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RC-09-1531 (3)Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION FBC 20 Permit Type: BUILDING ROOFING JUL 11 4 2011 r\ Permit No PC.. - 1531 Master Permit No. OWNER: Name (Fee Simple Titleholder): Day s Qo a. K Phone #: i'% - V-14' (( t Address: ? 3"1 c��t.t vl s e.-4- Strip f City: S' %A.V<d't State: FL Zip: 3 33 2:2-- Tenant/Lessee Name: Phone#: Email: D-2.ysl (ivt. ?Gl.0.K.c a (a, °-O ` Gc Yul JOB ADDRESS: t % sit 3 °l k s+ -re Yry o cQ City: Miami Shores Zip: Folio/Parcel #: County: Miami Dade Is the Building Historically Designated: Yes NO Flood Zone: CONTRACTOR: Company Name: 1 Sit 11-C.-41W- 1 kO Phone #: (.' 6 5-) 277' & V S Address: ,5s 3 J S - W • 11 Z.. City: /H A MI Qualifier Name: o $t2_ O ‘tvkG •Z State Certification or Registration #: GCs C• 005)4" Certificate Contact Phone #: (7g 6) 367 259 a Email Address: M • CK 11 /7 DESIGNER: Architect/Engineer: LOW AAA) State: Zip: 3 3J 6.s' Phone #: of Competency #: AdL • t.ulH Phone #: Value of Work for this Permit: $ G CJ , COO r 00 Square/Linear Footage of Work: ❑Alteration Description of Work: 5, iv { aMt Type of Work: DAddition Q9'q5 AtNew DRepair/Replace ❑Demolition CHtliq6C.-- CO . Submittal Fee $ Scanning Fee $ Notary $ Double Fee $ Permit Fee $ -21 Radon Fee $ Training/Education Fee $ Structural Review $ CCF $ CO /CC $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ 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 ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDmONERS, 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 notic ommencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is e of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature ��'>-a ' ��� _�"'�/ Owner or Agent The foregoing instrument was acknowledged before me this day of � ,20,L,by by5/ to /awcd who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission E on tor The :foreoingrinstrument was acknowledged before me this %i 1.11 day of J i/1 y , 20 ! , by 'J ° C M • 60 who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Plans Examiner (Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) • Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR / ARCHITECT Permit N. — 1551 Owners Name (Fee Simple Title Holder): I) M • POLe4?! O Phone #:7?‘, - 3751 -gij / Owner's Address: ?...2-3 1 S..Ks City: Sk.vsr sue-- State : - Zip Code: 333 2-2.- Job Address (Of where work is being done): t (2 3 N E °I 1 Si- TA r . c� City: . Miami Shores State: Florida Zip Code: Contractor's Company Name: D --k c.ktUe 400A...40 Phone #: (3oS) 775-L0853 Address: ,S'-3 (A). l t2•.- City: M4 ik—A"- c State: /7--1-- Zip Code:3 31 C r Qualifier's Name :oSA db fie. z_._ Lic. Number: Architect/ Engineer of Record Name: Phone #: Address: City: State: Zip Code: Describe Work: I hereby certify that the work has been abandoned andlo unable or unwilling to complete the contract. I hol Miami Shores harmless for all leg Signature owner or Age The foregoing ins merit was aknowledged before me this /& day of (A, t,20 Il,by Who is personally known to me or who has produced as indentification. Nota Sign: Seal: he Buildi I involve ntractorlarchitect is g 0 cial an he nt. Signature Contractor or A The foregoin instrument was aknowledged before me this / day ofW ..e , 20I by who is personally known to me or who has produced as indentification. Notary Public: l.-. Sign: o Seal: ,,.t►pv,,,, t. TARO MI -:'�,5 '>>� "� Notify %+lc -1 M Fiwillo Of 2410m eqiifoo Jo 18.2013 COMMISSION 0 00 025479 andel nun. Wool Notary A. f• 200 SW 1 ST AVENUE SUITE 1200 FORT LAUDERDALE, FLORIDA 33301 TELEPHONE: 954, 525.4100 FACSIMILE: 954.525.4300 WWW. KOLAWYERS. COM Thomas R. Shahady EmaR: Tshaha dyekolawyers.com June 2, 2011 Saad Homes, Inc. 18601 Wentworth Drive Miami, FL 33015 VIA MAIL & FACSIMILE: 305429 -9109 91 7199 9991 70311 3550 2111 Re: Deysi Polanco, 1183 N.E. 9e Terrace, Miami Shores, FL Gentlemen: This office represents Deysi Polanco, and I am contacting you regarding the home you are in the process of completing located at 1183 Northeast 91st Terrace, Miami Shores, Florida. I do not have to remind you that you received a deposit on this house on July 4, 2009, and among other things, agreed to complete construction within nine (9) months. Your contract provides for time extensions, but to my knowledge, none have been requested. Please consider this your Notice of Termination. Your contract provides for contractor termination but not for the owner to terminate. As a result, please consider this your seven (7) day notice of termination for the following reasons: • Failure to timely complete the project pursuant to the contract • Failure to timely pursue completion of the project, you have done basically no work on the project (with the exception of some trim painting) for six (6) months. • You are demanding more money to complete the work than remains in your contract. You have a fixed price contract, with no allowances, you are demanding additional funds of over $40,000 to complete the work you are contractually obligated to perform. • You have failed to provide my client with any partial or final releases from Saad or any of your subcontractors or suppliers. 00006720 1 MIAMI 306.629.8868 PALM BEACH 561.998.2006 ORLANDO 407.850.3429 SCANNED FT. MYERS 239.274.0536 Seed Homes, Inc. June 2, 2011 Page 2 • You have been paid for work to be performed but failed to perform the work, including the roof marble floors and pool. • There are not adequate funds remaining on your contract to complete the work. You have charged my client for "extras" that are, In fact, included in the contract. These items include roof tiles, travertine and gas. You have not properly supervised this project, have overcharged my client for work that was included in the contract, failed to perform work that was paid for induding the roof and pool, and have taken over two (2) years to construct a home that was initially to be completed within nine (9) months. In short, you have failed miserably in the performance of your duties and responsibilities to my client. In addition, The Village of Miami Shores has requested that we obtain the following information from you: 1. Miami Shores inspection documents, including set back 2, Special inspectors form 3. Energy efficiency calculations 4. Engineering and testing consultant report 5. Engineering and soil compaction report 6. NOA for all the windows and doors — signed and sealed 7. Calculations from engineering specifications for fireplace and gas lines 8. Originals for the trusses for December 9, 2009 and September 23, 2010 (revision) 9. Original plans September 14, 2009 10. Revised Plans March 8, 2010 11. Documents for the Septic tank as provided by Ms. Polanco 12. Original survey provided by Ms. Polanco 13. All original surveys obtained Please consider your contract terminated effective seven (7) days from the date of this correspondence. Very truly yours, Thomas R. Shahad For the Firm TRS/bsk cc: Deysi Polanco A r ! ,r•; a. 200 SW 1ST AVENUE SUITE 1200 FORT LAUDERDALE, FLORIDA 33301 TELEPHONE: 954.525.4100 FACSIMILE: 954.525.4300 WWW. KOLAWYERS. COM FACSIMILE TRANSMISSION DATE: THURSDAY, JUNE 2, 2011 FAX NUMBER: 305 - 829 -9109 TEL. NUMBER: TO: SAAD HOMES FROM: THOMAS R. SHAHADY, ESQ. PAGES, Incl. Cover: 3 RE: DEYSI POLANCO #11113 -001 COMMENTS: SEE CORRESPONDENCE ATTACHED IF YOU HAVE ANY PROBLEMS WITH THIS TRANSMISSION, PLEASE CALL (954) 525 -4100 PRIVILEGED & CONFIDENTIAL THIS MESSAGE IS INTENDED ONLY FOR THE USE OF THE INDIVIDUAL OR ENTITY TO WHICH IT IS ADDRESSED AND MAY CONTAIN INFORMATION THAT IS PRMLEGED. CONFIDENTIAL. AND EXEMPT FROM DISCLOS RE UNDER APPLICABLE LAW. IF THE READER OP THIS MESSAGE IS NOT THE INTENDED RECIPIENT, OR THE EMPLOYEE OR AGENT RESPONSIBLE FOR DELIVERING THE MESSAGE TO THE INTENDED RECIPIENT, YOU ARE HEREBY NOTIFIED THAT ANY DISSEMINATION, DISTRIBUTION OR COPYING OF THIS COMMUNICATION IS STRICTLY PROHIBITED. IF YOU HAVE RECEIVED THIS COMMUNICATION IN ERROR, PLEASE NOTIFY THE ABOVE NAMED SENDER IMMEDIATELY BY TELEPHONE, AND RETURN THE ORIGINAL MESSAGE TO THE SENDER AT THE ABOVE ADDRESS VIA THE U.S. POSTAL SERVICE. THANK YOU. # 't * COMMUNICATION RESULT REPORT ( JUN. 2. 2011 9:49AM ) * TRANSMITTED /STORED : JUN. 2.2011 9:48AM FILE MODE OPTION ADDRESS FAX HEADER 1: FAX HEADER 2: RESULT P. 1 PAGE 1942 MEMORY TX 3058299109 OK 3/3 REASON FOR ERROR E -1) HANG UP OR LINE FAIL E-3) NO ANSWER 1 DATE: FAX NUMBER: TEL. NUMBER: TO: FROM: PAGES, Incl. Cover: RE: COMMENTS: 5-4) NO FACSIMILE CONNECTION A . T O is N P Y A 1 200 SW 1ST AVENUH SUITS 1200 FORT LAUDERDALE. FLORIDA 33301 TELEPHONE: 954.525.41 00 FACSIMILE: 954.525.4300 WWW. KOLAWYERS. COM t A W FACSIMILE TRANSMISSION THURSDAY, JUNE 2, 2011 305 - 8289109 SAAD HOMES THOMAS R. SHAHADY, ESQ. 3 DEY 1 POLANCO *11113-001 SEE CORRESPONDENCE ATTACHED IF YOU HAVE ANY PROBLEMS WITH THIS TRANSMISSION, PLEASE CALL (954) 626 -4100 PRIVILEGED & CONFIDENTIAL THIS MESSAGE IS INTENDED ONLY FOR THE U E OF THE INDIVI•UAL 0 -NTITY TO WHICH IT 1= ADDRESSED AND MAY A �. - .SA , • - mow L tu.LH _.. W IF .tit Ali l 1. .mac • • � D -ll � � �! �.. �_� fiu THE READER 0 18 MESSAGE 18 OT THE INTENDED - ' CIPIENT, OR EMPLOYEE FOR AG R'-BPO - 1; FOR DISTRIBUTION OR COPYING TO OF THIS COMMUNICATION S� STRICTLY PROHIBITED. F11IF YOU HAVE RECEIVED THIS COMMUNICATION IN ERROR. PLEASE NOTIFY THE ABOVE NAMED SENDER IMMEDIATELY BY TELEPHONE, AND RETURN THE ORIGINAL MESSAGE 70 THE SENDER AT THE ABOVE ADDRESS VIA 1148 U.S. POSTAL SERVICE. 'THANK YOU. FROM :Frank Holtzman 18041 Boulevard. Suite 501 FAX NO. :305 792 5582 Jun. 11 2011 02:21PM P1 Frank H. Holtzman Attorney e1 Law Rona . 1 792 -5582 Aventura, Florida 33160 Faro 305) 7925582 TELEFAX TIRANSMITTAL COVER PAGE DATE: %t-11- k1 TO: ](.� VELo �rt OS l 4a.7 ATTENTION: T0& _ FROM: ERMIITALTZWE R>F EREN . : SAM, Vu Est MESSAGE: Number of pages transmitted iaohading Ibis cover per: Transmiuirkg Pax Number: Destination Fax Number: (305) 7925 fotO SiS -`'t300 If you have any problems receiving this the sender at (305) 792-5582. My dim telefax number is also (305) 792-5582. This Webs cow PR'I'VILEDGED AND CONFWENTTAL infrimation intended only Air the use of the adds) named above. If you ace oat the intended rem of this tell man, or the employee or agent responsfige ibr delimits it to the itded recipient, you ate hereby noted that any dissaninaiinn cr copying of this telefax is snit* problited. If you have received this t 1thx in error, please notify me immetbately by telephone and more the original telefax to me at that above addles* by U.S. mail collect. THANK YOU FROM :Frank Holtzman I!. FAX NO. :305 792 5582 {!I! r !.111 rl! I r Frank ft lioftzftrat Attamey at Law 18041 Biscayne Boulevard. Suite 801 Ave name. Fiords 33160 June I0, 2011 Thomas R. Shahady, Esquire Kopclowitz Ostrow, P.A. 200 S.W. 1st Avenue, Suite 1200 Fort Lauderdale, Florida 33301 Via Facsimile: (954) 525 -4300 and U. S. Mail Jun. 11 2011 02:22PM P2 Phone: (305)792 -5582 Foe (305) 792 -5582 Re: Saad Homes, Inc. and Deysi Polanco 1183 N.E. 9lstTerrace, Miami Shores, Florida Dear Mr. Shahady: Please be advised that I represent Saad Homes, Inc. who has requested me to respond to your letter of June 2, 2011. Send Homes, Inc. believes that the best solution for both the parties is for Mrs. Polanco to allow Saad Homes, Inc. to perform the small amount of work required to complete the home, but first having a meeting with the parties and their attorneys in a good thith effort to satisfy all concerns that Mrs. Palermo may have. As Saad Homes, Inc. has experienced, when constructing a custom home, it is not uncommon for the owner to make various changes to the original plans resulting in delays. Various changes to the original plans were requested by Mrs. Polanco resulting in a delay. Saad Homes, Inc. appreciates Mrs. Polanco's concerns about the delays, but 1 assure you that my client wants to satisfy your client in all respects. The home was sold below average of the cost per scare foot and in that respect Mrs. Polanco has a good bargain. In accordance with the contract, the total square feet of the home was to be 2 ,800 square feet. After construction had commenced and at the request of Mrs. Polanco, the home is now 3,400 square feet. Aside from the additional square footage, Mrs. Polanco requested more expensive materials than what was called for in the coalraci. Mrs. Polaneo desired other changes concerning items needed to complete construction thereby causing Sirdier delay. There is also an issue concerning ownership of the home. Saud Homes, Inc. dim with several statements contained in your letter, specifically about the monies paid and the billings. Saad Homes, Inc. has not been over paid. There are several upgrades and major changes to the plans and 1 believe, and my client agrees with me, that the best way to resolve these issues is to hold a meting with Mrs. Polanc ° and Angel Saad to ensure they discuss and agree upon each item needed to complete the home, thereby having a clear and specific understanding of all items and any other further changes desired to complete the home. If everyone works together, the home can be completed in under 120 days from the date of the meeting, wherein all issues are cleared and agreed upon by both pasties. ' FROM :Frank Holtzman FAX NO. :305 792 5582 Jun. 11 2011 02:22PM P3 Thomas R. Shabady, Esquire June 10, 2011 Page 2 It would be financially problematic and unproductive for Mrs. Palanca to change contractors at this juncture. Saad Homes, Inc. desires to complete the home tin your client's one hundred psatinfaction. In hopes of Mrs. Poke reconsidering, Intleeminatins tke►mama as walf as Saed Homes, Inc- as the general connector, I thank you in advance for your considerations. Waiting for your response, I remain. Veryizulyyours, Frank a Hohzman cc: Sand Homes, Inc. V 1.31 1) 111.4VA %X. %A./11111111 UNITEDSThTES. POS7I*L Ste® Page 1 of 1 Home 1 Help 1 Sian In Track & Confirm Search Results Label/Receipt Number. 9171 9999 9170 3035 5021 11 Class: First -Class Maii® Service(s): Return Receipt Electronic Status: Electronic Shipping info Received The U.S. Postal Service was electronically notified by the shipper on June 02, 2011 to expect your package for mailing. This does not indicate receipt by the USPS or the actual mailing date. Delivery status information will be provided if / when available. Information, if available, is updated periodically throughout the day. Please check again later. Track & Confirm FAQs Track & Confirm Enter Label/Recelpt Number. (Gos; Notification Options Track & Confirm by email Get current event information or updates for your item sent to you or others by email. (Go Site Map Customer Service Forms Gov't Services Careers Privacy Policy Terns of Use Business Customer Gateway Copyright© 2010 USPS. All Rights Reserved. No FEAR Act EEO Data FOIA http://trkcarml.smi.usps.com/PTSIntemetWeb/InterLabeLinquiry.do 6/14/2011 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 SPECTION'S PHONE NUMBER: (305) 762.4949 PERM' ' IC ION FBC 20 Permit Type: BUILDING OWNER: Name (Fee Simple Titleholder): 5 i Pess `.yt -'. -C=t, Address: ?Z% 1 QLA.," ` b State: FL- ROOFING 7.77 7 JUL 2 42011 Permit No. �y. Master Permit No. I,9-C� O " 53 ) City: �Ul wV1, - Tenant/Lessee Name: Phone#: s-; 1, APoAcs•t4C a 0 Phone#: -M) 3 7 s� 1 z?33 Z-z- Email: JOB ADDRESS: t; M l 7 —P." City: FoliolParcel #: Miami Shores County: Miami Dade Zip: ?j 3 t Is the Building Historically Designated: Yes NO " Flood Zone: CONTRACTOR: Company Name: P/5.71^<7.1 ! E Wail _ _ _ _ one #: (OT) 2i9- 2081. Address: ST 3 r .5-..ca. / 11,2- City: MI 4 041 State: /•%L Zip: _33/ �i r Qualifier Name: JO S4 M M. 144 e'L. Phone#: l 7 tW 34.7- a s118 State Certification or Registration #: GG G o5-7 5'1 ¥f Certificate of Competency #: Contact Phone #: ( 6 3 67 -1 r le Email Address: M •C M. l/1`7 @ A O L _ DESIGNER: Architect/Engineer: Phone #: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑Addition ❑Alteration .AVew ❑Repair/Replace ❑Demolition Description of Work: NS r 042-CH TrL 'C P J A 5130 L1 h`.A4\S . Cfl — 153 j ***** *****+ x******** ****** ************** Feesw ****************** **** ** x**+x+x***** ********* Submittal Fee $ Permit Fee $ 041 CCF $ CO /CC $ Scanning Fee $ l0 I. W W . Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ (, 0 .° TOTAL FEE NOW DUE $ �'' 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 ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY .BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance 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 li ' brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded no ce of co encement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit s issued. l th • absence o uch posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Owner or Agent The foregoing instrument was acknowledged before me this 14 day of ail... �Vt2-' , 20 1( , by noY5( who is personally known to me or who has produced CL--1 As identification and who did take an oath. NOTARY PUBLIC: `\`\01111II1 Ater Sign: Print: My Commission Expires: O a> .• \oc° \�e� Q E ,xr,**, , x, x* *****,x *********,x*,xa,* **611106W*************************************** II / actor The foregoing instrument was acknowledged before me this of - V k X , 201 , by L CO Cft- �/ -7, who is personally known to me or who has produced 1 D as identification and who did take an oath. NOTARY PUBLIC: 221: \1111 I I I U 1 �ii� .,/,i � /i Sign: `� •^� • • i Print: _ �� \��p�1. ®�� •; 0 * * * * * * * */ q Ai , ** 7 Zoning My Commission Expires: APPROVED BY (Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) Plans Examiner Structural Review Clerk JUN-29-11 02:58 PM e DISTINCTIVE HOMES StATEOFFLORIDA l*PARTmgglagani IADORIPTI igallAKELAT" 3052792066 bAT(:H NQMBER jf I ; P. 02 troAcToix . : , -' .:exaTirmED ..'. piojisions ot ohapt*. op:I% �: 'AUG 31,-2012 ! 1 - 31.6 tif?.,) AA •• • . . R • r • • -..• , • • ,D114.PLAY.AS-REQUIRED.Eki LAW , • . . . • • . . . JUN-29-11 02:59 PM II I ST I HCT IYE HOMES 3052792066 04 41-2010 P.03 ALEX SINK STATE OF FLORIDA CHIEP FINANCIAL OFFICER DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS COMPENSATION LAW * ;* CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 04/21/2010 EXPIRATION DATE: 04/20/2012 PERSON: GOMEZ JOSE M FEIN: 650979081 BUSINESS NAME AND ADDRESS: ,} M f3 INVESTMENTS INC 5530 SW 112 CT MIAMI FL 33189 SCOPES OF BUSINESS OR TRADE: 1- CERTIFIED !GENERAL CONTRACTOR • ItdpOYTANT: Parawol;te CYspt•r 440.05(14). F.S., a *Ulcer of a corporation Who elects exemption from this cbapter by Ming is certif(qq'+aQe of glottis 1r w � {Ntt� gait* may eel recover beat/Ills er campaxsallos seder this chapter. Pursuant to Chapter 440.05112). F.S., Certtllcetts of election to be axoppt... app y y asy of the busissg`or trade listed as the nuUce of election a be exempt. Pagan, to Chapter 440.05113), F.S., Notices of election to bp;eeeetpt mg certittcahstai slsctlss is be exampl}absll be subject to Mosotho os N, al lay time alter the 111119 of the stake or the issuance at the certtlicat*, the pprsbo Mined a the solidi or estlflkste es larger fja*S the ragviremsau of this sautes for Irrsuance of a canniest*. 'The depertmont shall revoke a certificate at anytime for bon • of the ¢ersos aawei ea the Cartilicsle to meet the requirements al this secttr . QllE iONSt OW OWC -262 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 09 -06 ti! SllentFax Jun 29, 11 13119 From! MONICA PALENZUELA Tot 3057568972 Page 1 ALcO'.RG CERTIFICATE OF LIABILITY INSURANCE V - DATE(MMIDDIYYYY) 06/292011 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the pollcy(Ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certaln policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER ALL CITY INSURANCE INC - ACI 7200 CORPORATE CENTER DR SUITE 316 MIAMI FL 33126 CONTACT JAVIER GUTIERREZ (aC e>a). (305) 463 -9431 1 FAX Noy (305) 629 -7808 ,Na, Aooss JGUTIERREZ@ALLCITYINS.COM INSURERS) AFFORDING COVERAGE NAIC fl INSURER • MID- CONTINENT CASUALTY CO 23418 INSURED JMG INVESTMENTS, INC DISTINCTIVE HOMES 5535 SW 112 CT MIAMI FL 33165- INSURER B _ _hi _ 04GL823215 INSURER C : 06/132012 INSURER D : $ 1,000,000 INSURERE: $ 100,000 INSURER F: COVERAGES CERTIFICATE NUMBER: 02 00 THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSt1RANCE ADDL .tiyc SUER a A. • . 9 ? C POUCY EFF lei o-1..,.. POUCY EXP Im i -, i..,6uu LIMITS A GENERALLIABWTY X COMMERCIAL GENERAL UABIUTY _ _hi _ 04GL823215 06/13/2011 06/132012 EACH OCCURRENCE $ 1,000,000 PR7 MSFGO A rNTEDnra) $ 100,000 CLAIMS-MADE X OCCUR MED EXP (Anv one person) $ EXCLUDED PERSONAL & ADV INJURY $ 1 ,000,000 GENERAL AGGREGATE $ 1,000,000 GGEEML AGGREGATE O U MIT APPEES PER: '� 1 POLICY PiFrCT E-1 LOC PRODUCTS - COMP /OP AGG 1 1,000.000 $ AUTOMOBILE _ _ _ LIABILITY ANY AUTO AALL OWNED HIRED AUTOS _ _ q� JLED NON -OWNED AUTOS COMBINED nt SINGLE UMIT $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Par arcidant) $ $ UMBRELLAUAB EXCESS LIAB I OCCUR CLAIMS-MADE EACH OCCURRENCE $ AGGREGATE $ DED 1 I RETENTION $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? (Mandatory In NH) If yes, describe under DESCRIPTION OF OPERATIONS below N / A I pCS TA n - I 10TH- E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ E.L. DISEASE - POLICY OMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS 1 VEHICLES (Attach ACORD 101, Additional Remarks Schedule, If more apace Is required) CERTIFICATE HOLDER CANCELLATION Al 000080 MIAMI SHORES VILLAGE BUILDING DEPT. 10050 NE 2ND AVENUE MIAMI SHORES FL 33138- SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. ACORD 25 (2010/05) O 1988 -2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR 1 ARCHITECT Permit N—'-- ol -1531 Owner's Name (Fee Simple Title Holder): 1 1 "r'OW J1Go Owner's Address: 822 1 sn2Ztp City: SUS State :, Phone #: (-73,6) 314 •$UI Zip Code: 3332 7 Job Address (Of where work is being done): UPS t c9 1 —TE-2 E. City: Miami Shores State: Florida Zip Code: 3.1 Z Contractor's Company Name: Phone #: Address: City: State: Zip Code: Qualifier's Name : Lic. Number: Architect/ Engineer of Record Name: ~Tito 4. lA�ff O Phone #: =a- 7J 43 Address: 70P.50 A/W (4-4 ,St ft5D9 City: !ZL(AisI/ 'Qt State: /Lore/ Zip Code: 334,6 Describe Work: es r D E xtr /li L CO NsT' R VC3i a) O F S /N6L6 PAM, Ill NOME. I hereby certify that the work has been abandoned and/or the contractor/architect is unable or unwilling to complete the contract. I hold the Building Official an .,, he Miami Shores harmless for all legal involve - n Signature ',-, Si natur; l`// owner or Agent' Contra ' or or Arc611/ ect The foregoing instrument was aknowledged before me this �!bday of �Utlk ,201(,by The foregoing instrument was aknowledged before me this (A. day of , 20 1. by Who is personally known to me or who has produced who is personally known to me or who has produced as indenfification. as indentification. Notary Public: Sign: Seal: Notary Public: Sign: Seal: July 14, 2011 Carlos A. Marti AR0005794 13660 SW 32nd Street Miami, Florida 33175 Master Permit Number RC091531 Dear Mr. Marti: This letter serves as a notice of termination as of today as the Architect of Record in reference to the Miami Shores Master Permit number RC091531 for home construction at 1183 NE 91st Terrace, Miami Shores, FL 33138. Please acknowledge that you have received this letter either by mail or email (deysimpolanco @aol.com). Sincerely, Deysi Polanco 8237 Sunset Strip Sunrise, Florida 33322 786 - 374 -8111 UNITED STATES POSTAL SERVICE First - Class Mall USP3ge & Fees Paid, Permit No. G-10 •Sender. Please print your name, address, and ZIP +4 in this box • Dqy'S i Petd��.c_6 $� 3 Sins e—- SX-te\ � _. 3 2-7 aa„,ll.W.L.l1Andild h.11.l .AndH SENDER: COMPLETE THIS SECTION >., ■ Complete items 1, 2, and 3. Also complete Item 4 if Restricted Delivery is desired. ■ Print your name and address on the reverse so that we can return the card to you. II :Attach this card to the back of the malipiec e, or on the front if space permits. 1. Article Addressed to: cok,.los t -Tt 6 o Sw 37)^41. 0n.k .t F 3 COMPLETE THIS SECTION ON DELIVERY A. Sigt u X Agent 0Addressee B. R ved ty (Rib,/ Name) C. Dateof Detive y .4 ' �. 1°- lei e D. is d: Eve► address different tarn Wan 1? ❑ Yes if YES, enter deliueiy adder below: 0 No vCerti i Mali D Registered 0 Insured Mall 0 Expos NM 0 Rattan R t1r Merchandise 0 C.O.D. . Restricted Delivery? (Bdra Fee) C}yes 2. Articb Number airtisfer fromservice s° 7009 0080 0001 9651 1195 PS Form 3811, February 2004 Domestic Return Receipt 102598-02411450 sa 1.4 . Po\ar\ 1183 iF c?'f Terr- J�l rnI Sk©res FL :3:3'3 E wlatt�� Gd A re, ss S2 3 n a4.6.4e Sunrt se� L_ 3332..2_2- `Me- ,314- ?111 JUL 0 5 2011 )' cc- 1S I k Q. %NA � 9ires V I- ai e \SIA1 • C4ea k35. r 0 u --kj\°4-ffo\ic ovMasi_, k 0 n ,, r� c 0 V e_ aQY"O fe 1 a n � 1 De_y )Ctf\ CO V) 0 Oh ‘r). ‘-k-crrN es, ics-E ovrYte__-z7 6e, r.a-.c.-c__ LOA r e v e 5 t t1 -611 `bra 'AZAt , t • of-\ sc z .111U•� A � aritli000 �" -� 227 'i arcot-,ldentifioation No. 11- 32435 - 01.0200 This Instrument Prepared By and Return to Andrew J. Pascale, Esq. Law Pi m.of eary`.1St: Singer 4577 Nob Hill Read Ste. 206 Sunrise, FL 33351 QUITCLAIM DEED Disclaimer. This Deed Was Prepared Without The Benefit Of , .'f tie Search This Qyitcl>rif»i Deed, made this Z1 Adayor A1 t:C#.. 2610, between Anthony J Fernandez, a single _ . roan Grantor, and Deysf iwl. Poluneo, a single woman nho a address is 15051 Royal Oaks Lane, Mel, North M'rnmi, Florida 33101, Grantee. Witnesseth, that the Grantor, for and in censider,ition of the stun of- ---- -'Fhb' & NO/ 100 (S1D CO). - -DOLLARS, and other good and valuable consideration to Grantor in hand paid ht, Gr r ares, tho receipt of which is hereby acknowledged, has grentad. burgttined end quitclaimed to the said Grantees- and Grantees' heirs and assigns forever, the following described land, situate, Eying end being inth a County of Miami- i7atlo, State of Florida, to-wit: LOT 23, I•FRS the West 15 feet, and the West 45 feet of Lot 24, in Block 1, of WATERSSEDPE, according :to the Plat thereof as recorded in. Pict Book 9, at Page 141, of the,pnbltc Recor•.ds ofDitde almty, Ftorhdn, To Have and to Hold the same together withal] and singular the appLrenances- thereunto belonging or in tiitywise appertaining, and all the estate, right, tide, interest, lien, equity and Gain whatsoever of Grantor, either in law or equity, for the use, benefit and profit of the said Grantees forever. 71nritness 'Whereof, the Grantor has hereunto: sethe /she hand: grid; seal the day and year flixsst•aabbove written. N DEZ 5444 and d ivered in our presence; .. Witness #1 1. Signature Witnesaala Printed Name STATE OF FLORIDA COUNTY OF`SROWARD The foregoing instrument vwtts gcknowledged before me this 1.41f day-of } . C , 2010, by Anthbpy 3. Fernandez, Wholms produced g. l0:.. , ntificution. Notary Signaturn . gn t'rtrited Notary Signature Thomas R. Shahady 200 SW 1ST AVENUE SUITE 1200 FORT LAUDERDALE, FLORIDA 33301 TELEPHONE: 954.525.4100 FACSIMILE: 954.525.4300 WWW. KOLAWYERS.COM June 2, 2011 Saad Homes, Inc. 18601 Wentworth Drive Miami, FL 33015 VIA MAIL & FACSIMILE: 305- 829 -9109 Email: Tshahady @kolawyers.com 91 7199 9991 7030 3550 2111 Re: Deysi Polanco, 1183 N.E. 91st Terrace, Miami Shores, FL Gentlemen: This office represents Deysi Polanco, and I am contacting you regarding the home you are in the process of completing located at 1183 Northeast 91st Terrace, Miami Shores, Florida. I do not have to remind you that you received a deposit on this house on July 4, 2009, and among other things, agreed to complete construction within nine (9) months. Your contract provides for time extensions, but to my knowledge, none have been requested. Please consider this your Notice of Termination. Your contract provides for contractor termination but not for the owner to terminate. As a result, please consider this your seven (7) day notice of termination for the following reasons: • Failure to timely complete the project pursuant to the contract • Failure to timely pursue completion of the project, you have done basically no work on the project (with the exception of some trim painting) for six (6) months. • You are demanding more money to complete the work than remains in your contract. You have a fixed price contract, with no allowances, you are demanding additional funds of over $40,000 to complete the work you are contractually obligated to perform. • You have failed to provide my client with any partial or final releases from Saad or any of your subcontractors or suppliers. 00006720_1 MIAMI 305.529.8858 PALM BEACH 561.998.2006 ORLANDO FT. MYERS 407.850.3422 239.274.0536 Saad Homes, Inc. June 2, 2011 Page 2 • You have been paid for work to be performed but failed to perform the work, including the roof marble floors and pool. • There are not adequate funds remaining on your contract to complete the work. You have charged my client for "extras" that are, in fact, included in the contract. These items include roof tiles, travertine and gas. You have not properly supervised this project, have overcharged my client for work that was included in the contract, failed to perform work that was paid for including the roof and pool, and have taken over two (2) years to construct a home that was initially to be completed within nine (9) months. In short, you have failed miserably in the performance of your duties and responsibilities to my client. In addition, The Village of Miami Shores has requested that we obtain the following information from you: 1. Miami Shores inspection documents, including set back 2. Special inspectors form 3. Energy efficiency calculations 4. Engineering and testing consultant report 5. Engineering and soil compaction report 6. NOA for all the windows and doors — signed and sealed 7. Calculations from engineering specifications for fireplace and gas lines 8. Originals for the trusses for December 9, 2009 and September 23, 2010 (revision) 9. Original plans September 14, 2009 10. Revised Plans March 8, 2010 11. Documents for the Septic tank as provided by Ms. Polanco 12. Original survey provided by Ms. Polanco 13. All original surveys obtained Please consider your contract terminated effective seven (7) days from the date of this correspondence. Very truly yours, C�. Thomas R. Shahad For the Firm TRS /bsk cc: Deysi Polanco 0001/00027170_1 200 SW 1ST AVENUE SUITE 1200 FORT LAUDERDALE, FLORIDA 33301 TELEPHONE: 954.525.4100 FACSIMILE: 954.525.4300 WWW, KOLAWYERS. COM FACSIMILE TRANSMISSION DATE: THURSDAY, JUNE 2, 2011 FAX NUMBER: 305 -829 -9109 TEL. NUMBER: TO: SAAD HOMES FROM: THOMAS R. SHAHADY, ESQ. PAGES, Incl. Cover: 3 RE: DEYSI POLANCO #11113 -001 COMMENTS: SEE CORRESPONDENCE ATTACHED IF YOU HAVE ANY PROBLEMS WITH THIS TRANSMISSION, PLEASE CALL (954) 525 -4100 PRIVILEGED & CONFIDENTIAL THIS MESSAGE IS INTENDED ONLY FOR THE USE OF THE INDMDUAL OR ENTITY TO WHICH IT IS ADDRESSED AND MAY CONTAIN INFORMATION THAT IS PRjVILEGED, CONFIDENTIAL AND EXEMPT FROM DISCLOSURE UNDER APPLICABLE LAW. IF THE READER OF THIS MESSAGE IS NOT THE INTENDED RECIPIENT, OR THE EMPLOYEE OR AGENT RESPONSIBLE FOR DELIVERING THE MESSAGE TO THE INTENDED RECIPIENT, YOU ARE HEREBY NOTIFIED THAT ANY DISSEMINATION, DISTRIBUTION OR COPYING OF THIS COMMUNICATION IS STRICTLY PROHIBITED. IF YOU HAVE RECEIVED THIS COMMUNICATION IN ERROR, PLEASE NOTIFY THE ABOVE NAMED SENDER IMMEDIATELY BY TELEPHONE. AND RETURN THE ORIGINAL MESSAGE TO THE SENDER AT THE ABOVE ADDRESS VIA THE U.S. POSTAL SERVICE. THANK YOU. P. 1 * * * COMMUNICATION RESULT REPORT ( JUN. 2. 2011 9 :49AM ) * * * TRANSMITTED /STORED : JUN. 2. 2011 9 :48AM FILE MODE OPTION ADDRESS FAX HEADER 1: FAX HEADER 2; RESULT PAGE 1942 MEMORY TX 3058299109 OK 3/3 REASON FOR ERROR E -1) HANG UP OR LINE FAIL E -3) NO ANSWER 1 DATE: FAX NUMBER: TEL. NUMBER: TO: FROM: PAGES, Incl. Cover: RE: COMMENTS: E-2) BUSY E-4) NO FACSIMILE CONNECTION A T O R N' Y R A f 200 SW 1sT AVENUE SUITE 1200 FORT LAUDERDALE. FLORIDA 33301 TELEPHONE: 954.525.4100 FACSIMILE: 954.825.4300 WWW. KOLAWYER5, 0OM t A W FACSIMILE TRANSMISSION THURSDAY, JUNE 2, 2011 305 - 8299109 SAAD HOMES THOMAS R. SHAHADY, ESQ. 3 DEEM ! POf ANCQ #11113.001 SEE CORRESPONDENCE ATTACHED IF Y ©U HAVE ANY PROBLEMS WITH THIS TRANSMISSION, PLEASE CALL (954) 525 -4100 PRIVILEGED & CONFIDENTIAL 'HIS MESSAGE IS INTENDED ONLY FOR THE USE OF THE INDIVIDUAL OR, ENTITY TO WHICH _IT JS ADDRESSED AND MAY CONTAIN INFORMATION THAT IS PRIVILEGEC3._CONFIDENTIAL, AND EXEMPT FROM DISCLOSURE UNDER APPLICAltLE LAW. IF THE READER OF THIS MESSAGE 1S NOT THE INTENDED RECIPIENT, OR THE EMPLOYEE OR AGENT RESPONSIBLE FOR DELIVERINta THE MESSAGE TO THE INTENDED RECIPIENT, YOU ARE HEREBY NOTIFIED THAT ANY DISSEMINATION, DISTRIBUTION OR OOPYING OF THIS COMMUNICATION IS STRICTLY PROHIBITED. IF YOU HAVE RECEIVED THIS COMMUNICATION IN ERROR, PLEASE NOTIFY THE ABOVE NAMED SENDER IMMEDIATELY BY TELEPHONE, AND RETURN THE ORIGINAL MESSAGE TO THE SENDER AT THE ABOVE ADDRESS VIA THE U.S. POSTAL SERVICE. THANK YOU. FROM :Frank Holtzman a 6 6.2011 FAX NO. :305 792 5582 Jun. 11 2011 02:21PM P1 Frank H. Holtzman Attorrw at Law 18041 , Sub 501 Phi i305j 792 -5582 �v 33180 TELEFAX TRANSMITTAL COVER PAGE TO: Fax gitai 792 -5582 ATTENTION: (t-ko+ S it., SO. AV AP`-E 050-nag ... FROM: VIRKLUIP R ENCE:SMMb tk3uiceS MESSAGE: 25 cx � 8� i9. \0-(1. `-10,-) Number of pages isansmitted jackal* t aavcar per: Transmitting Fax Number: (305) 792 -5582 Destination Fax Number: CotS 51. 5.-M3vo If you have any problems removing this te%fax, please telepiume the sender at (305) 792 5582. My diet Idcfax number is also (305) 792-5582. The telefax, canal= PRIVILEDGED AND CONVIDENI1AL iffrOlThatiO31 branded only for the use of the addressee(s) named above. If you are not the intended recipient of this teiefax transmission, or the employee or agent responsible for delivering k to the intended recipient, you are hereby named that any dissemination or copying of this telex is strictly patdrlbited- Ern have received this telefax in error, please notify me immediately by tekphone and ran the original tax to me at the above address by U.S. mail coiiect. THANK YOU FROM :Frank Holtzman @Ilq ''4111d rL ii�U¢ FAX NO. :305 792 5582 Frank ft Holtzman Attorney at Law 18041 Biscayne Boulevard. Suite 501 Aventura, Florida 33160 June 10, 2011 Thomas R. Shahady, Esquire Kopclowitz Ostrow, P.A. 200 S.W. 1st Avenue, Suite 1200 Fort Lauderdale, Florida 33301 Via Facsimile' (954) 525 -4300 and U. S. Mail Jun. 11 2011 02:22PM P2 Phone: (305) 792 -5582 Fad (305) 792.5582 Re: Saad Homes, Inc. and Deysi Polanco 1183 N.E. 91st Terrace, Miami Shores, Florida Dear Mr. Shahady: Please be advised that 1 represent Saad Homes, Inc. who has requested me to respond to your letter of June 2, 2011. Sand Homes, Inc_ believes that the best solution for both the parties is for Mrs. Polanco to allow Saad Homes, Inc. to perform the small amount of work required to complete the home, but first having a meeting with the parties and their attorneys in a good faith effort to satisfy all concerns that Mrs. Polanco may have. As Saad Homes, Inc. has experienced when constructing a custom home, it is not uncommon for the owner to make various changes to the original plans resulting in delays. Various changes to the original plans were requested by Mrs. Polanco resulting in a delay_ Saad Homes, Inc. appreciates Mrs_ Polanco's concerns about the delays, but 1 assure you that my client wants to satisfy your client in all respects. The home was sold below average of the cost per square foot and in that respect Mrs. Polanco has a good bargain. In accordance with the contract, the total square feet of the home was to be 2,800 ware feet. After construction had commenced and at the request of Mrs. Polanco, the home is now 3,400 square feet. Aside from the additional square footage, Mrs. Polanco requested more expensive materials than what was called for in the contract Mrs_ Polanco desired other changes concerning items needed to complete construction thereby causing hither delay. There is also an issue concerning ownership of the home. Saad Homes, Inc. disagrees with several statements contained in your letter, specifically about the monies paid and the billings. Saad Homes, Inc. has not been over paid. There are several upgrades and major changes to the plants and 1 believe, and my client agrees with me, that the best way to resolve these issues is to hold a meeting with Mrs. Potence* and Angel Saad to ensure they discuss and agree upon =eh item needed to complete the home, thereby having a clear and specific understanding of all items and any other further changes desired to complete the home. If everyone works together, the home can be completed in under I20 days from the date of the meeting, wherein all issues are cleared and agreed upon by both parties. - FROM :Frank Holtzman FAX NO. :305 792 5582 Jun. 11 2011 02:22PM P3 Thomas R. Malady, Esquire June 10, 2011 Page 2 It would be financially problems and unproductive for Mrs. Polanco to change cos at this juncture. Saad Homes, Inc. desires to complete the home to your client's one hundred percent satisfaction, In hopes of Mrs. Polar= reconsidering her terminating the contraot as well as Sand Homes, Inc- as the general contractor, I thank you in advance for your considerations. Waiting for your response, I remain, Verytmly yours, Frank H. Holtzman FIB► cc: Saad Hones, Inc. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 124688 Scheduled Inspection Date: December 17, 2009 Inspector: Bruhn, Norman Owner: FERNANDEZ, ANTHONY Job Address: 1183 NE 91 Terrace Miami Shores, FL 33138- Permit Number: RC -9 -09 -1531 Project: <NONE> Contractor: SAAD HOMES INC Permit Type: Residential Construction Inspection Type: Slab Work Classification: New Phone Number Parcel Number 1132050010200 Phone: (305)829 -8992 Building Department Comments CONTRUCTION OF A NEW SINGLE FAMILY HOME 12/16/09 TRUSSES REVISION Inspector Comments Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. December 16, 2009 For Inspections please call: (305)762-4949 Page 5 of 19 4035 S.W. 98 Avenue, Miami Florida 33165 P.O. Box 650213 / Miami Florida 33165 -0213 Tel. (305)552 -0141 / 1 -800 782 -9284 FAX (305) 227 -1797 WEB PAGE: www.al- flex.com / E -Mail: al- flex @bellsouth.net Project Name: POLANCO RESIDENCE Lot 0 Block 0 Model: Partial Treatment Notice Property Address:1183 NE 91 TERRACE MIAMI SHORES Service order by: SAAD HOMES 7664 NW 186 ST HIALEAH, FL. 33015- Permit #: FL Date: 12/14/2009 Time: 2:00 PM Product Used: I MAXX PRO Number of Gallons applied : Applicator: CASIMIRO Chemical Used: IMIDACLOPRID (active ingredient) 341 Percent Concentration: 0.03 Area Treated : 2,600 Sq. Feet Tamp: N Stage of Treatment : Horizontal/lnterior Vertical Linear feet Treated : 204 This is not valid without a company seal 1. The above noted structure has received the first of two or more required treatmets for the prevention of native subterranean termites. 2. Upon completion of this treatment and payment of any balance due under this contract, At -Flex will provide purchaser with written confirmation that the treatment is completed and the associated limited warranty is in full force and effect. The limited warranty shall not be considered to be in effect until all required payment has been made. This form is for inspection or construction draw purposes only. The perimeter of the above structure must be treated at final grade accordance with pesticide label and Florida Statue. Warranty and treatment certification will be issued upon completion of final treatment. This form should not be accepted as proof of complete treatment for Certificate of Occupancy or Closing. NOTICE TO BUILDER: It is the responsibility of the builder to notify AL -Flex Exterminators should treatment be required for patios, driveways and entryways. Al -Flex Exterminators must be notified at final grade of structure so final treatment can be completed warranty issued, and required paperwork for closing submitted. THIS IS NOT A PROOF OF WARRANTY lanning and Zoning Criteria Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)758 -8972 Folio Number:1132050010200 Owner's Name: ANTHONY FERNANDEZ Job Address: 1183 91 Terrace Miami Shores, FL 33138- Owner's Phone: Total Square Feet: 2995 Total Job Valuation: $ 200,000.00 Contractor(s) SAAD HOMES INC Phone (305)829 -8992 Primary Contractor Yes 1 Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 3/9/2010 : Yes Comments: NEEDS PLANNING BOARD APPROVAL, IS SCHEDULED FOR SEPT 24 10/7/09 APPROVED BY PLANNING BOARD 9/24/09 3/9/10 COVERED TERRACE WITH CONCRETE COLUMNS OK Permit No: 09 -1531 Job Name: Anthony Fernandez February 10, 2010 Miami Shores Y Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Pagel of 1 Zoning Critique Sheet Steel columns are not • ermitted. Mason construction is required. C* Plan review is not complete, w. ,,; al; items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: c€,/ oq- \ DATE: ✓la apt 0 I, A r ,7/44 Sa- tcd ❑ Contractor ❑ Owner ❑ Architect Pic e up2 sets of .la Address: it 1Le d (other) � 17q 11 i\ , ql k-e e From the building department on this date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by ft t1 c-( PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: Permit No: 09 -1531 Job Name: Anthony Fernandez February 10, 2010 Miami Shores Vuiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Zoning Critique Sheet Steel columns are not permitted. Masonry construction is required. , Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM - CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Anthony Fernandez PST # :13 -SC- 979330 APPLICATION #:13-S : AP919750 DATE PAID: FEE PAID - RECEIPT #: DOCUMENT # : PR771884 CITY • PROPERTY ADDRESS: 1183 NE 91 Ter Miami, FL 33138 LOT: 23 & 24 BLOCK: 1 SUBDIVISION: PROPERTY ID #: 11- 3205 - 001 -0200 [SECTION, T S P, Yr, [OR TAX ID NUMBER] PARCEL NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E -6, F.A.C. DEPARTMENT \APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOtt ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 1,050 ] GALLONS / GPD Septic CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ l D [ 572 ] SQUARE FEET SYSTEM R [ 1 SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [ ] STANDARD [ ] FILLED [X] MOUND ( ] I CONFIGURATION: [ ] TRENCH [X] BED [ ] N F LOCATION OF BENCHMARK: 4.48' NGVD C/L NE 91 St & E. P/L I ELEVATION OF PROPOSED SYSTEM SITE E BOTTOM OF DRAINFIELD TO BE L D FILL REQUIRED: 0 T H E R [ 24.00] moos [ 0.72 1(1 INCHES / FT MI OVE 1 BELOW ]BENCHMARK /REFERENCE POINT FT ] ( ABOVE BELOW ] BENCB PX /REFERENCE POINT [ 6.72 ] 1 INCHES EXCAVATION REQUIRED: [ 37.00] INCHES MOUND SYSTEM - must comply with all the requirements of Chapter 64E- 6.009(3). 1.-Install a 1050 gal min. category-3 septic tank with an approved filter. 2. -The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E- 6.013(3)(f), FAC. 3.-Install 572 sf of drainfield in bed configuration. 4.