,L +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +80.0 -80.0 +70.0 -70.0 +70.0 -70.0 +70.0 70.0 +70.0 -70.0 HT. HT. MEETING RAIL GI-A8S TYPES., TEST REPORTS TABLE 4. "x" 4 A-&Wl oftW- ) FIL-4847,4846,4723,4967 B.&IV LAMI-(1l8"A,.090,1/8"HS) M4647,460 C.8118"LAMI-(ll HS,.09D llVHS) FTL4647,4848 D.7/1W LAMI- 3118"A,.080.3118"A) F7L4846,4866 E.7/18"LAMI-(3118"A,.080,3116-HS) FTL4046 RODUC"1'RBVISfiD F.7118"LAMI-(3/18"HS,.090,3/18"HS) FTL4646 iurelrtoriaa 0.1311W LAMI 10.118"T,Alli SPACE,6118 LAMI•(llWA,.090,118"A) FTL4648,4723 AMP H.1311W LAMI 10-118"T.AIR SPACE,6118"LAMI-(118A,.09 IIVHS) FTL4648 1. 13118"LAMI 1G-118 T,AOR SPACE,6118"LAMI-(1/8"FW,.090,118HS) M-4801 J.13118"LAMI IG-118 T,AOR SPACE,7118"LAMI- 18"A,.090,3/18" FTL4849,4860 K.73118"LAMI 1G-1/8"T,AIR SPACE,7/18"LAMI-(3118A,.090,3118"HS) FTL4849,4860,4956 L 13118 LAW IS-118"T.AIR SPACE,7116"LAMI-(3118H8,.090,3/1614S) FTL4849,4880 1 t I I M.13118"I AMI IG•1/8A,AOR SPACE,8118 LAMI-(1187A,.090, 1/8A FTL-8063 \��`��1:`t,N NOTES: 1.WINDOWS WITH THE LOW SILL OPTION ARE LIMITED TO A POSITIVE DESIGN PRESSURE OF+64.0 PSF OR LOWER AS SHOWN IN THE TABLES. NEGATIVE DESIGN yg705 PRESSURES ARE UNEFFECTED. = 1C: No 2.FOR INTEGRAL FIN WINDOW DESIGN PRESSURES USE THE ABOVE TABLES BY DEDUCTING 1"FROM THE FLANGED TIP-TO11P FRAME DIMENSIONS. 3.AVAILABLE SASH HEIGHTS FOR CUSTOM WINDOWS ARE 12 818"MINIMUM TO 38"MAXIMUM. r%��'• C IO, S• � bl 107/11 D NOCHANG07WSlf&9T P. 0., mmvx am 107OT rDRM DESIGN PRESSURES 0 Fcoo ` J.R 1/11 C CHANSBOGAPOLA8B7m87VTMKP REDFAOMHs NOXOMta,FLaM �'° �'�r;�s'SIONA� �• FIG vow 11/13AaB e T Pa ,� ALUM.SINGLE HUNG WINDOW IMPACT a pm NCKOMS,PLS4g7A VLs b Better akru�••e "�' A LYI��1�nl ,P.E. FJG 81f J.,f 2 8MlIO AIT$ 3 d 71 4040 0 O FL P.E.#68706 531/8"MAX.FLANGED WIDTH 621/8"MAX.I.F.WIDTH 48 5V MAX.FIXED D C DLO(ALL) T- 1757'MAX, 76"MAX 1 75"MAX • SEE DLO •*one•e e••.V LE — j� •••G D-J HEI SEE DLO HEI HT SEE DLO Ci HEI HT • e•..e • G ® TABLE O j TABLE 0 j • •ecce • • • e " • 78"MAX. 78°MAX. 78 MAX. .e FLANGED FLANGED FLANGED •eee • •••• • • 00600 .ee• 8 " HEIGHT j HEI XjSEE HEI IWDLO •eee Goose* MAX. SEeGSTABLE X G /•.GG SASH SEE DLO E SEE DLO (W.) o•es s•.• TABLE x NO 4 TABLE NO 4 •so GO ... e 0G. ..1. EHT .::.so G::e�Dto{ ) . DETAIL B DETAIL C 10ETAIL A) VIEW(STANDARD SASH) RADIUS TOP(STANDARD SASH) 9I1 l B E VERTICAL DAYLIGHT 75"MAX. 75"MAX OPENING I I.F. I,F, FIXED LITE HEIGHT E—j HEI HT LOW HIGH SEE DLO I I DETAIL I SILL SILL TABLE ® DI/ TALE ® A 34112" 34 3/16"76"MAX / 78"MAX. B 41 6/8" 41 1/4" FLANGED FLANGED C 41 1/4" 40 7/8" HEIGHT HEI HT D 526180 52 11/16" E 521/4" 52 5/18" SASH RVMD SEE DLO TABLE X j I 8 H SEE DLO TABLE X j SASH LOW HIGH m�ymgwith fti-lmida HEIGHT HEIGHT DETAIL SILL SILLtoga �°Ne,%-%Q,b��` A 341/2" 34 3/18" n CCOPM B 27 7/16" 27118" DETAIL D DETAIL E C 27 7/16" 27118" Peoductcortrol D 183/8" 1 15314- VIEW 5314"VIEW(CUSTOM SASH) RADIUS TOP(CUSTOM SASH) E 16 3/8" 1 15 3/4" TABLE 5. ill 1 11 NOTES: N 1.SEE SHEET 6 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. ti. 0 ENSE *i 2.SEE SHEET 7 FOR CORNER DETAIL VIEWS. . 3.SEE SHEETS S THROUGH 11 FOR ANCHORAGE INFORMATION. too•58705 4.SASH HEIGHTS FOR STANDARD SASH WINDOWS(DETAILS B&C)ARE BASED ON A THREE OVER TWO FORMAT. ox Of J.,L 10107/1f D NO CHANGES 7719 SHEET P.•'(�� F-Isilisr 1MTEMOLOSyca aR ELEVATIONS �,�T �io!!�Q J.It" 04!01/11 C No CHAWW 77193/1+95:7' 11q(OMIB,P184278 � �.FSS+ atGisa ' 1u19t0e B ADD lA1TEQRAtFH11 F t/ER910 Cr roo7ESADDNo77c4. P.o.egxf ALUM.SINGLE HUNG WINDOM IMPACT 'j�, /ONAL�� ` >e syr oe6 ace NOKOMte,FL84274 7ltstblyBeaar ' " sit � A.L1f�Mp+i1IaL ,P.E. FJG B/1/05 J.J. 7/29!07 OHM AIT$ 4 a 79 404Q20 D FL P.E.#58705 J h-2.784° NOTE:MIN.(1)SWEEP LATCH AT VENT CENTERLINE OR OPTIONAL BOTTOM LOCKS,(1)8"FROM EACH SIDE OF SASH. 26 27 NOTE:BALANCE PARTS USED 1 INSIDE INSIDE MAX.VENT DAYLIGHT OPENING ® BASED ON SASH WEIGHT 31 9,10,11,15,16 ElEr MAX* • 2.710" • FDG • • • •• •• LITE 7,8 OR 17 •DAYUQk% • `I +! 25 •• •• OPENING • • i• •• • •• •• ( OUTSIDE •� •• • • • 25 Ila-- MAX.FIXED LITE DAYLIGHT OPENING MAX WIDTH •• •• SECTION A-A 6 • •• OUTSIDE INTEGRAL FIN(I.F.)FRAME SECTIONS® INSIDE 23 47 50 . . HEIGHT 21 • HIGH tor OUTSIDE I SILL2 LOW SI�.L MAX. VENT DAYLIGHT 49 4$ HIGH SILL LOW SILL HEAD JAMB OUTSIDE OPENING 68 2.710° I.F.FRAME 2$ Il 53 OUTSIDE I I y�PR0VUCr�tb ft Flwtda A=pDtWm wN 53 o �. 6 sq 2.W2.948" MI6184. edaPcoduatcomm 52 (LOW SILL) (HIGH SILL) 63 SEE NOTE ABOVE 54 64 III 1 r r X`\y 1LON Mlt(�c�,/,,. 3 67 Z�. 'GE14SE 30 ULTRAUFT 69 �� SECTION B-B 12 ONLY 12 ONLY SECTION C-C = k too.5s7� (Low SILL SHOWN) ALTERNATE HIGH SILL (HEAD DETAIL DIFLANGED VERSION) = A,> J10 6USTOP 11 J'p 10107/9t a No txiaNc,Es Ttas srEET J It oa0u11 c ivo cr�uvcaa=s n�rss sr r 1°`r°iolca aar,°e T SECTIONS �.��S.FLOR�QP�P'l� Fru tvts�oe a aevrr sFcrrarossccn�so�raareent coaaavnrev7s Po.egx,a� ALUM.SINGtEHUNG MNDOW,IMPACT 14 S'IONA�! 0 0-mar. awe ode NOKEI�I8,FLlMUM Vk1bly g Bedee oa�rh wv A LYNN(VINUE13,�P.E. FJu ®1m J.4 amw BMW Haff 5 -f 91 4040.20 O FL P.E.#58705 ITEM I Dwe# I DESCRIPTION PGT# ITEMp59[WNGCHlMNEL(. QESCRIPTION POW 1 4002A FL 69 HEAD 812226 60SCREEN SPLINE-135 IA HARD 61835K 2 1186 #8 X 1.000 QUAD PN.SMS 781 PQA 81SCREEN CLOTH 81818 3 40030 FLANGE SILL(LOWSILL) 612228 83888X.600) 8633402 5 1828 ADHESNE 0 ENCELLFOAMPAD 7P 1828 64 #6 X 1.000 PH.BUOLE TQt 708X1 8 4664 FMW JAW 812227 67 GLAZING T ,1118 X 1 -7118 LAMI 62 10 7 4028 SAStI 612244 68 4051A SASH 110'1 TOM RAI (HIGH SILL 84001 8 4026 SASH STOP(EGRESS)1.128 LONG 812244 4060A FLANGE FRAME SILL HIGH%L) 64060 9 4020 SPIRAL BALANCE,348",818°,OR 11118° A 70 lyC OOW 899 095 OR EQUN. 10 1080 BALANCE COVER 318°OR 618" BBALCVR918 80 .A GLASS,6/18°LAIN, 1/8°A.090 PV0.1/8° 11 • sm.150 PH.PN.aw 7034M 81 B. S,6118"LANfi,(1/8° .090 PVE31i8°HS) 12 • BALANC KET 70ALTSKT 82 C,GLASS,8118"LAW, 1/8"HS490 PVB,lJWH8 3 11 SASH+POP GUIB • 426Q4 ® 83 D.GLASS,7198°LAN, 118"A.090 PVB,1�" 1,61466 90 XI&PHILLPS FLATHEAD S.STL 78X1FPAX 84 P.GLASS,711irLAPA 018A.Q9Q PVf311181HS) 1080.1 BALANCS .1 BBALCVR870 A 85 K.GLASS,7116"LAN,(148"118,.090 PVB,1WHS) • 7 4d 3. C .• 84053 88 .GLASS, LANA IG;1/8•I',Alit SPACE,5118°LAN,OWA.090 PV13,918"A) 8 4029-1' .... 7UL13KT 87 H.GLASS,13116"LAM tG;118°T AI SPACE,611 "LAN (118-A-090.P118 -HS 196 #8.32 1/2"Lt4 .TYPE F S.STL 783 12FPFX 88 L GLASS,13/18°IRA R 116MAR SPACE,51180 LANA, 1/8"4S,.090 PVI3,1/814.) l 40140• • 84054C 89 j.GLASS,13mrUMMilart AIR SPACE. /18" 118"A.090 PVI4,3/18, .13. •4 TOP RAIL 84408 00 ,13!18° IG:1187 AI SPAM 7118° , /18°A•090 ,3/18"410 45 261 0 X K FIN 8EAI. 67$180 81 L QLAS8,13118"LAMI 10;118°?,AIRSPACE,7118"LANA, 3118148,.090 PVB,3/1WH _ 0 71006 82 1 ; ,( vaM 1426010400748O L(L W SILL) 81 30 2.7 30 49 31 L 6412231 34 1288 SASH PA-09GUIDE. 4 501 35 1822 $ LOCK3WX251WX1° 71122K li so3, .36 1062 LANIG SBTTING BL K 1"X 314"X 1116" 71052K 37 1224 VINYL GLAHVID BULB IC 4 ,K 38 122. VINYL GLB ULB(THIN) OM48K 41 40398, GLAZiN B , 116 LAM.GLASS. 64039 O FRAME I.F.HEAD 42 40440 GLAZING B .6118 LAM W! .ILL KIT 844703 ®47 #4071A,6063-T8 44 4222A GLAZING 118° 84222 45 9680 GLAZINGBUM,TPIW NA LKir ems 48 FRAME, I.F.LOW SILL 46 4087 GLAZING BEAD,131180LANA I.G. 84087 ® #4072A(1083-TO 47 4071A FRAME,I.F.HEM 84071 PRODUCTRav[SED 48 4072A FRAME,EF.EWS—ILL 4072 ® L2� yiug with the Florida 49 4073A LF.HIGH SILL 64073 ® x,37 60 4074BFRAME,LF.JAMB 84094 52 4009 SU.L LATC EGRESS) (LOWSILL 764009 062 NOM 63 1088 SPRING,SILL LATCH(E EB.4) 7SPRNG THICKNESSede rrodua Contro 7T 64 2740 BILL LATCH G 10 ILL) 2 40 4. 79 Z, lc 56 1014 WAR I:N (HOR.&VER.) 81014NOM I t 1 I i 08'1 56 1830 SCREEN CORNER KEYW/RING.S 71830 THICKNESS 67 1831 SCREEN CORNER.KEY W/OUT RINGS 71631 ��`�y VENN Mr. I? 68 1073 EEN WR 7CASP V �:GEESE 69 1824 SCREEN SPLINE-.135 DIA FOAM 61824K &FRAME, I.F.JAMB FRAME,I.F.HIGH SILL. #40746,8083-T8 -*' No 58 I- ®49 #4073A,6083-T8 (USED AS RADIUS TOP HEAD) _ * II uj– 10 V N;mWo claws 7N188HEEt Iwo PARTS LIST dJa owitil c cllMrc46 a4P&ASarrP1A7o7 WMWpmo fw N01c01a8,FLmm ;y_ T"" ,i ��C` • �. �� 11Ksm 6 PO. o SINCE HUNG WINDOW IMPACT A LY�1N MI �;,P E. AK J.� NOiC0i1M �84Y74 �� SMOD NTS 8 d 11 4W&M D FL P.6.#68708 I.F.FRAME SEALANT ALONG ENTIRE JOINT 1 Or 47 2 II I.F.FRAMEQ I-f--2.784 T � .062- - I II I 1 2.830 2.330 1.3!I8.3 .i� ,062 6 or 50 O FLANGE FRAME HEAD I I #MM,6063-T8 �-2.784—►{ •••• •' O FLANGE FRAME SILL (Low) WELD ALONG •..••• #40030,6063-T6 6 Or 50 SCREW '• ••••• BOSS(2) •i•••• • • •• •• SEALANT OR GASKET • • • • I AT HEAD AND SILL •••:•• •• • 2.710 ••• 1-1.513 738 ••••• •••• 082 .490 • � '•' ij. ' .040 •••••• IF1.461�� VIEW D-D VIEW E-E . . ••.• (1/1&VIEW HEAD&SILL,RADIUS TOP SILL) (RADIUS TOP HEAD ONLY) •••••• •••• SASH STOP SASH STOP COVER FRAME CORNER CONSTRUCTION FLANQE*PR*AME 4AMV. O #4026,6063-T6 17 #4053,6003-TS — — — — .060 • J%0.4.4=-T6 ' ' Z ACRADIGS TOP HEAD) 1.185 1-•-- .878 1.342 [--2.270--17113492.328—� 1 Z .08GLAZING B5/16" 41 #40398,6063-T6 •662 2.186 ks 1.979 1'707 ,062 O SASH SIDE RAIL .062 31 #4008.6063-T5 21 FIXED MEETING RAIL 28 SASH TOP RAIL 28 SASH BOTTOM RAIL(LOW) .6713O #4054A,6063HD-T8 #40080,8083HS-T8 #4007,6063-T5 060--� 050 7-1 1.096 TT GLAZING BEAD,5/16" pROD(JOT,REVISBD .678 42 nae mplyft w11h ilw Florida 2.326 #40446,683•TStAL 082 " 1.098 .{ (USED Wl GRILL KIT) p�oa o% -L Ex • 9 2.946 O GLAZING BEAD 7/10" &446 #4222,6063-T6 IVliaml mloPmduotCoutrol 2.838 m .050 �I %1111111 �---►x1.097 `�� 41(14N Iyjl .0 .678 O GLAZING BEAD, 13/16"IG �F� 1.116--I-�—►�� #4087,6063-T6 68 FLANGE FRAME SILL (HIGH) 68 SASH BOTTOM RAIL (HIGH) 45 GLAZING BEAD,7/16" 5870b #4050A,6083-Te #4051A,6063-T5 #9850,808;1-T6 (USED W/GRILL KIT)UAW eubbs! - OfRel" J.J. 90107/11 D NO CHANGES THISWMEr 3 '• STAS6 Pr •2� a070TEC ROLMoalv8 IXTRUSIONS&FRAME CORNER DETAIL .,0,�' •,FL 1o,. �0�� J.R. 04!01/19 C NOCHANOESDOSHEET e=MW,FL:9 ro°` ��'��SS/ONAL FX 16�03P- 99/131 B. TEFRMFCORNERASWAMYTOOPCLUDELF. Pa�octsmALUM.SINGLE HUNG WINDOW,IMPACT A LYNI(/t�INA P.E. amme„ Daw eetee NOKOI�ts,FL15314 V&i6lyBemer BMW loom IHall 7 a 11 4040 0 D fLP.E.#58705 F.K. 8/1/05 ',LJ. 22307 ANCHOR QUANTITIES FOR 111 FLANGED WINDOWS TABLE S. ANCHORAGE NOTES: WINDOW HEIGHT 1. ANCHOR TYPES: 1-1/4"ELCO TAPCONS 2-1/4°ELCO SS4 CRETE-FLEX SUBSTRATE: 28.603 34.603 1 40.603 46.603 52.603 58A03 64.603 76.000 ® 3-#12 SCREWS ANCHOR TYPE: M9 p U U U Z�Z zm Z ZMOZ UZpZ Z MOZ ZM OZ U p Z VZ 2 ANCHOR LOCATIONS ARE BASED ON THE WINDOW GLASS � UUSO Onr �U� FOLLOWING DIMENSIONS. HEADMAX FROM TOP CORNERS 8 ONOpNU Q WIDTH C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 _1 1 1 1 1 1 _7 1 _1 1 1 _1 1 JAMBS-171/2°MAX FILM TOP CORNERS 16°MAX.FROM BOTTOM CORNERS H,I,J,K,L -1 2 1 1 1 1 1 2 1 1 1 2 2 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 r 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 3 6°MAX BELOW MTG.RAIL 19.125 •• • •1 _1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ®SILL-ANCHORS NOT REQUIRED • • M 121 :1a 1 211 122212222222222222222222Z2222222232233 3INSTALL PER THE ADJACENT TABLE ANCHOR ' • •' C,D, bl •1 7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 QUANTITIES USING THE DIMENSIONAL CRITERIA OF NOTE 2. asses •'•• H,4�k,L 1 2 :11 y 1 2 1 2 1 2 21'2—.'-1'[2 2 2 2 2 2 g 2 2 2 2 2 2 :2L2 2 3 2 2 2 2 2 3 2 2 :213 3 3:2L2 3 3 X4.000 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 7 1 1 1 ®ABLE WIDTH AND HEIGHT DIMENSION ARE FOR •i•••• � • • __ _ _ _ _ ___ _ _ _ _ -— FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ••• 21 � 21 21 212221222222222222222232222232223332233 ARE 1"LESS. '..:.• C,D,E,F,G, •1 1 •1. 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 2 1 1 2 1 1 1 ®ESION PRESSURE LIMITATIONS H,I,��O('L' 21 21i22312F22231223232223232223332233343233343344 SIZE BLOCKS OF THE ADJACENT TABLEWITH A • 1 1• •f• 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BOLD ITALICIZED VALUE ABOVE THEM,INDICATE A ••• • A,B`M 2 1 2 2 2 3 1 2�22 2 3 7 2 2 3 2 3 2 E113 2 2 2 3 3 3 2 2 3 3 3 4 3 2 3 3 3 4 3 3 4 4 MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD. OTHERWISE,THE •• C,D,E ,G, '1 _1; .4'. 1 1 2 1 _1 2 12 1 2 2 1 2 2 1 2 2 1 2 MAXIMUM DESIGN 2 1 2 2 2 2 3 1 2 2 3 2 3 2 2 2 3 2 3 2 2 3 2 3 2 3 3 4 2 3 3 3 3 4 3 3 3 4 3 5 3 3 4 4 PRESSURE FORTH37.000 RESPECTNE SIZE 111 2 12 1 2 2 1 2 2 1 2 2 1 2 AND GLASS TYPE IS A,B,M 221 2222 31 22323222323223232334233334333435334 AVAILABLE. PSF 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 _2 2 2 2 2 2 2 2 2 40.000 H,I,J,K,L 221 2222322232322232323232423333423343b3334453344 AAM 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 _2 2 2y 2 2 _2 2 2 2 2212222322232322232323232423333423343633344b3344 PSF 79 TABLE KEY: C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Z 2 MAX.PSF 44.000 H,I,J,K,L 212 212 212 2 3:2T2 2 3 4a 212 -3T3 2 4 2 3 3 3 34 2 3 3J3 3 4 2 3 3 4 3 5 3 3 3 4 475 3 4 4 5 (DPLIMfTED) 148 2 2 2 2 2 2 2 _2 2 2 _2 2 2 2 2 2 2 2 2 2 2 2 2 2 NRODREIMED g with the Flarlb A,B,M 22222223222 3232233242333342333342334363334453446 JAMBABHO�DVE223 , J - O 'PSF 79 79 MTG.RAILC,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 JAMB BELOW48.000 H,I,J,K,L 2 22 2 2 2 2 3 2 2 23 3 4 2 3 3 3 3 4 2 3 3 4 3 4 2 3 34 3 5 3 3 3 4 3 5 3 3 4 5 4 6 3 4 5 5 MTG.RAILeFrcBuotContra A,B,M 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2_ -2 2222222322233423333423343423343 5333435334543455 (FULL DP) 1t►11111 PSF 72 79 78 h1EAD 2 �`y LYNN 044 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 3 2 3 _3 _2__3 JAMB ABOVE 2 3 53.125 H,I,J,K,L 2 2 2 2 2 2 2 3 2 2 2 3 3 4 2 3 3 4 34 2 3 3 4 3 4 3 3 3 4:3L5 3 3 4 448 344 54 6 3 4 5 6 MTr' - Q: Tay 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 3 2 2 3 2 3 JAMB BELOW A,g.M - _ 22222223222334Z33434Z33434333436334445334b46344bC''�L �, Io �� W� mer. ''fl IP•1f�flP �'"� J.J. 90/07/t1 D MO CHANGES THISSM!Ef :" 0' '..�ASIN O 10WECHN01 GYDRIVE ANCHORAGE SPACING, 9/1 WINDOWS � ,, FLOVM•*�`,. jtmam/11 150F NO cr+AivGEs Tr ssxEr:T NolconIS, 9r Fl s ALUM.SINGLE HUNG WINDOW,IMPACT ��FSSIONP.1 FJC 94H8/0ti 8 a� I 87RWWiW8fg P•0.epxirae i/tstBdyEatrer a mal male o�� mal A LYIJt�lifid11LL1�1�,P.E. NgCObgB,FLaaz7a app NTS 8 s !9 4040.20 0 FL P.E.#56706 Ex Mew JA ?P1�7 ANCHOR QUANTITIES FOR STANDARD VIEW AND RADIUS TOP FLANGED WINDOWS TABLE 6. ANCHORAGE NOTES: 1. ANCHOR TYPES: 1-114"ELCO TAPOONS WINDOW HEIGHT 2-114"ELCO SS4 CRETE-FLEX SUBSTRATE: 29.855 37.155 44.655 52.155 59.655 67.155 74.655 78.000 ® 3-#12 SCREWS ANCHOR TYPE. a U U U U U O U U U U U O U U U U U D U U a U U 2.ANCHOR LOCATIONS ARE BASED ON THE tn0NZ—zcnONzrzmo z�zcop Nz zmo z�zV)0 z� zco0Nz zgo,4z ,-Z WINDOW GLASS N O ON 0 O N 0 0 e O O O N O O pN O O N O O T 0 N 0 p FOLLOWING DIMENSIONS' WIDTH TYPE U U U U U U ?� U U 3: U U U U U U U U HEAD-161/2"MAX.FROM TOP CORNERS C,D,E,F,G, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 9 1 1 1 JAMBS-17112"MAX.FROM TOP CORNERS _..__._.-2 _ _ __._... ... ... ...._,.. _._ _- _ _.--. -- _ _ _. .__ _ _ _. _ _. ._.._ _. 15"MAX.FROM BOTTOM CORNERS H,IAK,L 1 1 1 1 1 1 2 2 2 1 2 2 2 2 2 7 2 2 2 2 2 2 2 2 Z 2 2 2 2 2 2 2 2 2 2 2 3 Z Z 2 3 2 3 2 2 2 3 2 6"MAX.BELOW MTG.RAIL 19.125 SBM 1 1 1 1 1 1 1 1 1 _1 1 1 1 1__1__1 _1 1 1 1 1 1 1 1 ®SILL-ANCHORS NOT REQUIRED • • 11 1 1 q 2221 222221 22222222222222222222322232322232 3,INSTALL PER THE ADJACENT TABLE ANCHOR • PSF•79 • QUANTITIES USING THE DIMENSIONAL CRITERIA OF •0066 C,D,6,F,G. 1 1 1 1 1 1 1 1 1 1 1 1 1 7 1 1 1 1 1 1 9 1 1 1 NOTE 2. 24.000 H,6J,f�,L 1 1 1 4 �! 212 1 1 2 2 212- 2 2 2 2 2 2 .2 2 2 2 2 2 2 2 3 2 3 2 2 2 3 2 3 2 2 2 3 2 3 2 2 2 3 2 ABLE WIDTH AND HEIGHT DIMENSION ARE FOR :6066 �.B�• 1 16019, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS 6666• ••• 11 1 ? h 221 1 22222222222222222232322232322232322232 ®�E1"LESS. ••••• PSF 968 ••pp 5 DESIGN PRESSURE LIMITATIONS: • C,D,L+,F,G,•1 1 ••N• 1 1 1 1 1 1 2 1 1 2 1 1 1 1 1 1 1 1 1 1 1 SIZE BLOCKS OF THE ADJACENT TABLE WITH A O(i0 H,I,J,i4,L 1 1 1 h 9 2 2 2 2 2 2 2 3 2 2:21:2 3 3 2 2 3 3 3 3 3 2 3 3 3 3 2 2 3 3 4 3 3 2 4 3 4 3 3 2 4 3 BOLD ITALICIZED VALUE ABOVE THEM,INDICATE A ••••• •• •1 ? •'I• 1 1 1 _1 1_ 1 2 1 1 2 1 _1 1 1 1 1 1 1 _1 1 1 MAXIMUM DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS SHOWN IN BOLD.OTHERWISE,THE • • '1 1 1 1 2 22 2 2 2 2 3 2 2-2T2 3 3 2 2 3 3 3 3 3 2 3 3 3 3 2 2 3 3 4 3 3 2 4 3 4 3 3 24 3 MAXIMUM DESIGN • s ••••• P F•$9 87 79 PRESSURE FOR THE RESPECTIVE SIZE C,13,139.F,G, •1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 AND GLASS TYPE IS 37.000 H.I,dK,L 11 111 11 222222232223332233333343333233433243443243 AVAILABLE. A,B,M 1 1 1 2 1 1 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 1 1 111 1 1 212 2 2 2 2 2 3 -2172 2 3 3 3 2 2 3 3-3F3 3 3 4 3 3 3 3 2 3 3 4 3 3 2 4 3 4 4 3 2 K3 PSF 54 79 62 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 40.000 H,I,J,K,L 111111 22222223 22 333322334333433333434433434433 33 A,B,M 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 _2 2 2 2 2 2 2 2 2 111111222222232233332233433343333343443343443353 TABLE KEY: PSF 49 79 56 79 79 C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 MAX PSF 44.000 H,I,JK,L g 1 1 1 1 1 2 2-2T2 Z 2 3 3 22 3 3 34 2 3334 4 3 34 34 4 33 4 3 4 4 3 343 4 4 3 3 54 (DP LIMITED) 117 RODUCTRBVISBD ABM 2 Z 2 Z 2 Z 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 HEAD 3 eomplyingwit am Plaids JAMB ABOVE 3 3 naingcoao III III III 2 2 2 2 2 2 3 3 22 3 3 3 4 2 33734 4 3 3 4 3 4 4 33 4 3 44 3 3 43 4 4 3 3 54 MTGRAIL x o11+1C�11o14b PSF 45 74 51 74 79 79 - / I C,D,E,F,G, 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 2 2 2 3 2 2 3 2 2 J BELOW H,I,J,KLMTG.RAIULL 48.000 -JTI 1 1 El: 2 2 2 2 2 2 3 3 j[2- 3 3 3 4 3 3 3 3�44 3 3 4 4 4 4 3 3 4 4 4 4 4 3 5 4 4 4 4 3 b 4 A,B,M 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2 FULL DP ill I loo- 3 I I 1 1 1 1 1 1 2 2 2 2 Z 2 3 3 2 2 3 3 3 4 3 3 3 3 3 3 4 4 4 4 3 3 4 4 4 4 4 3 5 4 4 4 4 3 b 4 PSF 41 67 46 6T 76 79 HEAD 2 ,`��Y.N ... 6p�� C,D,E,F,G 2 Z 2 2 2 2 3 Z 2 3 2 3 3 2 3 3 2 3 3 2 3 _3 _2 3 J�ABOVE 2 2 `��0 .�`G��1SE' .. 53.125 H,1,J,K,L 11 1 111 2 2222233333344334444334444334455t35 554354 MTG.RAIL JAMB BELOW A,B,M 2 2 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2 2 3 3 2 3a RAIL 1 1 1 1 1 1 2 2 2 2 2 2 3 3 3 3 3 3 4 4 3 3 4 4 AT4 3 3 4 4 4 4 3L3 4 4 5 4 5 4 4 3 5 4 0"" 'Of 6� :W ji aw/11 D NocmNGE87H188HEET nowobw o gtA OP. 1070 MMOLOGIY 0 ANCHORAGE SPACING STANDARD VIEW ,�0�•. FiQallo,.* , JJt 04/001 C tXWb4M M*RW 1 MWRQTYISROTR1CTEDBYBIZF NOKOMUS,FL3�4278 n°1 ��i �` ��• o ALUM.SINGLE HUNG WINDOW IMPACT ��,SS10141 FXG 11/13W B ERE BY81ZE P.O eqx tete � A LYI I MILLED;P.E. vnm Dam+ armed 1 NOKOMIS,FL34274 FX 7IM105 J.J. 2/29/07 �' sHPoa HITS —9 -1 91 4040-20 D FL P.E.#58705 ANCHOR QUANTITIES ABOVE MEETING RAIL HEAD&JAMBS CUSTOM FLANGED WINDOW HEIGHT MINUS SASH HEIGHT TABLE 7. ANCHORAGE NOTES: WINDOW HEIGHT MINUS SASH HEIGHT FROM TABLE 8. 1. ANCHOR TYPES: 1-1/4°ELCO TAPCONS SUBSTRATE: 17.125 22.668 28.2 33.764 39.296 44,839 50.382 55.925 2-1W ELCO 884 CRETE-FLEX ANCHOR TYPE: o U U o U U o U U o u U o U U c U o U U c U v N S A SCREWS WIN GLASS 'zu z " 0NZr ZMONZr Zrt �yZ -ZMONZ - zMON2 - ZM N2 �Z �>ONZ � Z 2.ANCHORLOCATiONSAREBASEDQNTHEFOLLOWIING WIDTH TYPE 8 8 °C%r 8 c�`J 8 8 c4 0 8 8 � 0 "I� � � �DtMENSloldsp HEAD-181/2 MAX.FROM CORNERS 19125 D,E,F,J, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 JAMBS-171/2°MAX.FROM TOP CORNERS KL - 1 2- _2 _2 2 2- 2 -2 Z 2- ..2. 2 ._2._ 3 2_.._3-._..3.__.2... ..3. 3 -.3_... 3- 111WMAX.ABOVETHEMEETINGRAIL D,E,F,J, 1 1 1 1 1 1 1 1 1 7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6°MAX BELOW MTG.RAIL 24.000 _-..___.. ._.- ._._._._._...--_--_- --. -___._. .---_..__._._..__. .._------.---..._._ ..__...---.-----.._____...._ .._._.- .__......_ —_ 15"MAX.FROM BOTTOM CORNERS K.L 1 1 1 2 2 2 2 2 2 2 2 3 3 2 3 3 2 3 3 3 3 3 3 4 SILL-ANCHORS NOT REQUIRED D 1• _"1 1 1 1 1 2 1 1 2 9 1 1 1 1 1 1 1 1 1 1 1 1 1 3.DETERMINE THE ANHCOR QUANTITIES FOR CUSTOM 32.0 - - - - - ----2--,--3-- - - - - - - - ®VIEW WINDOWS FROM TABLES 7.AND S.USING THE ••••• _1 - 1 1• -- 2__ 2 2 2 3 3- 3 3 3 4 3 - 4 4_ 3 ' 4- 5 3- 5 DIMENSIONAL CRITERIA OF NOTE 2. USE TABLE 7.FOR fa ••• 79 ABOVE THE MEETING RAIL AND TABLE 8.FOR BELOW. D,E,F,J, 1 1 . 1• Z 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2 1 2 2__ 1_ 2 4.AVAILABLE SASH HEIGHTS FOR CUSTOM VIEW • K,l. 1 1 1 2 2 3 2 3 3 3 4 3 3 3 4 3 4 4 4 5 5 4 5 , WINDOWS ARE 12&/8"MIN.TO 38°MAX •••• S • • 79 79 TABLE WIDTH AND HEIGHT DIMENSION ARE FOR Le,FLANGED WINDOWS. INTEGRAL FIN DIMENSIONS ARE •&ZOM D,E, ,J, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1°LESS. ••••• K+ _ L •,• 1 . Z 2 2 3 3 3 ^4 3 4 4 3 4 4 3 5 _4 4 5 5 4 6 8.DESIGN PRESSURE LIMITATIONS: • P 79' 9 77 79 78 79 ®SIZE BLOCKS OF THE ADJACENT TABLE WITH A BOLD ••••• ITALICIZED VALUE ABOVE THEM,INDICATE A MAXIMUM 44.000 D,E,F,J, 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 DESIGN PRESSURE WITH THE QUANTITY OF ANCHORS ••••• K,L• 7• 1 •41• •2 2 2 3 3 3 4 4 4 4 3 5 4 3 5 b J4 S -5 4 6 SHOWN IN BOLD. OTHERWISE,THE MAXIMUM DESIGN • PSF XW* 79 •70 79 71 79 73 76 PRESSURE FOR THE RESPECTIVE SIZE AND :48.1M D,E,fbJ • 2 2 2 2 2 2 2 2 3 _2 2 2 2 2 3 2 2 3 2 2 3 2 2 K, 1• 1 1 2 2 2 3 3 3 4 4 4 5 4 b 5 4 6 5 4 6 6 5 6 GLASS AjLTYPE IS PSF 71 79 63 71 79 64 74 66 77 69 69 A TABLE 7.KEY: 53.126 D,E,F,J, 2 2 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2 3 3 2 3 3 2 3 MAX,PSF K,L 1 1 1 2 2 2 3 3 3 4 4 4 6 4 =5 6 5 8 6- 5 7 8 5 7 I'DP LIMITED) 112 ANCHOR QUANTITIES AT JAMBS BELOW MEETING RAIL,CUSTOM FLANGED WINDOWS BASED ON SASH HT. HEAD"2 TABLE S. JAMB A13OVEI 2 SASH HEIGHT MTG.RAIL SUBSTRATE. 12.776 15.776 18.776 21.776 24.776 27.776 30.776 31.106 ANCHOR TYPE. o v p p v o v v v o o v v (FULL DP) rf WINDOW t NZ r Z NZ ZN NZ r Z � 8N � � Z � NZ � Z � N NZe• o N HEAD 2 WIDTH 8 8 8 8 8 8 g U 8 8 8 8 8 8 8 JAMB ABOVE 4 19.125 1 1 1 2 1 2 2 1 2 2 2 2 2 2 1 2 2 2 2 2 2 2 2 1 2 2 MTG.RAIL RoDucrovw 24.000 2 1 1 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 2butq;Co�+ `, 32.000 2 1 2 2 2 2 3 2 2 3 2 3 3 2 3 3 2 3 4 2 3 4 2 3 Ad/� 37.00079 2 TABLE 8.KEY: 2 1 2 2 2 3 2 3 3 2 3 3 3 3 3 3 3 4 3 3 4 3 4 ® on9i�1� 40.000 74 MAX.PSF 2 2 2 2 2 2 3 1 2 3 3 2 3 3 1 3 1 3 4 1 3 3 4 3 4 4 3 4 (DP LIMITED) 11x2. BB 78 JAMB BELOW1 2 1t t{I I l r r r 44'00D 2 2 2 2 2 2 3 2 3 3 3 3 4 3 3 4 3 4 5 3 4 5 3 4 M7(',,RAL `\��'O�yV LYNN Njk4� 63 72 79 ter•y�pENSF •;'Q 48'000 2 2 Z 2 2 2 3 2 3 4 3 3 .4 3 4 4 3 4 5 3 4 5 3 4 FULL DP e �� r 13o.58T05 53.125 73 58 86 72 JAMB BELOW 2 = 2 2 2 2 2 2 3 3 3 4 3 4 4 3 4 b 3 4 5 3 5 5 3 b MTG.RAIL ,0 1., /• J.J. 90!07/!9jZ NOCHANOE87WSHEET . 9•. 9070TEmoLOO O ME ANCHORAGE SPACING,CUSTOM!VIEW Jr7 oal09H1Nt)CHANOEBTl11,l4sHEET NgCOa'F`aaz7s ift ALUM.SINGLEHUNG WINDOW,IMPACT �'��SS/ONAL �� F.K. 19/19108 71i/CTED6Y81ZB PA.e�clW 80• a..ns►n Ser A.LYN IIAtah ,P.E. aim os a assn NO)t614118,Fi 36?74 Uisfbly Better SH700 NTS 10 a 71 4a4a-20 p FL P.E.#58705 F.K. 7MWZ�ff07 EXTERIOR INTERIOR NOTES: ALL HEAD AND ILL DETAIL 1:FOR CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY,USE ONLY MIAMI-DADE COUNTY APPROVED 114 ELCO TAPCONS OR 1/4 SS4 CRETE-FLEX. MINIMUM DISTANCE FROM .3 (SECONCRETE OANCHOR ANCHOR TO CONCRETE EDGE 2.FOR WOOD APPLICATIONS IN MIS 1 AMIW. -DADE COUNTY,USE#12 STEEL SCREWS(G5)OR 3.36 KSI MIN:CONCRETE (SEE NOTE'(&3)& 2x WOOD BUCK WOOD ANCHOR 1/4"SS4 CRETE-FLEX. &(SEE NOTE 4) (SEE NOTE 2&3)® 3.FLAT HEAD ANCHORS,WHERE REQUIRED,MUST HAVE#12 TRIMFIT HEADS. • • s; 4.WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE ;e + 13/S IN.,1/4'TAPOON TOTAL THICKNESS IS LESS THAN 11/2'. 1X WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE ;. : •. �! -9•.3/4"MI ,1/4"CRETE-FLEXINSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1P1" OP ZONAL 1x - 1 MIN. THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE WOOD BUCK MIN• ® ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. (SE NOTE 4) • o J 6.FOR ATTACHMENT TO ALUMINUM:THE MATERIAL SHALL BE A MINIMUM STRENGTH OF i••L\ i • 1/4° 1/4' 8083-T6 AND A MINIMUM OF 118"THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT �� •••••i MA' SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A#12 SHEET ••••. • �E AI• • SHIM METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE •• ;Ap..• DETAIL B MET,THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR TAPCONS .;•.•. -- P.ICAL FLANGED HEAD ANCHORAGE MAY BE USED. A FLANGED FRAME COMPONENT MAY BE SUBSTITUTED FOR AN + • •_�+ INTEGRAL FIN FRAME COMPONENT FOR MULLED APPLICATIONS. FOR INTEGRAL FIN • ��' "'•�_—••' MULLED APPLICATIONS IT IS EXCEPTABLE TO REMOVE THE FIN AND ATTACH TO THE • •••••i �"'`� '6W 13/8"® MULL THROUGH THE FRAME USING THE FLANGED FRAME ANCHORAGE REQUIREMENT. • / 1�MAX SMM 1-+—I �1 MIN. 6.ANCHORS ARE NOT REQUIRED AT THE SILL OF FLANGED UNITS. 1/4"MAX.SHIM �•• ow ` 7.MATERIALS,INCLUDING BUT NOT LIMITED TO STEEL SCREWS,THAT COME INTO CONTACT •r \ WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FSC CURRENT, ••�•�.• •• •+•.•.+• • EDITION,SECTION 2003.5.4(SUPPLEMENT 2005). i f • • CO RETE ANCHOR, WOOD ANCHOR, •i r •• ? ,." s FH dOW MEETING FFI BELOW MEETING *see RAIL SEE NOTE 1&3),& RAIL.(SEE NOTE 2&3) � ' 140, 3.35 KSI MIN.CONCRETE INTERIOR r..:• OR 9.5 K1 MIN.GMU 0 (ALL JAMB DETAILS) EXTERIOR 1x BUCK OPTIONAL WITH SOLID CONCRETE 2x WOOD BUCK SUBSTRATE(SEE NOT9 4% (SEE NOTE 4)® DETAIL C DETAIL D `\ TYPICAL FLANGED JAMB ANCHORAGE 114"MAX SHIM 1/4° WOOD FRAME MAX SHIM ROD=Rsvmw V —WOOD FRAME � "MmplYiwithlheFletlda ding t aalo .131"DIA.MIN. N� vE p/6 x 21/2"NAIL, .131"DIA.MIN. AT CORNERS x 21/2"NAIL, KA AND 5"O.C. Miami uteFmduetContcu AT CORNERS WOOD FRAME AND b"U.C. 131"DIA.MIN. lillll 114 x 2112"NAIL, ``�-0�� N SMAX AT CORNERS AND 6"O.C. , k DETAIL F,(HEAD) DETAIL E, (JAMB) DETAIL G, (SILL) 140.50105 TYPICAL INTEGRAL FIN ANCHORAGE ® - ;�- I I w RFJC eum3waa o� ,Af�•=Iv 10107/11 D NO CHANQFB THIS SHEET � D,.' ANCHORAGE DETAILS O P Rio C9 04/09111 C NO CHANGES M SHEET Tim- 1 Nm FL349"6 INS ,,�� ., Lo ,..��`Dn/ I'M NVANCHO uFDATE&RFORDERaOTE& G ALUM.SINGLE HUNG WINDOW, IMPACT I� SIONA�11113108 B ADDNOTE87.UPDATECI EMNAMMOUDW P.O�X1� x� A.LYNIJ'MIL-Wk P.E. amomymw wOK�`FL 84274 VWBetter• MTS 11 . 11 4Q40-20O FL P.E.#68705 8/1/08 J.J. 21237 . I i 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) w`vw.miamidade.yov/econoni PGT Industries 1070 Technology Drive North Venice,FL 34275 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 ERProduct 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 falls 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 i°PW 701/720182011 Aluminum Fixed Window-L.M.I. APPROVAL DOCUMENT: Drawing No. MD-720-820, titled "Series Fixed Window Installation Guidelines",sheets 01 through 10 of 10,dated 07/14/03 with the latest revision dated 07/01/13,prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami--Dade County Product Control Section Renewal stamp with the Notice of Acceptance number and Expiration date by the Miami- Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturces name or logo, city, state, model/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 the job site at the request of the Building Official. This NOA revises and renews NOA No. 11-1110.15 and consists of this page 1 and evidence pages E-1 and E-2,as well as approval document menti6ned above. The submitted documentation was reviewed by Jaime D.Gascon,P.E. NOA No. 13-0502.03 firmM1AMI•DADE COUNTY t y Expiration Date: February 19,2019 Approval Date: July18,2013 Page 1 Oy�P� Oar /} a�1 t3, fb ori Or r, b' t PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS I. Manufacturer's die drawings and sections. 2. Drawing No. MD-720-820, titled "Series Fixed Window Installation Guidelines", sheets 01 through 10 of 10, dated 07/14/03 with the latest revision dated 07/01/13, prepared by manufacturer,signed and sealed by Anthony Lynn Miller,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 FBG,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 aluminum fixed window, prepared by Fenestration Testing Laboratory,Inc.,Test Report No. FTL-7212,dated 03/21/13,signed and sealed by Marlin D.Brinson,P.E. 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 aluminum fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTI,-3835 and FTL-3850,dated-07/18 and 31/03,all signed and sealed by Joseph C. Chan,P.E. (Submitted under previous NDA No. 43-1105.01) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 2010, prepared by manufacture, dated 04/29/13, signed and sealed by Anthony L. Miller, P.E. 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER). Jaime D.Gasco ,P.E. Product Control Section Supervisor NOA No.13-0502.03 Expiration Date: February 19,2019 Approval Date: July18,2013 E-1 i ' PGT Industries + NOTICI;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. 11-0624.02 issued to E.I.DuPont DeNemours & Co.,Inc. for their"DuPont SentryGlas®Interlayer"dated 08/25/11,expiring on 01/14/17. 3. TREMCO Part No.TR-14271E EPDM exterior glazing gasket complying with the following: a) ASTM C864 Specification for Dense Elastomeric Compression Seal Gaskets, Setting Blocks,and Spacers with Option II exceptions. b) ASTM D412 Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers—Tension of 1600 PSI. c) ASTM D395B Test Methods for Rubber Property---Compression Set for 22 HRS 158°F. d) ASTM D 624 Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers of 143 lb/in. F. STATEMENTS 1. Statement letter of conformance, complying with FBC 2010, issued by manufacture, dated 04/29/13, signed and sealed by Anthony Lynn Miller,P.E. 2. Statement letter of no financial interest, issued by manufacture, dated 04/29/13, signed and sealed by Anthony Lynn Miller,P.E. 3. Laboratory compliance letter for Test Report No. FTL-7212, dated 03/21/13, signed and sealed by Marlin D. Brinson,P.E. 4. Proposal issued by Product Control,dated 07/26/12,signed by Jaime D.Gascon,P.E. 5. Laboratory compliance letter for Test Reports No.'s FTL-3835 and FTI-3850, dated 07/18 and 31/03,all signed and sealed by Joseph C. Chan,P. E. (Submitted under previous NOA No. 03-1105.01) G. OTHERS 1. Notice of Acceptance No. 11-1110.15,issued to PGT Industries for their Series"PW- 701 PW701 Aluminum Fixed Window -- L.M.I." approved on 02/02/12 and expiring on . 02/19/14. Jaime D.Gascon, . Product Control Section Supervisor NOA No.13-0502.03 Expiration Date: February 19,2019 Approval Date: July18,2013 E-2 II .. . . . . ... .. GENERAL NOTES:SERIES 720/820 DESIGN PRESSURE RATING 111PACT P&LN(l IMPACT-RESISTANT FIXED WINDOW VARIES, RATED FOR LARGE&SMALL SEE SHEETS 2-6 MISSILE IMPACT RESISTANCE 1)THIS PRODUCT HAS BEEN DESIGNED&TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE,INCLUDING THE HIGH VELOCITY 48'TIRTO-TIP WIDTH : • HURRICANE ZONE(HVHZ). 47'BUCK WIDTH 48"BUCK WiD 48 BUCK WIDTH �• .•. ... . •• • 2 SHUTTERS ARE NOT REQUIRED WHEN USED IN 44-1/4"VISIBLE 45-1/4"VISIBLE LIGHT WIDTH LIGH"VISIBLE LIGHT WIDTH .. • • • •. ... WIND-BORNE DEBRIS REGIONS.FOR INSULATED GLASS LIGHTWIDTH �� PRODUCE Rwiththe F INSTALLATIONS ABOVE 30'IN THE HVHZ,THE OUTBOARD -•-� 6"MAX. --�{ 6"MAX F,SHEET 8 j i ;2;M';' ;' 63 m��` 8i r�F�o'ruto LITE(CAP)MUST TEMPERED. B,SHEETS ,SHEET 7 }{ SHEET 8 • • • • • • • ' I A NO 3)FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED MASONRY 4 ANCHORS.MATERIALS USED FOR ANCHOR EVALUATIONS I ' A I C E,SHEET$ � E,SHEET$ WERE SOUTHERN PINE,ASTM C90 CONCRETE MASONRY A f 85- C HEET 9 UNITS AND CONCRETE WITH MIN.KSI PER ANCHOR TYPE. SHEET 6 SHEET 6 BUCK SHEET 7 SHEET 7 96 G,SHEET 9 i BUCK L G, a 4)ALL WOOD BUCKS LESS THAN THICK ARE TO BE L ___, — - -_ il L HEIGHT _ __ - HEIGHT -—--'--— CONSIDERED 1X INSTALLATIONS.IX WOOD BUCKS ARE C f 93-114" a OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SUBSTRATE. I 92-1/4' VISIBLE WOOD BUCKS DEPICTED AS 2X ARE 1-1/2'THICK OR 12*MAX i f VISIBLE 12"MAX. r / 93-114" LIGHT GREATER.IX AND 2X BUCKS(WHEN USED)SHALL BE O.C. LIGHT O.C. I VISIBLE 6'MAX. a DESIGNED TO PROPERLY TRANSFER LOADS TO THE / HEIGHT i / LIGHT O.C. ! / HEIGHT STRUCTURE.WOOD BUCK DESIGN AND INSTALLATION IS " HEIGHT I 96" THE RESPONSIBILITY OF THE ENGINEER,(EOR)OR ' TIP TO BUCK UJ a k Ynet HEIGHT ? ARCHITECT OF RECORD,(AOR). � TIP � � � � � 6)ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE HEIGHT l 8100 BEYOND WALL DRESSING OR STUCCO.USE ANCHORS OF I i ' U' cif SUFFICIENT EMBEDMENT.NARROW JOINT SEALANT IS USED I ` 0 M coON ALL FOUR CORNERS OF THE FRAME.INSTALLATION - — O N J $ ZANCHORS SHOULD BE SEALED.OVERALL Z to LL. w 0 F SHEET 8 � W SEALING/FLASHING STRATEGY FOR WATER RESISTANCE OF 6" Lam.B—t.� �+_ 12"MAX.O.C. 6' �D—*`{ �"— 12"MAX.O.C. 2'MAX H,SHEET 9 U U X N a INSTALLATION SHALL BE DONE BY OTHERS AND 1S BEYOND �, SHEET 6 MAX SHEET 7 W MAX.O.C. W — p m O0 5 aN THE SCOPE OF THESE INSTRUCTIONS. - - Z 6)MAX.1/4"SHIMS ARE REQUIRED AT EACH ANCHOR TYP. FLANGED FRAME TYP. EQUAL-LEG FRAME TYP. FIN FRAME ELEVATION 00 Z z �i� LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE ELEVATION{TESTED UNIT) ; , ELEVATION(TESTED UNIT) NESTED UNIT} o z a Z ; O o SUBSTRATE.USE SHIMS CAPABLE OF TRANSFERRING g ¢ Q APPLIED LOADS.WOOD BUCKS,BY OTHERS,MUST BEj SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON FIGURE 1: s Y THEM BY THE WINDOW. 12"O.C. SHAPES AS SHOWN BELOW OR SIMILAR,MAY BE USED BY INSCRIBING THE SHAPE IN A BLOCK I j GUIDE TO SHEETS: MAX. AND OBTAINING DESIGN PRESSURES FOR THAT BLOCK SIZE FROM THE TABLES ON SHEETS 2-6. ® N N e� hays 7)DESIGN PRESSURES: GENERAL NOTES......................: -- , ANCHOR SPACING TO BE 6"MAX.FROM CORNERS AND 12'O.C.MAX.FOR ALL CURVED FRAME Z 07 A.NEGATIVE DESIGN LOADS BASED ON STRUCTURAUCYCLE ELEVATIONS................................ 1 MEMBERS,SEE FlGURE 1,THIS SHEET. }- TEST PRESSURE,FRAME ANALYSIS AND GLASS PER ASTM GLAZING DETAILS...................... 2-5 O O Z E1300-09. DESIGN PRESSURES..................2-5 12'O.C. 1-•• —WIDTH i }"- WIDTH -�f �•-WIDTH--i {"- WIDTH -�{ a Z Z e1oa$ B.POSITIVE DESIGN LOADS BASED ON WATER TEST INSTALLATION,FLANGE.............8 MAX. j r - -- - - T - - -1 -� 1- - - -1 z � N T O J a PRESSURE,STRUCTURAL/CYCLE TEST PRESSURE,FRAME INSTALLATION,EQUAL-LEG.......7 ' f I I I f 1 0 LLI ANALYSIS AND GLASS PER ASTM£1300-09. INSTALLATION,INT.FIN A.......-.$ Lu z INSTALLATION.INT.FIN B...........9 / w w � U w a a 8)THE ANCHORAGE METHODS SHOWN HAVE BEEN CORNER ASSEMBLY..._-.........10 6' y I � x I x I I x � � LL. 0 DESIGNED TO RESIST THE WINDLOADS CORRESPONDING EXTRUSION PROFILES................10 1 i L - J agri asaQ sauas TO THE REQUIRED DESIGN PRESSURE.THE 33-113%STRESS PARTS LIST...................................10 MAX INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT.THE 1.6 LOAD DURATION FACTOR WAS USED FOR (- WIDTH -=i 1 '- WIDTH �I (F�' WIDTH =*{ }�- WIDTH TABLE 1: - r= - - r -i `� 0�.( LYNN THE EVALUATION OF ANCHORS INTO WOOD.ANCHORS THAT - - -I 1 COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS Type Oesorigtlon Sheet : `� ,�`� •• tpENSF '•.,'A SHALL MEET THE REQUIREMENTS OF THE FLORIDA # " Rte;'• �t BUILDING CODE FOR CORROSION RESISTANCE. 7 -k 3 e _egg pug,_3�1f^-}� 2 M �' / 705 2 7116"Lami 3116'HS-.09T PVB-3116"HS 2 x x Ix x ;• No.J8 = 0)REFERENCES:TEST REPORTS FTL-3835,3850&7212; 3 1-1116"Laml.IG(3116'T-7116"Air-3118'An-.09V PVB-3118"HS 3 1 �L L - 1 L J - a .; a ELCO ULTRACON NOA;ELCO CRETEFLEX NOA;ANSItAF&PA 4 1-1116"LamL IG(3116"T-7116"Air-3i1 G HS-.090"PVB-3/16"HS 3 �--�� °� $� �1- NDS FOR WOOD CONSTRUCTION -(2005)AND ADM 5 7118"Laml 3178"An-.090'SG-3/18"An 4 1 ----WIDTH -i WIDTH "•{ -WIDTH 1 }-* WIDTH �"C)�•. SAT F ALUMINUM DESIGN MANUAL-(2005). 6 7178"Lamfi 3/16 HS-.090"SG-3116 HS 4 - - - - - P,•' �� " " r _ _ _ 10}THE 720 SERIES USES A PVB INTERLAYER,THE 820 7 1-1116"Lami.IG 3N8"T-7116"Air-3118"An-_090"SG-3118�An) 5 %�`� •.FLORW�, SERIES USES AN SG INTERLAYER.THE 720 AND 820 SERIES 8 1-1118 Lami. IG(3116'T-7116 Air-3116"HS-.090 SG-3118 HS 6 1pN A\, MAY ALSO BE REFERRED AS THE 701 SERIES. 'SG"='DUPONTO SENTRYGLAS INTERLAYER"BY E.I.DUPONT = x ! x I x 01111110 D£NEMOURS&CO.,INC. a LYNN MILLER,P.E. P.E.#68705 .. .. . . . .. .. TABLE 2: • • • • • • • • Window Design Pressure(+/-,psf)for Glass Type 1 0 ••• • �- Lang Side((n} " 7116 LAMINATED 67-7/41 72 76 80 84_ 88 92 96 100 104 109-112 GLASS STACK • • • •• • ••• 30> +/-80 +1-80 +1.80 +1.80 +l$ +1-80 +1-80 +1-80 +1-8D +1.80 +1-80 i i • i i• • i •• +t-80 +/-80 +1-80 +1$0 +l$0' +1-80 +1-80 +1-80 +1-80 +1-80 +1-80 .090"PVB INTERLAYER • i 00 i • 0 34 +1-80 +1-80 +1-80 +/-80 +1$0 +1-80 +1-80 +1.80 +1-80 +1-79.8 +/-79.4 *16•• ••• •.• • •• 36 +/-80 +1-80 +1-80 +/-80 +/$0 +1.80 +/-79.7 +/-77.2 +175.1 +/-73.4 +/-72.2 3/16"ANNEALED GLASS 3116"HEAT STRENGTHENED GLASS . . •. ... g why 1?IUU�SIA 38 +/_80 +1-80 +1-80 +/_80 +l$0 +/-78.1 +/-75.2 +1-72.5 +1-70.3 66 0.3 +t-88.5 +/- .3 - .• . as complyin 40 +1.80 +1-80 +1-80 +1-79.8 +/-77.2 +1-74.3 +1-71.3 +1-67.9 +1.65.1 +1-63.4 +1.61.6 4 11 • • • • • • • • puilding Cg--ode- 42 ode ." 42 +1.80 +1.80 +1.60 +1-77.4 +/-74.3 +1-71.3 +1-68.2 +1-64.7 +1$1.6 +/-59.8 +/-68,2 • i• i i i•• i Acmtmce NO r 44 +1-80 +1-80 +1-78.9 +1-75.4 +/-72.1 +1-68.9 +/-65.6 +1-622 +1$9.7 +/-57.5 USED AT CURVED ••• : ; ••' ; ; :•• c 40 +1-80 +1-80 +1-77.2 +1-73.6 +1-70.1 +/-86.8 +1-83.5 +1-60.3 +1-67.7 FRAME MEMBERS ONLY 29 518" �..s- LONG SIDE f " v 48 +/-80 +1-79.3 +1-75.6 +1-71.9 +1-68.3 +1-64.9 +1-61.5 +/-58.2 @ 11-7i8"O.C.MAX. GLASS SITE Mlaml Dsde Product Cootm � 50 +1-80 +1-77.5 +1.74.1 +1-70.3 +1-66.7 +1-631 +/-59.7 1-3 F 52 +1-79.1 +1-75.8 +1-72.4 +1-68.8 +1-85.1 +1-61.5 SHORT 54 +177.4 +t-73.8 +1-70.5 +1-67.3 +1-63.5 EXTERIOR SIDE N a 5fi +75-6 +142 +1-68.6 +1-65.3 +l-Tk2 +/-70.3 +1-66.8 20 13 60 +1-727 +1-68.7 +/$5 z 62 +/-71.2 +/-67.1 GLASS TYPE 1 64 +/-69.7 +1-65.5 LONG SIDE �•� ' 66 +1-68.3 a 67-718 +1-67 co NOTES: SHORT 6/ „aa 1)BUCK DIMENSIONS SHOWN.FOR FLANGED WINDOWS,SUBTRACT 1-FROM THE TIP-TO-TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. SIDE 2)FOR SIZES NOT SHOWN,ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 4 Q 3)FOR ARCHITECTURAL WINDOWS,FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. civ t- 81ep TABLE DIMENSIONS MAY BE c`i co -' 04 ORIENTED VERTICALLY OR Z U- J d HORIZONTALLY AS SHOWN. _ T- T- LU g UU XN oao� tW-- z mp Y 91K TABLE 3: .-. Window Design Pressure(+!-,psf)for Glass Type 3 c 00 p v Long Side(in) < Z a Z P CO) U- 67-718 72 76 80 84 88 92 96 100 104 109-1/2 1-1/16'NOM. W Q GLASS STACK 7116-LAMINATED N 30 +1-80 +1-80 +1-80 +1-80 +1$0 +1-80 +1-80 +1.80 +1-8D +1-80 +1.80 GLASS STACK 32 +/$0 +1-80 +/-80 +/$0 +/$0 +1-80 +1-80 +1-80 +1-80 +1-80 +1.80 3/16"HEAT `� SHORT �i y W 18.6 34 +1-80 +/-80 +1-80 +1-80 +/$0 +1-80 +/-80 +1$0 +1-80 +1-80 +1-80 STRENGTHENED GLASS SIDE ® �i Z D= 36 +1-80 +/-80 +/$0 +1$0 +l$0 +1-80 +1-80 +1-80 +1.80 +1-80 +1-80 3/16'TEMPERED GLASS : 38 +1-80 +1-80 +1-80 +1-80 +1$0 +1-80 +/-80 +1-80 +179.4 +1-76.4 +/-74.3 3116"ANNEALED GLASS '"S � Z 40 +/-80 +1-80 +1-80 +1-80 +/$0 +1.80 +1.80 +1-76.7 +173.5 +1-70.9 +1-69 7116"AIR SPACE .090"PVB p W a 0a 42 +1-80 +1-80 +1.80 +/$0 +!$0 +1$0 +1-77 +1-731 +l�.6 +/-66.9 +1.65.2 INTERLAYERIs, z t S 44 +1-80 +1-80 +/-80 +1$0 +l$0 +/-77.8 +1-74.1 +1.70.3 +187.5 +/-63.9 11 O Z N N c 46 +1.80 +l-80 71-80 +180 +1-79.2 +1-75.4 +1-71.7 +1-68.1 +1.65.1 5 LONG ti oc� v 48 +1-80 +1-80 +1-80 +1-80 +1-77.2 +1-73.3 +/-69.5 +/-658 USED AT CURVED SIDE w W c 50 +1-80 +1-80 +1.80 +1.79.4 +1.75.3 +1-71.3 +1-67.5 FRAME MEMBERS ONLY 29 5B` U 0 d a 52 +1-80 +1-80 +1$0 +/-77.7 +173.5 +/-69.5 @ 11-7/8-O.C.MAX. GLASS BITE LL 54 +1-80 +1.80 +1.79.6 +1-76 +/-71.8 1_3 e11/t asap serlas 56 +/$0 +1-80 +1-77.5 +1-73.8 58 +1-80 +1-79.4 +1-75.4 00 +1-80 +/-77.6 +1-73.5 4 22 21 13 SHORT �OC1� 1-YNN•��/zC 02 +1-80 +1-75.8 SIDE `� �'� �tCENSF •'•F,p 66 +177.2 +1-74 = :• r ••.• GLASS TYPE 3 67-7/8 +1-74.9 No. v8T05 NOTES: 1)BUCK DIMENSIONS SHOWN.FOR FLANGED WINDOWS,SUBTRACT 1FROM THE TIP-TO-TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. r-p •; ,. 1 2)FOR SIZES NOT SHOWN,ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. f <U STAE s 3)FOR ARCHITECTURAL WINDOWS,FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. O'�.• '•.;�t OR10�;••' �� A.LYNN MILLER,P.E. P.E.#68705 • • . . • • • • TABLE 4: • • • • • : • Window Design Pressure(+l,psQ for Glass Types 2&4 Long SIX(m) • • • • • ••• 67-7/8 72 76 80 84 88 92 96 100 104 109-112 112 116 120 124 128 132 136 • 140• -;144;* . •: •• 30 +1-80 +1-80 +/_80 +1.80 +1-80 +1-80 +1.80 +/-80 +1-80 +1-80 +1-80 +/.80 +/-80 +1.80 +1-80 +1-80 +1.80 +t-80 • +AM TIM : • 32 +1-80 +1-80 +1.80 +140 +1-80 +1-80 +/-80 +1-60 +/-80 +/-80 +1-80 +1-80 +1-80 +/-80 +1-80 +1-80 +1-80 +1.80 +_ •• • 34 +1.80 +1-80 +1-80 +1-80 +1-80 +1-80 +1-80 +/-80 +1.80 +/_80 +/-80 +/-80 +1-80 +1-80 +1-80 +1-80 36 +1-80 +1.80 +1-80 +1.80 +1-80 +1-80 +1.80 +1-80 +1$0 +1-80 +1-80 +1.80 +1.80 +1.80 +1-80 +1-80 ••• • RODUC7 Rs?NC'�S73D 38 +1$0 +/-80 +1-80 1 +1-80 +/-80 +/-80 +1-80 +1-80 +1-80 +1$0 +/-80 +1-80 +1-80 +1-80 • • • • • • complytttg.vilh the Notes +/-60 +1-80 +1-80 +1-80 +1-80 +/-80 +/-80 +1-80 +/-80 +/-80 +1.80 +1-80 •• • yj#dig ode 0 • • • • •• : coc+p#ante No 42 +1-80 +1-80 480 +1-80 +1-80 +1-80 +1-80 +1-80 +1-80 +1-80 +1-80 1 •• 01 4 a • ••• 4• i3aLo 44 +/-80 +1-80 +1-80 +1-80 +1-80 +1-80 +!•80 +1.80 +1-60 480 1 . ` 46 +/-80 +1-80 +1-80 +1-80 +/-80 +1-80 +180 +/_80 tl_80 M 6 v pfodud 48 480 +1-80 +/.80 +1.80 +/-80 +1-80 +/-80 +/-80 50 +/-80 +1-80 +1.60 +/-80 +/-80 +1-80 +1-80 52 +1-80 +1-80 +1-80 +1-80 +1.80 +1-79.1 N 54 +1.80 +/-80 +/-80 +1-80 +1-78.6 i 56 480 +1-80 +/-80 +/-79.1 58 +1-80 +1-80 +1.80 a 60 +/-80 +/-80 +1-79.3 "> 62 +1-80 +1-80 64 +1-80 +1-80 66 +1-80 67.7/8 +1-80 W a Y NOTES: 3: naS 1)BUCK DIMENSIONS SHOWN.FOR FLANGED WINDOWS,SUBTRACT 1°FROM THE TIP4041P DIMENSION TO DETERMINE THE BUCK DIMENSION. W N o 2)FOR SIZES NOT SHOWN,ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 3)FOR ARCHITECTURAL WINDOWS,FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. N elan Neo o w N z ' U) � o J uM°� 0 = ui � v W m � � x � a v I W �zt1 9 2 5 °" 1-1/16°NOM. TABLE DIMENSIONS MAY BE > Y r Z �o 7/16°LAMINATED GLASS STACK ORIENTED VERTICALLY OR o O ai O � cv' 7116°LAMINATED HORIZONTALLY AS SHOWN. i1" `" U. GLASS STACK GLASS STACK � W.l HEAT STRENGTHENED GLASS LONG .090'PVB INTERLAYER 3/16°TEMPERED GLASS SIDE � Q M 3/16"HEAT 3116°HEAT STRENGTHENED GLASS LONG SIDE v Fm 3116"HEAT STRENGTHENED GLASS STRENGTHENED GLASS 7116°AIR SPACE .090°PVB INTERLAYER UJ Jaa4S 4 11 11 SHORT /, 0 N Z $ SIDE !�/ USED AT CURVED _ I SHORT Q z a- BroaS —�I Z USED AT CURVED 518° SIDE p Q FRAME MEMSERSONLY ° FRAME MEMBERS ONLY 29 (c�11-71W O.C.MAX. 29 5/8 GLASS SITE Q 11_718"O.C.MAX. ©LASS SITE 1-3 1-3 V W N �:S EXTERIOR EXTERIOR J-— LONG SIDE —� LL o a a a20 13 22 21 13 T— apt ass0 sauaS GLASS TYPE 2 GLASS TYPE 4 SHORT LONG 1��I i 1 1111/11/ SIDE %/ SIDE �� t-YNW `��/�'Z`�•'��GENSF.l`�� No.58705 SHORT SIDE pro •• , •' �� .• SAE F `S/0N��- �r/111111tt�1` A.LYNN MILLER,P.E. P.E.#66705 .. .. . . . .. .. TABLE 5: : ' : : :.: : • Window Design Pressure(+1--,psf)for Glass Type 5 ••• • Long Side(in) 7116"LAMINATED 67-718 1 72 76 80 84 88 92 966 100 104 109412 GLASS STACK • • • ••• 30 +90/-125.4 +901-120 +901-115.5 +90x•111.5 +901-108.5 +901-100 +9D1-104.5 +901-103.5 +901-1025 +901-100.7 +9W-97.9 •• • • •• • •• • .090"SG INTERLAYER • • • • •• • • • 32 +901-116.9 +90'-110.8 +901-105.3 +9W-101.6 +=-98-7 +901-95.7 +90192.3 +90190.6 +901-90.3 +1•89.9 +1-89 : .• 34 +901-108.9 +901-103 +901-98.8 +9(Y-95.1 +90191.6 +1.88.2 +1-64.4 +1-81.5 +1$0.1 +179.8 +1-79.4 3116"ANNEALED GLASS ••• ••• ••• • •• 36 +901-102.6 +9W-97.1 +901928 +/-88.9 +1-85.5 +/-826 +1-79.7 +t-77.2 +175.1 +1-73.4 +1-72.2 3116"ANNEALED GLASS 38 +901-98.4 +901-92.2 +1-86.7 +1-83.2 +1.80.7 +1-78.1 +1-75.2 +1-725 +170.3 +1-68.5 +1-66.3 RDDUCT Rk3N1 AWLD 40 +901-94.6 +1-88.2 +1.82.6 +1-79.8 +1-77.2 +174.3 +1-71.3 +1-67.9 +1.65.1 +/$3.4 +1-61.6 4 19 ." ; ; .'. ;'. ;" coniplyb*wilt the Fioridu 42 +901-91.3 1 +1-84.7 +1-80.7 +1-77.4 +t-74.3 +1-71.3 +1-68.2 +1-64.7 +191.6 +/-59.8 +1-58.2 •• :•: : •• :• ' ldI ig.Cade USED AT CURVED • • • • • • • • No • 44 +1-88.3 1 +1-82.4 +/-78.9 +1-75.4 +1-72-1 +1-68.9 +/-65.6 +1-622 +159.7 +1.57.5 FRAME MEMBERS ONLY 29 518" •• • • • • ••• un � ,2 £ 46 +1.85.4 +1-80.8 +1-77.2 +1-73.6 +/-70.1 +1466.8 +1-63.5 +/-60.3 +157.7 @ 11-71T O.C.MAX. GLASS BITE -.- LONG SIDE V 48 +t-827 +1-79.3 +/-75.6 +1-71.9 +1.68.3 +/-64.9 +1-61.5 +1-58.2 50 +/-80.9 +/-77.5 +1-74.1 +1-70.3 +1-66.7 +1-63:1 +1-59.7 1-3 M Daft product Coairol 52 +/-79:1 +1-75.6 +1.72.4 +/-68.8 +1-65.1 +1-61.5 SHORT (a 54 +1-77.4 +1-73.8 +1.70.5 +1-67.3 +/-63.5 EXTERIOR 13 SIDE 58 +1-75.8 +1.72 +/-68.6 +155.3 28 ro 58 +1-74.2 +1-70.3 +/-86.8 GLASS TYPE 5 so +l-727 +1-68.7 +1-65 62 +1-71.2 +1.67.1 "7 64 +1-69:7 +/-65.5 -+- LONG SIDE --+-� 86 +1.$8.3 67-7/8 +1-67 @r) Y NOTES: SHORT / >W a c* naa 1)BUCK DIMENSIONS SHOWN.FOR FLANGED WINDOWS,SUBTRACT 1"FROM THE TIP-TO-TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. SIDE Y, 2)FOR SIZES NOT SHOWN,ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 3)FOR ARCHITECTURAL WINDOWS,FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. A- } d a o{} � N 4)THIS SHEET APPLIES ONLY TO FLANGE AND EQUAL-LEG WINDOWS.DO NOT USE WITH FIN-FRAMED WINDOWS. 0 N N oQ TABLE DIMENSIONS MAY BE 09 W ti ORIENTED VERTICALLY OR Z z uMe a HORIZONTALLY AS SHOWN. r W TABLE 6: iW- Z 00 O (_D ansa Window Design Pressure(+1--,psf)for Glass Type 7 % Z a z °..' 0 tMi1 T Long Side ) 1�7 IL J a 67-7/8 72 76 80 84 88 92 96 100 104 109-112 1-1116"NOM. m Nt 30 +901-130 1 +901-130 +9W-130 +901-126 +901-122.6 +901-119.8 +901-118.1 +901-117 +901-115.8 +901-112.7 +9W-109.9 GLASS STACK 7/18"LAMINATED H 32 +901-130 +9W-125.1 +901-118.9 +90/414.8 +901-111.5 +901-108.1 +901-104.3 +901-102.4 +901-102 +901-101.4 +901-99.7 GLASS STACK SHORT N iL }aayg 34 +901-123.1 +90'-116.4 +901-111.7 +901-107.5 +901-103.8 +901-99.7 +901-95.3 +901-92.1 +901-90.5 +1-90 +1-89.6 36 +901-116 +9W-109.8 +901-104.8 +9W-100.5 +901-96.8 +90193.3 +1-90 +1-87.3 +153/16'TEMPERED GLASS 4.9 +/-82.3 +1-81.2 313f1 ANNEALED GLASS SIDE ® �' ? • � N 38 +901-111.2 +9W-104.2 +901-97.9 +901-94 +901-91.1 +1.88.2 +/-84.9 +1-81.9 +1-79.4 +1-76.4 +1-74.3 3116"ANNEALED GLASS �� 40 +901-106.9 +901.99.6 +901-93.4 +901-90.1 +1-87.2 +1-84 +1-80.5 +1-767 +1-73.5 +1-70.9 +1-69 7116"AIR SPACE .090°SG INTERLAYER 0 W Z 42 +901-103.2 +90'-95.7 +901-91.2 +1-87.4 484 +/-806 +1-77 +1-73:1 +169.6 +1-66.9 +1-65.2 <C LL Z CL aims 44 +90199.7 +9W-93.1 +1-89.1 +/-85.2 +1-81.4 +1-77.8 +1-74.1 +170.3 +117.5 +1-63.9 11 O �S Z N C 46 +901-96.5 +901-91.3 +/-87.2 +1-83.2 +179.2 +1-75.4 +1-71.7 +!-68.1 +115.1 5 LONG (g 1 v 48 +901-93.5 +1-89.6 +1-85.4 +1-81.2 +1-77.2 +1-7.&3 +119.5 +/-65.8 USED AT CURVEDSIDE U � co 54 +901-91.4 +1-87.6 +1-83.7 +/-79.4 +/-75.3 +1-71.3 +117.5 618 III (L(L e ,g 52 +/-89:4 +1-85.5 +1-81.8 +1-77.7 +1-73.5 +1-69 FRAME MEMBERS ONLY 29 5 @ 11-718°O.G.MAX. GLASS BITE LL O-54 N 54 +/-87.5 +1-83.4 +1-79.6 +1-76 +1-71.8 alio asaa sauas 1-3 56 +1-856 +1-81.4 +1-77.5 +1-73.8 58 +1-83.8 +1-79.4 +1-75.4 EXTERIOR \`��11 11 tl7�, &0 +1-821 +1-77.6 +1-73.5 22 21 13 SHORT `�� O��•SY N•�flz 62 +1-80.4 +1-75.8 '��. ' '• CF 64 +1-78.8 +1-74 SIDE ` ��••,. '��CENSF •..�Q 66 +1772 GLASS TYPE 7 = r No.58705 67-718 1 +t 74.9 )BUCK DIMENSIONS SHOWN.FOR FLANGED WINDOWS,SUBTRACT 1FROM THE TIP-TO-TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. (} Q 2)FOR SIZES NOT SHOWN,ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. 1a •• 3)FOR ARCHITECTURAL WINDOWS,FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. Q�•, STATE F 4)THIS SHEET APPLIES ONLY TO FLANGE AND EQUAL-LEG WINDOWS.DO NOT USE WITH FIN-FRAMED WINDOWS. FZ ORIDP.•�� I //illilil��` A.LYNN MILLER,P.E. P.E.#58705 .. .. . . . .. .. . . . . . . . . . . . TABLE 7- Window Design Pressure(+t-,pst)for Glass Types 6&8 Long Side{In) • .: • 67-718 72 76 80 84 88 92 96 100 104 109-112 112 116 120 124 128 132 1 138 • 1 • • 1d4 • • • 30 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901.130 +901-130 +901-130 +901-130 +901-130 +901430 +90l-130 +901-130 +901-130 +901-130 +901430 1 +901-130 _W1_430 + -1 Yr 32 +901-130 +901-130 +901-130 +901-130 +20/-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-13001-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 1- ••• 34 +901-130 +901.130 +901.130 +901-130 +901-130 +901-130 +901-130 +901.130 +901-130 +901-130 +901-130 +901-130 +901.130 +901-130 +901-130 +901-130 +901-130 ODUCI'RpNPIWED 36 +901-130 +901-130 +WI-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901.130 44 ..• complying WLm the Flaridu �0 EfF 38 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901.130 +901-130 +901-130 +901.130 +901-130 +901-130 +901-129.2 +901-127.3 • • • • • • • • i• • ppept • 40 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +9W-126.8 +901-123.2 +901-122 p 0 42 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901430 +90'-129.3 +0-123.2 +901-119.7 +901-116.4 •• • • • • • ••• • ' 44 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +9W-124.5 +9W-119.4 +901-115 nlro € 46 +901-130 +901-130 +901-130 +901-130 +901-130 +901-130 +9W-128.9 +9W-120.5 +9W-115.3 $ 48 +901-130 +901-130 +901-130 +90!430 +901-130 +9W-129.7 +901-123 +9W-116.5 vi 50 +901-130 +901-130 +901-130 +901-130 +901-130 +9W-128.2 +89.41-119. 52 +901430 +901-130 +901-130 +901-130 +901-130 +88.81-123 54 +901-130 +901-130 +901-130 +901-130 +88.81-127.1 a 56 +901-130 +901-130 +901-130 +89.41-129 a + I- 901-130 58 90 130 +901-130 + 80 +90!430 +901-130 +89.61-129. 62 1 +901-130 +901-130 x 64 +901-130 +901-130 66 +901-130 ch Y 67-718 +901-130 1 a Cf) a04Y NOTES: 1)BUCK DIMENSIONS SHOWN.FOR FLANGED WINDOWS,SUBTRACT 1-FROM THE TIP-TO-TIP DIMENSION TO DETERMINE THE BUCK DIMENSION. p f N 2)FOR SIZES NOT SHOWN,ROUND UP TO THE NEXT AVAILABLE SHORT OR LONG DIMENSION. } h. � Picok-mwa iV 3)FOR ARCHITECTURAL WINDOWS,FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL DIMENSIONS COMPLETELY FIT WITHIN. h 4)THIS SHEET APPLIES ONLY TO FLANGE AND EQUAL-LEG WINDOWS.DO NOT USE WITH FIN-FRAMED WINDOWS. O g W ti Z iL U. co= LL r � W2 U (� X S2 c o ao •e IW. Z m p `r' (5 Ana TABLE DIMENSIONS MAYBE o O Y T . o ORIENTED VERTICALLY OR o O 0 6 1-111NOM. HORIZONTALLY AS SHOWN. r Z 0Z t— tUJ 0 D LL 7118'LAMINATED GLASS STACK 7116-LAMINATED LONG g J O GLASS STACK I GLASS STACK SIDE ! 3116'HEAT STRENGTHENED GLASS �"'—— LONG SLOE co HN LU taaWS .090"SG INTERLAYER 3116•TEMPERED GLASS G 3116'HEAT 3116'HEAT STRENGTHENED GLASS STRENGTHENED GLASS 7116'AIR SPACE .090"SG INTERLAYER SHORT 3116°HEAT STRENGTHENED GLASS SIDE �j j � USED AT CURVED 4 19 5 11 I S9 CL SIDET �g Z C'4 N FRAME MEMBERS ONLY USED AT CURVED J Ji p I 11-718'O.C.MAX. 29 518" FRAME MEMBERS ONLY 29 518' y LU N @ GLASS BITE GLASS BITE X W a a @ 11-718`O.C.MAX. 1-3 q� ��+— LONG SIDE �{ LL EXTERIOR � EXTERIOR 20 13 �] 22 21 13 SHORT / LONG �� LYNN SIDEY� 1�/ SIDE GLASS TYPE 6 GLASS TYPE 8 DENsF• •.'P �'. ' N0. 68705 r SHORTI Itj SIDE ��.. STAT F A.LYNN MILLER,P.E. P.E.#68705 -EDGE 2X WOOD BUCKSTRIP INSTALLATION 4NSTALLATION ••• • OR FRAMING,SEE NOTE 2,THIS SHEET TYPE Cp EMBEDMENT DISTANCE INSTALLATION EMBEDMENT 1X WOOD BUCKSTRIP, " i :•• •: •. TYPE A U4'MAX SEE NOTE 2,THIS SHEET • '`_ • • ' ' • EMBEDMENT SHIM ` ,..' TYP.ANCHOR TYPE,EMBEDMENT AND d s a . Q'\.: EDGE • a EDGE DISTANCE PER SUBSTRATE, "••. • •\' ' ' • PRODUCT RBNSWED . ..�-_ .• • • • SCF• EDGE SEE TABLE 8,THIS SHEET . .��s, .•• • • •• as oottiplylag with tho Flo" t 6 . i'. % a,� i•• i Building Cade ", .r LXJ • °•. i. �. • • • • • Acceptance No `✓ � • 04 LI/4"MAX : •a•4..•. .•- a +G�c� . 1` SHIM W7, " 1 4 TYP.ANCHOR TYPE, a ; : a, Miami ade Pro"Control EMBEDMENT AND EDGE ' DISTANCE PER SUBSTRATE, �) 11 SEE TABLE 8,THIS SHEET :`4 USED AT CURVED EXTERIOR 29 FRAME MEMBERS ONLY °.• •a,. \ 11 .•:• ' , 11-718'O.C.MAX. 4 ) CONCRETE/CMU : ''-� ° � } PER ANCHOR VISIBLE LIGHT WIDTH5 a REQUIREMENT WINDOW BUCK WIDTHS/4" WINDOW BUCK WIDTH\\ C0110RETE/CMU M Y WINDOW TIP-TO-TIP WINDOW WIDTHS PER ANCHOR �j a BUCK EXTERIOR REQUIREMENT ` �- HEIGHT 1/4*MAX.SHIM HORIZONTAL SECTION A A TIP-TO-TIP U N en Q' o WINDOW #12 STEEL O C o Z t- SELF-DRILLING SMS z Lo LL rp W uMo�Q HEIGHT VISIBLE O --j o LIGHT (G5),SEE TABLE 8, TABLE& = ll! r HEIGHT= THIS SHEET Min.Edge Max O.C. U U X p Anchor Substrate Min.Embedment WINDOW Distance Spacing W Z O 2 oN O BUCK P.T.Southam Pine{SG=O.SS) 118' 1-31V' 1 O W m Y � HEIGHT- Aluminum,8083-T5 min. 318' 0.063') 12' f�. O Z o z-314° INSTALLATION #12 or#14 410 SS Screw A38 Steel 316" o.os3•' 12" o z a z ' O METHOD D steel stud,Gr.33 min. 318" 0.045" 18 Ga ' 12" ~ O INSTALLATION ANCHOR P.T.Southern Pine(SG=0.55) 8118" 1-3f8' 12" UNDERNEATH THE Aluminum,6063-TS min. 31W 0.083•• 12' z #12 or#14 Steel Screw(05) O BEADING EXTERIOR A36 Steel 3/8" 0.063"• 12" 1= 1—tis Steel Stud,Gr.33 min. 318' 0.045 18 Ga 12' 0 Ungrouted CMU,(ASTM C90) 2-1/2" 1-114' 12" Z j N MIAMI-DARE APPROVED MULLION 1/4'410 SS CreteFlex Concrete(min.3.35 ksi) 1° 1-314" 12' 4 Z (SEE SEPERATE NOA),ALUMINUM. O 1 Concrete(min.2.85 ksl 1' 1-314" 12' p X13 aloes 6 STEEL FRAMING OR STEEL STUD. Conorete(min.2.85 kel) 2-112' 1-318' 12" Z ? SEE SUBSTRATE PROPERTIES, 1/4'Steel Ultracon Ungrouted CMU.(ASTM C90) 2-112" 1-114' 12' O W Co N TABLE 8C14 i ,THIS SHEET Grouted CMU ASTM C-90 2-112' 1-314P 12' p V' ti cQ 114"MAX SHIM Concrete(min.3.5 ksl) 1-U4' i314" 12" v z �??r„ 5116'Steal Ulitacon Grouted CMU ASTM C-90) 2-1/Y 1.314° 12' EL- U_ 0-0- MIN. L 0- E ti 'MIN.OF 3 THREADS BEYOarl S 6 1ND THE METAL SUBSTRATE. WILL I•asaa IS91jas 1X WOOD BUCKSTRIP, SEE NOTE 2,THIS SHEET \`\ LYN11 .• `Z`. 6NS • a ' ' e': •' CONCRETE P ,2y\r F EMBEDMENT . . ' " ° • - ANCHOR ; INSTALLATION NOTES: `T e:< •.. s '• REQUIREMENT - 130.58705 ., `' `¢ °• ` " - �` ' ` 1.USE ONLY ANCHORS LISTED ON THIS SHEET.FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. - 2.WOOD BUCKS DEPICTED ON THIS SHEET AS-1X',ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/2.1X WOOD BUCKS ARE TI INSTALLATION — EDGE TYP.ANCHOR TYPE,EMBEDMENT OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS-W ARE 1-112'THICK OR GREATER. �� STA E F ��` DISTANCE AND EDGE DISTANCE PER INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING O p.,• TYPES SUBSTRASEETABLE B,THIS SHEET JURISDICTION. fi� '•' COR1t?,. VMTICAL SECTION B-B 3.FOR ATTACHMENT TO METAL:THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. 4.IF APPLICABLE,LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. A.LYNN MILLER,P.E. P.E.#68705 ••• • • • ••• • • 2X WOOD BUCKSTRIP INSTALLATION INSTALLATION • • • ••• • • • • • • EDGE OR FRAMING,SEE DISTANCE NOTE 2,THIS SHEET TYPE G TYPE F EMBEDMENT 1X WOODBUCKSTRtf -- -_- _ • • v •• • • --------------- EMBEDMENT SEE NOTE 2,THIS SHEET • s a • • • INSTALLATION 114°MAX ••• • —"� TYP.ANCHOR TYPE,EMBEDMENT AND TYPE E EMBEDMENT SHIM * .d EDGE EDGE DISTANCE PER SUBSTRATE, e. EDGE a ` _�': 6 SEE TABLE 9,THIS SHEET �; .�`; L pISMCE•• 12QD11C REMWED •• •' :-•••a, • • • • • �pty�with the PIWOB DISTANCE •• iBuilding Co& •. •.• y • • • • No, o �1/4'MAX J 2 MY,., =P'6wcon�o SHIM ' TYP.ANCHOR TYPE, .. a• `• ' .a :::; I s EMBEDMENT AND EDGE ' 11 DISTANCE PER SUBSTRATE, 4 d' •. `. ` 11 <' ' •' ' SEE TABLE 9,THIS SHEET EXTERIOR q` .. - ... ;. ..r EXTERIOR USED AT CURVED . : 4 91 ' 29 FRAME MEMBERS ONLY •�- • VISIBLE LIGHT WIDTH 11-T/8"O.C.MAX. CONCRETE/CMU WINDOW BUCK WIDTH-2-3/4' \ "';' • ' a° PER ANCHOR REQUIREMENT WINDOW BUCK WIDTH ` CONCRETE/CMU W co Y WINDOW - PER ANCHOR > a not{ BUCK �M 114'MAX.SHIM HORIZONTAL SECTION C-C REQUIREMENTHE Q O C9 N t`' N #12 STEEL � o SELF-DRILLING SMS I W `� N VISIBLE (G5),SEE TABLE 9, O NJ -1 o z 13 LIGHT- THIS SHEET TABLE 9: z tL v U- T- I j GM°`q 2 HEIGHT= ` Min.Edge Max O.C. = LU Uj � p � Anchor Substrate Distance Min.Embedment Spacing U U x — _ .o 7 N WINDOW •— O BUCK P.T.Southern Pine G=0.55) 9/16, 11-310' 12' W al O (a VAG HEIGHT- #12 or#!4 410 SS Screw Aluminum,6063-T5 min. 318! 0.083'" 2' o > Z O 2-314" INSTALLATION A36 Steel ata 0.06x• 12" z a: z ' O TYPE H Steel Stud,Gr.33 min. 318' 0.045 18 Ga ' 12" I— z u- P.T.Southern Pine(SG=0.55) 9116` 13/8' 12' O O EXTERIOR #12 or#14 Steel Screw(G5) Aluminum,6063-T5 min. 318' 0.063" 12' I` A36 Steel 318" 0.083"' 12' 3tee1 Stud,Gr.33 min. 3/8' 0.045 18 Go ' 12" °� 1W g #aa4S Ungrouted CMU,(ASTM C•90) 2-112' 1-114` !2` ® Z MIAMI-DADE APPROVED MULLION 1l4`410 SS CreteFlex Concrete(min.3.35 ksl) 1` 1314' 12' - " 21 (SEE SEPERATE NOA),ALUMINUM, Q Z - 6 STEEL FRAMING OR STEEL STUD. Concrete(min.2.85 ksq 1' 13/4' 12' Q p C9 a�oog 114'Steel Ultrecon Concrete(min.2.85 kat) 2-112' 1318' !2" Z SEE SUBSTRATE PROPERTIES, u. W TABLE 9,TH1S SHEET Ungrouted CMU,(ASTM C-90) 2-1/T 1-114' 12` O _j N 5 Grouted CMU, ASTM C-90 2-1/T 1-314' 12' H p Q 121-1 op r_j114"MAX SHIM Concrete(min.3.5 kel) 1-1/4" 1314' 12" W p 5/15 Steel Ultracon Grouted CMU, ASTM C•90) 2-112" 1.314" !2' X "MIN.OF 3 THREADS BEYOND THE METAL SUBSTRATE. LL W 1X WOOD BUCKSTRIP, 811u asaq sagas 1 SEE NOTE 2,THIS SHEET y LYNN'N \NrEENSp CONCRETE PER EMBEDMENT .• ..': _:.: ;. '',:' ;,. •- d ' ' d °. ANCHOR INSTALLATION NOTES: REQUIREMENT ti :• Ido.58705 •. '' '' a• 1.USE ONLY ANCHORS LISTED ON THIS SHEET.FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. • •'t :� '.'i b .l INSTALLATION 2.WOOD BUCKS DEPICTED ON THIS SHEET AS'1X',ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/2'.1X WOOD BUCKS ARE 'b -� _EDGE TYP.ANCHOR TYPE,EMBEDMENT OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS"2X ARE 1-112"THICK OR GREATER. STAT OF <(/ TYPE F D1gA - AND EDGE DISTANCE PER INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING i��'' •' SUBSTRATE,SEE TABLE 9,THIS SHEET JURISDICTION. �,i TS' FLORtOP'••�1�� VERTICAL SECTION D-D 3.FOR ATTACHMENT TO METAL:THE STRUCTURAL MEMBER SHALL BE OF ASIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. '///sl�AtAl 10 4.IF APPLICABLE,LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. A.LYNN MILLER,P.E. P.E.#58705 • • • • • • • • • • TYP.ANCHOR TYPE,_ 2X WOOD BUCKSTRIP EMBEDMENT AND EDGE-, EMBEDMENT OR FRAMING,SEE INSTALLATION INSTALLATION DISTANCE PER SUBSTRATE, I /` NOTE 2,THIS SHEET • • •• • • SEE TABLE 10,THIS SHEET TYPE J TYPE K •; • ; • •; ;• • •; • EDGE EDGE : •• •'• ••• •'• • ••• INSTALLATION © DISTANC � SHIM DISTANCE 1W MAX EDGE DISTANCE TYPE I2X WOOD BUCKSTRIP a r� j'2X WOOD BUCKSTRIP •1' : ; ••. ;•. ;" .' RODUCI'I2 7NH%VBD OR FRAMING,SEE OR FRAMING,SEE •• •i i i• i• ' "s complybia wial The Florida NOTE 2,THIS SHEET NOTE 2,THIS SHEET . • • • • • • . rlulldiag Carlo ,® . \� 1/4"MAX • • • • • • ••• •• AcsO2tance No � TYP.ANCHOR TYPE,EMBEDMENT AND tio}4 3 `= SHIM EDGE DISTANCE PER SUBSTRATE, 6 SEE TABLE 10,THIS SHEET Mme;Q Product Contro EMBEDMENT 3 EMBEDMENT� �. a USED AT CURVED ij EXTERIOR 29 FRAME MEMBERS ONLY @ 11-7/8"O.C.MAX. 11 EXTERIOR M WINDOW 4 11 a N naa BUCK VISIBLE LIGHT WIDTH= 15 HEIGHT WINDOW BUCK WIDTH-2-3/4" Q r 1i4"MAX.SHIM WINDOW BUCK WIDTH > N a=°[7 0CD �o VISIBLE INSTALLATION HORIZONTAL SECTION E-E o o s i~ Z tr> Z L toD J IGT TYPE L UHEH = UX N WW ~ _ 02 vµoiQ 'ON BUK #10 STEEL m 0 9! HEIGHT- SELF-DRILLING SMS 00 Z a 22-3/4" (G5).SEE TABLE 10, Za: Z S O U. THIS SHEET O TABLE 10: Min. Edge Max.O.C. °d Anchor Substrate Distance Spacing 2-112"x .113"Box Nall P.T.Southern Pine SG=0.55 5116' b" N r"qs ® Z Z 2.1/2"X.131"Common Nall P.T.Southern Pine(SG=0.55) 3/8" b" � O Cf 2-1/2"x .145"Rooling Nall P.T.Southem Pine SGA0.55 31W 5" S 1- 21 P.T.Southern Pine SG=0.55 112" 6" � 0 Z 6 2X WOOD BUCKSTRIP !EXTERIOR 0.093"Aluminum,6063 TS min. b/16' S" LL Z Q atop OR FRAMING,SEE r_I #10 x 1"Steel Screw' 1116'A36 Steel 6116" 5' o N o NOTE 2,THIS SHEET 6 0.045" 18 Ga Steel Stud Gr.33 5/16' S" p Z T; 114'MAX SHIM MIAMI-DARE APPROVED MULLION {S££SEPERATE NOA},ALUMINUM, •MIN.OF 3 THREADS BEYOND THE METAL SUBSTRATE. (g Z Q a STEEL FRAMING OR STEEL STUD. Ll. LL I SEE SUBSTRATE PROPERTIES, sTIB asaQ sattag INSTALLATION TABLE 10,THIS SHEET TYPE J LYNN ,yj/4 EDGE DISTANCE :�•t`2`� ' ENS• •`F'P ��i \G F.' INSTALLATION NOTES: : ��• '•.�C % Ido.58705 •�— EMBEDMENT ' ' •ANCHOR TYPE,EMBEDMENT 1,USE ONLY ANCHORS LISTED ON THIS SHEET.FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. _ AND EDGE DISTANCE PER -a- SUBSTRATE,SEE TABLE 10,THIS SHEET 2.WOOD BUCKS DEPICTED ON THIS SHEET AS"1X',ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/2".1X WOOD BUCKS ARE p l OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS'2X"ARE 1-112'THICK OR GREATER. S A El I� ;' �C!` INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING O VERTICAL SECTION F-F %��,;'••.fitOR\p.- C� JURISDICTION. ,,, � 3.FOR ATTACHMENT TO METAL:THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. ��'�;�S�ON 4.IF APPLICABLE,LOWER DESIGN PRESSURE FROM EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. A.LYNN MILLER,P.E. P.E.#58705 OE 2X WOOD BUCKSTRIP OR FRAMING,SEE INSTALLATION TYPE M EMBEDMENT D ANGE INSTALLATION INSTALLATION TYPE M NOTE 2,THIS SHEET . + • •• • • FOR THIS INSTALLATION TYPE N •• • • •• • •• • EMBEDMENT METHOD ONLY, .. : : :•. • : • FOR THIS INSTALLATION 114"MAX ANCHORS MAYBE NO - `" ;.•• •• • ••• METHOD ONLY, • MORE THAN ir Q.G. ANCHORS MAYBE NO EMBEDMENT SHIM t ti O.C. • 8" ` 1X WOOD BUCKSTRIP,SEE MORE THAN 0 2-XWOOD BUCKSTRIP NOTE 2,THIS SHEET •a•!• + : •• :•• •• •• pItODUC 1 1213I�t1s1V� lk FRAMING,SEE • .: . • •. • as complying with Itze Florida illedingCode «. NOTE 2,THIS SHEET •'�• :y • i i•• •• ptance i+io " �1/4"MAX TYP.ANCHOR TYPE,EMBEDMENT AND *. Daft 77 3 SHIM EDGE DISTANCE PER SUBSTRATE, SEE TABLE 11,THIS SHEET 4 TYP.ANCH©R TYPE, 6 m1 Oada product EMBEDMENT AND EDGE ' DISTANCE PER SUBSTRATE, v v; 11 SEE TABLE 11,THIS SHEET 3 • a USED AT CURVED EDGE • • N .a EXTERIOR 29 FRAME MEMBERS ONLY DISTANCE EDGE a @ 11-718"O.C.MAX. d. .•-f DISTANCE M CONCRETE/CMU 11 ` •:' ''_ ••• PER ANCHOR REQUIREMENT q CONCRETE/CMU � S2 SUCK W VISIBLE LIGHT WIDTH= 11 5 PER ANCHOR co WH HEIGHT 114 MAX.SHIM }�– REQUIREMENT V C !! WINDOW BUCK WIDTH-2-314" p WINDOW BUCK WIDTH EX R epi atoato cp N co _j W N VISIBLE INSTALLATION TYPE O HORIZONTAL SECTION G-G z w 0 ; C u ao a LIGHT HEIGHT= FOR THIS INSTALLATION .� U X � a o � WINDOW METHOD ONLY, TABLE 11: L_ Z O °N BUCK ANCHORS MAY BE NO C W m O (3 �Ma HEIGHT- " Anchor Substrate Min.Edge Min.Embedment Max.O.C. 0 7 Y e- Z • MORE THAN 6 O.C. Distance Spacing a O � O 2-314` P.T.Southam Pine SG=0.55 9118' 1-318" 6" � Z !L Z ..,. � � #12 STEEL Aluminum 6083-T5 min. 318" 0.083"' IV Q� O #12 or#14 410 SS Screw A38 Steel 318" 0.083'• 81 � SELF-DRILLING SMS (G5},SEE TABLE 1fl, Steel Stud Gr.33 min' 318" 0.045" 18 Ga ` 8" Q P.T.Southern Pine SG=0.55 9118" 1_9/8" 8" '� N taays THIS SHEET Aluminum,8083-T5 min. 318" 0.083"' 8" ® Z Z #12 or#14 Steel Screw(G5) A36 Steel 318" A063'* 6" — O N TYP.ANCHOR TYPE, Steel Stud Gr.33 min. 318" 0.045"08 Ga * 8" 0 Z EXTERIOR EMBEDMENT AND EDGE Ungrouted CMU, ASTM C-90) 2-112" 1-114" 12" d O J a�nas DISTANCE PER SUBSTRATE, 114'410 SS CreteFlex Concrete(min.3.35 ksl) 1" 1.314" 12' Q Z F SEE TABLE 11,THIS SHEET Concrete min.2.85 ksl 1` 1-314" 12" `�.•• CO) N N 6frn 114"MAX SHIM MIAMI-DADE APPROVED MULLION Concrete min.2.85 ksi 2-112" 1-318" tY a Z cQ is 1) �\ {SEE SEPERATE NOA},ALUMINUM, 114"Steel Uitracon Ungrauted CMU, ASTM C-90 2-112" 1-114" . 12" U W n STEEL FRAMING OR STEEL STUD. a a SEE SUBSTRATE PROPERTIES, Granted CMU ASTM C-90 2-112" 1.314" 12; LL LL Concrete min.3.5 ksl 1-114 13/4" 12 •rru aseQ sauaS INSTALLATION TABLE 11,THiS SHEET 5116`Steel Ultracon Grouted CMU, STM C-90 2-112" 1-314" 12" 1 WOOD BUCKSTRIP, *MIN.OF 3 THREADS BEYOND THE METAL SUBSTRATE. TYPE N . © SEE NOTE 2,THIS SHEET •a.. : . \\�� N�( LYNN \ :.: . :�4•..% .a 4: < . INSTALLATION NOTES: ��QCT;. 10ENS�' EMBEDME s. • •:- •e,'ro -•� •... •• ••° "- 1.USE ONLY ANCHORS LISTED ON THIS SHEET.FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. ;• •••' No.58705 • +° < .^ .• : a 2.WOOD BUCKS DEPICTED ON THIS SHEET AS`1X",ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-112.1X WOOD BUCKS ARE f OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS"2X"ARE 1-112"THICK OR GREATER. --7 ""IEDGE i INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS ORAS APPROVED BY AUTHORITY HAVING 3 TI JURISDICTION. �0. STATE O •:��L/` 3.FOR ATTACHMENT TO METAL:THE STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME. sNNA1 �•` i VERTICAL SECTION H-H 4.IF APPLICABLE,LOWER DESIGN PRESSURE FROM-EITHER WINDOW OR MULLION NOA APPLIES TO WHOLE SYSTEM. A.LYIV�JVUER,P.E. P.E.#58705 •• •• • • • •• •• • • ••• • • • • • ASSEMBLY DETAILS FOR ASSEMBLY DETAILS •' • FLANGE & EQUAL-LEG FRAMES FOR FIN FRAMES 00 ..• ••• ... . ... . •• • • •• ••• 13itODUCT REI%'CtVED • • • .0. • • • • �!s contplyin?pith the Florida '• i•i i i i a i• DuildittS Codo ,» • • • • • • • • Acce;starce No ANGLED/CURVED ANGCED/Ct3l!2t/Eb • • ••• 04 lax • . D:aW FRAME ASSEMBLY FRAME ASSEMBLY 90°CORNER 90"CORNER Miami Dade RodudConitoT'� FRAME ASSEMBLY I FRAME ASSEMBLY d) I r t a t r I 10 I I 1 10 ALL CORNERS TO j j ALL CORNERS TO t USE GASKET IUSE GASKET t ANDlOR SEALANT AND/OR SEALANT th EQUAL-LEG FRAME > a ^aa l / FLANGE FRAME O r d as N I / EQUAL-LEG FRAME MITERED FRAME WITH INTERIOR I MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDS t AND EXTERIOR FRAME WELDS O LU FLANGE FRAME (SHOWN)OR CORNER KEYS AT (SHOWN)OR CORNER KEYS AT 0 z As t; 30 SCREW BOSSES.SEALANT AT ALL CORNERS SCREW BOSSES.SEALANT AT ALL CORNERS z tL � LLL (0 ::i wao�a � W 2 o 2 a N w o ~ w co O 0 w DMO a > ci z z o 2.784" 2.784 I..— 2.78�— o z a z w O 0 LL A94" '-'-0-1 Imo• - .094" 094" �( U O ...7 O TABLE 12: .074' .062" 074" 062" .074" .062" d z `— Item 1.375" 1.375" iA �N N ;says PGT Part# Description Materiel 1,875• 438" 500" .438" •5�" 438" ® Z O in 1 42630 Flanged Frame Alum.6063-76 1.000" t g 500" - -�I+-- .050":000s• —.- r— .050'-ooc —'rli.�- .050".000 O 2 4285 Equal-leg Frame Alum.6063-T6 Z ajo�s 3 4266 Integral Fn frame Alum.6063•T6 FLANGE FRAME EQUAL-LEG FRAME 1.125» w 077" 4 4265 71 6'Laml, Glass Beading Alum. 6083-T6 #4 253C,6063-T5 2 #14285,6063-T5 1i 0 - t�� 6 4254 LG. Glass Beading Alum.8083-T6 3 FIN FRAME v X O a a 6a 4270 Installation Fastener Cower Alum.6063-T5 #4256,6063-T5 D- m a7}� •asaQ sauas 8b 4224 Installation fastener Cower Rigid PVC " 705880 Gasket(at�"corner joints) Polyethylene „ -�{ .970 �— f"— .346- 101.037' \��`� ,. .. 11 TP24718 Vinyl Bulb Weatherstrip Flex PVC, Duro. 65+/-1 875. `� `�S ••'� ENsE '•.FAQ �� 13 (Dow 899,GE 7700 Silicone or Equiv. Q , •.,' � 20 71652K Setting Block,Mono. 311 'x 7116"x 4" Neoprene, (Duro. 86+1-1 .050• �� '050• .050° Na.58705 _ 21 TI704AK Setting Block,I.G. VW x 1-3132"x 4° Neoprene, t7uro. 85+1-1 INSTALLATION M 22 DU 161#8 7116°DuraSeal Spacer 7/16"LAM/ I.G.GLASS %-13 . -7 $ GLASS BEADING BEADING CC FASTENER COVER sTAT ,� #4255, 6063-T5 5 #4254,6063-T5 6a #4270, 6063-T5 iQ'�•' �1 oRtUi:••' Cjti 29 #6 x 1-114 FH SMS Stainless Steel 4 30 781PQX x 1"Quad PH SMS Stainless Steel �sS •. •• �G��` ONA-,,, A.LYNN MILLER,P.E. P.E.#68705 Miami Shores Village CEV 'D I Building Department 1ll4 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 —BY'. Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONIf NUMBER:(305)762-4949 �FBC 202 r 0' r BUILDING Master Permit No. (L-Cr/- ��I PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL E]PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP p �9 c CONTRACTOR DRAWINGS JOB ADDRESS: 00 �" City: Miami Shores County Miami Dade zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: 9 OWNER: Name(Fee Simple Titleholder): t ��7}�1/(5 1 � l0� Phone#: :3 7Z�— Address: `0 V City:._ State: Zip:. 3 � 1 Tenant/Lessee Name: Phone#: Email: in, tgill CONTRACTOR:Company Name: A nq ® 6,,un_-Q� Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration jCertificate of Competency#: DESIGNER:Archite gineer: Phone#: Address. City: State: Zip: Value of Work for this ermit:$ �/�n . c) Square/Linear Footage of Work: Type of Work: L� Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 21114 S51ns Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ . Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. in the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. �& Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of _1)//-P ,20 /L/ ,by day of 120 by who' ersonall to ,who is personally known to me or who has produced 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: np Notary Public State of Florida Seal: Seal: .�� Joanna M Feliciano �wod�f E y Commission FF 082753 xi 01/12/2018 APPROVED BY Plans Examiner Zoning � �ti ►y Structural Review Clerk (Revised02/24/2014) "VI Royal Truss Manufacturing 9550 NW 79th Ave, Suite#5 �IJK IS Z014, Hialeah, Garden, FL 33016 Royal Truss T o F 8 0 i Site information: Project Customer. MATEO RESIDENCE 1 OF 2 .. , j Site Address: 900 NE 100 ST. MIAMI SHORES : FL. Zip: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TPI2007 Design Program: 7.35 May 18 2012 Roof Load: 45.0 psf Floor Load: N/A Wind Code: Wind Speed: 175 mph This package includes 43 individual, dated Truss s.Design Drawings and 0 Additional Drawings. 9 g g With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet. conforms to 61G15-31.003, section.5 of the Florida Board of Professional Engineers Rules. No. Date Truss 1D# seat# No. Date Truss 1D# Seal# 1 05/25/14 CJ6 A0013830 24 05/25/14 T13 A0013853 2 05/25/14 CA A0013831 35 05/25/14 T2 A0013854 3 05/28/14 GRI A0013832 26 05/25/14 T3 A0013865 4 05/25/14 GR1A A00ISS33 27 05/25/14 T3A A0013856 5 05/23/14 H1 A0013834 28 05/25/14 T3B A0013857 /� T, 6 05/25/14 H1A A0013935 29 05/25/14 T4 A00138W 7 05/25/14 H2 A0013836 30 05/25/14 T5 AW13859 8 05/25/14 H3 A0013837 31 05/25/14 T6 A0013860 9 05/25/14 'A0013838- 32 05/25/14 T7 A0013861 10 05/25/14 A0013839 33 05/25/14 TS A0013862 11 05/25/14 H3 A0013840 34 05/25/14 T9 A0013863 12 05/25/14 Ad013841 35 05/23/14 V1 A0013864 13 05/25/14 A0013842 36 05/23/14 V10 A0013865 14 05/25/14 A0013843 37 05/23/14 V2 A0013866 F 15 05/25/14 A0013844 38. 05/23/14 V3 A0013867 16 05/25/14 J78 A0013845 39 05/23/14 V3A A0013868 17 05/25/14 C A0013846 40 05/23/14 V4 A0013869 18 05/25/14 M1 A0013647 41 05/25/14 VB A001387o 19 05/`23/14 1A A0013M 42 05/28/14 VSA A0013871 20 05/25/14 T1 A0013849 43 05/25/14 VS A0013872 21 05/25/14 T10 ' A0013850 22 05/25/14 T11 A0013851 �•� ��pRTI�iF °°° 231 05/25/14 T12 A0013S52 `� ® �� The truss drawing(s) referenced above have been prepared.by MiTek .`��Q�®• ° E/y° R� industries, Inc. under my direct supervision based.on the parameters : Q ; ; G .provided by,Royal,Truss Manufacturing, Hialeah Gardens,:FL. : No. 22249 Truss Design-Enginedes Name: Orlando M. Fortun, P.E. PE#22249, EB#0005512 0 •. NOTE:The seal on these drawings indicate acceptance of - lee MI' professional engineering responsibilty for the truss ° , :d'Fax-r 2-33 components shown: Page 1 of 1 2 t9gltfEis Name - � � ,-� /--�� - ��..� �C �� /d .� �. Job - Truss Truss Type R' ty Ply A0013830 4-20-14 CJ6 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 Mrrek Industries,Inc. Mon May 26 10:33:15 2014 Page 1 ID:YSCOIbl39F KIP86u281uKzDaQm-ugMcoLnLowzpq?SoEk?vBuPmHpDLnxTzhc4MTfzC9DI -1-5-0 3-2-13 , 6-7-12 1-5-0 3-2-13 3-4-15 Scale=1:15.7 3x4 11 4 5 4.24 F12 3x4 3 11 T1 W3 10 2 W1 9 1 1 1 8 2x4 11 3x4= 3x8 11 3x4= 7 6 3-2-13 _ 6-7-12 3-2-13 3-4-15 Plate Offsets(X Y)• [2•Edge 0-1-41 [2'0-2-0 0-10-41 [4:0-2-0,0-1-01 LOADING (psf) SPACING' 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.52 Vert(LL) 0.01 8 >999 240 MT20 •244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.38 Vert(TL) -0.02 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:36 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 50T CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-7 oc bracing. WEDGE MTek recommends that Stabilizers and required Left 2x6 SYP No.2 cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=304/0-11-5 (min.0-1-8),4=175/Mechanical,7=162/Mechanical Max Horz 2=239(LC 5) Max Uplift2=-305(LC 4);4=364(LC 5),7=135(LC 5) Max Grav2=358(LC 2),;4=322(LC 10),7=260(LC 9) ' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10:c445/129,10-111=4119/13 0,3-11=-410/134 BOT CHORD 24--361/484,7-8=-361/4S4 WEBS 3-7=-527/393 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft;Cat.II;Exp C; Encl.,GCp1=0.18;C-C Exterior(2)-1-5-9 to 1-6-7,Interior(1)1-6-7 to 6-9-4;Lumber DOL=1.60 plate grip_DOL=1.60 2)dates checked for a plus or minus 0'degree rotation about its center. _. . 