-Install 42" of slightly limited soil at the bottom of the drainfield. 5.- Perimeter of excavation area shall be at least 2 ft wider and longer than the proposed absorption •bed. SPECIFICATIONS BY: APPROVED BY: id V Ed Astrid:V Edwards DATE ISSUED: 04/27/2009 TITLE:. Engineer Specialist II TITLE.: Engineer Specialist II DH 4016, 10/97 (Previous Editions May Be•Used)'• • v 1.1.4 - AP919750. Dade CHD EXPIRATION DATE: 10/27/2010 8E786229 Page 1 of 3 • LOT CHE [ 1 1011 TANI<.`SI7 [1]: [ ] . [02].:. • •. TANK: MATERIAL." . [ • ] -[03] "OUTLET DEVICE: 1 [04:1 = "MULTI - CHAMBERED [Y [ l • [05] - OUTLET FILTER [ -1 [06] / ,3 *LEGEND �5 [ ) ' [07] ; WATERTIGHT' [ I [08] LEVEL [ ] [09]. DEPTH' TO. LID. DRAINFIELD INSTALLATION :[10] AREA:[1] [2] [11] ' DISTRIBU.4I B01( ". • [12] NUMBER OF`DRAINLINE [1 31 ' DRAINL,•INE`SEPARATIO •[ 4] DRAINLINE:SLOPE 115) DEPTH OF -COVER [16] • ELEVATION [ABOVE/BEL [17]. SYSTEM LOCATION - [18] • DOSING PUMPS. '.[19] "AGGREGATE'SIZE [20] ' : AGGREGATE' EXCESSIV [21I 'AGGREGATE DEPTH •SETBACKS' • [2a SUE<3ACE 1NATEFI • [28F :. ' DID GHE$.` [29] • PRIVATE - WELLS. [30]• ....PUBLIC WELLS [31]- -_ IRRIGATION'WELL•S:: • [321 • ROTABLE..WATE, R LINES BL14p�NG`FOUNDATI.or.I [341. PROPERTY .LINES [3gI -OTHF .• •'FILLED / MOUI�i4 SYSTEM [36]: :: DRAII}IFFELD CQVEI3 ..... [37] , "} SH�?L 1ERS [38] SLE?E$'T,•. [39] • STABILIZATION ADDITIONAL INFORMATION [40] : • •UNOBS.TRUCTED.AREA ; FINES FILL F EXCAVATION - MATERIAL 122J -FILL AMOUNT [23] FILL TEXTURE-:' .. • [24] EXCAVATION DEPTH [25] AREA REPLACED [261 •`REPLi4CEMEM'•MATLRIAL 1. • ••.[411'. . STORMWATER RUNOFF : [• 1 :,: [43] • .., MAINTENANCE AGREE [ 1. [44] Bt�ILDING.AREA ] 4461-. LOCATION CONFORMS [461: - FINAL - SITE.GRADI G CONTRACTOR T. [ ] :[48] OTHER. ABANDONMENT TANK I?UMP.ED�O. [50] TANK:- CRUSHED & FILLED S /� 0" EXPLANATION OF VIOLAT'IONS.tREMARKS: [• 1 [ I. CONSTRUCT, N =[APPROV SAPPROVED FINAL.SXST :[APPROVE CHEY ISAPPROVED] DH'40164Page 2); 10/97 (Pret4ou& EdkiGns= MayiBe Used) Stock Number 5744 - 00240:16 -4 • Page:2.o( 3 PT• 1:: Applicant PT 2 trlstafer/Contractor U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance: Program ELEVATION : CERTIFICATE Important Read the instructions on pages 1-8. OMB No. 1680 -0008 Expires February 28, 2009 Al. Building Owner's Name ANTHONY FERNADEZ A2.. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.);or P.O. Route and Box No. 1183 NE 91 TERRACE SECTION A -: PROPERTY INFORMATION City MIAMI State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) WATERSEDGE PB 9-141 LOT-23 LESS W15FT & W45FT OF LOT 24 BLK 1 LOT. SIZE IRREGULAR OR 1.4600 -3186 05901 COC 26253- 1723 26426 -18 A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory; etc.) A5. Latitude/Longitude: Lat N25 °51.58758 Long: W080 °10.42374 A6. Attach at least 2 photographs of the building if the Certificate is being. used A7. Building Diagram Number. A8. For a building with a crawl space or enclosure(s), provide a) Square footage of crawl space or enclosure(s) b) No. of permanent flood openings In the crawl space or enclosure(s) walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b RESIDENTIAL. to obtain flood Insurance. 2 iZ sq ft 1? 142 sq in Horizontal Datum: ❑ NAD 1927 D NAD 19r A9. For a building with an attached garage, provide: a) Square footage of attached garage NA sq . b) No. of permanent flood openings In the attached garage walls within 1.0 foot above adjacent grade NA c), Total net area of flood openings In A9.b • jv/g SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community. Name &Community Number DADE CO UNINC&INC AREAS .120652 B2. County Name B3. State MIAMI -DADE FLORIDA B4. Map/Panel Number 120125C0093 610 Indicate the f B5. Suffix J 136. FIRM Index Date' 07/17/95 : B7. FIRM Panel Effective/Revised Date 03/02/1994 B8. Flood Zone(s) AE B9. Base Float Elevation(s) (Zone AO, use base food depth) 8 source o the Base Flood ®ovation (BFE)•dath or pass flood depth entered in Item 69. ❑ FIS Profile FIRM ❑ Community Determined ❑.Other (Describe) B11. Indicate elevation datum.used for BFE in Item B9: D NGVD .1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes Designation Date • ❑ CBRS ❑ OPA ®No SECTION C - BUILDING ELEVATION 'INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: .. [i Construction Drawings ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be req retiof�fht a building Is complete. C2. Elevations -Zones A1-A30, AE, AH, A (with BFE) VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 A30, AR/AH, ARIAO. Complete items C2.a -g below according to the building diagram specified In Item A7. Benchmark Utilized BMB-62 Vertical Datum 8.7 NGV029 Conversion/Comments N!A a) Top of bottom floor (including basement, crawl space; or enclosure floor)_ b) Top of the next higher floor c) Botkrni of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the budding (Describe type of equipment In Comments) f) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check the measurement used. feet ❑ meters (Puerto Rico only) feet ❑ meters (Puerto Rico only) feet in meters (Puerto Rico only) feet (] meters (Puerto Rico only) feet la meters (Puerto Rico only) ® feet ❑.meters (Puerto Rico only) ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification Is to be signed and sealed by a land surveyor, engineer, or architect authorized by to certify elevation Information. 1 certify that the Information on this Certificate represents my best efforts k, Interpret file data available. I understand that any false statement maybe punishable byline or Imprisonment under 18 U.S. Code, Sectlon 1001. Check here if comments are provided on back of fond. Certifier's Name GUILLERMO GUERRERO License Number #6453 Title PSM Address 2400 W EST 80 STREET # 5 Signature Company Name FL; BUILDING & LAND SURVEING, CORP City HIALEAH State FL ZIP Code 33016 --- Date 01/15/09 Telephone 1- 877- 894-8001 FEMA Form 81-31, February 2008 See reverse side for continuation. s • NO, 6453 5c * STATE `'/jtarl'16tixt': Replaces all previous editions .• IMPORTANT: In these spaces, copy the corresponding information from Section A. Building StreetAddress (including Apt, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1183 NE 91 TERRACE City MIAMi State FL ZIP Code 33138 SECTION D - SURVEYOR, ENGINEER,.OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments NOTE THIS ELEVATION IS NOT FOR CONSTRUCTION PURPOSES, THIS IS ONLY FOR INSURANCE PURPOSES • ALL ELEVATIONS REFLECRT HEREON ARE IN NGVD29 SYSTEM CROWN: 423 NGVD29 CODE#MIA1183TER91 Signature � Date 01/15/09 ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (withoutBFE), complete Items E1 -E5. If the Certificate is intended. to support a LOMA or LOMB F request, complete Sections A, B, and C. For Items El -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation Is above or below the highest adjacent grade (HAG)and the lowest adjacent grade (LAG). a) Top off bottom floor (including basement, crawl space, or enclosure) Is . 0 feet ❑.meters 0 above or 0 below the HAG. b) Top of bottom floor (including basement crawlspace, or enclosure) is . 0 feet 0 meters 0 above or 0 below the LAG. E2. For Building Diagram$ 8-8 with permanent flood openings provided In Section A items 8 and/or 9 (see page 8 of Instructions), the next higherfloor (elevation C2.b in the diagrams) of the building is 0 feet 0 meters 0 above or ❑ below the HAG. E3. Attached garage (top of slab) is . 0 feet ❑ meters 0 above or 0 below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ._ 0 feet. 0 meters 0 above or ❑ -below the HAG. ES. Zone AO only: • 11 no flood depth number Is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? 0 Yes 0 No 0 Unknown. The local official must certify thls Information In Sectieon G. • SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA - Issued or community- Issued BFE) or Zone AO must sign here. The statements In Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owners Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to admirlisterthe community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable Item(s) and sign below. Check the measurement used in items G8. and G9. 01.0 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.) 32.0 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 following information (Items 04. -G9.) Is provided for community floodplain management purposes. Check here if attachments G4. Permit Number 35. Date Permit Issued 38. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for 0 New Construction !r] Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: j] feet 0 meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: • ® feet 0 meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions FIJORII)A F1lJI1,11IN(? I..i Nli MI'IIyI:, INO I I IIiP11NdT111N BOUNDARY SURVEY PROUDLY SERVING ALL OF SOUTH FLORIDA OFF: (877) -894 -8001 FAX (305)-895-7001 2400 WEST 80 STREET #5 HIALEAH, FLORIDA 33016 F.I.P 1/2" ! NO CAP IL, 0 i4 N U 1 po 4.25' LIMIT OF PLAT NOT PLATTED N. LINE LOT. R F.I.P 1/2" '00" 80.00' R Mi NO CAP 4 WIRE. FENCE P 0.85'CL.,— 4.25' 3 0 0.45' CONC . ESS THE WEST 15 LOT -23 BLOCK -1 CONC. •• z W F.LP 1/2" Nq CAP 12.65' '117.5 'y• 15.70' g 1 cNi h ti THE WES 46' LOT- BLOC -1 lb id 2 M = o 23.25' ONE STORY RES. #1183 F.F.E. =7.66' 32.65' hh11.76' j NZ R. N 0'0'00 E 80.0 (R)(M 16' PWY cV U 00 a� LOCATION SKETCH Scale 1"= NT.S. !ILP1 /2" 1Z NO CAP 1 B.C. 55.00ti(R) --4 F.I.P 1/2" 18' ASPHALT NE 91st. TERR. SOME 1' : 30° NO CAP NOTE: • BM USED: g DADE CO. BM # B -62 - ELEV. = 8.74' (REDUCED TO: NGVD 1929) NOTE: PREVIOUS SURVEY CERTIFIED BY G.A.GUERRERO LIC. 6453 CODE # 1183NETER91 DATED 01/14/20009 LEGAL DESCRIPTION: LOT 23,LESS THE WEST 15 FEET, AND THE WEST 45 FEET OF LOT 24,IN BLOCK 1, OF "WATEREDGE ", ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 9, AT PG 141, OF THE PUBLIC RECORDS OF DADE COUNTY, FLORIDA FLOOD INFO: Community. Dade Co. Uninc. Areas 120652 Map & Panel #: 12025C0093 Suffix: J Flood Zone: AE Base FLood Elevation: S' CERTIFIED TO: ANTHONY FERNANDEZ This Survey has been prepared for the exclusive use of the entities named herein and the Certification doe" not extend to any unnamed party. SURVEYOR'S NOTES: 1— OWNERSHIP IS SUBJECT TO OPINION OF TITLE 2 —NO UNDERGROUND IMPROWMENTS WERE LOCATED 3— ELEVATIONS ARE REFERRED TO NATIONAL GEODETIC VERTICAL DATUM OF 1929 (UNLESS ASSUMED): 4 —THERE MAY BE ADDITIONAL RESTRICTIONS NOT SHOWN IN THIS SURVEY THAT MAY BE FOUND IN THE COUNTY PUBLIC RECORDS 5 —LEGAL DESCRIPTION PROVIDED BY CLIENT 6— UNLESS OTHERYNSE NOTED RECORDED AND MEASURED 7— BEFORE ANY CONSTRUCTION THE SET BACKS MUST BE CHECKED 8—ALL FIELD MEASUREMENTS TAKEN FOR 711!S SURVEY WERE MADE 1I17H ELECTRONIC TRANSIT AND /OR STEEL TAPE W/ACCU. 1:7500 9 —THIS SURVEY IS FOR USE AS PER REQUEST AND NOT FOR ANY OTHER PURPOSE 10— 71.11S SURVEY WAS PREPARED VATHOUT THE BENEFIT OF A COMMITMENTS FOR TILE INSURANCE 11— DATE OF FIELD WORK 03 /31/2009 ADDRESS: 1183 NE 91 TERRACE MIAMI FL. 33138 L P xx CCPPP' GM GV e SAN. s S.S. • WOOD POWER POLE UGHT POLE FIRE HYDRANT SECTION CONC. POWER POLE SEWER VALVE GAS METER GAS V. SANITARY MANHOLE DRAINAGE MANHOLE NOTE: THE FLOOD DATA PROVIDED IS FOR INFORMATION PURPOSES ONLY, THE SURVEYOR MAKES NO GUARANTEES AS TO THE ACCURACY OF THE INFORMATION PROVIDED THE LOCAL F.EMA. AGENCY SHOULD BE CONTACTED FOR VERIFICATION. BASIS OF BEARING BASE: BEARING BASE SHOWN HEREON ARE BASED ON SOUTH LINE OF LOTS 23&24 BLACK -1, BEING N 90°00'00• E PER PLAT LEGEND: E.O.C. Point of Commencing R. = Record ogg Point of nlna M. = Measured C•B•W.= Concrete Ylrall C. = Calculated PVMT= Pavement C/P = Concrete Porch R/W.= RIgh of Way F.I.P.= Found Iron Pipe -0" = Wood Fence I.R.C.= Iron Rod and Cap —"— = Chain Link Fence P.0 =Centerline A /C= Air Conditioner C = Property Corner U.E.= Utility Easement Fnd = Found B.O.B.= Basic of Bearing IP = Iron Pipe R.O.H.= Roof Overhang Swk = Sidewalk PL = Planter Conc = Concrete C&G= Curb & Gutter CBS 21 Concrete Block O L=Oveead Wire Line Licenses �O= Existing Elevation RES = Residence FH = Fire Hydrant F.F.E.= Finish Floor Elev. W/R � = Wood Roof FA CR.= Utility Post P1W = Parkway FACR = Encroachment F.N.13. = Found NaD&Disk A/R = Aluminum Roof C = Catch Basin A: S.: = Alaminum Shed -- ,.- ...,■41.o� rO ENS4'OZ o, N.6634 HECTOR LEBRON PROFESSIONAL SURVEYOR AND MAPPER LB7619 04022009 ELECT FILE CODE #1 183NE918 PTERR38809 Survey is not valid without the signature and raised /digital seal of the Florida Registered Professional Land Surveyor and Mapper The boundary survey of the property shown hereon is in accordance with the description furnished by the client. No search of public records has been made by this office for accuracy or omissions. Subject to opinion title and any dedications, limitations, restrictions or easements of record. No underground improvements and /or utilities were located. I Hereby Certify. That the attached boundary survey of the property described below is to the best of my knowledge and belief accurate as recently surveyed under my direction; also that there are no above ground encroachments other than those shown. and that this survey meets the minimum technical standards set by the Florida Board of Land Sury 'arc as set forth M Section 472.027 (F.S.) Chanter 61617 -6 of The Florida Aministrative Code Mir25�nza2eaoSl� N 8 R: w`. $ NI P/IN f ?A 11203012 14, ill I. LOCATION SKETCH Scale 1"= NT.S. !ILP1 /2" 1Z NO CAP 1 B.C. 55.00ti(R) --4 F.I.P 1/2" 18' ASPHALT NE 91st. TERR. SOME 1' : 30° NO CAP NOTE: • BM USED: g DADE CO. BM # B -62 - ELEV. = 8.74' (REDUCED TO: NGVD 1929) NOTE: PREVIOUS SURVEY CERTIFIED BY G.A.GUERRERO LIC. 6453 CODE # 1183NETER91 DATED 01/14/20009 LEGAL DESCRIPTION: LOT 23,LESS THE WEST 15 FEET, AND THE WEST 45 FEET OF LOT 24,IN BLOCK 1, OF "WATEREDGE ", ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 9, AT PG 141, OF THE PUBLIC RECORDS OF DADE COUNTY, FLORIDA FLOOD INFO: Community. Dade Co. Uninc. Areas 120652 Map & Panel #: 12025C0093 Suffix: J Flood Zone: AE Base FLood Elevation: S' CERTIFIED TO: ANTHONY FERNANDEZ This Survey has been prepared for the exclusive use of the entities named herein and the Certification doe" not extend to any unnamed party. SURVEYOR'S NOTES: 1— OWNERSHIP IS SUBJECT TO OPINION OF TITLE 2 —NO UNDERGROUND IMPROWMENTS WERE LOCATED 3— ELEVATIONS ARE REFERRED TO NATIONAL GEODETIC VERTICAL DATUM OF 1929 (UNLESS ASSUMED): 4 —THERE MAY BE ADDITIONAL RESTRICTIONS NOT SHOWN IN THIS SURVEY THAT MAY BE FOUND IN THE COUNTY PUBLIC RECORDS 5 —LEGAL DESCRIPTION PROVIDED BY CLIENT 6— UNLESS OTHERYNSE NOTED RECORDED AND MEASURED 7— BEFORE ANY CONSTRUCTION THE SET BACKS MUST BE CHECKED 8—ALL FIELD MEASUREMENTS TAKEN FOR 711!S SURVEY WERE MADE 1I17H ELECTRONIC TRANSIT AND /OR STEEL TAPE W/ACCU. 1:7500 9 —THIS SURVEY IS FOR USE AS PER REQUEST AND NOT FOR ANY OTHER PURPOSE 10— 71.11S SURVEY WAS PREPARED VATHOUT THE BENEFIT OF A COMMITMENTS FOR TILE INSURANCE 11— DATE OF FIELD WORK 03 /31/2009 ADDRESS: 1183 NE 91 TERRACE MIAMI FL. 33138 L P xx CCPPP' GM GV e SAN. s S.S. • WOOD POWER POLE UGHT POLE FIRE HYDRANT SECTION CONC. POWER POLE SEWER VALVE GAS METER GAS V. SANITARY MANHOLE DRAINAGE MANHOLE NOTE: THE FLOOD DATA PROVIDED IS FOR INFORMATION PURPOSES ONLY, THE SURVEYOR MAKES NO GUARANTEES AS TO THE ACCURACY OF THE INFORMATION PROVIDED THE LOCAL F.EMA. AGENCY SHOULD BE CONTACTED FOR VERIFICATION. BASIS OF BEARING BASE: BEARING BASE SHOWN HEREON ARE BASED ON SOUTH LINE OF LOTS 23&24 BLACK -1, BEING N 90°00'00• E PER PLAT LEGEND: E.O.C. Point of Commencing R. = Record ogg Point of nlna M. = Measured C•B•W.= Concrete Ylrall C. = Calculated PVMT= Pavement C/P = Concrete Porch R/W.= RIgh of Way F.I.P.= Found Iron Pipe -0" = Wood Fence I.R.C.= Iron Rod and Cap —"— = Chain Link Fence P.0 =Centerline A /C= Air Conditioner C = Property Corner U.E.= Utility Easement Fnd = Found B.O.B.= Basic of Bearing IP = Iron Pipe R.O.H.= Roof Overhang Swk = Sidewalk PL = Planter Conc = Concrete C&G= Curb & Gutter CBS 21 Concrete Block O L=Oveead Wire Line Licenses �O= Existing Elevation RES = Residence FH = Fire Hydrant F.F.E.= Finish Floor Elev. W/R � = Wood Roof FA CR.= Utility Post P1W = Parkway FACR = Encroachment F.N.13. = Found NaD&Disk A/R = Aluminum Roof C = Catch Basin A: S.: = Alaminum Shed -- ,.- ...,■41.o� rO ENS4'OZ o, N.6634 HECTOR LEBRON PROFESSIONAL SURVEYOR AND MAPPER LB7619 04022009 ELECT FILE CODE #1 183NE918 PTERR38809 Survey is not valid without the signature and raised /digital seal of the Florida Registered Professional Land Surveyor and Mapper The boundary survey of the property shown hereon is in accordance with the description furnished by the client. No search of public records has been made by this office for accuracy or omissions. Subject to opinion title and any dedications, limitations, restrictions or easements of record. No underground improvements and /or utilities were located. I Hereby Certify. That the attached boundary survey of the property described below is to the best of my knowledge and belief accurate as recently surveyed under my direction; also that there are no above ground encroachments other than those shown. and that this survey meets the minimum technical standards set by the Florida Board of Land Sury 'arc as set forth M Section 472.027 (F.S.) Chanter 61617 -6 of The Florida Aministrative Code 08/04/2011 11:57 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES 1 1001 * * * * * * * * * * * * * * * * * * * ** * ** TX REPORT * ** * * * * * * * * * * * * * * * * * * * ** TRANSMISSION OK TX /RX NO 1641 RECIPIENT ADDRESS 919547425577 DESTINATION ID ST. TIME TIME USE PAGES SENT RESULT 08/04 11:56 00'23 1 OK LOT -22 BLOCK -1 0.6' 69'07')0° N 10.0' 10.0' SPOT SURVEY SCALE: 1" = 20' 16.0' 20.1' 0 N LOT -10 BLOCK -3 (PB -44 PG -63) 80.00' 29.7' CONCRETE SLAB UNDEE CONSTRUCTION RES# 1183 F.F.E =8.21' 0 N 10.0' 0 14.3' CV p O 6.8 rrj ' 10 3' [r- 3.0' 4.3.0' 10.0' ID CHAIN UNK FENCE 5.0' q.4 LOT -25 BLOCK -1 1 Planning and Zoning Criteria Miami Shores Village 10050 N.E 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax (305)756 -8972 Permit NO. RC -9 -09 -1531 Issue Date: 11 /23/2009 Expkes:1 1 /23/2009 Folio Number:1132050010200 Owner's Name: DEYSI POLANCO Job Address: 1183 91 Terrace Miami Shores, FL 33138- Owner's Phone: Total Square Feet: 2995 Total Job Valuation: $ 200,000.00 Contractor(s) SAAD HOMES INC Phone (305)829 -8992 Primary Contractor Yes Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 3/9/2010 : Yes Comments: NEEDS PLANNING BOARD APPROVAL, IS SCHEDULED FOR SEPT 24 10/7/09 APPROVED BY PLANNING BOARD 9/24/09 3/9/10 COVERED TERRACE WITH CONCRETE COLUMNS OK 7/25/11 NEW PLANS OK CHANGE OF CONTRACTOR AND ARCHITECT Miami Shores Y ng Department RECEIPT PERMIT #: 09- /531 DATE: 3 /az I / Z 1 , Jc9e A, �cz. 10050 N.E.2nd Avenue mi Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 gContractor ❑ Owner ❑ Architect Picked up 2 sets of plans and (other) tPr, err Address: /19 3 /4/G" riLA E'il U-.J /r 4— From the building depart And /or get County Shores Village B Acknowledged by: nt on thi amps. 1 and e ilding Depart PERMIT CLERK INITIAL: date in .tq ent to corrections done to plans that the plans ne to be brought back to Miami ontinue permitting process. RESUBMITTED DATE: 5/13/ 1"2- PERMIT CLERK INITIAL: A Miami Shores V Building Department Permit No: 09 -1531 windows revision Job Name: March 20, 2012 Building Critique Sheet 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 1) All product approvals must be reviewed and signed approved by the designer of record. 2) Product approvals must be submitted in a size that is readable, minimum 8.5 x 11 ". 3) The casement product approval is not approved. Provide an approved product. 4) Highlight all product approvals to show the components to be used for each opening. This includes mullion charts and wind load charts. 5) Approval FL13362 is for two different products, mark which will be used then choose the design on the correct plans. 6) The door schedule does not match the products submitted. (entry) 7) The entry door (Medina) must meet the egress requirements or another door identified as egress not in a lockable room. 8) The product evaluation report from ENGCO is part of a product approval for F4000 Mahogany Fixed Impact Windows. These are not shown on the plans window schedule. If they are to be used provide a complete product approval from Mian6 Dade or the State of Florida. STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 762 -4859 C-44-4t 305 —a-1°► —. 91:3cc„q, 03/21/2012 15:07 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES lj001 * * * * * * * * * * * * * * * * * * * ** * ** TX REPORT * ** * * * * * * * * * * * * * * * * * * * ** TRANSMISSION OK TX /RX NO 2356 RECIPIENT ADDRESS 93052792066 DESTINATION ID ST. TIME 03/21 15:06 TIME USE 00'52 PAGES SENT 1 RESULT OK Permit No: 09 -1531 windows revision Job Name: March 20, 2012 Miami Shores Vinage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Building Critique Sheet 1) All product approvals must be reviewed and signed approved by the designer of record. 2) Product approvals must be submitted in a size that is readable, minimum 8.5 x 11 ". 3) The casement product approval is not approved. Provide an approved product. 4) Highlight all product approvals to show the components to be used for each opening. This includes mullion charts and wind load charts. 5) Approval FL13362 is for two different products, mark which will be used then choose the design on the correct plans. 6) The door schedule does not match the products submitted. (entry) 7) The entry door (Medina) must meet the egress requirements or another door identified as egress not in a lockable room. 8) The product evaluation report from ENGCOis part of a product approval for F4000 Mahogany Fixed Impact Windows. These are not shown on the plans window schedule. If they are to be used provide a complete product approval from Mianii Dade or the State of Florida. STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO �n BUILDING PERMIT APPLICATION FBC 2004 Miami Shores Village �0 /�- Building Department 10�'r - 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 4 ` 0.5 1t� Tel: (305) 795.2204 Fax: (305) 756.8972 SEP 1 4 2009 8�: Permit No. kCJ Opt -15.3 Master Permit No. Permit Type (circle: Building (� Roofing Owner's Name (Fee Simple Titleholder) n � Cr\O' Phone # e19 O er's Address 1 9,0 la ° Cityltirtfrl 0,' C State i:1[D - Tenant/Lessee Name -390, - I1) Zip FRO. Phone # 1c) Job Address (where the work is being done) \ ki 3 1.\\ E- 61 \errCite ' City Miami S "iores Village County Miami -Dade FOLIO / PARCEL # \ \ -'39b -001- (Dare() Zip Is Building Historically Designated YES Contractor's Company Contractor's Address City L! a Fri �„ f,. Smote �T t r1C Zip `J '1 Qualifier Name r--!_. l�' �� ��� i11 Phone # b)-(i) NO ame GDoci ° 1Drne?3 ° Phone # (00 ! Leerrh,00L-h \1rr1 /y _ State Certificate or Registration No. /I-, �� W Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # Value of Work For this Permit $ ' °6";. Type of Work: ['Addition Describe Work: ['Alteration c4i Square / Linear Footage Of Work: 9 [New ❑ Repair/Replace ❑ Demolition .SEP 14 PAID _ Submittal Fee $ Notary $ Scanning $ Bond $ * * * * * * * * * * * * * * * * ** * * * * * * * * * ** ** Permit Fee $ Training/Education F $ Radon $ [ 4 V6 Code Enforcement $ Structural Review. $ * * * * * * * ** ** ** * * * * * * * *** * ** CCF $120•i Technology Fee $ DPBR $ ' • Zoning $ Double Fee $ Total Fee Now Due $ (e ir(o 1 See Reverse side -) (2O A. 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 FT.RCTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOLT FRS, HEATERS, TANKS and AIR CONDITIONERS; ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance 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 reinsertion feeyztt be charged. Signature Signature/ Owner or gent rr-�� / I Contractor The for _oing ins a ment was acknowledged before me this c 1±)' " The fold going instrument was acknowledged before me this `d day of who is personally known to me or who has produced s identification and who did take an oath. NOTAR .91 Y Z'K' COMMISSION #DD 991162 Sign: EXPIRES: 2013 r NOW Print: My Commission Expires: personally known3o me or who has produced as identification and who did take an oath. T ' Y PUBIi@kk Sign: All 72—n finer) d Ot'' a Am 20 2013 Print F C y services My Commission Expires: ***************************************************************************** * * ** * * * * * * * * * * * * * * * * * * * * * * * * * ** APPLICATION APPROVED BY•���1 /74)C7v( ')3 // &/ 'Y ,f/,-i? 5`• Plans Examiner Engineer Zoning (Revised 07 /10/07) E):), Vcr7 PERMIT # ) D ! ° 1531 CONTRACTOR: Smj) 1S SUBMITTAL DATE: ni ADDRESS: NAME: A '�,�►,' RESUBMITAL DATES: gl PROJECT TYPE: NUN, Si►�(�( f f �-e j CIO 7 /fig / ZONING FIRE .1c)/6 STRUCTURAL IMPACT FEES MECHANICAL HRS/D RM 7//07NOC I(Pr� BCD 11/25/2009 16:32 3058299109 SAADHOMES NOTICE OF COMMENCEMENT MINIM Mai ,4 w•� MP. Cm =N ry 2. Description of improvement NEVV SINGLE FAMILY HOME m w w 3. Owner(s) name and address: Uat itV to 'N ON J. FERNANDEZ tz 150.1 Ro al Oak Lane /1601 North Mi mi Fl 33181 w A RECORDED OQx PERMIT NO. `X M �8E -Pp TER ON THE J08 SITE AT TIME OF FIRST EcTroN 6 STATE OF FLORIDA: COUNTY OF MIAMI -DADE: THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement 1. Legal description of property and street / address: 1183 N.E 91 TERRACE MIAMI SHORES FL 33138 ATERSEDG P59 -141 LOT 123 LESS W15 FT & W 45 FT OF 24 BLOCK 1 LOT SI E IRREGULAR OR 14800 -3186 ' 5901 / TAX FOLIO NO. 11-3205-001-0200 PAGE 02/02 • Interest in Property: Name and address of fee simple titleholder: 4, Contractor's name and address: SAAR HO ES INC. 8601 V DR IIENT WORTH IVE, MIAMI FI 33015 QRIDA COUNTY OF DADE I HEREBY Gal , /` Y L7& rrs ua: -pS .. vrigine filed in Mk ace day A D20_07 WITNESS my hand airiU, ?ea!ScoG d Cain Courts OoP 1r. IOUR r I . v, 5. Surety: (Payment bond required by owner from contractor, if any) Name and Address: Amount of bond $ 6. Lender's name and address, 7. Persons within the state of Florida designated by Owner upon whom notices or other documents ma be served as provided by Section 713.13(1)(a)7., Florida Statutes. may Name and Address: 8. In addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. • Name and Address: 9. Expiration date of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless - T fferent de - 's speci • ) Si; Ia re of Owner Print Owner's Name ._ -A nrnr-O im jy,r,� r k t ! I ill1 Z ? Swam to and subscribed before mid this 114'4 day of ' DV? rn C ?,. Notary Public: Print Notary's Name: :: My commission expires: ExpiFiFS:an MS 1 ire Prepared by 0 (fin tam e° d e ra a ( A. �/' GWUfl I.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE Important: Read the instructions on pages 1 -9. BL DO?0Z5 -33 OMB No. 1660 -0008 Expires March 31, 2012 SECTION A - PROPERTY INFORMATION Al. Building Owner's Name ANTHONY J FERNANDEZ A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1183 NE 91TER City MIAM A3. Property De Lot 23 Tess W15 A4. Building A5. Latitude A6. Attach at Code 33138 For Ili urancd -Company{ umbers, Tax Parcel Number, Legal Description, etc.) 5of L24,BI of WATERSEDGE' PB 9 PG 141 OF THE PUBLIC RECORDS MIAMI -DADE COUNTY, FLORIDA A7. Building ` r a B A8. For a buil• h wI'Y ce or efilosure(s): a) Square footage of crawlspace or enclosure(s) NA sq ft b) No. of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade j� c) Total net area of flood openings in A8.b NA sq in d) Engineered flood openings? ❑ Yes ■ No ential, Addition, Accessory, etc.) RESIDENTIAL g. 8010'25 -W Horizontal Datum: ❑ NAD 1927 CI NAD 1983 ing if the Certificate is being used to obtain flood insurance. A9. For a building with an attached garage: a) Square footage of attached garage 380 sq ft b) No. of permanent flood openings in the attached garage within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A9.b N/A sq In d) Engineered flood openings? ❑ Yes e No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP Community Name & Community Number MIAMI SHORES, CITY OF- 120652 B2. County Name MIAMI -DADE B3. State FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 12086 C 0306 L Date Effective/Revised Date Zone(s) AO, use base flood depth) 9/11/2009 9/11/2009 AE 8.00' B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile _e FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes !:( No Designation Date N1 ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* e Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1-A30, AE, AH, A (with BFE), VE, V1 430, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a -h below according to the building diagram specified in Item A7. Use the same datum as the BFE. Benchmark Utilized BM# B-62 Vertical Datum NGVD -1929 Conversion/Comments NONE a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 8.2' b) Top of the next higher floor N/A, c) Bottom of the lowest horizontal structural member (V Zones only) WA. d) Attached garage (top of slab) 6.9' e) Lowest elevation of machinery or equipment servicing the building N/A . (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 4.6' g) Highest adjacent (finished) grade next to building (HAG) 5.4' h) Lowest adjacent grade at lowest elevation of deck or stairs, including WA. structural support ■< Check the measurement used. feet feet feet feet feet feet feet feet ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to Interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a licensed land surveyor? e Yes ❑ No Certifier's Name PABLO J. ALFONSO License Number 5880 Title PRO L SURVEYOR & MAPPER Company Name Royal Point Land Surveyors Ad 6 1 TREET, # 321 City MIAMI LAKES S at State FL ZIP Code 33014 Date 12/21/09 Telephone 305 - 822 -6062 81 -31, Mar09 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1183 NE 91 TERRACE City MIAMI SHORESState FL ZIP Code 33138 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comma CROWN 0 -OAD ELEVATION IS 4.4' EQUIPMENT NOT SET OPENING NOT DONE AT THIS STAGE Date 12/21/09 ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR -F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is 0 feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ► feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8 -9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is 0 feet 0 meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is 0 feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is e feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA- issued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments rl Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA- issued or community- issued BFE) or Zone AO. G3. ❑ The following information (Items G4 -G9) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance /Occupancy Issued G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum G10. Community's design flood elevation ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments FEMA Form 81 -31, Mar 09 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 1183 NE 91 TERRACE Policy Number City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page on the reverse. 'Photographs date taken: 12/21/09 1 LEFT SIDE VIEW RIGHT SIDE VIEW Building Photographs Continuation Page For Insurance Company Use: Building Street Address (including Apt., Unit, Suite, and /or Bldg. No.) or P.O. Route and Box No. 1183 NE 91 TERRACE Policy Number City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View "; and, if required, "Right Side View" and "Left Side View." GARAGE VIEW N/A VENT VIEW N/A 11E111111INN 111111111111E111111 1111111 CFN 2008R11.039 1.30 OR Lit 26703 Pas 2713 — 2714; (2pss) RECORDED 12131/2008 10 :00:41 DEED DOC TAX 1,559.40 HARVEY RUVIN, CLERK OF COURT MIAMI —DADE COUNTY, FLORIDA prepared bl sand mt ill1 m: Evelyn Lopez Southern ifi¢tatsclal c los. 450 North lark Road Ste 410 Hollywood, ItML 33021 994.9101 File Number. 00 -9254 Will Call No.: JSPaaa Above This I. Far Reseeding Dag_ Sped W r ity .Ipe This Special Warranty lA : ,,,E made this '1 day of DIOS ^ter, 20M between Deutsche 1 Nallonal 'latest Company Capacity as Intientltre Trustee for ,e Dote E;{ „itiara of AMISS Mortgage Inveatment That a Delaware Statutory Tried emboss post office adder is 2200 Boyce Plaza Mead, Pima N, Stoito 140, Amish, FA 9341, gmnor, and Military .ii Pernand a, a sin en whom ; office address is 1103 NE 914 Terms, I inn% LPL 33136, grantee: (Mesterer used herein the teens granter zed graaga include di tra paths to tits h suns sst end the heirs, I rePridOdotivcd. cud ant= of iag:Waal% and tha Liguessom and assiPs oroorpormiort, Imsta end ti u$t s) 'Witnessed), that said grantor, for and in consideration o6'the stun TEN AND NO/ WO DOLLARS (010.00) .., ,! i e, good and valuable considered= to said grantor in hand paid by said grantee, the receipt whereof b hereby acknowledged, granted, bargained, and sold to the said grantee, and grantee's heirs and assigns forever, the following described land, situ, lying and being in ii d -ode Comity, 51ort n, to-wit Lot 23, Less ,r, Want 15 feat +` =tmof and the West 4Z feet of Let U, 1, of Wtag'aeslr iSe, teeorrin6 to the Plat thereof, as recorded in Plant Book 9, at Page 141, of t f' a 1Pah r r Hers of Minn 6 -fie Coanty, Florida. Sperorl IdstatttficatIa Ida r, 1132050010203 Together with all the tenements, hareditamoats and appurtenances thereto belonging or is anywise appertaining. To Han mad to E, , i, fife sae is fee simple fotodrer. Area the grantor hereby covenants with aid wee that tie¢ grantor is lawfully seized of said land in fee simple; that the grantor has good right and lawful authority to wall and convey said land; that tlta patter hereby Oily warrants the title to mid land and will defend the none against the (awful claims dell prices claiming by, enough or under grantors. in Whim Whereat grantor has hereunto set grantor's based and sod tit$ day and year tint above written. Douldellnan Book26703 /Page2713 CFN #20081039130 Page 1 of 2 Signed, sealed and delivered in our press ce OR BK 26703 PG • 2714 LAST PAGE Dent oho Bank National Trust in its Capacity as Indenture Trustee for the Note Holders of Aemes Mortgage Investment Trust 2005-Z a Delaware. Statutory Trust (Corporate Seal) Start of .y.„ n )r County . ic/�.....i Tom- foregoing instrument was acknowledged before me this Z.L. day of December, 2008 by P. 7 n o as et 05, ,. Ce, d+.....Te of RCS 1, Inc. of Deutsche Bank Natimal Treat in its Capacity as Indenture Trustee for the Note Holders of Aamea Mortgage Investment Trust 2005 -2, a Delaware Statutory Trust, on behalf of the corporation. Iielahe U is personally known to me or [Xj has p aduce t a drivers license as id n. [Notary Scatl Spraial WmrpG.d•Paget otary Mated Nam Y My Commission Expires: , Ibt11117)... . I M11A*SifTTON Mk >T$ My cannissien Metro Set 11.11011 Book26703 /Page2714 CFN #20081039130 Page 2 of 2 DEPARTMENT OF PLANNING AND ZONING IMPACT FEE RECEIPT PROCESS #: B20091100807 - 0 BATCH: FOLIO #: 1132050010200 SITE ADDRESS: -1183 NE 91 TER FEEPAYER: POLANCO, DEYSI M. 1183NE91TER COLLECTION NO.: 98940 . DATE: 11/13/2009 MIAMI FL 33015 FEE DIST. CAT. CATEGORY UNITS FEE EXTENDED TYPE..ID -. -CODE .••.�. -•.�.- . -..- . .-.- .- .- .- .- . -. ... -. -. -. -. .- .- .�.- • -••- . -. .-.�• • • .AMOUNT .•.•• AREA 1.0 5002 00 UNIT SIZE (SQ FT) 3,074 0.9180 2,821.93 AREA 1.0 5002 00 UNIT SIZE (SQ FT) -1,577 0.9000 - 1,419.30 FIRE 1.0 2007 00 RESIDENTIAL 1 372.5294 372.53 FIRE 1.0 2007 00 RESIDENTIAL -1 .358 2013 - 358.20 ROAD 2.0 210 00 . SINGLE- FAMILY DETACHED . 1 1,242.0000 1,242.00 ROAD 2.0 210 00 SINGLE - FAMILY DETACHED -1 1,217.6471 - 1,217.65 SCHL 1.0 5001 00 RESIDENTIAL UNIT 1 612.0000 , 612.00 SCHL 1.0 5001 00 RESIDENTIAL UNIT -1 600.0000 - 600.00 TOTAL AMOUNT DUE $1,453.31 PAID CHECK: $1,453.31 PAID CASH: $0.00 IFSRP_0005T • Permit No: 09 -1531 Job Name: October 16, 2009 Wil (Provide a receipt from Miami Dade County Water and Sewer for impact fees. Provide receipt from Miami Dade planning and Zoning for impact fees. ,..........3) Provide an Elevation certificate marked before construction. Provide all sub permit applications. -6) Provide separate permits for fireplace, roof, driveway, pool, and bbq. All can be at a later /date. The NC equipment pad is shown at 7.5. All equipment must be a minimum 8'. 0...........7) russ plans are required prior to foundation inspection. OVA letter of retention for the supervision of the erection of trusses is required. Vf he roof framing plan refers to detail b /S -2 but it does not exist. roof framing plan refers to kneewall detail this sheet but there is no detail. Note all ) TI xterior walls must be of masonry or concrete, no wood is allowed ie (I The roof sheathing detail specifies 8d and 10 d on S -2 and S -3. Remove the detail for 8d ils. The product approvals must be reviewed and signed approved by the designer of record. The product approval for the HR windows was not included and the product approval for openings 12 and 13 were not included. Miami Shores Viiiage Building Department Building Critique Sheet 2nd 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 STOPPED REVIEW, PLANS MUST BE CONSISTANT. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 CARLOS A. MAiR41 tqc:vakitr,Gt ") f3g-�- - too ;, o Etuv- 4t ot4 % per. t JET- ;err r&. vim_ 10'31 t4 u vtL-Qg2. t�vu� Vti per' ti �� r ?, o N4vra wry v '& L s 4.1/ )4,114--t ,, ToOF loriAp PC-rAIL. [0/5_22 t2sit- F-1214 9b417 / 1r% No Webt7 t WALL , EC- ITZOSS �' U @'�' f for_ , f 1 44 T(S) t? LA "PgaTo . -4! . r veV oar-s air pa.. To d 'JAL -9 s u 1 � raPt-trAvriztArls.L. 4 a) ., <-1 A-Rf' 13b60 S.W. 52.i4D5fr€l'$- / Miami / Florida 331T O Telephone (305) 2Z -5416 PERMIT #: 09153/ Miami Shores Village B4ilding Department RECEIPT gec eLc DATE: 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 7952204 Fax: (305) 756.8972 (Contractor ❑ Owner ❑ Architect Picked up 2 sets of plans and (other) Address: 1/8 3 N 5 7/ A h� From the building department on this date in order to have corr And/or get County stamps. I understand that the plans need to Shores Village Building Department to continue pe itting pros Acknowledged by: A5A-Alefrd) PERMIT CLERK INITIAL: ions done to plans e brought back to Miami ss. RESUBMITTED DATE: (' I (0 .69 PERMIT CLERK INITIAL: Q `- ARCj- 11TECT 1 CARLOS A. MARTI potAsivir,GK.. t 2"c'�� (3t, tLP(NC1 P9 T too g v 2 p AVSuT 141644,1 CC pg0Jair ; Ferz.-t-tir W•31 .,c3ficve- 'riz-465s0(7,,ciz4 cDm uu 2 ti s -rea ?/ � Nctvt7 r Ur s 4- b� 4 -t ,, `-° °F W' ; / 17R24L., LaP/5-2_ r121-4 141-: �® W4p '15 _ ti6 W 's11.3 f % ups f Mfut f2A T(29 t) eral y. APP g T f -4 . V-90-40ve32 oar-es off MAL- ref---w‘1 -T.0 0 1.1,641 .5 VI) dice .5vv..)1/4ap rtopucTA.mdtrist_ 4-Tr&eAks 4F-Pr i560 S.W. 52.(40 $ - $. / Miami / Florida 33175 *Telephone (305) 226-6418 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: (305)795 -2204 Fax: (305)756 -8972 Permit NO. RC -9 -09 -1531 ................. Issue Date: Not Issued Expires:Not issued Folio Number:1132050010200 Owner's Name: ANTHONY FERNANDEZ Owner's Phone: Job Address: 1183 91 Terrace Total Square Feet: 2995 Miami Shores, FL 33138- Total Job Valuation: $ 200,000.00 :va •::G. , rtiC':.. ::M:::Y+l:m .:.:B:y Y ✓d'•T'fr: Contractor(s) Phone Primary Contractor SAAD HOMES INC (305)829 -8992 Yes Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 10/7/2009 : Yes Comments: NEEDS PLANNING BOARD APPROVAL, IS SCHEDULED FOR SEPT 24 10/7/09 APPROVED BY PLANNING BOARD 9/24/09 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. 4 1 Job Name Date _V 1 IN MECHANICAL CRITIQUE SHEET ',/tr- Pre, Vane , Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 ax: (305) 756.8972 Permit No. Job Name PLUMBING CRITIQUE SHEET ir,a5- ,(-,/& er-e- " E-Ai. /4/7 i/f yoo eau, r h/g6, 1 Lc Ai( Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Phone: 305 7 95 -2204 Fax: 756 -8972 c ) c� Permit NO. RC -9 -09 -1531 Expires: issued Issue Date: Not Issued Folio Number:1132050010200 Owner's Name: ANTHONY FERNANDEZ Job Address: 1183 91 Terrace Miami Shores, FL 33138- Owner's Phone: Total Square Feet: 2995 Total Job Valuation: $ 200,000.00 Contractor(s) Phone Primary Contractor SAAD HOMES INC (305)829 -8992 Yes Planning and Zoning Criteria and Comments Approved: No Date Denied: 9/18/2009 Comments: NEEDS PLANNING BOARD APPROVAL, IS SCHEDULED FOR SEPT 24 PERMIT #: 6 % —15 3/ IVI iami Shores V Building Department RECEIPT 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 DATE: 9- Z 7 " C, Y I, y6k-4-404 Apte3 kJ/Contractor Owner Architect Picked up 2 sets of plans and (other) (t Address: 0-11±1/1-01(11) fAri itkat From the building departmentoa.iis date in order to have corrections done to plans And /or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continu- s, rmitting process. Acknowledged by: PERMIT CLEARK INITIAL: RESUBMITTED DATE: IO kra0 C� PERMIT CLEARK INITIAL: t .141 S`S `V�Ltl�t f ro a. 544 ! G.,_442. Avvizu. iC4/6745ttastpE1446. 14.14 � ri41249A. 5tiW 1L sEC r'Vvv S . -4 35 r 54ea X040 ci-4 t2wC S if ati7"" .1a5: ftp)s 5-fritr is--2.) 401460E- No 144. P1(0 , • Gam- wpt'D 1I4t S C121.97101,3 p1— oct,sriXam42 2. 'as t.: / Miami / Florida 33175 • Telephone (305) 2254:416 Permit No: 09 -1531 Job Name: September 28, 2009 Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Building Critique Sheet Provide a receipt from Miami Dade County Water and Sewer for impact fees. Provide receipt from Miami Dade planning and Zoning for impact fees. Corrections for all subs must be made must be completed. Plans must be approved by the planning and zoning board. The notes are not legible, plans must be clear and notes readable. Provide a survey of the lot Tess than 1 year old. Provide an Elevation certificate marked before construction. Provide 3 copies of energy calculations. The plans show the wrong building type. This is a residential single family and must be designed from the FBC Residential. The wind load design criterion is incorrect in some places and conflicts with others. he soil statement conflicts with sub soil report. Read report and provide new details. Provide a special inspector form for masonry and soil. The foundation plan does not match the wall details. Monolithic or stem wall? Details on the plans conflict with notes and plans. STOPPED REVIEW, PLANS MUST BE CONSISTANT. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 F: \DRAS1NG \1183 NE 91 TERRACE.dwg 1/10/2010 U 0 ID N N H O HP. 1/2" II No I.D. 0.6' 1 SPOT SURVEY SCALE: 1" = 20' LOT -10 BLOCK -3 (PB -44 PG -63) 80.00' 0.4' 89'07'0" N 10.0' 0 u7 LL O Y U fO W BCD Q M g N WII O J 15.0 10.0' 16.0' O N 20.1' 29.7' CONCRETE SLAB UNDEF CONSTRUCTION RES# 1183 F.F.E =8.21' 90'53'00" 0 14.3 (I 1 1 FIP. 1/2" No I.D. x — 0.4' � I O U 0 ix W m O �r 10.3' r; 3.0' 3.0' 10.0' LOT -25 BLOCK -1 .ROY.. LAND BYRVEYDRB, INC. PHONE: 305 - 822 -6062 * FAX: 305 -827 -9669 6175 NW 153rd STREET SUITE 321 MIAMI LAKES FL 33014 LEGEND OH Overhead Wire Line 1/ Wood Fence x Chain Link Fence ❑ Iron Fence – — — — Monument Line - — — Centerline w,r Property Line C.B.S. oa = Existing Elevations el =Catch Basin ® =Water Meter ® =Electric Box QS = Sanitary Manhole 1*i =Sprinkler Pump 10_1 =Wood Pole IN =Conc. Pole X X =tight Pole .y =Fire Hydrant A =Water Valve =Inlet =Florlda Power tight Transformer ® =Cable Tv Box ® =Electric Meter Box use A /C=Air Conditioner Conc. = Concrete MS. =Concrete Block & Stucco D.E. = Drainage Easement D.M.E. =Drainage Maintenance Easement F.F.E. = Finish Floor Elevation F.I.P. =Found Iron Pipe /Pin F.I.R. =Found Iron Reba F.N. =Found Nail F.N&D =Found Nail & Disc LM.E. =Lake Maintenance Easement (M) = Measured (P) =Plotted (R) = Record Res. = Residence SIP /R =Set Iron Pin/Rebar U.E. =Utility Easement A =Arc BRG=Bearing CH =Chord A=Delta L =Length R =Radius T= Tangent Page 2 of 2 SPOT SURVEY Property Address: 1183 NE 91ST TERRACE, MIAMI SHORES, FLORIDA, 33138 LEGAL DESCRIPTION: Lot 23, Less the West 15 feet thereof and the West 45 feet of Lot 24, Block 1 of "WATERSEDGE" according to the plat thereof as recorded in Plat Book 9 at Page 141 of the Public Records of Miami -Dade County, Florida. SURVEYOR'S NOTES: 1) The above captioned Property was surveyed and described based on the above Legal Description: Provided by Client. 2) This Certification is only for the lands as described. It is not a certification of Title, Zoning, Easements, or Freedom of Encumbrances. ABSTRACT NOT REVIEWED. 3) There may be additional Restrictions not shown on this survey that may be found in the Public Records of this County, Examination of ABSTRACT OF TITLE will have to be made to determine recorded instruments, if any affecting this property. 4) Accuracy: The expected use of the land, as classified in the Minimum Technical Standards (61G17-6FAC), is "Residential High Risk ". The minimum relative distance accuracy for this type of boundary survey is 1 foot in 10,000 feet. The accuracy obtained by measurement and calculation of a closed geometric figure was found to exceed this requirement. 5) Foundations and /or footings that may cross beyond the boundary lines of the parcel herein described are not shown hereon. 6) Not valid without the signature and the original raised seal of a Florida Licensed Surveyor and Mapper. Additions or deletions to survey maps or reports by other than the signing party or parties are prohibited without written consent of the signing party or parties. 7) Contact the appropriate authority prior to any design work on the herein - described parcel for Building and Zoning information. • 8) Underground utilities are not depicted hereon, contact the appropriate authority prior to any design work or construction on the property herein described. Surveyor shall be notified as to any deviation from utilities shown hereon. 9) The surveyor does not determine fence and /or wall ownership. 10) Ownership subjects to OPINION OF TITLE. 11) Type of Survey: BOUNDARY SURVEY. 12) North arrow direction and bearings are based on Recorded Plat Book 9 at Page 141 of the Public Records of Dade County, Florida. 13) Elevations are based on the National Geodetic Vertical Datum of 1929. 14) Bench Mark Used: # N/A of Dade County, FL. * Elev. = N /A' 15) Flood Zone: AE Base Flood Elev.: 8.00' as per Dade County, Florida. FEMA Panel Number: 120652 - 0306 -L- SEPTEMBER 11, 2009 16) This PLAN OF SURVEY has been prepared for the exclusive use of the entities named hereon. The Certificate does not extend to any unnamed party: A.) ANTHONY J FERNANDEZ B.) C.) D.) SURVEYOR'S CERTIFICATE: I Hereby Certify to the best of my knowledge and belief that this drawing is a true and correct representation of the BOUNDARY SURVEY of the real property described hereon. I further certify that this survey was prepared in accordance with the applicable provisions of Chapter 61G17-6, Florida Administrative Code. Field Date: December 21, 2009 Job# RP -09 -850 Pablo J. Alfonso P.S.M. Professional Surveyor & Mapper State of Florida Reg. No.5880 OINT L iA N D SURVEYORS, I rN C- 6175 NW 153`d STREET, SUITE 321, MIAMI LAKES, FLORIDA 33014 Phone: 305 - 822 -6062 * Fax: 305 -827 -9669 Dn F:\BOUNDARY- SURVEY- NOTES \00BOUNDARY - MIAMI- DADE -NTS. doc Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP - 124691 Permit Number: RC -9 -09 -1531 Inspection Date: January 13, 2010 Inspector: Bruhn, Norman Owner: FERNANDEZ, ANTHONY Job Address: 1183 NE 91 Terrace Miami Shores, FL 33138- Project: <NONE> Contractor: SAAD HOMES INC Permit Type: Residential Construction Inspection Type: Spot Survey Work Classification: New Phone Number Parcel Number 1132050010200 Phone: (305)829 -8992 Building Department Comments CONTRUCTION OF A NEW SINGLE FAMILY HOME 12/16/09 TRUSSES REVISION Passed - 2 Inspector Comments /fti e Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled re- inspection fee is paid. until January 12, 2010 For Inspections please call: (305)762 -4949 Page 1 of 1 r BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION h s=J�sJ ,s9'j��/ WE "" I -DADS COUNTY, FLORIDA O -DADE FLAGLER BUILDING ` ,T GLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 375 -2901 FAX (305) 372 -6339 NOTICE OF ACCEPTANCE (NOA) .� imidade.gov/buildineeode La Finestra, L.C. 2790 N.W. 104 Court Doral, FL 33172 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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: "EICU -S' Aluminum Fixed Window APPROVAL DOCUMENT: Drawing No. LAFINWDW -R3, titled "Series EKU -53 Aluminum Fixed Window ", sheets 1 through 4 of 4, dated 09/28/02 with the latest revision dated 06/10/08, prepared by Bromley -Cook Engineering, Inc., signed and sealed by William D. Cook, F.E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and 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 ED V V 1" ft uA fo1 ssApect or ether purposes shall automatically terminate this NOA. Failure to com 1 with any section 'o is ©A sha 'be cause for termination and removal of NOA. 104:CilliiVtrAumber 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 This submittal h *sl g& kilf� lh'€ t411:itilrformance with :1e ;tgn concept and info in contr }} doc rn'�t,. ,�,.,r drt completeness, � co rt i Iris a it 3"� �shail be ovided to the user by the manufacturer or its construction m egiArr4t8rsrfilgi e v 11 r nsectron at,the Job site at the request of the Building Official. coordination with T � n 1� 5 1 - O1CSli2 atidreonsists o this page 1 and evidence pages E -1 and E -2, as well as o sse4- 0,rzs;tts the responsibility o1 P ent en tonecinabove. The submitted documentation was reviewed by Jaime D. Gasgon, P.E. SDNo exceptions taken Make co ectio ❑ Rejected , 0 R ise and Resubmit Revie 1 Submittal No. MB NOA No. 08- 0208.01 Expiration Date: March 06, 2013 Approval Date: August 07, 2008 Page 1 La Finestra, L.C. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No LAFINWDW -R3, titled "Series EKU -53 Aluminum Fixed Window ", sheets 1 through 4 of 4, dated 09/28/02 with the latest revision dated 06/10/08, prepared by Bromley -Cook Engineering, Inc., signed and sealed by William D. Cook, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 Along with marked -up drawings and installation diagram of an aluminum fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3545, dated 08/13/02, signed and sealed by Joseph Chan, P.E. (Submitted under previous NOA # 02-1018.12) 2. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201 -94 2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 Along with marked -up drawings and installation diagtam of an aluminum fined window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3546, dated 08/13/02, signed and sealed by Joseph Chan, P.E. (Submitted under previous NOA # 02-1018.12) 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 fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3547, dated 08/13/02, signed and sealed by Joseph Chan, P.E. (Submitted under previous NOA # 02- 1018.12) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2004, prepared by Bromley -Cook Engineering, Inc., dated 04/03/08 with the latest revision dated 06/10/08, signed and sealed by William D. Cook, P.E. Complies with ASTM E1300 -02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO • Jaime D. Gasgon, ' .E. Chief, Product Control Division NOA No. 08- 0208.01 Expiration Date: March 06, 2013 Approval Date: August 07, 2008 E -1 La Finestra, L.C. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 08- 0206.01 issued to Solutia Inc. for their "Saflex HP Glass Interlayer" dated 04/17/2008, expiring on 04/17/2013. 2. Notice of Acceptance No. 03- 1117.01 issued to Surface Specialties, Inc. for their "Uvekol a Laminate Glass Component ", dated 01/29/04, expiring on 02/08/09. F. STATEMENTS 1. Statement letter of conformance, dated January 25, 2008, signed and sealed by William D. Cook, P.E. 2. Statement letter of no financial interest, dated January 25, 2008, signed and sealed by William D. Cook, P.E. 3. Laboratory compliance letter for Test Report no. FTL -3545, FTL -3546 and FTL - 3547, issued by Fenestration Testing Laboratory, Inc., dated August 29, 2002, signed and sealed by Joseph Chan, P.E. (Submitted under previous NOA # 02- 1018.12) 4. Laboratory addendum letter for Test Report no. FTL -3545, FTL -3546 and FTL - 3547, issued by Fenestration Testing Laboratory, Inc., dated December 04, 2002, signed by Roberto Robeeto. (Submitted under previous NOA # 02- 1018.12) G. OTHERS 1. Notice of Acceptance No. 02- 1018.12, issued to La Finestra, L.C. for their Series "EKU -53" Aluminum Fixed Window — Impact ", approved on 03/06/03 and expiring on 03/06/08. Jaime D. Gaston, P. . Chief, Product Control Division NOA No. 08- 0208.01 Expiration Date: March 06, 2013 Approval Date: August 07, 2008 E -2 LA FINESTRA, LC SERIES: EKU 53 FIXED WINDOW INDICATES FRAME ANCHOR LOCATIONS. MAX TYP. AT HEAD & SILL. L jSEE CHART ON SHEET 2 OF 4 FOR ANCHOR SPACING TYPICAL ELEVATION "FIXED R ANGLE NOTES: 1. 114IS SYSTEM HAS BEEN DESIGNED TO COMPLY WITH THE REQUIREMENTS OF THE HIGH VELOCITY HURRICANE ZONE (NNMZ) AS DESCRIBED IN THE "2004 FLORIDA BULDING CODE" 2. THIS WINDOW SYSTEM HAS BEEN TESTED, ENGINEERED AND APPROVED FOR DESIGN PRESSURES NOT TO EX(EO THOSE SHOWN IN SCHEDULE. 3. BUCK, OPENINGS & BUCK FASTENERS MUST BE DESIGNED & INSTALLED TO WITHSTAND WIND LOADS FOR EACH APPLICATION. THE DESIGN & ENGINEERING OF BUCKS SHALL BE PROVING BY THE ENGINEER OF RECORD" 4. BUCK FASTENERS MAY NOT EXCEED 16' 04 SPACING AROUND OPENINGS. S. THE SYSTEM SHOWN HEREIN WAS TES1E0 FOR WATER, AIR, IMPACT, CYCLIC & UNIFORM STATIC AIR PRESSURE TESTING IN CONFORMANCE WITH DADE COUNTY PROTOCOLS PA -201, 202 & 203, 6. ONE —THIRD (3370) INCREASE IN ALLOWABLE MATERIAL STRESS UNITS FOR SHORT DURATION 'AND LOAD NOT USED IN THE mow CALCULATIONS. 7. MULTIPLE UNITS (STACKED SIDE BY SIDE OR TOP TO BOTTOM) SHALL REQUIRE SEPERATE MUWON WITH OPERATE PRODUCT APPROVAL INDICATES FRAME ANCHOR LOCATIONS. °v FRAME WD. SEE 1MNDOW CHART SEE CHART ON SHEET 2 OF 4 "FOR ANCHOR SPACING I OL -11 IGL -21 MAX TYP. AT SILL 6" l v tSCE CHART ON SHEET 2 OF 4 FOR ANCHOR SPACING TYPICAL ELEVATION "FIXED ARCHED" OTHER GEOMETRIC FRAME SHAPES MAY BE USED PRONGED THE SHAPE FITS INSCRIBED INSIDE THE MAXIMUM ALLOWABLE RECTANGULAR ,tREA DETAILED HEREIN. LARGE GLASS SCHEDULE MISSILE IMPACT RESISTANT IGL -1I Q 9/16 "(.574 1 LAMINATED 1/4" ANNEALED — 0.090" UVEKOL LIQUID RESIN COMPOSITE BY SURFACE SPECIALTIES INC. LAMINATED BY SMITH MOUNTAIN 1/4" ANNEALED. IGL-21 = 7/16 "(.460 ") LAMINATED 3/16" ANNEALED — .090" P.V.B. INTERLAYER SAFLEX/KEEPSAFE MAXIMUM BY MONSANTO. 3/16" ANNEALED. FRAME WD. SEE WINDOW CHART SEE CHART ON SHEET 2 OF 4 14--741FOR ANCHOR (SPACING INDICATES FRAME ANCHOR LOCATIONS. MAX TYP. AT SILL. GL -11 (GL -21 6" "SEE CHART ON SHEET 2 OF 4 FOR ANCHOR FACING TYPICAL ELEVATION "FIXED EYEBROW' MAX. DESIGN PRESSURES SEE CHART ON SHEET -3 FOR ALLOWABLE PRESSURES. WATER INFILTRATION TEST = 15 P.S.F. PRODUCT RENEWED as complying with the Florida Boiidin3 Code Acceptance No 1 is 1 1 ANCHOR SCHEDULE ANC TYPER SUBSTRATE /EMBED MAXIMUM ALLOWABLE ANCHOR SPACING WINDOW WIDTH HEAD & SILL JAMBS 1/4' X REVD. LENGTH TAPCON OR EQUAL CONCRETE (2000 PSI MM.) EMBED: 1 1/2" INTO CONC. NW. UP TO 54" 6" FROM ENDS BALANCE 0 12' C/C MAX. 6" FROM ENDS BALANCE 0 14" C/C MAX. CBS (GROUT FILLED) EMBED: 1 3/4" INTO CBS. MIN. #14 X REVD. LENGTH P.H.S.M.5. OR SELF–DRILLING METAL STRUCTURES STEEL OR ALUMINUM UP TO 54" 6" FROM ENDS BALANCE 0 9 1/4" C/C MAX. 6' FROM ENDS BALANCE 0 9 1/4" C/C MAX. UP TO 42" 6" FROM ENDS 0 12" 0/C MAX. 6" FROM ENDS BALANCE 0 12" C/C MAX. # 14 X 2 1/2" P.H.S.M.S. MIN, 2 % 4 N0.2 S.Y.P. EMBED; 1 1/2" INTO W000 MIN. UP 36" 8' FROM ENDS 6' 0 12" C/C MAX. 8° FROM ENDS BALANCE 0 14" C/C MAX. Q U P.T. 2 X 4 WOOD BUCK 81' OTHERS (MUST BE ENGINEERED SEPERATELY) ,AS T ECATEO ON ELEVATIONS & SCHEDULE ,1, — CONC. ^ aQ AUBSTRATE 1 1/2" MIN. EMBED NOTE: SEE SHEET 3 FOR FULL SIZE GLAZING DETAIL '01" 3" MIN. EDGE DIST, EXTERIOR STUCCO FINISH CONTINUOUS SEALANT WI114 BACKER ROD P.F. WOOD BUCK 81' OTHERS. (MUST BE ENGIN • SEPERATELY) FRAME ANCHORS AS INDICATED ON ELEVATIONS & SCHEDULE 0 HEAD DETAIL "EXTERIOR" CONTINUOUS SEALANT WITH BACKER ROD P.T. 1 X 4 WOOD BUCK BY OTHERS (MUST BE ENGINEERED SEPERATELY) & •. FRAME ANCHORS AS INDICATE] ON __ ELEVATIONS & SCHEDULE ':'/n,�I itI.' y 1 1/2" MIN. EMBED IN CONCRETE. o ..;11y,T "�I Mil MIN. EMBED IN GROUTED MASONRY. 'i .ac := fast: i$ 11111111111. 0 0 7 Q SILL DETAIL CONTINUOUS SEALANT 1WTH BACKER ROD. FRAME ANCHORS AS INDICATED ON ELEVATIONS & SCHEDULE. INDICATES EXTERIOR 'EXTERIOR" 2 3/4" STUCCO P1NISH.�J • 3" MIN. EDGE DIST. r1 /4" MAX WINDOW WD. 1/4' MAX a 0 1 E EXTERIOR STUCCO FINISH EXTERIOR STUCCO F114194. JAMB DETAIL W/ 2X WOOD BUCK 2 JAMB DETAIL \_2_./W/ 1X WOOD BUCK PRODUCT RENEWED as wtnplying with the Florida Building Code Acceptance No "0 .0f Dale - 7I•r"v • By 54i Dilufon WINDOW SIZE CHART ALLOWABLE DESIGN LOADS FOR IMPACT WINDOWS ASSEMBLY = 8 x 96" 0 +/ -75 PSF) {DLO = 44" x 91 1/4") NOTE: WINDOWS MAY BE ORIENTED HORZONTALLY OR VERTICALLY. 0 EPDM GLAZING GASKET 126 -2178. SET IN SEALANT. BLACK SILICONE (DOW - CORNING 995) (OR PECORA 895) NYLON SETTING BLOCK P.T. WOOD BUCK BY OTHERS. MIN. EMBED IN CONCRE MIN. EMBED IN GROUTED MASONRY. 1 3 a FRAME ANCHORS AS INDICATED ON ELEVATIONS & SCHEDULE. 1 CONTINUOUS SEALANT KITH BACKER ROD. INDICATES EXTERIOR STUCCO FIND. (G-71) TYPICAL GLAZING DETAIL "FULL SIZE" FLANGE 1MNDOW WD. "OPTIONAL" JAMB DETAIL "FLANGE FRAME' LAMINATED GLASS TYPE GL -1 OR GL -2 AS DESCRIBED IN SCHEDULE ON SHEET 1 OF 4. EPDM GIAZING GASKET SET IN SEALANT 110 X 1 1/4" P.H.M.S.®S SELF DRILLING • 4' FROM ENDS 64 16" 0.C. MAX. SPACING. 1t07802 1107903 o y v 1 LAFINWDW -R3 SHEET 3 OF 4 1 MODULAR WINDOW SIZE GLASS TYPE Gl -1 GLASS TYPE GL -2 111D8i HEIGHT EXT( +) EXT( -) EXT( +) EXT( -) 24111111E1111 36 36 75 75 NM El 75 75 48 75 75 75 75 42 48 1114111111B11 75 75 75 75 30 54 11111 E/11111111111 75 75 75 75 75 36 42 48 54 75 75 75 75 75 75 70.2 70.2 75 75 62.2 62.2 30 36 42 48 54 60 75 75 75 75 7 75 75 75 ® 75 73.5 KM 61.4 75 75 61.4 75 75 55.9 55.9 30 36 42 48 54 66 75 75 75 75 75 75 75 75 75 75 66.6 66.6 75 75 56.4 56.4 75 75 66.6 66.6 30 36 42 48 54 72 75 IMMO 75 75 75 75 75 MI 75 75 WM 75 75 75 75 66.6 30 36 42 48 54 78 �, ,� 1111/6111.71/111011 �111101� UM 75 756 75 75 Until 71.2 75 66.3 66.3 30 36 42 48 50 84 75 75 75 75 75 75 75 75 75 75 71.5 71.5 75 75 65.9 65.9 75 75 64.2 64.2 30 36 42 48 50 90 75 U 75 75 75 75 75 75 ® 75 66.4 66.4 75 75 61.3 61.3 72.6 72.6 58.7 58.7 24 .30 36 42 48 75 75 75 75 75 75 75 75 96 75 75 72.8 72.8 75 75 61.6 61.6 71 71 55.3 55.3 ASSEMBLY = 8 x 96" 0 +/ -75 PSF) {DLO = 44" x 91 1/4") NOTE: WINDOWS MAY BE ORIENTED HORZONTALLY OR VERTICALLY. 0 EPDM GLAZING GASKET 126 -2178. SET IN SEALANT. BLACK SILICONE (DOW - CORNING 995) (OR PECORA 895) NYLON SETTING BLOCK P.T. WOOD BUCK BY OTHERS. MIN. EMBED IN CONCRE MIN. EMBED IN GROUTED MASONRY. 1 3 a FRAME ANCHORS AS INDICATED ON ELEVATIONS & SCHEDULE. 1 CONTINUOUS SEALANT KITH BACKER ROD. INDICATES EXTERIOR STUCCO FIND. (G-71) TYPICAL GLAZING DETAIL "FULL SIZE" FLANGE 1MNDOW WD. "OPTIONAL" JAMB DETAIL "FLANGE FRAME' LAMINATED GLASS TYPE GL -1 OR GL -2 AS DESCRIBED IN SCHEDULE ON SHEET 1 OF 4. EPDM GIAZING GASKET SET IN SEALANT 110 X 1 1/4" P.H.M.S.®S SELF DRILLING • 4' FROM ENDS 64 16" 0.C. MAX. SPACING. 1t07802 1107903 o y v 1 LAFINWDW -R3 SHEET 3 OF 4 1 7011 - FRAME pp MATERIAL LIST .060" 0.853" 1.774" 9035 - FRAME OPTIONAL "FLANGE" FRAME PROFILE 9035 - FRAME a 1.774" 7011 11075 11079 126 -2178 NOT USED GSF1 105 -0110 110 -3578 9035 FRAHW HEAD /SILLAW78 GLASS BEADING GLAZING STOP ENAW -6060 -15 EN AW-6060 - 15 EN AW-6060 - 15 PROFILA1I SpA PROFNATI SpA PROFEAII SpA #10 x 1 1/4" P.H.M.S.(SEIF DRILLLNG) .325" METALLIC P9i(2 EA. CORNER) STD. SCRBYS FOR GLAZMIG BEAD - GLAZING BEAD AT FRAME SILL SEALED TO GLASS WITH DOW CORNING 995 OR PECORA 895 FRAME CORNERS SEALED WITH DOW CORNING 999 .060" 1.774" NOTE: SAME EXTRUSION AS 9035 BUT WITH FLANGE 0.986" NOTE: AT KEY CONTACT SURFACES USE SINGLE COMPONENT GLUE ART. 149 AL 430. FRAME CORNER JOINT PRODUCT RENEWED as conip ying with the Florida ouilding Code Acceptance No • oak BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) La Finestra, L.C. 2790 N.W. 104 Court Miami, FL 33172 SCOPE: MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 www.buidinacodeonline.com This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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: APPROVAL DOCUMENT: Drawing No. FIN- B16/06R2, titled "Series EKU -53 Aluminum Casement Window (Hi — Load) ", sheets 1 through 6 of 6, dated 12/19/07 , prepared by Bromley -Cook Engineering, Inc., signed and sealed by William D. Cook, 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 Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved" or the Product Control Seal, unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been odp� lively affecting the performance of this product. ot;clxr• the expiration date or if there has been a revision or change in t1WrigiVaksT i{ aim eDtre 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 This su b m itta6dhippofitt my isnot dn kithi N u,,c sp kgifirmination and removal of NOA. concept and i nVitiiiii*XtET:eflitttsletAcilIiMAW preceded tty3tir words Miami -Dade County, Florida, and followed completeness im construction b e e�t pan d b# �lispll tin adv irtgditsrature. If any portion of the NOA is displayed, then legtsb4gcequence of �°.'±sir;uction coordination wi o er rad s nd pperff rnan = the responsibilit Ig4C t cop of its en e (4( A'shalt11 4llded to the user by the manufacturer or its distributors and s'all be available for inspection at the job site at the request of the Building Official. `�No exceptians ci OA revises and renews # 0 *5- 0725.03 and consists of this page 1 and evidence pages E -1 and E- f 2, as well as approval document hen o `ed above. j Make correctk RI 'tted documentation was reviewed y c,Manuel Perez, P.E. N evIse ., ,.,,,esuOrnit C e aItl' C 1'E • 11 A I N ois Apps even evi " r Submittal No. 5 7.2ve L NOA No. 08- 0110.10 Expiration Date: February 27, 2013 Approval Date: February 28, 2008 Page 1 La Finestra, L.C. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. FIN- B16/06R2, titled "Series EKU -53 Aluminum Casement Window (11I-LOAD)", sheets 1 through 6 of 6, dated 12 /19/07, prepared by Bromley -Cook Engineering, Inc., signed and sealed by William D. Cook, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of an Aluminum Out - Swinging Entrance Door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -4531, dated June 1, 2005, witnessed by Edmundo Largaespada, P.E. (Submitted under NOA # 05- 0725.03) 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) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 along with marked -up drawings and installation diagram of an out swing wood door, prepared by Hurricane Test Laboratory, Inc., Test Report No. FTL -3881, dated August 23, 2004, witnessed by Edmundo Largaespada, P.E. (Submitted under NOA # 05- 0203.02) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2004, dated 02/08/06, prepared by Bromley -Cook Engineering, Inc, signed and sealed by William D. Cook, P.E. Complies with ASTM E1300 -98 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). tit an el Per ' .E. Product Control E ; „ er NOA No. 08- 0110.10 xpiration Date: February 27, 2013 Approval Date: February 28, 2008 E -1 La Finestra NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 06- 0216.06 issued to Solutia Inc. for their "Saflex IIIG Clear or colored Interlayer" dated 05/04/06, expiring on 05/21/11. 2. Notice of Acceptance No. 03- 1117.01 issued to Surface Specialties, Inc. for their "Uvekol a Laminate Glass Component ", dated 01/29/04, expiring on 02/08/09. F. STATEMENTS 1. Statement letter of conformance, dated December27, 2007, signed and sealed by William D. Cook, P.E. 2. Statement letter of no financial interest, dated December27, 2007, signed and sealed by William D. Cook, P.E. 3. Laboratory compliance letter for Test Report No. FTL- 4531, issued by Fenestration Testing Laboratory, Inc., dated July 11, 2005, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA # 05- 0725.03) 4. Laboratory compliance letter for Test Report No. FTL- 3881, issued by Fenestration Testing Laboratory, Inc., dated October 18, 2004, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA # 05- 0203.02) G. OTHER 1. Notice of Acceptance No. 05- 0725.03, issued to La Finestra for their "Series "EKU- 53" Outswing Aluminum Casement Window — L.M.L ", approved on 04/06/06 and expiring on 02/27/08. E -2 _ Manue__Per Product Control E NOA No. 08- i 0 Expiration Date: February 27, 2013 Approval Date: February 28, 2008 LA FINESTRA, LC SERIES: EKU 53 CASEMENT WINDOW (HIGH LOAD) SEE PG. 4 FOR ANCHOR CLUSTER OT1"S. 72" MAX. FRAME WD. war. D.I1.o. Mi►K. D. / / = 3/116" (( .182 )) ANNEALED - .090" P.V.B. INTERLAYER (DUPONT BUTACITE)- 3/16" (.182 ") ANNEALED. = 7/16 "(.454 ") LAMINATED 3/16" HEAT STRENGTHENED- .090" P.V.B. INTERLAYER (DUPONT BUTACITE)- 3/16" HEAT STRENGHTENED war. D.I1.o. Mi►K. D. 0. / = 3/116" (( .182 )) ANNEALED - .090" P.V.B. INTERLAYER (DUPONT BUTACITE)- 3/16" (.182 ") ANNEALED. = 7/16 "(.454 ") LAMINATED 3/16" HEAT STRENGTHENED- .090" P.V.B. INTERLAYER (DUPONT BUTACITE)- 3/16" HEAT STRENGHTENED \\ i \\ TYPE 'I MAX. DESIGN PRESSURE GL -1 21 3/4" X 85" O p \ +98.9, -98.9 P.S.F. \ 30" X 85" +110.0, -110.0 P.S.F. SEE ANCHOR SCHEDULE ON PG. 4 FOR ANCHOR TYPES & SPACING MIAMI —DARE CO. APPROVED MULLION BETWEEN UMTS NOTE: MUST USE MULLION ANCHOR CUPS AS PER N.D.A. 40 40" MAX. SEE PG. 4 FOR ANCHOR CLUSTER OTYS TYPICAL CONFIGURATIONS MAX. WINDOW SIZES SHOWN MULTIPLE UNITS STACKED SIDE BY SIDE MUST HAVE APPROVED MULLIONS BETWEEN EACH DOOR FRAME (SEE ALTERNATE CONFIGURATIONS BELOW) MIAMI —DADE CO. APPROVED MULLION BETWEEN UNITS 72' MAX. NOTE, MUST USE MULLION ANCHOR CUPS AS PER N.O.A. 14 1/2" MAX. EXCEPT IN WOOD. TRANSOM FRAME -- /-MUST HAVE SEPERATE / PRODUCT APPROVAL I l W■•• 40" MAX. I MULLION ANCHORAGE AND LOAD TO BE REVIEWED AND APPROVED BY BLDG, OFFICIAL I w_ I 40' MAX. I USE TRIBUTARY WIDTH "M AS NOTED—, TO DETERMINE ALLOWABLE MULLION SPANS SEE MULLION NOA FOR DETAILS ALTERNATE CONFIGURATIONS UNITS MAY BE INSTALLED WITH A MIAMI -DADE COUNTY APPROVED MULLION BETWEEN EACH DOOR AND /OR FRAME. THE LOWEST DESIGN PRESSURE FOR THE DOOR, TRANSOM OR MULLION WILL CONTROL. NOTES: 1. THIS SYSTEM HAS BEEN DESIGNED TO COMPLY WITH THE REQUIREMENTS OF THE HIGH VELOCITY HURRICANE ZONE AS DESCRIBED IN THE "2004 FLORIDA BULDING CODE" 2. THIS WINDOW SYSTEM HAS BEEN TESTED. ENGINEERED AND APPROVED FOR DESIGN PRESSURES NOT TO EXCEED THOSE S00584 IN SCHEDULE. 3. BUCK, OPENINGS & BUCK FASTENERS MUST BE DESIGNED & INSTALLED TO WITHSTAND WIND LOADS FOR EACH APPLICATION. THE DESIGN & ENGINEERING OF BUCKS SHALL BE PROVIDED BY "THE ENGINEER OF RECORD" 4. BUCK FASTENERS MAY NOT EXCEED 18" 0.C. SPACING AROUND OPENINGS. 5. THE SYSTEM SHOWN HEREIN WAS TESTED FOR WATER, AIR, IMPACT, CYCLIC & UNIFORM STATIC AIR PRESSURE TESTING IN CONFORMANCE WITH DADE COUNTY PROTOCOLS PA -201, 202 & 203. 6. ONE -1111RO INCREASE IN ALLOWABLE MATERIAL STRESS LIMITS FOR SHORT DURATION WIND LOAD NOT USED IN THE DESIGN CALCULATIONS. PRODUCT REVISEND as complying wf/L the Midi Balding Cede ACCM1V150 N1, g.;-.02.: ' 10 E:piNtia1I Dat,. r—\ GLASS SCHEDULE LARGE MISSILE IMPACT RESISTANT = 3/116" (( .182 )) ANNEALED - .090" P.V.B. INTERLAYER (DUPONT BUTACITE)- 3/16" (.182 ") ANNEALED. = 7/16 "(.454 ") LAMINATED 3/16" HEAT STRENGTHENED- .090" P.V.B. INTERLAYER (DUPONT BUTACITE)- 3/16" HEAT STRENGHTENED I GL -11 1GL -21 GLASS CHART TYPE MAX. D.L,O. MAX. DESIGN PRESSURE GL -1 21 3/4" X 85" +110.0, -110.0 P.S.F. 30" X 85" +98.9, -98.9 P.S.F. GL -2 30" X 85" +110.0, -110.0 P.S.F. WATER INFILTRATION TEST PRESSURE = 16.5 P.S.F. WITH STANDARD THRESHOLD ONLY - A.D.A. COMPLIANT THRESHOLD NOT APPROVED FOR WATER INFILTRATION NOTES: 1. THIS SYSTEM HAS BEEN DESIGNED TO COMPLY WITH THE REQUIREMENTS OF THE HIGH VELOCITY HURRICANE ZONE AS DESCRIBED IN THE "2004 FLORIDA BULDING CODE" 2. THIS WINDOW SYSTEM HAS BEEN TESTED. ENGINEERED AND APPROVED FOR DESIGN PRESSURES NOT TO EXCEED THOSE S00584 IN SCHEDULE. 3. BUCK, OPENINGS & BUCK FASTENERS MUST BE DESIGNED & INSTALLED TO WITHSTAND WIND LOADS FOR EACH APPLICATION. THE DESIGN & ENGINEERING OF BUCKS SHALL BE PROVIDED BY "THE ENGINEER OF RECORD" 4. BUCK FASTENERS MAY NOT EXCEED 18" 0.C. SPACING AROUND OPENINGS. 5. THE SYSTEM SHOWN HEREIN WAS TESTED FOR WATER, AIR, IMPACT, CYCLIC & UNIFORM STATIC AIR PRESSURE TESTING IN CONFORMANCE WITH DADE COUNTY PROTOCOLS PA -201, 202 & 203. 6. ONE -1111RO INCREASE IN ALLOWABLE MATERIAL STRESS LIMITS FOR SHORT DURATION WIND LOAD NOT USED IN THE DESIGN CALCULATIONS. PRODUCT REVISEND as complying wf/L the Midi Balding Cede ACCM1V150 N1, g.;-.02.: ' 10 E:piNtia1I Dat,. r—\ r 72" MAX. FRAME WIDTH 36" 36" ANCHOR CLUSTER " SEE ANCHORAGE O.C. M. 14 1/22' SCHEDULE PG. 4 7" TYP, I-- TYP. ANCHOR 7" LOCATIONS ® HEAD TYP..., -- & SILL ii eiMIOW v 25 4/4" MAX. A.L.O. TYP. 1GL -21 1GL -21 -8 ;/ / 14 1/2" MAX. ANCHOR CLUSTER SEE ANCHORAGE SCHEDULE PG. 4 1 72' MAX. FRAME WIDTH 32" 40" ANCHOR CLUSTER SEE ANCHORAGE SCHEDULE PG. 4 TYP, f T-0 i/ 14 1/2" TYP. O.H. 7" TYP. 43/4" . D.L.O. 0 0 1GL-11 30" Mk', D.LO. • 1GL--21 ANCHOR CLUSTER SEE ANCHORAGE SCHEDULE PG. 4 SERIES EKU -53 ALUMINUM CASEMENT WINDOW (UNIT ELEVATIONS VIEWED FROM EXTERIOR) SCALE: N.T.S. 0 0 HARDWARE: HINGES: 100 -120X 4" LG. TWO PIECE HINGE ASSAY AS MANUFACTURED BY "G.S.G." TRANSMISSION: 1025 TRANSMISSION MOVEMENT DEVICE AS MANUFACTURED BY "G.S.G." LOCKING: AT ACTIVE LEAF — AS 6570 5 —POINT LOCK SYSTEM AS MANUFACTURED BY "K.F.V." AT INACTIVE LEAF — STEEL FLUSH BOLTS AT TOP & BOTTOM OF DOOR LEAF AS MANUFACTURED BY "A.G.B." litag • 5" a 1 1 P.T. WOOD BUCK (ENGINEERED SEPERATELY) INTERIOR FINISH 4 ANCHORS FOR WOOD WOOD BUCK BY OTHERS CONTINUOUS SEALANT & BACKER ROD 4 CONC. SUBSTRATE --2---. EXTERIOR STUCCO • FiNL;H • P.T. 2 X 4 WOOD BUCK ENGINEERED SEPERATELY " d 4 INTERIOR FINISH ANCHORS FOR WOOD BUCK SY OTHERS 4 CONTINUOUS SEALANT & BACKER ROD • 44 4 EXTERIOR STUCCO FINIS FRAME WD. "EXTERIOR" JAMB DETAIL (HEAD SIMILAR) (WOOD SUBSTRATE) FRAME WIDTH 72" MAX. EXTERIOR OR ()ASTRAGAL DETAIL 3 HORIZONTAL SECTION (1/2 " =1" SCALE) 3/16" (.182') ANNEALED "EXTERIOR" gm m1 1 .090" DUPONT BUTACITE PVB INTERLAYER BY C.I. DUPONT DE NEMOURS de CO., INC 1 3/15" (.182") ANNEALED 7/18" (.454") THK. OVERALL LAM. GLASS WEDGE GASKET 1@ @ DOW CORNING 995 OR PECORA 895 SILICONE (TYP) GLAZING DETAIL G -1 SCALE FULL SIZE GLAZING SETTING BLOCK 0 BEAD 3/18" (.182') — HEAT STRENGTHENED "EXTERIOR" PRODUCT REVISOR as emptying with the Florida lkiall:: �Cy:la Are, r;an t anI:.....: ts:re_ RS!J 14ivL 0. 0 8 1 .090" DUPONT BUTACITE PVB INTERLAYER — BY E.I. DUPONT DE NEMOURS & CO., INC — 3/16" (.182") HEAT STRENGTHENED - 7/16" (.457") THK. OVERALL LAM. GLASS WEDGE GASKET 0 23 DOW CORNING 995 OR PECORA 895 SILICONE (TYP) GLAZING DETAIL G -2 SCALE FULL SIZE GLAZING BEAD SETTING BLACK 0 : OggI N 4. h .Iueddi moommi *1 • ANCHOR TYPES CCNC. SUBSTRATE ANCHOR TYPE SUBSTRATE MAXIMUM ALLOWABLE ANCHOR SPACING cHoRs FOR W000 WOOD BUCK BY OTHERS 1X OR 2% P.T. WOOD BUCK (ENGINEERED SEPERATELY) CONC. SUBSTRATE 11 11 EMBETS15 CONC. CONTINUOUS SEALANT I • • 4 • 4 BACKER ROD 4 EXTERIOR S FINISH INTERIOR FINISH p.H.11.4.1.(VALY TAING /14 % 6020 LENGTH P.H.S.M.S.scORREX4 WOOD 1 1/2' MIN, EMBED INTO WOOD CONCRETE (2000 PS MIN.) CBS (GROUT FILLED) METAL STRUCTLIKS A-36 STEEL OR ALUMINUM 1/8" MIN. THICKNESS WOOD FRAMING 60.2 S.Y.P. HEAD - SU. MAXIMUM ALLOWABLE ANCHOR SPACING r FROM ENOS BALANCE • 16 v2- C/C MAX 7' FROM EOS BALANCE 018 1/2' N C/C MAX. 7- FROM ENDS & AS PER ANCHOR CAPACITY CHART BELOW JAMBS 7' FROM ENDS BALANCE 0 20 1/2" C/C MAX. BALANCr0 20 1/CPSC/C MAX. r FROM ENDS & AS PER ANCHOR CAPACITY CHART BELOW ANCHOR CAPACITY CHART (CONC. & STEEL) 4 ANCHOR CLUSTERS AT MID-POINT OF FRAME TYPICAL AT HEAD & SILL QTY. ANCHORS AT MID-POINT (CUJSTER) INTO SIEB. On ANCHORS AT MID-POINT (Gomm) INTO CONC. MAXIMUM ALLOWABLE DESIGN PRESSURE ANCHORS FOR WOOD WOOD BUCK BY OTHERS P.T. 2 X 4 W000 BUCK (ENGINEERED SEPERATELY) 2 2 SPEED 2 1/2' APART D HEAD DETAIL 2 SPACED 2 1/2" APART 2 SPACED 2 1/2' APART 3 SPACED 2 1/2" APART ANCHOR CLUSTERS AT MID-POINT OF FRAME TYPICAL AT HEAD & SILL 0 HEAD DETAIL 3 "AGED 2 1/2' APART 3 SPACED 2 1/2' APART 3 spA�0 2 Ix APART 4 SPACED 2 1/2' APART 4 SPACED 2 1/2" APART < 60 P.S.F. < 70 P.S.F. < 80 P.S.F. < 90 P.S.F. >90-110 P.S.F. ANCHOR CAPACITY CHART (WOOD SUBSTRATE) ATANCHORS AT MID-POINT (CLUSTER) 4 SPACED 2 1/2' APART SILL DETAIL STANDARD THRESHOLD 5 SPACED 2 1/2' APART 5 SPACED 2 1/2' APART sPAcED 2 1/2" APART 7 SPACED 2 1/2' APART ANCHORS AT JAMBS (MAX O/C SPACING) 18" C/C 15' C/C 13- c/c 12' C/C 9' C/C MAXIMUM ALLOWABLE DESIGN PRESSURE < 60 P.S.F. < 70 P.S.F. < 80 P.S.F. < 90 P.S.F. >90-110 P.S.F. TOP OF CONC, SLAB PRODUCT REVISES es omplxisz with the Florida Be Whig Cede 1 11%4= 82aI5 4 CONTINUOUS SEALANT DED AT SILL' TYP. 4 VERTICAL SECTION SCALE: HALF SIZE 44. ID 20/3 REM ITEM ITEM ITEM DOOR FRAME CORNER DETAIL DOOR PANEL CORNER DETAIL PRODUCT REVISE* as teen with the Florida Cwle /+cn?^:t:ca rao Emistrw " ">'a 9N6: rur nimt` BILL OF MATERIALS ITEM PART No. QUANTITY DESCRIPTION MATERIAL LOCATION MANUFACTURER 1 4 FRAME HEAD /JAMB /RESIDENTIAL SILL ALAL — 8060 —T5 DOOR FRAME PROFILATI SpA 2 7011 Z16012 4 PANEL HEAD /JAMB /SILL ALAL — 8060 —T5 DOOR PANEL PROFILATI SpA 3 Z16014 1 ASTRAGAL ALAL —6060 -75 INACTIVE LEAF PANEL JAMB PROFILATI SpA 4 4195 4/VENT GLAZING BEAD ALAL — 6060 —T5 PANEL PERIMETER PROFILATI SpA 1 COMMERCIAL THRESHOLD AL.AL. — 6060 -15 FRAME BOTTOM PROFILATI SpA 5 6009 100 -120X 5/VENT 4" LG. TWO —PIECE HINGE ASSY. ALAL. — 6060 -15 PANEL AND FRAME JAMBS GSG 6 N/A 2 EA LITE OF MASS I /4" x 1/2 x 3" LC. SEMI BLACK Fx1RUOEO SuCGRE 0 6" FROM ENDS GENERIC 7 8 2509 2 FLUSHBOLT STRIKE PLATE (4" LONG) ALAL — 6060 —T5 FLUSHBOLTS (TOP /BOTTOM) PROFILATI SpA 0409 1 EA. CORNER PANEL CORNER KEY CAST ALUMINUM FRAME CORNERS MONTICELU g 10 5004 1 EA. CORNER FRAME CORNER KEY CAST ALUMINUM PANEL CORNERS M�ICELU MONTI EL 10A 0706 2 EA. CORNER .370" DIA. METTALIC PIN CAST ALUMINUM FRAME CORNERS 11 217173 1 STRIKE PLATE FOR LOCK SYSTEM ALAAL. — 6060 -75 ASTRAGAL SpA 12 SERIES 800 1/VENT OPERATING HANDLE ALUMINUM AT EACH PANEL JAMB PASSINI 13 1025 1 TRANSMISSION MOVEMENT DEVISE ZAMA/S.S. PANEL JAMB (ASTRAGAL. SIDE ONLY) GSG 14 AS 6570 1/VENT FIVE POINT LOCK SYSTEM ZINC /IRON /S.S. PANEL JAMB KFV 14A AGB 1/VENT MULTIPLE POINT LOCK SYSTEM ZINCARON /S.S. PANEL JAMB AGB 15 AGB 2/VENT FLUSH BOLT ZINC /IRON/S.S. PANEL JAMB AT TOP de BOTTOM 050 16 KFV 2/VENT FLUSH BOLT (HEAVY DUTY) STAINLESS STEEL PANEL JAMB AT TOP do BOTTOM FRAME JAMB /ASTRAGAL. /FRAME PANEL KFV PROFILATI SpA 17 2666 AS REQ'D. WFATHl:H51NIP GASKET EPOM 18 2195 AS REQ'D. WEDGE GASKET EPOM PANEL GLAZING PERIM. (INTERIOR) PROFILATI SpA 19 -- 2 /EACH # 10 x 2 1/2" FH.SMS. (ASSEMBLY) PLATED STEEL FLUSHBOLT STRIKE PLATE - -- 20 - SEE ELEV. j 8 x 1 1/2" FH.SMS. (ASSEMBLY) PLATED STEEL ASTRAGAL (SINGLE ROW) - -- 21 - -- SEE ELEV. 1/4" DIA. TAPCONS (INSTALLATION) COATED STEEL FRAME PERIMETER (SINGLE ROW) ELCO OR BUILDEX 22 --- 2 EA. CORNER /14 X 3/4" FH. SMS. (PANEL ASS'Y) PLATED STEEL PANEL CORNERS - -- 23 895/995 CONTINUOUS STRUCTURAL SILICONE SILICONE PERIMETER GLASS TO METAL PECGRA OR Cow CORNING 24 - -- SEE ELEV. #14 F.H. WD. SCREWS (INSTALLATION) COATED STEEL FRAME PERIMETER (SINGLE ROW) ISC PRODUCT REVIShn comp4122 with Sic Melds %Wks Cale Acreilsace No •L -• • 1:1Ghk 6y ads 0 7011 — FRAME HEAD - JAMB —SILL O 4195 GLAZING BEAD 4.463- O2 216012 PANEL HEAD /JAMB /SILL 0 216014 ASTRAGAL 5 6009 COMMERCIAL S 1666 18 2195 WEDGE GASKET to 7011 — RESIDENTIAL SILL .270' 9 VIOULL 17 2668 WEATHERSTRIP GASKET 1 1 BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) La Finestra, L.C. 2790 N.W. 104 Court Miami, FL 33172 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: - APPROVAL DOCUMENT: Drawing No. FIN —EKU, titled "EKU -53 Aluminum Outswing Entrance Door ", sheets 1 through 10 of 10, dated 03/16/10 and last revised on AUG 27, 2010, prepared by Bromley —Cook Engineering, Inc., signed and sealed by William D. Cook, 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 Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant Limitation: 1. Approved Vertical and Horizontal mullions under separate approval. Mullion end load and anchorage requirements to be reviewed by ART. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state 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. EiketROT %N L i tY W 1S aEr the expiration date or if there has been a revision or change in the MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375-2908 www.miamidade.¢ov/buildinacode Pat����gj �c� r . • t , y the product or process. Misuse oythis NOA as an endorsement of any ro , ` �'T s, a ve ism or an other purposes shall automatically terminate this NOA. Failure to comply with an section of this NOA shall be cause for. termination and removal of NOA. This submitta,k d or c•nformance wan design concept and it'tfor NW . g?� �t 4. • Hi e jya words Miami -Dade County, Florida, and followed by he . e al pt ayecdla rver� l bltitgre. If any portion of the NOA is displayed, then it shall completeness, ��g construction IMMulale1l'fettK'ods, sequence of construction coordination v! tK esA eplOb e I1 OA,ysbetttberproaided to the user by the manufacturer or its distributors the responsibiilt0f 'o rYaile for inspection at the job site at the request of the Building Official. This NOA revises NOA # 08- 1126.02 consists of this page 1 and evidence pages E -1 & E2, as well as approval No exceptio441#k llt mentioned above. 0 Rejected The submitted documentation was reviewed by Ishaq I. Chanda, P.E. I Make , .rrections noted ❑ Revise and Resubmit AMIDADECOUNTY APPROVED Submittal No. 5-7.-22 'CZ. NOA No 10- 0511.03 Expiration Date: February 27, 2013 Approval Date: September 15, 2010 Page 1 La Finestra, L.C. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (transferred from file # 08- 1126.02) 2. Drawing No. FIN-EKU, titled "EKU-53 Aluminum Outswing Entrance Door ", sheets 1 through 10 of 10, dated 03/16/10 and last revised on AUG 27, 2010, prepared by Bromley -Cook Engineering, Inc., signed and sealed by William D. Cook, P.E. B. TESTS 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 5) Large Missile impact Test per FBC, TAS 201 -94 6) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 Along with marked -up drawings and installation diagram of aluminum outswing French Door, prepared by Hurricane Engineering & Testing Lab., Test Report No. HETI -09 -2676, HETI -09- 2677, HET1 -10 -3002, HETI -10 -3003, HETI -10 -3009 and HETI -10 -3010, all dated 04/06/2010, all signed and sealed by Candido Font, P. E. 2. Additional Test reports on (transferred from file # 08- 1126.02) 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per FBC 2411 3.2.1 and TAS 202 -94 5) Large Missile impact Test per FBC, TAS 201 -94 6) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 L long with marked - -up drawings and installation diagram of aluminum outswing French Door, prepared by Hurricane Engineering & Testing Lab., Test Report No. HETI- 08 -2076A . B,HE t'I -08 -2163, HETI -08 -2020 and HETI -08 -2005, all dated 10/31/2008, all signed and sealed by Candido Font, P. E. 3. Additional Test reports on (transferred from file # 08- 1126.02) 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94 �) Water Resistance Test, per FBC, TAS 202 -94 4) Force(' Entry Test, ler FBC 2411 3,2.1 and TAS 202-94 �l Dirge Missile impact Test per FBC!, 1 Aq M1 -94 6) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 'ith marked -up drawings and installation diagram of Aluminum Outswing French epared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -4531, dated 0601/05 and Test Report No. FTL -3881, dated 08/23/04, both signed and sealed by Edmundo Largaespada, P. E. \9L . ,a`',A‘- ichun 1 Ch,nda. P_F.. La Finestra, L.C. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations complying w/ FBC -2007, dated 04 -27 -10 and last revised on 08/18/10, prepared by Bromley —Cook Engineering, Inc, signed and sealed by William D. Cook, P. E., P.E, 2. Glazing complies with ASTME - 1300 -02 & -04 D. QUALITY ASSURANCE BY: 1. Miami -Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 09- 0312.02 issued to E.I. DuPont DeNemours & Co., Inc. for their `DuPont Butaciten PVB, Interlayer ", expiring on 12/11/10. F. STATEMENTS 1. Statement letters of conformance and "No financial interest ", both dated 04- 26-10, prepared by Bromley -Cook Engineering, Inc, signed and sealed by William D. Cook, P. E. 2. Statement of compliance, issued as part of the above referenced test reports. G. OTHER 1. This NOA revises NOA # 08- 1126.02 (07- 1107.04), expiring February 27, 2013. 2. Test Proposals dated 07/28/03 and 07/29/04 approved by BCCO. E -2 !n r Is aq I. Chanda, P.E. Product Control Examiner NOA No 10- 0511.03 Expiration Date: February 27, 2013 Approval Date: September 15, 2010 LA N r 5T RA LC SERIff5: ELJ 53 OLF5WING FKENCI- CONIfIGUTIONS MAX. DOOR. 517ff5. 51IOWN MULTIPLE UNITS STACKED SIPE DY SIDE MUST HAVE APPROVED MULLIONS 15ET5VEEN fac.ri DOOR. FRAME ALTEFIIATE CONFIGURATION.; ON PAGE 2) 72. U f ": ----MAK NIT UTH- M 5n tw-,E 55 ,011 ANCHOR 115T5R a55i., 4- ' c-i-, ' AX D.1 30; / / / Ci cl .,'L.. \ N. ... II ...„.._., \ \ \ N 1 . . / 7' 1, 4. 40" "MAX. 5555 WIDTtr' 4 5rE ANCHOR SCHEDULE N PAGE 5 roR ANCHOR TYPES AND SPACING 4" DOOR (HIG-1 LOAD) GLASS SCHEDULE MISSILE IMPACT RESISTANT 715G' (05.1") LAMINAT(2° 311 C. (, i532') !-1.5 -.090" F,v.(2. INTERLAyp.R (01520511. SUTAC11E) - 3/ HEAT STRENGTHENED CF-TI L -1/4" INSULATED 3/1G" (.1.32) HS -.090" P.V.9, 3110; HS i /2' AIR. GAP 3/104TENI1TPEO SEE PAGE. 5 FOR ANCHOR CU..,STER . 0'S 53 72' MAX. LINT WIDT11-' sr ANCHOR. SCHEDULE OSI PAGE 5 rop.. ANCHOR. TYPES AND SPACING NOTES: I . THIS SYSTEM HAS BEEN DESIGNED TO COMPLY WITH THE REQUIREMENTS OF THE HIGH VELOCITY HURRICANE ZONE AS DESCRIBED IN THE "2007 FLORIDA SULDING CODE" 2. Th115 WINDOW SYSTEM HAS BEEN TESTED, ENGINEERED AND APPROVED FOR DESIGN PRESSURES NOT TO EXCEED THOSE SHOWN IN SCHEDULE. 3. BUCK, OPENINGS 4 BUCK FASTENERS MUST BE DESIGNED 4 INSTALLED TO WITHSTAND WIND LOADS FOR EACH APPLICATION. THE DESIGN 4 ENGINEERING OF BUCKS SHALL BE PROVIDED BY 'THE ENGINEER OF RECORD" SEE PAGE 5 ANCMCP. CLUSTER QT55. MPS. 5551 WIDTH f-- --3311° IMUO D.L.O. MAX DESIGN LOAD 30" W x 37" 01 1+ I I 0,0 /- I iO.OP5F 27" W x 1 10" 01 +50.01-30.0 P5F 27" W 1 0" 11 7+60.0 /-80,0 P5F MAX v.ficyji DLO + 5 FC47. DIE # GO I 2 (#2) DLO + 7.612 DOP, DIE # I GO I 3 (#22) MAY, PANEL lit:GEiT DLO + Er FOR DIE # GO I 2 (#2) DLO + 7,62" FOR # 6013 (#20) WATER. INFILTRATION TEST PRESSURE - DOORS UP TO 36" TALL: I 6.5 P50 - DOORS UP TO I 2C" TALL: I 2 PS. WITH STANDPARD THRE5t1OLD NOTE ADA COMPLIANT TI-IKEStOLD NOT APPROVED FOR WA1 f:R. FILTRATION 72. ma. UNIT 351551 055: PAGE 5 FOR ANCMOK CLUSTER SEE ANCHOR SCHEDULE ON PAGE 5 FOR ANCHOR TYPES AND SPACING 4 7' Stt ANCHOR %MEDAL: 4 .1, 7° ON PAGE 5 FOR ANCHOR TYPES AND SPACING 4, BUCK FASTENERS MAY NOT EXCEED 1 6" 0.C. SPACING AROUND OPENINGS. 5, THE SYSTEM SHOWN HEREIN WAS TESTED FOR WATER, ASK, IMPACT, CYCLIC t UNIFORM STATIC AIR PRESSURE TESTING IN CONFORMANCE WITH DADE COUNTY PROTOCOLS TAE.-20 I , 202 4 203. 6. ONE-THIRD INCREASE IN ALLOWABLE MATERIAL STRESS LIMITS FOR SHORT DURATION WIND LOAD NOT USED IN THE DESIGN CALCULATIONS, EXCEPT FOR ( I .6) WIND LOAD FACTOR. FOR WOOD. [PkOltlICT REV IAD as complying +AY Pm Florid, Been' Code 5 1 1 CRAVANO No. FN-EKUP3 SHEET:1 OF 10 ALTERNATE-: CONFIGURATIONS UNiT5 MAY L:E11',15TALLED WITH A MIAMI-DADE COUNTY APPROVED MULLIOI, F.',ETWEEN EACI1 DOOR AND/OR FRAME. TtlE LOU/%T DESIGN PRESSURE FOR 7i-1E DOOR., TFANSOM OR MULLION WILL CONTROL. MULLION ANCHORAGE AND LOAD TO BE REVIEWED AND APPROVED BY BUILDING OFFICIAL — MIAMI-DADE CO. APPROVED MUWON BERVEEN UNITS NOW MUST USE MUWON ANCHOR CUES AS F—PER. N.O.A. 40MY.-4C r 5E5 Pa 5 ANCLOK CLRBTER CITR5/ MULLION ANCROKAGE AND LOAD 50 RE REVOWED AND APPROVED —RY BUILDING °FRIO:AL MIABR-DADE CO. APPROVED MULLION EIETWEEN NOTE: MW il UBE MULDON ANCMOR CUPS AS PER !LOA, TRAr6om 1R10 MUST 1133E BEPERA7t PRODUCT APPROVAL MULLION ANCHORAGE AND LoAD TO BE REVIEWTID AnD ARPROVED 031233 01311; 00IUAI 11 'EXTERIOR" At MULLION ANCHORAGE AND LOAD TO BE REVIEWED AND APPROVED BY BLDG. OFFICIAL 40" MAX. 1.15F TRIBUTARY V4OT tl 'IN" AS NOTED ../7 TO DETERMINE ALLOWABLE MULLION—' 5PA/45. :3EE MULLION NOA FOR. DETAILS. QL457°) 'DM OVERALL LAM, GLABB GASKET() 1557 GLAR5 @VOW CORNING BB OK MORA 695 SILICONE (DA SEITiNG BLOCK e951.12,,ZING DETAIL GL-1 MAX D.P... +110 / -110 P5F GLAziro 'EXTERIOR' .850. GLABB BITE 0 E 0 01.450510 OVERALL LAM. GABS 1110 DARKIN ING 4 M, 11il1111111 M11%11 1 I 0 C)DOWCORNiNG ELs5 OR, MORA 055 BILICOie MT) 111/ 5TTL14S BLOCK DECO. wOODTBM GLAZING DETAIL GL-1 TI1 WOOD TRIM 1,179 MAX D.P. +80 / P5F 5EL 30.1 RTC ANCBOR 0:13330113 01010. -72" MAX. DETAIL GL-2 NcAU, FISOAT D.r...43,5/ MAX DP =. +50 / -80 P5r litoMbUCT Itcvlsoa soopptvios with fix Flt,lids.. estaleCode misOtaita 23pIraios ITIOT-4-24}- Win 0 5 1 MANG No. TW-EKUTI3 (SHEET:2 OF 10 ) 14" 0.C. MAX. SEKIES EICU-53 ALUMINUM DUI-SWING (UNIT ELEVATIONS VIEWED FROM EXTEKI0 72' t,1M. FRAMr.: 35' ANC:MDR al.15104, tt ANChORASt 501tPULE FG, 5 aYr./ 111.. A4:1101,.. LOCATIONS (3 tICAD * 54t1 5EE ANCHOR ED SCHULE-1 ON F'AG E 5 rofk ANCHOF, TYPES AND SPACING e - NOT FOR OOP NINNY. OF sNcrIo.5 IN CLUSTER, IFi3T7LL ONE ANCHOR IN CtNi PR OF INTERLOCK. HARDWARE OoPeAiNG HANDLE .4 -POINT LOCKING SYSTEM MUSHROOM HEAD AND KEEPERS '9 PLUSH SOLT HINGES - G - I 20 DOOR: FASTEN (8) PARS OP HINGES IN (4) "CLUSTERS" IN EACH PANEL OR (5) PAR EQUALLY SPACED ON EACH PANEL - 96" DOOR: PASTEN (G) PAIRS OF HINGES IN (5) 'CLUSTERS' :N EACH PANEL. OR (5) PAIRS EQUALLY SPACED ON EACH PANEL GLAZING 1GL- 11 IGL-21 SEE ALLOWABLE GLASS DLO ON SHEET 1 72" F RAM L WISTM ANCHOR CLUSTER ANCIORAGt %C45)1JLE1.5 5tr ANCHOR screDuLE ON PAGE 5 FOR ANCHOR '1'12_5 AND SPACING INCRE: FOR ovo mummE. or ANCH0R5 54 CLU5TER1 1N5TAIL ONE :INCHOR 5 crsTt R OF INTERLOCK. rsafroucir REVISEEI asplyiag WI* *it MI& Illuddift Cade Assoplam Oco _LPL U RaspIndoe 1 0 5 gil-EXU53 sHEET: 3 E/F SO 1 P.T. WOOD BUCK (ENGINEERED 5EPERATE1 Y) ^ .1 • ANCHORS FOR WOOD WOOD BUCK BY OTHERS \.