3)This truss has been designed fogy a 101)psf bottom chord live load nonconcurrent with n lo "''�ff�aD 4)Refer to girder(s)for truss to truss connections. 5 Provide metal plate or equivalent,at bearing(s)4 to support reaction shown. C NOLLTM ,PA 6 Provide mechanical connection(by others)of truss to bearing plate capable of withsta di lift at joint g - 364 Ib upilkat joint 4 end 135 Ib uplift at joint 7. Z=Z49 E5 ooffvA 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the ana d n of this Tam&E MA4,riDROA 3353 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not ex 'M-rias)262-6M FAX-(30)wz-ION 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front u +ls>�I(s)3sl ldard -MA 7 014 Job 2? AO Truss Truss Type Q1Y Ply 013830 420 14 CJ8 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:15 2014 Page 2 ID:YSCOlbl39F KIP86u2SluKzDaQm-ugMcDLM-awzpq?SoEk?vBuPmHpDLnxTzhc4MTfzCgD1 LOAD CA$e(S)-Standard. : 1)Regular..-urnber Increase=1:33,Plate Increase=1.33 Uniform Loads.(pil) Vert:1-9=75 Trapezoidal Loads(plf) Vert 9=0(F=38,B=38)-to-4=-122(F-23,B=23),4=-77(F=23, 6=23)-to-5=-82(F=26,B=26),2=2(F=9,13=9)-to-6=34(F=7,B=7) CG'Fl LTM 8 's,PA Mt/87RLIWAL FE.E 27249 E8 mvPM MO 891391h TEFF M I'",FLORIDA 3355 7m-(3051262-6225 FAX-('JOS)262-20W MAY 2 7 XOA JobTruss Truss.Type Qty Ply s'• A0013831 ! 4-20-14 CJ9 ROOF TRUSS 5 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:15 2014 Page 1 ID:YSCOIW39F KIP86u261uKzDaQm-ugMcCURA=pq?SoEk?vBuPhLPCinrUzhc4MTfzCgD1 , -1-5-0 , 4-10-6 9-9-5 , i 1-5-0 410-6 4-10-15 II Scale=1:21.0 I 5x6 11 j 4 5 I i 4.24F12 3x4 t-- 3 3 wa T1 10 1 2 1LjBi 8 7 3x4= 2x4 II 5x6=6 410-6 9-9-5 ' i Plate Offsets MY): [4:0-3-2,0-1-0],[7:0-3-0,0-3-0] 4-10-6 4-10-15 LOADING (psf) SPACING' 240-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.84 Vert(LL) -0.04 2-8 >999 240 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.39 Vert(TL) -0.06 7-8 >999 180 13CLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Mabix) Weight:47 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.or 5-2-15 oc 60T CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-10 oc bracing. MiTek recommends that Stabilizers and:required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7=740/Mechanical,2=492/0-11-5 (min.0-1-8) Max Horz 2=462(LC 5) Max.Uplift7=-897(LC 5),2=401(LC 4) Max Grav7=1206(LC 9),2=575(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-1057/302,.3-10=-9851312,4-7=-6561646 BOT CHORD 2-8-744/1157,7-8-744/1157 WEBS 3-7=1160/728 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft;Cat 11;Exp C; . . End.,GCpi=0.18;C-C Exterior(2)-1-5-9 to 1-0-7,Interior(1)1-6-7 to 9-9-5;Lumber DOL=1,60 plate grip DOL=1.60 2)Plates checked for a plus.or minus 0 degree rotation about its cerrter. 3)This truss,has been designed for a 10.0 psf bottom chord live load noncxmcurrent witr8plift Ic" - 0 om Q� 4)Refer to girders)for truss to truss connections. 5);Provide mechanical connection(by others)of truss to bearing.plats capable of withstat joiner ;PA 401 Ib upfi tstjoint 2.6)",Semi-rigid pitchbreaks with;fixed heels"Member end fii*model was used in the ann of this trg&Z'249 ER VVMW 7),In the LORD CASES)section,loads applied to the face of the truss are noted as fro ). MO s91.381h 719Wa rt 4,gOWA 3356 _ 7M-031351262-6Z6 FAX-0305)762-2064 LOAD,CASE(S) Standard Continued on page 2 MAY 2-7 A14 ! Job Truss. Truss Type City. Ply r. CJ9. : RCAF TRUSS 5 1 A0013831 ! Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:16 2014 Page 2 ID:YSCOIbi39F KlP86u261uKzDaQm-MOw?Dqu?LR5gR9j9oRW8j6xs5DYXWHk7wGgw?6zCgDH LOAD CASE($) Standard 1)Regular.Lumber Increase=1.33;Plate Increase=1.33 Uniform Loads(pif) Vert 1-9=75 Trapeioldal Loads(plf) Vert 9=0(F=38,B=38)-to-4=178(F=52,B=52),4=133(F=52,B=52)-to-5=138(F=54,13=54),2=2(F=9, B=9)-to-6=49(F=14,6=14) a • ® D ffi�li 'PC�6�Q9 CQi3tLTW, ,PA CK/87RJCT RAL I'.E 21149 E8.000W MV 89L 391h MaZAM KAM,WMA 3355 7M-(3051262-6713 FAX-00)262-MM MAY 27 X014 Job Truss Truss Type Qty Py 2:Z. A0013832 4-20-14 GRI ROOF TRUSS 1 2 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:16 2014 Page 1 I ID:YSCOlbl39F KIP86u26luKzDaQm-Mow?DquzLD5gR8j?oRW8j6xs DT9WLD7wGgwtazCgDH -,1-0-Q 3-7-4 7-0-0 12-2-2 17-4-4 , 20-9-0 + 24-4-4 25-484 -0 3-7-4 3-4-12 5-2-2 5-2-2 3-4-12 3-7-4 -0- Scale=1:44.2 f Camber=1/8 in i 4x4= 3x8= 4x4= 6.00 12 4 18 5 19 6 20 T2 r 3x4 3x4 3 17 7 1 10 10 a 16 21 4 2 8 19 1cco E 5x6= 15 14 13 12 11 10 5x6 2x4 II 3x8= 4X4- 2X4 11 3x8= 2x4 II 3-7-4 7-0-0 12-2-2 , 17-4-4 , 20-9-0 , 24-4-4_ 3-7-4 3-4-12 5-2-2 5-2-2 3-4-12 3-7-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.85 Vert(LL) 0.20 12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.73 Vert(TL) -0.2911-12 >981 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matra) Weight:255 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-11 oc bracing. REACTIONS (Ib/size) 2=2369/048-0 (min.0-2-3),8=2369/0-8-0 (min.0-2-3) Max Horz2=-62(LC 7) Max Upr'dt2=2301(LC 4),.8F:-2301(LC 5) Max Grav2=3725(LC 10),8=3725(LC 9) FORCES (ib)-Max.Comp./Max:Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16=-6515/3718,3-16=-6463/3727,3-17=-6527/3824,4-17=-6435/38M, 4-18--592013569,5-18=-5919f&%9,5-19--5919/3569,6-19--5920/3569, 6-20--0435/3838,7-20=-6527/3824,7-21=6462/3726,8-21=-6514/3718 • . BOT CHORD 2-15=-3052/5474,14-15=-3052/5474,13-14=3934/7005,12-13=3934/7005, 11-12=-3934x7005,10-11-3070/5520,8-10=3070/5520 WEBS 3-i4--220/379,4-14=-1085/2120,5-14--1445/941,5-12=0/324, 5-11=1445/941,6-11=408512120,7-11=219/379 NOTES 1)2-ply truss to be connected together with 1 Od(0.131'X3")nails as follows: Top chords connected as follows 2*4-1 row at 0-9-0 oc: Bottom chords connected as follows:2x4-1 row at 0-5-0 oc. ,� Webs connected•as follows`2k4-1 row at 0-9-0 ob. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back )• LOAD CRZ5I1LTAl�8 ,PA CASE(S)section.Ply to ply connections have been provided to distribute only loads no B),unless CK/STIRIZAN L otherwise indicated. PE 22t49 Ell 3)Unbalanced roof rive loads have been considered for this design. MV=3,MWAM K",RDIWA 33S5 4)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.0 f; il;ExprA r3a)2*r-vz$ FAx-ow;2bs-zw ';End-. 'GCpi=0.18;C-C Exterior(2)-1-0-12 to 1-11-4,Interlor(1)1-11-4 to 740-0,Exterio 20 4 4,InteFieq4) .20.4-4 to 25-5-0;Lumber DOL=1.60 plate grip DOL=1.60 a I i�tllftl4�iecl�d It drainage to prevent water ponding. MAY 2 7 A14 Job Truss. Truss Type Q! Ply A0013832 4-20-14 GR1 ROOF TRUSS 1 j 2 Job Reference(optional) j Royal Truss Company,Doral,FL,Edward Davis' 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 26 10:33:16 2014 Page 2 ID:YSCOlbi39F_KIP86u261uKzDeQm-MOw?DquzLD5gR9j9oRMjSxs DT9WLD7wGqw?6zCgDH NOTES 6)The solid section of the plate is required to be placed over the splice line at joint(s)13. 7)Plate(s)at joint(s)4,6,2,3,15, 14, 12,5, 11,7, 10 and 8 checked for a plus or minus 0 degree_.rotation about.its center. I 8)Plate(s)at joint(s)13 checked for a plus or minus 4-degree rotation about its center. 9)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with-any other five-loads: 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2301 lb uplift at joint 2 and 2301 Ib uplift at joint 8. 11)Girder carries hip end with 7-0-0 end setback. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fDaty model was used in the analysis and design of this truss. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1237 Ib down and 676 Ib up at 1744,and 1237 Ib down and 676 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s).is the-responsibility of others. LOAD CASE(S) Standard 1 Regular Lumber Increase=1.33 Plate Increase=1.33 eg , Uniform Loads(plo Vert:1-4=75,4-6=-156(F=-81),6-9=75,2-14=20,11-14=-42(F=-22),8-11=-20 Concentrated Loads(lb) Vert 14=-610(F)11=-610(F) COlLTW PA a&/STRIC'i1R L PE.22243 EEL 0005512 1220 89139th TERP a hll",RDIWA 3355 IM-(305)262-6225 FAX.(305)462-201+1 MAY 2 7 1014 Job Truss Truss Type Qty Ply A0013833 420-14 GR1A MONO HIP 1 2 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 26 10:33:17 2014 Page 1 ID:YSCOlb139F KIP86u26luKzDaQm•rDUNRAvb6XDX311BM92NGJU50dclSBGSWZTXYzCgDG �1-0-p 3-7-4 7-0-0 , 11-4-15 15-8-2 19-11-5 , 24-4-4 , j -0- 3-7-4 3-4-12 4-4-15 4-3-3 4-3-3 4-4-15 i Scale=1:44.0 Camber=1/8 in j 2x4 I1 4x8= 3x4= 3x4= 3x4= 3x5= 6.00 12 4 is 5 g 7 8 20 9 3x4 i i 151!! 3 18 10 10 IVI e17 2 ` 1 I 14 ccs61 4x4•= 16 15 14 13 12 11 10 2x4 11 3x4= 4x4= 3x8= 3x4= 3x5 11 3x4= 3-7-4 7-1-12 11-4-15 15-8-2 1 19-11-5 24-4-4 , ' 3-7-4 ' 3-6-8 4-3-3 4-3-3 4-3-3 4-4-15 Plate Offsets MY): [2:Edne,0-1-14),[4:0-5-4 0-2-01 [9:0-2-4 0-1-81 [10:0-3-0 0-1-81 11:0-1-12 0-1-8] LOADING (pso SPACING2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.61 Vert(LL) 0.17 13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.64 Vert(TL) -0.24 12-13 >999 180 SCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:281 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP Not TOP CHORD Structural wood sheathing directly applied or 4=5-6 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing. REACTIONS (lb/size) 2=2314/048-0 (min.0-2-0),10--2437/0-3-8 (min.0-2-2) ,Max Horz 2=361(LC 4) Max Upl'Ift2=1977(LC 4),10=-2057(LC 5) Max Grav2=3414(LC 10),10=3597(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. > TOP CHORD 2-17=594813136,3-17=5898/3144,3-18=-5912/3200,418=-5836!3213, 419=6196/3481,5-19=-6195/3481,5.6=5535/3110,6-7=5535/3110, 74-5535/3110,8-20=3544/2003,9-20=3544/2003,9-10=3505/2083 BOT CHORD 2-16-2919/5101,15-16=-2919/5101,1415=2981/5316,13-14=2981/5316, 12-13-34106196,11-12=-200313544 WEBS 415=-482/1199,3-15=131/255,5-13=566/548,6-12=-990!728, 8-11-287211830,4-13=-69811157,5-12=-877/493,8-12-1470/2643, 9-11=2617/4636 NOTES 1)2-ply truss to bb connected togettrer with 1 Od(0.131"50)nails as follows: Top chords connected as follows:2x4-1 row at C-9-0 oc: .Bottom chords connected as follows:2x4 m 1 row at 0-5-0 oc. CCWLTM P,4 Webs connected as follows...2x4-1 row at 0-9-0 oc. �/STl'd1ErilRN- 2)All loads are considered equally applied to afl plies,except if noted as front(F)or back(B LOAD P.E.?1149 EB.ooMt2 CASES)'section.Piy to ply connections:have been provided to distribute only loads n t s (B);unle@*sua�,• "�l�At33m - otherwise.indicated. 7a-r_-05)2&2-62Z' FAX-r3M2 w2-WW 3)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.01 BCDL=5.0 = 6 11i Exp Encl.,GCpi=0.18;G-C Exterior(2)-1-0-12 to 1-11-4,Interior(1)1-11-4 to 7-0-0,Extedoi(2)740-0 to 1Q p;Q;17"0 14 Co14Udlu d.60 pW grip DOL=1.60 �A7 Job cuss Truss Type -�Qty ply A0013833 4420=14 GR1A MONO HIP 1 Z Job Reference o tions Royal.Tru6s Company,Doral;FL,,Edward Davis 7.350 s May 18 2012 MITek Industries,Inc. Mon May 2610:33:17 2014 Page 2 ID:YSCOIbi39F_KIP$6u261uKzDaQm-rDUNRAvbBXDX311BM92NGJU60dgtFIBGawZTXYzCgDG NOTES 4)Provide adequate drainage t6 prevent water ponding. 5)Plates checked for a plus or minus 0 degree rotation about Its center: 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanicat connection(by others)of truss to•bearing plate capable of withstanding 1977 Ib uplift at joint 2 and 2057 Ib uplift at joint 10. 8)Girder carries hip end,with 040-0 right side setback,740-0 left side setback,and 7-0-0 end setback. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity,model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1143 Ib down and 551 Ib up at 740-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:2-15=20, 10-15=42(F=22), 14=75,49=156(F=81) Concentrated Loads(Ib) Vert 15=-610(F) CZWLTM i3 ;PA CK/67Rlcrazk FE.12149 E8 OIDOM 7MO SQL 3fh TMMC_K",R DOWA 3355 711-rW)26244 FAX-OW)262-WW MAY 2 7 1014 Job ss Truss TrussType y Ply A0013834 ill 4-20-14 H1 ROOF TRUSS 1 1 Job Referenceo onal Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:17 2014 Page 1 ID:YSCOW39F Klp86u2MuKzDaom-rDUNRAvbsXDX311BM92NGJU?adnEFooGBwZTXYzCgDG 1 4-7-4 9-M 15-4-4 19-9-0 24-4-4 4-7-4 4-4-12 6-4-4 4-4-12 4-7-4 Scale=1:43.2 Camber=5/16 in 4x4= 4x8 4 13 14 5 6.00 12 2x4-Z�- 12 15 2x4 6 3 16 11 7 1 �1 2 1 " 5x61, 10 9 8 4x5 3x8=3z4— 3x4= 9-0-0 1544 24-4-4 9-0-0 6-4-4 9-0-0 Plate Offsets KY): [4.0-2-4 0-2-4] [5.0-5-4 0-2-0] p:Edge 0-1-11] LOADING (psf) SPACING* 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.98 Vert(LL) -0.16 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC' 0.80 Vert(TL) -0.44 7-8 >643 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horc(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight 118 Ib FT=0% DUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-5 oc bracing. WEBS 2x4 SP Nq.2 MTekrecommends that Stabilizers and required WEDGE cross bracing be installed during truss erection,in Left:2x4 SP Not,Right:2x4 SP No.2 acxordancs with Stabilizer Installation guide. REACTIONS (Ib/size) 7=1122/0-8-0 (min.0-1-11),2=1233/048-0 (min.0-1-13) Max Horz2=54(LC 6) Max Uplift7=-806(LC 5),2=997(LC 4) Max Grav7=1432(LC 9),2=1562(LC 10) a FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=-2401/1306,3-11=-2356/1325,3-12=2033/1140,4-12=1954/1153, 4-13--1787/1139,13-14=-1787/1139,5-14-1787/1139,5-15=1949/1165, 6-15=2027/1146,6-16=-2263/1341,7-16=2388/1330 BOT CHORD 2-10=-1037/2009,9-10=-732/1654,8-9=732/1654,7-8=-1042/1994 WEBS 3-10=-406/340,4-10=-85/349,5-8=100/353,6-8=-394/353 NOTES 1).Unbalanced roof five loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.0 f; t.jl;, pO ,� Encl.,GCpi=0.18;C-C Extedor(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 9-0-0,Fxterio(2 8 111 18-4-4 to 24-0-4;Lumber DOL=1.60 plate grip DOL=1.60 CZNSILTW,Bim;PA 3)Provide adequate drainage to prevent water ponding. GIYL/BTfarlIP . 4)Plates chck*ed for a plus or minus 0 degree rotation about its center. P.£m49 Fs OOOV 2 5)This truss has been designed for a 10.0 psfbbttom chord•live load nonconcurrent a o er ' loads.M 5A M IMACE FAM,RDROa M55 6)Provide mechanical connection''{by others)of truss to bearing plate.capable of withs d plift at jVjI3tUnd;-bra Frac.(30)262-WA 997 Ib uplift at joint 2. 7)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and desig gf;lh "TIN LOAD CASEfflS) StandaATT Job Truss Truss Type Qty Pry:r A0013835 4-20-14 H . � 1A . ROOF TRUSS 1 1 Job Reference o tional Royal Truss Company,Doral,FL,.EdW6rd Davis 7.350 s May 182012 MTek Industries,Inc., Mon May 2610:33:18 2014 Page 1 ID:YSCOlbi39F KIP86u2ai KiDaQm-JP11eWwDsrLOhStNvsZrpX1A906s FgQNaJ03 zcgDF 4-7-4 , 9-0.0. 15-4-4 , 19-9-0 , 24-4-4 ?5-4 4-.7-4 .4.4-12. 6-4-4 4-4-12 4-7-4 -0 Scale=1:43.6 Camber=5/16 in 4x4= 4x8— . . .. 3 13 14 4 6.00 r 12 12 2x4-z:� 12 15 2x4 2 5 M ' O �16 1 1 7 9 4x4= 10 8 5x6—.. 3x8=3x4= 3x4= 1544 24-4-4 , 9-0-0 6-4-4 9-0-0 Plate Offsets(X,Y): fl:Edge 0-1-101 [3:0-2-4 0-24] [4:0-5-4 0-2-0] LOADING (pso SPACING' 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.99 Vert(LL) -0.17 1-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC.. 0.84 Vert(TL) -0.48 1-10 >598 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matra) Weight:117 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required WEDGE cross bracing be installed during truss erection,in Right:2x4 SP No.2 accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1131/0-3-8 (min.0-1-11),6=1242/0-8-0 (min.0-1-14) Max Horz 1=54(LC 7) Max Upliftl=-811(LC 4),6=1003(LC 5) Max Grav1=1443(LC 10),6=1573(LC 9) FORCES pb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-112470/1371,2-11=2343/1382,2-12=2069/1165,3-12=-1990/1184, 3-13=1820/1143,13-14=-1820/1143,4-14=1820/1143,4-15=-1977/1165, 5-15=-2056[1152,5-16=2377/1336,6-16=2423/1317 BOT CHORD 1-10=1060/2126,9-10=736/1720,8-9=736/1720,6-8=-1034/2069 WEBS 2-10=-457/388,3-10=-1261364,4-8=-80/345,5=8=-404/338 NOTES . 1)Unbalanced roof live loads have been considered for this design. 2)Wind;ASCE 7-10;175mp1i(3-second gust)V. asd=136mph;TCDL=5.Opsf,BCDL=5.0tdi t.11 rr {i 1 Encl.,GCpi=0.18;C-C Exterior(2)0-1-12 to 3-1=12,Interior(1)3-1-12 to 9-0-0',Exteri0 4L$�r(n1.8-4-44o:25-5-1;•Lumber DOL=1.60 plate-grip DOL=1.60 . C.�lL1Ws B PA 3)Provide adequate drainage to prevent water ponding. CAVE/67mcI1xk 4)Plates checked for a plus or minus 0•degree rotation about its center. f�m4s Ea X5585)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with r ' loads. �;yam 3M t�K",F1 DMA 3355 6)T%vide mechanical connection(by others)of truss to bearing plate capable of withsta plift at joist tl fk2-e22s -Fax-(30;2b2-emu 1003 Ib upfift stjoint 6: 7)"Semi-rigid pitchbreaks with fixed heels"Member end fodty model was used in the analysis and desig r LOAD CASE(S) SWIV91111 Job . Truss Truss Type Qty Ply x3' A0013836 4-20=14' H2 ROOF TRUSS 2 1 Job Reference(optional) Royal T Company,-Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:18 2014 Page 1 ID:YSCOlbi39F KIP86u26iuKzDaQnNPllewwDsrLOhStNvsZcpX1F109w AIQNa103_zCgDF 1' 5-7-4 1.1-0-0 13-4-4 , 18-9-0 , 24-4-4 5-7-4 5-4-12 244 5-4-12 5-7-4 Scale=1:43.4 Comber=118 in I I 4x8= 4x4= . 4 5 i 6.00 MY 14 15 i 3x4 3x4 3 6 , � I IV1 IV) 0 16 13 2 7 5x6 t 12 11 10 9; 8 4x4= 2x4 II 3x4= 3x8= 2x4 II 3x4= 5-7-4 11-0-0 1344 , 18-9-0 2444 , ' 5-7-4 5-4-12 2-4-4 5-4-12 5-7-4 Plate Offsets(X,Y): [4:0-5-4,0-2-0],[7:04)-0,0-1-10] LOADING (psf) SPACING' 24)-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.66 Vert(LL) 0.11 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) -0.21 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:130 Ib FT=0% LIMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-7 oc bracing. WEDGE MiTek recommends that Stabilizers and required Left:2x4 SP No.2 cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7=1131/0-3-8 (min.0-1-11),2=1242/0-8-0 (min.0-1-14) Max Horz2=54(LC 6) Max UpHft7=-797(LC 5),2-989(LC 4) Max Grov7=1455(LC 9),2=1 W5(LC 10) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=252111235,3-13=-2439/1253,3-14=1844/1038,4-14=1741/1051, 4-5=-1604/1037,5-15-174611069,6-15=1850/1047,6-16=244211316, 7-16-255011301 BOT CHORD 2-12=-97312084,11-112-973/2084,10-1-1=-973/2084,9-10--681/1443, 8-9=-1002/2123,7-8=-100212123 WEBS 3-10=741/451,4-10=181/417,5-9=247/432,6-9=781/508 NOTES _.. ._. 1)Unbalanced roof live loads have been considered for this design, � ] 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.0 f; t P" PA Erfcl.,GCpi=0.18;C Exterior(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 11-0-0,Exteri'r{ 1 13-4-4, Ig Interior(l)16-44�to 24-2-8;Lumber DOL=1.60 plate grip DOL=1.60 FE }� I Ea M� 3)Provide adequate drainage to_prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. m®sit 351h 78W.AM KC",F1.0f�1f3A 33M 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an loads. TMs--rte)70-V5) FAX-(30)262404 6)provide mechanical connection(by others)of truss to bearing plate capable of withstan 11 t o=ort pse 2t := MAY 2 7 �Q14 Job Truss Truss Type " Qty Ply ?. A0013836 4-20-14. H2 ROOF TRUSS 2 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18?012 MiTek Industries,Inc. Mon May 26 10:33:18 2014 Page 2 ID:YSCOlbi39F KIP86u26luKzDaQm-JP11eV&DsrLOhStNvr.&pX1F109w AIQNaJ03 zCgDF NOTES 7)"Semi-rigid pitchbreaks with.fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I a CZNBt1LTWI ,PA CIA/STRJCMRAL. PE 2JI49 EB.OD®55ti WO 8A 3%78WCE K",FLoWA 3356 7EL-(30)262-6225 FAX-(3®5)262-MM MAY 27 014 Job Truss Truss Type 4th! Ply s_ A0013837 I 4-20-14 H3 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:19 2014 Pagel ID:YSCOlbi39F KIP86u26luKzDaQm-nbb7sswsd8TFIcSaTa4dAZTL000jhBZcE2acRzCgDE 0-0-Q 4-7-4 , 9-0-0 , 11-3-8 , 15-410 19-9-4 1-0-0 4-7-4 4-4-12 2-3-8 4-1-2 4-4-10 Scale=1:35.4 Camber=1/8 in I 4x8= 4x4= 4 5.. 2 6.00 12 3x4 14 15 2x4 i 3 6 16 d 7 3x5 ui 13 5 8 2 1 I0 1 B2 0. e _ 5x6_" 12 11 10 9 3x8 II 2x4 11 3x4=3x4= 3x8= 4-7-4 , 9-0-0 , 11-3-8 , 19-9-4 4-7-4 1 4-4-12 1 2-3-8 8-5-12 ' Plate Offsets(X Y)• [4:0-5-4,0-2-01,[8.0-5.6 Edge] LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.45. Vert(LL) -0.10 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.72 Vert(TL) -0.27 8-9 >864 180 BCLL 0.0 Rep Stress Ina YES WB 0.26 Horz(TL) . 0.05 8 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix) Weight:106 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. WEDGE Fffffek recommends that Stabilizers and required Left:2x4 SP No.2 cross bracing be installed during truss erection,.in SLIDER • Right 2x4 SP No.2 2-5-3 accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=920/0-3-8 (min.0-1-8),2=1032/0-8-0 _(min.0-1-9) Max Horz 2=54(LC 6) Max Uplift8=-673(LC 5),2---SW(LC 4) Max Grav8=1184(LC 9),2=1315(LC 10) FORCES (lb)-Max.Comp./Max..Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-2014/1013,3-13--1947/1027,3-14--1480/859,4-14=-1396/877, 45=1298/851,5-15--1410/873,6-15--1483/860,6-16=-1706/1044, 7-16-1764/1034,74-1845/1027 BOT CHORD 2-12=-778/1650,11-12--778/1650,10-11=778/1.650,.9-10---473/1154, 8-9=-747/1491 WEBS 3-10=577/354,4-10=167/295,5-9=170/302,6-9=-386/349 NOTES 1)Unlialanci3d roof:live loads have been cxinsid®red•for this design. F46 2)Wind:ASCE 7-10;175inph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.0t.11;Exp TW Bd' ;PA Enol.,GCpi=0.18;C-C Exterior(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 9-0-0,Exteri1-3-8,Int6dor(Ii L/STfa1GTLvX 14-3-8 to 19-9-4;Lumber.DOL=1.60 plate grip DOL=1.60 PF_M49 E•MOSM 3)Provide adequate drainage to prevent water ponding. Wsat 3%h 7M SCJ MWI,FLoRO A 4)Plates checked for a plus or minus 0 degree rotation about its center. ►> -rsms��6x szs FAX-01W262-72= 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 6)Provide mechanical connection(by others)of truss to bearing.plate capable of withstanding 673 Ib upl¢#a jrynl)� yi� Coa ffi%Akl,4KAb0LK 2. YII�HTT L+ 1`r Job Truss A0013837 Truss Type " Q V Ply 4-20-14 H3 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:19 2014 Page 2 ID:YSCOIbi39F KIP86u28NKzDaQm-nbb7sswsdBTFIcSaTa4d kZTL000jhBZcE2acFtzCgDE NOTES i 7)"Semi-rigid pitchbreaks with fixed heels"Member end fbdty model was used in the analysis and design of this truss. LOAD CASE(S) Standard. LOAD n% COaLTM Dr4E1---,F.4 a&/STfaJCfIJIRk I'F=49 Ea VOO 5TY TEL(3MJ 26144 FAX-00)262-20M MAY 2 71014 j Job =: Truss Truss-Type ' Oty. Ply A0013838 4-20-14 HH1 ROOF TRUSS 1 1 j Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:19 2014 Page 1 ID:YSCOlbl39F KIP88u281uKzDaQm-nbb7sswsdBTFIcSeTa4rLkZP9QRUjbtZcE2acRzCgDE T170-9 3-7-4 , 7-0-0 11-3-11 , 15-5-9 19-9-4 , 1- 3-7-4 13-4-12 14-3-11 4-1-15 4-3-11 ' Scale=1:36.5 Camber=1/8 in 5x6— 5x8— 54= 2x4 11 4 17 5 6 18 7 6.00 12 T2 .3x4 3 16 14 15 155 2 1 1 cq 108 8T 2 cdi 5X8_ 13 12 11 10 9 8 2x4 I I 5x6 WB 3x4= 2x4 11 5x12 MT20H= 5x8= , 3-7-4 , 7-0-0 , 11-3-11 , 15-5-9 , 19-9-4 , 3-7-4 .3-4-12 4-3-11• 4-1-15 4-3-11 ' Plate Offsets(X Y)• [4:0-2-0,0-1-81,[5.0-3-0 0-3-8] [6:0-4-0 0-3-4] [8:Edge 0-3-0] [12:0-4-0 0-3-01 LOADING (psf) SPACING• 24)-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.72 Vert(LL) 0.1810-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.95 Vert(TL) -0.26 10-12 >902 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrbc) Weight: 126 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-3-3 oc T2:2x6 SYP No.2 purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-6-13 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-8 QTHiERS. 2x4 SP Not MIT* =mends that Stabilizers and required V E13GE • cross bracing be installed during truss erection,in Left:2x4 SP No.*2 accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 8=2002/Mechanical,2=1844/0-8-0 (min.0-3-5) Max Horz 2=345(LC 4) A Max Uplift8=-1936(LC 5),2=1763(LC 4) Max Grav8=3119(LC 9),2=2830(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-4847/2729,3-15=-4797/2738,3-16=-4735/2764,4-16=-4684/2778, 4-17=-4280/2598,5-17=-4285/2597,5-6=-4390/2676,7-8:i-4W/387 BOT CHORD 2-13-25M4160,12-13-2558/4160, 11-12=2676/4390,10-11=2676/4390, 9-10=1819/2964,8-9=1819/2964 WEBS 12-14*-701/1449,4-14=-694/1433,5-12=337/164,5-10=1071/838, NOTES oolo i QCD 1)Unbalanced-roof live loads have been considered for this design. C.O1811-TM Bim;PA 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.0sf; t.Il;Exp C; GNE/STRJCT 1RAl. Encl.,GCpi=0.18;C-C Exterior(2)-1-0-12 to 1-11-4,Interior(1)1-11-4 to 6-11-11,Ext 'o 1- 'to 9-11-11PA M49 EB iDIDMg Lumber DOL=1.80 plate grip DOL=1:60 W sit 3fh 7SWACE K",nDROA 3369 3)Prbvide adequate drainage to prevent water ponding. 7M-c_Vs)2624M. .FAX (305i sss-WW 4)All plates-are MT-2O plates unless otherwise indicated. 5)The solid section of the plate is required to be placed over the.splice line at joints)4,11. 4 and 11 chedked for a plus or minus 3 i degree rotation about its center. MAY 2.7 N4. "' Job Truss Truss-Type ' Qty Ply I 4 22 A0013838 4-20-14 HH1 ROOF TRUSS 1 1 Job Reference(optional) r Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:20 2014 Page 2 ID:YSCOIbi39F_KIP8au281uK7:De9m-Fn9V3CxUOSbawml m1 Hb4uy8avgnjS26iquo78tzCgDD NOTES 7)Plate(s)at joint(s)7,8,2,3, 13,12,5, 10,9 and 6 checked for a plus or minus 0 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1936 Ib uplift at joint 8 and 1763 Ib.uplift at joint 2. 11)Girder carries hip end with 0-0-0 right side setback,7-0-0 left side setback,and 74-0 end setback. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support condentrated load(s)1237 Ib down and 676 Ib up at 740-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front.(F)or back(B). i LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.33,Plate Increase-11.33 Uniform Loads(plf) Vert: 1-4=75,4-7=1.56(F=-81),2-12=20,8-12=-42(F=22) Concentrated Loads(lb) Vert 12=-610(F) a COWLT10 a FA CIYL/157KrI1RX RE 21149 EM OW55,12 MV 591.3M 78&AM K",KDROA 33M TEL-!30512(,7-6225 FAX ON)262-WW MAY 27 014 Job Truss Truss-Type Qty Ply a3 AQ013839 f 4-20-14 HH2 ROOF TRUSS 1 2 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:20 2014 Page 1 IDYSCOIW39F KIPWu26luKzDaQm-Fn9V3000SbOwmlm1HWuysargsMNuo78izcgDD 11-" 3-7-4 7-0-0 12-1-15 17-2-1 , 22-4-0 , -0 3-7-4 3-4-12 5-1-15 5-0-3 5-1-15 lil Scale=1:40.5 Camber=1/8 in I 44= 3x8= 3x4= 2x4 II 3x5= •4 16 5 6 17 8 6.00 12 -1 111 2x4 15 3 e14 2 1 a� IL 44 e 13 12 11 10 g 3x8= 4x4= 2x4 11 48= 3x5 11 ' 7-M 12-1-15 17-2-1 224-0- 7-0-0 2-4-07-0-0 5-1-15 5-0-3 5-1-15 Plate Offsets(X,Y): [2:Edge,0-1-141,[9:0-3-0,0-1-81 LOADING (psf) SPACING . 240-0 CSI DEFL in . (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.1511-13 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.59 Vert(TL) -0.21-11-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix) Weight:244 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-2 oc bracing. REACTIONS (Ib/size) 9=2244/Mechanical,2=2107/0-8-0 (min.0-1-15) Max Horz2=361(LC 4) -Max Uplift9=-2154(LC 5),2-2005•(LC 4) Max Grav9=3471(LC 9),2=3235(LC 10) FORCES (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. A TOP CHORD 2-14-5550/3199,3-14=5499/3213,3-15=5576/3246,4-15=5468/3260, 4-16--604013047,5-16--5039/3047,5-6=-3838/2349,6-7-3838/2349, 7-17=-3838/2349,8-17=-3838/2349,8-9=3364/2185 BOT CHORD 2-13=2965/4757,12-13-3359/5500,11-12=3359/5500, 10-11-3359/5500 WEBS 3-13=-132r286,4-13--790/1659,5-13--590/436,5-11=0/293, 5-10=2071/1258,7-10=1355/1090,8-10=2868/4691 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3')nails as follows: Top chords connected as_follows:.2x4-1 row at 0-9-0 oc. .Bottom chords connected as follows:2x4-1 row at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or bads ) LOAD =NsLum D PA .,'.CASE(S)section.Ply-to ply connections have been provided to distribute only loads no ),unless C41&/8TR C*AL otherwise indicated. FE-M49 fa 00MI2 3)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Op f; 11;EXP f1b 6a Mh MWa SAM ROWA 33Q5 End.,GOpi=0.18;C-C Exterior(2)-1-0-124D 1-11-4,Interior(1)1-11-4 to 7-0-0,Exterio 2) ;Lumbwmju2-6zs 262_W DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent waterndin . Po 9 s ft t fir a plus or minus 0 d ree rotation about its center. Y 7 01 i i Job. s- Truss Truss Type Qty Ply . A0013839 4-20-14 HH2 . ROOF TRUSS 1 2 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:20 2014 Page 2 I ID:YSCOIbi39F KIP36u261uKzDaQm-Fn9V3CxUOSbBwm1m1Hb4uyaargsLS64quo7ftCgDD NOTES 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 21 54'16 Uplift at joint 9 and 2005 Ib uplift at joint 2. 9)Girder carries hip end with 0-0-0 right side setback,7-0-0 left side setback,and 7-0-0 end setback. 10)"Semi-rigid pitchbreaks with fused heels"Member end fndty model was used in the analysis and design of this truss. 1'1)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)1237 Ib down and 676 Ib up at 740-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. ' LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert: 1-4=-75,4-8=-156(F=81),2-13=20,9-13=-42(F=22) Concentrated Loads(lb) Vert 13=-610(F) a C.tad-TRJ,@Y ,PA CIA/SPE C1IR& PE 17149 EEL ow552 1240&A 3%h 78W.AM MAM nDODA ra 3355 TEL-(305)262-628 FAX-(3031762-201.1 MAY 2 7 014 Job s. Truss Truss Type Qty Ply A0013840 4-20-14 HH3 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:20 2014 Page 1 ID:YSCOU39F KIPB6u26luKzDaQm-Fn9V3CxUOSb6wmlm1Hb4uy6ZOggaSSBquo78tCgDD 1-0-Q 4-7-4 9-0-0 15-8-0 , 22-4-0 - , j -0- 4-7-4 4-412 6-8-0 6-8-0 JScale=1:40.5 Camber=114 in I • I 4x4= 3x8= . _ 3x4 11 4 13 5 14 6 6.00 12 2x4-z�- 12 3Cl VV3 i V2 11 101 2 1 1 s 9 5x6 10 8 70 = 3x8= 3x4= 2x4 II. 5x6= 9-0-0 , 15-8-0 , 22-4-0 , ' 9-0-0. 648-0 6-8-0 Plate Offsets(X,Y): [4:0-2-4,0-2-0],[7:0-3-0,0-3-0] LOADING (psf) SPACING* 24)-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.82 Vert(LL) -0.14 2-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.76 Vert(TL) -0.39 2-10 >675 180 SCI.L 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.06 7 n/a n/a 6CDL 10.0 Code FBC2010/TPI2007 (Matrbc) Weight: 121 Ib , FT=0% Lt1MBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc BOT CHORD 2x4 SP No.2 purlins; except end verticals. . WEBS 2x4 SP No:2 BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. WEDGE WEBS 1 Row at midpt 5-7 Left 2x4 SP No.2MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide, REACTION$ (Ib/size) 7=1035/0-3-8 (min.0-1-9),2--1146/048-0 (min.0-1-11) Max Horz 2=433(LC 4) Max Uplift7=-776(LC 5),2=-879(LC 4) Max Grav7=1300(LC 9),2=1432(LC 10) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=-2150/1096,3-11=-210511115,3-12=-1764/913,4-12=-1683/927, 4-13=-1542/932,5-13=1541/932,6-7-261/228 BOT CHORD 2-10=1260/1923,9-10=-809/1376,8-9=-80911376,7-8=-80911376 WEBS 3-10=-43&W9,4-10=-4/303,543--0/259,5-7=-:1661/977 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL--5.Opsf;BCDL=5. - ift 11,Exp e, tnGI.,GCpi4,18;C-C Exterior(2)=1-0-13 to 1-11-3,interior(1)1-11-3 to 9-0-O,.Exted r( 2 b DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water.ppnding. 0)I` .TM 0 PA 3)Plates checked for a plus or minus.0 degree rotation about its center. C•'/STR1G11gRAI. 4).This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent a I' loads. FE 21149 FE.90MR 5)Provide mechanical connection(by others)of truss to bearing plate capable of withn 77 plift at johi%1a di ave mil n,mtom t 33m ' 879 Ib uplift at joint 2. 7M-r�u 262--*W FAx-�;262-2m41 6)"Semi-rigid pitchbreaks with foxed heels"Member end fixity model vias used.in.the ani ig -. LOAD CASE(S) Standard MAY L 7 �01� Job 1x• Truss Truss Type Qty 'Ply A0013841 420-14 J1 ROOF TRUSS 12 1 Job Reference o liana Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:21 2014 Page 1 ID:YSCOlbi39F KIP86u26luKzDaQm-ijuGXy69mjzYwbyb 6JQ9REELcBfoaYXhgJzCgDC -.4-0-0 1-0-0 , r 1-0-0 -1-0-0 - Scale=1:5.8 I 6.00 12 i 2 T1 1 B1 ztAO Q` 4 3x4= 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Incisase 1.33 TC 0.17 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrbr) Weight:5 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 140-0 oc BOT CHORD 2x4 SP No.2 purlins. . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mk recommends that Stabilizers and required cross bracing be installed during truss enaction,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=23/Mechanical,2=182/0-8-0 (min.0-1-8),4=9/Mechanical Max Horz 2=150(LC 4) Max Uplift3=-28(LC 2),2=-318(LC.4) Max Grav3=160(LC 6);2=243(LC 10),4=18(LC 3) FORCES (Ib)-Max.Comp./Max Ten.-All fords 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.0psf,h=25ft;Cat 11;Exp C; End.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 lb uplift at joint 3 and 318 tb uplift at joint 2. 6)"Semi-rigid pitchbreaks with fixed heels"Member lend fixity model was used in the ana s' n(g o LOAD CASE(S) Standard GCN5tLTM 061SIMM,PA G1VIJ:/STidCRPX PE 12149 ES OMMIZ IZW SA13%h TMAM FpN•>f,M.MWA 3353 m-r3M)2624M FAX-res)262-WW NAY 2 7' 014 Job Truss Truss•Type Qty Piy '?. A0013842 f 4-20-14 J3 ROOF TRUSS 12 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 201'2'MlTek'IndUstrias;Inc. Mon May 2610:33:21 2014 Page 1 ID:YSCON39F KIP86u26luKzDaQm J_JuGXy89mjzYwbyt SJQ9frKEKbBfos3YXhgJzCgDC -1-0-0 3-0-0 1-0-0 3-0-0 I • Scale=1:9.6 3 i I 5 6.00 12 T1 2 1 B1 I 4x4= 4 3-0-0 , r 3-0-0. Plate Offsets(X Y): [2:Edge 0-1-2) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.29 Vergl-L) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code.FBC2010frP12007 (Matra) Weight: 11 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc BOT CHORD 2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS .(Ib/size) 3=56/Mechanical,2=249/0-8-0 (min.0-1-8),4=25/Mechanical Max Horz2=261(LC 5) Max Uplift3=-174(LC 5),2=367(LC 4) Max Grav3=182(LC 6),2=327(LC 10),4=50(LC 3) FORCES (lb)-Max.Comp./Max Ten.-All fords 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.0psf,BCDL=5.Opsf;h=25ft;Cat.ll;Exp Q Encl.,GCpi=O.18;C-C Exterior(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 2-8-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide_machanical connection(by others)of truss to bearing plate capable of with.sta d' pl .if ilo 367 Ib uplift at joint 2. 6)"Semi-rigid pitchbreeks with fixed heels"Member end fixity model was used in the an a n of this akiww I P.4 GI1�./STfdjG711RAL LOAD CASE(S) Standard PE 22149 E8.mIDo5512 1ZW SAL"h 7E aUM MAM A.0WA 3355 7M-OVS)2626223 FAX-009)262-1041 ' MAY 2 7 014 ' Job Truss . Truss Type ' QIY` Ply A0013843 ss 4-20-14 J5 ROOF TRUSS 10 1 I Job Reference(optional) Royal Truss Company,.Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610.33:21 2014 Page 1 ID:YSGOIbi39l_KIP86u2aluKzDaQm.LWGXr69mjzYwbyb 6JQ8rycEHeBF�3YXhgJzC9DC -1-0-0 5-0-0 1-0-0 5-0-0 i Scale=1:13.2 i 3 i I 6.00 r12 5 T1 2 i 1 B1 0 4x4= 4 5-0-0 i 5-0-0 Plate Offsets(X Y)• [2:Edge 0-0-14] LOADING (psf) SPACING' 2-0-0 CSI DEFL in (lac) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.79 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.26 Vert(TL) -0.06 2-4 >866 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight 18 Ib FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc BOT CHORD 2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oa bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=146/Mechanical,2=330/048-0 (min.0-1-8),4=45/Mechanical Max Horz2=383(LC 5) Max Uplift*=-378(LC 5),2=401(LC 4) A Max Grav3=287(LC 9),2=431(LC 10),4=90(LC 3) FORCES (lb)-Max Comp./Max.Ten.-A(1 forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ftj Cat II;Exp C; End.,GCpi=0.18;C-C Extedor(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 448-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer togirder(s)for,truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withsta di pi Q .401 Ib uplift at joint 2. 6).",5emi=iigid pitchbreal(s vo fixed heels"Member end fndty model.was used in the an a gn of this W&WTM ,PA GIVE./STRL-no .. LOAD CASE(S) Standard PE=49 ES 000s-s Y MO SAL 3ah 7ERIUM MAM,MovWA 33156 TEL-05)262-628 FAX-(30)262-MM MAY 27014 E Truss Truss-Type Qty Ply A0013844 J7 ROOF TRUSS 28 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MITek Industries,Inc..Mon May 2610:33:22 2014 Page 1 ID:YSCOlbi39F KIP66u261uKzDaQm-BAHGUtzkw3rgA4A98idYzNBO?eZ3w4O?ICHECIzCgDB -1-0-0 3-7-4 7-0-0 , 3-7-4 34-12 ' Scale=1:16.9 4 Camber=1/8 in 6.00 12 2x4 3 7 T1 6 1 2 1 1 131 d 5 Q 5x6= 3x4= 7-0-0 , ' 7-0-0 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.30 VerKLL) -0.10 2-5 >772 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.57 Vert(TL) -0.25 2-5 >309 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.01 5 n/a n/a BCDL . 