• 4 \ TERIOR nrstr5ti 1 1 1/Z' M'N. EMB CONT1NUOU5 SEALANT „.,. BACKER. ROD 771— . • CONC. 5U135TRATE EXTERJOR STUCCO • E1411511 1/4 M A.s1 1:.(11NL P.T. 2 )( 4 WOOD BUCK_ ENGINEERED 5EF ERAIELY 4 ANCHORS FOR WOOD. 131)C51BY OTHERS jA1VIB DETAIL (CONC. SUBSTRATE) I,0• IFTERIOR ASTRAGAL DETAIL _ 17-o• " INTER1OR. (11:(151-1 /8 5TEEL TUBE (OR SIMILAR.) Ai b, 1141. EM131-.. ONTINUOUS SEALANT BACKER ROD CONTINUOUS SEALANT , 4 BACKER ROD 4 15CTERIOR. STUCCO ' FIMS1-1-7 1 /4' 5H1m D-G I "EXTERIOR" I ©JAMB4 0,3, 1,44 DETAIL (SIMILAR TO HEAD) (WOOD SUBSTRATE) Ala 4117 1/4' MAX. 5111 JAMB DETAIL (SIMILAR TO HEAD) (METAL SUBSTRATE) 1/4'. 1,(4 rtiCelier ▪ 4.4000.8 ow Irloidt SWAN Cede Mariam IL 1.4ed Intioe Date /3 Mar Dade p.0.0. cow., W him t/2' h115. f'5(fl74I5115 5TU5CC) • CONT11,11.101.15 SEALAN'r „4; 0AC15EK R00- .., /4-" MAX, 0 CONC. SUBSTRATE 1 r 4 • ANCHORS FO WOOD BUCK OTHERS I .1524< P.T. WOOD BUCK. (ENGINEERED SEPERATELY) M114. RO34 :015I223 -7( CONC 51/L35712A1733 <13 I 60,11,L 015 . SEALANT 4 DACr w013 1, I I DCTIPPJOR LPTUCCO..../' - • _ 4/21.4 MAX, 541411 ANC115145, FOR WOOD W000 04)01. BY 07110;5 P T. 4454 WOOD BUCK UNGINEERED SEPERATELY) 721442 el ICI 1412.VINI.12 0.viag with Ow P1.10. F=41.410.1' _ 1 4) kativtaRee 5 14.44 . D.4". WOW& INTERIOR 41515H AIL (CONC. 5U135TRATE) HEAD DEIN!. :/ COL. SU5STRATa, OCALIL 1/4°3.333.0" 1 c, Tor Or CONC. SLAB SEALANT CONTINUOUS' CO rTINUOU5 SEALANT -‘14 042) AT .5ILL TYP. t '04 51 2- I /2' MIN. EDGE , • ILL DETAIL (ADA TI-1kESHOLD) 4: OW- ■3.03 TOP OF CONC. SLAB CONINUOUS 5PALANI1 BED AT 0111.1-441. e) SILL DETAIL _(STANDARD TI-IRESHOLD) SCALE, 1E4'4 I'.03 INTERIOR 415151-1 ANC.tiOR 4.4.W.. -2 31R4c°4 MIN. PING 4' mm. 1.1414tIC 1 314. MIN. INTO CROUT MIXED MANONRY OR CM620 1 W.' MAN INTO 2000 R.31 CONC. OTANI' 7' /ROM 1:14225, CALANCt 4E41. 014.144. CAPACITY CI-14,RJ r MAXI-NIUM - A 14421A4AEiLEI Dr1241414 FR4,554.4f (CONCK.f.TP. SLI05TRATP) Al A T JAMD3 1113(ILRLOCIL - 6,-FrsAmgiii5r.,..r. ) IX TO 410 Ur TO fa, < C.0 1> 55 15-1,32 C■r. ,,, 3 < '70 2,5.13. < 002,5.r. 15-.1/2" QC i 5.1/2" CdC 42-4- 1-12233 1 5 :4 __ "- -" 5-1 /2° cd-c 2 :3 3 - 3 3 - 3 WA - ILEA. f <50 r .5. . .. >90- i 10 P.5. r. 534.37 F.34 A24,14T -------2- AN0HOR #1.4 2,4I.5.141.5. 7)14 l/ 14 501 DRILLING CAPACITY 0h34 :".T (STEEL 1.7.,Lif35TRATE) MAXIMUM ALLCAW0011 1222422.11.214.13t.1121 ANC-000 0T X. ANCHL/R5 .51> 3515., AT iN17.3133.31.10CK (141 T"P4M2' 114a1220 INTO I/2" 'rm. A..5744A3G 24HART 7' FROM ENDS, DALANct reR CHANT. 1)? TO 964 OP 10 1222 < Go 135,f , 15 -12" GC 2 3 < 70 4.5.1. I 5-1/2355 2 4. < 00 4.5.r. 35- 3,32' CSC I - 5 SO P.5.F. 35-1,30 GIG 3 1 WA '.. >50 5 4.5.r, 15-112' G0 3 I 15/A 5PACC.12■42•K'ART ANCHOR NI 4 WOOD 5CFLW CAPAC ( CHART (WOOL) 5055TRATff) MAXIMUM Au.OWAVAZ CSCN255142 ANCH0.1,45 i AT 153355 Q. N4511012.5 50 51>450)0< A42 41214 E44440 i I/2" MIN. 540 440 211441. 57A1127,' 7. FROM 44409, NAIANCC PEA CHART. IT TO 9G. I/ 4 TO I 2124 < CO r.5..r. '7515 5 < 70 P.5,1. - 2° CIC 5 < L30 L'..5.r, 42' C1C G < 90 4.5,4, 1 2" GC 155 >90-110 F3-5. . 12" C/G 131/.5 52441,21 2 Ur /12422 14111 33.21 FRO'ILE. OMINAIION5 4 f31..EASTSECD. P. ATIONS OR GLAZING brAD oN 51-1ECT 2 CEMPRILENO,N.. 1 /7,IMNITRINTGS MAXIMUM P.S.F. 96 -I1.10.00 -110.00 DESIGN PRESSURE - WATER Ir riLTRATION TEST PRESSURE = 13.0 REF MAXIMUM PRY. 0 120 +30.00 -20.00 DESIGN PERE-SLIDE - WATER INFILR'RATION TEST PRESSURE - 12 PSF \ '::11:1111INATION '• " I „J 0 475 -(-27) 17:771" rt 7'11 MAXIMUM 0.3.2. 49 96 +110.30 -110.00 DESIGN PRESSURE - WATER INFILTRATION TEST PRESSURE m 13,6 IMSS MAXIMUM P.S.F. 120 +60.00 -80.00 DESIGN PRESSURE - WATER INFILTRATION TEST IRESSLIOE m 12 P,'7,7 ,—,,000 IRINA -Di. r 9-1 Linfib,24", z . mg [WWI.% • , 'd .6 1) Accepialce - 2-1 4,19.1.00. ::)R-1,r4,IFI14-41,IL.?- .59_91.1, TRIM_ MAXIMUM P.S.F. 120 +50.00 -60.00 DESEGN FRESSINE WATER INFILTRATION TEST PRESSURE = 12 232 -- ... . ...._............ . . . . . . . . ......... - c..) D r's1 .7.°: 1 :,::: --- II\ I 1 .,..„,;..- i - 141 " 1 ' 10Nc) .,,TE: PLEASE 5eff-D.P. -7-i',71"41iTION5 fOR GLAZING blirAD ON SHEET 2 :„ o , 11 ;.' //' .,, , , ---`-'`-`,=;;;-• ' III II 1 1") -,-11 ., - 1 re-1-'="'"=.1 _ii ;, / ; '13' 1-1 1 /a - /- - - ---, , ' ■ .11'1 / ■.,:13:,„.... ,,4„,... -L. '''' ,,,., f ii, 1-14A11:1K&:1UIMM PIT. : 10280"+41-11t.CO'C 3 , \ `:- \ '- 1..1-,....1-.4'Z',Z,;;} lii -'7,,,— C{ I. ' 0 . --0 - -'1'1(r00 1 1 NO "P"-INT '1)1:1;IL''O'N' — ,__---J;;--„,, / -, \ — 1_ ' P---LsNoRP -P'R-E-13.1R1 ;1_1 - --- . ril''' '''/ ' , - I:I'vIL1/41'41,T4ttf7:: . ----- 1;'— WATER INFILTRATION WA":NR INFILTRATION , ...': \ 1 t r . r 41 ql....4tIVIiI,■:. . . DT PRE'S,51.111F.: TEST 1-FU '''=''',- _._._. RLI . , - -- __L—,•:. = 12,5 -=, 12 PSP ., ://- t, / ?L' ',/".' / ' 00I 0, : "; 's.•.C.-4 -g- . p..., ...: E .... ''• • • • ' . 01 • -1; ■Z' 0 .. . A ',,%*•"- ", , '''''''`,- ' 't'''''. '''' :,'-'7„,".4 L, - ,.. _ , , ; _ •-• .;', -, ••''''-''' ',1'•E: --',; :,-... „ 0 1- < (< ) 0 a_ L .....) \t" ..,_ „.........___ ; WITH WE TRI _____\ . „ WATER INFILTRATION T00?r PRESSURE = 12 POF _ \ 1:471:1,10 .051..wriT MAXIMUM P.05. @ 120" +80.00 -110.00 / 2a ---4----- ------- DESIGN L'RESSUIZE - ' -.....\\.\\\\\ N ".• 1 .,,,,,.-4.- - M r - --- 1 \ 2,-- \ \r-'--1" - 1 w- \ 6.--------, - AI , Ar \ , A • a ......, E ,...4„ 6 (—, m ,E, - . ., do — COMNINATIpN 4_ F/E-E10.153 S0 OF 10 4-11000 -110,C0 !DESIGN PRESSURE. - WATER INFILTRATION' TEST PRESSURE = 13.5 PST' t IA...4'4410T 1P):881. : 01280"4-i-H6.00 -30,00 DESIGN PRESSURE - W TER 'INFILTRATION TEST PRESSURE = 12 PSF _ "J'if:75--FIffA.SE 5EF D.P. LNIn'ATION5 FOR GLAZING 5E:AD ON SHEET 2 0NBIN871018 MAXIMUM P.2 .F 05 +110.00 -110 00 OESIGN PI:ESSURE - WATER ".tiFTRATION TEST PRESSURE 13.5 PSF MAXIMUM 6.S .F. 120 +52.00 -82,06 DEfiGt," PRESSURE - WV! EP INFILTRATION TEST PRESSUP.E , 12 PSI, 1;,)---N 1 -1 \--g —63 14A3144,01i, 6 C)-1 0--" 'Pe) MAXIMUM OF 06" id P.P. .4i0/ -20 PSF WATER 110 12 PSF „4-4-11,00T TRW rKOMJCI IttIV &NU) vafh rim Plorld& Boidlos Code "- Aee.ployee Laptrotio. 'Dote (70) s, C(jN(1310AVON 7 WITH WOOD T1;14 , NOTE: WC400 TRIM IS QrflONAS, MAXIMUM OF 611 If D.F. 4., 8-00 / -80 PS Y WATER 12 PSF Ft1-E18.153 ET: a OF 10 TM 8 ,788811.8 WINDOW PANEL CORNER DETAIL WINDOW KAM CORN L NOTE: SEAL JOINTS WI Thl POLYURETI-IANE SEALANT DURING ASSEMBLY 1101)8CT REVISED MI (11111311193$ ,ITith O. F19814th. Wilding Cod. Acctimyre No ia '',S i I' C Clp Iralloti D1 1'1.-• 0 3 I IIL 00-' IN'il:. API ' IIII:-0 :120-2 IL S PART Nos QUANTITY DESCRIPTION MATS 10 1. 0CATION IMAM FA CTUR '01' 4 - 112 E7,5 Stritt 7012 t 4 = . _ ort 00240/ ------ --", 17545, 4 jI 7E7,4.1E "tA,LAr 7:ESI1iELA000 "..,'"G.L A,,.A,', E'P2" t 794,9 4 t.SEV2gAgg.5.1-_.§1,1,...4"5=-AiRt, "1"-taLL—__ 716012 1 4 _ _ E 11 400 A01. L tEE A_ ....ZJ 9 &1L1"---- .-t-T-Lr2 _S.I.._ D_SJA............1 ._fLe.L_.....— ___,____, ROFLATi SpA 1.7 4' 5219' o'gt.j,,t7iR;VJE7111"1.27-7LAEN"711= ,2139' . 2.loo• CyAr6gAnot ritAD,1,4,M [5-43ILL -- 7 11860t 0-591-3 4 - ------i „i -....—_ — 4 1 7AtMi-L-r 0j4_E)r.1A• 1 A 24-4,- 11 oA : 1'-.1'10 ,1.4-1i3 41 95 7 40FI1 iTV Al AL OW-. LoltO -_- -__ MIS 1 LA CO20-74, .. I D IALGstE AIps 172” r: :.,- ijj 1J.Jiwa U1.00i t 001,40ip ,;i402NE . ,C, i W AtLy5 :._ LA 0574E I t4L rAN 12A4E .02) =,2-1 !aP, 1 EA. 1.0 /909 cA57 /5,5411175M 4/5 , _ _ _ 2.577 001 1 EA. C 002 @I:7'2246 - EILAILL,LCLAZ 4,47' @Li:p./49 - ERAM_LI-4_11a.D_ 0.98^ 14., ,VINt14,) FARE% 74".0,41174 -1-CO4045 oA"TEL.,c421t7NEER 44E7 AL iANE. G077474E-RS pRom.grt .30A 02- 1.174.1ipm15).21i 1,MELADIL DEVISE .1.,75,AN!Et 7""tAILIG S723-;11A r ,.."?44., 4/4.7551F0 PE HEAD KEEPER: ,Its.G..N.J4ALA_ 04'N - 6sqC,Apg'22xj._ 1_2E2222 P30101 01E 1,11PTIFtj. _4 /AIL, 4,474 ,OP E3011014 t,7:471 '427RGALIM./r75,..UFT_El:' ,OLLIVAN EttiG/LArri. ,...1- id.r.ivets Rath L..... 014E 00,11/102 ..,...=____. _ falLiziLsua_m_itta,.._______ ,,--s_,,...23..n..ssr_ttc 4. !--,t u0AL:._ _ '410/000' FRAME (1....471R_FA_LOCIA MEETS": A:Ly ,,41441,._ c"-215.412±1git PER54.42,FR • ' t 7R071A17 1350 tt1_,:ftyt"pAll ilERIMIFER 5/140L9 4293 AO/4:7/7 21,00 BE," , AL -54760-TCLEANEL PLRiMEIER 2.167/218R tositfigt. noti, hoAc.".1.4.g2p.NIL 4 5534 15414 0123' A'70, C012, - A" 51.57.A1) AJALIE" / 2,339 3.814 0343' 571' 0953' —__ 2.7144' z.894 0:3 ;4 4)-715 - PANEL 112AD J AMR (F,231100 3 - 47,404,11540 / JAMB / SILI cy.4;474 WRA0I5042070 /^ 0207.20: .1:5.3•_„„ 101- MAD COMMT.AAL. FFIRlf.;1121,,C2,, .575" MT RIZVISAID WWI oho rhshOh Boldiltg , .4,.cept14v44 Ns Dr. maw V.& phisks DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) Gopi Glass Sales & Services Corp. 7450 NW 418t Street Miami, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County 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 materiall tested for quality assurance purposes. If this product or material fails to perferm in Me armed manner, the manufacturer wiU incur the expense of such testing and The AID 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 Iligh Velocity IIurricane Zone. DESCRIPTION: Clipped, rttrouted Aluminum Tube M> = LAM' APPROVAL DOCUMENT: Drawing No. M95-16, titled "Aluminum Tube Mullions ", sheets 1 through 4 of 4, dated 12/05/95, with revision F dated 02/17/12, prepared by AI— Farooq Corporation, signed and sealed by Javad Ahmad, P. E., bearing the Miami—Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami —Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, 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. afiaiiitaAN if t l pecP Qr the expiration date or if there has been a revision or change in theL f CJ� n�{/{,�r tSure of the product or process. Misuse of this NOA as an endorsement of any p et,for sales,,�aV ve using or any other purposes shall automatically terminate this NOA. Failure This mo cma' ehevTo of this NOA bcaeei fr termination and removal of NOA, l senrewe conformance tS)f concept and tP i Tf c r �o l 4FlsPW ?b'y the words Miami -Dade County, Florida, and corrmpietenesf 4,11011144;41'e., xl nr11t41etge nkateaafyditplemitkbrittivertising literature. If any portion of the NOA is c onstructiondiapkiwgl,A631 ih> talik,dca ifeAst@ntife�yienstruction coordination kitkitzeterrofqm PONNINfifitectOMANN15.113PARided to the user by the manufacturer or its the responsibiatktPif3tdl , StPJil be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA # 10- 0107.03 and consists of this page 1 and evidence pages E- I and 1 to exceptionttapcwi as approval doeumeP AtiPnCtfritd above. The submitted documentation was viewed v Manuel Perez, P.E. Mak co, cations noted ❑ evise ana'Resubrntt MIAMI -DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175 -2474 T (786) 315 -2590 F (786) 315 -2599 www.miamidade.aov /pera / AAA r, r APPRO:= v 1. r: Reviewer No. NOA No. 12- 0222.07 Expiration Date: March 28, 2017 Approval Date: April 26, 2012 Page 1 Gopi Glass Sales & Services Corp. NOTICE OF ACCEPTANCE. EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections, 2. Drawing No M95-16, titled "Aluminum Tube Mullions", sheets 1 through 4, dated 12/05/95, with revision F dated 02/17/12, prepared by AI-Farooq Corporation, signed and sealed by Javad Ahmad, P. E. B. TESTS 1. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked-up drawings and installation diagram of aluminum fixed windows mulled together, prepared by Fenestration Testing Laboratory, Inc., verification Test Report No, FTL-5378, dated 10/04/07, signed and scaled by Michael R. Wenzel, P.E. (Submitted under previous NOA No. 06-0210.07) 2. Test reports on: 1) Air Infiltration Test, per TAS 202-94 2) Uniform Static Air Pressure Test, Loading per TAS 202-94 3) Water Resistance Test, per TAS 202-94 4.) Large Missile Impact Test, FBC TAS 201-94 5.) Cyclic Loading Test, per FBC TAS 203-94 along with marked-up drawings and installation diagram of two mulled side-by-side series 510 aluminum fixed window, prepared by Hurricane Engineering & Testing Lab, Inc., Test Report No. HETI-02-1145B dated 04/30/02, signed and sealed by Hector M. Medina, P.E. (For reference only) (Submitted under previous NOA No. 02-0826.03) 3. Test reports on: 1) Uniform Static Air Pressure Test, Loading per PA 202-94 along with installation diagram of window prepared by Hurricane Engineering & Testing Inc., Test Report No, RETI-96-512, dated 02/02/96 signed and sealed by Hector M. Medina, P.E. (Submitted under previous NOA No. 99-0331.02) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2010, prepared by Al-Farooq Corporation, dated 02/15/12, signed and sealed by Javad Ahmad, P.E. D. QUALITY ASSURANCE 1. Miami-Dade Department of Permitting, Environment, and Regulatory Affairs (PERA A . .416/0011A Manuel Per .41 Product Control Ex ner NOA No. 12-0222.07 Expiration Date: March 28,2017 Approval Date: April 26, 2012 E..1 Gopi Glass Sales & Services Corp. NOTICE OF ACCEPTANCE; EVIDENCE SUIIMITTED E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of conformance, complying with FBC-2010, and no financial interest, dated February 16, 2012, signed and sealed by Javad Ahmad, P. E. 2. Laboratory compliance letter for Test Report No. FTL-5378, issued by Fenestration Testing Laboratory, Inc., dated 10/04/07, signed and sealed by Michael R. Wenzel, P.E. (Submitted under previous NOA No. 06-0210.07) 3 Laboratory for Test Reports No. HETI-96-512 and HETI-02-1145B issued by I lurricane Test Laboratory, Inc., dated 02/02/96 and 04/30/02,respectively, both signed and sealed by Hector M. Medina, P. E. (Submitted under previous NOA No. 99-0331.02 and 02-0826.03 respectively) Or 'RS 1. Notice of Acceptance No. 10-0107.03, issued to Gopi Glass Corporation for their Series Clipped Aluminum Tube Mullions - approved on 03110/10 and expiring on 03/28/12. Manuel Per Product Control E er NOA No. 12 2,07 Expiration Date: March 28, 2017 Approval Date: April 26, 2012 E..2 4.000 6.000 TYPICAL WINDOW FRAME .125 TYP. T,I I I III I_q 1;1 II;I( TYPICAL G -S 1111"— GLAZING PRODUCT II_ I I�dl -- i MULLIONS CONTAINING TYPICAL GLAZING PRODUCTS HORIZONTAL OR VERTICAL SEE WINDOW OR DOOR APPROVAL FOR FASTENERS SIZES ANO SPACING ALII MULLIONS 6063 -76 MIN.L INSTRUCTIONS; USE CHARTS AND GRAPHS AS FOLLOWS, STEP 1. STEP 2 STEP 3 STEP 4 STEP @ DETERMINE DESIGN LOAD REQUIRED PER ASCE 7 FOR PARTICULAR OPENING. USE MIAMI -DADE COUNTY APPROVED GLAZING PRODUCTS MEETING ABOVE LOAD REQUIREMENTS. USE CONNECTION TO MULLION AS PER PRODUCT APPROVAL. USING CHARTS ON SHEET 2 SELECT MULLION SIZE WITH DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED IN STEP 1 ABOVE. USING ANCHOR TYPES ON SHEET 4 AND ANCHOR CHARTS ON SHEET 3, SELECT ANCHOR TYPE WITH DESIGN RATING MORE THAN THE DESIGN LOADS SPECIFIED IN STEP 1 ABOVE. LOWER VALUES FROM GLAZING PRODUCTS. MULLION CHARTS OR ANCHOR CHARTS WILL APPLY TO ENTIRE SYSTEM. MUJ LION CLIP (8083 -TO) (ALT, TO ANGLES) CLIP LEN01145 MUST BE CUT TO Flf CRUD INTO TUBE MULLIONS. 2.500 MULLION CLIP (6063 -16) (ALT. TO ANGLES) CLIP LENGTHS MUST BE CUT TO FIT SNUG INTO TUBE MULLIONS. 2.000 .125 F, 2.000 ANGLE_CUP (6083 -78) I;, ANGULAR ALUMINUM TUBE MULLIONS II$ MULLION PROPERTIES ONLY THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). ALL 1)LAZING PRODUCTS USED WITH THESE MULUONS MUST MEET THE APPLICABLE BUILDING CODE REQUIREMENTS LE: WIND LOAD, WATER INFILTRATION, FORCED ENTRY RESISTANCE, SAFEGUARDS ETC. WOOL) FUCKS BY OTHERS, MUST 80 ANCHORED PROPERLY TO TRANSFER LOAd`3 TO THE STRUCTURE. ANCNi088 SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, EMBEDMENT TO 9A6$ MATERIAL SHALL BE BEYOND WALL COVERING (STUCCO, TILE ETC.). ANCRICRING CONDITIONS OTHER THAN THOSE SHOWN IN THESE DETAILS ARE NV PART OF THIS APPROVAL. A LOAD pURATION INCREASE IS USED IN 0ESIGN OF ANCHORS INTO WOOD ONLY. MATE04ALS INCLUDING BUT NOT UMITED TO STEEL /METAL SCREWS, THAT COME INTO. OONlACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF fH€ FLORIDA BLOC. CODE,SRCT)QN 2003.8.4. MULLION SYSTEM IS RATED FOR LARGE & SMALL MISSILE IMPACT. ANO CAN BE USED WITH ALL MIAMI -DADE COUNTY APPROVRQ IMPACT AND NON- IMPACT RESISTANT PRODUCTS. PRODUCT REVISED as o yang with 018 Florida :Coda t _02 07 �cc No in Data / de P ALUMINUM TUBE MULLIONS FAX. (305) 477-5952 c 6 H s0N 5 o ^ N o 0 0 E2..., dro wing n0. M95 -16 sheet 1 Of 4 ILLION L.022 CHART TUOE ZI 162,6 14 I0N A'x3 1t8' TUoE 606* -I 6 61'436 tv M 66 N m 0. LD 40 TR'=UUTAF?'Y E'0 60 70 WIDTH - INCHES DULL ::UN LOAD CHART T to N t4 4 co MULLION LUAU CHART 1 "x4".1 /13" 768E 6063 °T6 G 64 0 � y0.._ /B M UL SP. IIII i I3,. 1111 80 20 30 40 60 60 70 80 20 30 40 64 60 70 TRIBUTARY WIUTH - INCHES TR1F6)TARY WIDTH - INCHES 2. ' TUNE 6063 -T6 020, VERTICAL - MULLION GLAZING PRODUCT GLAZING PRODUCT g ARCHES TO BE INSCRIBED INSIDE RECTANGULAR SHAPE — HORIZONTAL MULLION 80 GLAZING PRODUCT GLAZING GLAZING I, PRODUCT I� PRODUCT I I I I MULLION SPAN 4 TYPICAL MULLION ARRANGEMENTS WIDTH (W) _. w + W2 z In 2 O J W m LUMINUM T 00 8 NOTE: MULLIONS RATED IN THESE CHARTS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY. (INTERPOLATION BETWCEN ■WIDTHS ALLOWED) I N Co_ drowing no. M95 -16 Sheet 2 of 4 20 30 40 B0 60 70 TRIBUTARY WIDTH - INCHES 80 20 30 40 60 60 TRIBUTARY WIDTH - INC 70 S 80 PRODUCT REVISED fis complying with liw Florid* tiuil8ing Coda Agaeptgooe No 'J/ Elk$ Va Tate 117,73//f, ?01? 01 ANCHOR LOAD CIIt14T NCHORS TYPE 4 ANCA r ti? 30 40 6111 60 '7 fRIOLE 401 WIDTH _CNCHES ANCHORS TYPE 0 81 82 OR C „... GLAZING PRODUCT VERTICAL OULLION CLAZINO PRODUCT _ N...,AANC8111LAS c WI L W2 ,ret, ANCHOR LOAD CHART 80 20 30 40 GO 60 70 TRLBUTARY WI111TH - INCHES ANCHORS TYPE 81, 52 OR HORIZONTAL MULLION r-1145150 RECTANGULAR SHAPE ARCHES TO 80 INSCRIBED \ -' '" PRODUCT T 0 ANCHOR i DETAL #1 GLAZING GLAZING PRODUCT PRODUCT MULLION SPAN TYPICAL MULLION ARRANGEMENT WIDTH (W) 1' W2 ANCHORS TYPE A, 81, 82 OR C ANCHOR LOAD CHART ANCHORS TYPE 132 cArJce2 0-C/8 101 ANCHOR LOAO CHART 5- 0 Z 15 H 84' 811 20 3 ANCHORS TYPE C C.ANCD to F71,11-1 40 SO 60 70 1011 30 421 50 60 70 TRIBUTARY WIDTH - INCHES TRIBUTARY WIDTH CNCHES NOTE; ANY ANCHOR CONDITION SHOWN HEREIN MAY COVER LOCATIONS AT HEAD, SILL OR JAMB ENDS. FOR ANCHORS DESCRIPTION SEE SHEET 4. (INTERPOLATION BETWEEN WIDTHS OR SPANS ALLOWED) drTt EnAIViieATTMAD C1511, F\ 3503085" 2 Vt4iV1813D • ins with 21118 0110)1148 11. 4541040040 r AT-cceptancO NO lOx inition Date Miot 13.48 ct ANCHORS I -4 ANCHORS TYPE FS 1 GANC91 — , r- -5/B" - T — _ \ -1- 4 _L. ‘--.„ --...., ...-- "---...........„. .....',..''--, Is, rr.TT Is, TrrisTrr -r'firr --T"rrs-tr, -rrrr,i-rr-s-r, 80 20 30 40 GO 60 70 TRLBUTARY WI111TH - INCHES ANCHORS TYPE 81, 52 OR HORIZONTAL MULLION r-1145150 RECTANGULAR SHAPE ARCHES TO 80 INSCRIBED \ -' '" PRODUCT T 0 ANCHOR i DETAL #1 GLAZING GLAZING PRODUCT PRODUCT MULLION SPAN TYPICAL MULLION ARRANGEMENT WIDTH (W) 1' W2 ANCHORS TYPE A, 81, 82 OR C ANCHOR LOAD CHART ANCHORS TYPE 132 cArJce2 0-C/8 101 ANCHOR LOAO CHART 5- 0 Z 15 H 84' 811 20 3 ANCHORS TYPE C C.ANCD to F71,11-1 40 SO 60 70 1011 30 421 50 60 70 TRIBUTARY WIDTH - INCHES TRIBUTARY WIDTH CNCHES NOTE; ANY ANCHOR CONDITION SHOWN HEREIN MAY COVER LOCATIONS AT HEAD, SILL OR JAMB ENDS. FOR ANCHORS DESCRIPTION SEE SHEET 4. (INTERPOLATION BETWEEN WIDTHS OR SPANS ALLOWED) drTt EnAIViieATTMAD C1511, F\ 3503085" 2 Vt4iV1813D • ins with 21118 0110)1148 11. 4541040040 r AT-cceptancO NO lOx inition Date Miot 13.48 ct ANCHORS 2 X 2 X 1/8 ", ALUM ANGLE # i4 S.M.S. 2/ ANGLE ANCHORS TYPE 'A' _d /4" DIA.. ULTRACONS '1 / ANGLE ` \ x ,1/4" DIA, ULTRACONS 2/ ANGLE ANCHORS TYPE 'B2' MULLION - -MULLION 2 X 2 X 1/8" ALUM ANGLE - 2 -5/8" LONG 15Y OR 213Y W00D BU.CK 1.500_ MAK. 2 X 2 X 1/8"_ -- ALUM ANGLE i4 S,M.S. 2/ ANGLE 1 ULLON MULLION 2 X 2 X 1/8" ALUM ANGLE --, 0 -5/8" LONG 16Y OR 2BY - WOOD. BUCK 1/4" ISA, ULTRACONS BY 'ELCO' ULTRACONS MAY BE HEX OR FLAT HEAD SUBSTRATE MIN. EDGE DIST, - M,M. EMBEDMENT,. ..- --W00D -- -- -- L - -- - -- 1-3/8" BLOCK 2 -1/2" 1 -1/4" ONCRETE 2_1/2"1 -1`4 ALL. CLIPS AND ANGLES TO 0T SNUG INTO TUBE MULLIONS. CLIPS OR ANGLES CONNECTED DIRECTLY TO MASONRY TO BE PROTECTED WITH ALKALI - RESISTANT COATINGS, SUCH AS BITUMINOUS PAINT OR WATER -WHITE METHACRYLATE LACQUER. • MULLION -- 2 X 2 X 1 /8 "_ ALUM ANGLE o° 0 ANCHORS TYPE ' N 145.9.5. 2/ ANGLE NOTCH ANGLES i0 "-MISS MARBLE SILL ✓i OR TRIM 'N., 1/4" DIA. ULTRACONS -1/ ANGLE ANCHORS TYPE 'C' NIlTCH WOOD BUCK TO A,CCOMODATE 211✓', ANGLE TO MASONRY 2 X 2 X 1 /8 "__ ALUM ANGLE (/ 14 5.9 S. 3/ ANGLE_. 1/4" DIA. ULIRACONS 2/ ANGLE ULLION MULLION 2 X 2 X 1/8" ALUM ANGLE- - 3-5/8" LONG li ° CONCRETE OR MASONRY BLOCKS AX WOOD BUCKS NOT BY GOPI GLASS MUST SUSTAIN LOADS IMPOSED. N 14 S.M.S. CTY, AS PER TYRE - A,B1, 1120R.0 ULLION ONE PIECE CUP ALTERNATE TO ANGLES ALL CASES 1/2" MAX. ALUM ANGLE 2 X 3/4 X 1 /8" - I -5/e" LONG (FOR 2" TUBE) \ 2 -5/8" LONG TOR 3" 5385) \ 3-5/9" LONG (100 4 ", 5" do 0" TUBES) \ ACCESS HOLE: \ # 14 S.MS. \ \ - 2, ANGLE (CHART A. & 01) V ANGLE (CHART E2 1k C) TUBE MU1.1,10N THIS SCREW CAN BE INSTALLEC IN EITHER-, DIRECTION Q14 F.H. S.M.S. 2/ .ANGLE (CHART A ,y BI) - 3/ ANGLE (CHART 82) 4/ ANGLE (CHART 5) ANCHOR E[AIL 1 g'ngr� JAVAD AHMA0 61V1!'' 1s('L Af 1�CI# `705921 C.A.N. 3538 I R01)001,4fVISGD 08 cw�qI Il t' ilh the FI8oldn ," a9ll,dg0de nwla *w /2.OZ2�. 04 Date !/.%�IT:P; i ) rn Z 0 25 0 N ENGCO Inc. Engineering Services ENGCO, Inc. CA 8116 6971 W. Sunrise Blvd #104 Plantation - Florida — 33313 Tel.: (954) 585 -0304 Fax (954) 585-0305 Ergco@ ad.com PRODUCT EVALUATION REPORT RULE 9&72.070 (1)(d)- EVALUATION REPORT FROM A PROFESSIONAL ENGINEER Report Number: 10-037 1- Date: 2- Manufacturer: 3- Product Name: 4- Evacuation Entity: 2125/20/0 Madena S.A. Honduras - San Manuel Cortes Series F4000 Mahogany Fixed Impact Windows Florida Professional Engineer Pedro Paulo M. De Figueiredo - PE 52609 6971 W. Sunrise Blvd. Suite 104 Plantation - Florida - 33313 5- Statement of Compliance: This product evaluation report is being issued per Rule Chapter No. 9B-72 section 9B- 72.070 (1) (d) of the Department of. Community Affairs - Florida Building Commission. The products covered by this report have proven to be in compliance with the Florida Building Code 2007, included but not limited to the following standards: TAS 201, TAS 202, TAS 203 and AF&PA NDS 2005. 6- Product Description: This product is a fixed type window designed, constructed C A /and tested to provide 1proteection from hurricane force winds and wind borne debris (Large & small E D v d ARlte►j n hANLIE RAI pet�pr�ssures and limitations state in this approval. Specification, QlikPi$tiitT GIs Wit: a er drawings 10 -037. This submittal has been reviewed for conformenc: concept and information given in contract completeness, dimensions quantities, sEq:: construction means and methods, sequence. . coordination with other trades and performance of the responsibility of the contractor. (t do exceptions taken ❑ Rejected with design s /Accuracy ns on ;rain Make corrections noted ❑ Revise end Resubmit Reviewer Submittal No. 7- Technical Documentation: 7.1- Approval Document: Drawings number 10-037 prepared by Engco, Inc. on 2/19/2010 sheets 1 through 8 of 8, titled "Series F4000 Mahogany Fixed Impact Windows" signed and sealed by Pedro De Figueiredo, PE. 7.2- Test Reports — TAS 202, TAS 201 (Large missile) and TAS 203 as per the Florida Building Code 2007 prepared by Hurricane Engineering & Testing Inc., reports #: 03 -1326, 03- 1828A, 03- 1828B, 03- 18280, 03- 1851, 03 -1852, 03 -1853 and 03 -1854. 7.3- Calculations: Calculations and design for window anchorage and analysis of test results, prepared by Engco, Inc. on 2/24/10 signed and sealed by Pedro De Figueiredo, PE. 8- Limitation and Conditions of use: 8.1— Product to be manufactured, designed and installed as per drawing specifications 10-037, prepared by Engco, Inc dated on 2119/10 and signed and sealed by Pedro De Figueiredo, PE. 9- Others: + +'+ pE FIG /q� off© ''�,ENS� po � 4 - No 526 9 : * . y T �. ,� '. SIN ' � �,• Z. 'flit► fi fiiieiredo FI. P.E. License: 52609 System ID: 2504 Interior side Exterior side Q SABANA WINDOWS] www.sabanawindows.com E -mail : sabanal @beltsouth.net Phone: 305.825.1045 Fax: 305.825.3805 Client: Deisy Polanco Front door Client signature: Model: All Information on this CAD drawings supersedes Information contained on on your quotation Date: Scale: 3/14/11 Drawn: Representative: J.L.C. JC Units: See schedule Sheet: 01 of 03 (1) PANEL DETAIL EXTERIOR SIDE INTERIOR SIDE (4) JUNCTURE DETAIL 1 3/4" (2) TOP PANEL DETAIL EXTERIOR SIDE INTERIOR SIDE (5) THRESHOLD EXTERIOR SIDE 1/8" - \ /-- 1118" Meta lic cover 1/811 1 3/4" INTERIOR SIDE J( 1 1" 112" 1 I /2" -118" 5/8" 10\ All Information on this CAD drawings supersedes Information contained on on your quotation [SABANA WINDOWS www.sabanawlndows.com E-mail : sabana1@bellsouth.net Phone: 305.825.1045 Fax 305.825.3805 Client: Deysi Polanco Model: Details of 01 of 03 Date: 3/14/11 Drawn: J.L.C. Representative: JC Scale: Units: See schedule Sheet: 02 of 03 HANDLES Handles Doble James/Trocadero Inside HINGES Square Hinges Deltana Solid Brass Doble James /Trocadero f- 4 I /2" - Operable and dummy Outside Doble James/Trocadero Operable and dummy Color Antique Brass SURFACEBOLTS 4 1 /2" Color Antique Brass MOULDINGS Casing 3/4 "x 4" Inside 3/4" Casing Imperial NO carving Outside 1 I /4" 5 I /4" - - -% Latices 1/4 "x1 1/2" Inside only I 1/2" '_1/4" Jamb Extension 3/4" y 4" Brickmolding 3/4 "x 1 1/2" Outside only 3/4" i_y I I /2" "' All Information on this CAD drawings supersedes Information contained on On your quotation SABANA WINDOWS www.sabanawindows.com E -mail : sabanal @bellsouth.net : Phone: 3018211045 Fax: 3018213805 Client: Deysi Polanco Details of 01 of 03 Specs: Wood color 072 +072 +003 apt Multibolt lock mechanism Hidden Cremone Safety Plus II Impact glass Clear /Clear Unit crated Yes No Mullcovers f 3/4" 5 1/4" y 3/4" 4" Date: 3/14/11 Drawn: J.L.C. Representative: JC Scale: units: See schedule sheet: 03 of 03 GENERAL NOTES: FLORIDA BUILDING CODE 2007 1- CODE: THIS PRODUCT HAS BEEN TESTED AND DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2007 EDITION HVHZ AND NON HVHZ (HIGH VELOCITY HURRICANE ZONES). 2- DEFINITION. THIS PRODUCT IS A FIXED MAHOGANY WOOD TYPE WINDOW WITH LARGE AND SMALL MISSILE IMPACT RESISTANCE. 3- POSTING. A. PERMANENT LABEL SHALL BE PROVIDED AS PER FBC 2007 SECTION 1714. 8. IT SHALL BE PLACED ON A READILY VISIBLE LOCATION AND A MINIMUM OF ONE LABEL PER OPENING 4- DESIGN LOADS. LOADS MUST BE CALCULATED BY A PROFESSIONAL ARCHITECT OR ENGINEER FOR EACH SPECIFIC PROJECT. THE CALCULATED DESIGNED PRESSURE MUST NOT EXCEED THE ALLOWABLE APPROVED PRESSURE. 5- MATERIAL, ALL WOOD PARTS TO BE SOLID OR LAMINATED MAHOGANY OR ANY OTHER SPECIES WITH SPECIFIC GRAVITY GREATER OR EQUAL TO 0.45. 6- FASTENERS, ASSEMBLY SCREWS AND ANCHORS SHALL BE AS SPECIFIED IN THIS CURRENT SET OF DRAWINGS. 7- USE IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, ARCHITECT OR ENGINEER OF RECORD TO VERIFY THE FOLLOWING. 7.1- THE STABILITY OF THE STRUCTURE WHERE THE UNIT IS TO BE ATTACHED INSURING PROPER ANCHORAGE. 7,2- THE SITE SPECIFIC PROJECT CRITERIA, SUCH AS BUT NOT LIMITED TO, LOCAL CODE REQUIREMENTS, DESIGNED PRESSURES ETC. 7.3- THAT THIS APPROVAL IS ADEQUATE TO THE SPECIFIC PROJECT. 8- 33 1/3% INCREASE IN ALLOWABLE LOADS HAVE NOT BEEN USED IN THE DESIGN OF THE ANCHORS FOR THIS PRODUCT APPROVAL, EXCEPT WOOD SCREWS WITH 1.6 INCREASE FOR WIND LOAD DURATION HAVE BEEN USED. 9- DISSIMILAR MATERIALS: MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL, THAT COME IN CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF 2007 FLORIDA BUILDING CODE, 10- WOOD BUCKS (Ix or 2x) BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. TABLE OF CONTENTS: SHEET 1 of 8 2 of 8 3 of 8 4 of 8 5 of 8 6 of 8 7 of 8 8 of 8 DESCRIPTION - GENERAL NOTES & MODEL TYPES - MODEL F4001 - MODEL F4002 - MODEL F4003 - MODEL F4004 - GLAZING DETAILS - ANCHORAGE DETAILS - WINDOW COMPONENTS MODEL F4001, F4002, F4003 & F4004 f�FW�'I MODEL F4001 RECTANGULAR WINDOW Pd® +75, -83 PSF DESIGNED RATING PRESSURES: PD= + 75 PSF, -83 PSF SMALL & LARGE MISSILE IMPACT MODEL F4002 ELLIPTICAL WINDOW Pd= +75, -83 PSF MODEL F4003 ARCHED WINDOW Pd= +75, -83 PSF FW MODEL F4004 DOUBLE WINDOW Pd= +75, -83 PSF FW MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: SERIES F4000 MAHOGANY FIXED IMPACT WINDOWS LARGE 8 SMALL MISSILE Engineering: +.Engt3a 3nr. CA 8116 6971 W. Sunrise Blvd. 104 Plantation, FI. 33313 ENGCOtD{ AOL.COM DRAFTING. PK DRAFTING A MORE REVISIONS: Date: 2/19/10 Scale: NA Design by: PPMF Drawing Number 10 -037 SHEET 1 of 8 A —MAX, 48' FW-- MAX. 60' FW 55 ' DLO MODEL F4001 - RECTANGULAR T SEALANT & BACKER ROD MAXIMUM 1/4' SHIM ANCHORAGE AS PER SHEET 7 CORNER CONSTRUCTION: BUTT JOINED WITH JAMB MEMBER RABBI TED TO 1 1 /9'. GLUE WAS APPLIED TO EACH CORNER AND JOINED WITH <91 *12X3 PHWS NOTCH JAMB 1 3/4' TO FIT SILL ( 2) #12X3 PH WOOD SCREWS MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: SERIES F4000 MAHOGANY FIXED IMPACT WINDOWS LARGE & SMALL MISSILE Engineering: +"FngTo Jnr. CA 8116 6971 W. Sunrise BIvd. 104 Plantation, Fl. 33313 ENGCO@AOL.COM DRAFT ING, PK DRAFTING & MORE REVISIONS: Date: 2/19/10 Scale: NA Design by: PPMF Drawing Number 10 -037 SHEET 2 of 8 MAX. .122' FH 48' FW—. —43 DLO MAX. 14'OC ® C1 r L I i 1 I 6 MAX. 16 fff 12'0C MODEL F4002 - ELLIPTICAL 0 n E- Z W ¢N' N 0w ex a. 3 6 #6X1. 1/4' DRY.WALI_ SCREWS AT 6' OC ARCH STRAP CONSTRUCTION' ARCH AND JAMBS ARE MITER CUT, GLUE STRAPPED W/ (2) ST I. STEEL STRAPS ARE ATTACHED TO WOOD FRAMING WITH #6XI 1/4' DRY WALL SCREWS MAXIMUM 1/4' SHIM SEALANT 8. BACKER ,ROD TWO ROWS ANCHORAGE AS PER, SHEET 7 MAXIMUM 1/4' SHIM SEALANT 4 BACKER ROD -iv • 1- w E T- " SEALANT 1. BACKER ROD MAXIMUM 1/4' SHIM TWO ROWS ANCHORAGE AS PER. SHEET 7 • CORNER CONSTRUCTION BUTT JOINED WITH JAMB MEMBER RABBITED TO 1 1/8'. GLUE WAS APPLIED TO EACH CORNER AND JOINED WITH (3) 1112X3 PHWS NOTCH JAMB 1 3/4' TO FIT SILL 3) # 2X3 PH WOOD SCREWS MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS P17ODUCT: SERIES F4000 MAHOGANY FIXED IMPACT WINDOWS LARGE & SMALL MISSILE Engineering: +EngTu Jnr. CA 8118 6971 W. Sunrise BIvd. 104 Plantation. FL 33313 ENGCO©AOL.COM 104.0. ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 609 : * STAE OF Via; *. �FCOR10a•' $'I ��{{aa o" ,d IzOnai Pedro De Fl9u*ed' PE 52609 DRAFTING• PK DRAfTIN6 & MORE REVISIONS: Date: 2/19/10 Scale: NA Design by PPMF Drawing Number 1.0 -03.7 SHEET 3 of 8 —MAX. 48' F4— — 432' DLO- - MAX. 14' OC m m MAX, 14- 1 /2'OC in C1 SECTION WITH 12' LONG ST1 MODEL F4003 - ARCHED TWO ROWS ANCHORAGE AS PER SHEET 7 MAXIMUM 1/4' SHI SEALANT & BACKER ROD MAXIMUM 1/4' SHIM #6X1 1/4' DRY WALL SCREWS AT 6' OC FRAME WIDTH ARCH STRAP CONSTRUCTION: ARCH AND JAMBS ARE MITER CUT, GLUE AND STRAPPED W/ (2) ST1. STEEL STRAPS ARE ATTACHED TO WOOD FRAMING WITH #6X1 1/4' DRY WALL SCREWS SEALANT & BACKER ROD MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: SERIES F4000 MAHOGANY FIXED IMPACT WINDOWS" LARGE & SMALL MISSILE FRAME WIDTH OR HEIGHT Engineering: +.EngTa 3nr. CA 8116 6971 W. Sunrise Blvd. 104 Plantation, FI.33313 ENGCO @AOL.COM SEALANT & BACKER ROD MAXIMUM 1/4' SHIM TWO ROWS ANCHORAGE AS PER SHEET 7 CORNER CONSTRUCTION: BUTT JOINED WITH JAMB MEMBER RABBI TED TO 1 1/9'. GLUE WAS APPLIED TO EACH CORNER AND JOINED WITH 3) #12X3 PHWS NOTCH JAMB 1 3/4' TO FIT SILL (3) # 2X3 PH WOOD SCREWS Engineer Seal Pedro De Flguelredo PE 52609 DRAFTING PK DRAFTING it MORE REVISIONS: Date: 2/19/10 Scale: NA Design by: PPMF Drawing Number 10 -037 SHEET 4 of 8 - --MAX. 48' FW —43 DLO S L SEE SHEET 8 FOR MULLION CONNECTION MAX. 48' FW DLO— MAX. 14 -1 /2' 0C 12' CC ILi4 12ADC �5{` u1 MAX. SEE SHEET 8 FOR MULLION CONNECTION MODEL F4004 - DOUBLE 1/4X2' WOOD SCREWS 5' FROM ENDS AND 14' OC #8X1 3/4' FHWS SPACED AT 8' OC SEALANT & BACKER ROD MAXIMUM I /4' SHIM ANCHORAGE AS PER SHEET 7 MULLION CONSTRUCTION. MULLION WAS FORMED BY USING A 5/8X4' STEEL PLATE IN BETWEEN TWO PART #6'SHAPES. DOW 995 SILICONE TO BE APPLIED TO THE SURFACE OF EACH PART #6 RECESS. THE TWO PART #6 SHAPES WERE FURTHER JOINED BY USING 1/4X2' WOOD SCREWS STARTING AT 5' FROM ENDS AND 14. OC, 5 /8X4 STEEL REINF. FULL LENGTH #8X1 3/4' FHWS SPACED AT 8' OC CORNER CONSTRUCTION: BUTT JOINED WITH JAMB MEMBER RABBITED TO 1 1/8'. GLUE WAS APPLIED TO EACH CORNER AND JOINED WITH (5) #12X3 PHWS NOTCH JAMB 1 3/4' TO FIT SILL (5) #12X3 PH WOOD SCREWS MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: SERIES F4000 MAHOGANY FIXED IMPACT WINDOWS LARGE & SMALL MISSILE Engineering: +.EngTO Jnr. CA 8118 6971 W. Sunrise Blvd. 104 Plantation, F!. 33313 ENGCO@AOL.COM rr'''M ODE %L o • ENgF FAR <oo No. 2609 * ST OF Engineer Seal Pedro De Flgueiredo PE 52609 DRAFTING PK AFTDRAFTING 8 MORE REVISIONS: Date: 2/19/10 Scale: NA Design by: PPMF Drawing Number 10 -037 SHEET 5 of 8 F4001 WINDOWS TYPICAL GLAZING DETAIL 012X2' WOOD SCREWS SPACED AT 8' OC GLASSLAM SAFETY PLUS II IMPACT LAMINATED GLASS WITH 1 3/4' PERIMETER PET FLAP EXTENDING 1/2' INTO SPII INTERLAYER, CONSISTED OF. (2) 1/4' GLASS (ANNEALED, HEAT STRENGTHENED OR TEMPERED), WITH 1/8' SP II INTERLAYER. #12X2' WOOD SCREWS SPACED AT 8' DC F4002 & F4003 WINDOWS TYPICAL GLAZING DETAIL #8X1 3/4' WOOD SCREWS SPACED AT 8' OC GLAZING METHOD THE GLASS WAS GLAZED WITH SILICONE BEDDING WHICH WAS 1 1/8' WIDE USING DOW CORNING 995 SILICONE STRUCTURAL ADHESIVE ON GLASS STOP AND 3/4' UNDER THE GLAZING STOP. THE GLASS WAS PLACED WITH PET FILM EXTENDING 3/4' UNDER THE GLAZING STOP. F4004 WINDOWS TYPICAL GLAZING DETAIL #8X1 3/4' WOOD SCREWS SPACED AT 8' OC GLASSLAM SAFETY PLUS II IMPACT LAMINATED GLASS WITH 1 3/4' PERIMETER PET FLAP EXTENDING 1/2' INTO SPII INTERLAYER, CONSISTED OF ■ <2) 1/4' GLASS < ANNEALED, HEAT STRENGTHENED OR TEMPERED), WITH 1/8' SP II INTERLAYER. #8X1 3/4' WOOD SCREWS SPACED AT 8' OC GLASSLAM SAFETY PLUS II IMPACT LAMINATED GLASS WITH 1 3/4' PERIMETER PET FLAP EXTENDING 1/2' INTO SPII INTERLAYER, CONSISTED OF <2) 1/4' GLASS (ANNEALED, HEAT STRENGTHENED OR TEMPERED), WITH 1/8' SP II INTERLAYER. 8X1 -3/4' WOOD SCREWS SPACED AT 8'OC tip GLAZING METHOD THE GLASS WAS GLAZED WITH SILICONE BEDDING WHICH WAS 1 1/8' WIDE USING DOW CORNING 995 SILICONE STRUCTURAL ADHESIVE ON GLASS STOP AND 3/4' UNDER THE GLAZING STOP, THE GLASS WAS PLACED WITH PET FILM EXTENDING 3/4' UNDER THE GLAZING STOP, GLAZING METHOD THE GLASS WAS GLAZED WITH SILICONE BEDDING WHICH WAS 1 1/8' WIDE USING DOW CORNING 995 SILICONE STRUCTURAL ADHESIVE ON GLASS STOP AND 3/4' UNDER THE GLAZING STOP, THE GLASS WAS PLACED WITH PET FILM EXTENDING 3/4' UNDER THE GLAZING STOP. MAXIMUM FW x,FH MAXIMUM GLAZING DLO. MAXIMUM DLO GLASS TYPE WIDTH HEIGHT WIDTH HEIGHT 48 122 43 3/8 117 3/8 3 & C 40 122 35 3/8 117 3/8 A, B & C 48' 84 43 3/8 79 3/8 A, B & C 60 58. 5 55 3/8 53 3/8 A, B & C A- (2) 1/4' GLASS ANNEALED WITH 1/8' SP II INTERLAYER. 8- <2) 1/4' GLASS HEAT STRENGTHENED WITH 1/8' SP II INTERLAYER, C- (2) 1/4' GLASS TEMPERED, WITH 1/8' SP II INTERLAYER, MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: SERIES F4000 MAHOGANY FIXED IMPACT WINDOWS LARGE & SMALL MISSILE Englneering: 1En4(Iu inn. CA 8116 6971 W. Sunrise Blvd. 104 Plantation, Fl. 33313 ENGCOQ AOL.COM rN/ // / /ri „, ,i�oM oEN FU% <41 No. 2609 * *c ST OF / 11. O FA IOP•.....pp $ l Rio Engineer Seel Pedro De Fl uelredo PE 52609 DRAFTING PK DRAFTING & MORE REVISIONS: Date: 2/19/10 Scale: NA Design by: PPMF Drawing Number 10 -037 SHEET 6 of 8 SEALANT MODEL F4001 MAX. 1/4'SHIM FRAMING ANCHOR TYPE A 1 MIN. 2 1/2' MIN. 2 1/2' •- EDGE EDGE DISTANCE .DISTANCE MAX. 1/4' SHIM SEALANT FRAMING ANCHORAGE NON STRUCTURAL 1X6 PT WOOD BUCK TO BE DESIGNED BY OTHERS FRAMING ANCHOR MAX. 1/4' TYPE B SHIM HIM SEALANT (— MIN. 2 1/2' EDGE DISTANCE MIN. 2 1/2' EDGE DISTANCE STRUCTURAL 2X6 PT WOOD BUCK TO BE DESIGNED BY OTHERS FRAMING — 1 ANCHOR TYPE C J w SEALANT MAX, 1 /4'SHIM FRAMING ANCHOR TYPE D MINIMUM 1 /8' ASTM A36 STRUCTURAL STEEL OR 6063 -T6 ALUMINUM ANCHORAGE NOTES: 1- SILL, JAMB AND HEADER WITH TYPE A, 8, C OR D ANCHOR OPTIONS, 2- SEE ELEVATIONS FOR WINDOW ANCHORAGE SPACING AND LAY -OUT. ANCHOR OPTIONS: A- 1/4' ITW TAPCON W/ MIN. 1 -1/4' EMBEDMENT INTO 3000 PSI CONCRETE OR MASONRY B- 1/4' ITW TAPCON THROUGH 1X6 PT WOOD BUCK AND WITH 1 -1/4' EMBEDMENT INTO 3000 PSI CONCRETE OR MASONRY C- 1/4' ITW TAPCON WITH 1 1/2' EMBEDMENT INTO 2X6 PT WOOD BUCK D- 1/4' -14 GRADE 5 SELF DRILLING SCREWS INTO MIN, 1/8' METAL STRUCTURE MODEL F4002, F4003 & F4004 SEALANT MAX. 1 /4'SHIM // FRAMING /. ANCHOR SG 1 TYPE A MIN. 2 1/2' EDGE DISTANCE MIN. 2 1/2'_,_ EDGE DISTANCE MAX, 1/4' SHIM SEALANT NON STRUCTURAL 1X6 PT WOOD BUCK TO BE DESIGNED BY OTHERS FRAMING ANCHOR MAX. TYPE B SHIM HIM SEALANT M N. 2 1/2' EDGE DISTANCE MIN. 2 1/2' EDGE DISTANCE STRUCTURAL 2X6 PT WOOD BUCK TO BE DESIGNED BY OTHERS FRAMING — 1 ANCHOR ,'- I 11,71 TYPE C iir.14.111 SEALANT MAX. 1/4'SHIM FRAMING ANCHOR _1:4 ///-FRAMING TYPE D MINIMUM 1/8' ASTM A36 STRUCTURAL STEEL OR 6063 -T6 ALUMINUM MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: SERIES F4000 MAHOGANY FIXED IMPACT WINDOWS LARGE & SMALL MISSILE Engineering: IEngOn CA 8116 6971 W. Sunrise Said. 104 Plantation, FI. 33313 ENGCO@AOL.COM Engineer Seel Pedro De Fl ueiredo PE 52609 DRAFTING. PK ORAIFTING a MOUE REVISIONS: Date: 2/19/10 Scale: NA Design by: PPME Drawing Number 10 -037 SHEET 7 of 8 3i 1- SOLID MAHOGANY FRAME HEADER, JAMB OR SILL 8 miv 1R1-II 2 11 4- LAMINATED MAHOGANY ARCH FRAME HEADER I-1 11-4E 2 I 5- SOLID MAHOGANY FRAME JAMB 6- SOLID MAHOGANY FRAME MULLION, HEADER & SILL ON DOUBLE WINDOWS WINDOW COMPONENTS MODELS F4001, F4002, F4003 & F4004 ST2- STEEL POST MULLION REINF, 5/8X4 STEEL REINF, POST WELDED TO TOP & BOTTOM BASE PLATES 5/8 -4X8 STEEL BASE PLATE WD3- SOLID MAHOGANY INTERIOR GLAZING STOP 3A- SOLID MAHOGANY INTERIOR GLAZING STOP 2- SOLID MAHOGANY EXTERIOR GLAZING STOP MULLION BASE PLATE CONNECTION <8) 3 /8'LAG SCREWS W/ 1 1/2' MINIMUM EMBEDMENT INTD WOOD (G) "O. 55) <81 3/8' WEDGE BOLTS W/ 2' EMBEDMENT INTO 3000 P51 CONCRETE. 3' MINIMUM EDGE DISTANCE (8X) 1/2' HOLES <X2) 1/4 X4' 070 FILLED WELD #6X1 1/4' DRY WALL SCREWS AT 6' OC 071- STEEL STRAP ARCH WINDOW STRAP TO JAMB BILL OF MATERIALS UtJLAIPIIUN SIZE REMARKS ITEM# 1 FRAME <HEADER, SILL & JAMS) 1.75' x 6.00 SOLID MAHOGANY 2 EXTERIOR GLASS STOP 1.69' x 1.13' SOLID MAHOGANY 3 INTERIOR GLASS STOP 1. 00' x 0. 50' SOLID MAHOGANY 3A ALTERNATE INT. GLASS STOP 1. 50' x 0. 50' SOLID MAHOGANY 4. FRAME (ARCH & ELLIPTC HEADER 1. 75' 1. 75' x 6. 00' x 6. 00' LAMINATED MAHOGANY SOLID MAHOGANY '5 FRAME (ARCH & ELI,IPTC JAMB) 6 FRAME (MULL, HEADER & SILL) 1. 75' x 6. 00' SOLID MAHOGANY Sri, (X2) STEEL STRAP 0. 13' x 1. 22' ASTM A36 STEEL ST2 MULLION STEEL REINFORCEMENT 0. 63' x 4. 00' ASTM A36 STEEL GLI ANNEALED IMPACT GLASS 9/16' NOMINAL GLASSLAM SAFETY PLUS II 042 HS IMPACT GLASS 9/16' NOMINAL GLASSLAM SAFETY PLUS II GL3 TEMPERED IMPACT GLASS 9/16' NOMINAL GLASSLAM SAFETY PLUS II MADEN CALLE PRINCIPAL FRENT'. CEMENTERIO.LA SABAN" HONDURAS PRODUCT: SERIES F4000 MAHOGANY FIXED IMPACT WINDOWS LARGE & SMALL MISSILE: Engineering +.EngQgo CA 8116 6971 W. Sun61Me Blvd. 104 Plantation, F! ;$3313 ENGCOGAOL.COM Engineer Seal Pedro Ile Fgueiredo Pic 52809 DRAFTING: PK DR+AFFING & MO REVISIONS: Date: 2/19/10 Scale: NA Design by PPMF Drawing Number 10 -037 SHEET 8 of 8 Florida Building Code Online Page 1 of 2 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stets & Facts Publications FBC Staff BCIS Site Map Links Search Communi Affairs Product Approval USER: Public User Product Aaprovai Menu > Product or Application Search > Application List > Application Detail FL # FL13362 Application Type New Code Version 2007 Application Status Approved Comments Archived Product Manufacturer Address /Phone /Email Madena calle principal frente al cementerio Le Sabana, NON -US 00000 (786) 319-4112 madena. hn @hotmai 1. com Authorized Signature Hortensia Orellana madena.hn@hotmail.com Technical Representative Address /Phone /Email Quality Assurance Representative Address /Phone /Email Category Subcategory Compliance Method Exterior Doors Swinging Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who Pedro De Figueiredo EDWARD developed the Evaluation Report �j EDYy RD kdt n N E1\S, [ P.E. PE -52609 Quality Assurance Entity National Accreditation and Management Institute CON S U lalitiGssENG kNiErricRISpiration Date 12/31/2010 Validated By Jesus Gonzalez, P.E. This submittal has been reviewed for conformance with desigrevalidation Checklist - Hardcopy Received concept and information given in contract documents. Accuracy completeness, dimensioWnsItHillifilegd,encgafety precautith3 362 RO COI 09-241 CA.pdf construction means and methods, a Weir Ma 400f construction coordination with other tral6Trgl4el erTCirPi�nCYc�a bT fs A V reardard TAS 201 the responsibility of the contractor. i�� a TAS 202 TAS 203 No exceptions taken I Make corr-ctions noted Revie ❑ Rejected Equivalence of Product Standards Certified By 0 Revise and Resubmit Sections from the Code Submittal No. Date Year 1994 1994 1994 . 1!„ ...., A..r,llahi ;Mina nre /nr /nr ann dtl. aspx? param= wGEVXQwtDquFsbTbiD/o2b3jR... 2/9/2010 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted Date Validated Date Pending FBC Approval Date Approved 12/18/2009 01/04/2010 01/05/2010 02/02/2010 Page 2 of 2 u1Irrl,do y .i r1 vuu..a. FL # Model, Number or Name Description 13362.1 Madena Glazed Swing -out Wood Door Swing -out type door designed, constructed and tested to provide protection from hurricane force winds and wind borne debris Limits of Use Approved for use in Approved for use outside Impact Resistant: Yes Design Pressure: +75/ Other: Products shall Dwg 09 -243 HVHZ: Yes HVHZ: Yes -83 be manufactured and installed per Installation Instructions FL13362 RO II 09 -243 dwq.pdf Verified By: Pedro De Figuereido 52609 Created by Independent Third Party: Yes Evaluation Reports FL13362 RO AE 09 -241 PED.pdf Created by Independent Third Party: Yes 13362.2 Madena Solid Swing -out Wood Door Swing -out type door designed, constructed and tested to I provide protection from hurricane force winds and wind borne debris Limits of Use Approved for use in Approved for use outside Impact Resistant: Yes Design Pressure: +75/ Other: Products shall Dwg 09 -241 HVHZ: Yes HVHZ: Yes -83 be manufactured and installed per Installation Instructions FL13362 R0 II 09 -241 dwq.pdf Verified By: Pedro De Figuereido 52602 Created by Independent Third Party: Yes Evaluation Reports Ft.13362 RO AE 09 -241 PED.pdf Created by Independent Third Party: Yes l: Next j DCA Administration Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee, Florida 32399 -2100 (850) 487 -1824, Fax (850) 414 -8436 © 2000 -2010 The State of Florida. All rights reserved. Privacy Statement ( Copyright Statement 1 Accessibility Statement 1 Plug -in Software 1 Customer Service Survey 1 Contact Us Product Approval Accepts: 101 . 11..,, nro /nr /nr ann dtl. aspx? param= wGEVXQwtDquFsbTbi %2b3jR... 2/9/2010 GENERAL NOTES: FLORIDA BUILDING CODE 2007 1- CODE, THIS PRODUCT HAS BEEN TESTED AND DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 2007 INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ), 2- DEFINITION, THIS PRODUCT IS A SWING OUT WOOD TYPE DOOR DESIGNED, CONSTRUCTED AND TESTED TD PROVIDE PROTECTION FROM HURRICANE LIMITATIONS ILE) ONS STATED IN THIS APPROVAL, 3- POSTING, A PERMANENT LABEL SHALL BE PROVIDED AS PER FBC 2007 SECTION 1714.8. IT SHALL BE PLACED ON A READILY VISIBLE LOCATION AND A MINIMUM OF ONE LABEL PER OPENING 4- DESIGN LOADS THE DESIGNED LOADS MUST BE CALCULATED BY A PROFESSIONAL ARCHITECT OR ENGINEER FOR EACH SPECIFIC PROJECT. THE CALCULATED DESIGNED PRESSURE MUST NOT EXCEED THE ALLOWABLE WINDOW PRESSURE, 5- MATERIAL, ALL WOOD PARTS TO BE SOLID OR LAMINATED MAHOGANY OR ANY OTHER SPECIES WITH SPECIFIC GRAVITY GREATER OR EQUAL TO 0. 45. 6- FASTENERS, ASSEMBLY SCREWS AND ANCHORS SHALL BE AS SPECIFIED IN THE CURRENT SET OF DRAWINGS. INSTALLATION AND LOADS AS PER THIS APPROVAL ANCHOR QUANTITY & SPACING MUST NOT EXCEED THE MAXIMUM LIMITS SPECIFIED BY THIS APPROVAL, 7- USE IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, ARCHITECT OR ENGINEER OF RECORD TO VERIFY THE FOLLOWING, 7. 1- THE STABILITY OF THE STRUCTURE WHERE THE PRODUCT IS TO BE ATTACHED INSURING PROPER ANCHORAGE. 7, 2- THE SITE SPECIFIC PROJECT CRITERIA, SUCH AS BUT NOT LIMITED TO, LOCAL CODE REQUIREMENTS, DESIGNED PRESSURES ETC. 7, 3- THAT THIS APPROVAL IS ADEQUATE TO THE SPECIFIC PROJECT. 8- 33 1/3% INCREASE IN ALLOWABLE LOADS HAVE NOT BEEN USED IN THE DESIGN OF THE ANCHORS FOR THIS PRODUCT APPROVAL, HOWEVER, WOOD SCREWS WITH 1.6 INCREASE FOR WIND LOAD DURATION HAVE BEEN USED. 9- DISSIMILAR MATERIALS, MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL, THAT COME IN CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF 2007 FLORIDA BUILDING CODE, 10- PROPERLY LY BUCKS (lx THE STRUCTURE. ANCHORED STRUCTURE, TABLE OF CONTENTS: CONTENT SHEETS GENERAL NOTES & MODEL TYPES 1 DOOR PANEL OPTIONS 2 MODEL A DESIGN 3, 4, 5, 6 MODEL B DESIGN 7, 8, 9, 10 MODEL C DESIGN 11, 12, i3, 14, 15, 16, 17 x SEE SHEET 2 FOR PANEL OPTIONS FW z L_ x / \ 4 t v / x / 4 * MODEL Al RETANGULAR SHAPES Pd= +53, -70 PSF MODEL A - 6'X8' AND 3'X8' MODELS FWH L7 MODEL A2 ELLIPTICAL SHAPES Pd= +53, -70 PSF MODEL A3 ARCHED SHAPES Pd= +53, -70 PSF * SEE SHEET 2 FOR PANEL OPTIONS FW MODEL B1 RETANGULAR SHAPES Pd= +53, -70 PSF MODEL B - 6'X10' AND 3'X10' MODELS MODEL B2 ELLIPTICAL SHAPES Pd= +53, -70 PSF MODELB3 ARCHED SHAPES Pd= +53, -70 PSF MODEL C - 6'X10' AND 3'X10' MODELS SEE SHEET 2 FOR PANEL OPTIONS FW 44. V / L_. FW FW MODEL C RETANGULAR SHAPES Pd= +53 -70 PSF (10') Pd= +75, -83 PSF (9') MODEL C2 ELLIPTICAL SHAPES Pd= +75, -83 PSF MODEL C3 ARCHED SHAPES Pd= +75, -83 PSF MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE. Engineering: +"Eng( o Jnr. CA 8116 8971 W. Sunrise Blvd. 104 Plantation, P1. 33313 ENGCO@AOL.COM 1 ", gena ti * +arc Engineer Seal Pedro De Flgueiredo PE 52609 DRAFTING, PK DRAFTING & MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 1 of 17 DOOR PANELS OPTIONS EXAMPLES FOR SINGLE DR MULTIPLE PANELS WITH TRUE HORIZONTAL MUTINS NOTES: 1- DOOR PANELS MAY BE RECTANGULAR, ARCHED OR ELLIPTICAL. 2- PANEL CONFIGURATIONS WITH APPLIED FALSE MUTINS CAN BE FREELY CONFIGURED LIMITED ONLY BY THE MAXIMUM PANEL SIZE AND MINIMUM THICKNESS ALLOWABLE 3- ONLY HORIZONTAL TRUE MUTIN IS AVAILABLE ,0 o � I I 1 1 a. EXAMPLES FOR SINGLE PANEL WITH LAMINATED APPLIED FALSE MUTINS EXAMPLES FOR MULTIPLE PANELS WITH LAMINATED APPLIED FALSE AND TRUE MUTINS MADENA S. A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: Enq(IS i �nr. CA 6116 6971 W. Sunrise Blvd. 104 Plantation, FI. 33313 ENGCO@AOL.COM ��rr� prrrnrrrn'�. :%`% - sEFioo a a :' N0, 609 'S * _'* {{ of, ss; ODD4Vi p�. rr t; Engineer Seal Pedro De Figueiredo PE 52609 DRAFTING■ PK DRAFTING & MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 2 of 17 MAXIMUM 6X8' AND 3'X8' MODELS - RATED: +53, -70 PSF PART# NAME DESCRIPTION 18 WINGE PANEL ANDFRAME1(7(8 STEEL SECURED TO PANEL x 0. ) #10X1. 5 WOOD SCREWS. 182 HINGE LEAF - JARDINIER BRAN23 10X1.5 WOOD SCREWS. 19 LOCK <1) PER ACTIVE OR INACTIVE STILE- SCHELEGEL MULTI -BOLT LOCK WITH BRASS KEEPER SET, 52rim BS 8' FULL LENGTH STAINLESS 19A LOCK ERMASSARDBRAND T STILE JARDINIER D VERROUSA ENTAILER REF 321 WITH 0. 312" DIAM. x 0. 567" THROW AT TOP AND BOTTOM. CENTER HANDLE RDUSTIQUE CODE 042100 MODEL RY 59 FASTENED WITH (4) #10x 1.25'. (7) 2, 4 °x 1.656° WIDE STEEL CLASSIC GUIDES SECURED W/ (2) #10x 1.25 EXCEPT TOP AND BOTTOM HAD (2) 0.125 °x 3° MS WITH DOUBLE NUTS. LOCKING THROW BOLT WAS MADE OF 0. 625' DIAM. SEMI -TUBE x 0, 154' THICK x 35' LONG AT BOTTOM AND 57.5 LONG AT TOP WITH THE 3' ENDS FILLED WITH A WELDED 0. 125' WIDE STEEL PLATE. THE STRIKE PLATE WAS MADE OF 0. 25' STEEL. 20 BOLT (2) PER ACTIVE AND INACTIVE STILE - 2. 75x 4, 5x0. 085' NATIONAL BRAND THROW BOLT CONNECTED WITH (6) 1/4 -20 SS MS AND NUTS. PART# NAME DESCRIPTION 118 HINGE SECURED TO PANEL p 3 5 ' STEEL PANEL ANDFRAMEW(8) #10X1S5 WOOD SCREWS. 119 LOCK BF PER SETT, 52Mri MULTI-BOLT 10' FULL LENGTH STAINLESS, WITH 0. 25' STEEL STRIKE PLATE 120 BOLT (2) PER ACTIVE STILE - IVES MODEL 453 SECURED TO PANEL WITH (4) 0.25'-20 SS MS AND NUTS. 1202 BOLT (2) PER INACTIVE STILE - JARDINIER MASSARD BRAND VERROUS A ENTAILER REF 321 WITH 0. 312' DIAM, x 0. 567' THROW AT TOP AND BOTTOM. THE STRIKE PLATE WAS MADE OF 0. 25' STEEL. 120B BOLT NATIONAL IBRAND VTHROW L O DIAMETER (6) 1/4 -20 SS MS AND NUTS. MODEL A - HARDWARE OPTIONS EXAMPLES HINGE LAY OUT ELEVATION 74 3/4" N z X E ri- 9- 74 7/8' 20-1 19 20 INACTIVE ACTIVE EXAMPLES LOCK & BOLTS LAY OUT ELEVATION MAXIMUM 98' 74 3/4' 18 18A 118 ACTIVE 18 188 116 INACTIVE 74 3/4' MAXIMUM 98' 20-1 19 20 9A INACTIVE ACTIVE NOTES: 1- HARDWARE 18, 19, 19A, 20 CAN BE INTERCHANGEABLE BY 118, 119, 120, 120A, 120B AND VICE -VERSA 2- SINGLE LEAF DOORS WILL USE ONLY HARDWARE FROM ACTIVE LEAF, MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTER*, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: +EngQIo 3nr. CA 8116 6971 W. Sunrise Blvd. 104 Plantation, Fi. 33313 ENGCO@AOL.COM e a ` No. 2609 t. 9 2 Engineer Seal Pedro De Flguelredo PE 52609 DRAFTING PK DRAFTING & MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 3of17 7i 12 5 ANCHORS AT 4' OC 12 7i 12 12 ' 12 ANCHORS AT 4' DC 12 2 5 ANCHORS AT 4'OC 12 7A 1 V1 U V1 U ❑ a , U N U N z-- z r- r n,‹ n a 4 ANCHORS 7n AT 8' OC '2 4 ANCHORS AT 8' OC 4 1 ANCHORS 1 72 AT 8' DC 72 12 12 4'12'12 ANCHORS AT 4'OC 4 ANCHORS AT 8' OC MODELS Al , A2 AND A3 - DOOR ANCHORAGE MAXIMUM 6'X8' AND 3X8' MODELS RATED: +53;70 PSF 5 ANCHORS AT 4'OC 5 ANCHORS AT 10 "OC 1212 4'12'12 ANCHORS AT 4' OC 7i . I 4 ANCHORS AT 8' OC (4 U IZ ❑ 0 N UN 4 ANCHORS AT 8° DC TYPE A Al B 51 D 81 E DESCRIPTION 1/4' TAPCON/ ULTRACON W/ 1 -3/4' INTO CONCRETE 1/4' TAPCDN/ ULTRACON W/ 1 -3/4' INTO CONCRETE W/ 1X BUCK 1/4' TAPCON/ ULTRACON 1-1/2' INTO 22 WOOD BUCK 1/4' TAPCON/ ULTRACON 1 -1/2' INTO 2X WOOD BUCK W/ IX BUCK 1/4' -14 GRADE 5 SDS INTO 1/8' METAL 1/4' -14 GRADE 5 SOS INTO 1/8' METAL W/ 1X BUCK 1/4' TAPCON/ ULTRACON 1 -3/4' INTO GF BLOCK W/ OR W /OUT 1X BUCK 1- MINIMUM 3000 PSI CONCRETE 2- WOOD BUCK MADE OF PT SOUTHERN PINE (SG> =0.55) 3- ED - EDGE DISTANCE NOT INCLUDING WALL DRESSING 4- 1/8' METAL MADE OF 6063 -T6 ALUMINUM OR ASTM A36 STEEL 5- IX AND 2X BUCK TO BE PROPERLY DESIGNED BY OTHERS TO TRANSFER LOADS TO THE MAIN STRUCTURE 6- USE 2 -1/2' EDGE DISTANCE FOR CONCRETE AND 3/4' FOR WOOD AND METAL 7- ANCHOR TYPE E APPLICABLE ONLY ON JAMBS MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE 8 SMALL MISSILE Engineering: +.EngTo tnr. CA 8116 6971 W. Sunrise Blvd. 104 Plantation, P1. 33313 ENGCO @AOLCOM �''''''�E FIQU"b ```a�� GENSF GO Via: to. Boo', A9O��`O OF'r, SSlON et DEC 1 4 2009 Englneer Seal Pedro De Flgueiredo PE 52809 DRAFTING PK DRAFTING & MORE REVISIONS: Date: 11 /24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 4 of 17 —Iv ANCHORS TYPE A, A1, B, 51, D, D1 SPACED AS PER ELEVATION IF REQUIRED 1X OR 2X PT WOOD BY OTHERS MUST BE PROPERLY ANCHORED IN ORDER TO TRANSFER LOAD TO THE STRUCTURE Qw °z •x,a CL) HEAD 0 OPTIONAL HORIZONTAL MID PANEL z Z 0 FRAME HEIGHT Aw °z SILL -CU h ANCHORS TYPE A OR B SPACED AS PER ELEVATION MODEL A - DOOR SECTIONS MAXIMUM 6'X8' AND 3'X8' MODELS RATED: +53,-70 PSF ANCHORS TYPE A, Al, 3, 51, 0, D1, E SPACED AS PER ELEVATION FRAME WIDTH DOOR OPENING O LOCK STILES OJAMB HINGE i1 w000 5 9 WOOD PANEL PANEL IH1 IF REQUIRED IX OR 2X PT WOOD BY OTHERS MUST BE — PROPERLY ANCHORED IN ORDER TO TRANSFER LOAD TO THE STRUCTURE IF REQUIRED IX OR 2% PT WOOD BY OTHERS MUST BE PROPERLY ANCHORED IN ORDER TO TRANSFER LOAD TO THE STRUCTURE ANCHORS TYPE A, Al, B, B1, D, 01, E SPACED AS PER ELEVATION EMBED O JAMB LOCK MAO. i• SHIM ALL WOOD IN CONTACT WITH MASONRY OR CONCRETE TO BE PROTECTED PER FBC 2326 MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: +.Eng(In .Jrtr. CA 8116 6971 W. Sunrise Blvd. 104 Plantation, F1. 33313 ENGCO@AOL.COM Engineer Seal Pedro De Flguelredo PE 52809 DRAFTDRAINGi PK FTING S MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 5 of 17 GENERAL DESCRIPTION RECTANGULAR MAX, FRAME SIZE = 74 MAX. PANEL SIZE = 35 MINIMUM RAISED PANEL ARCHED MAX. FRAME SIZE = 73 MAX. PANEL SIZE = 36 MINIMUM RAISED PANEL ELLIPSE MAX. FRAME SIZE = 74 MAX, PANEL SIZE = 35 MINIMUM RAISED PANEL 3/4' X 97 5/8 "X 6' DEEP FRAME 15/16' X 95 7/16' X 2 1/8' DEEP THICKNESS = 1 1/2' THICK 3/4° X 97 1 /2'X 6° DEEP FRAME 5/16' X 95 7/16' X 2 1/8' DEEP THICKNESS = 1 1/2' THICK 7/8' X 97 7/8' X 6' DEEP FRAME 5/16' X 95 7/16' X 2 1/8' DEEP THICKNESS = 1 1/2' THICK WATER TEST PRESSURE1 ±8 PSF (53.33 DP) MODELS Al , A2 AND A3 - DOOR BILL OF MATERIAL MAXIMUM 6'XB' AND 3'XB' MODELS RATED: +53, -70 PSF FRAME & PANEL GENERAL NOTES 1- FRAME ASSEMBLY NOTES$ EACH SOLID MAHOGANY WOOD FRAME HEAD, SILL & JAMBS ARE 6' DEEP AND THE CORNERS ARE BUTT JOINED WITH WOOD GLUE AND FASTENED WITH (4) #14X3' WOOD SCREWS IN EACH CORNER. 2- PANEL ASSEMBLY NOTES EACH SOLID MAHOGANY WOOD STILE & RAIL IS 2 1/8' 1 /2'thlck x3'x3' TENON AND WOOD GLUE JOINT. 3- INSTALLATION SEALANT NOTES THE FRAME AND ALL EXPOSED INSTALLATION FASTENERS MUST BE PROPERLY SEALED WITH 'GE' STOCK GE012A SILICONE. DEEP AND THE CORNERS, PANEL ATTACHMENT DETAIL 1 1/2' THICK SOLID PINE WOOD PANEL PLACED IN A 1' X 1 1/4' BEDDING IN RAILS AND STILES AND A 1' X 1 -1/4' X 1/2' X .051' THICK CONTINUOUS GE WINDOW & DOOR STOCK # GE012A CLEAR SILICONE BEAD. A 1/2 X 13/16 WOOD MOULDING CONNECTED WITH #8X1 1/2' WOOD SCREWS SPACED AT 9'OC. 1 -1/2' .SOLID PINE WOOD PANEL 1+-1. 50 --.- 0. 051' CONTINUOUS GE 012A CLEAR SILICONE OUTSIDE #8x1 -1/2' WOOD SCREWS SPACED AT 9'OC 2.13 DOOR RAILS AND STILES BILL OF MATERIALS ITEM# DESCRIPTION SIZE MATERIAL & REMARKS 1 FRAME HEADER 1. 75'x 6.00'x 1. 50' MAHOGANY WOOD 2 FRAME SILL 1. 25'x 6.00'x 0.50' MAHOGANY WOOD 3 FRAME JAMB 1.75'x 6.00'x 1, 25' MAHOGANY WOOD 4 PANEL TOP RAIL 2. 13'x 5.00'x 3.50' MAHOGANY WOOD 5 _ PANEL BOTTOM RAIL 2, 13'x 7,50'x 5.38' MAHOGANY WOOD 6 PANEL HINGE STILE 2, 13'x 5.00'x 4.50' MAHOGANY WOOD 7 PANEL LOCK STILE 2. 13'x 5,00'x 3.75' MAHOGANY 8 PANEL LOCK STILE 2. 13'x 5,00'x 4.00' MAHOGANY 9 MAHOGANY WOOD BEAD 1.00'x 0.75' Attached w/ #8x 1 1/2' wd screws 10 MAHOGANY WOOD BEAD 0. 75'x I,00' Attached w/ #8x 1 1/2' wd screws 11 MAHOGANY Wean ASTRAGAL T 1. 13'x 1.75' Attached w/ #IOx 2' wd screws at 12'oc 12 CLOSED CELL FOAM STRIP 0.5'x .625' FOAM TAPE FULL LENGTH OF SILL 13 Q'LON SEAL 2 FRAME /PANELS .58'x 0,65' , SCHLEGEL #ODS -650 14 Q'LON SEAL 8 PANELS RAILS _ .335'x ,336' , SCHLEGEL #QEZ320 15 SEALANT CLEAR SILICONE GE STOCK 012A 16 WOOD RAISED PANEL 1. 50' SOLID PINE 17 _ STRUCTURAL SILICONE .90x.051 DOW CORNING 995 MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: i ngQ' u Jnr. CA 8116 6971 W. Sunrise Blvd. 104 Plantation, FI. 33313 ENGC01 AOL.COM sot DE FIG(/F% o+Le /,,GEN 4FOV 3Acf 542:9\ No * O,t .,! O '� , Ort i "4"2009 Engineer Seal Pedro De Figueiredo PE 52609 DRAFTING. PK DRAFTING & MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 6 of 17 MAXIMUM 6'X10' AND 3'X10' MODELS - RATED: +53, -70 PSF PART# NAME DESCRIPTION 118 HINGE (5) PER LEAF - 3,125'x 4. 9375'x 0,078" STEEL SECURED TO PANEL AND FRAME W/ <8) #10X1.5 WOOD SCREWS. 119 LOCK (1) PER ACTIVE STILE - SCHELEGEL MULTI -BOLT LOCK WITH BRASS KEEPER SET, 52mn BS 10' FULL LENGTH STAINLESS, WITH 0.25° STEEL STRIKE PLATE 120 BOLT (2) PER ACTIVE STILE - IVES MODEL 453 SECURED TO PANEL WITH (4) 0.25' -20 SS MS AND NUTS, 120A FLUSH BOLT (2) PER INACTIVE STILE - JARDINIER MASSARD BRAND VERROUS A ENTAILER REF 321 WITH 0.312" DIAM, x 0. 567' THROW AT TOP AND BOTTOM. THE STRIKE PLATE WAS MADE OF 0. 25' STEEL. 120B BOLT (2) PER INACTIVE STILE - 0.611" DIAMETER NATIONAL BRAND THROW BOLT CONNECTED WITH (6) 1/4 -20 SS MS AND NUTS. MODEL B - HARDWARE OPTIONS 75' MAXIMUM 122 } 75' MAXIMUM 122 118 118 118 { 119 118 INACTIVE EXAMPLES HINGE LAY OUT ELEVATION EXAMPLES LOCK & BOLTS LAY OUT ELEVATION 75' MAXIMUM 122' ra QU CLM u N cn (U Z 2 118 118 ACTIVE 118 118 118 118-\ Ila\ INACTIVE 1208 75" MAXIMUM 122' 120A 1205_\ INACTIVE f 1208" NOTE: 1- SINGLE LEAF DOORS WILL USE ONLY HARDWARE FROM ACTIVE LEAF, \-120 119 120 if-ACT IVE MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: IFItg(2Dr Jnr. CA 8116 6971 W. Sunrise Blvd. 104 Plantation, FI.33313 ENGCOW1,44 4 �,d� 'DE Fle "� �`.1�Q0 : J�ENSF9FG© ��- NO.5609 l * DEC 1., 4 2009 Engineer Seel Pedro De Figueiredo PE 52609 DRAFTING PK DRAFTING & MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 7 of 17 12 8 6 ANCHORS AT 4" DC 12 1 t' r 6 0 7 6 ANCHORS AT 4'DC '2' —I. 7 1 I 11 1 .'12 12 4112112 • ANCHORS AT 4'DC —U ❑ o� 7i • 4 ANCHORS 7n AT 8' OC H MODELS B1, B2 AND B3 - DOOR ANCHORAGE MAXIMUM 6X10' AND 3'X10' MODELS RATED: +53,-70 PSF 7 4 ANCHORS AT 8" DC 5 ANCHORS AT 10" DC (w) INCREASE AMOUNT OF ANCHORS TO 7 AT 10 1/2' OC WHEN HEADER /SILL FRAMING ARE ANCHORED INTO CONCRETE WITH 10 WOOD BUCK C4 U CY 0 0 U • Q 12 12 4'12'12 ANCHORS AT 4' DC 7i 7i 4 ANCHORS AT 8" OC N U O ❑ U (U U rY '0 Q o'' Q 4 ANCHORS AT 8" DC 12 6 ANCHORS AT 4'OC 12 4 ANCHORS 72 AT 8' DC 72 41 41 Ci O' E7 O!. C7 ❑ ❑ h z CO z - a m¢ m¢ 7i 12 12 4 12 12 71 ANCHORS AT 4'OC 4 ANCHORS AT 8° DC 7i TYPE A 41 B BS DESCRIPTION 1/4' TAPCON/ ULTRACON W/ 1 -3/4' INTO CONCRETE 1/4' TAPCON/ ULTRACON W/ 1 -3/4' INTO CONCRETE W/ IX BUCK 1/4' TAPCON/ ULTRACON 1-1/2' INTO 2X WOOD BUCK 1/4' TAPCON/ ULTRACON 1 -1/2' INTO 2X WOOD BUCK W/ 1X BUCK D 1/4' -14 GRADE 5 SDS INTO 1/8' METAL DI E 1/4' -14 GRADE 5 SDS INTO 1/8' METAL W/ 1X BUCK 1/4' TAPCON/ ULTRACON 1 -3/4' INTO GE' BLOCK W/ OR W /OUT IX BUCK 1- MINIMUM 3000 PSI CONCRETE 2- WOOD BUCK MADE OF PT SOUTHERN PINE (S0) =0.55) 3- ED - EDGE DISTANCE NOT INCLUDING WALL DRESSING 4- 1/8' METAL MADE OF 6063 -T6 ALUMINUM OR ASTM A36 STEEL 5- 1X AND 2X BUCK TO BE PROPERLY DESIGNED BY OTHERS TO TRANSFER LOADS TO THE MAIN STRUCTURE 6- USE 2 -1/2' EDGE DISTANCE FOR CONCRETE AND 3/4' FOR WOOD AND METAL 7- ANCHOR TYPE E APPLICABLE ONLY ON JAMBS MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: Eng(aII 3nr. CA 6116 6971 W. Sunrise BIWd. 104 Plantation, FI.33313 ENGCO1AG,�f)j� �� „%le. GE S' /gFOo at. No, 5 609 * 1 A. IA Of ig °SSrO„ p,,,.0 DEC 1 it 2009 Engineer Seal Pedro De Flgueiredo PE 52609 DRAFDTINGi PK RAFTING & MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 8 of 17 ANCHORS TYPE A, Al, B, B1, D, DI SPACED AS PER ELEVATION IF REQUIRED LX OR 2E UC BY OTHERS MUST BE PROPERLY ANCHORED IN ORDER TO ST TRANSFER LOAD TO THE STRUCTURE RE z a FRAME HEIGHT O J a C] Z d HEAD OPTIONAL HORIZONTAL MID PANEL B SILL ANCHORS TYPE A DR B SPACED AS PER ELEVATION MODELS B1, B2 AND B3 - DOOR SECTION MAXIMUM 6'X10' AND 3'X10' MODELS RATED; +53, -70 PSF ANCHORS TYPE A, Al, B, B1, D, D1, E SPACED AS PER ELEVATION FRAME WIDTH DOOR OPENING IF REQUIRED IX OR 2% PT WOOD BY OTHERS MUST BE (((---PROPERLY ANCHORED IN { ORDER TO TRANSFER LOAD TO THE STRUCTURE WOOD PANEL LOCK STILES WOOD PANEL O JAMB HINGE IF REQUIRED IX CR 2X PT WOOD BY OTHERS MUST BE PROPERLY ANCHORED IN ORDER TO TRANSFER LDAO TO THE STRUCTURE EMBED, MAX. I/4' SHIM ANCHORS TYPE A, Al, B, B1, D, D1, E SPACED AS PER ELEVATION O JAMB LOCK MAX, I/4' SHIM MADENA S.A.. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: +EngQ o Jnr. CA 8116 6971 W. Sunrise Blvd. 104 Plantation, FL 33313 ENGCO @AOL.COM 0� !!! :N` . • Engineer Seal Pedro De Figuelr edo PE 52609 DRAFTING PR DRAFTING & MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 9 of 17 GENERAL DESCRIPTION MAX. FRAME SIZE = 75' X 122'X 6" DEEP FRAME MAX. PANEL SIZE = 35 15/16' X 120 5/16' X 2 1/8' DEEP MINIMUM RAISED PANEL THICKNESS = 1 1/2' THICK WATER TEST PRESSURE ±8 PSF <53.33 DP) FRAME & PANEL GENERAL NOTES I- FRAME ASSEMBLY NOTES. EACH SOLID MAHOGANY WOOD FRAME HEAD, SILL & JAMBS ARE 6' DEEP AND THE CORNERS ARE BUTT JOINED WITH WOOD GLUE AND FASTENED WITH <4) #14X3' WOOD SCREWS IN EACH CORNER, 2- PANEL ASSEMBLY NOTES, EACH SOLID MAHOGANY WOOD STILE & RAIL IS 2 1/8' DEEP AND THE CORNERS, 1 /2'thick x3'x3' TENON AND WOOD GLUE JOINT. 3- INSTALLATION SEALANT NOTES THE FRAME AND ALL EXPOSED INSTALLATION FASTENERS MUST BE PROPERLY SEALED WITH '00' STOCK 60012A SILICONE. • MODELS B1, B2 AND B3 - DOOR BILL OF MATERIAL MAXIMUM 6'X10' AND 3'X10' MODELS RATED: +53, -70 PSF PANEL ATTACHMENT DETAIL 1 1/2' THICK SOLID PINE WOOD PANEL PLACED IN A 1' X 1 1/4' BEDDING IN RAILS AND STILES AND A I' X 1 -1/4' X 1/2' X . 051' THICK CONTINUOUS GE WINDOW & DOOR STOCK # GE012A CLEAR SILICONE BEAD. A 1/2 X 13/16 WOOD MOULDING CONNECTED WITH #8x1 1/2' WOOD SCREWS SPACED AT 9'OC. 1 -1/2' SOLID PINE WOOD PANEL ---1. 50-- -- 0.051' CONTINUOUS GE 0124 CLEAR SILICONE OUTSIDE #8x1 -1/2' WOOD SCREWS SPACED AT 9'OC 2. 13 DOOR RAILS AND STILES BILL OF MATERIALS ITEM# DESCRIPTION SIZE MATERIAL & REMARKS 1 FRAME HEADER 1. 75'x 6,00"x 1. 25' MAHOGANY WOOD 2 FRAME SILL 1. 25' x 6.00'x 0. 50' MAHOGANY WOOD 3 FRAME JAMB 1. 75'x 6,00'x 1. 25' MAHOGANY WOOD 4 PANEL TOP RAIL 2. 13'x 5.25'x 4.25' MAHOGANY WOOD 5 PANEL BOTTOM RAIL 2. 13'x 9, 75'x 9.50' MAHOGANY W000 6 PANEL HINGE STILE 2. 13'x 4.89'x 3.89' MAHOGANY WOOD 7 PANEL LOCK STILE 2, 13'x 5. 13'x 4. 13' , MAHOGANY 8 RAISE PNL HEIR. STILE 2. 13'x 6.00'x 4.00' MAHOGANY 9 MAHOGANY WOOD BEAD _ 1.00'x 0.75' Attached w/ #8x 1 1/2' wd screws 10 MAHOGANY WOOD BEAD 0.75'x 1.00" Attached w/ 08x 1 1/2' wd screws 11 MAHOGANY WOOD ASTRAGAL 1, 13'x 1,75' Attached w/ #10x 2' wd screws at 12'oc 12 CLOSED CELL FOAM STRIP 0. 5'x 625' FOAM TAPE FULL LENGTH OF SILL 13 O'LON SEAL 9 FRAME /PANELS .58'x 0.65' SCHLEGEL #00S -650 14 Q'LON SEAL 9 PANELS RAILS .335'x ,336' SCHLEGEL #002320 15 RAISED PANEL _ 1,5'thk SOLID PINE 16 CLE RNT - CLEAR SILICONE 17 CLEAAR SILICONE 75x. 50x,051 Thk GE STOCK #0124 MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONOURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: +.Engea ±1xtr. CA 8118 6971 W. Sunrise Blvd. 104 Plantation, FI. 33313 ENGCO @AOL.COM ,` 01:), pE FtGUF�- + " JG g FOp No. 5 ° 09 , STA :' .� FCOR , ." fr,`1 rneer Seal Pedro De Flgueiredo PE 52809 DRAFTING, PII DRAFTING a MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 10 of 17 MAXIMUM 6'X10' AND 3'X10' MODELS - RATED: +75, -83 PSF PART# NAME DESCRIPTION 218 HINGE C 5) PER LEAF - CUSTOM 0. 84' x 7. 25"x 0. 25' STEEL PLATES WITH 0. 75' STEEL PIN HOLDER WITH 0.313 STEEL PIN AND WASHER HINGE MANUFACTURED BY MADENA DOORS. THE HINGE WAS SECURED TO FRAME W/ (5) 0.25'x 1' MS NUT AND WASHER AND SECURED TO THE PANEL WITH (5) #12x 3' WOOD SCREWS. 219 LOCK (1) PER ACTIVE STILE - MUL -T -LOCK MODEL SERIES 700 LOCK, SINGLE LATCH ONLY, 2)9A LOCK (1) PER INACTIVE STILE - CUSTOM TWO POINT LOCK WITH 0. 75' DIAMETER STEEL RODS EXTENDING 1' THROUGH PANEL LOCK STILE AND INTO FRAME GOING THROUGH FRAME AND SASH LOCK REINFORCEMENT PLATES. THE LOCK WAS OPERATED BY A HANDLE AT 37' FROM THE BOTTOM OF PANEL. 220 BOLT (2) PER INACTIVE STILE - TOP 50' LONG 0. 75' DIAMETER STEEL ROD WITH 1' DIAM. RINGS WELDED 3. 5' AND 19. 75' FROM END OF' THE ROD. BOTTOM 16, 75' LONG 0. 75' DIAMETER STEEL ROD WITH 1' DIAM, RINGS WELDED 3, 5" AND 9' FROM END OF THE ROD, EACH ROD WAS SUPPORTED BY (2) 2'x 3.125'x O.25'STEEL GUIDE PLATES WITH 1. 375" RINGS WELDED ATOP EACH PLATE TO GUIDE THE LOCKING ROD. THE RODS PENETRATED 1' THROUGH THE FRAME MOULDING. THE TOP AND BOTTOM GUIDE PLATES WERE CENTERED 1. 75' FROM EDGE OF DOOR. MAXIMUM 6X10' AND 3'X10' MODELS - RATED: +75,-83 PSF PART# NAME DESCRIPTION 318 HINGE ( 5) PER LEAF - CUSTOM 7. 6' x 2. 89' SOLID BRASS HINGES BY MADENA DOORS SECURED TO THE DOOR AND FRAME WITH (8) #12x 2 PFH SMS 319 LOCK (1) PER INACTIVE STILE - DEADLOCK AND LOCK HANDLE WERE ATTACHED AT 43' AND 46. 25" RESPECTIVELY FROM THE TOP OF THE DOOR, 320 BOLT (2) PER ACTIVE STILE - TOP 0. 875'x 60, 25' LONG SURFACE BOLTS BY AZBE, MODEL #8912 -90, WAS ATTACHED TO THE DOOR STILE WITH 3 STEEL PLATES. THE PLATES WERE ATTACHED TO THE DOOR STILE EACH USING (4) #12x 2' PFH SMS. BOTTOM 0. 875' x 20. 25' LONG SURFACE BOLTS BY AZBE, MODEL #8912-90, WAS ATTACHED TO THE DOOR STILE WITH 2 STEEL PLATES. THE PLATES WERE ATTACHED TO THE DOOR STILE EACH USING (4) #12x 2' PFH SMS, 320A BOLT (2) PER INACTIVE STILE - TOP 0.875'x 60.25' LONG SURFACE BOLTS BY AZBE, MODEL #8912-90. WAS ATTACHED TO THE DOOR STILE WITH 3 STEEL PLATES, THE PLATES WERE ATTACHED TO THE DOOR STILE EACH USING (4) #12x 2' PFH SMS. BOTTOM 0 875'x 20. 25" LONG SURFACE BOLTS BY AZBE, MODEL #8912-90, WAS ATTACHED TO THE DOOR STILE WITH 2 STEEL PLATES. THE PLATES WERE ATTACHED TO THE DOOR STILE EACH USING (4) #12x 2' PFH SMS. MAXIMUM 121 -7 MODEL C - HARDWARE OPTIONS HINGE LAY OUT ELEVATION 72 5/8' MAXIMUM 122 -3/8' r 218+-^" r 318 218 318 218 318 218 318 218 318 ACTIVE o 2. a N Z � xa LOCK & BOLTS LAY OUT ELEVATION NOTES: 1- HARDWARE 218, 219, 219A, 220 CAN BE INTERCHANGEABLE BY 318, 319, 320, 320A AND VICE -VERSA 2- SINGLE LEAF DOORS WILL USE ONLY HARDWARE FROM ACTIVE LEAF. MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: +Fns Trr Jnr. CA 8116 6971 W. Sunrise Blvd. 104 Plantation, Ft. 33313 ENGCO@AOL.COM • DRAFTING: PK DRAFTING & MIRE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 11 of 17 24 ANCHORS INTO 2 ROWS AT 10' OC MODEL C3 - DOOR ANCHORAGE FULL ARCHED FRENCH OUTSWING DOOR MAXIMUM 6'X10' AND 3'X10' MODELS RATED: +75, -83 PSF 11 11 ANCHORS 11 11 AT 4' OC 10 ANCHORS INTO 2 ROWS AT 10'0C 4i 4 ANCHORS[ AT 10' OC TYPE A Al B1 D D1 E DESCRIPTION 1/4' TAPCON/ ULTRACON W/ 1 -3/4' INTO CONCRETE 1/4' TAPCON/ ULTRACON W/ 1 -3/4' INTO CONCRETE W/ IX BUCK 1/4' TAPCON/ ULTRACON 1 -1/2' INTO 2X WOOD BUCK 1/4' TAPCON/ ULTRACON 1 -1/2' INTO 2X WOOD BUCK W/ 1X BUCK 1/4' -14 GRADE 5 SDS INTO 1/8' METAL 1/4' -14 GRADE 5 SDS INTO 1/8' METAL W/ 1X BUCK 1/4' TAPCON/ ULTRACON 1 -3/4' INTO GF BLOCK W/ OR W /OUT 1X BUCK 1- MINIMUM 3000 PSI CONCRETE 2- WOOD BUCK MADE OF PT SOUTHERN PINE (SG>=0. 55) 3- ED - EDGE DISTANCE NOT INCLUDING WALL DRESSING 4- 1/8' METAL MADE OF 6063 -T6 ALUMINUM OR ASTM A36 STEEL 5- IX AND 2X BUCK TO BE PROPERLY DESIGNED BY OTHERS TO TRANSFER LOADS TO THE MAIN STRUCTURE 6- USE 2 -1/2' EDGE DISTANCE FOR CONCRETE AND 3/4' FOR WOOD AND METAL 7- ANCHOR TYPE E APPLICABLE ONLY ON JAMBS ANCHORS AT 10' DC MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: [Inc (2n Jnr. CA 8116 8971 W. Sunrise Blvd. 104 Plantation, FI.33313 ENGCO @AOL.COM Engineer Seel Pedro De Figueiredo PE 82608 DRAFTING PK DRAFTING & MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 12 of 17 EDGE DIST. TWO ROWS ANCHORS TYPE A, Al, B, B1, D, 01 SPACED AS PER ELEVATION ' IF REQUIRED 1X OR 2% PT WOOD BY OTHERS MUST BE PROPERLY ANCHORED IN ORDER TO TRANSFER LOAD TO THE STRUCTURE 'I'C. : ARCH i /i STRAP QUA A HEAD 1 DOOR OPENING OPTIONAL HORIZONTAL MID PANEL 189 MA* 3 1 1/2' SMS g3' ' FROM 8 ENDS AND SPACED AT 13' OC in 0 SILL >-8 x E ANCHORS TYPE A OR B SPACED AS PER ELEVATION 10A MODEL C3 - DOOR SECTIONS FULL ARCHED FRENCH OUTSWING DOOR MAXIMUM 8'X10' AND 3'X10' MODELS RATED: +75,•83 PSF 10A- 11 FRAME WIDTH DOOR OPENING ANCHORS TYPE A, 41, B, BI, D, 01, E SPACED AS PER ELEVATION 1 1 6 1 � 104 0 LOCK STILES 6 WOODS BY I OTHERS MUST BET PROPERLY ANCHORED IN ORDER TO TRANSFER LOAD TO THE STRUCTURE 10 104—\ 10 ANCHORS TYPE A, Al, 0, 01, 0, D1, E SPACED AS PER ELEVATION IF REQUIRED 12 OR 2X PT WOOD BY OTHERS MUST BE — PROPERLY ANCHORED IN ORDER TO TRANSFER LOAD TO THE STRUCTURE O JAMB HINGE IA MAX. 1/4' SHIM (3) 1/4'23 1/4' 0698585 SPACED AT 4' OC TOP LOCK GUIDE PLATE I /421 1/2' % (0 1/2' STEEL PLATE BOTTOM LOCK GUIDE PLATE I /421 1/2' X 17' STEEL PLATE REINFORCEMENTS 10 ASTRAGAL W/ REINF. ATTACHED TO INACTIVE STILE WITH GLUE AND (9) *6X1 5/8' SMS 6 7/8' FROM ENDS AND 13 1/4' OC. (6) 1/4'23 1/4' TAPCONS SPACED AT 3' OC 0 JAMB LOCK INNACTIVE STILE ASTRAGAL W/ REINF, ATTACHED TO INACTIVE STILE WITH GLUE AND (9) #6X1 5/8' SMS 6 7/8' FROM ENDS AND 13 1/4' OC. LOCK STILE LOCK REINF. STEEL PLATE 2X72' X0, 14' ATTACHED TO 1 /2X4X1 1 /4'X1 /8' CHANNEL WITH <9) #10X1/2' PHMS SPACED AT 2. 5, 5. 75, 10, 20. 25, 34. 5, 44. 5, 53, 375, 62. 125, 69. 5' FROM BOTTOM MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: +,Eng(tu ,Jnr. CA 8116 6971 W. Sunrise Blvd. 104 Plantation, FI. 33313 ENGCOQAOL.COM 1440�pEFIG,F7 U N�6 9 ��* Engineer Seal Pedro De Figue6edo PE 52609 DRAFTING PK DRAFTING 8 MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 13 of 17 GENERAL DESCRIPTION MAX. FRAME SIZE = 74 1/2" X 121 7/8 "X 6° DEEP FRAME MAX. PANEL SIZE = 37 1/2' X 119 3/4' X 2 1/2' DEEP MAX. RAISED PANEL SIZE = 24 1/2' X 105' X 1, 5" WATER TEST PRESSURE +- -11,25 PSF (75 DP) CORNER CONSTRUCTION: BUTT JOINED WITH JAMB MEMBER RABBITED TO 1 I /8', GLUE WAS APPLIED TO EACH CORNER AND JOINED WITH (3) #1293 PHWS NOTCH AMB 1 l /8' J TO FIT SILL <3) #12X3 PH WOOD SCREWS ARCH STRAP CONSTRUCTION; THE CURVE HEAD AND THE JAMBS WERE BUTT JOINED USING 1/4x301/2' TENON AND GLUE. THE STEEL STRAP MADE OF 1/4X2%141' VAS ATTACHED TO 900D FRAMING WITH (17) #12X1 114' WOOD SCREWS. #12x1 1/4' WOOD SCREWS AT 8 5/8' OC 1) 0 0 0OD 111 12-co X(/6 CU 3 4t C4 W to MODEL C3 - DOOR MISCELANEOUS FULL ARCHED FRENCH OUTSWING DOOR MAXIMUM 6'X10' AND 3'X10' MODELS RATED: +75, -83 PSF OUTSIDE PANEL GLUE TO SASH W/ HENKEL #BF -2052 PANEL ATTACHMENT DETAIL WOOD PANEL INTERIOR STOP OVER 995 DOW SILICONE AND #12X2 WOOD SCREWS. <14 AT HINGE SASH, 5 AT BOTTOM RAIL AND 9 ON LOCK STILE) EXTERIOR STOP GLUE TO SASH WITH HENKEL #9F -2052 1OA BILL OF MATERIALS ITEM# DESCRIPTION SIZE REMARKS 1 FRAME (ARCH HEADER) 2. 00' x 6.00' LAMINATED MAHOGANY 2 FRAME <JAMB) 2.00' x 6.00' LAMINATED MAHOGANY 3 FRAME (SILL) 2.00' x 6.00' LAMINATED MAHOGANY 4 FRAME (SILL BUMPER) 0.69' x 1. 75' LAMINATED MAHOGANY 5 SASH (ARCH RAIL) 2. 60' x 6. 62' LAMINATED MAHOGANY 6 SASH (BOTTOM RAIL) 2. 60' x 9.21' LAMINATED MAHOGANY 7 SASH (HINGE RAIL) 2. 60' x 6. 50" LAMINATED MAHOGANY 8 SASH <LOCK RAIL) 2. 60' x 6. 44" LAMINATED MAHOGANY 9 SASH ( INACTIVE RAIL) 2. 60' x 6.44" LAMINATED MAHOGANY 10 SASH <EXT. STOP) 2.25' x 1.69' LAMINATED MAHOGANY 10A SASH (INT. STOP) 2. 25' x 1. 69' LAMINATED MAHOGANY 11 SASH (INT, ASTRAGAL) 2.25' x 2.06' LAMINATED MAHOGANY 12 BOTTOM & HINGE REINF, 1. 00' x 0. 25' STEEL 13 ASTRAGAL REINF. 0. 63' x 0. 63' STEEL 14 LOCK RAIL REINF, 0. 25' CHANNEL STEEL 15 WEATHER STRIPPING OEBD6650 -397 VINYL 16 WEATHER STRIPPING OEZ- 320 -BRZ VINYL MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: +-EngTo Jnr. CA 8118 6971 W. Sunrise Blvd. 104 Plantation, FI. 33313 ENGCO @AOL.COM oo E FtGU... -- ``�,,� JG SF o - No. 2609 *1 ?_ 190E . PLO I t: •��� ,``,� ff FSS10N ,f�'f 6E`C�t 416b9 Engineer Seal Pedro De Figuetreda PE 52609 DRAFTING, PK DRAFTING s MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 14 of 17 10 ANCHORS AT 4.0O 4 2 ROWS 4 4 ANCHORS ANCHORS ANCHORS -- AT 6'OC AT 6'0C AT 6' DC 9 ANCHORS AT 12'0C 2 2 ANCHORS AT ANCHORS AT 10- 1 /2'OC 8 10- 1 /2 'OC ANCHORS AT 4'DC 2 ROWS MODEL C1 & C2 - DOOR ANCHORAGE RECTANGULAR & ELLIPSE FRENCH OUTSWING DOOR MAXIMUM 6'X10' AND 3'X10' MODELS RATED: +75, -83 PSF 4 ANCHORS AT 4'OC 2 ROWS 9 ANCHORS AT 12 °OC 10 ANCHORS AT 12'0C 2 4 ANCHORS ANCHORS AT AT 4'DC 10- 1 /2'0C 2 ROWS 9 ANCHORS AT 12'0C 10 4 ANCHORS 4 ANCHORS AT 4'DC ANCHORS AT 6'OC 2 ROWS AT 6 ' OC 2 2 ANCHORS AT ANCHORS AT 10- 1 /2'OC ANC8DRS10- 1/2" DC AT 4' DC 2 ROWS DESCRIPTION 1/4' TAPCDN/ ULTRACON W/ 1 -3/4' INTO C NCRETE 1/4' TAPCDN/ ULTRACON W/ 1 -3/4' INTO C NCRETE W/ 1X BUCK 1/4" TAPCDN/ ULTRACDN 1-1/2' INTO 2X W OD BUCK 1/4' TAPCDN/ ULTRACON 1 -1/2' INTO 2X W OD BUCK W/ 1X BUCK 1/4' -14 GRADE 5 SDS INTO 1/8' METAL 01 1/4' -14 GRADE 5 SDS INTO 1/8" METAL W/ 1X BUCK E 1/4" TAPCDN/ ULTRACON 1 -3/4' INTO GF BLOCK W/ OR W /OU7 14 BUCK TYPE A Al 8 91 D 1- MINIMUM 3000 PSI CONCRETE 2- WOOD BUCK MADE OF PT SOUTHERN PINE (SG> =0.55) 3- ED - EDGE DISTANCE NOT INCLUDING WALL DRESSING 4- 1 /8' METAL MADE OF 6063 -76 ALUMINUM OR ASTM A36 STEEL 5- IX AND 2X BUCK TO BE PROPERLY DESIGNED BY OTHERS TO TRANSFER LOADS TO THE MAIN STRUCTURE 6- USE 2-1/2° EDGE DISTANCE FOR CONCRETE AND 3/4° FOR WOOD AND METAL 7- ANCHOR TYPE E APPLICABLE ONLY ON JAMBS 4 ANCHORS AT 6' OC 4 ANCHORS AT 4' CC 2 ROWS 9 ANCHORS AT 12'0C 4 2 ANCHORS ANCHORS AT AT 4'OC 10- 1 /2'0C 2 ROWS MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: +"Eng !Io lint. CA 8116 6971 W. Sunrise Blvd. 104 Plantation, FI. 33313 ENGCOQAOL.COM .1 ���0 J�ENf F �i9FOO: 0. No. 52 09 o': STATE c C p� rJ,�' Fssl.,L,N�2UU9 °I engineer Seel Pedro De Flguelredo PE 52608 DRAFTING: PK !BARING & MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 15 of 17 DOUBLE OR SINGLE ANCHORS TYPE A, Al , B, B1, D, D1 SPACED AS PER ELEVATION MODEL C1 & C2 - DOOR SECTIONS RECTANGULAR & ELLIPSE FRENCH OUTSWING DOOR TYPE MAXIMUM 6'X10' AND 3'X10' MODELS A, Al, H, 131, ANCHORS O, D TT, E RATED: +75,83PSF SPACED AS PER ELEVATION IF REQUIRED 1X OR 2X PT WOOD BY OTHERS MUST BE PROPERLY ANCHORED IN ORDER TO TRANSFER LOAD TO THE STRUCTURE FRAME WIDTH DOOR OPENING IF REQUIRED IX OR 20 PT WOOD BY OTHERS MUST BE PROPERLY ANCHORED IN ORDER TO TRANSFER LOAD TO THE STRUCTURE MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS ' 3 #8X1, 5 PFHSMS PRODUCT: 12 SPACED AT 5'OC 4, MADENA DOORS r. t� j' y OPAQUE W SWING OUT WOOD DOOR W z LARGE & SMALL MISSILE 4. W N_ Engineering: EngTo 14 DOOR OPENING FRAME HEIGHT DOUBLE OR SINGLE ANCHORS TYPE A, Al, B, BI, D, D1 SPACED AS PER ELEVATION LOCK STILES OPTIONAL HORIZONTAL MID PANEL STEEL BAR REINF. 1/4x1-1/2 (EH -14) SET IN DOW 995 SILICONE AND #12x1 PFHSMS AT 9 "OC FRAME WIDTH DOOR OPENING -v , #5X1.5 PFHSMS 12 3 SPACED AT 5'OC r ai- W 8 ca 0 JAMB HINGE MAX. 1/4' SHIM IF REQUIRED IX OR 2X PT WOOD BY OTHERS MUST BE PROPERLY ANCHORED IN ORDER TO TRANSFER LOAD TO THE STRUCTURE ANCHORS TYPE A, Al, B, BI, D, D1, E zi- SPACED AS PER ELEVATION 0 JAMB LOCK MAX, 1/4' SHIM CA 8116 6971 W. Sunrise Blvd, 104 Plantation, Fl. 33313 ENGCO @AOLCOM ,,Ir� QE ,,QD G...5 9Fap PI. I N0. 2609 `:� * • s- �Fi.�1i11�,1 Engineer Seel Pedro De Figuelredo PE 52609 DRAFTING, PK DRAM & MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 16 of 17 GENERAL DESCRIPTION MAX. FRAME SIZE = 72 5/8" X 122 3/8' X 6° DEEP FRAME MAX. PANEL SIZE = 36' X 120 1/2° X 2 3/8' DEEP MAX. RAISED PANEL THICKNESS = 2 3/8° WATER TEST PRESSURE ±11.25 PSF (75 DP) WOOD PANEL CONSTRUCTED BY GLUEING CDPA PLASTIC RESIN) 4 3/4' PLYWOOD SHEET BETWEEN TWO 0.82' THICK MAHOGANY VENNERS (2) #10X2 PFHSMS 1 AT EACH END r z 0 Lo La oaz d ELI L� m (L____ ip r co o DOW 995 u Z f OUTSIDE 0 LO i 16 17 MODEL C1 & C2 - DOOR MISCELANEOUS RECTANGULAR & ELLIPSE FRENCH OUTSWING DOOR MAXIMUM 6X10' AND 3•X10' MODELS RATED: +75, -83 PSF 41800X1 1/4' GALVANIZED BRAD NAILS SPACED AT 4'0C PANEL ATTACHMENT DETAIL #10X2 PFHSMS SPACED AT 6'0C 18 ITE OUTSIDE STOP ATTACHED OVER A BEAD OF DOW 995 SILICONE MECHANICALLY FASTENED W/ 1800(1 -1/4' BRAD NAILS SPACED AT 5'OC AND #10X2' PFHSMS SPACED AT 5'OC BILL OF MATERIALS ITEM# DESCRIPTION SIZE REMARKS 1 SILL 2.02 x 6.00 LAMINATED WOOD 2 JIMB WATER DAM 2 E 3 JAMB 1. x 6,00 WOOD LAMINATED WOOD 4 HEAD 1. 78 x 6.00 LAMINATED WOOD 5 FRAME MOLDING 1.76 x 0.67 SOLID WOOD 6 SILL BAR 0. 50 x C. 12 ALUMINUM 7 HINGE STILE 2.39 x 6.38 LAM NATED WOOD 8 LOCK STILE 2,35 x 6. 55 LAMINATED WOOD 9 TOP RAIL 2.32 x 6.60 LAMINATED WOOD 10 BOTTOM RAIL 2.30 x 10 88 LAMINATED WOOD 11 INACTIVE ASTRAGAL 2.09 x 1.77 SOLID WOOD 12 INSIDE MOLDING 2. 02 x 1.53 SOL D WOOD 13 OUTSIDE GLAZING STOP 2.00 x 1.46 SOLID WOOD 14 OPTIONAL INTERMEDIATE RAIL 2.31 x 5.95 LAMINATED WOOD 15 ACTIVE ASTRAGAL 2.05 x 4.59 SOLID WOOD 16 INSIDE SQUARE MOLDING 1,30x 1.30 LAMINATED/ SOLID WOOD 17 INSIDE MOLDING 2.00 x 1.19 SOLID WOOD 18 O008ISE STOP 0.812 19 0008 STOP 1.56 x 0,93 LAMINATED WOOD 5/8' x 3' DOWELS SPACED AT 7' OC OUTSIDE STOP ATTACHED OVER A BEAD OF DOW 995 SILICONE MECHANICALLY FASTENED W/ 1800X1-1/4' BRAD NAILS SPACED AT 5'OC AND #10X2' PFHSMS SPACED AT 5'0C MAHOGANY VENEER 0.82 OUTSIDE DOW 995 18 3/4' PLYWOOD `MAHOGANY VENEER 082- -- (2) #10X2 PFHSMS 1 AT EACH END 16 #1800X1 1/4' GALVANIZED BRAD NAILS SPACED AT 4'OC t7 #10X2 PFHSMS SPACED AT 6'OC 5/8' x 3' DOWELS SPACED AT 7' OC CORNER CONSTRUCTION, BUTT JOINED WITH JAMB MEMBER RABBET TO 1 1 /8', GLUE VAS APPLIED TO EACH CORNER AND JOINED WITH (4) 41270 PHWS NOTCH JAMB 1 1/8' TO FIT SILL (4) 412X3 PH WOOD SCREWS MADENA S.A. CALLE PRINCIPAL FRENTE AL CEMENTERIO, LA SABANA HONDURAS PRODUCT: MADENA DOORS OPAQUE SWING OUT WOOD DOOR LARGE & SMALL MISSILE Engineering: • +EngTo Jnr. CA 8116 6971 W. Sunrise Blvd, 104 Plantation, F1 33313 ENGCO@AOL.COM of no UF� �� ' pE 1,. ,9oQ a No. 5' . 09 * '1/4 $.. TA a` '1, i cr • 44 , L• Engineer Seal Pedro De Flguelredo PE 52609 DRAFTING PK DRAFTING 8 MORE REVISIONS: Date: 11/24/09 Scale: NA Design by: PPMF Drawing Number 09 -241 SHEET 17 of 17 Florida Building Code Online Page 1 of 1 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search Commun. Affairs Product Approval USER: Public User Product Approva; Menu > Organization Search > Organization List Search Criteria Organization Type Organization Name Organization Status Refine Search Product Manufacturer Madena Approved Org Name Valid pates Status Administrator Medene 11/06/2009 - 01/01/2099 Approved Hortensia Orellana (786) 319 -4112 madena.hn(ci;hod110il.com Org Type Product Manufacturer FBC Organization Number PDM8562 Website DCA Administration Department of Community Affairs Florida Building Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee, Florida 32399 -2100 (850) 487 -1824, Fax (850) 414 -8436 © 2000 -2010 The State of Florida. All rights reserved. Privacy Statement 1 Copyright Statement 1 Accessibility Statement 1 Plug-in Software I Customer Service Survev I Contact Us Product Approval Accepts: I 101 http:// www. floridabuilding .org /pr /pr_org_lst.aspx 2/10/2010 Interior side 41" Exterior side 4" Active 36 1/4" iI111111111111 94 1/4" 2 1/2" 133" 72 1/2" ISABMAWDDOWSJ wwtsdanweinckms.com Pilonesigr311116=511111atk Fax 306.825.3806 Delay Polanco Front door Client signature: Model: All Information on this CAD drafts supersedes Irdonnation contained on on your quotation Date: 3/14tI1 Seale: Drawn: Repnosentativou vie un": See schedule Sheet: 01 of 03 (1) PAWL DETAIL EXTERIOR SIDE INTERIOR SIDE (4) JUNCTURE DETAIL 3 Pl E 1 14k SIDE 1‘, I TEI II TEF 7' THI LD E: TIE N IR. SIDE (SABANA WINDOWS) www.sabanawindows.com E-mail ; sabanal@ballamAknot Pha: 305.1125.1043 , hoc 1105.115JOIN Client: Deysi Polanco All Information on this CAD drawings supersedes Information contained on on your quotation Model: Details of 01 of 03 Dote: Drown: 3/14111 J.L.C. Representative: Jc Scale: Units: see scheckde Sheet: 0:10f 03 HANDLES Handles to be determined „e, Color Satin -- Nickel- SURFACEBOLTS HINGES Square Hinges Deltana Solid Brass Color Satin Nickel MOULDINGS /4" Casing 3/4 "x 4" Inside Jamb Extension 3/4" Latices 1/4 "x1 1/2" Inside only 1 1/2" 1/4" 1f r10 , Wald. only 3/4" SABANA WINDOWS www.enbanewIndows.com E-mall : aamnel@beeoaahnat Phone: 305.825.1045 Fax: 305.825.3805 client: Dalai Polanco Speen: AN Information on this CAD drawings supersedes Information contained on on your quotation Details of 01 of 03 Wood color to be determined 3pt Multibolt lock mechanism Hidden Cremone Safety Plus I1 Impact glass Clear /Clear Unit crated ( Yes II No Dote: 3/14/11 Units: su Muflcormrs 3/4" �- 3 1/4" f 3/4" 4" I Drown: J.LC. Rsprssentotns: Saab: JC Sheet 03 of 03 Miami Shores Viiiage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (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 by to perform special inspector services under the Florida Building Code at the 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: ❑ 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) ❑ 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 Sealed Engineer /Architect Name (PRINT) Address DATE: Phone No. Created on 6/10/2009 09/09/2009 15:49 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES iami Shores Village B.3uilding Department 10050 N.?=- 2_ 4 A.-_:we, `vtiain€ Shores, =1 33134 Tcl: 3305 - 795.23.1 }4 t 1 a : 305- 756.3472 NoTt('t `I. °() fr11Am1 SfIOl.d1ss VILLAGE BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR tJNJ)ER '11[1? FLORIDA 11"(111 I)IN( CODE (We) have:: been retained by (naive of owner/agent) A) 1;'11 �^ perform Special tmispccttor set °vices u€Ider the- l` lorids Building Cc c at the per iect (a 1rlrces) i rami Slloi s as of iy� ,"" ' (date). r .rn ;1 registered Architect or Professional Engincer licensed in the State of Florida. PE NuT NUMBER: Speciai inspector for Reinforced 1:1nit iv asonry, FBC 2122.4 0 Special inspector for Trusses over 35 Ft. Lonny or 6 Ft. 1-Iigh, FBC 2319.17.2.4.2 'peel& Inspector for Stec] Con sections, Fl3C 22.1 .2 Special Inspector for Soil Compaction, FBC 1 820.3.1 L_I Special Inspector for Precast Units h'z. Attachments, PBC 1927.12.2 [1 Special Inspector for Pilings, F13C 1822.12.0 let Special Inspector for 1j 001 /001 NOTE_: Please mark boxes that apply The following individuals(s) employed by this firm or me are authorized to perform inspections. 1. 2 3. I, (we) understand that a Special Inspector inspection tog for each building mustbc displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. Alt mandatory inspections, as required by the Flnrida Building Code, mist be performed by Miami Shores. The building inspections nwst be called for alt mandatory inspection_ In. pectiors performed by the Special1nspector hired by t /re Owner ale in addition to tke mandatory i spection:perjormedbythe Building Department. Further, upon completion of the work under each Building Permit, I will submit to the Miami Shorts Building Department at the time before the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and profession :3udgment tttose portions of the project outlined above meet the intent of the Florida Building Code and are in substantat accordan c with the approved plans. Signed and Se, led Date: Enginee rctti ect Name ( r tv -j -' (Print) Address F 0 6 '2D2_" Pltone No. ;32-�-{GO7 T� lorida License No: A r` -. .5 -761 f: Miami Shores Village Building i_)epartincut 10050 NAL 2h' Avciue Mina;= Shores, P1 33138 Tel; 305-795-22a4 _k Fax: 305- 756 -S4'72 0 If Olt MLA F'itSLLDING DEPARTMENT NT .ENT AS SPPCTAL. TNSPEcroR tJNi)tli. FLORIDA 13I,JI1.,1)TN(i CODE• (We) have 10 perform Si: ne of owner/agent) Ceti under the Florida Building Code at tie project (address) tvfianl Shores; as 01 tcct or Professional engineer Licensed in the State of Florida 1 arn x rcg i :,cats PERMIT N I NUR: Speci:.t1 Inspector for Reinforced Uitit Masonry, F1.3C 2122:4 Special Inspector for Trusses over 35 1Fr. I..e nu or (i Ft. High, PBC 2319.17.2:4.2 .l-1 Special Inspector for Stec] Connections, MC 2218.2 1 Spccial Inspector for Soil Compaction, FL-30 1420.3.1. 1...1 Special Inspector for .Precast Units'& Attrtchincnts, PBC . 1927.1:.2. • -i Special Inspector for Pilings, PBC 1822.1.20 1 :1 Special Inspector for _ (bate). NOTE: r'Iease mark boxes that apply . The following individuals(s) employed by this firm or MD are authorized to perform inspections. r i 4. uncicrstand tiesi a Speclat inspector inspection tog for cacti building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department lnstieetor. All mandatory inspections, as required by the Florida Building Code, must be performed by Miami Shores. The building inspections must be called for all mandatory inspections. Itapections performed by the Special Inspector hired by the Owner are in ndditioat to the mandatory inspections performed by the Building Deportment. Further, upon completion of the work under each Building Permit, 1 will submit to the Miami Shores Building Department at the time before the final inspection the completed inspection log form and a sealed statement indicting that, to the best of my lmowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial a �i . once with the approved plans. i ngine erfAre ll t _ H.Of /^ _ �NaiC �= Address CQ fi.U) 5 I*1/ rL Phone No. Florida License Nn: FORM 1100A -08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A , ; 0 Project Name: MIAMI SHORES RESIDENCE Builder Name: SAAD HOMES Street: 1183 NE 91 TERRACE Permit Office: MIAMI SHORES City, State, Zip: MIAMI SHORES , FL , 33 -175 Permit Number: Owner: ANTHONY FERNANDEZ & DAYSI POLANCO Jurisdiction: Design Location: FL, Miami 1. New construction or existing New (From Plans) 2. Single family or multiple family Single- family 3. Number of units, if multiple family 1 4. Number of Bedrooms 4 5. Is this a worst case? No 6. Conditioned floor area (ft2) 2808 7. Windows Description Area a. U- Factor: Sgl, U =0.55 375.25 ft2 SHGC: SHGC =0.60 b. U- Factor: N/A ft2 SHGC: c. U- Factor: N/A ft2 SHGC: d. U- Factor: N/A ft2 SHGC: e. U- Factor: N/A ft2 SHGC: 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R =0.0 2608.00 ft2 b. N/A R= ft2 c. N/A R= ft2 9. Wall Types Insulation Area a. Concrete Block - int Insul, Exterior R =4.1 2667.60 ft2 b. Frame - Wood, Adjacent R =11.0 224.07 ft2 c. N/A R= ft2 d. N/A R= ft2 10. Ceiling Types Insulation Area a. Under Attic (Vented) R =30.0 2608.00 ft2 b. N/A R= ft2 c. N/A R= ft2 11. Ducts a. Sup: Attic Ret: Attic AH: Exterior Sup. R= 6, 467 ft2 12. Cooling sys ms a. Central U Cap: 58.0 kBtu /hr SEER: 15 '�"�` r,'".�€. 13. He syste mod, a. trip Heat Cap: 33.1 kBtu /hr COP: 1 o r syst a Cap: 60 gallons EF: 0.92 N 15. Credit Pstat Glass /Floor Area: 0.144 Total As -Built Modified Loads: 64.47 PASS Total Baseline Loads: 79.11 1 hereby certify that the plans a d.$pecificatigns covered by this calculation are in complirife with the Florida Energy Code. 1 i ` ' PREPARED BY: Review of the plans and r � t11T 47--4 specifications covered by this ,' � calculation indicates compliance ! ; with the Florida Energy Code. _` . _` Before construction is completed I c _ .. this building will be inspected for _, • _ compliance with Section 553.908 ti * ',� Florida Statutes. �-- r !I�F }t 1..... BUILDING OFFICIAL: �a� C�* t C l DATE- t r I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER /AGENT. -/' �t' r _ DATE- �=`1 -. 6! 1 i := : A '` DATE: ii-,010- r 7- 2009 3. 