10.0 Code FBC2010/TPI2007 (Matrix) Weight 29 Ib FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-8 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=99/Mechanical,2=419/0-8-0 (min.0-1-8),5=190/Mechankal Max Horz 2=426(LC 5) Max Upli!14=206(LC 5),2=-427(LC 4),5=250(LC 5) Max Grav4=156(LC 10),2=538(LC 10),5=314(LC 9) FQRCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-0=-402/166,6-7=-351/167,3-7-303/175 BOT CHORD 2-5=-477/423 WEBS 3-5=-492/554 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;Cat II;Exp C; Encl.,GCpi=O.18;C-C Exterior(2)-1-0-13 to 1-11-3.Interior(1)1-11-3 to 6-8-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus orminus 0 degree rotation about its center. j 3)This truss has been•designed for a 10.0 psf bottom chord live load nonconcurrent with n to m M 4).Refer to girder(s)for truss to truss connections. i 5).Provide mechanical connection(by others)of truss to bearing plate capable of withsta dlift at jointeri 2 TM PA 427 Ib uplift at joint 2 and 250 Ib uplift at joint 5. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the ana 1 a n of this tn� . Z949 Ea aa512 =0&A 3M 78WAM KA",11 DROA 3353 LOAD.CASE(S) Standard 71-Oft)I67-b78 PAX-60)*2-MM MAY 27W4 I Job:.':� Tnus Truss Type Qty Ply A0013845 4-20-14 J76 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 26 10:33:22 2014 Page 1 ID:YSCON39F KIP86u26luKzDaQrrfBAHGUbdew3rgA4A88idYzNB05eZ9w59?ICHECIzCgDB 3-7-4 i 7-0-0 3-7-4 3-4-12 f Scale=1:16.8 3 Camber=1/8 in I i 6.00 F12 2x4 2 T1 5 1 1 B1 a a 3x4= 3x4= 4 7-0-0 7-0-0 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Indease 1.33 TC 0.29 Vert(LL) -0.10 1-4 >788 240 MT20 244/190 TCDL 15.0 ; Lumber Increase 1.33 BC 0.56 Vert(TL) -0.24 1-4 >315 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TP12DO7 (matrix) Weight 28 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 640-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 1=301/0-8-0 (min.0-1-8),3=93/Mechanical,4=208/Mechanical Max Horz 1=405(LC 5) Max Uplift1=-222(LC.4),3=202(LC 5),4=266(LC 5) Max*Grav 1=380(LC 9),3=148(LC 9),4=303(LC 9) FORCES (lb)-Max Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5--385/182,2-5=-286/192 BOT CHORD 1-4=-497/399 WEBS 24=465/579 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TGDL=5.0psf;BCDL=5.Opsf,h=25ft;Cat.II;Exp C; End.,GCpiro.18;C-C Exterior(2)0-4-0 to 3-5-6,Interior(1)3-5-6 to 6-8-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus:or minus O degree rotation about its center. 3)This truss has been designed for a'10 0-psf bottom chord We toad nonconcurrentwith 4)Refer to girder(s)for truss to truss connections. Qui 5)Provide mechanical connection(by others)of truss to bearing plate capable of withsta di pl 202 lb uplift at joint 3 and 266 lb uplift at joint 4. - PA 6)"Semi-rigid pitchbreaks with fixed.heels"Member end fixity model was used in the an gn of this tru /gTRIC1LKL P 23149 EEL 00O 5i2 f LOAD CASES) Standard 'MV SAL ash 7awACE(Are,nawA 33s5 ' Ta-00)262-OZ FAX-(30)262-2®N ' i I Job Truss Truss Type City Ply A0013846 420=14 J7C ROOF TRUSS 2 1 Job Reference(optional) j Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 Mi rek Industries,Inc. Mon May 2610:33:22 2014 Pagel ID:YSColbi39F KIP88u26luKzDaQm-BAHGUtzkw3rgA4A98idYzNB?feZ9w5G?ICHECizCgDB 3-7-4 7-0-0 3-7-4 3-4-12 ' Scale=1:16.8 3 Camber=1/8 in i 6.00 FU 2x4 2 T 5 1 I 1 B1 E• a a 3x4= 3x4= 4 i 7-0-0 7-M LOADING (psf) SPACING, 24)-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.32 Vert(LL) -0.10 1-4 >788 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.56 Vert(TL) -0.24 1-4 >315 180 BCLL 0.0 . Rep Stress Incr YES WB 0.11 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrbo Weight:27 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=301/0-8-0 (min.0-1-8),3=86/Mechanical,4=215/Mechanical Max Horz 1=405(LC 5) Max Uplift1=-225(LC 4),3-187(LC 5),4281(LC 5) Max Grav1=380(LC 9),3=136(LC 9),4=315(LC 9) A FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=371/171,2-5-268/181 BOT CHORD 1-4=-478/384 WEBS 24=459/571 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft;Cat.II;Exp C; Encl.,GCpi=0.18;C-C Exterior(2)0-4-0 to 3-7-3,Interior(1)3-7-3 to 6-8-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live bad nonconarrrent with ny5MrK9Wft. 4)Refer to girders)for truss to truss connections. . o +per 5)Provide mechanical connection(by others)of truss to bearing plate capable of withsta d' pla j 1, 187 Ib uplift at joint 3 and.281-Ib uplift at joint 4. - ,PA t 6)"Semi-rigid pitchbreaks with foxed heels"Member end fbdty model was.used in the an I gn of this Nt P /8TI�1GAJf 11249 FS OrrJID5512 LOAD CASE(S) Standard TO&A 3*IMAM HM,nDIMb 33M 7M-rM 262-vr5 FAX-(30)W-Wk i MAY 27b% Job Truss Truss Type 'Qty. Pry A0013847 i j 4-20-14 . M1 MONO TRUSS 1 1 ' Job Reference o do Royal Truss Company,Doral,FL,•Edward Davis 7.350 s May 18 2012 Mi Tek Industries;Inc. Mon May 2610:33:23 2014 Page 1 ID:YSCOlbi39F KIP86uWuKzDaQm-fMrehD MhNzhnDIUPBnWak6dlsHrLx9XsOnlCzCgDA j 2-" , 4-10-8 i 2-6-8 2-4-0 i Scale=1:13.0 3x5 i3 Camber=1/16 in 6.00 12 6 2x4 11 2 W2 1 W1 BLJ d d 52x4 11 n 6 3x4= 4 3x5= 4-10-8 4-10-8 Plate Offsets(X lr7• [3.0-1-130-1-81 [4:Edge 0-1-8] LOADING (psf) SPACING* 24)-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.63 Vert(LL) 0.15 5 >351 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.70 Vert(TL) -0.15 5 >348 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horc(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matra) Weight:21 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-8 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SR No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. AAITek recommends that Stabilizers and required cross bracing be installed during truss erection,in a—rdance with Stabilizer Installation guide— REACTIONS (Ib/size) 1=455/0-8-0 (min.0-1-8),4=455/0-3-8 (min.0-1-8) Max Horz 1=365(LC 5) Max Upliftl=-472(LC 4),4=-678(LC 5) Max Grav 1=733(LC 9),4=791(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-:All forces 250(Ib)or less except when shown. TOP CHORD 3-4--287/305 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=2511;Cat.Il;Exp C; End.,GCpI=0.18;C-C Exterior(2)0-4-0 to 3-4-0,Interior(1)3-4-0 to 4-8-12;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. to n b of truss to bearing ate capable of withs 4 Provide mechanical connection others pa n9 1 ( y 3 r+n9� 678 Ib.uplift.at joint-4. Q 5).Girder castie-inspan(s):7-0-10 from 0-0-0 to 4-10-8 . _ 6).`%emi-rigid pitchbreaks with fixed heals"Member end fixity model was,used in the an a gn of#his � PA 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as fro ( r B). CIA/13TR1GARAL PE=49 E8.0IDs75517 LOAD CASE(S) Standard_ UV SAL 39th 78azAcE KAM nDopA 33£x5 M-f-AM 262-628 FAX-r-4m;762-2o1/ MAY 2 7 b14 Continued on.Page 2 , Job ' Truss Truss Type Ply A0013847 4-20-14 M1 MONO TRUSS 1 1 j Job Reference(optional) Royal Truss Company,Doral;FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:23 2014 Page 2 I D.-YSCOIW39F�K1PB6u261uKzDaQrn-fKrehQL MhWhnDILiPBnWak6dlsHfZx9XsOnlCzCgDA LOAD CASES) Standard 1)Regular. Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert: 1-4=-132(F=112),1-3=75 I i II a WWVWj06NEE,--,PA CP&/87K CnVAI. FF-E ZZ49 E8 0ID9f v MV W-R%h 7EFRACE i'I1A17,FLORA 3355 ' ! 7M-!3051267-b725 FAX-(309)262-W MAY 2 71014 Job Truss Truss Type Qty Py sr A0013848 4-20-14 M1A ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 26 10:33:23 2014 Page 1 I' � ID:YSCOIbi39F KIP86u281uKzDaOm-ft�ArehD MhNzhnDILiPBnWak4y1zf¢IBXsOnICzCgDA -1-0-0 4-10-8 140-0 4-10-8 Scale=1:13.0 3 I 6.00 rT2 6 T1 2 5 1 B1 e D 4x4= 4 4-10-8 , ' 4-10-8 Plate Offsets(X,Y): r2:Edge,0-0-141 LOADING (psf) SPACING 240-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.22 Vert(TL) -0.05 2-4 >999 180 BCLL ' 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010(rP12007 (Matrix) Weight:17 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-8 oc BOT CHORD 2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=140/Mectianical,2=322/048-0 '(min.0-1-8),4=42/Mechanical Max Horz2=379(LC 5) Max Uplift3=366(LC 5),2=399(LC 4) Max Grav3=280(LC 9),2=422(LC 10),4=84(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All,forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;175mptr(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.0psf;h=25fk Cat.11;Exp C; Encl.,GCpi=0.18;C-C Exterior(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 4-6-8;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5 Provide mecranical connection b others of truss to bearing late capable of ( Y ) g P capa withstan in I' Q I joint.399 b uplift at� 2.. 6)."Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anal 'i of this trlfsR.&VII0 PA ChIL/S TidIGiLIRN. LOAD CASE(S) Standard PE ZU49 EEL 00 MIZ MV SAL 3551h 7MZAM MW,Fl.pWA 3355 711-x3!051267-6T8 FAX-(30)762-2044 MAY 2 7 W4 Job TrussTruss-Type Qty, Pry ' A0013849 4-20-14 T1 ROOF TRUSS 3 1 i Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 26 10:33:23 2014 Page 1 ID:YSCOlb139F K[Mu26luKzDaQni4MrehO MhNzhnDlUPanWak4ylgorr?9XsOrdCzCgDA 11-0-p 6-2-5 12-2-2 , 18-1-15 , 24-4-4 , -0-0 6-2-5 ' 5-11-13 5-11-13 6-2-5 Scale=1:42.4 i Camber=1/4 in li 4x4= 6.00 12 5 3x4 12 13 I 2x4\\4 2x4 3 6 14 11 1 c}1 1 2 s 10 9 $ 5x6= 5x6= 3x4= 3x4= 3x4= . 8-2-4 16-2-0 , 244-4 8-2-4 7-11-13 8-2-4 LOADING (psf) SPACING 240-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.19 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.78 Vert(TL) -0.34 7-8 >854 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrbo Weight 113 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-3 oc bracing. WEDGE MTek recommends that Stabilizers and required Left:2x4 SP No.2,Right 2x4 SP No.2 cross bracing be installed during truss erection,in accordance-with Stabilizer Installation guide. REACTIONS (Ib/size) 7=1131/0-3-8 (min.0-1-12),2=1242/0-8-0 (min.0-1-14) Max Horz2=54(LC 6) Max UpIIft7=777(LC 5),2=-968(LC 4) Max Grav7=1461(LC 9),2=1591(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All fords 250(ib)or less except when shown. TOP CHORD 2-11=2444/1170,3-11=2379/1190,3-4=2209/1156,4-12=-2106/1167, 5-12=-209511181,.5-13--2115/1241,6-13=2229/1217,6-14=2385/1254, 7-14-2493/1238 BOT CHORD 2-10=912(2036,9-10--464/1324,8-9-464/1324,7-8-940/2072 WEBS 5-8=-409/811,6-8=-587/489,5-10-371/'774,3-10=553/463 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.OFnloads Encl.,GCpi=0.18;C-C Extedor(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 12-22,.E.xterDOL=1.60 plate grip DOL=1.603)Plates checked for a plus or minus 0 degree rotation about its center. G /57laJCA�t4G4 .This truss has been des ned for a 10.0 f bottom chord live load nonconcurrent g ps wIth .5)Provide mechanical connection.(by others)of truss to bearing plate capable of withstalift at joint 1�h 413 Fs `:5re968 Ib uplift at joint 2. -WO sit"h.M&AM K",>=1DMA s�FAX-f3a)262: '6)"Semi-rigid pitchbreaks with Tixed heels"Member end foaty model was usedin the anan of this LOAD CASE(S) Standard MAY 2 7 X014 Job Truss Truss Type Qty Ply 21 A0013850 4-20-14 T10 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:33 2014 Page 1 ID:YSCOIbi39F KIP86u261uKzDaQm-NIRQos5eKSEG mWGIWK7vh8gr31E??wdgPRJ6dzCgDO 10-10-8 1 -5r8 16-9-8 19-4-6 22-4-0 1-0-0 5-6-8 5-4-0 -7- 5-4-0 2-6-14 2-11-10 � Scale=1:41.4 Camber=1/8 in 5x6= 5x6= 4 5 6.00 12 17 18 3x4% 3x4 z 3 6 ti 4x8= 2x4 11 1 V11 7 8 16 5 4 82 U 5x6 15 14 13 12 11 10 g 2x4 11 3x4— 3x8= 3x4= 2x4 LI 5x6= . 44•_ _ 5-6-8 1 10-10-8 11-50 16-9-8 1 19-4-6 22-4-0 5-6-8 15-4-0 -7- 5-40 2-6-14 2-11-10 Plate Offsets(X,Y): [4:0-3-0,0-2-01,[5:0-3-0 0-2-0] r7:0-5-4,0-2-01,[9:0-3-0,0-2-121,[12:0-2-0,0-1-121 LOADING (psf) SPACING 2-0-0 CSI bEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.58 Vert(LL) 0.1011-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.60 Vert(TL) -0.17 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matra) Weight:134 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc -BOT CHORD 2x4 SP No.2 purlins, except and verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEDGE MiTek recommends that Stabilizers andcared Left:2x4 SP No.2 cross bracing beinstalled during truss erection,in accordan—with Stabilizer Installation uide, REACTIONS (Ib/size) 9=1035/0-3-8 (min.0-1-9),2=1146/0-8-0 (min.0-1-12) Max Holz 2=192(LC 5) Max Uplift9=708(LC 5),2=915(LC 4) Max Grav9=1323(LC 9),2=1464(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-16--2275/1062,.3-16=-2193/1 0so,3-17=1632/889,4-17=1532/903, 4-5--1391/903,5-18--15311910,6-18=-1627/897,6-7=-2134/1103 BOT CHORD 2-15=-999/1916,14-15--999/1916, 13-14--999/1916,12-13=-601/1286, 11-12=964/1901, 10-11=-980/1892,9-10=-976M893 WEBS 3-13=-717/443,4-13--292/447,5-12=-171/403,6-12=-698/448, 7-9=2150/1103 NOTES 1)Unbalanced:roof Jive loads have been considered for this design. o0 0 Q 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=S.Opsf;BCDL=5.0Fnoloads. ll:r�cP PA EC�cI.,Gpi=0.18;C-C Exterior(2)-1-0-13 to 1-11-3,Interior(1).1-11-3 to 10-10-8.Extto 11-5-8, l g Interior(1)14-5-8 to 19-1-6;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. FF-27249 EE owssin 4)Plates checked for a plus or minus 0 degree rotation about its center. MV sit ,11 aUa MAA,nxWA� ' 5)This truss has been designed for a'10.0 psf bottom chord live load nonconcurrent with 7°' 126 bZ8 FAX-(�)w2-Wu .6)Provide mechanical connection(by others)of trues to bearing plate capable of withstanding 705 15 uplin at join 915 lb uplift at joint 2. I Continued on page 2 MAY 2 7 x.014 Job Truss Truss Type Qty Ply i A0013850 4-20-14 T10 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:33 2014 Page 2 ID:YSCOlb139F KIP86u261uKibaQm-NIRQoe5eKSEG mWGIOUvh8gr31E??wdgPRJSdzCgDO NOTES 7)"Semirigid p*khbreaks with fried heels"Member end fotity model was used in the analysis and design of this truss. LOAD CASES) Standard i CZNMLTW- ,PA CIVIL/57RZll AL P.P.22249 ES vooV 1 MV SAL 391h TERRACE HM,FLORIDA 3363 TEL-WS)26244 FAX-(30)262-20M MAY 27x.014 Job Truss Truss Type Qty. ply ' A0013851 1 4=20-14 T11 ROOF TRUSS 9 1 Job Reference optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:33 2014 Page 1 ID:YSCOIbi39F KIP66u261uKzDaQm-NIRQoe5eKSEG_mWGIWK7vhas 3JE903dgPRJ5dzCgOO 5-2-2 10-1-12 , 15-1-6 17-3-14 20-3-8 , ti-0-0 5-2-2 ` 4-11-10 4-11-10 2-2-8 2-11-10 i Scale=1:37.7 Camber=1/16 in 4x4= 4 6.00 12 16 • 15 3x4 3x4 3 5 4x8_ 2x4 11 IVI 6 7 14 C) 2 1 4 a 1 5x6 r 13 12 11 10 9 8 2x4 11 3x4= 3x8= 3x4= 2x4 I I 5x6= 5-2-2 10-1-12 15-1-6 17-3-14 , . 20-3-8 , 5-2-2 ' 4-11-10 4-11-10 2-2-8 2-11-10 Plate Offsets(X,Y): t6:0-5-4,0-2-01,f8:0-3-0,0-2-121 LOADING (pso SPACING • 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.51 Vert(LL) 0.08 11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.53 Vert(TL) -0.14 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matra) Weight:109 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-13 oc bracing. WEDGE MTek recommends that Stabilizers and required Left 2x4 SP No.2 cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. . REACTIONS (Ib/size) 8-937/0-8-0 (min.0-1-8),2=1050/048-0 (min.0-1-9) Max Horz2=192(LC 5) Max Uplift8=646(LC 5),2=-854(LC 4) a Max Grav8=1201(LC 9),2=1341(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=2041/943,3-14=1964/959,3-15=14421784,4-15=135V797, 4-16=-1349/806,5-16-1436/793,5-6=-1901/985 BOT CHORD 2-13=-899/1715,12-13=-899/1715, 11-12=-899/1715,10-11=863/1699, 9-10---881/1693,8-9=-877/1693 WEBS 3-11=-W1415,4-11=-337f736,5-111=6391420,13-8-49201990 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Op IlrA c iii Q Encl.,GCpi=0.18;C-C Extedor(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 10-1-12,Exteri Interior(1)17-3-14 to 20-1-12;Lumber DOL=1.60 plate grip DOL=1.60 PAGfY1L/STlaiG1> 3)Provide adequate drainage to prevent water ponding. f E 2II49 F!3 0ID�,511 4)Plates checked for a plus or.minus 0 degree rotation about its center. 5)This truss.;has been designed for a 10.0 psf bottom chord live load nonconcurrent with n loads. me 5j13M» K"rtWA 33M 6)Provide mechanical connection(by others)of truss to bearing plate capable of wit,sm i lift at jolt$IIW'bZS' F'X-(M)262- 854 Ib uplift at joint 2. Continume�dnon page 2�ks with fixed heels"Member end fixity model was used in the analysis and design�At�iisF 014 Job Truss Truss Type Qty Ply s' A0013851 4-20-14 T11 ROOF TRUSS 9 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 16 2012 MTek Industries,Inc. Mon May 2610:33:33 2014 Page 2 ID:YSCOIbi39F KIP86u26luKzDaQm-NIRQoeSeKSEG mWGNVK7vh8s 3JE?03dgPRJSdzCgDO i LOAD.CASE(S) Standard CIA/67141=4M PE 7141 TiJl?,rl(- PE 22M E6 000S52 MV 61 M 7SWALE",FLORIDA 33155 TEL-OW 762-6725 FAX-f367S W-WN MAY 27A14 i Job Truss Truss Type Qty. Py IIIA 4-20-14 T12 ROOF TRUSS 1 1 A0013852 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:34 2014 Page 1 ID:YSCOlbl39F KIP86u26luKzDaQm-rU?o? 6G51M7cw5SrDrMSvh?BTeGkQ6m23Bte3zCgD? �1-0-9 5-8-4 11-2-0 14-3-1222-4-0 , 22-4-0 , -0- 5-8-4 5-5-12 3-1-12 3-1-12 4-10-8 Scale=1:41.4 Camber=118 in 4x4= 4 3x4 6.00 F12 14 5 3x4 • 3 4x4= 3x4 11 6 7 Ivi 15 4 n 13 ... ..... N 1 1 IV W s 5x6 f 12 11 10 9 8 2x4 11 3x4= 3x8= 3x4= 5x6= 5-8-4 11-2-0 17-5-8 22-4-0 , 5-8-4 5-5-12 6-3-8 4-10-8 Plate Offsets(X,Y): [8:0-3-0,0-2-12] LOADING (psf) SPACING • 240-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.61 Vert(LL) 0.10 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.61 Vert(TL) -0.20 9-10 >999 180 BCLL 0.0. Rep Stress Incr.. YES WB 0.51 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight 123 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-13 oc bracing. WEDGE WEBS 1 Row at midpt 6-8 Left 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. . REACTIONS (Ib/size) 8=1035/0-3-8 (min.0-1-9),2=1146/0-8-0 (min.0-1-12) Max Horz 2=262(LC 5) Max UpiffM--724(LC 5),2=907(LC 4) A Max Grav8=1318(LC 9),2=1461(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=2263/1036,3-13=2180/1054,3-14=-1688/854,4-14=-1483/868, 4-5--1543/902,5-6=-2175/1158 BOT CHORD 2-12=1046/1932,11-12--1046/1932,10-11--1046/1932,9-10=832/1597, 8-9=-985/1896 WEBS 3-10=-753/470,4-10:m.4621918,5-10=-540/394,5-9--240/488, 6=9=-295/266," 211811093 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vesd=136mph;TCDL=5.Opsf,BCDL=5.0Ff,;E2 t 11;Exp C TM ,PA Encl.,GCpi=0.18;C-C Exterior(2)-1-0-13 to 1-11-3,Irrterior(1)1-11-3 to 11-2-0,Exter143-12, /gam .Interior(1)..11-5-8 to 22-2-4;Lumber DOL=1.60 plate grip DOL=1.60 PF 27149 FA 0ID®5512 3)Provide adequate drainage to prevent water ponding. �5a.3th 7E MAM►tare,11 DOPA 3353. li 4)Plates checked fora lus or minus 0 degree rotation about its center. - )zbs vrs FAX-00)a;:-xa _ ._ f • This truss as n. esigned for a 10:0 psf bottom chord five load nonconcurrent.witii 'ny*ouner live RMI. Continued on page 2 MAY 2 7 A14 Job a� Truss Truss Type Qty. Ply A0013852 4-20-14 T12 ROOF TRUSS 1 1 Job Reference(optional) Royal Trusg.Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:34 2014 Page 2 ID:YSCOU39F KIP86u281uKYDaQm-rU?o?6G51M7cw5SrDrMSvh?BTeGk06m23ete3zCgD? NOTES j 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 724 Ib uplift at joint 8 and 907 Ib uplift at joint 2. j 7)"Semi-rigid pitchbreaks with foxed heels"Member end fodty model was used in the analysis and design of this truss. i LOAD CASE(S) Standard a i I CCN5 LTM Ur_ FA CN&./57f811:T1?,t i FE.71149 E&000sw 4V SAL M 78azAcZ HWM,f xODA 3365 7M-r-30)262-62S FAX-(3Pt3)262-MM i MAY 2 71014 Job Truss Truss Type Qty. Ply A0013853 4-20-14 T13 ROOF TRUSS 1 1 Job Reference o tions Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:34 2014 Page 1 ID:YSCOIbi39F_KIP86u26luKzDaQm-rU?o? 6G51M7cA6SrDrMSvh?7rd3kPZm238te3zCgD? �1-" 5-8-4 , 11-2-01 15-5-8 18-9-0 , 22-4-0 , 1-0-0 5-8-4 5-5-12 4-3-8 3-3-8 3-7-0 Scale=1:41.1 Camber=1/8 in i 4x4= i 6.00 F12 14 15 44= 2x4 11 3x4= 2x4 5 6 7 ri T3 3 16 13 IVI. 101) 5 A c 2 d1 ' 5x6 ' 1211 10.. 9 g 3x4= 3x4= 3x8= 3x5 N 3x4= 7-10-0 15-5-8 18-9-0 22-4-0 , 7-10-0 . 7-7-8 3-3-8 3-7-0 Plate Offsets MY): r8:0-3-0,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (foe) Udefl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.62 Vert I_L) -0.10 2-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.69 Vert(TL) -0.25 2-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matra) Weight:125 Ib FT=0% LUMBER BRACING TOS'CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or•3.4-14 oc BOT CHORD 2x4 SP No.2 purlins, .except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied.or 5-5-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS '(Ib/size) 8=1035/0-3-8 (min.0-1-9),2=1146/043-0 (min.0-1-11) -Max Horz2=336(LC 5) Max Uplift8-746(LC 5),2=-898(LC 4) Max Grav8=1314(LC 9),2=1454(LC 10) ' FORCES (Ib)-Max.Comp./Max.Ten.-All fords 250(Ib)or less except when shown. TOP CHORD 2-13=2193/1036,3-13--213411064,3-14-1942/1001,4-14=1837/1014, 4-1.5-1937/1111,5-15-2004/1097,5-6=-1072/596,6-16=10721596, 7-16-1072/596,7-8=-12731757 BOT CHORD 2-12=-1121/1920,11-12=-70811275,10-11=-708/1275,9-10-929/1727 WEBS 3-12=-505/428,4-12-3141688,4-10=-407/746,5-10=-492/391, 7-9=-857/1544,6-9=-3521288,5-9--978/504 NOTES_ 1)U 6'lanced roof live-loads-have been considered for this design. 2).Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Op 11;Exp C; 8 PA Encl.,GCpi=0.18;C-C Exteribr(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 11-2-0,ExteriInterior(1.)15-5-8 to 22-2-4;Lumber DOL=1.60 plate grip DOL=1.60P1149F9 mID�,5j13)Provide adequate drainage to prevent water ponding.4)Plates checked for a plus.or minus 0 degree rotation about its,center. 1V ga.3� ►Aare,F nopA sass5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withads. �zbs�r� FAX-OW)wt-Wk .6)Provide mechanical connection(by others)of truss to bearing plate capable of withstan Ing up a loln aci Continued oGfltpaatge�t 2., MAY :L.7 X014 Job SZ Truss Truss Type Qty Ply � A0013853 420-14 T13 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis- 7.350 s May 18 2012 MIT&Industries,Inc. Mon May 28 10:33:34 2014 Page 2 i ID:YSCOlbi39F KIPBBu26luKzDeQm-rU?076G5lM70&SSrDrMSvh??Td3kRZm23Ble3zC9D? NOTES 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I cow � 'PDQ C NSLLT9. PA G11�/ST►a1GTIlRA1. i P.811143 EEL 000-KC1 i MO 8913%h 7I3azACE MAM,RDMA 33b5 7M--(305)26244 FAX-(3M)262-2014 i MAY 2 7 W4 Job Truss Taus Type Qty Pry A0013854 4-20-14 T2 ROOF TRUSS 1 2 Job Reference Optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 Mi Tek Industries,Inc. Mon May 2610:33:25 2014 Page 1 ID:YSCOIbi39F KIP88u261uKzDaQm-dyOav9cD_DP1XvjggBFb?pMDrXB71vS AVup4zCgD8 3-8-0 , 7-1-8 , 10-1-12 , 13-2-0 , 16-7-8 , 20-3-8 1-3-$ 3-8-0 3-5-8 3-0-4 3-0-4 3-5-8 3-8-0 1-0-0 Scale=1:35.7 I Camber=3116 in I 4x5 I I I 4 6.00 12 •3x4 3x4 3 '5 3x4 3x4 6 152 4 16 1 I 7 B1 B2 8 " 14 13 '12 11 10 9 e e 6x8= 6x12 MT20H= 2x4'II 5x12 MT20H= 7x8= 6x6= 3x6 11 7x6= 3-8-0 , 7-1-8 , 10-1-12 , 13-2-0 ,_- 16-7-8 , 20-3-8 , 3-8-0 3-5-8 3-0-4 3-0-4 3-5-8 ' 3-8-0 ' Plate Offsets(X Y)• [1'Edge 0-2-1] [5:6--1-8,0-1-81,r7:0-0-0,0-2-11,[9:04-0,0-1-41] [10:0-3-0,0-4-01,[11:04-0,0-4-121,[13:0-3-0,0-4-121 LOADING (psfl SPACING* 24)-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 1.00 Vert(LL) 0.24 11-13 >981 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.74 Vert(TL) -0.33 10-11 >719 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matra) Weight:257 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SYP No.2'Excepr BOT CHORD 'Rigid ceiling directly applied or 6-11-4 oc bracing. B2:2x6 SYP SS WEBS 2x4 SP No.2 REACTIONS (Ib/size) 1=4251/0-8-0 (min.0-3-10),7=6104/0-8-0 (min.0-5-8) Max Horz 1=-68(LC 7) Max Upliftl=-3494(LC 4),7-5112(LC 5) Max Grav 1=6174(LC 10),7=9280(LC 9) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-11543/6482,2-15=-11429/6484,2-3=-11930/6762,3-4=-9747/5473,. 4-5=-9748/5452,5-6=-1241816741,6-16-15009/7965,7-16=15057/7957 BOT CHORD 1-14--5461/9922,13-14--6461/9922,12-13--5759/10601, 11-12-5759/10601,10-11=5792/11041,9-10=-6769/12979, 7-9=-6769/12979 WEBS 4-11=-4613/8317,5-11-3809/2040,5-10=-190513831,6-10-2226/1123, 6-9=1.352!2793,3-11=3]17/2030,3-13=-19.35/3087,2-13=-415/780 NOTES 1)2-ply truss to be connected together with 10d(0.131"xTj nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 04-0 oc. CGIN3lLTM Bim;PA Webs connected as follows:2x4-1 row at 0-9-0 oc. CW&/STRIG URAL 2)All loads are considered equally'applied to all.plies,except if noted as front(F)or baFn (B), LOAD PE.71149 Ea oem551z CASE(S)section.Ply to ply connections have been provided to distribute only loads unleM sa n,MwAcE MM,KD)WA w5s otherwise indicated. 1Fs.-(is)262-6M FAX- 262-2014 3)Unbalanced roof live loads have been considered for this design. MAY -2.7 A14 doritinued on page 2: =-114 Truss Truss-Type Qty PlyA0013654 T2. •ROOF TRUSS. , Job Reference o tion Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 16 2012 MTek Industries,Inc. Mon May 26 0:33:25 2014 Page 2 I1):YSCOIbi39F KIP86u261uKzDaQm dy08VlcD_DP1XvjggBFb?pMDrXB71v5_AVup4zC®D8 NOTES 4)Wind:ASCE 7-10;175mph(3-second gust)Vesd=136mph;TCDL=5.Opst BCDL=5.Opsf;h=25ft;Cat.II;Exp C;Encl.,GCpi=0.18;C-C Exterior(2) 0-40 to 3-4-0,Interior(1)3-4-0 to 1D-1-12,Exterior(2)10-1-12 to 13-2-0;Lumber DOL=1.60 plate gdp'DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. 6)The solid section of the plate is required to be placed over the splice line at joint(s)12. j 7)Plate(s)at joint(s)1,4,11,5, 10,6,9,3,13,2, 14 and 7 checked for a plus or minus 0 degree rotation about its center. 8)Plate(s)at joint(s)12 checked for a plus or minus 3 degree rotation about Its center. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3494 Ib uplift at joint 1 and 5112 ib uplift at joint 7. 11)Girder carries tie-in span(s):2444 from 7-1-8 to 20-3-8 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s)2285 Ib down and 1577 lb up at 7-1-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert: 1-4=-75,4-8=-75,1-13---20,7-13=-535(F=515) Concentrated Loads(lb) Vert: 13=1777(F) CalaLT9J'-,ecoem,PA CRS./STFUG711RAI- FF-212.49 E8 vzM512 MO 8-AL 394h MMAa K"1100PA 3365 TEL-r3Z)267-6375 FAX-(903)262-WW MAY 27A14 w II Job2r Truss Truss hype Qty Ply A0013855 4-20-14 T3 ROOF TRUSS 2 1 Job Reference o tion i Royal Truss Company,Doral,FL,Edward Davis 7.350 a May 18 2012 Mrrek Industries,Inc. Mon May 26 10:33:25 2014 Page 1 ID:YSCOlbi39F KIPB6u26luKzDaQm-dyO6YtcD_DP1X*gBFb?pTOrat7QBS_AYup4zCgDB r1-0-Q 5-2-2 10-1-12 , 15-1-6 , 19-9-4 , 1-0-0 5-2-2 4-11-10 4-11-10 4-7-14 I • Scale=1:34.7 Camber=1/8 in 4x4= . 4._ i 6-0052 92 13 2x4 \\ 2x4 3 5 1 14 6 3x5 11 1 4 7 2 dt1 81 LL11 62 o i s 'e 10 9 8 5x6- 3x4= 3x4= 3X4= 3x8 11 6-7-9 13-0-10 , 19-9-4 , 6-7-9 '6-5-2 6-8-10 Plate Offsets(X Y): p:0-5-6 Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Vert(LL) 0.08 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.51 Vert(TL) -0.16 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.05 7 n1a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrbc) Weight 95 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP Nat BOT CHORD Rigid oiling directly applied or 6-10-0 W bracing. SLIDER Right 2x4 SP No.2 2-7-3 Mi Tek recommends that Stabilizers and required cross bracing be installed during truss erection,in . accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=920/0-3-8 (min.0-1-8),2=1032/0-8-0 (min.0-1-9) Max Horz2=54(LC 6) Max Uplift7=-653(LC 5),2=-847(LC 4) A Max Grav7=1 191(LC 9),2=1321(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All fords 250(lb)or less except when shown. TOP CHORD 2-11=1957/954,3-11=-I WV970,3-12=-1790/974,4-12=-1 698/987, 4-13=-1552/946,5-13--1638/932,5-14=-1732/995,6-14=-17961986, 6-7=1872/974 BOT CHORD 2-10-723/1616,9-10=358/1046,8-9-358/1046,748=-697/1519 WEBS 3-10=-4321379,4-10--328/650,4-8--247/488,5-8=-389/364 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE.7A0;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.0rdiplift t.� +�,. Encl.,GCpi�.18;C-C Exterior(2)-1-0-13.to 1-11-3,Intedor(1)1-11-3 to 10-1-12,Extto y '0 ten=' Lumber DOL=1.60 plate Blip DOL=1.60 CC�T9+IG ,PA 3)Plates checked for a plus or minus 0 degree.rotation about its center. CPA/STfdll>il>Fi'M- 4)This truss-bas been designed for a 10.0 psf bottom chord live load nonconcurrent withloads. PP.245 Ea O'S12 5)Provide mechanical connection(by.athers)of truss to bearing plate capable of withsta at j0' Verb TI MUZ KfAM nDODA.UM 847 Ib uplift at joint 2. M-095)20-6M FAX-r-'M 762-WW 6)"Semi-rigid pitchbreaks with foxed heels"Member end fodty model was used in the analysis LOAD CASE(S) standard MAY 21 X014 Job Truss Truss-Type Qty Ply 2' A0013856 4-20-14 T3A ROOF TRUSS 1 1 Job Reference(optional) i Royal Truss Cgmpany,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries;Inc. Mon May 2610:33:25 2014 Page 1 ID:YSC01b139F KIP86u261uKzDaLimdy0 v?cD_DP1XvjggBFbTpU3raV702S_4Vup4zCgD8 T1— 5-2-2` 10-1-12 , 15-1-6 , 17-3-14 , 20-3-8 , 1-04 5-2-2 4-1.1-10 4-11-10. 2-2-8 2-11-10 Scale=1:36.8 Camber=1/16 in i 4x4= 6.00 Ff2 15 16 3x4 3x4 3. 5 4x8= 2x4 11 6 7 14 0 2 1 4 N c1 °D ac�F Q �I`�'o 5x6' 13 12 11 10 9 8 2x4 11 3x4= 3x8_ 3x4 2x4 11 5x6= 5-2-2 10-1-12 15-1-6 17-3-14 , 19-9-3 2Q-3r8 5-2-2 4-11-10 4-11-10 2-2-8 2-5-5 -6- Plate Offsets(X,Y): t6:0-5-4,0-2-01,f8:0-3-0,0-2-121 LOADING (psf) SPACING• 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.50 Vert(LL) 0.07 11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.52 Vert(TL) -0.12 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight 107 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP NQ.2 BOT CHORD Rigid ceiling directly applied or 6-3-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required Left:2x4 SP No.2 cross bracing be'installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1025/0-8-0 (min.0-1-9),8=912/0-3-8 (min.0-1-8) Max Horz2=192(LC 5) Max.Uplift2=-838(LC 4),8=-023(LC 5) Max Grav2=1309(LC 10),8--1171(LC 9) FORCES (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=19781909,3-14=1901/925,3-15=13761751,4-15=-1285/765, 4=16=-1283/771,5-16=1370/757,5-6=1714/884 BOT CHORD 2-13=870/t661,12-13=-870/1661,11-12=-870/1661,10-11=774/1531, 9-10=-714/1381,8-9=711/1382 WEBS 3-11=-663/418,4-11=-306/678,5-11=515/359,6-87--1719/884 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE T-1 0,-'175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.0 f; t Encl.,GCpi=0.18;C-C Exterior(2)-1-0-13 to 1.-11-3,Interior(1)1-11-3 to 10-1-12,Ex te'o to Interior(1)17-3-14 to 19-7-7;.Lumber DOL=1.60 plate grip.DOL=1.60 TM PA 3)Provide adequate drainage to.prevent water ponding. /STRUG1llFW- 47 Plates checked for a plus or minus 0 degree rotation about its"center. f E ZM Fes.o'52 5)This truss.has been designed for a 10.0 psf bottom chord live load nonconcurrent a loads. wo asp 3ah 7> rears,amwA 3386 ' 6)Provide mechanical connection(by others)of truss to bearing plate capable of withsta d plift at jAt *2-azs FAx-(3*)2&z-sr u 623 ib uplift at joint 8. 7)"Seeuednon page 2�ks with fixed heels"Member end forty model was used in the analysis and desig� liZtrps �� Job a, Truss Truss•Type Ply A0013856 j I 4420-14 T3A ROOF TRUSS 1 1 Jdb Reference(optional) Royal Truss Company,Doral,FL,.Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:26 2014 Page 2 ID:YSCOIW39F KIPB6u26luKzDeQm-4x1MnKFOF ILCehUwNYHJ7DMfpFwksrHbDgFSMXzCgD7 LOAD CASES) StandairJ C40LTM D PA V*/STIR Gllp,Al, PE=49 FS.00MI2 We&A nh 7ERRAGE MM,FLORIDA 33M F11 7M-(-NZ)%]-678 FAX-00)262-20A MAY 27X014 Job s3 Truss Truss-Type Qty. Ply A0013857 4-20-14 T313 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:26 2014 Page 1 ID:YSCOIbi39F KIP86u281uKzDaQm-4xWnKFOF ILGehUwWIU7DM®SFwkssBbDgFSMXzCgD7 T1-0:Q 5-2-2 , 10-1-12 15-1-6 20-3-8 Z 1-3-$ 5-2-2 ' 4-11-10 4-11-10 5-2-2 I • Scale=1:36.8 Camber=1/8 in 4x4= i I 4 6.00 F12 12 13 2x4\\ 2x4 3 5 11 14 1 i 2 6 �1 7 B2 e e 10 9 8 ee 5x6= 3x4= 3x4= 3x4= 5x6 6-10-0 13-5-8 20-3-8 , 6-10-0 6.7-9 6-10=0 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.53 Vert(LL) -0.08 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.52 Vert(TL) -0.17 6-8 >999 180 8CLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matra) Weight:94 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-9 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1037/0-8-0 (min.0-1-9),6=1037/04W (min.0-1-9) Max Horz 2=62(LC 6) Max Uplifl2=849(LC 4),6=-849(LC 5) Max Grav2=1335(LC 10),6=1335(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=-1967/936,3-11=-19131952,3-12=-17761934,4-12=-16821947, 4-13--16821947,5-13=-1776/934,5-14=-1913/N2,6-14=-1967/935 BOT CHORD 2-10=-685/1633,9-10=-333/1098,8-9=333/1098,6-8=-702/1667 WEBS 4-8=-311/629,5-8=-439/383,4-10=311/629,3-10---439/383 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft Cat II;Exp C; Encl., GCpi-0.18;C-C Exterior(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 10-1-12,Exte'7ffln - Lumber DOL=1.60 plate grip DOL=1.60 . FoM 3)Plates checked for a plus or minus 0 degree.rotation about its center. PA 4)This truss.has been designed for a 10.0 psf bottom chord-live load nonconcurrent with oads. COWLTWx yT/8ThUGTURM5).Provide mechanical connection(by others)of truss to bearing plate capable of withstan lift at joint.649 Ib upfi(t at joint 6.'. 6)"Sami-rigid pitchbreaks with faced heels"Member end fbdty model was.used in the analin of thisRM MaUa U4, s3M LOAD CASE(S) Standard MAY 27X014 Job es Truss Truss Type Qly Ply i A0013858 4-20-14 T4 ROOF TRUSS 1 al Truss Corn 5 Job Reference(optional) Ro y Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:28 2014 Page 1 ID:YSCOlb339P KIP86u26luKzDaQm-OKeXWVWI=u?elVzkyDeftQ2bjKflugBkYQPzCgD5 -1-0-9 3-8-0 , 7-1-8 , 9-0-0 , 12-0-3 , 15-M , 19-1-7 ,_ 23-0-11 27-1-12 , 1-0- 3-8-0 3-5-8 1-10-8 13-0-3 3-0-3 4-1-1 3-11-5 4-1-1 ' Scale=1:49.8 Camber=7/16 in i 4x4= i 6.00 3x4 12 5 4 3x5 3x4 21 6 5x12 MT20H= 3x4= 5x12 MT20H= 2x4 II Ci 3 7 8 9 10 20 c 2 1 N 3x8 19 18 17 16 15 14 13 12 11 2x4 11 3x4= 3x8= '7x12 W20H WB= 3x6= 2x4 11 6x10= 6x8= 3x4= 3-8-0 7-1-8 , 9-M , 12-0-3 15-0-6 , 19-1-7 L 23-0-11 27-1-12 , 348-0 3-5-8 1-10-8 3-0-3 3-0-3 4-1-1 3-11-5 4-1-1 ' Plate Offsets(X Y): 12:0-0-12,0-1-81,[6:0-1-12,0-1-81,[7:0-6-0,0-2-121,[11:0-5-0 0-4-4] [13:0-2-8,0-1-81,[16:0-3-8,044] LOADING (psf) SPACING 240-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.75 Vert(LL) 0.63 14 >507 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.62 Vert(TL) -0.88 13-14 >364 180 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO. WB 0.72 Horz(TL) 0.11 11 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix). Weight:875 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc T3:2x4 SP M 30 purlins, except end verticals. BOT CHORD 2x6 SYP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2*Except* W12:2x6 SYP No.2 OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 11=7558/0-8-0 (min.0-2-12),,2--6255/0-8-0 (min..072-2) Max Horz2=191(LE 5) Max Upliftl 1=-6148(LC 5),2=5223(LC 4) a Max Grav11=11548(LC 9),2=9132(LC 10) FORCES (lb)-Max.CompJMax.Ten.-Ali forces 250(Ib)or less except when shown. TOP CHORD 2-20=-17000/9321,3-20=16952/9329,3-21=17610/9790, 4-21=17544/9795,4-5-16570/9179,5-6=16624/9199,6-7=27144/14674, 7-8=-45477/24350,8-9=39005/20784,9-22=1028/552, 10-22=1028/552, 10-11-313/229 BOT CHORD 2-1. 131/14637,18-19=813'x/14637,17-1.8-x-8699/15657,. .. .16=17=13103/24290,15=16=-24413145567;14-15=-24413/45567, 13-14=-20784/39005,12-13=12460/23439,11-12-1246b/23439 WEBS 3-19=297/254,3-18=-681/1234,'4-18=1377/2063,4-17-1890/1385, 5-1.7=-7925/14353,6-17-13645f7282,6-16--7409/14123, 7-16=24141/12833,7-14-1006/702,8-14=-3857x/000,8-13=-2960/17 0, CTM i3 PA 9-13=-9004/1683719=12=-1337/2747,9-11=24318/12921 Gly/57RrriI X PE.=49 ES.mooM WO 513`3h Taw.AM MM,RnMA 33rri 7a-(3M)267-6235 FAX-(395)262-!VW.... Continued on page 2 MAY 2 7 A14 Job �. Truss . . TrussTyps Qty, Ply 1 A0013858 4-20-14 T4 ROOF TRUSS 1 j 5 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 26 10:33:28 2014 Page 2 ID:YSCOIb138F KIP86u26luKzDaQM-OKexkxlVWvczu?eNzkyDeRxQ2bjKflug$kYQPzCgD5 NOTES 1)5-ply truss to be connected together with 1 Od(0.131'X )nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 cc,2x6-2 rows staggered at 0-9-0 oc. jBottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. Attach TC&BC w/1/2"diem,bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. 