10/1/2009 10:36 PM EnergyGauge® USA - FlaRes2008 Page 1 of 5 PROJECT Title: MIAMI SHORES RESIDENC Bedrooms: 4 Adress Type: Street Address Building Type: FLAsBuilt Bathrooms: 0 Lot # Owner: ANTHONY FERNANDEZ & 0 Conditioned Area: 2608 SubDivision: # of Units: 1 Total Stories: 1 PlatBook: Builder Name: SAAD HOMES Worst Case: No Street: 1183 NE 91 TERRACE Permit Office: MIAMI SHORES Rotate Angle: 0 County: DADE Jurisdiction: Cross Ventilation: City, State, Zip: MIAMI SHORES , Family Type: Single- family Whole House Fan: FL , 33 -175 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 AP 1 51 90 75 70 149.5 56 Low _ _INTL FLOORS V# Floor Type Perimeter R -Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 267 ft 0 2608 ft2 1 0 0 ROOF Roof Gable Roof Solar Deck V # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 Hip Barrel tile 2749 ft2 0 ft2 Medium 0.96 No 0 18.4 deg ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2608 ft2 Y N CEILING V# Ceiling Type R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) 30 2608 ft2 0.11 Wood WALLS Cavity R -Value Sheathing Framing Solar # Ornt Adjacent To Wall Type R -Value Area Fraction Absor. 1 N Exterior Concrete Block - Int Insul 4.1 589 ft2 0 0 0.75 2 S Garage Frame - Wood 11 224.07 ft2 0 0.23 0.01 3 N Exterior Concrete Block - Int Insul 4.1 165.28 ft2 0 0 0.75 4 E Exterior Concrete Block - Int Insul 4.1 216.93 ft2 0 0 0.75 5 N Exterior Concrete Block - Int Insul 4.1 356.04 ft2 0 0 0.75 6 E Exterior Concrete Block - Int Insul 4.1 20.66 ft2 0 0 0.75 7 N Exterior Concrete Block - Int Insul 4.1 148.03 ft2 0 0 0.75 8 E Exterior Concrete Block - Int Insul 4.1 444.19 ft2 0 0 0.75 9 S Exterior Concrete Block - Int Insul 4.1 69 ft2 0 0 0.75 10/1/2009 10:36 PM EnergyGauge® USA - FlaRes2008 Page 2 of 5 10/1/2009 10:36 PM EnergyGauge® USA - FlaRes2008 Page 3 of 5 WALLS # Omt Adjacent To Wall Type Cavity Sheathing R -Value Area R -Value Framing Fraction Absor. Solar 10 E Exterior Concrete Block - Int Insul 4.1 51.37 ft2 0 0 0.75 11 W Exterior Concrete Block - Int Insul 4.1 51.37 ft2 0 0 0.75 12 S Exterior Concrete Block - int Insul 4.1 120 ft2 0 0 0.75 13 W Exterior Concrete Block - Int Insul 4.1 75.72 ft2 0 0 0.75 14 S Exterior Concrete Block - Int Insul 4.1 164.04 ft2 0 0 0.75 15 E Exterior Concrete Block - Int Insul 4.1 36 ft2 0 0 0.75 16 W Exterior Concrete Block - Int Insul 4.1 36 ft2 0 0 0.75 17 S Exterior Concrete Block - Int Insul 4.1 123.96 ft2 0 0 0.75 DOORS # Omt Door Type Storms U -Value Area 1 E Wood Wood 0.46 24 ft2 WINDOWS Window orientation below is as entered. Actual orientation is modified by rotate angle shown in "Project" section above. Overhang # Omt Frame Panes NFRC U- Factor SHGC Storms Area Depth Separation Int Shade Screening 1 S Metal Single (Tinted) Yes 0.55 0.6 N 53.29 ft2 1.5 ft 0 in 1.67 ft 0 i HERS 2006 None 2 S Metal Single (Tinted) Yes 0.55 0.6 N 26.64 ft2 1 ft 0 in 3.67 ft 0 i HERS 2006 None 3 E Metal Single (Tinted) Yes 0.55 0.6 N 22.84 ft2 1.5 ft 0 in 1.67 ft 0 i HERS 2006 None 4 E Metal Single (Tinted) Yes 0.55 0.6 N 6.38 ft2 1.5 ft 0 in 1.67 ft 0 i HERS 2006 None 5 N Metal Single (Tinted) Yes 0.55 0.6 N 26.64 ft2 3 ft 0 in 2 ft 0 in HERS 2006 None 6 N Metal Single (Tinted) Yes 0.55 0.6 N 25.76 ft2 5 ft 0 in 3 ft 0 in HERS 2006 None 7 N Metal Single (Tinted) Yes 0.55 0.6 N 16.61 ft2 5 ft 0 in 3 ft 0 in HERS 2006 None 8 N Metal Single (Tinted) Yes 0.55 0.6 N 20.68 ft2 1.5 ft 0 in 1.67 ft 0 i HERS 2006 None 9 N Metal Single (Tinted) Yes 0.55 0.6 N 9.34 ft2 1.5 ft 0 in 1.67 ft 0 i HERS 2006 None 10 N Metal Single (Tinted) Yes 0.55 0.6 N 41.36 ft2 1.5 ft 0 in 1.67 ft 0 i HERS 2006 None 11 N Metal Single (Tinted) Yes 0.55 0.6 N 9.46 ft2 1.5 ft 0 in 1.67 ft 0 i HERS 2006 None 12 S Metal Single (Tinted) Yes 0.55 0.6 N 59.66 ft2 6.5 ft 0 in 2.5 ft 0 in HERS 2006 None 13 N Metal Single (Tinted) Yes 0.55 0.6 N 56.6 ft2 5 ft 0 in 3 ft 0 in HERS 2006 None INFILTRATION & VENTING - -- Forced Ventilation -- Run Time Fan Method SLA CFM 50 ACH 50 ELA EqLA Supply CFM Exhaust CFM Fraction Watts Default 0.00036 2463 5.15 135.2 254.3 0 cfm 0 cfm 0 0 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation _ 1 324 ft2 324 ft2 56.67 ft 10.83 ft (invalid) 10/1/2009 10:36 PM EnergyGauge® USA - FlaRes2008 Page 3 of 5 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central Unit Split SEER: 15 58 kBtu /hr 1740 cfm 0.75 False HEATING SYSTEM # System Type Subtype Efficiency Capacity Ductless 1 Electric Strip Heat None COP: 1 33.1 kBtu /hr False HOT WATER SYSTEM # System Type EF Cap Use SetPnt Conservation 1 Electric 0.92 60 gal 70 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 V # Location R -Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF 1 Attic 6 467 ft2 Attic 134 ft2 Default Leakage Exterior TEMPERATURES Programable Cooling Heating Ventin Thermostat: X Jan 'X Jan X] Jan Y Ceiling X Feb X] Mar rjApr 'X Feb [Xj Mar X Ar 'X Feb [X] Mar Apr Fans: Xi May X Jun Xj May r7C� Jun X May [[X Jun X Jul X] Jul X Jul X Aug X� AuX� X Aug Sep [X] Oct ;Xi Nov Sep [Xj Oct X] Nov ;X Sep [X] Oct Xj Nov X Dec `X Dec X Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 10/1/2009 10:36 PM EnergyGauge® USA - FlaRes2008 Page 4 of 5 FORM 1100A -08 Code Compliance Cheklist Residential Whole Building Performance Method A - Details ADDRESS: 1183 NE 91 TERRACE MIAMI SHORES, FL, 33 -175 PERMIT #: INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHE K Exterior Windows & Doors N1106.AB.1.1 Maximum: .3 cfm /sq.ft. window area; .5 cfm /sq.ft. door area. Caulk, gasket, weatherstrip or seal between: windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top /bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Penetrations /openings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. V r'y Exterior & Adjacent Walls NI 106.AB.1.2.1 Floors N1106.AB.1.2.2 Ceilings NI 106.AB.1.2.3 Between walls & ceilings; penetrations of ceiling plane to top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures N1106.AB.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC with < 2.0 cfm from conditioned space, tested. . Multi -story Houses NI 106.AB.1.2.5 Air barrier on perimeter of floor cavity between floors. L Additional Infiltration reqts N1106.AB.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters NI112.AB.3 N1112.AB.2.3 NI 112.AB.2.4 Comply with efficiency requirements in Table N112.ABC.3. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. Extemal or built -in heat trap required. Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. Heat pump pool heaters shall have a minimum COP of 4.0. Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. v Swimming Pools & Spas Shower heads Air Distribution Systems N1110.AB All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section N1110.AB. Ducts in unconditioned attics: R -6 min. insulation. HVAC Controls NI 107.AB.2 Separate readily accessible manual or automatic thermostat for each system. Insulation N1104.AB.1 NI 102.8.1.1 Ceilings -Min. R -19. Common walls -frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. 10/1/2009 10:36 PM EnergyGauge® USA - FlaRes2008 Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 81 The lower the EnergyPerformance Index, the more efficient the home. • 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows"" a. U- Factor: SHGC: b. U- Factor: SHGC: c. U- Factor: N/A SHGC: d. U- Factor: N/A SHGC: e. U- Factor: N/A SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 1183 NE 91 TERRACE, MIAMI SHORES, FL, 33 -175 Description SgI, U =0.55 SHGC =0.60 N/A New (From Plans) Single - family 1 4 No 2608 Area 375.25 ft2 Insulation Area R =0.0 R= R= ft2 ft2 ft2 ft2 2608.00 ft2 ft2 ft2 9. Wall Types a. Concrete Block - Int Insul, Exterior b. Frame - Wood, Adjacent c. N/A d. N/A 10. Ceiling Types a. Under Attic (Vented) b. N/A c. N/A Insulation Area R =4.1 2667.60 ft2 R =11.0 224.07 ft2 R= ft2 R= ft2 Insulation Area R =30.0 2608.00 ft2 R= ft2 R= ft2 11. Ducts a. Sup: Attic Ret: Attic AH: Exterior Sup. R= 6, 467 ft2 12. Cooling systems a. Central Unit 13. Heating systems a. Electric Strip Heat 14. Hot water systems a. Electric b. Conservation features None 15. Credits 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 ciplian eatures. Builder Signature: -, .% e Date: /c[) k / Address of New Home: ' ,r j ` rr_, 4J f f _; City/FL Zip: Cap: 58.0 kBtu /hr SEER: 15 Cap: 33.1 kBtu /hr COP: 1 Cap: 60 gallons EF: 0.92 Pstat *Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638 -1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code for Building Construction, contact the Department of Community Affairs at (850) 487 -1824. * *Label required by Section 13- 104.4.5 of the Florida Building Code, Building, or Section B2.1.1 of Appendix G of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge® USA - FlaRes2008 Residential System Sizing Calculation Summary Project Title: MIAMI SHORES RESIDENCE ANTHONY FERNANDEZ 1183 NE 91 TEWRRACE MIAMI SHORES, FL Code Only Professional Version Climate: South 10/1/2009 Location for weather data: Miami - Defaults: Latitude(25) Humidity data: Interior RH (50%) Outdoor wet bulb Altitude(11 ft) Temp Range(L) F) Humidity difference(58gr_) Winter design temperature Vlrnter setpoint Winter temperature difference 50 F 70 F 20 F Summer design temperature Summer setpoint Summer temperature difference 90 F 75 F 15 F Total heating load calculation 33178 Btuh Total cooling load calculation 47721 Btuh Submitted heating capacity Total (Electric Strip) % of calc Btuh 99.8 33100 Submitted cooling capacity Sensible (SHR = 0.75) Latent Total % of calc Btuh 115.4 43500 1443 14500 1213 58000 WINTER CALCULATIONS Winter Heal:inq Load for 2608 Load component Load Load 12412 Window total 377 sqft 9568 Btuh Wall total 2892 sqft 8339 Btuh Door total 24 sqft 259 Btuh Ceiling total 2608 sqft 1661 Btuh Floor total 267 sqft 6301 Btuh Infiltration 153 dm 3365 Btuh Duct loss Latent gain(infiltration) 3393 3685 Btuh Subtotal Btuh Latent gain(internalioc cupantslother) 33178 Btuh Ventilation 0 dm 0 Btuh TOTAL HEAT LOSS 33178 Btuh mmer Cooling Load for 2608 SUMMER CALCULATIONS Load component Load Window total 377 sqft 12412 Btuh Wall total 2892 sqft 8234 Btuh Door total 24 sglt 389 Btuh Ceiling total 2608 sqft 2409 Btuh Floor total 0 Btuh Infiltration 86 cfmm 1420 Btuh Internal gain 8640 Btuh Dud gain 4181 Btuh Sens_ Ventilation 0 dm 0 Btuh Total sensible gain 37683 Btuh Latent gain(ducts) 1584 Btuh Latent gain(infiltration) 3393 Btuh Latent gain(ventilation) 0 Btuh Latent gain(internalioc cupantslother) 5060 Btuh Total latent gain 10037 Btuh TOTAL HEAT GAIN 47721 Btuh 7 System Sizing Calculati s-1 Residential Load - Whole House ComponentattaiTs ANTHONY FERNANDEZ Project Title: -Code Only 1183 NE 91 TEWRRACE MIAMI SHORES RESIDENCE Professional Version MIAMI SHORES, FL Climate: South Reference City: Miami (Defaults) Winter Temperature Difference: 20.0 F 10/1/2009 Icomponent Loads for Whole House 1 Window PaneslSHGC/Frame/U Orientation Area(soft) X HTM= Load 1 2 3 4 5 6 7 8 9 10 11 12 13 1, Tint, Metal, 127 S 53.3 25.4 1, Tint, Metal, 127 S 26.6 25.4 1, Tint, Metal, 127 E 23.9 25.4 1, Tint, Metal, 127 E 6.4 251 1, Tint, Metal, 127 N 26.9 25.4 1, Tint, Metal, 1.27 N 25.8 25.4 1, Tint, Metal, 127 N 16.6 25.4 1, Tint, Metal, 127 N 20.7 251 1, Tint, Metal, 127 E 9.3 25.4 1, Tint, Metal, 127 E 41.4 25.4 1, Tint, Metal, 127 E 9.5 25.4 1, Tint, Metal, 127 S 59.7 25.4 1, Tint, Metal, 127 N 56.6 25.4 Window Total 377 1354 Btuh 676 Btuh 607 Btuh 163 Btuh 683 Btuh 655 Btuh 422 Btuh 526 Btuh 236 Btuh 1052 Btuh 241 Btuh 1516 Btuh 1438 Btuh 9568 Btuh Walls 1 2 Type R -Value Area X HTM= Frame - Wood - Exd(0.09) 11.0 224 1.9 Concrete Bik, - Ext(0.15) 4.1 2668 3.0 Wall Total 2892 Load 425 Btuh 7914 Btuh 8339 Btuh Doors 1 Type Area X HTM= Wood - Adjacent 24 10.8 Door Total 24 Load 259 Btuh 259Btuh Ceilings 1 Type/Color/Surface R -Value Area X HTM= Vented Attic!L/Conc) 30.0 2608 0.6 Ceiling Total 2608 _ Type R Value Size X HTM= Slab On Grade 0 267_0 ft(p) 23.6 Floor Total 267 Load 1661 Btuh 1661 Btuh Load 6301 Btuh 6301 Btuh Floors 1 Envelope Subtotal: 26129 Btuh Infiltration Type ACH X Volume(cult) walis(sgit) CFM= Natural 0.32 28688 2892 153.0 3365 Btuh Ductload (DLM of 0.125) 3685 Btuh All Zones Sensible Subtotal All Zones 33178 Btuh Manual J Winter Calculations Residential Load - Component Details (continued) ANTHONY FERNANDEZ Project Title: Code Only 1183 NE 91 TEWRRACE MIAMI SHORES RESIDENCE MIAMI SHORES, FL Climate: South 10/1/1009 Professional Version INHOLE HOUSE TOTALS 1 Subtotal Sensible Ventilation Sensible Total Btuh Loss 33178 Btuh 0 Btuh 33178 Btuh Key Werdaar types (SHGC - Sharing coefficient of glass as SHGC nronerical value or as dear or tint) (Frame types - metal, wood or ieed metal) (U - Wirdory U- Factor or "DEP for default) (HTM - Manual.' Heat Transfer Multiplier) Key Floor size (perineter(p) for slab-on-grade or area for al other floor types ) For Florida residences only ays eIIi o.zing •aacuiationS - Summer Residential Load - Whole House Component Details ANTHONY FERNANDEZ Project Title: Code Only 1183 NE 91 TEWRRACE MIAMI SHORES RESIDENCE Professional Version MIAMI SHORES, FL Climate: South Reference City: Miami (Defaults) Summer Temperature Difference: 15.0 F 10/1/2009 Component Loads for Whole House Window Type* Pn/SH s Omt Overhang Len Hgt Window Area(sglt) HTM Gross Shaded Unshaded Shaded Unshaded Load 1 2 3 4 jl 5 6 7 8 jl 9 10 11 12 13 111, Tint, 127, B-M, NpN It 1, Tit„ 127, B-M, N,N It 1, Tit„ 127, B-M, N,N 11, Tret„ 127, B-M„ N,N It 1, Tnk,127, B-M„ N,N II 1, Tnt,127, B-M, N,N I� 1, Tint, B-M, N,N �I 1, Tit„ 127, B-M, N,N j, 1, Tnt, 127, B-M, N,N II 1, Tint, 127, B-M, N,N I� 1, Tnt„ 127, B-M, N,N It 1, Tnt,127, BM, N,N I 1, Trt,127, B-M, N,N Window Total S S E E N N N N E E E S N 1.511 6831 1.511 9.671 0.511 6.831 1.511 3831 311 9.331 511 82 11 511 8211 1511 5.83f 1.511 3.831 1.511 5_831 I 1.511 4.831 Olt OIL 511 108 513 513 _ I 25 26.6 26.6 0.0 25 23.9 0.0 23.9 25 6.4 0.0 6.4 25 26.9 0.0 26.9 25 25.8 0.0 25.8 25 16.6 0_0 16.6 25 217 0_0 217 25 9.3 0.0 9.3 25 41.4 (10 41.4 25 95 0.0 9.5 25 59.7 10 59.7 25 56.6 0.0 56.6 25 377 (sqft) 27 27 57 57 25 25 25 25 57 57 57 27 25 ! 1335 Bdii 666 Blob 1350 Blob 362 Btuh 674 Bhlr 646 Btuh 416 Btuh 519 Btu �I 525 Btuh 2339 !Ruh 537 Btuh 1625 Btuh 1418 Bdir 12412 Btuh I� Walls II Tvne R-Value/U-Value Area(soft) HTM Load 1 II Frame - Wood - Ext 2 jl Concrete Bic, - Ext r Wall Total Doors Type �I 1 Wood - Minced I Door Total Ceilings II Type/Color/Surface 1 11 Vented Attic/Light/Concrete I Ceiling Total Floors it Type 1 Stab On Grade uFloor Total It ? 11.010.09 4.7/0.15 224.0 2667.6 2892 (sgft) Area (sgft) 27 2.9 24.0 24 (sqft) R -Value Area(sqft) 30.0 26080 2608 (sqft) R -Value Size 0.0 267 (11(p)) 267.0 (sqft) HTM 162 HTM 0.9 HTM 0.0 597 Btuh 7637 Btuh 8234 Btuh Load 389 Btuh 389 Btuh Load 2409 Btuh 2409 Btuh Load 0 Btuh 0 Btuh Envelope Subtotal: it 23443 Btuh Infiltration i 1 Type ACH Volume(cuft) wail area(sqft) CFM= 1 Load II SensbleNatu al 0.18 28688 2892 153.0 i 1420 Btu Internal Occupants Btuh/occupant Appliance Load tl gain h�� 8 X 230 + 6800 11 8640 Btuh 1' Duct load ij (DGM of 0125) 4181 Bhih N Sensible Load All Zones ! 37683 Btuh EnergyGaugee FLRCPB v421 Page 1 FORM 1100A -08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: MIAMI SHORES RESIDENCE Builder Name: SAAD HOMES Street: 1183 NE 91 TERRACE Permit Office: MIAMI SHORES City, State, Zip: MIAMI SHORES , FL , 33 -175 Permit Number: Owner: ANTHONY FERNANDEZ & DAYSI POLANCO Jurisdiction: Design Location: FL, Miami 1. New construction or existing New (From Plans) 2. Single family or multiple family Single- family 3. Number of units, if multiple family 1 4. Number of Bedrooms 4 5. Is this a worst case? No 6. Conditioned floor area (ft2) 2608 7. Windows Description Area a. U- Factor: Sgl, U =0.55 375.25 ft2 SHGC: SHGC =0.60 b. U- Factor: N/A ft2 SHGC: c. U- Factor: N/A ft2 SHGC:. d. U- Factor: N/A ft2 SHGC: e. U- Factor: N/A ft2 SHGC: 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R =0.0 2608.00 ft2 b. N/A R= ft2 c. N/A R= ft2 9. Wall Types Insulation Area a. Concrete Block - Int Insul, Exterior R =4.1 2667.60 ft2 b. Frame - Wood, Adjacent R =11.0 224.07 ft2 c. N/A R= ft2 d. N/A R= ft2 10. Ceiling Types Insulation Area a. Under Attic (Vented) R =30.0 2608.00 ft2 b. N/A R= ft2 c. N/A R= ft2 11. Ducts w . a. Sup: Attic Ret: A r Sup. R= 6, 467 ft2 12. Cooling syst a. Centr t Cap: 58.0 kBtu /hr - `� 1f, SEER: 15 13. Heatin to a. Electric a Cap: 33.1 kBtu /hr , COP: 1 14. Hot water syst em a. Electric Cap: 60 gallons EF: 0.92 b. Conservation features None 15. Credits Pstat Glass /Floor Area: 0.144 Total As -Built Modified Loads: 64.47 PASS Total Baseline Loads: 79.11 I hereby certify that the pI 4 and specifica 'ons F this calculation are in comp) nce with th Code. j., ,F, v--._-, -; covered by lorida Energy Review of the plans and © i specifications covered by this ti1 calculation indicates compliance �. p f with the Florida Energy Code. Before construction is completed I ' Lam,` this building will be inspected for :-: compliance with Section 553.908 x' ..p�::. Florida Statutes. f ,. �'� , .��► BUILDING OFFICIAL- �?�S.0 S U Tq _.; ' `^` • Ll'g ttjG �_. . P' N. PREPARED BY: DATE: t / 1 1 hereby certify that this building, as designed, with the Florida Energy Code. OWNER /A ENT- LA. is in compliance• uL2i. DATE DATE: /4 1 j I1 f-----' i 0c9V- OCT 0 5 2009 ` Q Y: 10/1/2009 10:34 PM EnergyGauge® USA - FlaRes2008 Page 1 of 5 PROJECT Title: MIAMI SHORES RESIDENC Bedrooms: 4 Adress Type: Street Address Building Type: FLAsBuilt Bathrooms: 0 Lot # Owner: ANTHONY FERNANDEZ & D Conditioned Area: 2608 SubDivision: # of Units: 1 Total Stories: 1 PlatBook: Builder Name: SAAD HOMES Worst Case: No Street: 1183 NE 91 TERRACE Permit Office: MIAMI SHORES Rotate Angle: 0 County: DADE Jurisdiction: Cross Ventilation: City, State, Zip: MIAMI SHORES , Family Type: Single- family Whole House Fan: FL , 33 -175 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 75 70 149.5 56 Low FLOORS ✓ # Floor Type Perimeter R -Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 267 ft 0 2608 ft2 1 0 0 ROOF Roof Gable Roof Solar Deck V # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 Hip Barrel tile 2749 ft2 0 ft2 Medium 0.96 No 0 18.4 deg ATTIC # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2608 ft2 Y N CEILING V# Ceiling Type R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) 30 2608 ft2 0.11 Wood WALLS J Cavity Sheathing Framing Solar # Ornt Adjacent To Wall Type R -Value Area R -Value Fraction Absor. 1 N Exterior Concrete Block - Int Insul 4.1 589 ft2 0 0 0.75 2 S Garage Frame - Wood 11 224.07 ft2 0 0.23 0.01 3 N Exterior Concrete Block - Int Insul 4.1 165.28 ft2 0 0 0.75 4 E Exterior Concrete Block - Int Insul 4.1 216.93 ft2 0 0 0.75 5 N Exterior Concrete Block - Int Insul 4.1 356.04 ft2 0 0 0.75 6 E Exterior Concrete Block - Int Insul 4.1 20.66 ft2 0 0 0.75 7 N Exterior Concrete Block - Int Insul 4.1 148.03 ft2 0 0 0.75 8 E Exterior Concrete Block - Int Insul 4.1 444.19 ft2 0 0 0.75 9 S Exterior Concrete Block - Int Insul 4.1 69 ft2 0 0 0.75 10/1/2009 10:34 PM EnergyGauge® USA - FlaRes2008 Page 2 of 5 10/1/2009 10:34 PM EnergyGauge® USA - FlaRes2008 Page 3 of 5 WALLS # Omt Adjacent To Wall Type Cavity Sheathing R -Value Area R -Value Framing Fraction Solar Absor. 10 E 11 W 12 S 13 W 14 S 15 E 16 W 17 S Exterior Exterior Exterior Exterior Exterior Exterior Exterior Exterior Concrete Block - Int Insul Concrete Block - Int Insul Concrete Block - Int Insul Concrete Block - Int Insul Concrete Block - Int Insul Concrete Block - Int Insul Concrete Block - Int Insul Concrete Block - Int Insul 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 51.37 ft2 0 51.37 ft2 0 120 ft2 0 75.72 ft2 0 164.04 ft2 0 36 ft2 0 36 ft2 0 123.96 ft2 0 0 0 0 0 0 0 0 0 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 DOORS # Ornt Door Type Storms U -Value Area 1 E Wood Wood 0.46 24 ft2 WINDOWS Window orientation below is as entered. Actual orientation is modified by rotate angle shown in "Project" section above. V # Ornt Frame Panes NFRC U- Factor SHGC Storms Overhang Area Depth Separation Int Shade Screening 1 S Metal 2 S Metal 3 E Metal 4 E Metal 5 N Metal 6 N Metal 7 N Metal 8 N Metal 9 N Metal 10 N Metal 11 N Metal 12 S Metal 13 N Metal Single (Tinted) Single (Tinted) Single (Tinted) Single (Tinted) Single (Tinted) Single (Tinted) Single (Tinted) Single (Tinted) Single (Tinted) Single (Tinted) Single (Tinted) Single (Tinted) Single (Tinted) Yes 0.55 0.6 Yes 0.55 0.6 Yes 0.55 0.6 Yes 0.55 0.6 Yes 0.55 0.6 Yes 0.55 0.6 Yes 0.55 0.6 Yes 0.55 0.6 Yes 0.55 0.6 Yes 0.55 0.6 Yes 0.55 0.6 Yes 0.55 0.6 Yes 0.55 0.6 N N N N N N N N N N N N N 53.29 ft2 1.5 ft 0 in 1.67 ft 0 i 26.64 ft2 1 ft 0 in 3.67 ft 0 i 22.84 ft2 1.5 ft 0 in 1.67 ft 0 i 6.38 ft2 1.5 ft 0 in 1.67 ft 0 1 26.64 ft2 3 ft 0 in 2 ft 0 in 25.76 ft2 5 ft 0 in 3 ft 0 in 16.61 ft2 5 ft 0 in 3 ft 0 in 20.68 ft2 1.5 ft 0 in 1.67 ft 0 i 9.34 ft2 1.5 ft 0 in 1.67 ft 0 i 41.36 ft2 1.5 ft 0 in 1.67 ft 0 i 9.46 ft2 1.5 ft 0 in 1.67 ft 0 i 59.66 ft2 6.5 ft 0 in 2.5 ft 0 in 56.6 ft2 5 ft 0 in 3 ft 0 in HERS 2006 HERS 2006 HERS 2006 HERS 2006 HERS 2006 HERS 2006 HERS 2006 HERS 2006 HERS 2006 HERS 2006 HERS 2006 HERS 2006 HERS 2006 None None None None None None None None None None None None None INFILTRATION & VENTING Method SLA CFM 50 ACH 50 ELA EqLA -- Forced Ventilation -- Supply CFM Exhaust CFM Run Time Fraction Fan Watts Default 0.00036 2463 5.15 135.2 254.3 0 cfm 0 cfm 0 0 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 324 ft2 324 ft2 56.67 ft 10.83 ft (invalid) 10/1/2009 10:34 PM EnergyGauge® USA - FlaRes2008 Page 3 of 5 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central Unit Split SEER: 15 58 kBtu /hr 1740 cfm 0.75 False HEATING SYSTEM # System Type Subtype Efficiency Capacity Ductless 1 Electric Strip Heat None COP: 1 33.1 kBtu /hr False HOT WATER SYSTEM # System Type EF Cap Use SetPnt Conservation 1 Electric 0.92 60 gal 70 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 V # Location R -Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF 1 Attic 6 467 ft2 Attic 134 ft2 Default Leakage Exterior TEMPERATURES Programable Cooling Heatingg Ventin Thermostat: X Jan Xj Jan X Jan Y Ceiling Fans: Xj Feb Mar [Xj Apr (Xj May Jun X] Feb I:I X Mar [X] Appr [X] May ri Jun X Feb Mar [X] Apr [Xj May Jun X Jul X� Jul ;X Jul Xj Aug Xj Au 'Xlj Aug X] Sep X] Sepp Xj Sep Xj Oct 'X Oct X Oct X Nov X Dec X] Nov iX� X Dec X Nov (X Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 10/1/2009 10:34 PM EnergyGauge® USA - FlaRes2008 Page 4 of 5 FORM 1100A -08 Code Compliance Cheklist Residential Whole Building Performance Method A - Details ADDRESS: 1183 NE 91 TERRACE MIAMI SHORES, FL, 33 -175 PERMIT #: INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors N1106.AB.1.1 Maximum: .3 cfm /sgft. window area; .5 cfm /sq.ft. door area. Swimming Pools & Spas Exterior & Adjacent Walls NI 106.AB.1.2.1 Caulk, gasket, weatherstrip or seal between: windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top /bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors NI106.AB.1.2.2 Penetrations /openings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings N1106.AB.1.2.3 Between walls & ceilings; penetrations of ceiling plane to top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures N1106.AB.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC with < 2.0 cfm from conditioned space, tested. Multi -story Houses N1106.AB.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts NI 106.AB.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters , N1112.AB.3 Comply with efficiency requirements in Table N112.ABC.3. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built -in heat trap required. Spas & heated pools must have covers (except solar heated). Non - commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. Heat pump pool heaters shall have a minimum COP of 4.0. Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Swimming Pools & Spas N1112.AB.2.3 Shower heads N1112.AB.2.4 Air Distribution Systems N1110.AB All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section N1110.AB. Ducts in unconditioned attics: R -6 min. insulation. HVAC Controls NI 107.AB.2 Separate readily accessible manual or automatic thermostat for each system. Ceilings -Min. R -19. Common walls -frame R -11 or CBS R -3 both sides. Common ceiling & floors R -11. Insulation NI 104.AB.1 N1102.B.1.1 10/1/2009 10 :34 PM EnergyGauge® USA - FlaRes2008 Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD • ESTIMATED ENERGY PERFORMANCE INDEX* = 81 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows** a. U- Factor: SHGC: b. U- Factor: SHGC: c. U- Factor: SHGC: d. U- Factor: SHGC: e. U- Factor: SHGC: 1183 NE 91 TERRACE, MIAMI SHORES, FL, 33 -175 Description SgI, U =0.55 SHGC =0.60 N/A N/A N/A N/A 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. N/A New (From Plans) Single- family 1 4 No 2608 Area 375.25 ft2 Insulation Area R =0.0 R= R= ft2 ft2 ft2 ft2 2608.00 ft2 ft2 ft2 9. Wail Types a. Concrete Block - Int Insul, Exterior b. Frame - Wood, Adjacent c. N/A d. N/A 10. Ceiling Types a. Under Attic (Vented) b. N/A c. N/A Insulation Area R =4.1 2667.60 ft2 R =11.0 224.07 ft2 R= ft2 R= ft2 Insulation Area R =30.0 2608.00 ft2 R= ft2 R= ft2 11. Ducts a. Sup: Attic Ret: Attic AH: Exterior Sup. R= 6, 467 ft2 12. Cooling systems a. Central Unit 13. Heating systems a. Electric Strip Heat 14. Hot water systems a. Electric b. Conservation features None 15. Credits 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 e mpliaptfatures. Builder Signature: ! ,, r' ' ° t , -.� Date: Address of New Home: Cap: 58.0 kBtu /hr SEER: 15 Cap: 33.1 kBtu /hr COP: 1 Cap: 60 gallons EF: 0.92 Pstat *Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638 -1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code for Building Construction, contact the Department of Community Affairs at (850) 487 -1824. * *Label required by Section 13- 104.4.5 of the Florida Building Code, Building, or Section B2.1.1 of Appendix G of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge® USA - FlaRes2008 Residential System Sizing Calculation Summary Project Title: MIAMI SHORES RESIDENCE ANTHONY FERNANDEZ 1183 NE 91 TEWRRACE MIAMI SHORES, FL Code Only Professional Version Climate: South 10/112009 Location for weather data: Miami - Defaults: Latitude(25) Altitude(11 ft.) Temp Range(L) Humidity data: Interior RH (50%) Outdoor wet bulb {77F) Humidity difference(58gr.) Load Winter design temperature Winter setpoint Winter temperature difference 50 F 70 F 20 F Summer design temperature Summer setpoint Summer temperature difference 90 F 75 F 15 F Total healing toad calculation 33178 Btuh Total cooling load calculation 47721 Btuh Submitted healing capacity Total (Electric Strip) % of catc Btuh 99,8 33100 Submitted cooling capacity Sensible (SHR = 015) Latent Total % of calc ,,Btuh 115.4 43500 144.5 .14500 121.5 58000 WINTER CALCULATIONS Winter Healing Load for 2608 Load component Load Load 12412 Window total 377 sqft 9568 Btuh Wall total 2892 sqft 8339 Btuh Door total 24 sqft 259 Btuh Ceiling total 2608 sqlt 1661 Btuh Floor total 267 sqft 6301 Btuh Infiltration 153 cfm 3365 Btuh Dud loss Latent gain(infiltration) 3393 3685 Btuh Subtotal Btuh Latent gain(intemaloccupants/other) 33178 Btuh Ventilation 0 cfm 0 Btuh TOTAL HEAT LOSS 33178 Binh Summer Cooling Load for 2608 SUMMER CALCULATIONS Load component Load Window total 377 sqlt 12412 Btuh Wall total 2892 sqlt 8234 Btuh Door total 24 sqft 389 Btuh Ceiling total 2608 sqlt 2409 Btuh Floor total 0 Btuh Infiltration 86 chn 1420 Btuh Internal gain 8640 Btuh Duct gain 4181 Btuh Sens_ Ventilation 0 cfm 0 Btuh Total sensible gain 37683 Btuh Latent gain(duds) 1584 Btuh Latent gain(infiltration) 3393 Btuh Latent gain(ventilation) 0 Btuh Latent gain(intemaloccupants/other) 5060 Btuh Total latent gain 10037 Btuh TOTAL HEAT GAIN 47721 Btuh System Sizing CalculatiOnsIT-111fmter--- - Residential Load - Whole House Componenf._ ::. ANTHONY FERNANDEZ Project Title: 1183 NE 91 TEWRRACE MIAMI SHORES RESIDENCE Professional Version - MIAMI SHORES, FL Cie: South Reference City: Miami (Defaults) Winter Temperature Difference: 20.0 F 10/112009 'Component Loads for Whole House Window Panes/SHGC/Framelt1 Orientation Area(soft) X - HTM= Load 1 2 3 4 5 6 7 8 9 10 11 12 13 1, Tint, Metal, 127 S 53.3 25.4 1, Tint, Metal, 127 ' S 26.6 25.4 1, Tint, Metal, 127 E 23.9 25.4 1, lint, Metal, 127 E ' 6.4 25.4 1, Tint, Metal, 127 N . ' 26.9 25.4 1, Tint, Metal, 127 N 25.8 25.4 1, Tint, Metal, 127 N 16.6 25.4 1, Tint, Metal, 127 N 20.7 25.4 1, Tint, Metal, 127 E ' 9.3 25.4 1, Tint, Metal, 127 E 41.4 25.4 1, Tint, Metal, 127 E 9.5 25.4 1, Tint, Metal, 127 S 59.7 25.4 1, Tint, Metal, 127 N 56.6 25.4 Window Total 377(soft) 1354 Btuh 676 Btuh 607 Btuh 163 Btuh 683 Btuh 655 Btuh 422 Btuh 526 Btuh 236 Btuh 1052 Btuh 241 Bttrh 1516 Btuh 1438 Btuh 9568 Btuh Walls 1 2 Type R -Value Area X HTM= Frame - Wood - Ext(0.09) 11.0 224 1.9 Concrete Bik, - Ext(0.15) 4.1 2668 3.0 Wall Total 2892 Load 425 Btuh 7914 Btuh 8339 Btuh Doors 1 Type Area X HTM= Wood - Adjacent 24 10.8 Door Total 24 Load 259 Btuh 259Btuh Ceilings 1 TypelColor/Surface R -Value Area X HTM= Vented AtticIUConc) 30.0 2608 0.6 Ceitit Total 2608 Load 1661 Btuh 1661Btuh Floors 1 _ Type R Value Size X HTM= Slab On Grade 0 267.0 ft(p) 23.6 Floor Total 267 Load 6301 Btuh 6301 Btuh Envelope Subtotal: 26129 . ' 1,, .. Infiltration Type ACH X Volume(cuft) walls(sgft) CFM= Natural ' 0.32 28688 2892 153.0 3365 Btuh Dui (DLM of 0.125) 3685 Ruh All Zones Sensible Subtotal All Zones 33178 Btuh 1 Manual J Winter Calculations Residential Load ® Component Details (continued) ANTHONY FERNANDEZ Project Title: Code Only 1183 NE 91 TEMIRRACE MIAMI SHORES RESIDENCE Professional Version MIAMI SHORES, FL Climate: South 10/1/2009 HOUSE TOTALS Subtotal Sensible Ventilation Sensible Total Btuh Loss 33178 Btuh 0 Btuh 33178 Btuh Key Midair types (SHGC - Shading ooefficierf of glass as SHGC nanerical value or as clear or fit) (Frame types - metal, wood or insulated metal) (U - Window U- Factor qr 1 EF for default) (HIM - MamralJ Heat Transfer Multiplier) Key Floor size (p (p) far slab-on-grade or area for al other floor types ) For Florida residences only oystem dining •aicuiationS - Summer Residential. Load - Whole House Component Details ANTHONY FERNANDEZ Project Title: Code Only 1183 NE 91 TEWRRACE MIAMI SHORES RESIDENCE Professional Version MIAMI SHORES, FL Climate: South Reference City: Miami (Defaults) Summer Temperature Difference: 15.0 F 10/1/2009 Component Loads for Whole House Window Type* Overhang Pn9SHGCAMInStaxSIVIS Out Len Hgt ! Window Area(sglt) HTM Shaded Unshaded Load Gross Shaded Ur ohada 1 2 3 4 5 6 7 8 9 10 11 12 13 1, Tint, 127, 8-PA, N,N S 1, Tirt,127, B-M, N,N S 1, Tet,127, B-M, N,N E 1, Test 121, B-M, N,N E 1, Tet,127, 844, N,N N 1, Tat t27, B-64, N,N N 1, Tat 127, 8-11, N,N N 1, Tit, 127, B-M, N,N N 1, Tat, 127, B-M, N,N E 1 1, Tat 127, B-M, N,N E 1, Tat 127, B- M, N,N E 1, Tat, 127, B-M, N,N S 1, Tint, 127, 8a41, N,N 14 Window Total 1511 6.831 1511. 9_67f 056 6.831 151t. 3831 311. 9.331 511. 8.26 56 8211. 1511. 5.83f 15ft. 3.83f 1511. 5.831 1.5ft. 4.831 OIL Olt ; 51t. 168 533 53.3 0.0 260 26.6 60 23.9 OA 23.9 i 6.4 0.0 6.4 26.9 0.0 26.9 268 CIO 268 16.6 0.0 16.6 r 267 0.0 201 9.3 0.0 9_3 41.4 0.0 41.4 9.5 0.0 9.5 ! ' 591 0.0 567 566 0A 56.6 377 (sqft) 25 27 25 27 25 57 25 57 25 25 25 25 25 25 25 25 25 57 25 57 25 57 25 27 25 25 1335 Btuh 666 Btuh 1350 Btuh 362 Butt 674 86t1 646 81111 416 Bhir 519 ERA 525 Mull 2339 Btttr 537 Mir 1625 Binh 1 1418 Bhtr 12412 Btuh Walls 1 2 Type R- Value/U -Value Area(sqft) HTM 1 Frame - Wood - Est 11.0..09 224.0 27 Concrete B&, - Ext 4.1.‘615 2667.6 29 Wall Total 2892 (sqft) I Load 597 Btuh 7637 81uh I 8234 Btuh Doors 1 Type Area (sgft) HTM Wood - P4acxat 24_0 162 Door Total 24 (stilt) Load 389 Bats f 389 Btuh Ceilings 1 Type/Color/Surface R -Value Area(sqft) HTM Vented NlidLghtIConcrete 30.0 2608.0 0.9 Ceiling Total 2608 (sqft) Load 2409 Btuh 2409 Btuh Floors 1 Type R Value Size HTM Slab On Grade O.0 . 267 (tt(» OA Floor Total 267.0 (sqft) Load 0 Bhfr 0 Btuh Envelope Subtotal: 23443 Btuh Infiltration Type ACH Volume(cult) Wall area(sqft) CFM= Seal 0.18 28688 2892 153.0 Load 1420 Btuh Internal gain Occupants Btuh/occupant Appliance', Load 8 X 230 + 6800 8640 Btuh Duct load (DGM of 0.125) 4181 Btuh Sensible Load All Zones 37683 Btuh ALL STATE ENGINEERING July 29, 2009 All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES- ENGINEERS - INSPECTION SERVICES - CHEMISTS - DRILLING - ENVIRONMENTAL SERVICES SAAD Homes 18601 Wentworth Drive Miami Gardens Drive, 33015 Attn: RE: Dear Sir: Mrs. Carmen t‘t, Subsurface investigation for Proposed Property located at 1183 NE 91 Terr. Miami, FL Pursuant to your authorization, All State Engineering & Testing Consultants, Inc. (ASETC) conducted a subsurface investigation at the above referenced project. The investigation was performed on July 28, 2009. The purpose of the investigation was to develop preliminary information about the site and the subsurface conditions existing in the vicinity of the proposed construction. To achieve the desired objective three (3) standard penetration test borings was performed and the log is enclosed in this report. TEST METHOD: The borings were conducted in accordance with procedures outlined for standard penetrations test and split spoon sampling of soils by ASTM Method D -1586. A two (2) foot long two (2) inches O.D. Split Spoon Sampler was driven into the ground by successive blows with 140 lb. Hammer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a time then extracted for visual examination and classification of the retained soil samples. The number of blows required for a one (1) foot penetration of the sampler is designated as "N" (known as the standard penetration resistance value). The "N" value provides an indication of the relative density of non - cohesive soils and the consistency of cohesive soils. Suitable corrections are applied to this number in order to include the effects of soil overburden pressure and other factors. A general evaluation of soils is made from the established correlation between "N" and the relative density or consistency of soils. This dynamic method of soil testing has been widely accepted by foundation engineers and architects to conservatively evaluate the bearing capacity of soils. A continuous drilling and sampling procedures was used therefore, the samples were taken at intervals of two (2) feet or at every change in soil characteristics. The types of foundation material encountered have been visually classified and are described in detail in the boring logs. The results of the field penetration tests are presented in the boring logs in numerical forms. The average ground water level at the site was found at four (4) feet zero (0) inches below the existing surface (see logs). Fluctuation in the observed ground water level should be expected due to seasonal climatic changes, rainfall variation, surface water run -off and other specific factors related to the site in question. 2380 West 78th Street / Hialeah, Florida. 33016.1 Phone: 305- 888 -3373 Fax: 305-888-7443 Page 2 — July 29, 2009 SHAD Homes FOUNDATION RECOMMENDATIONS: Our recommendations are based on the information provided from the client as to the type of structure planned and on our subsurface investigation performed on the proposed site. Our recommendations are as follows: 1. Excavate entire building area plus 5' -0" outside the perimeter of construction and remove all top soil and unsuitable subsurface material to the necessary depth. We anticipate an average excavation depth of approximately ten (10) feet zero (0) inches. The top 4' -0" of clean material can be utilized as backfill for the demucked area. 2. Compact excavated area to a minimum compaction of 98% of the optimum dry density as per AASHTO T -180. Verify densification procedures by taking an adequate number of field density compaction tests. The excavated area should be inspected prior to the commencement of the backfilling operation to ensure that all the unsuitable material has been removed. 3. Backfill building area, plus 5' -0" outside the perimeter of the structure to the required elevation with a clean mixture of sand and lime rock fill (or approved fill material) in compacted layers not to exceed twelve (12) inches in thickness. Compact each layer to a minimum of 98% of the optimum dry density as per AASHTO T180. Verify densification procedures by taking an adequate number of field density tests, especially by the footing area. 4. Excavate footing trenches to the required depth from the ground elevation. 5. Compact the bottom of the footing trench to a minimum compaction of 98% of the optimum dry density as per AASHTO T -180. Verify densification procedures by taking an adequate number of field density compaction tests. DESIGN RECOMMENDATIONS: The above foundation recommendation having been achieved and verified we anticipate that the foundation and footings may be appropriately proportioned for a safe soil bearing capacity not to exceed 2500 pounds per square foot (psf). The use of spread footings and single column pads is suggested. A monolithic slab foundation may also be adopted. CONCLUSION: Regardless of the thoroughness of our geotechnical exploration there is always a possibility that conditions on the subject property (site) may be different from those at the test locations. Therefore, should any subsoil condition different from those reported in our boring logs be encountered during construction, ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC., should be notified immediately. This report was prepared exclusively for the use of SAAD Homes. The conclusions provided by All State Engineering & Testing Consultants, Inc. are based solely on the information presented in this report. 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. We appreciate the opportunity to have been of service to your company. Please feel free to contact us if there are any questions or comments pertaining to this report. Sincerely yours, n _ 2 • 24 '®� W/assenr Quadri, P,E. # 51481 All State Engineering And Testing Consultants, Inc. WQ/SP/SAAD Homes ALL STATE ENGINEERING All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES- ENGINEERS- INSPECTION SERVICES - CHEMISTS - DRILLING - ENVIRONMENTAL SERVICES 2380 West 78th Street, Hialeah, Florida. 33016 / Phone: 305 - 888 -3373 Fax: 305 - 888 -7443 TEST BORING REPORT CLIENT SAAD Homes Order No. 09-5754 ADDRESS 18601 Wentworth Drive Miami, FL 33105 Report No. 1 PROJECT Proposed Property Hole No. B -1 ADDRESS ' 1183 NE 91 Terrace Miami, FL Date 07/28/09 LOCATION South side of property -Front of existing house Driller MP DEPTH DESCRIPTION OF MATERIALS (FEET) ' Sample No _ Hammer blow on sampler N" ' Hammer blows ` on casing 1 0' -0" to 0' -6" Top soil 1 3 0' -6" to 2' -0" Backfill -Dark brown medium sand with rock fragments 2 0' -2' 2 3 5 3 2' -0" to 4' -0" Backfill: Tan medium silica sand with some rock fragments 5 5 4 2' -4' 4 4 9 5 4' -0" to 9' -0" Muck 1 1 o 4'0 1 1 2 7 1 - 8 6' -8' 1 - 1 9 2 2 10 9' -0" to 10' -0' Brown medium silica sand I 8' -10' 5 5 7 11 10' -0" to 16' -0" Tan medium lime sand with lime stone frag. & fine shells 6 8 12 10' -12' 7 8 15 13 7 9 14 12' -14' 10 5 19 15 6 8 16 14' -16' 9 9 17 17 16' -0" to 21' -0" Tan cemented lime stone 52 55 18 16' -18' 43 40 98 19 41 35 20 18'-20' 30 31 65 21 30 31 22 End of Boring at 21' -0" 20' -22' 23 24 22' -24' 25 26 24' -26' 27 28 26-28' 29 30 28' -30' 31 32 30' -32' WATER LEVEL: 4' -0" below surface At Date: 07/28/09 Respectfully Submitted, V Waseem Quadri, P.E. # 51481 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 STATE ENGINEERING All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES- ENGINEERS - INSPECTION SERVICES - CHEMISTS - DRILLING - ENVIRONMENTAL SERVICES 2380 West 78th Street, Hialeah, Florida. 33016 / Phone: 305 - 888 -3373 Fax: 305 - 888 -7443 TEST BORING REPORT CLIENT SAAD Homes Order No. 09 -5754 ADDRESS 18601 Wentworth Drive Miami, FL 33105 Report No. 1 PROJECT Proposed Property Hole No. B•2 ADDRESS 1183 NE 91 Terrace Miami, FL Date 07/28/09 LOCATION North side of property -Next to the existing house 1' -0" from footing Driller MP DEPTH DESCRIPTION OF MATERIALS (FEET) , Sample . No. i ° Hammer blow on sampler ' N" Hammer blows on casing ti 1 0' -0" to 5' -0" Tan medium silica sand 2 3 2 0' -2' 4 8 7 3 6 3 4 2-4' 3 2 6 5 1 1 6 5' -0" to 10' -0" Muck 4' -6' 1 1 2 7 1 1 6'-8' 1 1 1 2 1 1 10 8' -10' 1 1 2 11 10' -0" to 12' -0" Brown medium silica sand 5 6 12 10' -12' 6 8 12 13 12' -0" to 18' -0" Tan medium lime sand with lime stone frag. & fine shells 8 10 14 12-14' 11 10 21 15 11 10 16 14' -16' 10 8 20 17 9 8 18 16' -18' 7 8 15 19 18' -0" to 23' -0" Tan cemented lime stone 37 57 20 18' -20' 50 42 107 21 41 40 22 20' -22' 35 36 75 23 33 32 24 End of Boring at 23' -0" 22'-24' 25 26 2426' 27 28 26' -28' 29 30 28' -30' 31 32 30' -32' WATER LEVEL: 4' -6" below surface At Date: 07/28/09 Respectfully Submitted, Waseem Quadri, P.E. # 51481 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 STATE ENGINEERING All State Engineering & Testing Consultants, Inc. TESTING LABORATORIES- ENGINEERS - INSPECTION SERVICES - CHEMISTS - DRILLING - ENVIRONMENTAL SERVICES 2380 West 78th Street, Hialeah, Florida. 33016 / Phone: 305 - 888 -3373 Fax: 305 - 888-7443 HAND AUGER CLIENT SAAD Homes Order No. 09 -5754 ADDRESS 18601 Wentworth Drive Miami, FL 33105 Report No. 1 PROJECT Proposed Property Hole No, B -3 ADDRESS 1183 NE 91 Terrace Miami, FL Date 07/28/09 LOCATION Hand Auger inside existing house Driller MP DEPTH DESCRIPTION OF MATERIALS (FEET) Sample`, No .'i' Hammer blow on sampler N" Hammer blows on casing 1 0' -0" to 4' -6" Backfill: Tan medium silica sand with lime rock fragments 2 0' -2' 3 4 2-4' 5 4' -6" to 8' -0" Muck 6 4' -6' 7_ 8 6'-8' 9 10 8' -10' 11 12 10' -12' 13 14 12' -14' 15 16 14' -16' 17 18 16' -18' 19 20 18' -20' 21 22 20'-22' 23 24 22-24' 25 26 24' -26' 27 28 26-28' 29 30 28' -30' 31 32 30' -32' WATER LEVEL: 4' -0" below surface At Date: 07/28/09 Respectfully Submitted, seem Quadri, P.E. # 51481 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. U..1 I P1 L 1 ENGINEERING T.E.517NG Li...8CRATORJES-ENGINEER5,-INSPC:CTION SERVICE.S-CHEMISTS-01:111.LING-FNVIRONNE/7AL 2.380 50eet. 33016 Phone: 305•888.3377: 305-305-7.:7‘4.13 T:ST POIWC: RECRT 1 CLIENT . ADDRESS PROJECT ADDRESS LOCATION DEP?ii AEI) l 3 5 6__ 7 0 _9__ 12 mATEAR;S 13 14 15 16 11 18 19 20 21 22 23 24 25 26 27 28 29-1 30 31 33 ! 34 r's =yr 'N s :2:;PQ :_EVE DE -r.rj: 2 4' 4 6' 61-8' 01101 10.-12 12-14' 14%16' 20-22' 22-24' 23-23' 28-3D' 30.-32' .1i,._,„ ■Vz5 2err, QuEdr; F.E T-5'14E; THE 'X' MARK /TRUSS LABEL REPRESENTS THE LEFT SIDE OF EACH TRUSS DRAWING IMCM10.7M? DEC 0 9 2009 SUBJECT TO COMPUANCE WITH ALL FEDERAL STATE AND COUNV RULES AND REGULATIONS Af ?go Ue.) Foe_ ANA he 5".6. (3tl5u s CAfi(oS A A. A Rt5 + 000 5 gy .BA.BJS LEES catquuTh4G 1240640, PA CMS:WING STRUCTURAL FL. REGISTERED - 0 34969 FL BUST/8ESS i0 B 1109 COASTAL BAY, BOYNTGN BEACH. FL 33435 4 v R BRACING ILl1 7S�!