2)All loads are considered equally applied to all plies,except d noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft;Cat.ll;Exp C;•Encl.,GCpi=0.18;C-C Exterior(2) -1-0-12 to 1-11-4,Interior(1)1-11-4 to 940-0,Exterior(2)940-0 to 12-0-3,Interior(1)15-0-6 to 26-11-0;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. j 6)All plates are MT20 plates unless otherwise indicated. 7)Plates checked for a plus or minus 0 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 6148 Ib uplift at joint 11 and 5223 lb uplift at joint 2. 10)Girder carries tie-in span(s):22-40 from 7-1-8 to 27-1-12 11 "Semi-rigid pitchbreaks with foxed heels"Member end fixity model was used in the analysis and design of this truss. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2493 Ib down and 1720 Ib up at 7-1-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-5=-75,5-7=-75,7-10=-75,2-19--20,11-18=-487(F=-467) Concentrated Loads{Ib) Vert: 18=1938(F) a tZNSI.LTMG B' PA Ch&/67KCnX& PE 71149 E8.00MI2 s MO&A 35h TERRACE tLAh6 FLORIIDA 3355 TEL-x3051262-b22S FAX-(305)262-MM MAY 27 014 Job Truss Truss Type Qty Ply `` A0013859 4-20-14 T5 ROOF TRUSS 8 9 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:29 2014 Page 1 ID:YSCOlbi39F KIP86u26luKzDaQm-UWCvyH27HDkgV6DV3gFBlr 4bSte3AL1voT6yrzCgD4 1-0-P4-7-4 , 9-0-06,13-4-12 ,15-0- 19-1-7 , 23-0-11 , 27-1-12 , -0 4-7-4 4-4-12 4-4-12 -7-1 4-1-1 3-11-5 4-1-1 Scale=1:49.9 Camber=7/16 in 4x4= 4 6.00 Ff2 '3x4 19 20 3x5 3 5 7x8= 2x4 II 4x10= 2x4 II 10 6 7 8 9 18 0 2 d 11 1 N 5x6__ 17 16 15 14 13 12 11 10 2x4 II 3x8= 5x6 WB= 2x4 11 3x8= 2x4 11 5x6= 3x4= 4-7-4 1 9-0-0 13-4-12. 15-0 19-1-7 23-0-11 27-1-12 4-7-4 14-4-12 4-4-12 -7-1 4-1-1 3-11-5 4-1-1 Plate Offsets MY): [5:0-2-4,0-1-8] [6:0-5-4,Edge] 110:0-3-0,0-3-01,[14:0-1-8,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.85 Vert(LL) 0.51 13 >631 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -0.8312-13 >388 180 BCLL 0.0 Rep Stress Inca YES WB 0.48 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight 144 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-10 oc BOT CHORD 2x4 SP No.2*Except' purlins, except end verticals. 132:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 5-16,8-10 OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required WEDGE cross bracing be installed during truss erection,in Left:2x4 SP No.2 accordance with Stabilizer Installation guide., REACTIONS (lb/size) 10=1264/041-0 (min.0-:1-14),2=137410-8-0 (min.0-2-1) Max Horz2=192(LC 5) Max Upliftl0---867(LC 5),2=1071(LC 4) Max Grav 1 0=1 580(LC 9),2=1745(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All fords 250(lb)or less except when shown. TOP CHORD 2-18=2849/1381,3-18=2779/1394,3-19=2395/1268,4-19=2316/1286, 4-20=2315/1300,5-20=2389/1287,5-6=4799/2495,6-7=5213/2732, 7-8-5213/2732 BOT CHORD 2-17=-1280/2414,16-17=-1 280/2414, 15-16=2226/4301,1.4-15=2226/4301, 13-14=-3205/6173,12-13=7-3202/6175,11-12=-1688/3168, . 1001=4688/3168 WEBS 3-16=455/306,4-16=813/1641;546=-2629/1439,5-14-983/2008, 6-14=2700/1413,6-12=1043/509,•7-12=-400/302,8-12=1139/2229, O 8-1.0-3373/1791 COhf LTM 061mm,FA CA/STialGiWAL NOTES FP.=49 E&mIDm12 1)Unbalanced roof live loads have been considered for this design. 10®ga,�,1Macs ,»or�A3355 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=S. t II;E�Qw262-6m P x_r3m;w2-1 Encl.,GCpi=0.18;C-C Exterior(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 9-0-0,Exteri , 15-0-6 to 274-0;Lumber DOL=1.60 plate grip DOL=1.60 � � feel alb drainage to prevent water ponding. MAY "2 71014 9 Age . . Job Truss Truss-Type Qty. Ply g • A0013859 4-20-14 T5 ROOF TRUSS 8 1 Job Reference(optionaill Royal Truss Company,Doral;FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 26 10:33:29 2014 Page 2 ID:YSCOIbi39F KIP86u261uKzDaQm-UWCvyH27HDkgVBDV3gFBlr 4bSte3AL1-T6yrzC9D4 MOTES 4)The solid section of the plate is required to be placed over the splice line at joint(s)15. 5)Plate(s)at joints)4,.6,9,10,2,3,17,16,5,14,13,7, 12,11 and 8 checked for a plus or minus O degree rotation about its center. 6)Plate(s)at joint(s)15 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of.truss to bearing plate capable of withstanding 867 lb uplift at joint 10 and 1071 Ib uplift at joint 2. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard a CC1inTW 8 PA CW&./STfdJt:TlJri111. Pf.22249 E8 OIDM12 MV SAL eat,TBWCE rears,KDOPA 3355 ' M-S3M 267-678 FAX-(305;2&2-W4 MAY 2 7 x,014 ' Job Truss Truss Type Qty Ply A0013860 4-20-14 T6 ROOF TRUSS 3 1 Job Reference(optional) i Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:30 2014 Page 1 ID:YSCOlbi39F KIP86u26luKzDaQm-yjmH9c312xsh7inhcNmQl3WJLsF4odNB8SDfVIzCgD3 5-8-4 , 11-2-0 + 15-3-3 f 16-7-1? 19-+4-6_ , 22-4-0 , -0- 5-8-4 5-5-12 4-1-3 1-4-9 2-8-10 2-11-10 ' Scale=1:41.1 Camber=1/4 in 4x4= 4 6.00 12 14 •15 3x4 3x4 3 5 4x4= 3x4— 6 7 13 4 0 2 1Bi N 1 e 5x6 a 12 11 10 9 8 2x4 11 W.=3x4= 3x8 3x5 11 5-8-4 11-2-0 19-4-6 , 22-4-0 , 5-8-4 5-5-12 8-2-6 2-11-10 ' Plate Offsets(X Y): [7:0-1-12,0-1-8] 18:0-2-12,0-1-81 LOADING (W SPACING 2-0-0 CSI bEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.60 Vert(LL) -0.12 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.69 Vert(TL) .-0.36 9-11 >738 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:117 Ib FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. VVEBS 2x4 SP Not BOT CHORD Rigid ceiling directly applied or 5-9-14 oc bracing. WEDGE MiTek recommends that Stabilizers and required Leff 2x4 SP No.2 cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS ,(Ib/sae) 8=1035/0-3-8 (min.0-1-9),2=1146/D-8-0 (min.0-1-12) Max Horz2=192(LC 5) Max Uplift8=703(LC 5),2=909(LC 4) A Max Grav8=1325(LC 9),2=1465(LC 10) FORCES (Ib)-Max Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=2266/1045,•3-13=2182/1063,3-14--1609/860,4-14--1507/873, 4-15=1505/881,5-15=1603/868,5-6=2194/1089,6-7=1856/893, 74=-1315/682 BOT CHORD 2-12-982/1907,11-12-982/1907,10-11-959/1858,9-10=-959/1858 WEBS 3-11-728/468,4-11-371/832,5-11=673/484,5-9=0/272,6-9=1141/629, 7-9=-1018/2153 NOTES 1)Unbalances roof live loads have been considered for this design. o fl Q 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=.136mph;TCDL=5.Opsf;BCDL=5.0 J a .Enol.,GCpi=0.18;C-C Exterior(2)-1-0-13 to 1-11-3,interior(1)1-11-3 to 11.-2-0,Exted r( 31,0 1 1-2-0, .�TM ,FA Interior(1).1'9-4-6 to 22-2-4;Lumber DOL=1.60 plate grip DOL=1.60 CK/57RICnPA 3)Provide adequate drainage to prevent water ponding. FJ=2� lca�"I2 4)Plates checked for a plus or minus 0 degree rotation about its center. 'uzm SA 3M 7 RACE rn^FiDWA 3365 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with nads. -Oft)7e2-6z$ . FM-(30)262-W ni I n n ale withs n 6)Provide mecha ca .co necUo (by others)of truss to bearing plate capable of toding III 1301"i Conti ued on.paat�joa t 2. MAY 2 7 x.014 Job Truss Truss TYpe Qty Ply sz A0013860 j 4-20-14 T6 ROOF TRUSS 3 1 Job Reference(optional) Royal Truss Company,Doral,FL;Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:30 2014 Page 2 ID:YSCOlbl39F KIP86u28juKzDao"mH9c312Xsh7inhcNmQl3WJLsF4odNBBSDfVizCgD3 NOTES 7)"Semi-rigid pitchbreaks with fbced heels"Member end fodty model was used in the analysis and design of this truss. LOAD CASE(S) .Standard t a ' •off � 4� CCN:L..TW,Bt PA CNS•./87RJMIPX PE 12249 En OvMM MW bA fth 7ERRAM",nj;IWA 3355 Ta-(30)262-628 FAX-009)W-WW MAY 2 7 X014 Job Truss Truss-Type Qty. Ply 2 I A0013861 4-20-14 T7 ROOF TRUSS 1 2 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:31 2014 Page 1 ID:YSCOlbl39F KIP86u26luKzDeQm-OvKfNy4NpcLYISMtA51fgG3ReGXGX1 KM6yC11¢CgD2 11-0-9 4-10-8 , 6-8-8 , 9-2-2 11-7-12 , 14-6-10 15-3,4. 19-4-6 it 22-4-0 , -0 4-10-8 1-10-0 2-5-10 2-5-10 2-10-14 018-10 4-1-22-11-10 Scale=1:43.9 Camber 1/4 in . 4x5' 2x4 11 7 8 5x6 3x4= 3x8= 5x6= 6.0012 3 4 5 22 5x6= 4x10= 21 9 10 20V19 TS 2 4 0 1 12 N N cJ 1 B1 5x6_ 19 18 17 16 15 14 13 12 11 3x4= 3x4= 6x6= 3x4= 6x6- 6x8= 5x10= 5x12 MT20H 11 2x4 11 4-10-8 , 6-8-8 , 9-2-2 , 11-7-12 , 13-10-0 ,15-3-4, 19-4-6 .22-4-0 , 4-10-8 . 1-10-0 2-5-10 2-5-10 2-2-4 1-5-4 4-1-2 2-11-10 I Plate Offsets(X,Y): [2:0-0-8,0-1-4],[3:0-3-0,0-2-0],[6:0-3-0,0-3-0],[9:0-3-0,0-2-12],[10:0-4-0,0-2-0],[11:0-5-8,Edge],[12:0-a-0,0-3-0],[13:0-4-0,0-4-a], [14:0-3-0,0-3-12] LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.82 Vert(LL) 0.30 15 >868 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.95 Vert(TL) -0.40 15 >647 180 MT20H 187/143 BCLL 0.0 .. Rep Stress Incr NO WB 0.66 Horz(TL) 0.08 11 n/a n/a SCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight 302 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 3-0-11 oc BOT CHORD 2x6 SYP No.2 purlins, except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-4-5 oc bracing. W13:2x6 SYP No.2,W12:2x4 SP M 30 REACTIONS (Ib/s¢e) 11=5099/04-8 (min.0-4-6),2=2915/0-8-0 (min.0-2-5) Max Horz 2=239(LC 5) Max Uplift11=-4202(LC 5),2=2493(LC 4) Max Grav 11=7466(LC 9),2=3935(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-20=7251/4258,3-20=7161/4272,3-4=-6088/3726,4-21=-8154/4933, 5-21=-8154/4933,5-6=-11748/6993,6-7=10428/6199,7-8=-10140/6037, B-22=-1016615952,9-22=-10216/5942,9-10=10272/5784, 10-11=6341/3610 BOT CHORD 2-19--3800/6240,18-19=-49W/8128, 17-18=-611.`3/10239, 16-17=-6113/10239, 15-16=-6113110239,14-15--7028/11824, 13-14=4881/8377,12-13=-6016/10651,11A2=241/417 WEBS 3-19=1798/3136,4-19=3436/2073,4-18=1540/2637,5-18=3056/1754, 5-16-114/282,5-.157-1278/2227,,6-15=-1 806/1082;6-14=3945!2436, O 7-14=3156/4946,8-13=149/274,9-'13=1697/833,9-12=4217125'79, 10-12=-0541/11629,7-13=2231/3958 =N5LLTWG BC,>I ,FA CK/STFirftIRAi. DOTES FE Za..19 EB.OID@r.�512 1)2-ply truss to be connected together with 10d(0.131'!x3')nails as follows: W ga.�,:> FI DFWA 33t s ' Top chords connected as follows'2x4-1 row at 0-9-0 oc,2x6-2rows staggered at 0- hL-rs��s v2E FAX-(30)w2-zou 'Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 014 Continued on page 2 MAY 27 Jo br_ Truss Truss Type Ply .. A0013861 4-20-14 T7 ROOF TRUSS 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 26 10:33:312014 Page 2 ID:YSCOIbi39F KIP66u261uKzDaQm-QvKtNy4Npq_YISMtA51fgG3ReGXGX1_KM6yC11¢CgD2 NOTES 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only.loads.noted as(F)pr(B),'unless otherwise indicated.. .. 3)Unbalanced roof.live loads have been considered for this design: 4)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Opsf,11=251t;Cat.II;Exp C;Encl.,GCpi=0.1.8;C-C Exterior(2) -14042 to 1-11=4,Interior(1)1-11-4 to 4-10-8,'Exterior(2)4-10-8 to 7-10-8,Interiooll)11-7-12 to 22-1-4;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)The solid section of the plate is required to be placed over the splice line at joints)6. 8)Plate(s)at joints)3,7,9,11,2, 17,19,4,18,5, 16,15, 14,8,13,12 and 10 checked for a plus or minus 0 degree rotation about its center. 9)Plate(s)at joints)6 checked for a plus or minus 3 degree rotation about its center. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4202 ib uplift at joint 11 and 2493 Ib uplift at joint 2. 12)Girder carries tie-in span(s):20-3-8 from 13-8-8 to 224-0 13)"Semi-rigid pitchbreaks with.fixed heels"Member end fixity model was used in the analysis and design of this truss. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)289 lb down and 199 lb up at 4-10-8,and 506 Ib down and 349 Ib up at 648-8,and 2151 Ib down and 1484 Ib up at 13-8-8 on bottom chord. The design/selection of such connection device(s)is the 'responsibility of others. LOAD CASE(S) Standard 1)Regular. Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert 1-3=75,3-6=-75,6-7=75,7-9=75,940=75,2-14--20, 11-14-44 (F=-428) Concentrated Loads 0b) Vert:19=225(F)18=-393(F)14=1672(F) A } CTM F4 CA/8TRCIIJI 4L PF-71149 EEL 0IDMI2 122®0-13%h 7MAM U4,KDFWA 33M ' 7F1-r3091261-&M FAX-(309)262-20}1 MAY 2 7 X014 Job Truss Truss Type Qty Ply A0013862 4-20-14 T8 ROOF TRUSS 1 1 Job Reference optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610.33:32 2014 Page 1 ID:YSCOlbi39F_KIP86u26luKzDaQm-u5u2al4?Z88PMcx4kopuNUchog_xGYRbIim7AzCgD1 �1-0-9 3-10-0 6-10-8 , 11-2-0 15-5-8 , 19-4-6 , 22-4-0 , -0- 3-10-0 3-0-8 4-3-8 4-3-8 3-10-14 2-11-10 j Scale=1:41.4 Camber=1/8 in I + 4x8= 2x4 11 4x8= 4 17 5 18 6 6.00 12 3x4 3 -jX 19 4x8= 2x4 11 7 810 10 ivi T-4 �- 16 r, 0 1 20 V6 N 5x6— 15 14 13 12 11 10 .... .. .. .9 2x4 II 3x4= 3x4— 3x8= 3x4= 2x4 II 54=' 3-10-0 6-10-8 11-2-0 15-5-8 1 19-4-6 22-4-0 3-10-0 ' 3-0-8 4-3-8 4-3-8 3-10-14 2-11-10 Plate Offsets(X,Y): 14:0-5-4,0-2-01,[6:0-5-4,0-2-01,[7:0-5-4,0-2-01,[9:0-3-0,073-0) LOADING (psf) SPACING * 2-0-0 CSI •DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.47 Vert(LL) 0.11 12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.47 Vert(TL) . -0.17 12-14 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBO201 O/TP12007 : (Matrix) Weight 124 lb FT=0% .LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-5 oc bracing. WEDGE MiTek recommends that Stabilizers and required Left:2x4 SP No.2 cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 9=103510-3-8 (min.0-1-9),2=1146/0-8-0 (min.0-1-11) Max Horz 2=193(LC 5) Max Uplif19=741(LC 5),2=948(LC 4) Max Grav9=1301(LC 9),2=1441(LC 10) ^ FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16=-2236/1183,3-16--218811193,3-4--1938/1128,4-17=-203211247, 5-17=2032/1247,5-18=2032/1247,6-18=203211247,6-19=1902/1109, 7-19=196511096 BOT CHORD 2-15=1108/1892, 14-15=110811892,13-14=936/1659,12-13=-936/1659, 11-12=915/1684,10-11=-1070/1899,9-10=106511902 WEBS 4-12=-273/50216-12----247/464,:,7-9=-2171/1217,3-14=292/211, 5.12=-449/351 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Cj@18-5�.8, 11;ExpC -� PA Encl.,GCpi=0.18;C-C Exterior(2)-1-0-13to 1-11-3,Interior(1)1-11-3to6-10-8,ExtVM/g7RJCl1X& Interior(1)18-5-8.to 19-4-6;Lumber DOL=1.60 plate grip DOL=1.60 PE 22245 EfL0CM2 3)Provide adequate drainage to prevent water ponding. yam&A San 78MACE MM,R DMA 33m 4)Plates checked for a plus or minus 0 degree rotation about its center. . T14--r-AMW-bZ FAX-(30)162-WW .'$)'This truss'has been designed fore 10.0 psf bottom chord live load nonconcurrent with a s. Continued on e e? . MAY p.g. Job Truss Truss Type Qty Ply A0013862 f 4-20-14 T8 ROOF TRUSS 1 1 Job Reference(optional) Royal Trues Company.Doral,FL,'Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:32 2014 Page 2 NOTES ID:YSCOlbi39F KIP86u26luKzDeQm-u5u2a14?ZBaPMcx4kopuNUchog_xGYrrblimZAzCgD1 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 741 Ib uplift at joint 9 and 948 Ib uplift at joint 2. 7.):'Semi-rigid pitchbreaks with fixed heels'Member end fbdty model was used in the analysis and design of this truss. LOAD CASE(S) Standard a C[NULTWs Dr E'EN,PA f E=49 E8 0005612 -WO bAL Mh MW-AM K",F OPWA 33M TEL-r-AM) 67-6M FAX-(305)2&2-WW MAY 2 7 014 Job Truss Truss Type Qty Ply .. s A0013863 4-20-14 T9 ROOF TRUSS 1 1 F-JobReference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:32 2014 Page 1 ID:YSCOlbi39F KIP86u26luKzDaQm-u5u2a14?Z86PMac4kopuNUca_gwhGYwTbl[MZAzCgD1 1-0-4 4-6-8 - - 8 8-10 8 13 5-8 19-4-6 22-4-0 -0 4-6-8 4-4-0 4-7-0 5-10-14 2-11-10 Scale=1:41.4 Camber=1/4 in 4x4= .4x6 4 15 16 5 6.00 12 2x4 14 17 3 4x8= 2x4 11 6 7 13 0 2 4 CN c�1 1 N 5x6 t 12 11 10 9 8 3x8= 30= 3x4= 2x4 II 5x6= 8-10-8 13-5-8 1 19-4-6 4 22 -0 , ' 8-10-8 4-7-0 5-10-14 2-11-10 Plate Offsets(X,Y): [5:0-5-4,0-2-0],[6:0-5-4,0-2-01,[8:0-3-0,0-2-121 LOADING (psf) SPACING • 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.91 Vert(LL) -0.14 2-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC. 0.74 Vert(TL) -0.39 2-12 >673 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight 118 Ib FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end BOT CHORD 2x4 SP No.2 verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or.5-6-8 oc bracing. WEDGE MTek recommends that Stabilizers and required Left:2x4 SP No.2 cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 8=1035/0-3-8 (min.0-1 9),2=1146/0-8-0 (min.0-1-11) -Max Horz2=192(LC 5) Max UpliftS--732(LC 5),2=939(LC 4) A Max Grav8=1312(LC 9),2=1452(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13--2196/1183,3-13--2150/1202,3-14--1810/1003,4-14--1726/1017, 4-1.5=1581/1011, 15-16=1581/1011,5-16=1581/1011,5-17=1722/1012, 6-17=1820/998 BOT CHORD 2-12=-1113/1882,11-12=-78811509, 10-11=-788/1509,9-10=-1074/1993, 8-9=1067/2000 WEBS 3-12=-441/363,4-12=-131/369,5-10--52/259,6-10=-511/318, 6-8=-2302/1225 NOTES Ca7u-ttr�xt1 [f7�IZo 14,-„zrs.,..�, 1)Unbalanced roof live loads have been considered for this design. u uu_t�nr u 2).Wind:ASCE 7-10;175mph(3-second gust).Vasd=136mph;TCDL=5.Opsf;BCDL=5.Op Il;Exp C; TW. ,PA Encl.,GCpi=0.18;C-C Extedor(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 8-10-8,Exterio 2 1 16-5-8, GUS/STR1Gi> Al Interior(1)10-5-8 to 1911-6;Lumber.DOL=1.60 plate grip DOL=1.60 PF 22249 Ea oem? 3)Provide adequate drainage to prevent water:ponding. 'Wo&A ft i 78 WJa U4,R DRJDA 33M 4)Plates checked for a plus or minus 0 degree rotation about its center. . 7--OM)2624M FAX-(M)7*2-20A j 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any iiftr live ioaas. Cond6ued on.page 2 MAY 2•-7.x,014. Job 1a Truss Truss Type. Qty Ply E A0013863 4-20-14 Te ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward.Davis 7.350 s May 18 2012 Mi Tek Industries,Inc. Mon May 26 10:33:32 2014 Page 2 ID:YSCOibi39F KIP86u26luKzPaQm-u5u2at4?ZSSPMcx4kopuNUca_gwrhGYwTblim7AzCgD1 NOTES 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 732 Ib uplift at joint 8 and 939 Ib uplift at joint 2. 7)"Semi-rigid pitchbreaks with foxed heels"Member end fixity model was used in the analysis and design of this truss. 1 LOAD CASE(S) Standard a OQ � QLD CCWLTW,, PA CIS/STRrnVAL PE.71149 ES 00MI2 'MO s113%h 78&4M KAM,KDROA 33M TM-Oft)262428 FAX-rift)262-WW MAY 27014 Job Truss Truss-Type Qty Ply a` A0013864 4-20-14 V1 ROOF TRUSS 1 1 Job Reference(optional) j Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 M?ek Industries,Inc. Mon May 26 10:33:34 2014 Page 1 ID:YSCOlbi39F KIP86u261uKzDaQm-rU?o?6G51M7cw5SrDrMSvhftTnYkXOm236te3zCgD? 2-0-0 2-0-0 Scale=1:5.8 2 5x6 j 6.00 Ff2 I ' I 1 II B1 2x4 Plate Offsets MY): 12:0-2-13,0-4-81 LOADING(psf) SPACING ' 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.6 Lumber Increase 1.33 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matra) Weight 6 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 240-0 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTsk recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=59/2-0-0 (min.0-1-8},3=59/2-0-0 (min.0-1-8) Max Horz 1=88(LC 4) Max Uplift1=54(LC 4),3=-97(LC 4) Max Grav1=77(LC 9),3=89(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All fords 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat Ii;Exp C; Encl.,GCpi=O.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a,10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstan . 97 Ib uplift at joint 3. oo D M 6)"Semi-rigid pitchbreaks with fixed heels"Member end fbdty model was used in the anal sl n is tr rss GOrfgtLTW 8 ,PA i LOAD CASE(S) Standard /STI�1CTilRAi. PE_21249 EEL OPM12 Tr t0&Al3°Ah MaUa KAM,Kn0PA 33M a M-1305)2626225 FAX-Oft)262-20W 1 NAY:L.7.. 014 Job ,y. Truss... T uss Type s_ �! A0013865 4-20-14 V10 OWE 1 1 Job References(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,,Inc. Mon May 2610:33:37 2014 Page 1 ID:YSCOlbl39F KIP86u261uKzDaQm-F3hxdOS80gkiTNg1XL034XJaVhl?xtXD11PXDOzCgCy 4-7-7 8-0-0 10-10-12 1-4- 4-7-7 3-4-9 2-10-12 -5-1 j Scale=1:18.2 j 3 I ' 6.00 12 T2 2x4 II 4 2x4 11 9 2 8 W2 I � i W3 W1 B1 Li 3x4 7 •6 5 2x4 11 2x4 11 2x4 I I 4-7-7 8-M 1.0-10-12 1-4- 4-7-7 3-4-9 2-10-12 -5-1 LOADING (psf) SPACING 240-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.28 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.22 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2010(TP12007 (Matrix) Weight 44 lb FT-O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 10-10-12. (lb)- Max Horz1=184(LC 4) Max Uplift All uplift 100 Ib or less at joints)except 1=126(LC 4), 5=191(LC 4),7=-428(LC 4),6=193(LC 5) Max Grav All reactions 250 Ib or less at joint(s)1,5 except 7=601(LC 9),6=311(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forte 250(lb)or.less except when shown. WEBS 2-7=-483/436,3-6=263/235 NOTES 1)Unbalanced roof live loads have been considered for this design. . 2)Wind:ASCE 7-10; 175mph(3--second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat ll;Exp C; Encl.,GCpi=0.18;C-C Ezteriot(2)0-7-7 to 3-7-7,Interior(1)3-7-7 to 8-0-0,Exterior(2)8-0-0 to 10-9-0;Lumber DOL=1.60plate grip DOL--11.60 3)Plates-checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. tag , PA 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withLd2fjplift oads; /ST1ajGIEV 6)Provide mechanical connection(by others)of truss to bearing plate capable of withsta at joint 21249 JC WA191 Ib uplift at joint 5,428 Ib.uplift at joint 7 and 193 Ib uplift at joint 6.7)"Semi-rigid pitchbreaks with fixed heels"Member end fodty model was used in the anan of this Ph IMAM HIM,Fl.00Da 3355 . 7EL-13Pf17b7-628 FAx-f3O91262-YDH LOAD CASES) Standard MAY. 27A14 Job Truss Truss Type Qty. Ply `- A0013866 4-20-14 V2 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MITek Industries,Inc. Mon May 2610:33:35 2014 Page 1 ID:YSCOIbi39F KIP86u26luKzDeQm-JgZACK7us3U_D4gePxMb?6EJUt70T GwHjwQAVzcgD_ 2-0-0 2-7-14 2-0-0 U-7-14 III 3x4= Scale=1:5.7 2 3. III 6.00 12 3x6 II T2 1 1 131 4 2x4 G 2-7-14 , 2-7-14 Plate Offsets MY): [2:0-2-0,Edgel,[3:0-3-8,0-1-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.04 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:8 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-14 oc BOT CHORD 2x4 SP No.2 purlins, except and verticals. WEBS 2x4 SP No.? BOT CHORD Rigid ceiling directly applied or 10-0-0o c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 1=90/2-7-14 (min.0-1-8),4=90/2-7-14 (min:0-1-8) accordance with Stabilizer Installation guide. Max Horz 1=62(LC 4) Max Upliftl=-108(LC 4),4=123(LC 4) Max Grav1=124(LC 9),4=128(LC 9) FORCES (lb)=Max.CompJMax Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads•have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.0psf;BCDL=5.Opsf,h=25ft;Cat.II;Exp C; Encl.,GCpi--0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip•DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with y Otter Ive oa s. 6)Provide mechanical connection(by others)of truss.to bearing plate capable of withstan 123 Ib.uplift at joint 4. • 7)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the anal i n n of this tr 9AaL-TM ' GMPA ildlGTllRN_ LOAD CASE(S) Standard PE X49 F$0AVW2 -. �sat 3911,TF.WLSCE I'AAMI,FLt7RIDA 33x5 ' a TM-r_Aft)262-& FAX-x'0)7b2-20A' i MAY 27 �014 Job Truss Truss Type Qty Ply A0013867 4-20-14 V3 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,PL,.Edward Davis. .7.350 s May 18 2012 MiTek Industries;inc. Mon May 2610:33:35 2014 Pagel ID:YSCOlbl39F KIPB6u261uKzDaQm-.IgZACK7us3U_D4gePxMb76Elst6TT GwHjwQAVzcguL 2-M , 4-0-0 , 2-0-0 2-M j3x4= Scale=1:7.6 6.00 Fl2 2 3 1 61 2x4 2x4 4-0-0 4-0-0 Plate Offsets(X Y): [2:0-2-0Edge] LOADING (psf) SPACING ' 2-0-0 CSI DEFL in (loc) I/deff Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.10 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight 11 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc BOT CHORD 2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=131/44)-0 (min.0-1-8),3--131/44)-0 (min.0-1-8) Max Upliftl=-169(LC 4),3=169(LC 4) Max Grav1=185(LC 9),3=185(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsfi BCDL=5.Opsf;h=25ft;Cat II;Exp C; Encl.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60. 3)Plates checked for a plus or minus 0 degree rotation about its enter. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withsta 69 Ib uplift at joli it 1 andnelf 169 lb uplift at joint 3. 7)"Semi-rigid pitchbreaks with foxed heels"Member end fixity model was used in the anal i n 2sfYhi� 'per C NML.TM PA LOAD CASE(S) Standard CA/STh71GTWX •F?£22149 ES.X12 VV SAL 351h TE WAI:E KAM nDRt9A 3355 7EL-(-AM)207-638 FAX-(309)262-26141 I MAY 2 7 X014 Jab Truss Truss Type: Qty. PIY rz 4-20-14. JIV3A ROOF TRUSS 1 � A0013868 Job Reference o tional Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:33:35 2014 Page 1 ID:YSCOlbi39F KIP86u26luKzDaQm-JgZACK7us3U D4gePxMb?6ED2t6l t GwHjwQAVzCgD_ 4-0-0 4-0-0 2x4 11 Scale=1:9.5 2 6-00F1_2 ' W1 1 131 3 2x4 2x4 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.13 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matra) Weight:14 Ib FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 440-0 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during` cuss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=154/4-0-0 (min.0-1-8),3=154/4-0-0 (min.0-1-8) Max Horz 1=230(LC 4) Max Uplift1=140(LC 4),3=255(LC 4) Max Grav 1=201(LC 9),3=232(LC 9) a FORCES (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=199/271 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Opsf,h=251t;Cat.II;Exp C; End.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ! 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstan nwiftatjointlan 255 Ib.uplift at joint 3. 6)"Semi-rigid pitchbreaks'with fixed heels"Member end fixity model was used in the anal i 0 this-tru- :-- 1 ' MS B+CsB,IL",r,PA ! LOAD CASE(S) Standard GIVIt/87RCTIPAI. • PJ?17!49 E.4 0IDtD55lI M2V 59139th 788 AM HI",KDWA 3353 713 ONW 261-6226 FAX-NZ)762-WW I MAY 2 7014• { Job Truss i Truss-Type Qty Piy 420-14::: V4 ROOF TRUSS 1 1 A0013869 Job Reference o 'onal Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 26 10:33:36 2014 Page 1 ID:YSCOU39F KIP86u261uKzDaQm-ns7YQg8WdNcrrDFrzetgXKmQcHPRCRW3WNgzhxzCgCz 4-0-0 4-7-14 i 4-0-0 0-7-14 III 3x4= Scale=1:9.4 2 3 3x4 11 6 6.00 F12 T2 IN1 5 1 B1 4 3x4 2x4 II 4-7-14 Plate Offsets MY): [2:0-2-0Edgel 4-7-14 LOADING (psf) SPACING 240-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.29 Vert(LL) n/a - n/a 999 MT20. 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.24 Vert(TL) Wa - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix) Weight 1616 FT=0%0 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 47-14 oc' BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 1=185/47-14 (min.0-1-8),4=185/47-14 (min.0-1-8) acx ordance with Stabilizer Installation tilde. Max Horz 1=193(LC 4) Max Uplift1-201(LC 4),4=274(LC 5) Max Grav1=250(LC 9),4-270(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have.been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opst BCDL=5.Opsf;h=25ft;Cat II;Exp C; t Encl.,GCpi=0.18;C-C Extedor(2)0-7-7 to 3-7-7,Interior(1)3-7-7.to 4-0-0,Extedor(2)4-0-0 to 4-6-2;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf,bottom chord live load nonconcurrentJani a I 6)Provide mechanical connection(by others)of truss to bearing plate capable of witd p atlom 1 an a ` 274 lb uplift at joint 4. PA 7)"Semi-rigid pitchbreaks with fused•heels"Member end fixity model was used in the i n of this /g 9 .. • �E X149 �, - EH mID�.�512 LOAD CASES) Standard WO$1L rA MatACE U4,Ro"A 3355 7EL-131767-b725 FAX-f30JT7ra7-7®H NAY 2 7 10A Job Truss Truss Type Qty. Ply rr A0013870 4-2Q-14 V6 MNGP08T 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 Mi rek Industries,Inc. Mon May 2610:33:36 2014 Page 1 ID:YSCOlbi39F MP86u26luK2DaQm-ns7YQg8WdNcrrDFrzetgXKm00HRbCR(3WNgzhxzCgCz 4-0-0 6-10-12 , 4-0-0 2-10-12 Scale=1:12.8 4x4= 2 6 6.00 12 T2 W1 3 5 1 W2 131 Li L 4 2x4% 2x4 11 3x8 11 3x4= 440-0 6-10-12 4-M 2-10-12 Plate Offsets(X,Y): 13:0-0-0,0-1-21, 3:0-2-11,Ed el LOADING (psf) SPACING * 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.43 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL). 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:24 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MTek recommends that Stabilizers and required Right:2x4 SP No.2 cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=166/6-10-12 (min.0-1-8),3=143/6-10-12 (min.0-1-8),4--28816-10-12 (min.0-1-8) Max Horz 1-1 O(LC 4) Max Uplift?-239(LC 4),3=-218(LC 5),4=-262(LC 5) A Max Grav1=238(LC 9),3=209(LC 9),4=377(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-298/301 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.0psf;BCDL=5.Opsf;h=25f;Cat.II;Exp C; End.,GCpi=0.18;C-C Exterior(2)0-7-7 to 3-7-7,Interior(?)3-7-7 to 4-M,-Exterior(2)4-0-0 to 6-10-12;Lumber. DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable squires continuous bottom chord bearing. ift .Q 5)This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent withFn0azwkinag6)Provide mechanical connection(by others)of truss to bearing plate capable of withstalift at joint PA 218 Ib uplift atjoint 3 and 262 lb uplift atjoint4. CPA/57RJGT!!A 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was.used inthe anan of this truU' 49 F'a°o`"tt 1716&A3'%h70RAM WtnMWA 3355.' LOAD CASE(S) Standard tet.-n4ow 252-6z8 FAx-(m;262-sal MAY 2 74014 f Job Truss Truss Type Qty ply sr + A0013871 4-20-14 V6A ROOF TRUSS 1 1 Job Reference(optionaill Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012'Mi I'ek Industries,Inc. Mon May 26 10:33:36 2014 Page 1 ID:YSCOlbi38F KIP86u26luKzDaOm-ns7YQg8WdNmDFrzetgXKmM!HRpCPF3WNgztu¢CgCz 6-0-0 , 6-7-14 , 6-0-0 0-7-14 3x4= Scale=1:13.0 3 42x4 11 T2 6.00 F12 2x4 11 2 7 W1 N ST1 1 1 6 5. 2x4% 2x4 II 2x4 II 6-7-14 , - Plate Offsets KY): [3:0-2-0,Edgel 667-14 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.54 Vert(LL) n/a - n/a -999 MT20 244/190 TCDL , 15.0 Lumber Increase 1.33 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix) Weight 25 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 30`Except' TOP CHORD Structural wood sheathing directly applied'or,6-0-0 oc T2:2x4 SP No.2 purlins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required OTHERS 2x4 SP N6.2 cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 1=3/6-7-14 (min.0-1-8);5=44/6-7-14 (min.0-1-8),6=513/6-7-14 (min.0-1-8) Max Horz 1=265(LC 5) Max Uplift1=-48(LC 6),5=28(LC 4),6=756(LC 5) Max Grav1=234(LC 5),5=57(LC 3),6=762(LC 9) ° FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-7-336/187,2-7=-326/198 WEBS 2-6=-688/793 NOTES 1)Unbalanced roof live loads have been considered for this design. . 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,.BCDL=5.Opsf;h=25ft;Cat 11;Exp Q Encl.,GCpi=0.18;C-C Exterior(2)0-7-7 to 3-3-15,Interior(1)3-3-15 to 6-0-0,Exterior(2)6-0-0 to 6-6-2;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. [hyo 4)Gable requires continuous bottom chord bearing. 5).This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withLhioads. CNM TABU PA 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstaft at joint 1, 22245/ Ea p6lb uplift at joint 5 and 756 Ib uplift at joint 6:7)°Semi-rigid pitchbreaks with_faced heels".Member end fodty model was usedin the analn of this VW. 78wa► .q oRms 33m TEL-!3057 2b2 678 FAX-(3¢6)262-WA LOAD CASE(S) Standard MAY 2 7 X014 JobTruss Truss Type Qty P r:• .. i Aaoly 13872 4-20-14 V8 . KINGPOST 1 1 Job Reference(optional) Royal Truss Company;Doral,FL;Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:33:37 2014 Page 1 ' ID:YSCOIbi39F KIPS6u281uKzDeQn•�F3hxd0880gkiTNg1XL034XJaihn(bdeD11PXDOzCgCy 3-6-9 6-0-0 8-10-12 2-5- .. .. 7 2-10-12 Scale=1:16.3 4x4= 3 6.00 F12 2x4 If T2 2x4 11 2 4 ' g W1 W3 B1 H Li 7 6 5 2x4% 2x4 II 2x4 II 2x4 II 3-6-9 6-0-0 8-10-12 3-6-9 2-5-7 2-10-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.27 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.07 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matra) Weight 34 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection;in accordance with Stabilizer Installation guide. REACTIONS All bearings 8-10-12. (lb)- Max Horz 1=109(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)except 1=111(LC 4), 5=192(LC 4),6=140(LC 5),7=-388(LC 5) Max Grav All reactions 250 lb or less at joint(s)1,5 except ° 6=271(LC 9),7=456(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. WEBS 2-7=396/418 NOTES 1)Unbalanced roof live loads have been considered for this design. . 2)Wind:ASCE 7-10;175mph(3-second,gust)Vasd=136mph;TCDL=5.Opsf;•BCDL=5.Opsf,h=25ft;Cat Il;Exp C; End.,GCpi=0.18;C-C Exterior(2)0-7-7 to 3-6-9,Interior(1)3-6-9 to 6-0-0,Exterior(2)640-0 to 8-9-0;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withLina� ads. CC 8LLT9J� PA ti)Provide mechanical connection(by others).of.truss to bearing plate capable of withstaft at joint1 Clvt/192 lb uplift at joint 5,.140 Ib uplift.st joint 6 and 388 lb uplift at joint 7. PE'21]49 Ft ceMI2 7)"Semi-rigid pitchbreaks with fired heels"Member end%*model was:used in the analof this VW.PA 78aZAa KAMRDFWA 33M TEL-aes)262-628 FAX-(3 09)262-2011 LOAD CASE(S) Standard WAY l 7 ID14 . i I � ' 11USPMaw 11 sTRucruaar SKH — Standard 450 skew hanger allows for a 40' to 50° skew range, without hanger modification. SKHH—For heavier applications. Materials: 14 or 16 gauge r.��,. Finish: G90 galvanizing; SKH26VR-GC&SKH210UR-GC—Gold Coat '..� - Options: SKH26VR, SKH28UR, & SKH21OUR are available in Triple Zinc. To order, add TZ to stock number,as in SKH26L-TZ. SKH26VR,&SKH210UR are available in Stainless Steel.To order,add SS to stock number, as in SKH26L-SS. Codes: ESR-1781, FL13285, Dade County, FL 07-0214.20, FL570, L.A. City RR 25843 SA'H26A a Right skew Installation: m • S • Use all specified fasteners. See Product Notes, page 11. .. o • The hangers listed are for standard sizes and will accommodate a 400 to 500 skew range- co cr • Most sizes do not require a miter cut for installation. Refer to chart footnote identified with an asterisk. —� e • Illustrations show left and right skews. (SKH_L=skewed left,SKH_R=skewed right) w' �`""' A `""" ' • For I-Joist installations, web stiffeners are required. • Refer to illustration for staggered I-Joist application for double 4'25/16-, and 21/2" 0 models. SfCH26t 0 • For double I-Joist installations, web stiffeners between I-Joists are required. Left skew p AVAILABLE IN Ang Right skewLeft skew COAT I Drive nails at angle Dimensions Fastener schedule'' Allowable loads(Lbs.) Header Jol-t DF-L/SP S-P-F USP steel Floor Roof UPlift' Flo Roof Uplift' Code Beam 1 Joist Size' stock No. Ref.No. Gauge W H D Qty Type Qty Type 100% 115% 125% 180°14 109% 115% 125°/. 180% Ref. 2x4 SKH24LIR SURft2A 16 1-916 3.1/4 1-7/8 4 16d 4 IBd x 1-1/2 510 510 510 665 475 510 510 565 5,i d.O.R5 2 x 6-8 SKH26tJR SUPJL26 ;16 1-9116 51/4 1_7/8 6 16d 6 10d x 1-1/2 5,F6, SKH26LIR-GC -- N16C-GC 6 N10-GC830 890 890 1085 715 820 890 930 F30,D3,R5 2x8-10-12 SKH28UR -- 1-9116 7-114 1-7/8 10 16d 8 10d x 1-12 1380 1465 1465 1380 1190 1370 1465 1240 SKH21OLIR SUR/1Z10, 2 x 10-12;14 SLiR/1214 16 1-9/16 9114 1-7/8 14 16d 10 10d x 1-12 1700 1790 1790 1565 1665 1790 1700 1550 SKH210UR-GC -- 14 NISC-GC 10 NiD-G 1314 x 9-114-14 SM172OUR SURIL1.8119 16 1-13716 0118 -1-718 14 10d 10 IW x 1-12 1625 1870 2030 1565 1400 1610 1750 f150 1-3/4 x 11-114-18 SKH1724L/R SURIL1A1, SUR/L1 IM4 16 1-13116 11-1/8 1-7/8 16 10d 10 10d x 1-121855 2135 2320 1565 1600 18411 20001550 SURVU2 00/9, 2-2-1/8 x 9-114-14 SKH2O20LIR SUR82.1/9 16 • 2-118 9 '1-78 14 10d 10 10d x 1-12 1825 1870 2030 1565 1400 1610 1750 '15,''10 Z-2-1f8 x 11-114-18 SKH2O24L92 SURR2.00111• SUR/L21111 16 2-1/8 11 1-7/8 16 10d •10 10d x 1-12 1855 2135 232D 1555 116001840 2000 1550 5, 2-100 14-14 x SKH2320UR SUR112.87/9' 16 2-3/6 8-7/6 1-7/8 14 10d 10 10dx 142 1625 1870, 2030 1585 1400 1810 1750 1550 R5 9114-14 R5 21/4-2-516 z SURfl237/11, 11-1/4-18 SKH2324VR SURIL237/14 18 2318 107/8 1-718 18 10d 10 10dx1-12 1855, 2135 1565 1800 1840 2000 1550 3 x 6-8 SKH36L -- 16 2-916 4-314 1- 8 16d 6 10d x 1-12 830 850 1025 1085 715 820 695 030 3x8-10-12 SKH38UR -- 16 2-916 6-3/4 1-38 10 16d 8 10d x 1-12 1380 1585 1585 1360 1190 1370 1400 1240 3 x 10-12.14 8KH31MA -- 18 2-9/16 8314 1-318 14 18d 10 0d x 1-12 1 2220 225D 1565 1685 1915 2085 1550 3 x 12-14-16 SKH31ZA -- 16 2-9M6 10.3/4 1-318 16 18d 10 10d x.t-12 ?210 2500 2500 1565 1905 2190 2360 1550 2-12 x 9-1/4-14 SKH2520UR SUPA2.50 16 2-9716. 