_:.��J• 16' BEARING LEGEND 4'4' J7A J7 J7 J7 J7 J7 J7 J7 J7 J7 J7 DIG IMN IMO C5G 5 3345 CJ5 55 qq55 I c'l0' & ERECTION 'MC DETAILS .11111111111n= ___ , - • VIII ,L11,1111711,,,HE f Oil ..M1',t7',S1111PAIEIZE:211 10'4' CO' 6'10' , 0', In REFER TO BCSI -03 AND /DR ENGINEER OF RECORD, REV DATE 12/3/09 mil', Is understood that above conciltions have been revleyed 6 are acceptable for DP the fabrication at trusses, elevations, del is beorini nps,� 6 au detail pertaining to this truss pincenent pain. Na back charges IA be accepted without previous Written approval from an AI Roof russesT representative, ❑ APPROVED ❑ REVISE & RESUBMIT ❑ APPROVED AS MIIED ❑ REJECTED REVIEWED WI DATE Bt9LNIt SAAR ICINES Lnraues MIRE= FEIZ — PISS RESIDENCE _ A -1 ROOF TRUSSES A FLORMA CMPURATEN PhK772)409 -1010, FaxR772)409 -1020 pAglg aitruss.cc n ANNONNISISOMI A FLORIDA OF II '. RATION 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 PHONE: (772) 409 -1010 FAX: (772) 409 -1020 TRUSS ENGINEERING BUILDER: SAAD HOMES PROJECT: MODEL: FERNANDEZ - POLANCO RES. Job# 51227 Lot# • Master# Parcel# REVISIONS: DISTRIBUTION: October 30, 2009 A110-.E- A -1 ROOF TRUSSES A FLORIDA CORPORATION Location Information Contractor / Builder: Project Name: Project Address: Lot # Block # Model # Subdivision: 4451 St. Lucie Blvd. / Ft. Pierce, FI. 34946 772 -409 -1010 / 800 - 525 -0126 / 772 - 409 -1020 (fax) SAAD HOMES FERNANDEZ - POLANCO RES. FERNANDEZ - POLANCO RES. FERNANDEZ - POLANCO RES. Job Number: 51227 Occupancy: SFR County: Miami -Dade Design Instructions Design Criteria: ASCE 7 -05 Wind: 146 MPH Computer Program Used: ALPINE ENGINEERED PRODUCTS Truss Company: A -1 Roof Trusses Loading Instructions Top Chord Live Load Top Chord Dead Load Bottom Chord Live Load Bottom Chord Dead Load Total Load Duration Factor Roof Load 30.0 20.0 0.0 10.0 60.0 1.25 Top Chord Live Load Top Chord Dead Load Bottom Chord Live Load Bottom Chord Dead Load Total Load Duration Factor Floor Load 0.0 0.0 0.0 0.0 0.0 0.00 As witness my seal, I hearby certify that this servics as a cover sheet in conformance with Chapter 61G15-31 Section 003 of the Florida Board of Professional Regulation. This package includes a truss index sheet and truss drawings. Julius Lee, PE / Florida Certification Number 34869/ 1109 Coastal Bay Blvd., Boynton Beach, FL 33435 12/03/2009 The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design Drawings listed below and attched. The suitability and use of each component for any particular building is the responsibility of the Building Designer, per ANSI) PI 1 -2002 Section 2 and ANSI/TPI/WTCA Section 2. The identity of the structural Engineer of record did not exist as of the seal date per section 61G15-31.003(5a) of the Florida Administrative Code. A -1 ROOF TRUSSES A FLORIDA CORPORATION 4451 St. Lucie Blvd. / Ft. Pierce, Fl. 34946 772 -409 -1010 / 800 - 525 -0126 / 772 -409 -1020 (fax) NO TRUSS SEQ# NO TRUSS SEQ# 4 Al 272789 37 J7 272513 5 A2 272792 38 J7A 287223 6 A3 272799 39 CJ1 272498 7 A4 272826 — 40 CJ1A 287046 8 A5 272849 41 CJ3 272504 9 A6 272856 42 CJ3A 287050 10 A7 272967 43 CJ5 272509 11 A8 272946 44 HJ26 272739 12 A9 273339 45 HJ5 287058 13 A10 273241 46 HJ7 272654 14 Al 1G 273250 47 V4 272449 15 Al 2G 273632 48 V8 272453 16 Al 3G 273669 49 V12 272457 17 Al 4G 273712 50 V13 272480 18 A15 273367 51 V13A 287070 19 A16 273389 52 MV2 272443 20 A17 273428 53 MV3 273354 21 A18 273456 54 MV4 272446 22 Al 9G 287101 23 BIG 273357 24 B2 272900 25 B3 272637 26 B4G 272671 27 C1G 273345 28 C2 272709 29 C3G 272735 30 C4G 273578 31 C5G 272746 32 D1 287066 33 D2G 287062 34 El 287209 35 E2 287041 36 J5 287054 12/03/2009 Julius Lee, PE / Florida Certification Number 34869 Seal Applied to the Right Job Number:51227 Index Sheet for Drawings • • r • /�•. Y OF 14 \ .0 .F..‘4‘c; #4/8/11111110 • • • . Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / MV4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 146 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldq, Located anywhere in roof, CAT, II EXP C, wind TC OL =5.0 psi', wind BC DL =5.0 psf. Iw =1.00 GCp I ( + / -) =0.16 Bottom chord checked for 10.00 per non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 2X4 CDBR) 3'10 "4 LEFT JIG = 4'2 "10 DESC. = MV4 PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT -10X MX/ / 5107 MAXIMUM FORCES Endpts Tens Comp Endpts Tens 3- 5 26 67 1- 3 5 6- 7 304 152 Comp Endpts Tens Comp Endpts Tens Comp 119 4- 8 177 14 2- 4 149 13 Member design & wind reactions based on both MWFRS and C &C. In Ileu of rigid ceiling use purl ins to brace BC U 24" OC. Calculated vertical defleotion Is 0.00" due to live load and 0.01" due to total load at X = 2 -9 -5. All wind load oases on this truss have a 1.33 duration factor. 3X6 R= 122p1f U= 143p1f RL= 54 / -6plf W =4' OTY= 1 TOTAL= 1 RIGHT JIG = 3'1 "11 SEO = 272446 REV. 9.01 02.0210.IALE = 1.0000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 84946 A -1 ROOF TRUSSES ■ *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES SHRLL PRIOR TO THESE PROPERLY ATTACHED PERFORMING ANDNBOTTOMTCHORDSSHALLIHAVE A ATTACHED HAVE , TOP CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; RNY SHIPPING, INSTTALLING & BRACING OF TRUSSES. CONFORMANCE ESIGN CONFORMS FWITHCAPPLICABLEOPROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (Wy20HS /IBHS /K) ASTM R653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY RND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC• 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE 434869 BUSINESS LICENSE #5606 1109 Coastal Boy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. DUR FAC. 30.0psf REF 20.Opsf DATE lO.Opsf DRWG O.Opsf' DESIGNER 60.Opsf' 0/A LEN. 1 25 JOB #: 51227 10 -30 -2009 4 SPACING 24.0 TYPE VAL Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / MV2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT . Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N 146 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located on where in roof', COT Ti EXP C, wind TC DL-5.0 psF, wind BC DL =5.0 psf. Iw =1.00 GCpi ( + / -) =0.18 Bottom chord checked For 10.00 psf non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 2X4 (08R) 12 4 p LEFT JIG = 2'1"5 DESC. = MV2 PLT. TYP. -WAVE R =242# =179# RL =70# W =2' DESIGN CRIT- FBC2D07RES /TPI -2002 FT /RT■102(02)/ 5(0) MAXIMUM FORCES Endpts 0 Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp 3- 5 6 1- 3 2 35 4- 6 70 7 2- 4 44 4 Member design & wind reactions based on both MWFRS and C &C. In lieu of rigid ceiling use purl ins to brace BC 0 24" OC. Calculated vertical deflection Is 0.00" due to live load and 0.00" due to total load at X = 0 -10 -8. All wind load cases on this truss have a 1.33 duration factor. QTY= 3 TOTAL= 3 RIGHT JIG = 1'1 "15 SEO = 272443 REV. 9.01.02.0210. ALE = 1.0000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 94946 A -1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING) ISUBLISHEO BY TPI (TRUSS PRIOR INSTITUTE, OR TOPERFOR 583 D'ONOFRIO MADISON, 9 ) FOR THERWISEINDICATEDTOPCHORDTSHAPRACTICES HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ANYIFAILUREPTODBUILD THE TRUSS SHALL INNOT CONFORMANCENWITHETPII: ORYFABRICATING, HANDLING, DESIGN: INSTALLING & SPECA,CBYGAFF OF &PA) AND TPI. CONFORMS OF 20/18/16GA (W 20HS /18HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY RND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER,_ PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34B69 BUSINESS LICENSE #5606 y 1109 Coastal Boynton Beooh FC 33435 TC LL TC DL BC DL BC LL TOT.LO. 30.0psf 20.0psF 10.0psF 0.0psF 60.OpsF REF DATE 10 -30 -2009 DRWG DESIGNER 0/R LEN. 2 DUR . FRC . 1.25 JOB #: 51227 SPACING 24.0" TYPE VAL Job :(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / MV3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 146 mph wind, 15.00 ft mean hggt, ASCE 7 -05, CLOSED bldg, Located an where in roof, CAT II, EXP C, wind TC DL =5.0 psf', wind BC DL =5.0 psf. Iw =1.00 GCp i ( + /-) =0.18 Bottom chord checked For 10.00 psis non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase Factor for dead load is 1.50. DAR) 3'1 "9 LEFT JIG ='3'5"9 DESC. = MV3 PLT. TYP. -WAVE MAXIMUM FORCES Endpts Tens Comp Endpts Tens 3- 5 27 70 1- 3 6 6- 7 284 132 Comp Endpts Tens Comp Endpts Tens Comp 116 4- 8 186 16 2- 4 150 13 Member design & wind reactions based on both MWFRS and C &C. In lieu of rigid ceiling use purl ins to brace BC 0 24" OC. Calculated vertical deflection is 0.00" due to live load and 0.01" due to total load at X = 1- 10 -13. All wind load cases on this truss have a 1.33 duration factor. 3X6 R= 123plF U= 186p1f RL= 69/ -7plf W =3'1 "8 DESIGN GRIT- FBC2007RES /TPI -2002 FT /RT■10X(OX)/ 5(0) QTY= 1 TOTAL= 1 RIGHT JIG = 3'1 "11 = REV. 9.01.'02.0210 S SEO ALE = 1273354 .0000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 54946 IL A -1 ROOF TRUSSES ■•WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR D'ONOFUNCTIONFRIO INDICATEDWI. PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING INSTALLING & SPEC, BYGAF OF &PA)) ANDS TPI. CONFORMS WIT RHPLATESDAREEMADEVOFIONS OF 20/18/16GA (W 20HS /I8HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1608 -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1'109 Coo tol Bay Blvd Boynton Beaoh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.Opsf 10.OpsF 0.Opsf 60.0psf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 30108 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE VAL Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / Al THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 :T3 2x4 SP #1 Dense: :T4 2x4 SP SS N: Bot chord 2x4 SP #2 N :82 2x4 SP #1 N: :B3 2x4 SP SS N: Webs 2x4 SP #3 146 mph wind, 15.66 Ft mean hqqt, ASCE 7 -05, CLOSED bldg, Located anywhere In roof, CAT II EXP C, wind TC DL -5.0 psr, wind BC DL-5.01 psf. Iw -1.00 GCpI ( + / -) =0.18 (A) Continuous lateral bracing equally spaced on member. In lieu of rigid ceiling use purlins to brace BC 0 24" OC. Calculated vertical deflection is 0.25" due to live load and 0.63" due to total load at X = 26 -2 -0. Truss checked for 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 65 3X4 (Al) 0 19'1 "9 6'9 "7 MAXIMUM FORCES Endpts Tens Comp 0- 3 1113 1099 19- 22 3231 3804 2- 4 1037 931 16- 21 3496 2653 3- 2 2447 2542 11- 14 860 646 22- 23 253 61 Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 3- 7 2180 2474 5- 13 2363 2552 12- 20 2420 2555 22- 25 3790 4501 25- 26 1858 2334 1- 2 1141 1007 4- 9 2283 1785 8- 14 2283 1785 14- 15 3496 2653 21- 23 4167 3432 23- 24 4164 3422 24- 27 2631 2383 3- 4 2911 2452 6- 4 824 73B 6- 14 304 199 14- 18 1265 1392 18- 21 498 201 21- 22 804 679 Member design & wind reactions based on both MWFRS and C &C. Bottom chord checked for 10.00 psf non-concurrent' live load. Deflection meets L/360 live and.L /240' total load. Creep increase factor for dead load Is 1.50. All wind load oases on this truss have a 1.33 duration Factor. 6'11 "7 5X14 ©FINE 6'11 "7 18'11 "3 6'9 "7 5'2 "5 CIE 114] 4XIU 3XM 3X8 B2 38'0 "11 38'1 "13 LEFT JIG = 20'3 "3 DESC. = Al PLT. TYP. -WAVE R =2726# U =2571# RL= 330/ -32B# W =8" DESIGN CRIT- FBC2007RES /T9I-2002 FT /RT- 1OX(OX)/ 5C0) 1231 OTY= 5 TOTAL= 5 R =1944# U =1747# RIGHT JIG = 20'1 "10 SEO = 272789 REV. 9.01.02.0210.BEALE = 0.1875 PLANT LOCATION 4451 ST, LUCIE BLVD FT. PIERCE FL. 34946 ROOF /A-1 M TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO OR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING INSTALLING & SPEC, BYGAF OF &PA)UANDSTPIDESALPINENCONNECT RHPLATESDAREEMADEPROVISIONS OF 20/18/16GA 1W 20HS /18HS /K) ASTM R653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coovtol Bay Blvd Boynton B000h,FE 33435 TC LL TC DL BC DL BC LL TOT.LO. 30.0psf 20.0psf 10.Qpsf 0 .0psf 60.0psf' REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 38 DUR . FAC . 1-25 JOB #: 51227 SPACING 24.0" TYPE SPEC Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / A2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #1 :T3 2x4 SP #1 Dense: :T4 2x4 SP SS N: Bot ohord 2x4 SP #2 N :B2 2x4 SP #1: :B3 2x4 SP #1 Dense: Webs 2x4 SP #3 :Rt Level Return 2x4 SP #3: 146 mph wind, 15.34 ft mean hqt, ASCE 7 -05, CLOSED bide, L000ted anywhere in roof, CAT II EXP C, wind TC OL =5.0 psf, wind BC DL =5.0 psf. Iw =1.00 GCpi ( + /- I =o.18 (A) Continuous lateral bracing equally spaced on member. Bottom chord checked for 10.00 psF non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor For dead load Is 1.50. All wind load cases on this truss have a 1.33 duration factor. 6 "1 19'1 "9 6'9 "7 MAXIMUM FORCES Endpts Tens 0- 3 1113 20- 22 3271 1- 2 1137 14- 16 3634 24- 27 4735 7- 14 306 21- 22 973 Comp Endpts 1094 3- 5 3962 22- 25 1007 2- 4 2607 17- 21 3587 3- 2 211 11- 14 1099 22- 23 Tens Comp Endpts Tens Comp Endpts Tens Comp 2192 2525 6- 13 2381 2624 12- 19 2438 2625 4007 5052 28- 30 49 0 25- 26 3955 5059 1086 930 4- 10 2333 1718 9- 14 2333 1718 3634 2607 21- 23 4712 3550 23- 24 4716 3545 2464 2572 3- 4 2960 2479 7- 4 833 755 337 657 14- 18 1324 1475 18- 21 555 228 Member design & wind reactions based on In lieu of rigid ceiling use purlins to Calculated vertical deflection is 0.23" load at X = 26 -2-0. both MWFRS and C &C. brace BC 0 24" OC. due to live load and 0.59" due Truss checked for 250# movable concentrated load nonooncurrent with design gravity loads. 6'11 "7 5X14 ©EIII 6'11 "7 19.7 "3 6'9 "7 5'10 "5 along Bottom Chord, 0 1301 b•— 5'0 "11 ° 4?t6 4X10 3X6 LEFT JIG = 20'3 "3 DESC. = A2 PLT. TYP. -WAVE R =2758# U =2585# RL =369/ -359# W =8" DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(021/ 5(0) 1141 3X10 33'8" B2 38'B "11 40'3-13 110V1121 5X6 3X4 1231 1.5X4 OTY= 1 TOTAL= 1 2' 15 R =2147# U =1947# W =8" to total RIGHT RAKE = 1'5 "13 RIGHT JIG = 20'9 "3 SEO = 272792 REV. 9.01.02.0210 BEALE = 0.1875 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 94946 ffEg A -1 ROOF TRUSSES ■•WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON WI. 53719) FOR SAFETY PRACTICES PRIOR PROPERLY ATAC PERFORMING N UNLESS OTHERWISE INDICATED, HEDSTRUCTURALPANELS ANDBOTOMCHORDSHALHAVE1 PROPERLY CHORD A ATTACHEDRIGIC CEILING. ••IMPORTANT•• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC., � SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLIDABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES RRE MADE OF 20 /18 /16GA (W 2OHS /18HS /K1 ASTM R653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1 SEC._ 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooetol Boy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LO. 30.Opsf 20 ..Opsf 10 .;Opsf 0.'Opsf GO..Opsf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 380800 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE SPEC Job:(51227) BARD HOMES: FERNANDEZ / POLANCO RES. / AS THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ' Top chord 2x4 SP #1 Dense :T2, T3 2x4 SP #2 Dense: :T4 2x4 SP #1: Bot chord 2x4 SP #2 N :B2 2x4 SP #1: :B3 2x4 SP #1 Dense: Webs 2x4 SP #3 :Rt Level Return 2x4 SP #3: 146 mph wind, 15.08 ft mean h t, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II EXP C, wind TC OL =5.0 psi', wind BC DL =5.0 'DEF. Iw =1.00 GCp i ( + / -) =0.18 (R) Continuous lateral bracing equally spaced on member. Bottom chord checked For 10.00 psF non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase Factor For dead load Is 1.50. All wind load cases on this truss have a 1.33 duration Factor. 5'4"11. 17'6 "6 6'9 "7 7'1"3 MAXIMUM Endpts 0- 3 14- 17 32- 34 4- 8 25- 27 3- 4 15- 22 FORCES Tens Comp Endpts 1106 1080 3- 7 2367 2451 18- 24 49 0 29- 30 2307 1694 10- 15 4725 3485 27- 28 2918 2381 5- 4 1297 1366 22- 25 Member desi9n Tens Comp Endpts Tens Comp Endpts Tens Comp 2170 2506 6- 12 2364 2668 13- 14 2367 2451 2399 2670'23- 26 3165 3942 26- 29 3935 5063 3887 5073 1- 2 1121 1000 2- 4 1071 923 2307 1694 15- 20 3608 2567 21- 25 3608 2567 4729 3481 28- 31 4745 3519 3- 2 2431 2576 602 739 5- 15 287 278 14- 15 779 576 564 243 25- 26 1016 1139 26- 27 336 0 & wind reactions based on both MWFRS and C &C. In lieu of structural panels or rigid ceiling use purlins to braoe all Flat TC 24" OC, all BC 0 24" OC. Calculated vertical deflection is 0.25" due to live load and 0.63" due to total load at X = 26 -2 -0. Truss checked For 250# movable concentrated load olong Bottom Chord, nonooncurrent with desi9n gravity loads. 3'2 "5 5X6 6'9 "11 4X6 3X4 ©2ERSE 7 18' 6'9 "7 5'10 "5 122 ID [341 -O6 nal 4X10 4X6 1151 3X10 33'B" 6'9 "11 LEFT JIG = 18'7" DESC. = A3 PLT. TYP. -WAVE R =2758# U =2548# RL= 342/ -330# W =8" DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 102(0X)/ 5(0) 38'8 "11 40'3 "13 1011125 5X6 3X4 127 1.5X4 ID QTY= 1 TOTAL= 1 Co 9 -15 R =2147# U =1916# W =8" RIGHT RAKE = 1'5"13 RIGHT JIG = 19'0"15 SE0 = 272799 REV. 9.01.02.0210.BEALE = 0.1875 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. x4946 Z1AI ROOF 11TRUSSES ■ ■WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ■ *IMPORTANT ■. FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /18HS /KS ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1608 -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SECS 2., JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE 45606 1109 Cooetol Boy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD 30.0psf 20.0psF 10..OpsF 0.OpsF 60.Opsf REF DATE 10 -30 -2009 DRWG DESIGNER 0/R LEN. 380800 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE HIPS Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / A4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 Dense :T2 2x4 SP #2 N: :T3 2x8 SP #2 N: :T4 2x4 SP #2 Dense: :T5 2x4 SP #1: Bot ohord 2x4 SP #2 N :B2 2x4 SP #1: :B3 2x4 SP #1 Dense: Webs 2x4 SP #3 :Rt Level Return 2x4 SP #3: 146 mph wind, 15.00 ft mean hqt, ASCE 7 -05, CLOSED bldg, L000ted anyywhere In roof, CAT II, EXP C, wind TC oL =5.0 psf, wind BC DL =5.0 psf. Iw =1.0O GCpi ( +/- ) =0.1B (A) Continuous lateral bracing ecuall9,spaced on member., In lieu of structural panels, or rigid ceiling use purl ins to brace all flat TC 0 24" OC, all BC 0 24" OC. Calculated vertical deflection Is 0.18" due to live load and 0.29" due to total load at X = 15 -7 -12. Truss checked for 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 3X6 (B1) 15'6 "6 6'9"7 7'2 "5 MAXIMUM FORCES Endpts Tens Comp Endpts 0- 3 1100 1071 3- 7 14- 17 2396 2655 18- 24 32- 34 49 0 29- 30 4- 8 2277 1640 10- 15 25- 27 4739 3481 27- 28 3- 4 2870 2277 5- 4 15- 22 1116 1089 22- 25 Tens Comp Endpts Tens Comp Endpts Tens Comp 2125 2483 6- 12 2432 2817 13- 14 2397 2655 2445 2820 23- 26 3099 3924 26- 29 3848 5075 3801 5087 1- 2 1110 992 2- 4 1062 916 2277 1640 15- 20 3584 252921- 25 3584 2529 4742 3476 28- 31 4756 3507 3- 2 2394 2579 767 721 5- 15 452 469 14- 15 535 330 572 257 25- 26 1052 1177 26- 27 333 0 Member design & wind reactions based on both MWFRS and C &C. (8) #3 or better scab brace. Same size & 807 length ofmeb member. Attach with 10d Box or Gun (0.128 "x3 ",min.)noils 0 6" OC. Bottom chord checked for 10.00 psf non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 6'9"11 3X4 6X6 16' 6'9 "7 5'10"5 2 2] 3X3 3X10(BI) 1341 X5'0'II N 45(6 0 4X10 3X6 R =2758# U =2507# RL= 307/ -297# W =8" LEFT JIG = 16'5 "11 DESC. = A4 PLT. TYP. -WAVE DESIGN CRIT- FOC2007RES /TPI-2002 FT /RT- 10X(02)/ 5(0) 115] 3X8 33'B" 0 38'8 "11 40'3 "13 1e [11125 5X6 3X4 1271 1.5X4 QTY= 1 TOTAL= 1 R =2147# U =1883# W =8" RIGHT RAKE = 1'5 "13 RIGHT JIG = 16'11 "11 SEO = 272826 REV. 9.01.02.0210.HRLE =0.1875 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. x4946 Z:11',, A -1 ROOF M. TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. PLATE INSTITUTE, TO HIB-91 (HANDLING INSTALLING SUITE200, MADISON FABRICATING, 53719) PUBLISHED 9)) ORSAFET (TRUSS SAFETY PRACTICESSHALL PROPERLY ATTACHEDNSTRUCTURALNPANELS ANDNBOTTOMTCHORDSSHALLIHAVEDA ATTACHED HAVE CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE BUILD SHIPPING, INSTTALLING &H BRACING OF TRUSSES. DESIGN CONFORMSFWITHCAPPLICABLEDPROVISIONS OF NOS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /18HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coastal Boy Blvd Boynton Beooh,FE 33435 TC LL 30.Opsf TC DL 20.OpsF 8C DL 10 OpsF BC LL 0.OpsF TOT. LO. 6O..OpsF REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 380800 DUR.FAC. 1 .25 JOB #: 51227 SPACING 24.0" TYPE HIPS Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / A5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT , Top chord 2x4 SP SS N Bot chord 2x4 SP #2 N :B2 2x4 SP #2: :83 2x4 SP SS N: Webs 2x4 SP #3 :Rt Level Return 2x4 SP #3: ( * *) 1 plate(s) require special positioning. Refer to scaled plate plot details For special positioning requirements. 146 mph wind, 15.00 Ft mean hqt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II EXP C, wind TC OL =5.0 psF, wind BC DL =5.0 psf. Iw =1.00 GCpi ( + / -) =0.18 In lieu of structural panels or rigid cell log use purllns to brooe all Plot TC 24" OC, oll BC 0 24" OC. Calculated vertical deflection is 0.25" due to live load and 0.63" due to total load at X = 24 -8 -0. Truss checked For 250# movable concentrated load along Bottom Chord, nonoonourrent with design gravity loads. G,1 13'6"6 12 4 p 4X8 8'1-11 5'8 "15 H0510 CIN 11'2 "5 MAXIMUM FORCES Endpts Tens Comp Endpts 0- 3 1072 1060 3- 6 17- 21 2918 3751 20- 24 1- 2 1097 965 2- 7 12- 13 3436 2329 14- 22 3- 2 2387 2565 3- 7 11- 12 371 487 12- 18 19- 22 372 0 Tens Comp Endpts Tens Comp Endpts Tens Comp 2237 2721 5- 11 2761 3286 11- 16 2761 3286 4000 5197 27- 29 49 0 24- 25 3968 5209 1050 889 7- 10 2451 1668 8- 12 2451 1668 4862 3651 22- 23 4867 3645 23- 26 4879 3661 3000 2364 4- 7 674 594 4- 12 1090 938 428 281 18- 15 586 273 15- 19 1362 1470 Member design & wind. reactions based on both MWFRS and C &C. (A) #3 or better scab brace. Same size & 807 length of web member. Attach with 10d Box or Gun (0.128 "x3 ",min.)nails 0 6" OC. Bottom chord checked For 10.00 psf non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase Factor For dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 5'5-7 1.5X4 HO510 X11 111E1111 8'1 "11 14" HOS10 12® 5'10 "5 3X3 3X10 (B5R) m [281 1121 P1EIa 122 ...1.---5.0"11' 4�(6 --- 5'4 "-� N fo 38'8 "11 40'3"13 LEFT JIG = 14'4 "7 DESC. = AS PLT. TYP. -WAVE PLANT LOCATION R =2762# U =2482# RL= 272/ -262# W =8" DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT■10X(001/ 5(0) QTY= 2 TOTAL= 2 2 "15 R= 2136# U =1852# W =4 "14. RIGHT RAKE = 1'5 "13 RIGHT JIG = 14'10 "6 SEO = 272849 REV. 9.01.02.0210.BEALE = 0.1875 4451 ST. LUCIE BLVD FT. PIERCE FL. 34945 ///111A-1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED SHIPPING, TPI (TRUSS WI. 53719) PLATE PRIOR D'ONOFRIO DR., TOPRCHORDTSHAPRACTICES HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ii PROPERLY ATTACHED RIGIC CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLIN & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATI INSTALLING ONAL DESIGN SPEC BY APA) AND TPI. ALPINE CONNECTOR PLATES RRE MADE OF 20/18/16GA (W 20HS /18HS /KI AR RA/ A653 GRADE 40/60 (W,K /HS). GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT EpR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coastal Bog Blvd Boynton Beeoh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.Opsf 10.0psf 0.Opsf 60.0psf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 380800 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE HIPS Job: (51227) SHAD HOMES: FERNANDEZ / POLANCO RES. / A6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #1 N :T2 2x4 SP SS N: :T3 2x4 SP #1: Bot chord 2x4 SP #1 :81 2x4 SP #2 N: Webs 2x4 SP #3 :Rt Level Return 2x4 SP #3: 146 mph wind, 15.00 Ft mean hqt, ASCE 7 -05, CLOSED bldqp, Located anywhere in roof', CAT II EXP C, wind TC oL =5.0 psF, wind BC DL-5.0 psF. Iw =1.00 GCp i ( + / -1 =0.18 CA) #3 or better scab brace. Same size & BOX length of web member. Attach with 10d Box or Gun (0.128 "x3 ",min.lnolls 0 6" OC. Bottom ohord checked For 10.00 psf' non - concurrent live load. Calculated vertical deFlection is 0.26" due to live load and 0.67" due to total !cod at X = 26 -8 -0. Truss checked For 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 5'4 "11 3X6 (BI) 0 11'6 "6 6'1 "11 6X10 7'7"3 15'2 "5 MAXIMUM FORCES Endpts Tens Comp 0- 3 1128 1102 17- 20 3156 4082 1- 2 1147 1022 12- 14 3786 2591 22- 25 4800 3608 5- 12 1917 1545 19- 20 1044 1041 Endpts 3- 6 20- 23 2- 7 13- 19 3- 2 11- 12 20- 21 Tens 2020 3943 1102 3786 2320 711 343 Comp Endpts 2463 4- 11 5115 26- 28 945 7- 10 2591 19- 21 2585 3- 7 824 12- 16 0 Tens 3101 49 2242 477 2964 29+1 Comp Endpts 3935 11- 18 0 23- 24 1498 8- 12 3581 21- 22 2262 5- 7 189 16- 19 Tens Comp 3101 3935 3896 5117 2242 1498 4778 3577 812 814 561 275 Member design & wind reactions based on both MWFRS and C &C. In lieu of structural panels or rigid ceiling use purlins to brace all Flat TC 24" OC, all BC 0 24" DC. DeFlection meets L/360 live and L/240 total load. Creep increase Factor For dead load is 1.50. All wind load cases on this truss have a 1.33 duration Factor. 3X3 7'7 "3 HO510 7E107 6'1 "11 12' 5'10 "5 gl 0 ©UI 1121 1191 121 0- -5' 4" N LEFT JIG = 12'3 "2 DESC. = A6 PLT. TYP. -WAVE R =2763# U =2449# RL= 237/ -227# W =8" DESIGN CRIT■FBC2007RES /TPI -2002 FT /RT- 10X(DX)/ 5101 38'6 "11 40'3 "13 QTY= 2 TOTAL= 2 R =21400 U =1824# W =4 "14 RIGHT RAKE = 1'5 "13 RIGHT JIG = 12'9 "1 3E0 = 272856 REV. 9.01.02.0210.ALE = 0.1875 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 54948 A -1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND PLATE INSTITUTE, TO HI8-81 INSTRLLING AND MADISON, DWI, 53719)) FORSSAFFETTY PRACTICES PROPERLY ATTACCHEDNSTRUCTURALNPANEELS UNLESS HAVE CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS 0 NDS (NATIONAL DESIGN SPEC BY RF &PA) RND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA 1W 20HS /18HS /KI ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLIT SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR RNY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooaiol Buyy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 20.Opsf 10. Opsf 0.Opsf' 60.Opsf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 380800 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE HIPS Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / A7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT' Top ohord 2x4 SP #2 N :T2 2x4 SP #2 Dense: :T3 2x4 SP #1 Dense: :T4 2x4 SP #1: Bot ohord 2x4 SP #1 :B1 2x4 SP #2: Webs 2x4 SP #3 Filler 2x4 SP #2 N 146 mph wind, 15.00 ft mean hggt, RSCE 7 -05, CLOSED bidep, Located anywhere in roof, CAT II EXP C, wind TC oL =5.0 psf, wind BC DL =5.0 psf. Iw =1.00 GCp 1 ( +/ -) =0.18 CA) #3 or better scab brace. Some size & BOX length of web member. Attach with 10d Box or Gun (0.128 "x3 ",min.)nails 0 6" OC. Laterally brace TC below filler at 24" OC. In lieu of structural panels or rigid ceiling use purlins to brooe all Plot TC Bottom chord checked for 10.00 psf non- concurrent live load. 24" OC, all BC U 24" OC. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead Calculated vertical deflection is 0.09" due to live load and 0.16" due to total load is 1.50. load at X = 2 -7 -10. MAXIMUM FORCES Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 3 1145 1101 3- 9 1629 1927 10- 18 3155 4074 1S- 25 3155 4074 24- 37 3646 4807 36- 39 3406 4417 39- 42 3961 5132 42- 43 3896 5120 1- 2 1167 1042 2- 6 1074 964 6- 12 1081 980 12- 13 1729 1189 13- 15 1729 1189 17- 19 1729 1189 19- 20 4797 3215 20- 27 4797 3215 27- 31 4104 2888 30- 38 4134 2901 38- 40 4788 3638 40- 41 4792 3636 41- 44 4829 3685 3- 2 2243 2572 3- 12 2647 1956 5- 8 355 0 11- 12 973 1113 11- 19 2611 1986 13- 14 356 0 18- 19 600 667 19- 26 810 859 20- 22 347 0 26- 27 312 249 27- 35 762 534 29- 33 335 0 35- 38 540 323 38- 39 840 730 39- 40 322 5 Member design & wind reactions based on both MWFRS and C &C. All wind load cases on this truss have a 1.33 duration Factor. 9'6 "6 12 4 p 5X6 5X14 ©'[I 3X 4://1111111111111111111111111 0 19'2 "5 6'3 "10 2X4 5X6 1181 Truss checked For 250# movable concentrated load along Bottom Chord, nonoonourrent with design gravity loads. EC AN 10' 6'5 "6 1 "12 - -5' 10 "4 5X8 EMI EE d ® IMUM Tram mevmu 5rrnUMMWsMr =M. °1!L R =2766# U =2422# RL= 171/ -175# W =3 "4 LEFT JIG = 10'1 "14 DESC. = A7 PLT. TYP. -WAVE 3'7"3 3F$ "11 38'9 "13 DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X (OXM/ 5(0) QTY= 1 TOTAL= 1 R =1984# U =1627# W =4 "14 RIGHT JIG = 10'7 "13 SE0 = 272967 REV. 9.01.02.0210. ALE = 0.1875 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 94946 ZLTM E A -1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING PL R ATE INSTITUTE,, TO HIB-91 INSTALLING AND MADISON, WI. 53719) PUBLISHED (TRUSS SAFETY PRACTICES SHALL HAVE PROPERLY ATTACHED FUNCTIONS. HEDSTRUCTURALPANELS AND NBOTT M TCHORDSSHALLIHAVED A PROPERLY R ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUIL6 THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GR (W 20HS /IBHS /KI ASIA A653 GRADE 40/60 (W,K /HS) GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING OESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34669 BUSINESS LICENSE #5606 4 1109 Coastal Boynton Beooh FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.0psf' 10.0psf 0.Opsf 60.0psf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 380800 DUR . FRC . 1.25 JOB #: 51227 SPACING 24.0" TYPE HIPS Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / AS THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N :T3, T4 2x4 SP SS N: Bot chord 2x4 SP #2 N :B3 2x4 SP #2 Dense: :64 2x4 SP #2: Webs 2x4 SP #3 :W14 2x4 SP #2 N: 146 mph wind,, 15.00 ft mean hqt, ASCE 7 -05, CLOSED bldg9, Located anywhere in roof, CAT II EXP C, wind TC DL-5.0 psf, wind BC DL -5.0 psf. Iw =1.00 GCp i ( + / -) =0. 18 H = recommended connection based on manufacturer tested oapaolties and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional Information. These hangers and support conditions used at bearings indicated (H1) = Simpson HGUS26 w/ (3)2x6 SP SS N supporting member. (20) 16d Common, 0.162 "x3.5" nails into supporting member, (8) 16d Common, 0.162 "x3.5" nails into supported member. (A) #3 or better scab brace. Same size & BOX length of web member. Attach with 10d Box or Gun (0.128 "x3 ",min.)nails 0 6" OC. Bottom chord checked for 10.00 psf non-concurrent live load. Calculated vertical deflection Is 0.24" due to live load and 0.45" due to total load at X = 34 -6 -10. Deflection meets L/360 live and L/240 total load. Creep Increase Factor for dead load is 1.50. Truss checked For 250# movable concentrated load along Bottom Chord, nonconourrent with design gravity loads. RII wind load cases on this truss have a 1.33 duration factor. LEFT JIG = 8'0"10 DESC. = AS PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(021/ S(0) --I MAXIMUM FORCES Endpts Tens 0- 3 1145 18- 21 2648 2- 8 1056 14- 20 3480 26- 33 73 9- 13 2632 17- 20 285 29- 26 536 Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp lO6D 3 6 1004 1168 5- 12 968 1047 12- 19 2006 2538 3491 21- 27 2672 3511 28- 3D 2196 2947 '.1- 2 1150 1041 972 4- 11 0 0 11- 13 40 1B 13- 16 3480 2298 2298 20- 22 3545 2348 22- 24 2694 1935 23= 26 2694 1935 86 3- 2 2082 2530 3- 9 2193 1454 7- 10 407 102 1720 9- 12 1508 1638 12- 13 201 115 13- 17 944 1196 59 20- 21 190 200 21- 22 416 521 22- 29 1026 603 496 26- 30 2699 1913 31- 32 1600 1884 Member design & wind reactions based on both MWFRS and C &C.. Right end vertical not exposed to wind pressure. (n 2 3-�'2 "5 12 �-5' 4 "11�- �f §x� "7-- ..- 5'8 "11- - 5 '8 "11 - =*-5 ' 10 "7 - - - 7'6 "6 —.. 4 t N5X6 4X4 6X6 3X4 H0510 ' 3X4 (A1) 011 1121 1211 E23 +P -5'1 "7 1m11 6X8 6 5X4 N 1. 5.6 "6 -** 7X8 4X6 R- 2742# U -2369# QTY= 1 TOTAL= 1 20 3'1 "10 B3 2 1281 14113 123 3X4 30'8 "11 38'3 "1 RL=131/ -131# W 3 '•44 "3 4X6 4X0 64 3X6 R =1952# U =1571# H = HI RIGHT JIG = 8'10"5 SEO = 272946 REV. 9.01.02.0210.EALE = 0.1250 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. x4946 A -1 ROOF TRUSSES * ■WARNING•■ TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING BRACING. ANO TO HIB-91 PLATE INSTITUTE, 583D'ONOFRIO(DR. SUITE N200, MADISON, WI. 53719)) FOR SSAFFET (TRUSS SAFETY PRACTICES PROPERLY ATTACHED PERFORMING THESE UNLESS M OTHERWISE PROPERLYOATTACHEDARIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /1BHS /K) ASTM R653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coo.tol Bay Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30. 0psf 20.0psf 10.OpsF 0.Opsf' 60.0psf' REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 380206 DUR.FRC. 1.25 JOB #: 51227 SPACING 24.0" TYPE HIPS Job:(51227) SARD HOMES: FERNANDEZ / POLANCO RES. / R9 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 Dense :T3 2x4 SP #2 Dense: Bot chord 2x4 SP #2 Dense :B2 2x4 SP #1: Webs 2x4 SP #3 :W2 2x4 SP #2 N: 146 mph wind, 15.00 ft mean hqt, ASCE 7 -05, CLOSED bidqq, Located anywhere In roof, CAT II EXP C, wind TC DL =5.0 psf, wind BC DL-5.0 psf. Iw =1.00 GCpi ( + /- ) =o.I8 End verticals not exposed to wind pressure. Mox JT VERT OEFL: LL: - 0.28” DL: 0.40" recommended camber 1/2" H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manuFac T,r carer publication For additional information. These hangers and support conditions used at bearings indioated (H1) = Simpson HUS26 w/ (3)2x6 SP #2 N supporting member. (14) 16d Common, 0.162 "x3.5" nails into supporting member, (6) 16d Common, 0.162 "x3.5" nails into supported member. These hangers and support conditions used at bearings indicated (HI) = Simpson HUS26 w/ (3)2x6 SP SS N supporting member. (14) 16d Common, 0.162 "x3.5" noels Into supporting member, (6) 16d Common, 0.162 "x3.5" nails Into supported member. (A) #3 or better scab brace. Same size & 807 length of web member. Attach with 10d Box or Gun (0.128 "x3 ",min.)nalls 0 6" OC. In lieu of structural panels or rigid ceiling use purl Ins to brace all flat TC 24" OC, all BC 0 24" OC. Calculated vertical deflection is 0.24" due to live load and 0.61" due to total load at X = 13 -7 -3. Truss checked for 250# movable concentrated load along Bottom Chord, nonooncurrent with design gravity loads. LEFT JIG = 27'5 "14 DESC. = A9 PLT. TYP.-WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(02)/ 5(0I 3'11 15 MAXIMUM FORCES Endpts Tens Comp Endpts 1- 5 2071 3000 5- 9 18- 21 2062 2804 2- 4 12- 14 4295 2854 16- 20 1- 4 3396 2345 5- 4 12- 13 269 204 13- 15 20- 21 2701 1912 22- 23 Tens 3085 251 2590 1214 616 1547 Comp Endpts 4385 10- 13 41 4- 6 1848 20- 24 1498 5- 12 772 15- 17 1953 Tens 3085 3118 31 1454 1876 Comp Endpts 4385 13- 19 1900 8- 12 38 0- 3 1054 11- 12 1131 17- 20 Tens 3074 3118 1397 564 676 Comp 4234 1900 1939 628 725 Member design & wind reactions based on both MWFRS and C &C. Bottom chord checked For 10.00 psf non - concurrent live load. Deflection meets L/360 live and L /240'total load. Creep Increase factor for dead load is 1.50. All wind load oases on this truss have a 1.33 duration factor. 27'2 "6 12 -- 6'10"7 6'8 "11 - 6'6"11— ��6'10"7 -- s 6--- 6X6 4X4 5X6 3X4 6X10 1131 11V3 �' „_,11 - 11h -� 1N p/ �„f ram 3X6 4X8 R =1999# U =1373# RL= 45/ -267# H =H1 QTY= 1 TOTAL= 1 :: 82 4X6 32 "12 3X10 L 5X6 (R) CA 2'1 "y13 1201 12D 5X10 3X10 3X6 R =1999# U =1528# H =H1 RIGHT JIG = 6'9"14 SEO = 273339 REV. 9.01.02.0210.FEALE = 0.1250 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 /A-1 ROOF C TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING, � SHIPPING INSTALLING RND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE INDICATED, PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF 2051 (NATIONAL I6GA (W 20HS /IBHS /K1 ASTMFA653 GRADEP40 /60LPWNK HS)NGALV. STEEL. RAPPLYOPLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -7. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1 SEC. 2, JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooetol Boy Blvd Boynton Beooh,FE 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.0psf 10.0psf 0.Opsf 60.0psf REF DATE 10 -30 -2009 DRWG DESIGNER 0/R LEN. 320812 DUR . FRC . 1.25 JOB. #: 51227 SPACING 24.0" TYPE SPEC Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / A10 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 Bot chord 2x4 SP #1 N :B2 2x4 SP #1 Dense: :B3 2x4 SP #2 Dense: Webs 2x4 SP #3 :W2, W10 2x4 SP #2 N: 146 mph wind, 15.00 Ft mean hqt, ASCE 7 -05, CLOSED bidqq, Located anywhere In roof, CAT II, EXP C, wind TC DL -5.0 psf, wind BC DL -5.0 psf. Iw -1.00 GCp i ( +/ -) =0.18 End verticals not exposed to wind pressure. Max JT VERT DEFL: LL: - 0.39" DL: 0.56" recommended camber 3/4" H - recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different oonneotions than Indicated. Refer to manufacturer publication for additional Information. These hangers and support conditions used at bearings indicated (H1) = Simpson HUS26 w/ (3)2x6 SP #2 N supporting member. (14) 16d Common, 0.162 "x3.5" nails into supporting member, (6) 16d Common, 0.162 "x3.5" nails into supported member. These hangers and support conditions used at bearings indicated (HI) = Simpson HUS26 w/ (3)2x6 SP #1 supporting member. (14) 16d Common, 0.162 "x3.5" nails into supporting member, (6) 16d Common, 0.162 "x3.5" nails Into supported member. (A) #3 or better scab brace. Same size & BOX length of web member. Attach with 10d Box or Gun (0.128 "x3 ",min.)noils 0 6" OC. In lieu of rigid ceiling use purl ins to brace BC 0 24" OC. Calculated vertical deflection is 0.35" due to live load and 0.87" due to total load at X = 13 -1 -7. Truss must be installed as shown with top chord up. All wind load cases on this truss have a 1.33 duration factor. LEFT JIG = 32'10 "12 DESC. = R10 PLT. TYP. -WAVE DESIGN CRIT■FBC2007RES /TPI -2002 FT /RT- 10X(021/ 5(0) 3'3'15 I [IN MAXIMUM FORCES Endpts Tens Comp Endpts 0- 5 2339 3484 5- 10 19- 22 2335 3480 3- 4 12- 14 5208 3513 14- 15 1- 2 1344 1904 0- 4 11- 12 549 605 12- 13 18- 21 1166 1485 21- 22 Tens Camp Endpts Tens Camp Endpts Tens Camp 3487 5185 9- 13 3487 5185 13- 20 3459 5149 30 21 4- 6 3626 2450 8- 12 3626 2450 3622 2447 17- 21 3622 2447 21- 25 30 21 3814 2560 5- 4 1167 1485 5- 12 1728 1149 242 238 13- 14 562 622 14- 18 1700 1127 3809 2555 23- 24 1344 1904 Member design & wind reactions based on both MWFRS and C &C. Bottom chord checked for 10.00 psf non-concurrent live load. Deflection meets L/360 live and L/240 total load. Creep Increase Factor For dead load is 1.50. Truss checked for 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 6'7 "10 —- 6'5 "14 —===— 6 5 "14 - 6'5 "14- 6'7 "10 -- 5X8 3X6 5X6 3X4 5X6 5X8 ©" 1131 ENE J ^ n 3X6 4X10 R =1964# U =1322# H = HI QTY= 1 TOTAL= 1 EIBEI i' 62 32 5X6 4X8 l 12 4X4 5X6 211 (X10 3X6 R =1964# U= 1322# H =HI RIGHT JIG = 32'10 "12 SEO = 273241 REV. 9.01.02.0210:BALE = 0.1250 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 94946 RN /A-1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. PLATE INSTITUTE, TO HIB-91 INSTALLING AND MADISON, BRACING), 53719)) PUBLISHED BY (TRUSS SAFETY PRACTICESSHALL PROPERLY ATTACHED PERFORMING ANDNBOTTOMTCHORDSSHALLIHAVE A ATTACHED HAVE CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: SHIPPING, INSTTALLLING &H BRACING OF TRUSSES. DESIGN CONFORMSFWITHCAPPLICABLEDPROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W 20HS /18HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooatol Boy Blvd Boynton Baooh,FC 33439 TC LL TC DL BC DL BC LL TOT.LD. 30.OpsF 20,OpsF 10.0psF 0,0psF 60.,0psE REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 320812 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE FLAT Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / AUG THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Dense :T2, T3 2x4 SP SS N: Bot chord 2x4 SP #2 Dense :B2 2x4 SP SS N: Webs 2x4 SP #3 :W1, W13 2x6 SP #2 N: :W2, W12 2x4 SP #2 N: 146 mph wind, 15.00 ft mean hgt, RSCE 7 -OS, CLOSED bldg, Located anywhere in roof, CAT II EXP C, wind TC DL-5.0 P, wind BC DL -5.0 psf. Iw -1.00 GCp i ( +/ -) =0.1 OP, 8 Wind reactions bused on MWFRS pressures. 2 Complete Trusses Required Nailing Schedule: (0.131 "x3 "_Gun_nails) Top Chord: I Row 012.00" o.o. Bet Chord: 1 Row 012.00" o.o. Webs : 1 Row 0 4" o.o. Use equal spaoing between rows and stagger nails in each row to avoid splitting. exposed to wind pressure. MAXIMUM FORCES(PER PLY) End verticals not ex P p Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 1 5 1950 4438 6 11 3057 6945 11 13 3456 7847 14 16 3456 7847 Calculated horizontal deflection Is 0.11" due to live load and 0.17" due to dead 16- 20 3057 6945 22- 24 1950 4438 3- 4 92. 42 4- 10 4654 2060 load. 9- 15 7062 3121 15- 18 7062 3121 17- 23 4654 2060 23 -'26 92 42 Max JT VERT DEFL: LL: 0.60" DL: 0.94" recommended camber 1 1/2" 0 2 1011 2178 1 4 4730 2076 7 4 901 1766 7 8 2530 1100 11- 8 527 95B 11- 15 862 369 12- 15 372: 594 15= 16 862 369 16- 19' 527 958 19- 21 2530 1100 21- 23 901" 1766 23- 24 4730 2076 25- 27 1011 2178 H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different oonneotions than indicated. Refer to manufacturer publication for additional information. These hangers and support conditions used at bearings indicated (H1) = Simpson HGUS26 -2 w/ (3)2x6 SP #2 N supporting member. (20) 16d Common, 0.162 "x3.5" nails Into supportTng member, (8) 16d Common, 0.162 "x3.5" nails into supported member. These hangers and support conditions used at bearings indicated (HI) = Simpson HGUS26 -2 w/ (3)2x6 SP #1 supporting member. (20) 16d Common, 0.162 "x3.5" nails into supporting member, (8) 16d Common, 0.162 "x3.5" nails Into supported member. In lieu of rigid celling use purl ins to brace BC 0 24" OC. Girder supports 7 -0 -0 span to TC /BC split one face and 2 -0 -0 span to TC /BC split opposite Pace. Calculated vertical deflection is 0.60" due to live load and 1.54" due to total load at X = 16 -4 -6. Calculated vertical deflection is 0.60" due to live load and 0.94" due to dead load at X = 16-4 -6. All wind load cases on this truss have a 1.33 duration factor. LEFT JIG = 32'10 "1 DESC. = AUG PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(00)/ 5(D) 2'7 "15 CIO Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss must be installed as shown with top chord up. The TC of this truss shall be braced with attached pans at 24" OC in lieu of structural sheathing. 