8.518 17/8 14 10d 10 10d x 1-12 1625 1870 2030 1565 1400 1610 1750 155D 212 x 11414-16 SKFM4UR SURA 2.W1 i, 16 2-x'16 '1.0-3d4 17/8 16 10d 10 10d x 1-12 1855 2135 2320 1565 1800 1840 2000 1550 SUR/L2.56114 2-518 x 9-1/4-14_ SKH2UWR -- 16 2-1171 6 8-11/16 17/8 94 10d 10 10d x 1-12 1625 1870 2430 1565 1400 1610 1750 1550 2-&8 x 11.114-16 SKH2824L1R -- 18 2-1116 1 11/16 1-718 18 10d 1D i0d x 1-1/2 1855 2136 158'1 1 1840 2D00 1650 i)Wit klads have been increased 6D%for wkrd•aml seismic bads;no fu 100 increase shag be pwafted. 2)10d x 1-12 nabs and N10-GC are 9 gauge(0.146-tflameter)by 1-1/2"IoW. - 3)Mho m nal embednW sha0 be 1-12-for 10d nab end 1-5J8'for 16d and N16C-GC rds, continued on next page 1-800-328-5934•www.USPconnectors.com i r i STRUCTURAL CONNECTC i 1 The HUS, JUS & MUS hanger series offers double shear nailing. USP's dimple allows for 300 to 450 nailing through the joist into the header resulting in higher loads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS- 18 gauge; MUS- 18 gauge; HUS-14 or 16 gauge Finish: G90 galvanizing; JUS24-GC,JUS26-GC,JUS210-GC,JUS26-2GC,&JUS210-2GC —Gold Coat Options: HUS28-21F, HUS210-2117,JUS24,JUS26,JUS26-2,JUS28, Typical ✓1IS46 JUS28-2,JUS210, JUS210-2,JUS44,JUS46,JUS28-3,& installation JUS210-3 are available in Triple Zinc.To order,add TZto stock o number, as in JUS24-TZ. JUS24,JUS26, JUS26-2,JUS28,JUS210, and JUS210-2 are A Z available in Stainless Steel.To order, add SSto stock number, 9 as in JUS26-SS. �` c See HUS Specialty Options Chart. ° y Codes: ESR-1881;FL9835, FL570, FL821, FL571, Dade County, FL 07-0419.01, Dade County, FL 07-0214.20& Dimple H Dade County, FL 06-0921.05, L.A.City RR 25779 allows 30° 0 to 45° o Watling � m Installation: •Use all specified fasteners.See Product Notes, page 11. JUS28 • Joist nails must be driven at a 300 to 450 angle through the joist or truss into the header to achieve listed loads. Standard length "double shear"nails must be used to achieve listed load values. •JUS & MUS - 16d sinkers (9 gauge x 31/4") may be used where 10d commons are specified with no load reduction. AWS HUS28 2 AVAILABLE IN , Double shear nail deslgn Uses standarld , features fewer nails and length nalls COAT faster Installation 4 w Typical HUS46 Installation HUSSpecialty Options Chart—refer to Specialty Options pages 194-195 , for additional details. " Option Inverted Flange Not available in .,. Rage widths lass than 2-1/4-. 100%of table load. Allowable 65%of table load when Loads nalling Into the support j members end graln. / Add/F Ordering to product number. BL HUS4101F Typical HUS410/F Inverted flange installation : : 1-800328-5934•www.USPconnectors.com ' ®�STRUCTURAL _ CONNECTORS- A h6fek'CnmD?ni Dimensions Fastener Schedule',"" Allowable Loads(Lbs,) Header joist DF-L I SP USP Steel ' Floor Roof Code Joist Size Stock No. Ref.No. Gauge w H D A Qly Nall City Nall 00% 9115% 125%y 160% Ref. JL24 LU24 20 1-8/16 3 1-1/2 15116 4 10d 2 10d x 1-112 455 52 570 245 5,F6, 20 1-9116R31/4 1-12 15/16 4 16d 2 10d x 1-12 545 625 680 245 F3D,D3,R5 JL241F-TZ __ 18 1-9/161-12 -- 4 10d 2 10d x 1-112 465 480 480 305 110 18 1-91161-12 - 4 16d 2 10d x 1-112 480 480 480 305 2 x 4 JUS24 LUS24 18 1-9/161-3/4 1 4 10d 2 10d 655 750 820 510 6,F6, JUS24-GC -- 18 1-9/161-3/9 1 4 N10GGC 2 N1OC-GC 655 750 820 510 F15,23,R13 SUH24 U24 16 1-9116 2 1-3116 4 10d 2 10dx 1-112 465 635 580 360 2,1720, 16 1-9/16 2 1-3116 4 16d 2 10d x 1-112 550 635 690 360 R12 HD26 HU26 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 1pd x 1-12 565 650 705 290 5,F30,R5 0 JL26 LU26 20 1-9116 4.314 1-12 15116 6 1od 4 10d x 1-12 685 785 855 485 5,F6, c, 20 1-9116 4-3/4 1-12 15116 6 16d 4 1od x 1-12 815 940 1020 485 F30,D3,R5 JL261F-TZ LUC26Z 18 1-9/96 4-1/2 1-1/2 -- 6 10d 4 10dx1-12 695 800 870 730 18 1-9/16 4-12 1-12 -- 6 16d 4 10d x 1-12 830 950 1035 730 110 JUS26 LUS26 1 18 1-9116 4-13/16 1-3/4 1 4 10d 4 10d 850 976 1060 1115 6,F6, JUS26 GC -- 18 1 1-9116 413116 1-314 1 4 N10C-GG 4 N14)C-GC 850 975 1060 1115 1 F15,D3,R13 2 x 6 MUS26 MUS26 18 1 1-9/16 5-1/18 1 2 1 6 10d 6 10d 1285 1475 1605 865 110 ai SUH26 U26 16 1 1-9116 5.1/8 2 73/16 6 10d 4 10d x 1.12 695 800 870 725 2,F20, 1611-9/16 5.1/8 2 1-3/16 6 16d 4 1 10d x 1-12 830 950 1035 725 R12 HUS26 HUS26 16 1-5/8 5.7116 3 2 14 16d 6 16d 2635 3030 3295 1925 6,F15,FIB, c D2,R13 HD26 HU26 14 1-9H6 8.12 2 1-1/8 4 16d 2 10d x 1-12 565 650 705 290 5,F30,R5 HD28 HU28 14 1-9/16 6.1/4 2 1-1/8 8 16d 4 10d x 1-12 1130 1295 7410 730 20 1-9/16 4.3/4 1-12 15116 6 10d 4 10d x 1-12 685 785 855 485 JL26 LU26 20 1-9116 4-314 1-1/2 15116 6 16d 4 10d x 1-12 815 940 1020 485 F30,03.R5 JL261F-TZLUC26Z 18 1-9/16 4-121-1/2 -- 6 10d 4 10d x 1-12 695 800 870 730 110 18 1-9116 4-12 1-12 -- 6 16d 4 10dx1-1/2 830 950 1035 730 JL28 LU28 20 1-9116 6318 1-12 15/16 10 10d 8 10d x 1-U2 1140 1295 1295 885 5,F6, 20 1-9116 6-316 1-12 15116 10 16d 6 10d x 1-12 1360 1565 1700 1 885 F30,D3,R5 JL281F-TZ LUCZBZ 18 1-9/16 6.1/8 1-12 -- 8 10d 4 10dx1-12 930 1065 1160 730 110 18 19/16 r1/8 1-12 -- 8 16d 4 10d x 1-12 1105 1215 1215 730 JUS26 LUS26 18 1-9116 4-13/16 1-3/4 1 4 10d 4 10d 850 975 low 1115 JUS26-GC -- 18 1-9116 4-13116 1-3/4 1 4 N10C-GC 4 N10C-GC 850 975 1060 1115 6,F6, 2 x 8 JUS28 LUS28 18 79/16 6-5/8 1-314 1 6 10d 4 10d 1075 1235 1345 1115 F15,D3,R13 JUS28-GC -- 18 1-9/16 6-518 1-3/4 1 1 6 N10C-GC 4 N10C-GC 1075 1235 1345 1115 MUS26 MUS26 18 1-9116 5-1/16 2 1 6 10d 6 10d 1285 1475 1605 865 MUS28 9US28 18 1-9/16 7-/l6 2 1 8 10d B 10d 1710 1970 2140 1230 110 SUH26 U26 16 1-9/16 5.1/8 2 1-3116 6 10d 4 10d x 1-12 695 800 870 725 16 1-9/16 5-1/8 2 1-3116 6 16d 4 10d x 1-12 830 950 1035 725 2,F20, SUH28 __ 16 1-9116 6-5/8 2 1-3/16 8 10d 6 10d x 1-12 930 1065 1160 600 R12 16 1-9/16 6-5/8 2 1-3116 8 16d 6 10d x 1-12 11D5 1270 1380 800 HUS26 HUS26 18 1 1-518 5-7/16 3 2 14 16d 6 16d 2635 303D 3295 1925 6,F15,FIB, HUS28 HUS28 16 1-518 7-3/16 3 2 22 16d 8 16d 3970 1 4345 4345 2570 D2,R13 HD28 HU28 14 1-9116 5.114 2 1-118 8 l6d 4 10d x 1-12 1130 1295 1410 730 5,F30,R6 HD210 HU210 14 1-9116 7-3116 2 1-1/8 12 16d 4 10d x 142 1690 1945 2115 730 JL28 LU28 20 1-9/16 63/8 1-12 15116 10 10d 6 10d x 1-12 1140 1295 1295 885 5,F6, 20 1-9/16 6-318 1 1-12 15116 10 16d 6 10d x 1-12 1360 1565 1700 865 F30,D3,R5 JL281FTZ LUC28Z 18 1-9/16 61/8 I 1-12 -- 8 1 10d 4 10dxl-12 930 1065 1160 730 18 1-9116 61/8 1-12 -- 8 1 16d 4 10d x 1-12 1 1105 1215 1215 730 110 JL210 LU210 1-9/16 61/4 1-12 15116 141 10d 8 lod x 1-12 1585 1835 1875 1095 5,F6, 20 19/16 61/4 1-12 15146 14 16d8 10d x 1-12 1905 1965 1965 1095 F30,D3,R5 JL2101F-TZ LUC21OZ 18 1-9/16 61/4 1-12 -- 11 90d 6 10dx.I-12 1275 x465 1595 1095 110 18 1-9!16 B-1/4 1-112 11, 16d 6 40dx1-I2 1520 1745 1900 1095 JUS28 LU82B 18 1-9/16 •65/8 1-3/4 1 8 10d 4 10d 1075 1235 1345 1115 2 x 10 JUS28-GC -- 18 1-9116 6518 1-314 1 6 NlOC-GC 4 N1DC=GC 1075 1235 1345 1115 6,F8, JUS210 LUS210 18 1-9116 7-3/4 1-314 1 8 40d 4 10d 1305 1500 1630 1115 FIB,D3,R13 JUS210-GC -- 18 1-9/16 7-34 1-3/4 1 8 N10C-GC 4 N10C-GC 13D5 1500 1630 1115 MUS28 MUS28 18 1-9/16 7.1116 2 1 8 10d 8 lOd 1710 1970 2140 1230 110 SUH28 __ 16 1-9/16 6-5/8 2 1-3/16 8 10d 6 10d x 1-12 930 1085 1160 800 16 I-9/18 6518 2 13118 8 16d 6 10d x I-12 1105 1270 1380 800 2,F20, SUH210 U210 18 1-9/16 8 2 1-3116 10 10d 6 10d x 1-12 1160 1335 1450 1085 R12 18 1-9/18 8 2 1-3/16 10 16d 6 10d x 1-12 1380 1585 1725 1085 HUS28 HUS28 96 1-5/B 7-3116 3 2 22 16d 8 16d 3970 4345 4345 2570 B,FIB,FIB, HUS210 HUS210 18 1-518 93116 3 2 30 16d 10 16d 5310 5510 5510 3205 D2,R13 HD210 HU210 14 1-9116 7-3116 2 1-1/8 I2 16d 4 10d x 1-12 1690 1945 2115 730 5,F30,R5 1)Uplift loads have been increased 60%,for wind or seismic loads;no further Increase shall be permitted. + A 2)10d x 1-12 nails are 9 gauge(0.148"diameter)by 1-12"long. 3)Minimum nail embedment shall be 1-112"for 10d and N10C-GC rsdls;l-5/8"for 16d and N16C-GC na0s. C1' k T 4)l6d sinkers(9 gauge x 3-1/4"long)may be used at 0.84 of the table load where 16d commons are specified. ! TH 5)For JUS and HUS hangers:Nails must be driven at a 30'to 45'angle through the joist or buss Into the header to achieve the table loads. ; 6)WS15 Wood Screws are 1-1/4"x 1-12"long and are Included with HDQ hangers. 7)WS3 Wood Sam are 1-1/4"x 3"long and are included with HDQ hangers. 1 1-800-328-5934•www.USPconnectors.com continued on next page /®�,USP ■ . � � _ �®STRUCTURAL ,. CONNECTORS AMifek'CaoCMt THD—Medium capacity hanger for LVL, LSL,and PSL beams. THDH—Heavy capacity hanger for LVL, LSL, and PSL beams. I Materials: See EWP Face Mount Hangers charts, pages 121-122. �3 Finish: G90 galvanizing Options: Rough/ Full sizes available for THD series. THD hangers with widths greater than 3"can have one flange inverted with no load reduction.Specify left L or (H)flange. See Specialty Options chart. Codes: ESR-1781, ESR-1881, FL821, FL9835, FL13285 Dade County FL 06-0921.05 , L.A. City RR 25779, L.A.City RR 25843 Typical THD Installation: Installation ° •Use all specified fasteners. See Product Notes, page 11. •THD—Drive bend line nails into header at 450 to achieve listed loads. •THDH—Drive joist nails into header at 300 to 450 to achieve listed loads. p � n H N W D THDsingle Typical THDH Typical THD double shear installation bend line nail installation Left . flange flange THDdoubie or larger t: 2 yr 'rl Specialty Options Chart—refer to Specialty Options pages 194 to 195 for additional details. option USP Series Skewedl-m SlopedSeatIm Sloped/Skewed'AA Inverted Flange f.�W D Not avail"in wkfths Raised THD 1'to 45 1'tp 45 S dimPle allows Range loped Seat and Skewed loss than 3.Widths greater 50°•o 45° can have one flange inverted. nails THDH 1'io 45' 1'to 45' See Sloped Seat and Skewed NIA 100%of table bad. THDH2&2 THD 85%of table bad 65%of table load 65%of table bad 65%of table bad when Allowable nailing Into the support Loads members end gam. THDH 85%of table lam. 52°/u aft"bad 52%of talo bad. - 50%of table uplift bad. gp.A oftable ups load. WA Add sK,angle required, Add 81,slope required, Add 11FAne flange, THD and right(R)or left(L), and up(U)or down(D), See sloped Seat and Skewed OrderingExample. right(R)and left(L), b product number. to product number. THDH410SK45RSL30D :THD41011FR THDH 6xaa*k THD H410 S 4M F*w0e:T+#)H4*SL30D 1mA 1)Skewed hanger;with skews greater than 15'may have alljoist nailing on outride flange 2)Sic*or sloped/skewed hangers with slopes greater am 15°may have additional skewed THDH hangers taus retia on one side only. 3)THDH models-M sloped,skewed,or cornbinatlons rewire bevel cut on gist In alt applications. 4)THD models-All stoped,skewed,or combinations require bevel cut or square cut on joist in all applications. 1-800-328-5934•www USPconnectors.com IF USP ®®STRUCTURAL SANNECTORS' A Aeie¢'Com°°°I Materials: 12 gauge ---� ----- -• ,; 4' r Finish: G90 galvanizing •••�,e,, , 1 Options: See Specialty Options Chart. Codes: ESR-1881, FL821, FL9835, .I Dade County, FL 06-0921,05 Drive Jolot nall5 into header at 30° Installation: to 45°to achieve listed loads. Typical THDHdouble • Use all specified fasteners. See Product shear installation Notes, page 11. 6--12112- Joist --12112Joist nails must be driven in at a 300 to 450 a angle through the joist or truss into the header to ,V tr/ • : H _ 1 achieve listed loads. Standard length "double 411 ;�•.;.j �_•. "° d'`e.J shear" nails must be used to achieve listed X11 m load values. wmow.. D THDH Typical THDH262 N installation Dimensions Fastener Schadule'l Allowable Loads(Lbs,) 9 Header I Truss DF-L/SP S-P-F Z Joist USP Floor Roof Uplift Floor Roof Uplift Code T Truss Size Stock No. Ref.No, w H D Qty TypeQty Type loan 115% 125°% 160% 100% 115% 1 1251% 180% Ref. v 2 x 8-8 THDH26 HGUS28 1-5/8 5 7/16 5 20 16d 8 led 3915 4505 4895 2340 3370 3880 4200 1965 6,F15,F18,D2,Rl3 p Z x 8-10 THQH28 HGUS28 9-516 7-3H6 5 36 16d 12 18d 8770 7395 7395 4370 5830 6210 6210 3570 6,F15,F18,D2,R13 2 x 10.12 THDH210 -- 1.5/8 9-3116 5 46 led 16 iad 8725 9580 9800 5400 6835 7385 7750 4535 6,FiB,R13 1 2-11!16 x 9-114-14 THDH27925 HGUS2.75f10 2-314 9-118 4 46 16d 12 1qd 8260 8260 8260 3660 6835 6935 6635 2630 6,F15,F18,D2,R13 2-11/16 x 11.1/4-16 THDH27I12 HGUS2 75M2 2.314 10 7/8 4 56 18d 14 16d 9845 9845 9845 6225 7655 8135 8270 4390 6,FIB,R13 2.11/16 x 14-16 THOH2714 HGUS2.75114 2-314 12-1/4 4 66 16d 15 led 9845 9845 9845 6810 6110 8270 8270 5835 6,F95,R13 3.1/4 x 9-112 THDH3210 HGUS325/10 3-3/16 9.3/8 4 48 led 12 I6d 8260 8260 8260 2W 6935 6935 6935 2930 6,FIB,FiB,D2,R13 3-1/4 x 10-5/8 THDK3212 HGUS325/12 3.3116 10.5/8 4 56 led 14 lad 9845 9845 9845 5960 8270 8270 8270 5105 6,F75,R13 (2)2 x 6.8 THDH26 2 HGUS26 2 3-7/16 5 318 4 20 led B 16d 3915 4505 4795 2235 3370 3880 4030 1880 6,F18,F15,D2,R13 (2)2 x 8-10 THDH26-2 HGUS28-2 3-7116 7-1/8 4 36 led 10 16d 6535 7515 BD25 2665 5635 6480 6740 2240 6,F15,R13 (2)2 x 10.12 THDHz1D 2 HGUS210-2 3-7116 9-1/8 4 46 led 12 lad 8280 Sao 8260 3490 6935 6935 6935 2930 8,F1B,F15,D2,R13 4x6-8 THGH46 HGU546 3 9/16 5318 4 20 16d 8 led 3915 4505 4895 2605 3370 3880 4215 2180 6,F78,F75,D2,R13 4 x B-10 THDH48 HGUS48 3 9/16 7-1/8 4 36 led 10 led 6535 7515 7835 3185 5635 648D 8580 2675 6,R13 4 x 10.12 THDI-W10 HGUS410 3-9/16 9.1/8 4 46 lad 12 led 8260 9010 9010 3970 7120 7570 7570 3335 6,FiS,F 55.02,R 33 4 x 92-14 THDH412 HGUS4i2 3-9116 10112 4 56 16d 14 16d 6845 8845 9845 5225 8270 8270 8270 4390 6,F15,R13 4 x 14-16 THLH414 HGUS494 3.9/16 13-1/6 4 66 led 16 led 9845 9845 9845 6810 5270 8270 8270 5835 6,F15,R13 (3)2x6-8 THpN28-3 HGU526 3 5118 57/16 4 ZO 18d 8 iBd 3915 4505 4795 2235 3370 3880 4030 1880 6,F18,F15,D2,R13 (3)2x 8-10 THEM28-3 HGUS28-3 5-1/8 7-316 4 36 led 12 led 6770 7785 802.5 2665 5830 6705 6740 2240 6,F18,F15,D2,R13 (3)2 x 10-12 THP 1710 3 HGU5210-3 6.118 9 3/18 4 46 16d 16 18d 8725 9855 9855 4565 7520 8275 8275 3835 6,F15.FIB,R13 (3)2 x 12-14 fWU;A2i2-3 HGUS212-3 5-1/8 11-3/16 4 56 lad 20 1 lad 9935 9935 9935 5180 8345 8345 8345 4355 6,F15,R13 (3)2 x 14-16 THCH:14-3 HGUS214-3 5-1/3 13.3/16 4 66 led 22 18d 11645 11845 11845 5795 9760 9780 978(1 4885 6,F15,R13 6x 10.12 THCH610 HGUS525110, 5]YL HGUS5.50/10 9 4 46 led 16 16d 8725 9855 9855 4565 7520 8275 8275 3835 6,R13 602-14 THDH812 HGUS525/12, 51/2 11 4 56 16d 20 lad 9935 9935 95180 8345 8345 8345 4355 6,R13 6x14-16 THDH814 HGUS5.50/I4 HGUS5.50112 935 5112 13 4 66 led 22 lad 11645 11645 11645 5795 9780 9780 9780 4865 6,R13 6.3/4x9-14-1/2 THDH6710 HGUS210-0, 6.7/8 8-13116 4 46 16d 12 18d 8260 8260 8280 3490 8935 69356,Fla, HGUS6.88110 8935 2630 D2,R73 6-314 x 11-18 THDH8712 HGUS2124. HGUS6.88112 6.7/8 10-131116 4 56 led 14 1&1 9845 9845 9845 5225 8270 8270 8270 4390 6,R13 6314x13-201/2 THDH6714 HGUS2144, HGUS6.88114 6,7/8 12-13118 4 86 16d 16 led 9845 9845 9845 Salo 8270 8270 8270 5835 6,R13 71/4 x 9-1/4-14 THDH7210 t HGUS725/10 7-114 9 4 1 46 led 12 16d 8260 9010 9010 3970 7120 7570 7570 3335 6,F18,02,R73 7-114 x 11-1/4-16 THGM212 HGUS7.25/12 7-114 104)2 4 56 18d 14 1 led 9645 9845 9845 5225 8270 8270 6270 4390 6,R13 7.114 x 14-l8 THDH7214 HGUS725/14 7-114 12-i14 4 66 led ie led 9845 9845 9845 6810 8270 8270 8270 5835 6,R13 1)Uplift loads have been increased 60%for wind or seismic loads;rte farther increase shag be permitted. 2)J01st nails need to be toe nailed at a 30°to 45 angle to achieve allowable loads shown. L �}� ,� 3)Minimum nag penetration shag be 1-5/8'for lad nabs ` Specialty Options Chart-refer to Specialty Options pages 194 to 195 for additional details. Option Skewed 1,3 Sloped Seat'^ Sloped/Skewed"' Range 1'to 45' 1'to 45' See Sloped Seat and Skewed 2 1/2" Allowable 85°%of table allowable load. ° 52%of cable allowable load. Raised dimple allows Loads 50°%of table u ift load. 85%of table allowable load ° 30°di cal Wallin r P 50%of table Uplift load. 9 Add SK,angle required, Add SL,slope required, F )F Ordering and right(R)or left(L), and up(U)or down(D), See Sloped Seat and Skewed. e G H g to product number. to product number. Ex THDH410-SK45RSL30D �. 1 Ex THDH410-SK45R Ex THDH410 SL30D �C 1)Skewed THDH hangars.vith skews greater than 15°always have a8 joist Welting on one side of the outside flange. 2)Sloped or sloped/skewed hangers with slopes greater then 15°may have additional Joist nails. THDHZ!r2 3)All sloped,skewed,or combinations require bevel cut on joist in all applications. Inverted flange option Is.rot available for THDH models. 1-800-328-5934•www.USPconnectors.com • USP21%&111 This Safety:alert symbol is �Ased _i+� str� It yoir Ala1Qi.Bcondition-- attention l P RSQt`B LSAFET'y; ;M/.A�, Q.I W,t f � l��siictr�.�A f�olJ.s��ly�rast��A$p�n�Ar tieAdv�am*` you saes this�ymx�ol BInM A �!>iEFt?y! n +► i MESSAGE, *tr N ; s+P14us PersQr►al : ,:,; .,.,< '.��`�•��In 4t�+�Dr�i�st#;itAr:damag+�to..stir�i�iar$.is EA IPAUTIQN7774 CWUTiQN .1di 1h fl, Q �rat�l �, At 11ND: RN1 i ;descrltas>�xs.••dc, n: practices or Indicates.unsa#1, on, ns that o tld at�h r+a#�liu�'f :to ll.s rin tr ttQr�sAs�aidr l iia;: -result in perroria?.injur.dmgt; pe�ctires,"" IciJures,:: HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL TRUSS PLATE INSTITUTE 583 D'PLATE CONNECTED WOOD TRUSSES® Madisonoite n Wisconsu 37 80 (sob)893-5900 It is the responsibility of the installer (builder, building contractor, licensed personnel in the wood truss industry,butmust,duetothe nature of responsibilities contractor, erector or erection contractor) to propedv receive unload store involved,be presented as a guide forthe use of a qualified building designer or handle, install and brace metal plate connected wood trusses to protect life and installer.Thus,theTruesPlate Institute,Inc.expressly disclaims any responsibility roe "The installer must exerclso the same high degree ofsafety awareness as fordamagesarisingfromthe use,application orrellanceonthe recommendations with any other structural material.TPI does not intend these recommendations to and Information contained heroin by building designers,Installers,and others. beinterpretedassuperiortothe projoctArchitect'sorEngineer'sdeslgnspecification Copyright©by Truss Plate Institute,Inc. All rights reserved.This document or forhandling,installing and bracing woocitrussesforaparticularroof orflgor.These any partthereofmnustnotbereproduced Inany form without written permission recommendations are based upon the collective expnrience.of leading:technioal of the publisher.'Printed In the United States of America. CAUTI0N:T� he bu nker,btitldln c c�tracorslea A 'll A! trPp► +iccJng euld::l?e no less: ± cAntr.actor;,erector:or erectior- e�ta�r�otp�{� �� _y �"`��°��F�� "� ,��A`gn K#; f�1��ier. ;i�ll�.+ �nectioris �tised to Qbtain.af�d read thertti;ei �,► tlai r 1e tn�ItM:triitiai»urn a : � .d ns ` 1Ii. rr>IEn#ary,and RecommendatilaAia dila : ;1s 1~4 ' n'grterj , Al ,fiwlta`ply. taping &-.13ra;Jng Metal Pmts o ed it; ec.grr.; ,. Trusses,;;HiB•9,1°1 from-Ahe Trp � �i�t�-leas#'itld�+�, ', %��►�nc��: �e�Igrl I�G�itlflil�$ prtortt�l,�ns�allatlof9 ,TRUSS°:STORAGE;;s y Trusses stored horizontally should be sup. ported on blocking to prevent excessive Trusses stored vertically should be. lateral bending and lessen moisture gain. braced#o.Arevent toppling P lin or ti in . g x .: A IL 'WAF3NlNIGc As �At preaibsipilrrtilt;rlls _. hfit oI" lpliiiArj�$ illlss AM 410lll'b,,gins'1�r19#tb�indlatitii4lsA ? :it'!e ? t1 � '� � `f �r '�r ��,� F4a> h:z�l " 77, i VARN•INPo , n.ot use damned t�r�usse . r+ � , ^� }� ebr��lrt �a + �l�tlf#acri Iaetriy �" Y , Ej; '.f f , .r-�roh�bi#efi�, x�c',fig• w -„''�,�g It ,'�`+!rfi .+ {>-., a t+ •'t j i Frame 1 i' i Wp pN Q R 01: �y aqh F-AA t�OOkS U. the {,, rise v �a' k•: f !!YQi18 �X 60� 6w or less or less INSTJ�LI I N Tag Approximately Approximately Tag Una '/a truss length '/a truss length Una Truss spans less than 30'. Ufting devices should be connected to the truss top chord with a closed-loop Sicoback/ Spreader Bar attachment utilizingng back/ materials such as Spr ng arBar slings,chains,cables,nylon strapping, 10, Toe In Toe In etc. of sufficient strength to carry the weight of the truss.Each truss should be set in proper position per the building designer's framing plan and held with zApproximately the lifting device until the ends of the f� Approximately t 1/2 to V3 truss len th truss are securely fastened and tempo- Th to V4 truss length Less than or equal to 60' nary bracin is Installed. Greater than 60' Less Une Tag Spreader BarUne Sirongback/ SpreaderBar 0' 10' Toe In Toe in Al.or above midheight f Approximately E Approximately: a� �/a to 3h truss length Y3 to'/4 truss length Less than or equal to 60' Tag Tag Una than 60 d '10AUT.ION �1'�> �ara�rl� r� � lk Lia eater t w , n ism tb tC.lasal�S.; rillraall��r. � � {�� L�1t�ahn < yy��WK � ,M1.l RMW 1 ..'�r§ S��q .�lr,r ANN' ,��' n� ` L? �r9(7'1l1 >�f► d �r1s+�YS .►"1"'x` n ^ gyp l"L�.a :a y 'S" 'R .:.s l . �, •t a^3�^.IRR�{ �t ::i ��+�T+S'�i,�,�,.�/7.#{?1,t✓M!'�Y+�A:".I�N.-Y'�.,' ?�}7'1'R..•'7..a'F7da',�L,�,„�iR""'°,Tf•.?7;."h, �r r�N. ��'��`�..3 .~ ��I� f h'$P �3��1 ��t q.�� <�'�F 4` •'� . :. ... �. t'Ii�lt•ali Ai ' .. BUILDING'ytVTE GROUND BRACING. EXTERlQ.R GD Top Chord Typical vertical: Ead��s , R /attachment plan r bream riical(48a/). �To Chord GAY � CiGround Brace Y F;: \ Vertieals(G8 Ground brace / diaspnala EVOW(GEM S. Y IplwAi. ¢ram Ground t;eP!h 1 9 ' .t. P'of trusaea 9h , d4 Note 2ndjjW.+►Y a A, n 1'. ` adgquatp 1 A� e G vh hr 6eckup WIT .Asks, +t • " ' ~.�� Driven TYploaI horizontal tie membor with i � t grouted stakes muMple stakes(MT) ;;��t '�x4 � � .1� �T„' •'� �}�� 7 '.§U1 �x Fr�{'k. � y�; t 'y�63 •.. Frame 2 I i s • y,H Iltili 12 ! �� !i t 'i „ I t �! I ATOP 4�1 'htw,!1!I fll�lGC3. ,L'$RACIr: 4 or greater !' -.. �;.. .NIM M• �.AT e , l� (�k to",�,n r ,. Utll r PAC1N DB SPACI.,.. �j ,$Th�I!p.;Ly #ptru � �h�dlGG `f, II �II� 'N' MlRN. N:i•I,O'�N 12 8' 2015 Over 32'-48' 4/12 1 6' 10 7 Over 48'-so' 4/12 1 5' s 4 Over 60' See a registered professional engineer DF-Douglas Fir-Larch SP-Southern Pine HF-Hem-Fir .;1; .;,;, • SPF-Spruce-Pine-Fir n ` ; '�• Continuous Top Chord All lateral braces Latera,Brace a" lapped at least 2 Required trusses. .� 10'or Greater •'yAyk' 'p+ 'Ual. ytAwf„� Attachment Required Topchords that are laterally braced can buckle logetherandcaueeconapseiftharelsnodiago- datbracing.Diagonalb-cingshouddbenalled d to the:under0de otthe top chord when purline are aftach4to.the lopside of the top chord f PITCHED`:TRUSS �i r; w r ,Y �? � g • � e� :'v.vh t j�'J :��..., I} r , ., r.� a.,: ,�.y'° �, ; .x 1 "' �4�1Refi8r�} p'i��p� � �� a , � � .,�q�, k 3�'�•�.��s��"'� `^�� { L�� * ! 111!,' I� MINIMU ,1'' M : TOR CHORD: DIAGOIVVAL F�i�iq�E PITCH LATERAL BRACE SPAG�IyG' �B' °ai., 1.2 $Pf1N- DIFFERENC �-- .. Up:to 28' 2.5 7' 17 12 Over 28'-42' 3.0 g' g 6 Over 42'-60' 3.0 5' S 3 \ Over 60' See a registered professional engineer DF-Douglas Fir-Larch SP-Southern Pine ' HF•Fiem-Fir SPF-Spruce-Pine-Fir s,Continuous Top Chord Lateral Brace —�` All lateral braces Required lapped at least 2 10"or Greater trusses. j Attachment Required . . j Topohor"that are laterally braced can buckle 'f 1 y5 Q4� togetharandcaueeconapselfthereisnodiago- f t has nai bracing.Dingonal bracing should be naned ! A�. to the underside of the top chord when purlins are attached to the topside of the top chord. " :SCISSORS TRUSS Frame 3 t • -• All 19 Mftz .. WIN i ONCE ' • • • • s • • : � • • • �}e'er�� r��Em��S`�°��,.�,�z-. 0 SII'`��,,�• FL�Cr � � • a • ` . ; �_► G 3 �s arS 1 a x�x .{'wn,e5 fs dAl[Yt�•F� �(R�1 �tte'�3(�'j'A'��i Vim' r ,, Y TOP'CI�bRD j4 2X4 PA Continuous TOP CHORD DIAGONAL BRACE CkIORD Tf3US$ Top Chord MINIMUM LATERAL BRACE S`P,ACING (DB� "' Lateral Brace e Is SPAN DEPTH SPACING(LBs). #"trusses Required Top chords the!era IateraUy braced can hackie SP.%DF,. S.PF/HF togetherandcausecollapsellthereisnodlago- 10°Or U tr 32' 30" 8' 16 10 nalbracing.Diagonal bracing should be nailed r Over 32'-48' 42° 6' 6 4 to the underside of the top chord when purUns Over 48'-60' 48 5' 4 2 are attached to the topside of the top chord Over 60' See a registered rofessional on sneer DF-Douglas Fir-Larch SP-Southern Pine Attachment HF-Hem-Fir SPF-Spruce-Pine-Fir Required a QOS� l Spp�H�2•00 30"or greater 3Qj5� r. sr, -71f�4+>'�}'�a4t+�F 114 k,�, fir er ♦g t r C^+! 'trfi; �a 4'+: t, II�>~ro ns hr a3'1y ^r.M�rti �rx' y a ' ,rgs`v 33�Tr"".��,,,:.✓ .rte Js✓r. ttq The end "¢��'` � '' �c�� diagonal brace Y ��f fi I... , r afT, rr'g cF� aa� 9 nu%"�� # Pc for cantilevered gonals acs esa> , �r r ter,eW , �, trusses must be ttY 47 n tin ! fisw 5.7 placed on vertical both ends of the truss system, webs In line with the support �n; y} : lA/ARNINCa^` aFlurfsfollQwthe �etfe �n #Y+R�s��csttfrl ' sietrereC .anal ijurx 4r: tiger' # �s� air#11d v..� "rrt� 4x2 PARALLEL CHORD TRUSS:TOP CHORD Continuous lop chorda that are laterally braced can buckle Top Chord?= -9kherandcause collapse ifthereisnodiago- 6&ral Brace na;0mcing_Diagonal bracing should be nailed Required T toils-underside of the top chord when purlins areAttached to the topaide of the top chord 10'or Greater z 15 Attachment / Required ---% 1y � rg Trus 0^(�gs1 ' S�@2'ac t a --�= 3/z � I , , r TrUseesmusthavolum. i91i1 ber oriented in the horl- " zonta! direction to use this urace spacing. ti-. ti{y'� e�� r a -.1m; r °uaa"'; G 5 r 91 r. C' -l.,� � d •: 'e$y,,,� 2 r aA�j'k�iR:K �.{ty .�. y ?A T'�`-^,. , t •Sz,'k!�4'. . r b ��'. t� N �e9,��?M 3M1>t r.,a 4r". 'End diagonals are r4 stability and must be dupl 'V t3P� h ends bot of the truss system. Frame 5 12 �: TOP CHOR� h ' �greattar e• s TOP CHORD DIAGONAL BRACE MINIMUM LATERAL BRACE` SPACING SPAN PITCH' 'SPACING(LBOi! I!•I#trussed],2�h"� �'' SP D U to 24' 3/12 SPF HF':. 8' 17 12 Over 24'-42' 3/12 7' 10 6 \ Over 42'-54' 6 12 ' 6 4 3! \ Over 54' See a registered professional engineer i DF-Douglas Fir-Larch SP-Southern Pine ti u• \ .4 HF-Hem-Fir SPF-Spruce-Pine-Fir V ' All lateral braces AVIA lapped at!least 2 trusses. Diagonal brace , also required on 7 a end verticals. • i'°r1,,..,, .�� -�'.,, ^.� a ,44 Continuous Top Chord Lateral Brace Required Top chords that are laterally braced can buckle togetherandcause collapse lfthereisnodtago- m� u net bracing.Diagonal bracing should be nailed °' ° tZ> __ _ 1 Or Greater to the underside of the top chord when purlins are attached to the topside of the top chord Attachment MONO TRUSS. ` Required g{ f'? r r,,,i 'r. ,�'.�,Y♦ -�p r rr `i n i "t^c v�• y _ � i .-�, P -'r 70.Y e:a5 afy1� {�� m,R�`�)r'� f.1;.� i`�r��'11��r .7n!T,�.:;, �), ,?�j '•� t:d• � � � :.� -,�� y ! -y.. � ,� tt"°.k !'. + krst „�..]YP�;,•�4 z a h �ern � ,�' s �¢ �.�'�' ��' '� u H::tb••4 I INSTILLATION TOLERANICES, BO Length T Lon) I PLUMB Don): D/50'`t b ft ";. :a::............................... .. ; :.; �.i5.;: 12" 1/4" 1• Lesser of 24" 1/2" 2' '/�' 1_/200 or 2" 36" 3/4" 3' 8" a 4' 1 60" 1-1/411 5' L(inj Lon) 1 72" 1-1 2" 6' 1 84" 1-3/4" 7' 1 96" 2" 8' Truss I108" 2" 9' Depth 1 ....... ::::::::::::::::: ::::::::::::::::::. . D(In) 1 Lesser of Lesser of L/200 or 2 D/50 or 2 M :�.. ,.,,•.::, ':L(in) L/200 L(ft) Maximum Plumb 50" 14" 4.2' 200" 1" 16.7' Misplacement Line 1001, 1 2" 8.3' 250" 1-114" 20.8' 150" 3/4" 12.5' 300" 1-1/2" 25.0' OUT-OF-PLUMB INSTALLATION TOLERANCES. OUT-OF-PLANE INSTALLATION TOLERANCES. ya,v L F�ny, a_,��' ±''l>.s1ti;'!k{y i. �" -t�,'�'`Gie":x��'...� °t�� .d:.;.3<.y ._hr: ..i. ''` -.x�-• .:r.5;::n. ••y;'A &.0 �-...°„r i •.. I � •7':`�- ":a' � F ,1` -'� 'a.wi•.'��.��.J� i � � ��•r T� t.3'. +�'- +'wQ'':2{�'�'rf;:::'•.,�.. .i� .A+.r F` 2. bj¢'°F �.� �d a5 4 ��wy1.�,....� ki � � �'leyr"ap �� . �. ��,4 •3.y"tir� ��.� •'.t3 � i t i ?r #try° ..�._ `�" a'.. � .e Frame 6 TRIO DESIGN CONSULTANTS. LLC-C.OA. #27578 APPROVE [ NOT APPROVED [ ] APPROVED AS NOTED [ ] REVISE&RESUBMIT [ ] REVI R C �� l SIGNATOR Desigr�ersrevlew b rot VA M dedM oar 19' and c�hact dgEtt? a shall not axrskued as ret�virrgg the cordracta Uan ca�olatce w�ere pn>)ect plan and veciNcatl m rror deparAa+ea 6arekOm.fie remold rspo wwe for defalls ark acamy,for and corWdq as quontffles orad d menWM for tag fes, for techniques of assewA*and for pafomrktp fds walk In a sole manner: '`" Royal Truss Manufacturing 9550 NW 79th Ave, Suite#5 j Hialeah, Garden, FL 33016 Royal Truss Tel: (305) 822-0020 Fax: (305)822-0029 Site Information: Project Customer. MATEO RESIDENCE 2 of 2 i i Site Address: 900 NE 100 ST. -MIAMI SHORES ; FL. Zip: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FOC2010ITP12007 Design.Program: 7.35 May 18 2012 Roof Load: 45.0 psf Floor Load: WA Wind Code: Wind Speed: 175 mph This package includes 34 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. p �tri No. Date Truss ID# Seal# No. Date Truss ID# seal# ��J�JI`� 1 05!26/14 CJ11 A0013796 24 05/26/14 M1 A0013819 IVI d ++� L/71mo 3 92 05/26/14 CJ14 A0013197 25 05 1A A0013820 (/�/�` 1st I�05/26/14 CJ6 A0013798 2605/26!14 M2 A0013821 4 05/26/14 CJ6A A0013799 0 05/26/14 M5 A0013822 5 05!28/14 GRI A0013800 28 05/26/14 M6A A0013823 6 99/14 H1 A0013861' 29 05/25/14 MBB A0013824 7 05/26/14 A0013802 30 05/26/14 M7 A0013825 8 05/26/14 0013803 31 05/26/14 M8 A0013826 9 05/26/14 4 AO 3804 32 05/26/14 M9 A0013827 10 05/28/14 HH5 A001 05 33 05/23/14 T1 A0013828 11 05128/14 J1 A00138 34 05/26/14 V3 A0013829 �ltj 1 12 05/28/14 J1A A0013807 13 05/26/14 AB AD013808 lF' l 14 05/28/14 Jib 13809 61(, 15 05/28/14 3 A001381 16 05/26/14 J3A' A001 11 r D 17 05/26/14 J3B 13812 18 05!28/14 . J3c AO013813 19 05/28/14 J5 A0013814 ® 'y ; 20 05/26!14 JW_ A0013815 *tbt( � 21 05/28!14 A0013816 22 05/26!14 A0013817 23 05/26/14 79 A0013818 - e�``Oltltlrrejg�tle The truss drawing(s) referenced above have been prepared:by MiTek �•`��Q•��`N��'�:'k�; -Industries, Inc: under my direct supervision based on the parameters provided-by Royal Truss Manufacturing,. Hialeah Gardens, FL. Truss Design Engineer's Name: Orlando M. Fortun, P.E. _ CC PE#22249, EB#0005512 m NOTE: The seal on these'drawiligs indicate.acceptance of ��'®° •° professional engineering responsibilty for the truss ®� eR��JDc-t�ass�wz-imu components shown. /r l l ►, �IAY 2 7014 Page 1 of 1 Englnimfl3 Marne Date G Job Truss Truss Type s, Qty Py 420-14A CJ11 A0013796 ROOFTRUSS. 1 1 Royal Truss Company,Doral,FL,Edward Davis Job Reference o tions j 7.350 s May 18 2012 MTek Industries,Inc. Mon May 26 10:26:09 2014 Page 1 ID:YSCOIbi39F KIP86u281uKzDaQm-NtcZc417uliGP(axHGM7w3l_I5n2CgGJKugVMzCgJy -1-5-0 3-8-0 7-2-9 11-0-10 1-5-0 3-8-0 3-6-9 3-10-1 i Scale=1:20.5 2x4 11 6 7 3x4 4.24 12 5 13 3x4 3x4 4 T1 W5 3 4 12 j 2 1 4 • B1 11 10 9 V 3x5 II 2x4 11 3x4= 5x6=8 3-8-0 7-2-9 11-0-10 3-8-0 3-6-9 3-10-1 Plate Offsets(X,11): [2:0-2-120-1-101 r9:0-3-00-2-121 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC' 0.49 Vert(LL) 0.03 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.31 Vert(TL) -0.04 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matra) Weight:63 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-413 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing. SLIDER Left,2x4 SP No.2 2-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 9=498/0-3-8 (min.0-1-8),2=643/0-11-5 (min.0-1-8) accordance with Stabilizer Installation guide. Max Horz 2=513(LC 5) Max Uplift99=-701(LC 5),2-713(LC 4) Max Grav9=835(LC 9),2=917(LC 10) I FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12-1260/526,3-12=-1229/527,3-4--1186/538,4-13--737/326, 5-13=657/327,13-9=2121268 BOT CHORD 2-11=-879/1288, 10-11=-879/1288,9-10=582(762 WEBS 410-575/325,5-10=-89/307,5-9=947!719 NOTES 1)Wind:ASCE 7-10;175mph(3-second 46st)•Vasd=136mph;TCDL=5.Opsf,BCDL=S.Opsf;h=25ft-Cat II;Exp C;Part Encl.,GCpi=0.55;C-C Exterior(2)-1-5-9 fo 176-7,Interior(1)1-6-7 to 11-0-10;Lumbernor - p grip DOL=1.60 - OM Q 2)Plates checked for a plus or minus 0 degree rotation about its center. � � " 3)This truss has been designed for a 10.0 psf bottom chord live load nonc oncurrent with aY e ads. �-TM ,PA 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstand 1 at joint 9 /g - 713 Ib uplift.at joint 2. 49 EA mzKV*W 5)"Semi-rigid pitchbreaks with fared heels"Member end fixity model was used in the anal is of this~1 391h t»KAM RD MA 3355 { LOAD.CASE(S) Standard IM-(3M)262-625 FAX-OW)267-ww • MAY 2-7 X014 Job Truss Truss Type CAy p� S1 4-20-14A CJ14 ROOF TRUSS1 1 A0013797 Royal Truss Company,Doral,FL,Edward DavisJob'Reference(optional) 7.350 s May 18 2012 Mi rek Industries,Inc. Mon May 26 10:26:10 2014 Page 1 ID:YSCOlbi39F KiP86u26luKzDaQm•r3AypAkNKQ7Lh97rztESG14VU41icMQy__eolozcgJx -1-5-0 6-0-0 10-"' 14-9-8 1-5-0 6-0-0 4-6-0 4-3-8 Scale=1:26.8 Camber=1/8 in .2.48 12 ... 5x6= 6 7 5x6= 5 5x8 4 3x10= W5 3 14 132 B1Li B2 6x8= 11 10 9 3x8= 12 2x4 11 6x6— 4x4= 7x6= 8 6-0-0 10-6-0 14-9-8 6-0-0 4-6-0 4-3-8 Plate Offsets MY): j2:0-4-11 0-4-31 [4.0-2-12 0-3-01 f5.0-3-0 0-3-01 [6.0-3-0 0-3-0] [9:0-2-8,0-4-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.82 Vert(LL) 0.20 10-12 >854 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) -0.23 10-12 >734 180 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight 86 Ib FT=D'/a LUMBER BRACING TOP CHORD 2x4 SP M 30*Except* TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc T1:2x4 SP No.2 purlins, except end verticals. BOT CHORD 2x6 SYP No,2 BOT CHORD Rigid ceiling directly applied or 4-3-4 oc bracing. WEBS •2x4 SP No.2*Except* WEBS 1 Row at midpt 5-9 W5:2x6 SYP No.2 SLIDER Left 2x4 SP No.21-11-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (INsize) 9=1747/0-3-8 (min.0-3-1),2--959/0-11-5 (min.0-1-10) accordance with Stabilizer Installation quide. Max Horz2=731(LC 4) Max UpliH9=2204(LC 5),2=990(LC 4) Max Grav9=2611(LC 10),2=1369(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=-4201/2547,3-14=-4195/2550,3-4=-4161/2555,4-5=2802/1791, 6-9=-862/989• BOT CHORD 2-12=3178/4298,11-12=-317814298,10-11=-317814298,9-10=-2285/2858 WEBS 4-10-15W/934,5-10=-148/683,5-9-3110/2451 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.0psf = a a Encl.,GCpi=0.55;C-G Exterior(2)-1-5-6 to 1-6-10,Interior(1)1-6-10 to 14-9-8;.Lumber: ' DOL=1.60 2)The solid section of the plate is required to be placed over the splice line at joint(s)11. CZNMLTM E PA 3)Plate(s)at joints)6,9,2,2,2,4,12, 10 and 5 checked for a plus or minus 0 degree roo center. CK/g1 4)Plate(s)at joint(s)11 checked for a plus or minus 2 degree rotation about its center. PE ZI149 ES.mIDm5'stt 5j This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a y ads. >dm sit T ►hare,l3 ol�a 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstan in lift at jo*§U*r261-6M FAX-00)262-MN and 990 lb uplift st joint 2. 7)"Semi-rigid pitchbreaks+with fixed heels"Member end fixity model was used in the arialysis and designr 2u X14 Continued on page 2 Job Truss Truss Type Qty Ply 4-20-14A CJ14 ROOF TRUSS 1 1 A0013 787 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350.- May 18 2012 MiTek Industries,Inc. Mon May 2610:26:10 2014 Page 2 NOTES • ID:YSCOIb139F KIP86u26IuKzDaQm-r3AypAkIfKQ7U97rAESG14vU4iicMQy_e01ozCgJx 8)In the LOAD CASE(S)section,loads applied to the face of the truss,are noted as front(F)or back(B). LOAD)CASE(S) Standard 1)Regular:Lumber Increase=1.33,Plate Increase=1..33 j Uniform Loads(p Vert: 1-13=75 Trapezoidal Loads(plf) Vert 13=0(F=38,B=38)-to-6--271(F=-98,6=98),6=271(F=98,B=98)-to-7=277(F=101,B=101),2=2(F=9,B=9)-to-8=74(F=27,B=27) a • DSD �i ilo Q C W LTW,BJC ;PA CN&/STRllG71Jtm RE 21249 E8 0AWA 7270 6913ft 78Wi1L7_HM,nDRIAA 33M j 7M-(305)162-62 8 FAX-P305J 262-2014 • i MAY 27X014 Job Truss Truss-Type PI ��• Qty. y 4-20-14A CJg A0013798 ROOF TRUSS 1 1 Royal Truss Company,Doral,FL,Edward Davis Job Reference(optional)7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:26:08 2014 Pagel ID:YSCOIbi39F KlP86u26luKzDaQm-ug3BOUjVw5N91yYrmNrDrshXrEnJ7Vh9HzvzCgJz -4-3-10 - -4 3-6-1 6-11-6 3-11-2 -4- 3-6-1 3-5-4 Scale=1:21.9 - 3x5 11 2.48F12 6 7 3x4 5 13 2x4 11 _ 11 3 12 4 T1 it 2 7x6 61 LJ I 1 10 1 9 4x4= 2x4 11 8 4x4= 2x4 11 -Ort,-8 3-6-1 6-11-6 , 0-2-8 3-6-1 3-5-4 Plate Offsets(X,Y): [2:0-6-1 Edge] [4 0-1-4 Edgel [6.0-3-12 0-1-8] LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.34 Vert(LL) -0.01 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.17 Vert(TL) -0.02 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matra) Weight:51 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size). 4=550/0-11-5 (min:0-1-8),6=222/Mechanical,8=112/Mechanical,10=0/0-1-8 (min. 10�8�Stabilizer Installation guide. Max Horz 4=873(LC 9),10=1035(LC 4) Max Uplift4=513(LC 4),6=-365(LC 5),8=74(LC 5) Max Grav4=713(LC 9),6=370(LC 10),8=136(LC 3) ' FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-11=1008/934,3-11=-1002/959,3-12=901/860,4-12=901/859, 413=-355/200,5-13=330/204 BOT CHORD 4-9=319/329;8-9=319/329 WEBS 5-8=342/331,2-10=929/1036 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25f;Cat.11;Exp C; Encl.,GCpi=0.18;C-C Extedor(2)-4-4-3 to-1-43,interior(1)-1-4-3 to 6-11-6;Lumber D - p e g p DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. • 3)-This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a'y ads. CZN5LL7M ,PA 4)Refer to girders)for truss to truss connections. CP&/STRICT1Rk 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. f E 21149 fa•wom 6):Provide metal plate or equivalent at bearing(s)6 to support reaction shown. 1220 SK 3%h TMACS K",FLORIDA 3355 4 7)Provide mechanical connection(by dthers).of truss to bearing plate capable of withstan in ift at jol?R!4 Ml161-b7F IAX,r31*1162-201 • 365 Ib uplift at joint 6 and 74 Ib uplift at joint 8. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design IMP �� j Continued on.page 2. Job : Truss Truss Type qty ply 4-20-14A CA ROOF TRUSSA0013798 1 1 Royal Truss Company,Doral,FL,Edward Davis Job Reference o tion 7.350 s May 18 2012 MTek Industries,Inc. Mon May 26 10:26:08 2014 Page 2 NOTES ID:YSCOIbi36F KIP86u26luKzDaQrt►•ug3BOtJ)VjAPSN?kNrmNrDrshxrl=nJrA9HmCgJz 9)Gap between inside.of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10)In the LQ, EP CASE($)section,bads,applied to the faceof the truss are noted as front.(F)or back(B). LOAD CASE(S) Standard 1)Regular.Lumber Increase'--1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:1-2-30,2-12-75 Trapezoidal Loads(plf) Vert 12=0(F=37,B=37)-to-7=-130(F-28,B-28),4-2(F=9,B=9)-to-8=33(F=7,B=7) Caallo ate, Q� -Tws! ,PA am/STRicnRk F.E.71149 E6.0IDrir v 127E SK 391h 78 RACE K",KDROA 3355 j 7M-(3EJ)262428 547(-(305)262-WW MAY 2 7 N4 Job Truss Truss Type Qty Ply 2 ' A0013799 4-20-14A CJ6A ROOF TRUSS 2 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 26 10:26:08 2014 Page 1 IMYSCOW39F KIP86u26luKzDaQm-ug3BOUJV7jAP5N7kIYrmNrpouhXvEpg7Vh9HzaCgJz -1-5-0 3-5-6 6-11-6 , 3-5-6 3-6-0 Scale=1:16.3 3x4 11 4 5 4.24 12 3x4 3 11 T1 W3 N 10 N 2 W1 1 1 1 8 7 2x4 11 3x4= 6 3x4= 3-5-6 6-11-6 , 3-5-6 3-6-0 Plate Offsets(X,Y): [4:0-2-0,0-1-01 LOADING (psfl SPACING 2-0-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.53 Vert(LL) -0.01 8 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.16 Vert(TL) -0.02 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(fL) 0.01 7 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matra) Weight:34 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=312/0-11-5 (min.0-1-8),4=180/Mechanical,7=178/Mechanical Max Horz 2=257(LC 5) Max Uplift2=326(1_C 4),4=362(LC 5),7=149(LC 5) Max Grev2=366(LC 2),4=327(LC 10),7=285(LC 9) A FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 2-10=-475/140,10-11=-447/141,3-11=-437/146 BOT CHORD 2-8=380/517,7-8=3801517 WEBS 3-7=566/416- NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft,Cat ll;Exp C; Encl.,GCpi=0.18;C-C Exterior(2)-1-5-9 to 1-6-7,Interior(1)1-6-7 to 6-11-6;Lumber.DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrentwith.a y a�tsj Q 4).Refer to girder(s)for truss to truss connections. 5)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 0TM PA 6.)Provide mechanical connection(by others)of truss to bearing plate capable of withstan nA at joint 2�E%94 Ea II /S .362 Ib uprdt.atjoint 4 and'149 Ib.uplift at joint 7. 7)"Semi-rigid pitchbreaks:with fixed heels".Member end fixity model was used in the anal is of this MIA 3%h TMAM mars,RDODA 33x3 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not ex 7--r-AM 762-675 FAX-(30)262-20W 9)In.the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(l) %oftw ISR9Fg5t6hdard MAY 2 7X014 Job Truss Truss Type Qty Ply _? A0013799 4-20-14A CJ6A ROOF TRUSS 2 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 26 10:26:08 2014 Page 2 ID:YSCOIbi39F_KIP86u26luKzDaQm-ug3BOUjV71AP5N?kjYrmNrpouhXvEpg7Vh9HzvzCgJz LOAD CASE(S) Standard 1)Regular.Lumber lncrease=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert: 1-9=-75 Trapezoidal Loads(plf) Vert:9=0(F=38,B=38)-to-4=125(F=-25,6=25),4=-80(F=25,B-25)-to-5=-85(F=28,13=28),2=2(F=9,B=9)-to-6=35(1==7,B-7) a CGNRLTtl+l'a Dr4m ,PA CIYft/mcnom f E 21149 EB.OAMI2 MO SEL 39th 78aZ M K",FiDFWA 3365 { 7E7-(3as�262-x225 FAX-(30)262-201 MAY 2 701 i Job Truss Truss Type City Ply J:: A0013800 4-20-14A GR1 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 26 10:26:10 2014 Page 1 ID:YSCOlbi39F NP86u2eiuKzDaQm-BAypAkWQ7Lh97rztESG15BU5xij7Qy_eOlozCgJx 5-0-0 i 5-8-01 10-8-0 , 5-M 0-8-0 5-0-0 Scale=1:17.7 5x6= 5x6= 2 3 T 6.00 FIT 8 9 7 T1 T1 10 a W1 W1 4 1 131 n 6 6 6 3x4= 5 Q 6 d e d 4x4 2x4 II \ 4x4� 5-0-0 5-8-0 10-8-0 5-M 0-8-05-0-0 Plate Offsets MY): [1:Edge,0-1-111,[2:0-3-0,0-2-01,[3:0-3-00-2-01 [4:Ed a 0-1-111 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.74 Vert(LL) .0.07 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.60 Vert(TL) -0.09 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matra) Weight 47 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. WEDGE MTek recommends that Stabilizers and required Left 2x4 SP No.2,Right 2x4 SP No.2 cross bracing be installed during truss erection,in REACTIONS (Ib/size) 1=772/0-8-0 (min.0-1-8),4=772/0-5-0 (min.0-1-8) accordance with Stabilizer Installation guide. Max Upliftl=-848(LC 4),4=-848(LC 5) Max Gravl=1275(LC 9),4=1275(LC 9) a FORCES (lb)-Max.Comp./Max.Ten.-All fords 250(lb)or less except when shown. TOP CHORD 1-7=-2120/1320,7-8=-2031/1323,2-8=2007/1335,2-3=1761/1258, 3-9=-1996/1330,9.10=-2020/1318,4-10=2109/1315 BOT CHORD 1-6=991/1712,5-0=966/1665,45=986/1702 WEBS 2-0=-422/694;3-5=381/690 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.00sf,E0DL=5.0psf,h=25ft;Cat 11;Exp.C; Encl.,GCpi--0.18;C-C Exter1or(2)0-4-0 to 3-4-0,Intsrior(1)3-40 to 5-0-0,Exterior(2) o en to 10-4-0;Lumber DOL=1.60 plate grip DOL=1.60 o 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. CQN5l$TWs Dr4E 4a PA 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a y ads. CK/g� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstan n u ift at joint 1 rhZ249 EEL 0IDmM 848 Ib uplift at joint 4. mm I&A 3911,79aZAM mall,FLORIDA 33M 7)Girder carries hip end with 5-0-0 and setback. 111-r4a)262-bas FAx-r3vs;ibs-ww 8)"Semi-rigid pitchbreaks with fixed heels"Member end fairy model was used in the analys 6T Vils tru Continued on page 2 , MAY. 2.7.X014 Job Truss Truss Type (qty Pfy A0013800 4-20-14A GRI ROOF TRUSS 1 I Job Reference o lona Royal Truss Company,.Doral,.FL,Edward:Davis ; .:.. 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:26:10 2014 Page 2 ID:YSC0Ib139F KIP86u261uKzDaQm-r3AypAktfKQ7Lh97rztESG15BU5Xi,7Qy_e0lozcgJx DOTES 9)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s)606 lb down and 365 Ib up at 5-8-0,and 606 Ib down and 365 Ib up at 5-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:1-2=75,2-3=-119(F=-44),3-4=75, 1-6=20,5-6=32(F=12),45=20 Concentrated Loads(lb) Vert:6=277(F)5=277(F) � I • a o a CZN5tLTWs 942fEM;PA CIA/STidIGnPA F E 21149 ES.0009512 F01220&A 391h MWACE MM,R DFADA 3355 7EL-(305)262-628 FAX(305)262-2014 MAY 27X014 Job Truss Truss Type City ply A0013801 4-20-14A HH1 MONO HIP 1 7Jobrence(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:26:10 2014 Page 1 ID:YSCOIIu39F KIP66u26luKzDaQm-r3AypAkWQ7Lh97rztESG18FU38hwQy__e01ozCgJx 5-0-0 7-9-9 10-5-7 1 13-3-0 13 -8 5-0-0 2-9-9 2-7-13 2-9-9 0- -8 Scale=1:23.0 3.50 rl2 4x8 2x4 11 3x4= _ 2 34 4 5 g 11 1 N1 Ni Ni 1 E $ s 10 9 8 4x4= 2x4 II 3x4= 3x8= 7 2x4 11 5-1-12 7-9-9 10-5-7 13-3-0 5-1-12 2-7-13• 2-7-13 2-9-9 Plate Offsets(X,1): [1:Edge,0-1-12],[2:0-5-4,0-2-0],[7:0-2-8 0-1-0] LOADING (psf) SPACING ' 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.54 Vert(LL) 0.06 10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.75 Vert(TL) -0.08 1-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010/'TPI2007 (Matra) Weight 121 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling.directly applied or 9-5-0 oc bracing. REACTIONS (Ib/size) 1=921/0-8-0 (min.0-1-8),7=102510-3-8 (min.0-1-8) Max Horz 1=168(LC 4) Max Uplift1=797(LC 4),7=904(1-C 5) Max Grav 1=1362(LC 10),7=1511(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. A TOP CHORD 1-11=-3277/1789,2-11=-3201/1797,2-3=-2976/1705,3-4=-1956/1145, 45=1956/1145,5-7=1449/906 BOT CHORD 1-10=175713051,9-10=-1780/3110,8-9=-1705/2976 WEBS 2-10=273/674,443=- 4/412,3-8=1207/691,"=-1297/2233 NOTES 1)2-ply truss to be connected together with 10d(0.131 W)nails as follows: Top chords connected as follows-2x4-1 row at 0-9-0 oc. Bottom chordsconnected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-94)oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or be ( )f O CASE(S)section.Ply to ply connections have been provided to distribute only loads not ), othetwise indicated. Co aLTWI Dramm,PA 3)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Ops h ll;Exp C; CI)&/6TRIG11PX End.,GCpi=0.18;C-C Extedor(2)04-0 to 34-0,Interior(1)3-"to 13.4-8;Lumber DO =1a rip DOL=1.�M49 M�� 4)Provide adequate drainage to prevent water ponding. Wm sit 3%hT K"FLORIDA 33M 5)Plates checked for a plus or minus'O degree rotation about its center. m,_rte)2&a-eze pm_(30)W2-WW 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 797 Ib upiint 1 Co& d*0"t,0lpt 7. Hi L IA14 Job Truss Truss Type 'Qty ply 4 A0013801 20-14A HH1 MONO HIP 1 2 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:26:10 2014 Page 2 - NOTES ID:YSCON39F KI P86u26luKzDaQm-r3AypAk11KQ7Lh97rctESG18FU38hw0y_eOlozcgJx 8)Girder carries hip end with 0-0-0 right side setback,5-0-0 left side.setback,and 5-0-0 end setback, - 9)"Semi-rigid pitchbreaks with fb(ed heels"Member end fbdty model was used in the analysis and design of this truss. 10)Hanger(s)or other connection•device(s)shall be.provided sufficient to support concentrated load(s)546 Ib down and 285 lb up at 5-0-0 on bottom chord.-.The,design/selection of such connection.device(s)is the responsibility.of others:. . LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert 1-10=20,7-10=32(F=12),1-2=75,.2-5=-119(F=-44),5-6=-30 Concentrated Loads(lb) Vert 10=277(F) {pmt IO ll�l Q COOLLT06 Bim,PA Cf&/ST icnil Ai, P£2n4s E.B.00sa V 410 W 3%h TIWIAM nA"FLORIDA 33M j 7M-r305)267-6Z 5 FAX-NW 967-WAI MAY 2 7 X014 Job Truss Truss Type Qty RA0013802 4-20-14A HH2 ROOF TRUSS 1 Py Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:26:11 2014 Page 1 ID:YSCOlbi39F KIP86u261uKzDaQm-JFkKIMOQeYyrkJOhOT?UrFxuTYR?NNZBeNxaEzCgJw 7-M 13-3-0 IM-8 7-0-0 6-3-0 04-8 Scale=1:22.9 Camber=1/8 in 4x8= 4x5= 3.50 12 3 8 4 5 3x4 2 3x4 1 1 1 6 � k 7 3x4=5x6= 2x4 11 6 5x6= 7-0-0 , 13-3-0 7-0-0 6-3-0 Plate Offsets KY): [1:0-3-4,Edge],[1:Edge,0-2-0],[3:0-5-4,0-2-0],[4:0-1-8,0-2-01,[6:0-3-0,0-2-12] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.74 Vert(LL) 0.09 1-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -0.15 1-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:60 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3=2-7 oc BOT CHORD 2x4 SP No.2 purlins, except and verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid oiling directly applied or 648-0 oc bracing. SLIDER Left,2x4 SP No.2 3-6-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 107/0-8-0 (min.0-1-8),6=615/0-3-8 (min.0-1-8) accordance with Stabilizer Installation guide. Max Horz 1=219(LC 4) Max Uplift1=-456(LC 4),6-467(LC 5) Max Grav1=781(LC 10),6=782(LC 9) FORCES (lb)-Max.CompJMax.Ten.-All fords 250(lb)or less except when shown. TOP CHORD 1-2=1332/632,2-3=12541646,4-6--317/285 BOT CHORD 1-7=-687/1229,6-7=-&W1240 WEBS 3-7=0/282,3-6=1195/653 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft;Cat 11;Exp C; Encl.,GCpi=0:18;C�C Exterior(2)0-4 0 to 34-0;Interior(1)3-40 to 134-8;Lumber DOL=1.60 plate grip DOL=1:60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. a +per 4)This truss has been designed for a 10.0 psf.bottom chord live load nonconcurrent with a yffeaps.5)Provide mechanical connection(by others)of truss to bearing plate capable of withstand ngat joint 1 TH6 PA 467 lb uplift at joint 6.6)"Semi-rigid pitchbreaks with fixed heels"Member end fodty model was used in the anal isf this truss E ZT149 EB.0005512 1ZW 51 35h MWAGE HINT,FLORIDA 3355 LOAD CASE(S) Standard 7M-r30)2Q-rZ Fax-OM)262-WW MAY .l 7X014 Job Truss.. Truss-Type Qty. Ply JY A0013803 4;-20-1-4A: -HH3 ROOF TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek-Industries,Inc. Mon May 26 10:26:112014 Page 1 [MYSCOIbi39F KIP86u26luKzDaQm-JFkK1YIOQeYyrkJOhOT?UrETuP RrArMaNxaEzCgJw 4-7-10 , 9-0-0 13-3-0 134-8 4-7-10 4-4-6 4-3-0 0- -8 Scale=1:23.3 Camber=1/4 in 4x4= 3X4= 3 9 4 5 3.50 12 T2 2x4 2 8 T1 1 a� 61 k 7 4x4= 3x8 6 3x5 11 9-M 13-3-0 , ' 9-0-0 4-3-0 Plate Offsets MY): [1:Edge,0-1-121,[6:0-2-12,0-1-8] LOADING (W SPACING ' 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.83 Vert(LL) -0.14 1-7 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.71 Vert(TL) -0.37 1-7 >410 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight 62 Ib FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-3 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals: WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-2 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=607/0-8-0 (min.0-1-8),6=615/0-3-8 (min.0-1-8) Max Horz 1=257(LC 4) Max Uplift1=-434(LC 4),6=-467(LC 5) ; Max Grav1=783(LC 10),6=794(LC 9) FORCES (Ib)-Max CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8--1611/832,248--15271839,2-3=-W&398,3-9=-827/416, 49=-827/415,4-6=781/469 BOT CHORD 1-7=958/15544 WEBS 2-7=751/563,47=-478/982 NOTES 1)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat:II;tJT C; Enol.,GCpi=0.18;C-C Exterio42)044to 3-4-0,Interior(1)3-4-0 to 134-8;Lumber DOUE-1 rip 2)Provide adequate drainage to prevent water ponding. (gM Q 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a-Y@ads. - ;PA UWX 5)Provide mechanical connection(by.others)of truss to bearing plate capable of withstan nft at joint 1 p 9/STRIG FH 0ID®55II OO 4671b uplift at joint 6. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analy isof this 35h IMAM r>f",RDIvA M5 Nz)262-6225 FAX-o4m)262-2®11 LOAD CASE(S) Standard MAY 2 7 X014 Job Truss Truss Type Qty Ply 420-14A HH4 ROOF TRUSS A0013804 . 1 1 Job Reference (optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 26 10:26:12 2014 Page 1 ID:YSCON39F-KIP$6u26luKzDaQm•nSUErmOBygra IVyOmYhNVSlrhALM017V6gzCgJv 5-7-10 11-0-0 i 13-3-0 13r4-8 5-7-10 5-4-0 2-3-0 04-8 i Scale=1:23.6 4x8= 2x4 11 A 5 6 3.50 F12 T2 3x4 3 3x4 T 2 10 q 1 1 C1. B1 � e 6 k 9 8 3x4=3x4= 2x4 11 3x4= 5x6= . 5-7-10 11-0-0 13-3-0 5-7-10 . 5-4-6 2-3-0 Plate Offsets MY): [1:044,0-1-81,fl:Edge 0-2-01 f4:0-5-4,0-2-01,r7:0-3-0.0-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.43 Vert(LL) 0.05 1-9 >999 240 UT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.36 Vert(TL) -0.10 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrbr) Weight:70 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-11 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-1 oc bracing. SLIDER Left 2x4 SP No.2 2-8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS, (lb/size) 1=607/0-8-0 (min.0-1-8),7=615/0-3-8 (min.0-1-8) accordance with Stabilizer Installation-guide. Max Horz 1=305(LC 4) Max Upliftl=-419(LC 4),7=-453(LC 5) Max Grav1=782(LC 10),7=809(LC 9) A FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 1-2=1554/675,2-10=-1490/681,3-10=1453/689,34---499/193 BOT CHORD 1-9=839/1498,8-9=839/1498,7-8=239/462 WEBS 3--8=-1114/64-9,4-8=-1581454,4-7=-878/450 _ NOTES 1)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft;Cat.11;Exp C; Encl.,GCpi=0.18;C-C Exterior(2)0-4-0 to 3-4-0, Interior(1)3-40 to 134-8;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage.to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a.y a s, P.4 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstan n 1 at joint 1 453 Ib uplift at joint 7.1 /s7RUGi1JRL4L 6)".Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anal is n i of this true 2T149 ES 0ID�J511 WO SAL 391h r$WAGE K",FL.DOPA 33M , LOAD CASE(S) Standard >n-Oft)262-6z5 FAX-(US)26:-20W MAY 27 014 Job Truss Truss Type Qty Ply A0013805. 4-20-14A HH5 MONO TRUSS 1 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s.May 18 2012 MTek Industries,Inc. Mon May 2610:26:12 2014 Page 1 ID:YSCOlbi39F KIP86u26luKzDaQm-nSliErm08ygra_NyOvAYhNRwilrAXOJQ17V6gzCgJv i 4-7-3. 8-11-2 13-3-0 13,E-8 ' 4-7-3 4-3-14 4-3-14 0-11-8 Scale=1:22.6 Camber=1/16 in 2x4 11 4 3.50 F12 3x4 8 3 2x4 T 2 7 1 B t 6 If I 4x4= 3x4- 5 5x6 6-9-2 13-3-0 , Plate Offsets MY): 15:0-3-0,0-2-121 6-9-26-5-14 LOADING (psf) SPACING ' 2-0-0 CSI IDEFL in floc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.66 Vert(LL) 0.07 1-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.74 Vert(TL) -0.12 1-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrbx) Weight 62 Ib FT.=0% LUMBER BRACING .TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=607/0-8-0 (min.0-1-8),5--607/0-3-8 (min.0-1-8) Max Horz 1=348(LC 4) Max Uplift1=-405(LC 4),5=513(LC 5) Max Grav1=778(LC 9),5=816(LC 9) a FORCES (lb)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7-1617f719,2-7.=-1532/727,2-3=1224/486 BOT CHORD 1-6=-943/1586,5-6=-514/873 WEBS 2-6=-474/405;3-6=-201/518,3-5=1031/608 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft;Cat.ll;Exp C; Encl.,GCpi=0.18;C-C Exterior(2)0-4-0 to 3-4-0,Interior(1)3-4-0 to 13-1-4;Lumber DOL=1.60 plate grip DOL=1.60 . 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with.a y ac)�risya Q 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstand n a loin an 513 Ib uplift at joint 5. �TM PA 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analy is I of this true ,Enu9 if.B OIDta55Q LOAD CASES) Standard MO 51 3ft M&ACS KA",KDROA33W 111-DM)262-62B FAX-(3S')262-MM mAY .27X014 Job Truss Truss Type Qty Ply A0013806 4-20-14A J1 ROOF TRUSS 4 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:26:12 2014 Page 1 1MYSCOIb139F KJP86u281yKzDaQm-nSUErmoBygra NyOwiYhNZVIwFAebjQl7V6gzCgiv -1-0-0 _ , 1 II' 1-0-0 1-0-0 Scale=1:5.8 3 6.00 12 2 T1 1 61 0 o ..Qo Q° 4 3x4= 1-0-0 •1-0-0 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.17 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matra) Weight5 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 14)-0 oc BOT CHORD 2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 3=23/Mechanical,2=182/0-8-0 (min.0-1-8),4=9/Mechanical accordance with Stabilizer Installation guide. Max Horz 2=150(LC 4) Max Uplift3=28(LC 2),2=-318(LC 4) . Max Grav3=160(LC 6),2=243(LC 10),4=18(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All fords 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opst BCDL=5.Opsf;h=25ft;Cat II;Exp C; Encl.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 lb uplift at joint 3 and 318 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analy is ofd" o M 4 9 LOAD CASE(S) StandardGYL� Pd PE 91249 E8 OID055Q 1ZW 5913ft MaZAM HWI,RDROA 3355 7M-(305)262-6225 FAX-(30;-262-204 MAY 2 7 X014 Job Truss Truss-Type Qtyply A0013807 4-20-14A J1A ROOF TRUSS 2 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:26:13 2014 Page 1 ID:YSCOlbi39F KIP86u261uKzDaGm-Fes4RBmeyFoiC8tMRx4vwhrilzv5Xseys2e7zCgJu i -3-0-8 -0-3-8 1-1-8 2-9-0 0-3-8 1-1-8 Scale=1:8.6 3.50 12 2x4 11 3 2. 1 3x4= T1 6 0 1 Q° II 4 4x5= 1-1-8 1-1-8 Plate Offsets MY): [3:0-2-3,Edge] LOADING(psf) SPACING 240-0 CSI bEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.33 Vert(LL) -0.01 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 1.00 Vert(TL) 0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.07 4 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matra) Weight:17 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1-1-8 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=356/Mechanical,5=0/0-1-8 (min.0-1-8),3=615/Mechanical,3=615/Mechanical Max Horz 5=110(LC 4) Max Uplift4=532(LC 9),3-1011(LC 4) Max Grav4=602(LC 4),3=912(LC 9),3=615(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;175mph-(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft;Cat.ll;Exp C; Encl.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate at joints)5. 6)Provide mechanical connection(by others)of truss to bearing-plate capable of withstan n 1011..lb uplift at joint 3. T 7)" Semi-rigid pitchbreaks with faced heels"Member end fixity model was used in the analy is d of this true>�/8TR1q 06"El,PA 8)-Gap between inside of top chord bearing and first diagonal or vertical web shall not ex FE.?nos Era ome5512 LOAD CASE(S) Standard me&K nh 7OWZE MM nn)WA MW lEL-(361767-678 FAX-00)767-WW MAY 27014 Job Truss Truss-Type Qty. Ply A0013808 4-20-14A J1B ROOF TRUSS 2 1 Job Reference.o tion Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:26:13 2014 Page 1 ID:YSCOlbi39F KIP86u2aluKzDaQnrFes4RBmeyFoiCeb'w6Rx4vwjdGUvbrseys2e7zCgJu -1-0-0 1-0-0 1-0-0 Scale=1:5.0 3 3.50 F12 2 1 T1 81 0 Ao 0 Qo • �7 o A7 X 4 3x4= 1-0-0 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.20 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL OA Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10:0 Code FBC2010/TP12007 (Matrix) Weight:'5 lb FT=00/6 LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.or 140-0 oc BOT CHORD 2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 3-21/Mechanical,2=178/0-8-0 (min.0-1-8),4=9/Mechanical accordance with Stabilizer Installationuide. Max Horz2=98(LC 4) Max Uplift3=-25(LC 2),2=326(LC 4.) Max Grav3=156(LC 6),2=247(LC 10),4=18(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All fords 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft;Cat.II;Exp C;Part; Encl.,GCpi=0.55;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 Ib uplift at joint 3 and 326 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks with foxed heels"Member end fixity model was used.in the anah.,as oil o MQ LOAD CASES) Standard WaLTM DWEL-,PA C-P&/STIajG1lRJ1l. P.E.21249 M ovaS 12 420 W Mh MW6M nAPp,KDODA 333M 711-x3051362-628 FAX-x.'10,1262-3014 MAY 2 7 X014 Job Truss Truss- Ply A0013809 4-20-14A J1C ROOF TRUSS 1 Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Job Reference(optional) Industries,Inc. Mon May 2610:26:13 2014 Page 1 ID:YSCOlbi39F_KIP86u261uKzDeQm-Fm4RBmeyFolCBMRx4vwkHiGUv5rseys2e7zCgJu -1-0-01-0-0 1 , —� -0-0 - 1-0 0 Scale=1:5.8 3 6.00 F12 2 T1 1 131 - o o A° Q° 3x4= 4 1-0-0 .1-0-0 LOADING (psf) SPACING 240-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.17 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/e n/a BCDL 10.0 Code FBC20101rP12007 (Matrbr) Weight::5 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathingdire BOT CHORD 2x4 SP No.2 �y applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 3=23/Mechanical,2=182/0-8-0 (min.0-1-8),4--9/Mechanicalaccordance with Stabilizer Installation guide. Max Horz 2=169(LC 4) Max Upl'Ift3-28(LC 2),2-323(LC 4) Max Grav3=179(LC 6),2=247(LC 10),4=18(LC 3) FORCES (Ib)-Max CompJMax.Ten.-All fords 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft;Cat II;Exp C;Part, Encl.,GCpi=0.55;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load oonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 Ib uplift at joint 3 and 323 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in.the-anal is LOAD CASE(S) Standard CCWLTW5 ,PA CA/57RZMRAL pp_=9 EEL 000V! 1220 8,11.33!6 7BaM MM,F D00A WM ' TEL-(3®51262-6M FAX-(30)262-WW MAY 2 7 X014 i Job Truss Truss Type Qty._ MY 1 A0013810 4-20-14A J3 ROOF TRUSS 4 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:26:14 2014 Page 1 ID:YSCOlbl39F KIP86u26tuKzDaQm-jgQSIXnGjZwYplSu4pyAd6Tt46bieY5?tccbAZzCgJt -1-0-0 3-0-0 , ' 1-0-0 3-0-0 Scale=.1:9.6 3 5 6.00 F12 T1 2 1 131 4x4= 4 3-0-0 , ' Plate Offsets KY): [2:Edge,0-1-21 3-0-0 LOADING (psf) SPACING ' 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.29 Vert(LL) -0.00 2-4 >999 240 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.07 Vert(TL) -0.01 2-4 >999 180 13CLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TQ -0.00 3 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight: 11 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc BOT CHQRD 2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 3=56/Mechanical,2=249/048-0 (min.0-1-8),4=25/Mechanical accordance with Stabilizer Installation guide. Max Horz2=261(LC 5) Max Uplift3=-174(LC 5),2=367(LC 4) Max Grav3=182(LC 6),2=327(LC 10),4=50(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10; 175mphr(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat 11;Exp C; Encl.,GCpi=0.18;C-C Exterior(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 24!1-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for. truss to truss connections. 5)Provide mechanical connection(by others)of truss.to bearing plate capable of withstan 'n ift9 ' o om +per 367 Jb.uplift at joint 2., TBG BYstrEE'�;F.4 6)"Semi-rigid'pitchbreaks with foxed heels"Member end fixity model was used in the ana is d of this true/STtalGllJt-5, LOAD CASE(S) Standard FE ZU43 Ea wo-r51Z 'O sat 391h 7MAcs K",».orsvA sass 7M r3vs2262-6225 FAX-(3ft)262-Wu MAY 2 71014 Job Truss Truss Type ►a Qty Ply A0013811 4-20-14A J3A ROOF TRUSS 2 1 FJbeference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 26 10:26:14 2014 Page 1 ID:YSCOl i39F KIP66u26luKzDaQm-AQSfAnGjZwYplSu4pyAd6TgJ6bveXF?krbAZzCgJt -3-0-8 0-3- 3-1-8 2-9-0 -3- 3-1-8 Scale=1:12.4 4 3.50 12 2x4 11 9 3 2 T 8 B1 3x4 D 1 a 1 � Q 4x4= 5 2x4 11 3-1-8 , 3-1-8 Plate Offsets(X,Y): [3:Edge,0-1-151 LOADING (psf) SPACING ' 2-0-0 CSI bEFL in (loc) Vdefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.47 Vert(LL) -0.00 3-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.12 Vert(TL) -0.01 3-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matra) Weight:20 Ib FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3=1-8 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/s'Ize) 4=27/Mechanical,3=440/048-0 (min.0-1-8),5=26/Mechanical,6=0/0-1-8 (min.0-1-8) Max Horz3=-464(LC 4),6=647(LC 4) Max Uplift4=104(LC 5),3=598(LC 4) Max Grav4=49(LC 9),3=644(LC 9),5=53(LC 3) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-611/526,24=-607/543,2-9---4941454,3-9=-494/448 WEBS 1-7=-523/648,6-7=-522/647 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat II;Exp C; Encl.,GCpi=0.18;C-C Exterior(2)-3-1-0 to-0-1-0,Interior(1)-0-1-0 to 2-9-8;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This miss has been designed for a 10:0 psf bottom chord live load nonconc urrent with a o er nre 'ads. 4)Refer to girder(s)for•truss to truss connections. fl7�llo 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. ��1fJG Bim° PA 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstan n ift at joint /$ 598 Ib uplift.at joint 3. PE=45 Efi0005W 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anal y is si of this truss. M0&A 391h TERRACE KAM,KDRIDA 3355 LOAD CASE(S) Standard 711-(ams)262-62* FAX-OM)262-20W MAY 2.7 014 Job Truss Truss Type Qty Ply , A0013812 420-14A J36 ROOF TRUSS 2 1 Job Reference o tion Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:26:14 2014 Page 1 ID:YSCOIbi39F KIP88ri26luKzDaQrrfjgQSfxnGjZwYplSu4pyAd6TgA6WeY5?WxbAZzCgJt -1-0-0 3-0-0 3-0-0 Scale:1.5"=1' 3 3.50 12 5 2 T1 1 B1 Qe QC 4z4= 4 3-0-0 3-0-0 Plate Offsets MY): [2:Edge LOADING(psf) SPACING 240-0 CSI bEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.48 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrbc) Weight 11 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 340-0 oc BOT CHORD 2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required. cross bracing be installed during truss erection,in • REACTIONS (Ib/size) 3=57/Mechanical,2=246/0-8-0 (min.0-1-8),4=25/Mechanical [accordance with Stabilizer Installation guide. Max Horz2=180(LC 5) Max Uplift3=175(LC 5),2=-416(LC 4) Max Grav3=200(LC 6),2=353(LC 10),4=50(LC 3) A FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;175mph{3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25fk Cat.II;Exp C;Part' End.,GCpi=0.55;C-C Exterior(2)-140-8 to 1-11-8,Interior(1)1-11-8 to 2-8-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girders)for truss to truss connections. 5)Provide mechanicef corineatioh(by others)of.truss to bearing plate capable of withsta n ift if ilo Q( 416 Ib uplift at joint 2. . 6)."Semi-rigid pitchbreaks withfixed heels"Member end fixity model was used in the ana is d of this true' •,PA CiVL/87ia1G1Wk LOAD CASE(S) Standard M 21149 Ea OAM12 1ZW SAL-ah 7EW.AM K",FLORIDA W!5B ' 711.-(3M 262-6225 FAX-OW)262-WW MAY 2 7 X014 Job Truss Truss-Type Qty ply A0013813 4-20-14A J3C ROOF TRUSS 2 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:26:15 2014 Page 1 ID:YSCOlbl39F KIP86u26luKzDaQm-B1 rstouUt2PRS14dXTP9K?16VxKN?LgSGL9r&CgJs -1-0-0 3-0-0 , 1-0-0 3-0-0 Scale=1:9.6 3 5 6.00 F12 T1 2 1 B1 Qo 0 4x4= 4 3-0-0 3-0-0 Plate Offsets MY): [2:Edae,0-0-141 LOADING(psf) SPACING 24)-0 CSI bEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.34 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:11 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 340-0 oc BOT CHORD 2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS '(Iblsize) 3--56/Mechanical,2=249/0-8-0 (min.0-1-8),4=25/Mechanical accordance with Stabilizer Installation guide. Max Horz2=304(LC 5) Max Uplift3=-221(LC 5),2=385(1-C 4) Max Grsv3=229(LC 6),.2=340(LC 10),4=50(LC 3) A FORCES (lb)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-10;175mphl3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf,-h=25ft;Cat Il;Exp C;Part: Enc.,GCpi=0.55;C-C Exterior(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 248-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. I'I 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstan ng ift 6) . 385 Ib uplift.at joiht 2.. TI"IG ."Semi-rigid pitchbreaks with fixed heels"Member end%*model was used in the analy is d of this trufs.l'��/g TRJOWAL LOAD CASE(S) Standard FF-ZU49 EH OOOVA 1220 8913th 7H37AM K",F 01WA 33b5 ' 7a-1305)262-62$ FAX-OW)262-204 MAY 2 7 X014 Job Truss Truss Type ,1 Qty ply ' A0013814 4-20-14A J5 ROOF TRUSS 2 Royal Truss Company,Doral,FL,Edward Job Reference(optional) Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 26 10:26:15 2014 Page 1 ID:YSC0Ibi39F_KIP86u281uKzDaQm-B1 rAouU12PRS14dXTP9K?w6Vu N?L96GL9NC9Js -1-0-0 , 5-0-0 ' 1-0-0 5-0-0 Scale=1:13.2 3 6.00 12 5 T1 2 1 131 • e 6 4x4= 4 5-0-0 • Plate Offsets(X,Y): [2:Edge 0-0-14] 5-0-0 LOADING (psf) SPACING ' 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES . GRIP TCLL 30.0 Plates Increase 1.33 TC 0.79 Vert(LL) -0.03 2-4 >990 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.26 Vert(TL) -0.06 2-4 >866 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 1 10.0 Code FBC201 01TP12007 (Matrix) Weight:18 Ib FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc BOT CHORD 2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 3=146/Mechanical,2=330/048-0 (min.0-1-8),4=45/Mechanical accordance with Stabilizer Installation uide. Max Horz 2=383(LC 5) Max Up1ift3=378(LC 5),2=401(1-64) Max Grav3=287(LC 9),2=431(LC 10),4-90(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat.11;Exp C; Encl.,GCpi--O.18;C-C Exterior(2)-1-0-13 to 1-11-3,Intedor(1)•1-11-3 to 4-8-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of.withstan i lift(i ' ' o Q 401 Ib uplift at joint 2.. 6)"Semi-rigid pitchbreaks with foxed heels"Member end fodty model was used in the analy*is of this tru TM 96AM—M PA CK I STfdIGTlltiAl- LOAD CASE(S) Standard f E 2 49 Ea wosW 1120,5A 3%h MaZAM HWM,FLORIDA 3355 1M-(3 051 2 62-6125 FAX-(30'5)262-wW MAY 27h14 Job Truss Truss•Type Qty. Ply 2 A0013815 4-20-14A J5A ROOF TRUSS 2 1. Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 26 10:26:15 2014 Page 1 ID:YSCOlbi39F_KIP86u26lukzDaQm B1 MouUt2PRS14dXTPOK?dVu N?L96GL9j?zcgJs -1-0-0 5-0-0 - 1-0-0 5-0-0 Scale= 1:13.2 3 6.00 12 5 T1 2 1 B1 • � D e 5x6= 4 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Vd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.97 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.26 Vert(TL) -0.06 2-4 >866 180 BCLL . 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrbc) Weight:18 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS (Ib/size) 3=146/Mechanical,2=330/048-0 (min.0-1-8),4=45/Mechanical Max Horz2=454(LC 5) Max Uplift3=-460(LC 5),2=-440(LC 4) Max Grav3=349(LC 9),2=461(LC 10),4--90(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. a I TOP CHORD 2-5=252/125 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat. II;Exp C;Part.. Encl.,GCpi=0.55;C-C Exterior(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 48-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstandffi-g-IM-15-u-pInt at joint 3 an 440 lb uplift at joint 2. camnowwop M ,p 6)'"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anal is d of this true FA LOAD CASE(S) Standard &/STIRVURAL =5 EEL OOOM .. m®S913Mh 7E WAGE",1100PA 3355 . h1-C3®5)26I-b7� FAk-CBefi31262-I0i4 MAY 27 X014 F4-2O-14A Truss Truss Type Qty, Ply A0013816 J7 ROOF TRUSS 2 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 26 10:26:16 2014 Page 1 ID:YSCOlbi39F KIP86u261uKzDaQm-fDXD4DpWFAAG3ccHBE eiXYDBVF56PEIKw5iFSzCgJr -1-0-0 3-8-0 7-1-8 , 1-0-0 3-8-0 3-5-8 Scale=1:17.1 4 JA 6.00 12 3x4 3 8 T1 7 W1 2 2 1 BiLJ d 6 6 5 6 6 2x4 I I 5x6= 3x4= 3-8-0 7-1-8 , 3-8-0 3-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.32 Vert(LL) 0.01 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.14 Vert(TL) -0.01 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrbc) Weight 32 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 4=101JMechanical,2=427/0-8-0 (min.0-1-8),5=206/Mechanical accordance with Stabilizer Installationuide. Max Horz2=436(LC 5) Max Uplift4=210(LC 5),2=-428(LC 4),5--271(LC 5) Max Grav4=158(LC 10),2=547(LC 10),5=339(LC 9) a FORCES `(lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-471/106,7-8=-421/107,3-8=366/116 BOT CHORD 2-6=-435/484,5-6=-435/484 WEBS 3-5=575/517 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.0psf;BCDL=5.Opsf•,h=25ft;Cat 11;Exp C; Encl.,GCpi=0.18;C-C Exterior(2)-1-0-13 to 1-11-3,Interior(1)1-11-3 to 6-11-12;Lumber DOL=1.60 plate grip. DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf.bottom.chord live load nonconcurrent with 'ymolmagunumudgM 4)Refer to girder(s)for truss to truss connections. TOJCs 8 'r;PA . 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstan in 1 lift at joint r /STRJGi�4l 428 Ib uplift at joint 2 and 271 Ib uplift at joint 5. PE1Z145 EB OIDM12 6)."Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anal is n of this truss. Tam sot soh 7E aZACE KA A,ROODA 3355 LOAD CASES) Standard MAY 27 X014 i1 Job Truss Truss.TWe Q" ply 11 A0013817 420-14A J7A ROOF TRUSS 2 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 26 10:26:16 2014 Page 1 ID:YSCOlbi38F KIP86u26luKzDaQm-faXD4DpWFAAClwHBE eMY87v5u6Mc1Kw6lFSzCgJr 2-6-11 4-10-2 7-1-8 1-0-0 2-6-11 2-3-6 2-3-6 Scale=1:15.5 4 3.50 12 3x4 3 7 T1 2 W1 o� W2 1 1 81 A p 6 5 p 2x4 11 3x6= 5x6 2-6-11 4-10-2 7-1-8 Plate Offsets MY): [5:0-3-7 0-1-81 2-6-11 2-3-6 2-3-6 LOADING (psf) SPACING ' 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.58 Vert(LL) 0.04 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.80 Vert(TL) -0.05 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010TTP12007 I (Matrix) Weight 31 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-3 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 4=143MIechanical,2=426/0-8-0 (min.0-1-8),5=163/Mechanical accordance with Stabilizer Installationuide. Max Horz 2=318(LC 5) Max Uplift4=31O(LC 5),2-560(LC 4),5=196(LC 5) Max Grav4=258(LC 10);2=630(LC 10),5=283(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-1016/670,3-7=-963/673 BOT CHORD 2-6--905/1052,6-6--9o5/1052 WEBS 3-5=1078/927 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;-BCDL=5.Opsf,h=25ft;Cat II;Exp C;Part. Encl.,GCpi=0.55;C-C Exterior(2)-1-0-88 to 1-11-8,Interior(1)1-11-8 to 6-11-12;Lumber DOL=1.60 DOL=1.60 plate gdp 2)Plates checked for a plus or minus 0 degree rotation about its center. Q 3)This truss has been designed for a 10.0 psf bottom chord live load nonxoncurrent with y oads. 4)Refer to girder(s)for truss to truss connections. CRJ LTWi ,PA . 5)Provide mechanical connection (by others)of truss to bearing plate capable of withstan in 1 lift at I joint 4 CK/87RZIWX 560 Ib uplift at joint 2 and 196 Ib uplift at joint 5. PE 22149 Ea=50 6)"Semi-rigid pitchbreaks with fixed heels"Member end fudty model was used in the anal i of this VWWW fth MaIAcs K",11JPd-13M LOAD CASE(S) Standard 7M-5&)16I-6216 FAX-OM)262-Z0N • MAY. 2 7 014 . .. Job Truss Truss Type Qty Ply 420-14A J9 ROOF TRUSS. 2 1 A0013818 Job Reference o tions Royal Truss Company,Doral,FL;Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 26 10:26:17 2014 Page 1 ID:YSCOlbl39F KIP86u281uKzDaQm-8P5bHZg80U17gmBTIxVtFISMzJUerolSZagGnuzCgJq -1-0 - -0 4=G 10 9-1-8 1-0-0 4-6-10 4-6-14 Scale=1:19.1 Camber=118 in 3x4 5 6 3.50 F12 2x4 10 4 3x4 7:-- 3 3 W2 . 9 2 1 B1 6• 6 8 ` 2x4= 5x6= 5x6-7 9-1-8 9-1-8 _Plate Offsets MY): r2:0-1-3,0-1-41.[2:0-3-4 Edae] [5.0-0-13 0-1-8] [8:0-3-0.()-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.45 Vert(LL) -0.10 2-8 >991 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.63 Vert(TL) -0.26 2-8 >397 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix) Weight:44 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-2 oc bracing. SLIDER Left 2x4 SP No.2 2-6-0 ' MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 8=410/Mechanical,2=516/0-8-0 (min.0-1-8) accordance with Stabilizer Installation tide. Max Horz2=366(LC 5) Max Uplift8=-596(LC 5),2=-619(LC 4) Max Grav8--WI(LC 9),2=757(LC 10) A FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=1029/643,3-9.=992/651,3-4=960/661,54=286/363 BOT CHORD 2-8=888/1061 WEBS 4-8=1028/885 NOTES 1)Wind:ASCE 7-10; 175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf,h=251t;Cat.II;Exp C;ParL Encl.,GCpi--0.55;C-C Exterior(2)-1-0-8 to 1-11-8,Interlor(1)1-11-8 to 9-1-8;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plusor minus 0 degree.rotation about its center. o D p 3).This,truss has been designed for a 10.0 psf.bottom chord five load nonconcurrent with aa' �-7 ads. 4)Refer to girders)for truss to truss connections. y C5tLT6Ji ;PA 5).Provide mechanical connection(by others)of truss to bearing plate capable of withstand n at joint 8 /SiFa1GNR41- 61'9 Ib uplift at joint 2... ZI145 Efi 0P�5511 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anal is of this blWAL 3-A MMACE raanl.F DFWA 33M ' 7EI-!3051261 628 FAX-(M)762-20M LOAD CASE(S) Standard MAY .2 7 X014 f Job Truss Truss Type. Qty 'Ply 88 A0013819 4-20-14A M1 MONO TRUSS 2 1 Job Reference(optional) Royal Truss,Company,Doral,FL,Edward Davis 7.350 s May 182012 MiTek.lndustries,Inc. Mon May 2610:26:17 2014 Pagel ID:YSCOIbi38F KIPBBu281uKzDaQm-BPSbHZg80U17gmBTIxVtFl5M6JbgrrxSZagGnuzCgJq -1-0-0 4-0-12 7-11-0 , ' 1-0-0 4-0-12 3-104 Scale=1:18.9 4 2x4 I 6.00 F12 3x4 3 8 W3 T1 7 W1 2 1 BILJ it Q 6 5x6_ 2x4 I1 5 5x6= 4-0-12 7-11-0 Plate Offsets MY): [5:0-3-0,0-2-121 4-0-12 3-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES ' GRIP TCLL 30.0 Plates Increase 1.33 TC 0.44 Vert(LL) -0.01 6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.18 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:41 Ib FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-8 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 2=468/048-0 (min.0-1-8},5=343/0-3-8 (min.0-1-8) accordance with Stabilizer Installation guide. Max Horz2=570(LC 5) Max UplifQ=-513(LC 4),5=-636(LC 5) Max Grav2=651(LC 10),5=632(LC 9) ° FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-59&164,741r--548/193,348r-00/196,4-6--209/278 BOT CHORD 2-6=-611/664,5-6==611/664 WEBS 3-5=-776/714- NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat.11;Exp.C;Pan: Encl.,GCpi=0.55;C-C Exterior(2)-1-0-13 to 1-11-3,Intedor(1)1-11-3 to 7-9-4;Lumber DOL=1.60 plate-grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a y e ads. �" a 4)Provide mechanical connection(by others)of truss to beating plate capable of witiistanid ng 1 at joint TM 13110,PA 2�lS 636 Ib u flft`at joint 5.' ��- P J n' ., E 11249 Ell 0005517 5 Semi-' id itchbreaks fixed heel M m ng. p with s e ber and foaty model was used in the anal y is i of this trusg MO 6A M TERRId> hGarp,tlnla�.t 3sss LOAD CASE(S) Standard7E1.- 262-bM Pax-r3W1262-20A MAY 2 7 x.014 Job Truss Truss Type p►y 1f A0013820 4-20-14A M1A ROOF TRUSS 2 1 Job Reference(optional) Royal Truss Company,Doral,FL;Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:26:17 2014 Page 1 ID:YSCOlbi39F KIP86u281uKzDaQm-8PSbFiZga0U17gmB nxVtFl5J?JXyrtwSZagGnutCgJq i -1-8-8 -0 - $0 3-0 14 5-10-8 i �. T— i 1-0-8 0-8-0 - - 3 0 14 2-9-10 Scale=1:19.0 . 4 Camber=1/16 in 3x4 I 6.00 12 3x4 3 T1 7 3x4 11 W4 2 1 6 W1 6 FE 6 d• 131 6 3x4= 3x4—5 5-10-8 5-10-8 Plate Offsets MY): [2:0-2-0,0-1-41,14:0-2-0,0-1-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl lid PLATES GRIP TCLL. 30.0 Plates Increase 1.33 TC 0.64 Vert(LL) -0.06 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.15 5-6 >459 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:40 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size) 4=87/Mechanical,2=434/048-0 (min.0-1-8),5=154/Mechanical accordance with Stabilizer Installation guide. Max Horz 2=501(LC 5) Max Uplift4=212(LC 5),2=593(LC 4),5=284(LC 5) Max Grav4=164(LC 10),2=621(LC 10),5=378(LC 6) a FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-386/246,3-7=-374/281,2-6=-256/348 BOT CHORD 5-6=-300/309 WEBS 3-5=-447/433;3-6=426/413 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25f;Cat.11;Exp C;Part. Encl.,GCp".55;C-C Exterior(2)-1-4:5 to 1-2-11,Interior(1)1-2-11 to 5-8-12;Lumber VVL=1.UU plate gnp DOL=1.60 g oD M Q 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a'y13m ads. CIV 5)Refer to girder /6TIa1G7»� PA s)for truss to truss connections. P CPA Ell 6)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstan in at joIR4'ga•�,r K".iia 3315 593 Ib uplift at joint 2 and 284 Ib uplift at joint 5. 7--Ma)262-emrr FAX r35)262-704 8)Beveled plate or shim•required to provide full bearing surface with truss chord at joints)2. 9)"Semi-rigid pitchbreeks with fixed heels"Member end fixity model was used in the analysis and design 01�_ Continued page e 2 . 9 . Job Truss Truss Type Qty. Ply " A0013820 4-20-14A M1A ROOF TRUSS 2 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 26 10:26:17 2014 Page 2 NOTES ID:YSCOlbi39F KIP86u26luKzDaQm-8P5bHZg80U17gmBTbWl5J?JXyrtwSZagGnuzCgJq 10)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASES) Standard a CCMLTW-Bim,PA. CNk./STfdJGillRitl_ PF-12;49 F.B.0005512 WO 515.391h 7E WACE FARM,KDODA 3365 M-rAW 262-628 FAX-OM)262-20W NAY 27 014 Job Truss Truss Tie Qty Ply • A0013821 4-20-14A M2 ROOF TRUSS 23 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:26:18 2014 Page 1 ID:YSCOIbi39F KIP86u26luKzDaQm-ccfzVvgnnoQ IvmfJfQ6nydUI#B"boEapJKzCgJp f -1-8-8 ,-0-8-0, 3-0-14 5-10-8 , 1-0 0-8-0 3-0-14 2-9-10 I � ii Scale=1:19.0 i 4 Camber=1/16 in 3x4 I 6.00 12 3x4 3 T1 7 3x4 11 W4 2 1 W1 � 6 81 FE 6 3x4= 3x4=5 5-10-8 5-10-8 Plate Offsets(X,Y): [2:0-2-0,0-1-4],[4:0-2-0,0-1-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.64 Vert(LL) -0.06 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.15 5-6 >459 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.01 5 n/a n/a $CDL 1.0.0 Cade FBC2010frP12007 (Matflx) Weight:40 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=87/Mechanical,2=434/041-0 (min.0-1-8),5=154/Mechanical Max Horz 2=501(LC 5) Max Uplift4=212(LC 5),2=-593(LC 4),-5=284(LC 5) Max Grav4=164(LC 10),2=621(LC 10),5=378(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=386/246,3-7=374/281,2-0=-256/348 BOT CHORD 5-6=-300/309 WEBS 3-5=-447/433;3-6=-4261413 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second.gust)Vasd=136mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;Cat.11;Exp C;Part. End.,GCpi=0.55;C-C Exterior(2)-1-9-5 to 1-2-11,Interior(1)1-2-11 to 5-8-12;Lumber = . P5 gnp 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a•y a ads. t0M-TM PA 5)Refer to girder(s)for truss to truss connections. t� IL /STRICUF 6)Provide metal plate or equivalent at bearings)4 to.support reaction shown. RE=3 EEL 0003M7)Provide mechanical connection(by others)of truss to bearing plate capable of withstan n i t at joinV4 6,�3h ISMACE tftarn.11DRDA 33M 593 Ib uplift at joint 2 and 284 ib uplift at joint 5. ws-yza FAX-0-M 262-WM 8)Beveled plate or shim.required to provide full bearing surface with truss chord at joint(s)Z. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design Continued on page 2 B� X14 Job Truss Truss Type Qty Ply, _ . A0013821 4-20-14A M2_ ROOF TRUSS 23 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 26 10:26:18 2014 Page 2 NOTES ID:YSCOlbi39F KIP86u26luKzDaQm-ccfzVvgnnoQ_IvmfJf06nydUljYBaKAboEapJKzCgJp 10)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard a cow � CGNSLLTIi�L4 06HEI—,PA CAS lRN. S./STKJC; FE-22249 EOIDm'.,51I MO 5N.3Ph TERRACE F1"KDMA 33M F2 TM-MM)261428 FAX-(30)262-2041 MAY 2 7 0% Job s. Truss Truss Type Qty Ply � A0013822 420-14A M5 ROOF TRUSS 4 1 Job Reference tional Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:26:18 2014 Page 1 ID:YSCOlbi39F KIPa6u26luKzDaOm-cdzVvgnnoQ_IvmfJMnydUFjs7-HBbDEWJKzCgJp 6-7-6 13-3-0 134-8 6-7-6 + 6-7-10 0-N-8 Scale=1:22.6 Camber=1/16 in 3.50 12 3x4 5 6 3x4= 10 T2 3x4% 4 3 3x4 3x4 2 T1 1 1 . 81 8 3x4=3x4= 2x4 11 7 5x6= 6-7-6 13-3-0 6-7-6 6-7-1.0 ' Plate Offsets(X Y): [1:Edge 0-2-0] [1:0-4-4 0-1-8] [5:0-0-7,0-1-81,[8:0-3-0,0-2-121 LOADING (psf) SPACING 240-0 CSI bEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.60 Vert(LL) 0.07 1-9 >999 240 MT20 244/1.90 TCDL. 15.0 Lumber Increase 1.33 BC 0.46 Vert(TL) -0.12 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code.FBC201O/TPI2007 (Matrix) Weight 63 Ib FT='O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-$oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-6 oc bracing. SLIDER Left 2x4 SP No.2 3-2-12 WEBS 1 Row at midpt 3-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in axxordance with Stabilizer Installationguide. REACTIONS (Ib/size) 8=636/0-3-8 (min.0-1-8),1=600/0-8-0 (min.0-1-8) Max Horz 1=367(LC 4) A Max Uplift8=-571(LC 5),1=394(LC 4) Max Grav8=853(LC 10),1=775(LC 9) FORCES (lb)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1445/539,2-3--13281555,5-8=-334/343 BOT CHORD 1-9=-793/1392,8-9--793/1392 WEBS 3-9=0/271,3-8=-1401x186 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft;Cat.II;Exp C; Encl.;GCpi=0.18;C-C Exterior(2)04-0 to 34-0,Interior(1)3-4-0 to 13-4-8;Lumber DOr= . plate grip - 2)Plates dledxed for.a-plus or minus 0 degree rotation about its center. { Q 3)This truss has been designed for a 10.0 psf.bottom chord live load nonconcurrent with nIn oa a. �g�.�.,1 °°;PA 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstan�in 7lift at joint v" /SD154 lJR- 394 Ib uplift at joint 1. 12249 FA.OPJ�55tI 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the ana i of this'3%h 7EWWE t MXFWA 1355 LOAD CASE(S) Standard 71-res)70-62$ FAX"(0)262-W14 MAY 2 7 0% Job. Tniss Truss Type Qty 71T A0013823 4-20-14A M6A ROOF TRUSS 5 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MITek Industries,Inc. Mon May 2610:26:18 2014 Page 1 IMYSCOW39F KIPs6u2sltjkzDaQm-ccfzVvgnnoQIvmfJ=nyMjw2aKlboEWKzCgJp -3-0-8 - -3 5-0-0 2-9-0 - 5-0-0 Scale:3/4"=1' 4 3.50 FUT 2x4 II 7 3 11 2 3x4 B1 d e x4= 5 5-0-0 5-0-0 Plate Offsets(X,Y): [3:0-2-0,Edge) LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.52 Vert(LL) -0.02 3-5 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.24 Vert(TL) -0.05 3-5 >984 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix) Weight:25 Ib FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MTek rexbmmends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation nuide. REACTIONS (Ib/size) 4=118/Mechanical,3=506/0-8-0 (min.0-1-8),5=43/Mechanical,6=-0/0-1-8 (min.0-1-8) Max Horz 3=398(LC 4),6=626(LC 4) Max Uplift4=266(LC 5),3=-607(LC 4) Max Grav4=189(LC 9),3=734(LC 9),5=87(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All fords 250(lb)or less except when shown. TOP CHORD 1-2=-591/483.2-7=-472/390,3-7=-473/384 WEBS 1-6=-459/626 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.0psf,BCDL=5.Opsf;h=25ft;Cat 11;Exp C; Encl.,GCpi=0.18;C-C Exterior(2)-3-1-0 to-0-1-0,Interior(1)-0-1-0 to 441-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with o . 4)Refer to girder(s)for truss to truss connections. .. n% 5)Provide mechanical connection(by others)of trusto bearing plate at joint(s).6. $)..Provide mechanical connection(by others]of truss to bearing plate capable of withstan i[Iss.WO lajoint . TW PA 607 Ib uplift:at joint 3.. /l3TRIG11tRaL 7)"Semi-rigid pitchbreaks with fixed.heels"Member end fixity model was used in the anal iof this tru ' 21149 E8 0OD5512 &AL 3M 7 MACE MAM,FLORIDA 3355 LOAD CASE(S) Standard M-r-AM20-b2$ FAX-00;262-MM MAY 2 71014 Job Truss Truss Type Qty Ply • A0013824 4-20-14A M613ROOF TRUSS 2 1 F-IMRf6rrice(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:26:19 2014 Page 1 ID:YSCOlbi39F_KIPB6u26iuKzDaom-40DUFrPY5Yrw3LssMYLKAACC7FVJOK11 uJMsnzCgJo r -1-0-0 , 5-0-0 , 5-0-0 Scale=1:11.7 3 3.50 f 12 5 T1 2 1 131VX Q Q • 5x6= 4 i 5-M i ' 5-M LOADING (psf) SPACING 240-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.78 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33BC 0.26 Vert(TL) -0.06 2-4 >866 180 SCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a - BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:17 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 540-0 oc BOT CHORD 2x4 SP No.2 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. . REACTIONS (Ib/size) 3=146/Mechanical,2=327/0-8-0 (min.0-1-8),4--45/Mechanical Max Horz2=274(LC 5) Max Uplift3=383(LC 5),2=-488(LC 4) Max Grav3=320(LC 9),2=484(LC 10),4=90(LC 3) a FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft;Cat II;Exp C;Part. End.,GCpi=0.55;C-C Extedor(2)-1-0-8 to 1-11-8,Interior(1)1-11-8 to 4-8-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about Its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstantm-31ST"Plfft at joint 3 and 488 Ib uplift.at joint 2: oo�p o a 6)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the ansa y is of'ftiis ss. CR�TWj ,PA LOAD CASE(S.) Standard �•/$�� FF-=13 Ea 0005512 1220 SAL 3*7i aUM HIAM,FLORIDA 3365 7EL-!305)262-bib FAX-(30951262-20H MAY 2 7 X014 Job Truss Truss Type Qty Ply 4420-14A M7 ROOF TRUSS 18 1 A0013825 Royal Truss Company,Doral,FL,Edward Davis - Job Reference o tional 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 2610:26:19 2014 Page 1 ID:YSCOlbi39F KIP86u281uKzDaQm-4oDUFrPY5Ynv3LssMYLKAAeO7EhJe011uJMsnzCgJc 1-0-0 5-1-12 10-3-12 5-1-12 104-4 5-2-0 0-1-8 2x4 119:18.8 5 6 3.50 12 3x4 10 4 3x4- T1 3 W3 c' 9 2 W1 B1 2x4 II 7 5x6= 5-1-12 10-3-12 . Plate Offsets(X,Y): 2:0-3-4 Edge], 2:Ed a 0-2-01-10-3-0,0-2-12 5-2-0 LOADING {psf) SPACING. 2-0-0 CSI DEFL in {locj U let' UdFWeight ATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.64 Vert(LL) 0.05 8 >999 24020 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.34 Vert(TL) -0.07 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC201O/TPI2007 (Matrix) LUMBER 51 Ib FT=O% TOP CHORD 2x4 SP No.2 BRACING 90T CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc WEBS 2x4 SP No.2 purlins. SLIDER Left 2x4 SP No.2 2-5-9 -. BOT CHORD Rigid ceiling directly applied or 6-0-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in REACTIONS (Ib/size)` 2=577/ 0 (min.0-1-$),7=468/0-3-8 (min.0-1-8) a�bance with Stabilizer Installation. aide. Max Norz 2�I00(LC 5) Max Uplift2-660(l4),7=-651(LC 5) Max GMVv=* 44(LC 10),7=770(LC 9) a FORCES (lb)-Max.Comp./Max.Ten.-All fords 250(lb)or less except when shown. TOP CHORD 2-9=-1279/664,3-9=-1245/664,3-4=1190/679 BOT CHORD 2-8=-938/1296,7-8=-938/1296 WEBS 4-7=-1370/9$1,5-7=291/345 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;•BCDL=5.Ops,h=25ft;Cat.II;Exp Q Part Encl.,GCpi=0.55;C-C ExWdor(2)-1-0.8 to 1-11-8,Interior(1)1-11-8 to 10-5-4;Lumber DOL=1.60 late ri DOL=1.60 . 2)Plated checked for a'plus or minus 0 degree rotation about its center. ® Q , 3)This.truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a.y ads. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstan in 6 ift at joint 2 acne PA .6551 Ib uplift.at joint 7. fA�&./STN1G» tAl 5)"Semi-rigid pitchbreaks with hXed,heels"Member end fudty model was used in tha.anal isF.E.x1145 En m>� W of this> 3*T mars,ADWA 3355 LOAD CASE(S) Standard 7m-r3as)zsz-6za FAxr-N*)26i ww MAY 2 7X014 Job s_ Truss Truss Type Qty Ply A0013826 4-20-14A M8 ROOF TRUSS Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc: Mon May 2610:26:19 2014 Page 1 ID:YSCOlbi39F_KIPSau26luKzDaQm-4oDUFrPYSYrw3LasMYLKAAhN7GBJjY11 uJMsnzCgJo 4-4-12 , 8-9-12 8-11-4 1-0-0. 4-4-12 4-5-0 01-8 Scale=1:18.8 2x4 11 5 6 3.50 F12 3x4 4 4 3x4 T1 W3 3 2 W1 `1 1 B1 6 6 9 8 2x4'=' 5x6 2x4 11 5x6=7 4-4-12 8-9-12 4-4-12 4-5-0 Piste Offsets(X Y)• [2-0-1-3,0-1-41,[2:0-3-4 Edge3 18:0-3-0,0-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.45 Vert(LL) 0.03 9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.24 Vert(TL) -0.04 8-9 >999. 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix) Weight:43 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-13 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-3 oc bracing. SLIDER Left 2x4 SP No.2 2-0-14MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in acxordance with Stabilizer Installatior>guide. REACTIONS (Ib/size) 8=417/0-3-8 (min.G-1-8),2=501/0-8-0 (min.0-1-8) Max Horz2=365(LC 5) Max Uplift8=-603(LC 5),2=-61 O(LC 4) Max Grav8=675(LC 10),2=735(LC 10) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1043/563,3-4=967/577,5-8=277/322 BOT CHORD 2-9=-81211042,8-9=-812/1042 WEBS 4-8=1108/863 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;•BCDL=5.0psf;h=251t;Cat II;Exp C;Park Encl.,GCpi=0.55;C-C Exterior(2)71-0-8 to 1-11-8,Interior(1)1-11-8 to 8-11-4;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about Its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with n 10 a8s a 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstan'i 6 lift at joint TM :PA 610 Ib uplift at joint 2. GW&'/6 5)".Semi-rigid pitchbreaks with fixed.heeis"Member end fixity model was used in the ana i a n of this truce=4s E6.00MV MO&A 39167ERRAGE MM,FLORIDA 3355 LOAD CASE(S) Standard 7--(3e5)267-6M FAX-(30)262-WA MAY 2 7 x,014 Job. Truss: Truss'Type Qty 4-20-14A M9 ROOF TRUSS 6 1 7 A0013827 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MiTek Industries,Inc. Mon May 26 10:26:20 2014 Page 1 ID:YSCON39F KIP86u2SiuKzDaQm-Y_nkvaslJPgLXDw2Q43asNjwtWeg2EYuFY3wODzCgJn 2-9-8 2x1170 2-9-8 1- Scale=1:7.1 2 2x4 11 3 3.50 F12 Ti 1 ' W1 B1 3x4- 5 4 2x4 II 24=813-0-6 2-9-8 -2-14 LOADING (psf SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.21 Vert(I-Q . 0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.09 Vert(TL) 0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight 10 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 -BOT-CHORD-_,_Rigid-calling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=-0/0-3-0 (min.0-1-8),5=271/Mechanical Max Horz3=39$(LC 9),5=455(LC•4) Max Uplift5=-348(LC 4) Max Grav5=380(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All fords 250(lb)or less except when shown. TOP CHORD 1-2=-421/486,2-3--297/38i BOT CHORD 1-5=-437/455 WEBS 2-5=-349/364 NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.0psf;BCDL=5.Opsf,h=25ft;Cat.11;Exp C; End.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60• 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with y GaGs. 4)Refer to girder(s)for truss to truss connections. . . . 1 . .. ^fes--- 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstan in lift a-iom 6)"Semi-rigid pitchbreaks with foxed heels"Member end fixity model was used in the anal n n of this tri Tw-OcAem,FA GP&/STRL-Rak LOAD CASE(S) Standard PZ=49 F'e•mID05511 72$0 SA 391H 7ERRACE NA4,nn)e oA 33£,3 7a-(30!)2 62-6M FAX-(305)262-MM MAY 2 7 x.014 Job Truss: Truss Type Qty Ply -- A0013828 4-20-14A T1 ROOF TRUSS 3 1 Job Reference(optional) Royal Truss Company,Doral,FL,Edward Davis 7.350 s May 18 2012 MTek Industries,Inc. Mon May 2610:26:20 2014 Page 1 ID:YSCOlbl39F KIP86u26luKzDaQm-Y nkvaslJPgiXDw2Q43wNjrhVM2FguFY3wODzCgJn 5-4-0 10-8-0 ` 5-4-0 5-4-0 Scale=1:18.0 4x4= 2 6.00 F,2 6 5 T1 T1 8 W1 3 1 L-J 131 1 I 4 4x4= 2x4 11 4x4= 5-4-0 10-8-0 5-4-0 5•-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 11defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.54 Vert(LL) 0.05 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.07 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:38 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-12 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=475/0-8-0 (min.0-1-8),3=475/048-0 (min.0-1-8) Max Upliftl=-450(LC 4),3=-450(LC 5) Max Grav1=635(LC 9),3=635(LC 9) FORCES (lb)-.Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=-845/528,5-0=752/530,2-6=733/543,2-7=733/543,7-8=752/530, 3-8=4845/528 BOT CHORD 1-4=-294/607,3-4=-294/607 WEBS 2-4=54/251 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5,Opsf;BCDL=S.Opsf,h=25ft;Cat.11;Exp C; Encl.,GCpi=0.18;C-C-Exterior(2)0-4-0 to 34-0,Interior(1)34-0 to 5-4-0,Exterior(2)5-4-0 to 8-4-0;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss.has been designed for a 10.0 psf bottom chord live load nonconcurrent withn loa s. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstan.i lift at joint fit •,PA 450 Ib uplift at joint 3. /g 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the ana si a n of this truce?2149 W551I IIID W 3%h 7SWACE K",11DRIPA 33W LOAD CASE(S) Standard �_- MAY 2 7 X014 Job Truss Truss Type Qty Ply :s 4-2044A V3 ROOF TRi1SS 2 1 A0013829 Job Reference o tional Royal Truss Company,Doral,FL,-Edward Davis 7.350 s May 18 2012 MTek Industries;Inc..Mon May 2610:26:20 2014 Page 1 ID:YSCOlbi39F KIP88u261uKzDeQm-Y nkmlJPgixDw2Q43esNjMVVel2FauFY3wODzCgin . 3-9-0 3-9-0 Scale=1:7.1 2x4 11 2 3.50 F12 1 W1 lit 0- 3 2x4 s - 2x4 II LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.21 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.08 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 11 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc BOT CHORD 2x4 SP No.2 purlins, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Ecr commends that Stabilizers and required acing be installed during truss erection,in nce with Stabilizer Installation Ida.' REACTIONS (Ib/size) 1=123/3-9-0 (min.0-1-8),3=123/3-9-0 (min.0-1-8) Max Horz 1=107(LC 4) Max Upli1t1=-142(LC 4),3=173(LC 4) Max Grav1=168(LC 9),3=177(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=251t;Cat.II;Exp C; Encl.,GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for plus or minus 0 degree rotation about its center. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others,)of truss to bearing plate capable of withstanding 142 lb uplift at joint 1 and 173 Ib uplift at joint 3. f)"Semi-rigid pitchbreaks.with foxed heels"Member end fixity model was used in the ana i n LOAD CASE(S) Standard C NSULTIlri'n B PA CIVL/87RZnak RE 2N49 Ea xoom CQ0&A 3995 TL aUM MIM,FLORIDA 3355 ' 7EL-(305)262-6225 FAX-00}1262-?01A i MAY 2 7 X014 A This safety:alert symbol IssQd #� r� Jyt�4ir Nidl 9rltes a �co►as#( Ia�n. attePtionl;:P RSGNA�:S/�FE' w (t fsll r SII. t ftil�tlStrts at heed�ararn you see..this SEI T•'lit D j n ! t��lj giY resp r ' MESSAGE. tryrdtl►ior..damag •#ort�ript�►� s 'PAUT1+3Ai: .A CAUTIQN. tdenti ee'$afer op�erati lug /�i IPJI a; f Pl1#lG: ieserl ens,''-condition practices or indicatee:iuns�lfet. .orl tit ns#bat, ou(dll.�rin�tr�t.(4�eoQ'alsir #:1Q` result in persona' Injury'ar::detr�lgrtca strc>t�tres !. 1j � r.� J.0 l.�I�r►agp to:structurel�, . HiB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL. TRUSS PLATE INSTITUTE PLATE CONNECTED WOOD TRUSSES© 593 Madison,isoson,Wis Dr.,suite 200 n (econsin 53718 (608)833-5800 It is the responsibility of the installer (builder, building contractor, licensed personnel in the wood truss Industry,but must,due to the nature of responsibilities contractor, erector or erection contractor] to Properly receive unload store involved,be presented as a guide forthe use of a qualified building designer or handle, install and brace metal plate connected wood trusses to protect life and installer.Thus,theTruss Plate Institute,Inc.expressly disclaims any responsibility property.The installer must exercise the same high degree of-safety awareness as for darrigg es arising from the use,application or reliance on the recommendations with any other structural material.TPI does not intend these recommendations to and information contained herein by building designers,installers,and others. be interpreted assuperiortothe projoctArchitect'sorEn3ineer'sdesignspecification Copyright©by Truss Plate Institute,Inc. All rights reserved.This document or for handling,installing and bracing+.voodtrussesforaparticularrooforfloor.These any partthereof must notba,reproduced in any form without written permission recommendations are based upon the collective expedience of leading technical of the publisher.{Tinted In the United States of America. CAUTIQN:Thebt� i+der,puudlhg. 11VIAC or�fitje 1 $c2 , 3S � � ` ►?1�y' �r d�ry I{�iC rnbine gf #itlofti a elcrl pnn+a endot;loenss ..contractor eretr or erectp �# = a , '01btain:»nd reed the enfiEe " Aviedto Qs � ? r ' ►ls lex lth tltl I lu6n af` ,9 G.d ns s . ,.11. nlentary and Rec �xtrrren iati to r r is d�laa , yr i � , 1 -VT S,, -1.4 M vt411ing &.,Bracing Metal:P(ate ' •onri cted` 1i�o `Y °`'" �r sse ; Ohoyl' {�nne accc�rr: Trusses,.H113.9.1, I'som..:th Trp.; 7Iste Inetttad er. .5 �a ri�etxlri de 19tI iC 1!I�i ArlestQ waste fa iort `,;; .a . RUSS'ST®FdAGE �u,u "PISYld 4r 'i1•, -'Iijij'�-9: 1 ... r $''10' Trusses stored horizontally should be sup. ported on blocking to prevent excessive Trusses stored vertically should be. lateral bending and lessen moisture gain. braced to.prevent toppling or tipping. + 7•!I'[�717 +L1:ti Ioi :Qt bre�A ' 4H �4� i " h�' KT- 9��`...7r, l� iA; dl�,.�?.. do ►r#�e�inowfiftb od WS4s _. .Jr �., a r;v' ..� ��: ! �r:,,;,st,. c xraa�.•F c��}�, �r '• � _ .: :• �. .� �- t�"�s:;�r�t°h �'�¢' �>� � ,��f��' alidi��t1�`�1� a ��Ii ire !y(rt� WARN(NG:;po hot use'damaged _ .... .. ... .'•. .. Y...F� ;:, .�.Y'1Q��/�Y�11:,. .,4'3 F• h}1'Ny ,.�'F P d'.; j 24.: i Frame 1 WAR ING po;:n 400ks94hece4 ka, •Ri: M'!' 7WA r 't '.� d�t�\•�.5{ Ni q•.R0. ,�,� a�}h�,} I 1"+d �, �r { b 41. r r. .N. ,+.. t ,q, Tr. •,',, a A"Y r '+F'✓ /!!1'. i u't A •1 Y 't' _ J so° or less or less I;IIN$T�.�LIOulil�� Tag Approximately Approximately Tag Une '/�truss length Ya truss length Une Truss spans less than 30'. Lifting devices should be connected to the truss top chord with a closed-loop Spreader Bar attachment utilizing materials such as Sirongback/ slings,chains,cables,nylon strapping, SpreaderBar 10, Toe In Toe In etc. of sufficient strength carry � weightofthetruss.Eachutr as hould be set in proper position per the building designer's framing plan and held with a Approximately the lifting device until the ends of the Approximately t 1/2 to 35 truss length truss are securely fastened and tempo- %to N truss length Less than or equal to 60' rary b.racing is Installed. Greater than 60' Tag Line Tag Spreader Bar l.ipe Strongbacit/ SrpreaderBar 10' 10' Toe In Toe In Att or above mid••helght Approximately �¢ matel ADaroxiy 1/2 to%truss length ih to V4 truss lengjh Less than or equal to so' Tag Tag Une• line Greater than 60" CAUTION T it 4� > � 1 S�BJlt�1yRQti �# � •r arIMM ea s jstinrk �r� Y r ' pbr..a�il�g�al'cactgerc�g �;_ � � � _.il ;17�,'fa/D/+tl�l��+(' �+.•d.SF1S.f• +� r A� ,{ '•y��J!'-a .� `t 9 �,�...� .:1 ..S,.LI d y, � Sq,�� wV' i f 40. _0 .... ... .�:'�'�IIT'/ ....: vA .71r� n .-a. v... YI!/Lg :.. ;r.y�• A Al f.�t tY .".(�4 �t t(3*.':•% 4d�1 !0u i,a II1,11410", - �BJ[LDIG`E)CTERi0R ...:. .c;:: y- GROUND BRA ING,BUILDING'�NTER:1O GBD Tq Chord .Typical vertical: � aU oda atfaohment Plan Blocking brace NSI( V) -/To Chord ABV '' Ground Brace 9i ground brace / `�` Yertkals{GBV) j.::. iagonals F Ciro Md.brace- moo• t i J ,M. fi ,{3r"und Of �uace e►�I 11 I1�,) _� �� Ground Note.2nd r+sy�►4egn. 3nv. � a aackup Sind Y�td $groundstake , rYOt.•'� �iJt9 v ;;,,p,�l",p'P�!),Jy,:yt} .. ., 1 Driven TYPloal horizQAW tlempinber w4h ; ground siakee muffl*stakes(FIT) • 1 '��f"�R(pY �"S�;,k i t' p c�'1� -0�i �'� '� { y�H^�5,4'y(. �' pl t .iw;..�..a: � x;:} ✓.� S � �,{ `r°3j'R��4, �`t { },sMpmf Y' x` Y �,�fy)r�,l j-�ae�S f i t�' 's rgi � fl+ L�,t��l"M' yd,•F!�' �� f'a'yp�y'�v � w�� r_1'. -'•Wy�y�N;':S I. '� � -iA;J. Y :+. d�•ih'� �. r•_'� ."-SFJ��-"F+j�.:iN,� :,=�l w•%} i Fume 2 s i I�' �J'' ri I�all l�l iu ! �4�• 'Qf.�I( Of IMM 124 or realer ;y , I�" { PIUWIi„,DI%LGC�j�pL HRACE,e a I iIH I lujj, M M LAT R,qE:1SPAClNra,(DB IIR611!II�p ' + ll ! �111'� �t; p�i7,tlh" �fh!�ru� Ir NI Dui #'truss U ut, to 32' 4 12 8' 20 15 Over 321-48' 4 12 6' 10 Over 48'-60' 4.12 5 T fi 4 Over 60 See a registered professional engineer DF-Douglas Fir-Larch SP_Southern Pine r� HF-Hem-Fir SPF-Spruce-Pine-Fir . Continuous To Chord All lateral braces Lateral Brace p ` • l�%w�u, uy <L lapped at least 2 Required ;�• . <u trusses. 10'or Greater YSx��3 g 3�,,: •. Attachment ' Required SF � yes � • '�o es - T� Topchords that are laterally braced can buckle ' togetherandcausecogapseHtherelonodiago- nal•bracing.Diagonal bracing should be nailed to the•undatrifide of the top chord when purlins are attachedio_am topside of the top chord �PITCHED.TRUSS P a y 'p /'�'�- •�' pr,`I P J 'Y:i d' J i.:.I M'.R e.7 1 - r ,! MINIMUfi � i��l M. ! TOP'CHORD j °)i 4; "DWGONALf�{i E '. PITCH LATERAL BRACE SPAC NG`4pB '�°!')� t2 $FAN DIFFERENG SPACING(LBSj t! u''ss' ]l�lE'(uii�ll: (-- SPPF HF Up:to 28' 2.5 7' 17 12 Over 28'-42' 3.0 6' 9 6s/ Over 42'-6Q' 3.0 5' S 3 Over 60' See a registered professional engineer DF-Douglas Fir-Larch SP-Southern Pine HF-,Hem-Fir SPF-Spruce-Pine-Fir , y. Continuous Top ChordU ' ; Lateral Brace All lateral braces Required �� q lapped a#least 2 �— trusses. 10'or Greater 'a Attachment 4 Requiredd y +♦ f .. L rlr i •rt ryzd $kTopchordathatarelaterallybracedcan buckle n..,^.s� \ 4� togatharandcauasoo1laPSOMoreisnodsago- f nalbracing.Diagonal bracingshoWdbenailad i to the underside of the top chord when purlins i are attached to the topside pslde Of the to c p Nord. r - I r.I S C 1SS ORS'TRUS i S F I Frame 3 •.�` t� OEM 11 ma", P11— e0joaf v- 115 r o P 81011111 � g WRIMI •• • tea ori HIM 'r - • • tib�""��I��# y, ,� am • a -_:dµ��2 ✓ . '252�,4 f�3`.-_ ✓-f T'xi{� Kyy��°�JT�?�"�/y}+J "��tt ,,{t�'x A E' ild� . 'fir. • s TOP`CI-iOR�'4 2x4/2x6 {PARAI�LE)" Continuous TOP CHORD DIAGONAL'BRACE CHORD TRUSS Top Chord MINIMUM LATERAL BRACE S 'gCING {DBs) Lateral Brace SPAN DEPTH SPACING(LBs) :.#trusses Required To chwdn that q P are laterau S P.7 D.F.:;;,; S,P F/H F Y braced on buckle I \ U to 32' 30" toBotheramicau°ecollapseiftlier@isnodfago- 10'or Greater 8' 16 10 nal braving.Diagonal bracing should be nailed \ Over 321-48' 42 6' 6 4 to the underside of the top chord when purlins Over 48'-60' 48" 5 1 4 are attached to the topside of the top chord. 2 Over 60' See a re istered rofesslonal engin DF-Douglas Fir-Larch SP-Southern Pine I Attachment HF-Hem-Fir SPF-Spruce-Pine-Fir Required ZO' B a l� 10Trus (� `�Qc� SPpjyFC432•CO 30"or / greater rte�a(i fl') lT.r'•,�.,�. 1 t 1 ��sryi��b• a. had *n{"•sr � _ {'' J7 k-,'i"'i .yf - '� f t , 1 f t C"}, ati "�>ft�,Y't»'� `��F. t p � .1r Ct,f v y� �+� i vry,•��r rk rAVd4*4f• e y. �-� ' '�I `'I�tst v R ,�•, Cr �t r Igo Ji. t T'k 3 x.,{�{A '� u i P �.L �+t c �•+� xc " ci•' r rte^- �r} r tn� c.$tri a ,., tai ss�,., Y. ' d� The end , u x diagonal brace g 4 � �Y S y pt lfi q f siL tz�4 F for cantilevered End diagonals gree fsi � �� s� trusses must be stability and.must lte du 1� z' TM' f ffi��d rhCfl a �;� x ti placed on vertical both ands of the buss system. �•' �k��"�'��fi 1 webs In line with the support 1I1�ARN1 iT " a�l4rfol�gv�►thr+� inf�ns��atad rlt<1p severe p�I conal rx pv;a.M+ eek t #�Ius a Al• i lr��rt F ;Mj fi Fad- 4x2 PARALLEL CHORD TRUSS:TOP`CHORD:; Continuous Top chords that are cTO Chord braced can buckle ;3ogetherand cause collapse ollapse Nthere isno dingo- Lateral Brace ,naWocing.Diagonal bracing should be nailed Required T to*. e underside of the top chord when purlins I r, are,attached to the topside of the top chord. 10'or Greater k �5 Attachment Required 1y / IS Tr0.0 u s0�t'Dg� 3t�2" f � f � Trusses musthavelum- ber oriented in the hori- { F+Rs zontal direction to use 1�.._- �'1�(�},� r �'F '�' t�"J 'L4 J 9 , + �i t,l� �•f•G3f4� r�C l'�.x` ` ..this bracespacing. ' f�'��F�tt''T"I' 1 I �� wN��, i �.'✓ k3w'` .,��ii �� JRr 4 r� k�,�,�'��c�•A Y ��, � � .yis, � s F k x 'F ``yF�*�`�$r' �� 5 � .n5�� ,�,�r7,3k�a+o-� w. r � & .nJ4'p�` �,'tT{it` .. • • _ taktd _n�e�F'Si{I �,•M�u '�� .rxh'o� `r�149 x �r � `�'.'ts' rj�x ' ��tk-x�Y`s End diagonals areru"*i- ' 'e Ya is stability and must be du p�:�itr �j � ,." �'�,�,�I?� •�� . both ends of the truss system. ' ..dr �4v�•i,�.•�� itihi. Frame 5 V 12 yi�E;;!"'•1. TOP CHORD NNS':? —13 or , „,wtivr,Im greater $, r-.TOP CHORD--i-141!! DIAGONA,L��fiACE CE �`4MINIMUM LATERAL BRASPACINl3(DBc�,i{t'p s/ SPAN PITCH .,;( 'SPACING(LBS),, SP DV: SP HF.-:. Up to 24' 3/12 8' 17 12 Over 24'-42' 3/12 7' 10 6 \\ Over 42'-54' 3/12 6' 6 1 4 Over 54' See a registered professional eng sneer DF-Douglas Fir-Larch SP-Southern Pine O� y HF-Hem-Fir SPF-Spruce-Pine-Fir . All lateral;braces lapped at!least 2 trusses. . Diagonal brace also required on end verticals. 4 Continuous Top Chord Lateral Brace IRequired Top chorda that are laterally braced can buckle T i togatherandcause collapse iftherelens diago- nal bracing.Diagonal bracing should be nailed 10'or Greater to the underside of the top chord when purlins are attached to the topside of the top chord. Attachment MONO TRUSS. ; Required f S -_h'}. r t� A, !*� � .�C� ¢�. Ca �,�'PY.} f�i r �4 MA +,. S ,q hg4E 4P 2 •� 4y'Y.- { t { '• t.``• ( y �.�k�°�}Y�ilj7• �t` � yyst{{yy �� 'p�-� �lt��_!, `�.. fit` '�''�,��4F�'l_2t�S,..4—� ITtiLLa►TNT0LERa10ES Bow Length m ' q Lon) :a 'PLUMB ;''O(in)- D/50'-i O�.q .... ... ......................................... . 12" 1/4 1' - a Lesser of 24" 1/2" 2' a. ' y, L/200 or 2" 36" 3/4" 3' 1 u 48" 1'Y 4' 1 60" 14/4" 5' L(in) L(tn) 1 84" 1-3/4" 7' W. 2" a' Truss 108" 2" 91Dept .............. ...... Don) :........................... .......... ...... Lesser of 1 2" i Lesser of L/200 or D/50 or 2" Maximum Plumb SO" 14" 4.2' 200 1" 16.7' Misplacement Line 100" 1/2' 8.3' 250" 1-1/4" 20.8' 150" 3/4" 12.5' 300" 1-1/2" 25.0' OUT-OF-PLUMB INSTALLATION TOLERANCES. OUT-OF-PLANE INSTALLATION TOLERANCES. -t r h�• f '� 4 ,.Y X; i+E jg t-7 -0. ..:.3 $:. IiNGt4YtAMV �� ia4 .A 'Y�s ;',,, ,¢'' �� K �. n , t,�11�1'$C@.0 t�':US4• �F}r. �'a' ,�';t { �, Frame 6 I ago), TRIO DESIGN CONSULTANTS. LLC-C.O.A. # 27575 [ ] APPROVED ] NOT APPROVED APPROVED AS NOTED [ ] REVISE&RESU [ ] R SIGDATE Designers tevl is for4MAdLar w1h to d�cd�ep} and contract documentscarmrwts&M not be consWed as relievinngg ftConhactor from coepionae w1r to f t� and spec cations.nor departures therefrom.the Conbactor mmaba responsible to detals and accraacyy,tarand camk off quantities and dhwvtons.for selec�ing� ft process, fortechntques d assembiv and for pertomft his work in a sof®manr