6X8 6X6 Ill 5'4 "3 - ►+-- 5'7 "15 -� 3X4 5X6 3X4 6X6 6X8 MENU 16 1011 PM 3X6 4X10 H0510 R =4498# 0= 1984# H HI OTY= 1 PLIES= 2 TOTAL= 2 1231 W13 Bel H0510 4X10 3X6 R =4498# 0 =1984# H =HI RIGHT JIG = 32'10 "1 SEO = 273250 REV. 9.01.02.0210.BEALE = 0.1250 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 64946 ZLIM R -1 ROOF TRUSSES * ■WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING BRACING. AND PLATE INSTITUTE, 583TO'ONOFRIO(DR. SUITE N200, MADISON, DWI. 53719)) FORSSAFFET (TRUSS SAFETY PRACTICES SHALL HVE PROPERLY ATTACCHEDNSTRUCTURALNPANELS AND NBOTTOMTCHORD SSHALLLIHAVE0i PROPERLLYDATTACHEDARIGIC CEILING. * *IMPORTANT *• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /18HS /K) ASTM R653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1106 C000tol Boyy Blvd Boynton Bsooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD 30.0psf 20.0psf 10.0psf O.Opsf 60.0psf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 320812 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE FLAT Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / AI2G THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 :T2 2x4 SP #1 Dense: :T3 2x4 SP #1 N: :T4 2x4 SP #2 Dense: Bot chord 2x4 SP #2 N :B2 2x4 SP #2 Dense: :B3 2x6 SP #2: :84 2x4 SP SS N: Webs 2x4 SP #3 :W2 2x4 SP #2 N: :W7, W9 2x6 SP #2 N: :Rt Slider 2x4 SP #2 N: BLOCK LENGTH = 1.750' SPECIAL LOADS (LUMBER OUR.FAC. =1.25 / PLATE DUR.FRC. =1.25) TC - From 102 PLF of -0.15 to 102 PLF at 18.91 TC - From 102 PLF at 19.23 to 102 PLF at 38.00 BC - From 24 PLF at -0.06 to 24 PLF at 5.00 BC - From 20 PLF at 5.00 to 20 PLF at 38.00 BC - 800 LB Conc. Load at 21.50, 23.83 146 mph wind, 15.63 Ft mean hgt, RSCE 7 -05, CLOSED bidqq, Located anywhere In roof, CAT II EXP C, wind TC DL =5.0 psF, wind BC DL-5.0 psF. Iw =1.00 GCpi ( + / —) =0.18 Member design & wind reactions based on both MWFRS and C &C. (Al Continuous lateral bracing equally spaced on member. (8) #3 or better scab brace. Some size & 607 length of web member. Attach with 10d Box or Gun (0.128 "x3 ",min..lnails 0 6" DC. In lieu of rigid ceiling use purl ins to brace BC 0 24" OC. Bottom chord checked For 10.00 psf non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase Factor for dead load Is 1.50. All wind load cases on this truss have a 1.33 duration Factor. LEFT JIG = 20'3" DESC. = AI2G PLT. TYP. -WAVE DESIGN CRIT-FBC2007RES/TPI -2002 FT /RT- 10X(027/ 5(0) 1 -I MAXIMUM FORCES Endpts Tens Comp 0- 3 1108 1102 16- 16 2751 5150 1- 2 1145 1002 17- 19 5402 2250 3- 2 2429 3262 12- 15 2022 813 18- 19 1332 497 26- 27 189 173 Endpts Tens 3- 9 2160 18- 23 2981 2- 4 1042 19- 20 6079 3- 5 4063 15- 16 962 19- 24 760 Calculated vertical deflection Is load at X = 24 -0 -12. Comp Endpts 3681 8- 10 5886 25- 26 908 6- 14 2845 21- 27 2442 7- 5 2225 16- 17 778 24- 22 Tens Comp Endpts Tens Comp 2334 4181 11- 16 2421 4103 3392 6478 26- 32 3786 6711 3450 1770 13- 17 4676 1880 6295 3430 27- 30 6290 3422 836 1108 7- 15 476 168 2373 825 17- 18 861 1570 390 214 22- 26 633 409 0.30" due to live load and 0.78" due to total Truss checked For 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 18'11 "10 18'9 "4 - 5'4 "11 6'9 "7 6'11 "7 -- 1.-T( N . ,- 5'0 "3 12 I I T3 H0510 3X4 (Al) 3X4 1261 4X10 (02) 4X6 5'0 "11 4X6 10X10 - 9 • 4"9 8X10 X6 4X6 H0510 5X4 B3 B4 38'0 "11 R =3452# U=2556# RL =328/ -327# 881 "13 OTY= 1 TOTAL= 1 B "ID R =2785# U =1740# RIGHT JIG = 20'1 "6 SEO = 273632 REV. 9.01.02.0210.BEALE = 0.1250 PLANT LOCATION 4451 ST. LUCIE BLVD FT, PIERCE FL. 94946 o /A-' ROOF Es TRUSSES * ■WARNING•■ TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED SHIPPING, TPI (TRUSS PRIOR INSTITUTE, OR TOPERFOR 583 SUITE MADISON, OTHERWISEINDICATED9) TOPRCHORDTSHALL PRACTICES HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W 20HS /18HS /KI ASTM A653 GRADE 90/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 Blvd Boynton Beooh FC 33435 TC LL TC DL BC DL BC LL 30.;Opsf 20.'Opsf 1O.0psf 0.,0psf TOT . LD . 60 . Opsf DUR . FAC . REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 38 JOB #: 51227 SPACING 24.0" TYPE SPEC Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / A13G THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #1 Dense :T2 2x4 SP #2: :T3 2x6 SP #2 N: :T'4 2x4 SP #2 N: Bot chord 2x4 SP #2 N :B3 2x6 SP #2: :B4 2x4 SP 5S N: Webs 2x4 SP #3 :W2 2x4 SP #2 N: :W7, W9 2x6 SP #2 N: :Rt Level Return 2x4 SP #3: SPECIAL LOADS (LUMBER DUR.FAC. =1.25 / PLATE DUR.FAC. =1.25) TC - From 102 PLF at -0.15 to 102 PLF of 16.91 TC - From 102 PLF at 16.91 to 102 PLF at 21.23 TC - From 102 PLF at 21.23 to 102 PLF at 40.17 BC - From 24 PLF at -0.06 to 24 PLF at 5.00 BC - From 20 PLF at 5.00 to 20 PLF at 38.67 BC - From 21 PLF at 38.67 to 21 PLF of 40.17 BC - 800 LB Conc. Load at 21.50, 23.83 146 mph wind, 15.00 ft mean hqqt, ASCE 7 -05, CLOSED bldgq, Located anywhere In roof', CAT II EXP C, wind TC oL =5.0 psf, wind BC DL-5.0 psf. Iw -1.00 GCpi ( + / -) =0. I8 - Member design & wind reactions based on both MWFRS and C &C. Roof overhang /cantilever supports 10.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. In lieu of structural panels or rigid ceiling use purlins to brace all flat TC 24" OC, all BC 0 24" OC. Bottom chord checked For 10.00 psf non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration Factor. LEFT JIG = 17'11 "14 DESC. = AI3G PLT. TYP. -WAVE PLANT LOCATION DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(02)/ 5(0) MAXIMUM FORCES Endpts Tens Comp Endpts 0- 3 1099 1083 3- 8 16- 20 2663 5276 20- 27 34- 36 50 0 31- 32 4- 14 3534 1675 13- 19 23- 29 7011 3415 29- 30 3- 5 4125 2375 7- 5 12- 19 1509 559 17- 19 21- 25 813 947 25- 24 Calculated vertical defleo load at X = 27 -9 -8. Truss checked for 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. Tens Camp Endpts Tens Comp Endpts Tens Comp 2152 3773, 9- 10 2414 4291 11- 18 2547 4941 2936 6137 26- 28 3377 6855 28- 3849 7483 3789 7485 1- 2 1124 993 2- 6 1075 697 4002 1643 19- 21 5629 2176 21- 22 6440 2812 7008 3409 30- 33 7033 3452 3- 2 2416 3330 809 1155 7- 15 631 240 12- 15 187 328 1263 554 19- 20 974 1576 20- 21 1460 527 479 237 24- 28 689 633 28- 29 267 35 tlon is 0.35" due to live load and 0.88 " due to total 1281 C13 119 E23 1291 R =3522# U =2533# RL =332/ -323# W48.;3 "13 OTY= 1 TOTAL= 1 a 0) 3'15 1 R =2987# U =1904# W =8" RIGHT RAKE = 1'5 "13 RIGHT JIG = 18'5 "14 SEO = 273669 REV. 9.01.02.0210.EEALE = 0.1209 4451 ST. LUCIE BLVD FT. PIERCE FL. 94946 A -1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR TO E SPERFORMING3 THESE OFUNCTIONS. SUUNLESSOOTHERWISE,INDICATED9 ) TOP FOR CHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PR) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W 20HS /1BHS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. -A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY.. FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE. STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 Blvd Boynton B000h FE 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 20..Opsf 10..Opsf 0.Opsf 60.Opsf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 380800 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE SPEC Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / A14G THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #1 Dense :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #2 N :B2 2x6 SP #2: :83 2x4 SP SS N: Webs 2x4 SP #3 :W2 2x4 SP #2 N: :W8, W11 2x6 SP #2 N: :Rt Level Return 2x4 SP #3: SPECIAL LOADS (LUMBER DUR.FAC. =1.25 / PLATE DUR.FAC. =1.25) TC - From 102 PLF at -0.15 to 102 PLF at 14.91 TC - From 102 PLF at 14.91 to 102 PLF at 23.23 TC - From 102 PLF of 23.23 to 102 PLF at 40.17 BC - From 24 PLF at -0.06 to 24 PLF at 5.00 BC - From 20 PLF at 5.00 to 20 PLF at 15.20 BC - From 20 PLF at 15.20 to 20 PLF at 27.79 BC - From 20 PLF at 27.79 to 20 PLF at 38.67 PLB- From 20 PLF at 38.83 to 20 PLF at 39.98 BC - 800 LB Cono. Load at 21.50, 23.83 146 mph wind, 15.00 ft mean hggt, ASCE 7 -05, CLOSED bide, Located on where in roof, CAT II EXP C, wind TC oL =5.0 psf, wind BC DL =5.0 psf. Iw =1.00 GCp i ( +/ -) =0.18 Member design & wind reactions based on both MWFRS and C &C (A) Continuous lateral bracing equally spaced on member. (B) #3 or better snob brace. Same size & 807 length of web member. Attach with 10d Box or Gun (0.128 "x3 ",min.)naiIs 0 6" OC. In lieu of structural Panels or rigid ceiling use purling to brace all flat TC 24" OC, all BC 0 24" OC. Calculated vertical deFleotion is 0.36" due to live load and 0.90 " due to total load at X = 27 -9 -8. MAXIMUM FORCES Endpts Tens 0- 3 1096 12- 13 2679 24- 26 3363 1- 2 1121 14- 18 5510 28- 31 7033 5- 10 630 13- 14 201 18- 23 910 Comp Endpts 1080 3- 5 5528 13- 16 6858 26- 29 990 2- 4 2024 18- 20 3465 3- 2 241 6- 10 191 14- 15 986 23 -.21 Tens Comp Endpts Tens Comp Endpts Tens Comp 2141 3767 5- B 2388 4168 7- 12 2334 3951 2679 5528 17- 19 3012 6006 19- 25 2854 6091 3794 7483 32- 34 49 0 29- 30 3737 7485 1074 894 4- 11 3528 1659 9- 14 4822 1905 6443 2838 22- 27 7011 3427 27- 28 7008 3421 2385 3328 3- 4 4112 2314 5- 4 796 1185 1078 496 10- 12 774 1713 12- 14 1309 397 221 141 15- 18 1647 1091 19- 1B 506 142 485 235 21- 26 695 632 26- 27 267 36 Bottom chord checked For 10.00 Deflection meets L/360 live load is 1.50. All wind load cases on this psf non- oonourren,t live load. and L/240 total load. Creep increase factor For dead truss have a 1.33 duration factor. Truss checked For 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. - 14'11 "10 1t3 m 8'3 " bXli - -5'4 "11 m 12 © 3 5X6 I► 47X8 CI= 7 IPI i U E 5x6� LEFT JIG = 15'10 "10 DESC. = A14G ALT. TYP. -WAVE DESIGN CRIT- F0C2007RES /TPI -2002 FT /RT- 10X(OXl/ 5(0] 15•5••4 3X6 (B1) 5X8 �26I 3X3 LJ 4. (B7R) I _ r -__��► �� �I`I 118.3 5'0%1 456 °�5.4' • El 1141 1181 EE-I! 3X10 7510 , XWX12 H0510 6 3'9 N l., 38'8 "11 R =3522# U =2502# RL =297/ -288# W .. 3 -13 QTY= 1 TOTAL= 1 1271 5X• co 0'151 1 R =2983# U =1877# W =8" RIGHT RAKE = I'5• "13 RIGHT JIG = 16'4 "9 SEO = 273712 REV. 9.01.02.0210 nrALE = 0.1209 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 A -I. ROOF TRUSSES ■•WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRID DR. SUITE 200 MADISON, MADISON WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. . ■IMPORTANT.. FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: DR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /16GA (W 20HS /18HS /K) ASTM A653 GRADE 40/60 (W,K /HS] GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160R-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR RNY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER .BNN3 /TPI I SEC. 2, JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coasted Boy Blvd Boynton BBnoh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD 30.Opsf 20.0psf 10.Opsf 0.0psf 80.0psf REF DATE 10 -30 -2009 DRWG DESIGNER 0 /R LEN. 380800 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0"' TYPE SPEC Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / A15 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N :T2 2x4 SP #2 Dense: :T3 2x4 SP #1 Dense: :T4 2x4 SP #2: Bot chord 2x4 SP #1 :81 2x4 SP #2 N: Webs 2x4 SP #3 :Rt Level Return 2x4 SP #3: 146 mph wind, 15.00 ft mean hqt, ASCE 7 -05, CLOSED bldg, Located an where roof, CAT II EXP C, wind TC OL =5.0 psf, wind BC OL =5.0 psf. Iw =1,00 GCpi (+ /- ) =0.I8 MAXIMUM FORCES Endpts Tens 0- 3 1148 14- 22 3563 27- 28 3849 10- 12 1773 in 23- 25 4729 3- 7 2667 12- 13 793 23- 24 785 Roof overhang /cantilever supports 10.00 psf sofFit load. (A) #3 or better scab brace. Some size & BOX length of web member. Attach with 10d Box or Gun (0.128 "x3 ",min.)nalls 0 6" OC. Bottom chord checked For 10.00 psf non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase Factor For dead load is 1.50. All wind load oases on this truss have a 1.33 duration Factor. B'1 9'6 "6 5'4 "11 4'1 "11 3X6 (Al) (D 12 4 p 5X6 5X14 CIS 6'5 "6 111 19'2 "5 6'3 "10 2X4 5X6 Comp Endpts 1104 3- 4 4811 21- 24 5069 1- 2 1132 12- 16 3536 25- 26 1958 6- 7 849 13- 16 698 24- 25 Tens Comp Endpts Tens Comp Endpts Tens Comp 1613 1943 5- 11 3112 4089 11- 15 3112 4089 3385 4384 24- 27 3907 5073 30- 32 49 0 1170 1044 2- 7 1119 966 7- 8 1773 1132 4833 3094 16- 18 4104 2833 19- 23 4104 2833 4732 3533 26- 29 4761 3575 3- 2 2250 2593 970 1107 6- 12 2612 1983 11- 12 600 668 331 255 16- 20 802 556 20- 23 517 315 320 0 Member design & wind reactions based on both MWFRS and C &C. In lieu of structural panels =or rigid ceiling use purl ins to brace all flat TC 24" OC, all BC 0 24" OC. Calculated vertical defleotion'is 0.00" due to live load and 0.24" due to total load at X = 13 -11 -5. Truss checked For 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. MOH 6'5 "6 5X8 10' 4'1 ..11 5'10 "5 EEI7© 3X3 T4 3X10 (B1) ter± ©FE 1 1121 1161 11813 3X10 3X6 4X12 33.73241 H0308 R =2763# U =2415# RL =202/ -192# W =8" LEFT JIG = 10'1 "14 DESC. = A15 PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI-2002 FT /RT- 10X(021/ 5(0) 38`8 "11 40'3 "13 1231 1251 3X4 1.5X4 OTY= 1 TOTAL= 1 1321 R =2140# U =1796# W =3 "4 RIGHT RAKE = 1'5 "13 RIGHT JIG = 10'7 "13 SEO = 273367 REV. 9.01.02.0210.HEALE = 0.1875 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. x4946 /A-1 ROOF TRUSSES * *WARNING ** TRUSSES REDUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PROPERLY ATT ACHED N ACHEDSTRUCTURALNPANELS AND NBOTTOMTCHORD SSHALL IHAVE DA PROPERLY ATTACHED R ATTACHEDRIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 2OHS /18HS /B) ASTM A653 GRADE 90/60 (W,R /HS) GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. RNY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER AN53/TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooetol Boo Blvd Boynton Baooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.OpsP 1O.OpsP 0.OpsP 80.OpsP REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 380800 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE COMN Job: (51227) SAAB HOMES: FERNANDEZ / POLANCO RES. / R16 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N :T2 2x4 SP #2 Dense: :T3 2x4 SP #2: Bot chord 2x4 SP #2 N :82 2x4 SP #2 Dense: :B3 2x4 SP #1: Webs 2x4 SP #3 :W2 2x4 SP #2 N: 146 mph wind, 15.00 Ft mean hqt, ASCE 7 -05, CLOSED bldg, Located anywhere in rooF, CAT II EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psF. Iw =1.00 GCp ( + / -) =0.18 Roof overhang /cantilever supports 10.00 psf soffit load. H = recommended oonneotion based on manuFaoturer tested oapaoities and calculations. Conditions may exist that require diFFerent connections than indicated. ReFer to manufacturer publication For additional Information. These hangers and support oonditions used at bearings indicated (H1) = Simpson HGUS26 w/ (2)2x6 SP #2 N supporting member. (20) 16d Common, 0.162 "x3.5" nails into supporting member, (B) 16d Common, 0.162 "x3.5" nails into supported member. (A) #3 or better scab brace. Some size & BOX length of web member. Attach with 10d Box or Gun (0.128 "x3 ",min.)nails 0 6" OC. In lieu of structural panels or rigid ceiling use purlins to brace all Flat TC 24" OC, all BC 0 24" OC. Bottom chord checked for 10.00 psf non - concurrent live load. Calculated vertical deFleotion is 0.22" due to live load and 0.57" due to total load at X = 16 -0 -1. Deflection meets L/360 live and L/240 total load. Creep increase Factor For dead load is 1.50. All wind load oases on this truss have a 1.33 duration Factor. LEFT RAKE = 3'3 "8 LEFT JIG = G'S" DESC. = RIG PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RI- 10X(021/ 5(07 MAXIMUM FORCES Endpts Tens Camp Endpts 1- 5 442 475 5- 6 17- 19 3217 4252 19- 27 4- 9 167 107 9- 10 18- 20 4119 2846 20- 23 0- 2 516 357 5- 3 7- 10 2135 1479 11- 10 18- 19 284 176 19- 20 24- 2B 885 407 28- 32 Tens Camp Endpts Tens Comp Endpts Tens Camp 1522 1935 8- 11 2669 3469 11- 15 3217 4252 3166 4070 26- 28 2523 3203 28- 30 108 73 1771 1198 10- 12 35148 2373 13- 16 3548 2373 2980 2152 22- 24 2960 2152 24- 32 2260 1821 2143 2519 5- 9 2267 1556 7- 9 968 1205 970 1182 11- 18 894 663 16- 18 480 536 611 730 20- 25 1371 922 25- 24 316 361 2382 2934 29- 31 267 161 Member design & wind reactions based on both MWFRS and C &C. Right end vertical not exposed to wind pressure. Truss checked for 250# movable concentrated load along Bottom Chord, nonoonourrent with design gravity loads. 7.6..6 N r N 12 "°-71 �- — 5'10 "7 4 p N 7. 5X8 5X6 Kilfl 23'2 "5' 5'8 "11 5'8 "11 5'10"7 4'1 "7 3X4 5X6 3X4 5X10 FIEN 1191 T3 2 3X10 5f ♦ 1281 4x4 3X3 4X6 3X6 4X6 H0308 3 "4 4X4 3X4 4X6 ic-4 FIGpi IG -(�. 38'4"11 R =2550# U =2223# RL =132/ -133# W= 7'•4 8'5 "13 OTY= 1 TOTAL= 1 83 a '4 5X6 (R) 7'8• —► R =2128# U =1697# H = HI RIGHT JIG = 8'11"11 SE0 = 273389 REV. 9.01.02.0210.19EALE = 0.1250 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 84946 /A-' ROOF TRUSSES * ■WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. PLATE TO HIB-91 (HANDLING NSTITUTE, 583O'ONOFRIODR. INSTALLING SUITE200, MADISON, WI. 5371 PUBLISHED 9)) FOR SAFETY PRA (TRUSS PRACTICES PROPERLY ATTACHED PERFORMING FUNCTIONS. UNLESS OTHERWISE INDICATED, HEDSTRUCTURALPANELS ANDBOTTOMCHORDSHALLHAVE LYD A PROPERLY CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY SHIPPING, TO BUILD THE FABRICATING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVSIONS OF NDS 20 /18NI6GAN(W 20HS /18HS /KI ASTMFR653 TPI. STEEL. ARE TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILD NG IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2 JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooetol Bay Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.0psf 10.0psf 0.Opsf 60.0psf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 350304 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE FLAT Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / A17 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT . Top ohord 2x4 SP #2 N :T2 2x4 SP #1 Dense: :T3 2x4 SP SS N: :T4 2x4 SP #2 Dense: Bot ohord 2x4 SP #2 Dense :B2 2x4 SP #1 Dense: Webs 2x4 SP #3 :W2 2x4 SP #2 N: ( * *) 2 plate(s) require speolal positioning. Refer to coaled plate plot details For special positioning requirements. 146 mph wind, 15.00 ft mean hqqt, ASCE 7 -05, CLOSED bidq, Located anywhere in roof, CAT II EXP C, wind TC DL =5.0 psF, wind BC DL =5.0 pet'. Iw =1.00 GCp i ( +/ -) =0.18 Roof' overhang /cantilever supports 10.00 psi' soffit load. H = recommended oonneotion based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication For additional information. These hangers and support conditions used at bearings indicated (H1) = Simpson HGUS26 w/ (2)2x6 SP #2 N supporting member. (20) 16d Common, 0.162 "x3.5" nails into supporting member, (8) 16d Common, 0.162 "x3.5" nails into supported member. (A) #3 or better scab brace. Some size & 807 length of web member. Attach with 10d Box or Gun (0.128 "x3 ",min.)nails 0 6" OC. In lieu of structural panels or rigid ceiling use purlins to brace all flat TC 24" OC, all BC 0 24" DC. Bottom chord checked For 10.00 psf non - concurrent live load. Calculated vertical deflection is 0.30" due to five load and 0.76" due to total load at X = 16 -0 -1. Deflection meets L/360 live and L/240 total load. Creep increase factor For dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. LEFT RAKE = 3'3 "8 LEFT JIG = 4'8" DESC. = A17 PLT. TYP. -WAVE PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. x4946 /A-1 ROOF EA TRUSSES MAXIMUM FORCES Endpts Tens Comp Endpts 1- 5 472 496 5- 7 16- 19 3653 5045 19- 26 9- 10 1156 692 10- 14 20- 23 2838 2065 21- 27 5- 3 2154 2559 5- 9 11- 10 1093 1354 11- 18 19- 20 704 883 20- 24 28- 30 1688 2080 Tens 978 3467 3960 2838 2113 1245 2104 Comp Endpts 1240 8- 11 4682 25- 29 2604 13- 18 2065 27- 31 1454 6- 9 878 17- 18 1314 24- 27 Tens 2802 2301 3960 34 1172 574 716 Comp Endpts 3854 11- 15 3068 4- 9 2604 18- 20 45 0- 2 1585 6- 10 639 18- 19 760 27- 29 Tens 3653 181 4751 540 3080 409 2944 Member design & wind reactions based on both MWFRS and C &C. Right end vertical not exposed to wind pressure. Truss checked for 250# movable concentrated load along Bottom Chord, nonoonourrent with design gravity loads. 5'6 "6 27'2 "5 + 12 — -._ 56X' 0 "7 — — 6.8 "11 - 6'6 °11 - 6'10 "7 ---- 5'B" �, 4 V 55X6 7T 4 X4� 3'11 19 , i5 t �--, rL 3X34X6(R) :I= 7 4X4 5X6 3X4 6X10 PION 119 5X6 (R) 3X6 4X8 H0308 3103 "4 38'4- 38'5' R =2550# U =2192# RL= 97/ -98# W =7 "4 QTY= 1 TOTAL = 1 DES4GN CRIT- FBC2007RES /TPI-2002 FT /RT- 10X(OX)/ 5(0) * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS 20/18/116GAN1W 20HS /118HS /KS ASTMFA653 TPI. STEEL. ARE TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. lamI 4X6 ( * *) 4X10 3X6 4X6(*) "4 Comp 5045 88 3238 389 2105 273 2124 R =2128# U =1669# H = HI RIGHT JIG = 6'11 "3 SEO = 273428 REV. 9.01.02.0210.BEALE = 0.1250 JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1105 Cooetol Boy Blvd Boynton Beooh,FC 33435 TC,LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.Opsf 10.OpsF 0.OpsF 60.0psF REF. DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 350304 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.O" TYPE FLAT -7 rte.-. ra f3..lT, r1 Ili.-.6 3X6 4X8 H0308 3103 "4 38'4- 38'5' R =2550# U =2192# RL= 97/ -98# W =7 "4 QTY= 1 TOTAL = 1 DES4GN CRIT- FBC2007RES /TPI-2002 FT /RT- 10X(OX)/ 5(0) * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS 20/18/116GAN1W 20HS /118HS /KS ASTMFA653 TPI. STEEL. ARE TO EACH FACE OF TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. lamI 4X6 ( * *) 4X10 3X6 4X6(*) "4 Comp 5045 88 3238 389 2105 273 2124 R =2128# U =1669# H = HI RIGHT JIG = 6'11 "3 SEO = 273428 REV. 9.01.02.0210.BEALE = 0.1250 JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1105 Cooetol Boy Blvd Boynton Beooh,FC 33435 TC,LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.Opsf 10.OpsF 0.OpsF 60.0psF REF. DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 350304 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.O" TYPE FLAT Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / RIB THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N :T3, T4 2x4 SP #1 Dense: Bot chord 2x4 SP #2 Dense :B2 2x4 SP SS N: :B3 2x4 SP #2: Webs 2x4 SP #3 :W2, W3 2x4 SP #2 N: 146 mph wind, 15.00 Ft mean hqqt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II EXP C, wind TC OL =5.0 psf, wind BC OL =5.0 psF. Iw =1.00 GCp I ( + / -) a0. I8 Roof overhang /cantilever supports 10.00 psi' soffit load. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publloation For additional Information. These hangers and support conditions used at bearings indicated (HI) = Simpson HGUS26 w/ (2)2x6 SP #2 N supporting member. (20) 16d Common, 0.162 "x3.5" nails Into supporting member, (8) 16d Common, 0.162 "x3.5" nails into supported member. (A) #3 or better scab brace. Same size & BOX length of web member. Attach with 10d Box or Gun (0.128 "x3 ",min.)nails 0 6" OC. In lieu of structural panels or rigid ceiling use purlins to brace all Flat TC 24" OC, all BC 0 24" OC. Bottom chord checked for 10.00 psF non - concurrent live load. Calculated vertical deflection is 0.43" due to live load and 1.09" due to total load at X = 18 -11 -3. DeFlection meets L/360 live and L/240 total load. Creep increase Factor For dead load Is 1.50. Calculated vertical defleotion is 0.43" due to live load and 0.66" due to dead load at X = 18 -11 -3. All wind load cases on this truss have a 1.33 duration Factor. LEFT RAKE = 3'3"B LEFT JIG = 3'4"4 DESC. = A1B PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(02)/ 5(07 4 MAXIMUM FORCES Endpts Tens Endpts ET pt; 367 Cr519 5- 10 19- 24 4310 6195 24- 27 8- 12 3686 2382 14- 15 22- 25 5193 3487 25- 26 6- 3 2059 2430 6- 8 16- 15 750 873 16- 20 24- 25 901 1180 25- 28 31- 32 1650 2107 Tens Comp Endpts Tens Comp Endpts Tens Comp 2472 3528 11- 16 3895 5639 16- 17 4310 6195 3608 5081 29- 30 1877 2569 •4- 8 105 42 3686 2382 15- 20' 5723 3759 20- 23 5193 3487 2398' 1691 26- 33 14 17 0- 2 565 279 3866 2647 9- 8 1255 4655 9- 15 2192 1517 536 398 18- 20 533 604 20- 24 1119 687 2981 1900 2B- 26 878 1063 26- 30 2661 1866 Member design & wind reactions based on both MFRS and C&C. Right end vertical not exposed to wind pressure. Truss checked for 250# movable concentrated load a nonoonourrent with design gravity loads. 12. 31'2 "5 ong Bottom Chord, 6'4 "14 • 3'8" 7X8 6X6 3X4 5X6 3X4 5X14 T 3 010 1241 3 15 I 4X4 ©11=11 116 ovl •.X6 8 1©II 3X3 4X10 3X6 5X6 4X6 38'4 "11 B2 1201 q NINE 353'3X8 H0510 R =2496# U =2145# RL= 62/ -63# W =7"4 38'5"13 OTY= 1 TOTAL= 1 1261 11 f ;3'3 -15 2'1'4 Ce211 4X8 3X10 3X6 R =2132# U =1640# H = H1 RIGHT JIG _= = 4'11 "7 SEO 2 REV. 9.01.02.0210.FALE = 073456 .1250 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 Z1NN Mi A -1 ROOF Mi TRUSSES * ■WARNING *■ TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING FIND ER PLATE BRACING. TO HIB-91 (HANDLING NSTITUTE, 583D'ONOFRIODR. INSTALLING SUITE200, MADISON D I W. 53719) PUBLISHED 9)) FORSAFET (TRUSS SAFETY PRACTICES PRIOR TO PROPERLY ATTACHED N FUNCTIONS. UNLESS OTHERWISE INDICATED, CHORD A ACHEDSTRUCTURALPANELS ANOBOT OMCHORDSHALLHAVEA PROPERLYATTACHEDRIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 2OHS /18HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX R3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coastal Soy Blvd Boynton B.00h,FC 33435 TC LL TC DL BC DL BC LL TOT.LO 30.OpsF 20.Opsf 10.Opsf 0.Opsf 60.OpsF REF DATE 10 -30 -2009 DRWG DESIGNER DUR . FAC . 1.25 SPACING 24.0" 0/A LEN. 350304 JOB #: 51227 TYPE FLAT Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / A19G THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT- Top ohord 2x6 SP #2 Dense :T1 2x4 SP #2 N: Bot chord 2x4 SP SS Webs 2x4 SP #3 :W2, W14 2x6 SP #2 N: :W3, W13 2x4 SP #2 Dense: 146 mph wind, 15.00 ft mean hqt, ASCE 7 -05, CLOSED bidq, Located anywhere in roof, CAT II EXP C, wind TC oL -5.0 psi', wind 8C OL =5.0 psi'. Iw =1.00 GCp i ( + / -) =0. I8 Wind reaotions based on MFRS pressures. Calculated horizontal deflection is 0.11" due to live load and 0.17" due to dead load. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. These hangers and support conditions used at bearings indicated (H1) = Simpson HGUS26 -2 w/ (2)2x6 SP #2 N supporting member. (20) 16d Common, 0.162 "x3.5" nails into supporting member, (8) 16d Common, 0.162 "x3.5" nails Into supported member. In lieu of struoturol panels or rigid ceiling use purl ins to brace all Flat TC 24" OC, all BC 0 24" OC. Girder supports 7 -0 -0 span to TC /BC split one face and 2 -0 -0 span to TC /BC split opposite Face. Calculated vertical deflection is 0.64" due to live load and 1.62" due to total load at X = 17 -7 -10. Deflection meets L/360 live and L/240 total load. Creep increase Factor for dead load is 1.50. Calculated vertical deflection is 0.64" due to live load and 0.99" due to dead load at X = 17 -7 -10. All wind load oases on this truss have a 1.33 duration factor. LEFT RAKE = 3'3 "8 LEFT JIG = 3'1"3 DESC. = A19G PLT. TYP. -WAVE DESIGN CRIT- FBC2D07RES /TPI-2002 FT /RT- I0X(021/ 500 P 12- 4 p WNW 8 2 Complete Trusses Required I Nailing Schedule: (0.131 "x3 "_Gun_nails) Top Chord: 1 Row 012.00" o.o. Bot Chord: 1 Row 012.00" o.c. Webs : 1 Row 0 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. MAXIMUM FORCES(PER PLY) Endpts Tens Comp Endpts Tens Comp Endpts Ten 1- 2 61 102 3- 8 66 111 8- 12 2242 16- 18 4092 9289 19- 21 4092 9289 21- 27 3617 7- 9 297 133 9- 13 5344 2364 15- 20 8271 24- 28 5511 2440 28- 32 71 26 0- 5 110 8- 9 5208 2286 11- 9 965 1896 11- 14 3028 16- 20 1099 472 17- 20 410 660 20- 21 1018 23- 25 2934 1275 25- 2B 968 1888 28- 29 5572 Right end vertical not exposed to wind pressure. 36'10 "5 Comp Endpts Tens Comp 510+ 10- 16 3582 8139 8218 26- 29 2318 5272 3655 20- 22 8346 3688 66 5- 6 1096 2368 1320 16- 14 577 1047 436 21- 23 559 1011 2455 30- 31 1084 2335 8X10 X.4 I.5 7X6 5 9'8X10 6 1 6X10 4X12 I11®Ill 1161 11�� 121 E3] 9 4X10 3X6 R =4879# U =2152# W =7 "4 ] 93 [20,� H0714 35A84 38'4 "11 38'5 "13 OTY= 1 PLIES= 2 TOTAL= 2 gag I5 ^ei W1�'7 ^ls a-s 1281 H0714 4X10 3X6 R =4$16# U =2124# H -J41 RIGHT JIG = 36'11'7 SE0 = 287101 REV. 9.01.02.0210 BE ALE = 0.1250 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 /A-1 ROOF TRUSSES * *WARNING ** TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) iUBLISHED BY TPI (TRUSS PLATE PRIOR TOSPERFORMING3 THESE OFUNCTIONS. SUUNLESSOOTHERWISE MADISON, INDICATED9) TOP FOR CHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE M PROPERLY ATTACHED RIGIC CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING 8. SPEC, F TRUSSES. DESIGN BYA&PAI CONFORMS WITH APPLICABLE E PROVISIONS OF AREMADEOF 20/18/16GA (W 20HS /18HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/IPI 1 SEC• 2, JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 C000tol Boy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD 30.OpsF 20.OpsF 10.OpsF 0.0psF 60.Opsf REF DATE 12 -03 -2009 DRWG DESIGNER 0/A LEN. 350304 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE FLAT Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / BIG THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Dense :T2 2x8 SP #2 N: Bot chord 2x6 SP #1 :B2 2x6 SP SS N: Webs 2x4 SP #3 :W3 2x4 SP #2 N: :W9 2x4 SP #1 Dense: :W10 2x8 SP #2 N: :Lt Level Return 2x4 SP #3: SPECIAL LOADS (LUMBER DUR.FAC. =1.25 / PLATE OUR.FAC. =1.25) TC - From 102 PLF of -1.50 to 102 PLF of 10.00 TC - From 102 PLF at 10.00 to 102 PLF of 14.06 TC - From 1102 PLF of 14.06 to 1102 PLF at 14.94 TC - From 1102 PLF at 14.94 to 1102 PLF at 20.00 BC - From 20 PLF of 0.00 to 20 PLF at 8.06 BC - From 997 PLF of 8.06 to 997 PLF of 14.06 BC - From 20 PLF at 14.06 to 20 PLF at 20.00 PLB- From 20 PLF at -1.31 to 20 PLF at -0.16 BC - 4498 LB Cono. Load at 7.14 Cu) 1 plate(s) require special positioning. Refer to scaled plate plot details For special positioning requirements. 146 mph wind, 15.00 Ft mean hqt, ASCE 7 -05, CLOSED bidqq, Located anywhere in roof, CAT II EXP C, wind TC DL =5.0 psF, wind BC DL-5.0 psF. Iw =1.00 GCpi ( + /- ) =D.I8 Wind reactions based on MWFRS pressures. In lieu of structural panels or rigid ceiling use purl ins to brace all Flat TC 24" OC, all BC 0 24" OC. Calculated vertical deflection is 0.26" due to live load and 0.65" due to total load of X = 9 -10 -4. Deflection meets L/360 live and L/240 total load. Creep increase Factor For dead load is 1.50. All wind load cases on this truss have a 1.33 duration Factor. LEFT RAKE = I'5 "13 LEFT JIG = 10'7"13 DESC. = BIG PLT. TYP. -WAVE DESIGN CRIT- FBC20D7RES /TPI -2002 FT /RT- 10X(021 /5(07 0 3 Complete Trusses Required S Nailing Schedule: (0.131 "x3 "_Gun_nalls) Top Chord: 1 Row 0 2.25" o.c. Bet Chord: 2 Rows 0 3.50" o.o. (Each Row) Webs : 1 Row 0 4" o.c. Repeat nailing as each layer is applied. Use equal spaoinp between rows and stagger nails in each row to avoid splitTing. 4" o.c. spacing of noTls perpendicular and parallel to groin required in area over bearings greater than 4" MAXIMUM FORCES(PER PLY) Endpts Tens Comp Endpts Tens Compp Endpts Tens Comp Endpts Tens Corn 8- 14 2811 6200 3- 5 3399 7496 13- 15 2764 6096 15- 177 40224 8874 18- 20 2999 6580 20- 22 2983 6558 6- 7 7095 3217 7- 9 7033 3189 4- 6 7107 3223 10- 16 7908 3586 16- 21 9768 4430 21- 25 226 112 8- 7 1449 657 8- 11 674 1487 12- 11 3594 1630 11- 15 1110 2448 15- 16 2389 1087 16- 19 1080 2291 19- 21 1715 3782 20- 21 596 1229 21- 22 6972 3162 23- 24 1586 3456 10' 7'1 "10 4 12 G� 4X12(A7R) 2X4 (R) 5' E Z m o 0 765µ411y f *y 7 5X6 5' 8 115 R -7831# U =3551# W =8" vac) I NO ,l Yl MEII 16 m 1211 'IMgM O OTY= I PLIES= 3 TOTAL= 3 21'6" H1315 Zr0 R =11063# U =5060# W =8" RIGHT JIG = 5'3 "354 SEO = 2737 REV. 8.01.02.0210.BEALE = 0.1875 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. B4946 ce A -1 ROOF z4711 TRUSSES * *WARNING ** TRUSSES REOUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING Y TPI AND BACING. REFER PLATER INSTITUTE, 5B3 TD'ONOFRIO(OR. SUITE 00, MADISON, DWI. 5371 9)) FORSSAFETTY PRACTICESS PRIOR YY UNLESS HAVE A PROPERLY ATTACHED ID CHORD PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /IBHS /KS ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC. 3. R SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooetol Boy Bivd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LO. 30.0psf 20.0psf 10.0psf 0. Opsf 60.DpsF REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 20 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE COMN Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / B2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT . Top ohord 2x4 SP #2 N Dot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3 ::Rt Level Return 2x4 SP #3: 146 mph wind, 15.00 Ft mean hqqt, ASCE 7 -05, CLOSED bidqq, Located anywhere roof, CAT II EXP C, wind TC pL -5.0 per, wind BC DL-5.0 psf. Iw =1.00 GCpI (+ /- ) =o.18 In lieu of rigid eelIing use purl Ins to brace BC 0 24" OC. Calculated vertical deFlection is 0.00" due to live load and 0.30" due to total load at X = 10 -0 -0. MAXIMUM FORCES Endpts Tens Comp Endpts 0- 2 49 0 5- 7 10- 16 2169 2473 16- 18 6- 8 2498 1958 8- 13 in 15- 17 2498 1966 17- 20 11- 15 770 633 15- 16 Truss checked For 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 4X4 (A 2) m 2X4 (R) '1 35 -5" 0 GO 5.9 ..14 12 4 10' 4'2 "2 4X EOM 4'2 "2 10' Tens Comp Endpts Tens Comp Endpts 2250 2711 7- 9 2169 2473 3- 5 2250 2711 21- 23 49 0 18- 19 1746 1256 4- 6 2525 2001 14- 15 2525 2009 7- 8 589 477 8- 11 589 477 Tens 2194 2194 1746 770 Comp 2713 2713 1256 633 Member design & wind reactions based on both MWFRS and.0 &C.;; -. Bottom chord checked For 10.00 psF non - concurrent live load. DeFleotion meets L/360 live and L/ 240 total load. Creep increase Factor For dead load is 1.50. All wind load oases on this truss have a 1..33 duration>Factor. 2X4 - 2 I16I 8 3X4 6'9 "10 HO8 XI51 3X4 5'9 "14 2 4 R) 4X4 A2 Rim 6'4 "11 R =1375# U =1308# RL =198/ -198# W =8" LEFT RAKE = 1'5 "13 LEFT JIG = 10'7 "13 DESC. = B2 PLT. TYP. -WAVE 23' DESIGN CRIT- FBC20D7RES /TPI -2002 FT /RT- 10X(02)/ 5(0) 6'9"10 OTY= 5 TOTAL= 5 123 R =1375# U =1308# W =8" RIGHT RAKE = 1'5 "13 RIGHT JIG = 10'7 "13 SEO = 272900 REV. 9.01.02 ;0210.BEALE = 0.2500 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. x4946 ZLi= A -1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING ANO BRACING. PLATE INSTITUTE, 583TD'ONOFRIO(DR. INSTALLING AND MADISON, FABRICATING, 53719)) PUBLISHED ORSSAFET (TRUSS SAFETY PRACTICES PROPERLY ATTACHED THESE FUNCTIONS. UNLESS ACHEDSTRUCURALPANELS ANDBOTTOMTCHORDSSHALLLIHAVE A PROPERLY LYD A ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: SHIPPING, INSTTALLLING &H BRACING OF TRUSSES. DESIGN CONFORMSFWITHCAPPLIC ABLE DPROVISIONS OF NOS,(NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /18HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 C000tol Boy Blvd Boynton Baooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LO. 30.2psf 20.0psf 10.Opsf O.Opsf 60 . 0psf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 20 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE COMN Job (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / B3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3::Rt Level Return 2x4 SP #3: 146 mph wind, 15.00 ft mean hqt, ASCE 7 -05, CLOSED bldg, Located an where in roof, CAT II EXP C, wind TC OL -5.0 psF,'wind BC DL =5.0 psf. Iw =1.00 GCp ( + / -) =0.18 In lieu of structural panels or rigid ceiling use purling to brace all flat TC 24" OC, all BC 0 24" OC. Calculated vertical deFleotion is 0.00" due to live load and 0.30" due to total load at X = 10 -0 -0. Truss checked For 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 9' 5'9 "14 2X 3'2 "2 4X6 2X4 7 9' MAXIMUM FORCES Endpts Tens Comp Endpts 0- 2 49 0 5- 7 10- 12 2126 2285 12- 16 21- 23 2239 2685 26- 28 B- 14 1814 1272 4- 6 22- 25 2500 1999 7- 8 20- 21 569 404 Tens Comp Endpts Tens Comp Endpts Tens Comp 2239 2685 7- 9 2157 2458 3- 5 2181 2683 1707 1814 16- 19 2125 2285 17- 21 2157 2458 49 0 23- 24 2180 2683 6- 8 2470 1944 2500 1990 13- 20 1814 1272 20- 22 2470 1953 569 404 8- 12 693 607 16- 20 693 607 Member design & wind reactions based on both MWFRS and C &C. Bottom chord checked for 10.00 psf' non - concurrent Ilve load. Deflection meets L/360 live and L/240 total load. Creep Increase factor For dead load is 1.50. All wind load oases on this truss have a 1.33 duration Factor. 5'9014 0 281 8 3X4 6'9 "10 11314 120 HOB 3X4 6'4 "11 R =1375# U =1291# RL =183/ -183# W =8" LEFT RAKE = 1'5 "13 LEFT JIG = 9'7 "2 DESC. = B3 PLT. TYP. -WAVE 23' DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT■10X10X)/ 510) 6'9"10 OTY= 1 TOTAL= 1 R =1375# U =1291# W =8" RIGHT RAKE = 1'5"13 RIGHT JIG = 9'7 "2 SEO = 272637 REV. 9.01.02.0210 nrALE = 0.2500 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 A -1 ROOF E TRUSSES ..WARNING■■ TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. PLATE INSTITUTE, TO HIB-91 (HANDLING INSTALLING I SUITE200, MROISON DW. 5371 PUBLISHED T (TRUSS 9)) FOR SAFETY PRACTICESSHALL PROPERLY ATTACHEDNSTRUCTURALNPANELS ANDNBOTTOMTCHORDSSHALLIHAVE A RTTRCHED HAVE , TOP CEILING. • *IMPORTANT ■• FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING TRUSSES. DESIGN SPEC, BYRF &PA) AND TPI. RLPINE CONFORMS WITH APPLICABLE E PROVISIONS OF AREMADEOF 20 /18 /16GA (W 20HS /18HS /K) ASTM 0653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDIING DESIGNER, PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooetol No Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD 30. Opsf 20.,Opsf 10..Opsf 0.Opsf 60.10psf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 20 DUR.FAC. 1 . 25 JOB #: 51227 SPACING 24.0" TYPE HIPS Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / B4G THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOIST Top chord 2x4 SP SS :T2 2x4 SP #2 Dense: Bot chord 2x4 SP #1 Dense Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3::Rt Level Return 2x4 SP #3: 146 mph wind, 15.00 ft mean hppt, ASCE 7 -05, CLOSED bldgg, Located anywhere in roof, CAT II, EXP C, wind TC oL =5.0 psf, wind BC DL -5.0 psf. Iw =1.00 GCpI ( + / -) =0.18 In lieu of structural panels or rigid ceiling use purl Ins to braoe all Flat TC 24" OC, all BC 0 24" OC. Deflection meets L/360 live and L/240 total load. Creep Increase Factor For dead load Is 1.50. 4 L- 3X12 (B3) 2X403) Ny 1 315 .5- 0 7' EI 1 6' 3' 3' 1.5X4 7X8 1111 T2 MAXIMUM FORCES Endpts Tens 0- 2 49 11- 17 2627 6- 10 5579 15- 19 5579 11- 14 348 Comp Endpts 26 5- 7 6018 16- 20 2431 10- 13 2431 19- 22 552 14- 18 Tens Comp Endpts Tens Comp Endpts Tens 2628 5986 3- 5 2602 5973 9 11 2627 2628 5986 23- 25 49 26 20- 21 2602 5634 2446 4- 6 5620 2473 12- 15 5634 5621 2473 8- 10 888 251 8- 14 489 489 230 18- 15 888 251 Comp 6018 5973 2446 230 Wind reactions based on MWFRS pressures. #1 hip supports 7 -0 -0 jacks with no webs. Calculated vertical deflection is 0.23" due to live load and 0.59" due to total load at X = 10 -0 -0. All wind load cases on this truss have a 1.33 duration Factor. ©e7 7X8 7' 3X1 B3)) 125 3X4 112 H010 R =2514# U -1115# W =8" LEFT RAKE = 1'5 "13 DESC. = B4G 5 "14 ALT. TYP. -WAVE 23' DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(OX)/ 5(0) [151 3X4 is OTY= 1 TOTAL= 1 R =2514# U =1115# W =8" RIGHT RAKE = 1'5 "13 RIGHT JIG = 7'5 "14 . A0.50REV. 9.01.020210. E LE =0.2500 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 34948 /A-1 ROOF mi TRUSSES * ■WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING, , SHIPPING INSTALLING RND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR INSTITUTE, OR TOPERFORING3TH O SUITE MADISON, FOR HESEFUNCTIIONS .UNLESS OTHERWISE INDICATED, TOPCHORDTSHALL PRACTICES HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT*■ FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /18HS /K) RSTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 180A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INOICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER_, PER_f1NSI/TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cocain! Boy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC-LL TOT.LD 30 . Opsf 20..Opsf 10.Opsf 0.OpsF 60.Opsf REF DATE 10 -30 -2009 DOG. DESIGNER 0/A LEN. 20 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE HIPS Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / CIG THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N :T2 2x6 SP #2 N: Bot chord 2x6 SP SS Webs 2x4 SP #2 N :W4, W6 2x4 SP #3: :W7 2x4 SP #1: :W8 2x8 SP #2 N: :Lt Level Return 2x4 SP #3: SPECIAL LOADS (LUMBER DUR.FAC. =1.25 / PLATE DUR.FAC. =1.25) TC - From 102 PLF at -1.50 to 102 PLF at 10.59 TC - From 102 PLF at 10.59 to 102 PLF at 12.06 TC - From 1473 PLF of 12.06 to 1473 PLF at 16.00 BC - From 20 PLF at 0.00 to 20 PLF at 8.06 BC - From 1002 PLF at 8.06 to 1002 PLF at 12.06 BC - From 20 PLF at 12.06 to 20 PLF at 16.00 PLB- From 20 PLF at -1.31 to 20 PLF at -0.16 BC - 4498 LB Conc. Load at 7.14 (* *) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 146 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located an where in roof, CAT II EXP C, wind TC OL =5.0 psf, wind BC DL =5.0 peP. Iw =1.00 GCp 1 ( + / -) =0.18 Wind reactions based on MWFRS pressures. In lieu of structural panels or rigid ceiling use purlins to brace all flat TC 24" OC, all BC 0 24" DC. Calculated vertical deflection is 0.24" due to live load and 0.60" due to total load at X = 10 -7 -1. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load oases on this truss have a 1.33 duration factor. LEFT RAKE = 1'5 "13 LEFT JIG = 11`3 "4 DES(. = C1G PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI-2002 FT /RT- 10X COX/ / 5 03 u) m 3 Complete Trusses Required Nailing Schedule: (0.131 "x3 "_Gun_nails) Top Chord: 1 Row 0 1.50" o.c. Bot Chord: 2 Rows 0 3.50" o.o. (Each Row) Webs : 1 Row 0 4" o.o. Repeat nailing as each layer is applied. Use equal spacin between rows and stagger nails in each row to avoid splittin 4" o.c. spacing of naTls perpendicular and parallel to grain required in area over bearings greater than 4" 9. MAXIMUM FORCES(PER PLY) Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Camp 0- 2. 16 9 5- 7 2490 5491 7- 12 66 137 3- 5 2483 5475 10- 14 4265 9404 14- 16 2698 5951 6- 8 5180 2349 8- 13 9370 4249 13- 15 6508 2951 15- 19 233 106 4- 6 5193 2355 7- B 3422 1552 7- 9 2484 5478 8- 9 1978 4363 11- 13 396 874 13- 14 3276 1485 14- 15 1078 2376 15- 16 6207 2815 17- 18 1468 3238 3X12 (A1) 2X4 (R) 0 S 10'7 "1 7'0 "12 4 12 3'6 "5 I1 1P 6X10 1.5X4 5'4 "15 - 2'4 "13 3'0 "1 --►+ 4 8X8 ) T2 �(RDtl'2 "56X12 11E _= �IIIIIII��I IIIII R =5804# U =2632# W =8" QTY= 1 PLIES= 3 TOTAL= 3 8 6X816' 17'6" 1131 3X10 1151 4X12 8 4X10 R= 101294 U =4593# W =8" RIGHT JIG = 5'7 "15 SEO = 273345 REV. 9.01.02.0210.BEALE = 0.2500 PLANT LOCATION 4451 ST, LUCIE BLVD FT. PIERCE FL. 54946 EN R -1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON WI. 53719) FOR SAFETY PRACTICES SHALL HVE PRIOR TO PROPERLY ATTACHED CNSTRUCTURALNPANELS AND NBOTTOM TCHORD SSHALLLIHAVE A PROPERLYOATTACHEDARIGID CEILING. * *IMPORTANT*■ FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC., SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC BY RF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /18HS /K1 ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR RNY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooetol Boy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD 30.Opsf 20.Opsf 10.0psf 0.Opsf 60.0psf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 16 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE COMN Job:[51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / C2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ' Top chord 2x4 SP #1 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3::Rt Level Return 2x4 SP #3: MAXIMUM FORCES Endpts Tens Comp Endpts Tens 0- 2 49 0 5- 8 1581 15- 17 49 0 12- 13 1483 4- 6 1673 1326 11- 14 1673 Comp Endpts 1804 3- 5 1775 6- 10 1336 7- 10 146 mph wind, 15.00 ft mean hagt, ASCE 7 -05, CLOSED bldg, Looated anywhere in roof, CAT II EXP C, wind TC DL =5.0 psf, wind BC DL -5.0 psF. Iw =1.00 Member design & wind reaotions based on GCpi ( + /- ) =O.!B In lieu of rigid ceiling use purl ins to Bottom chord checked For 10.00 psf non - concurrent live load. Caloulated vertical deflection is 0.19" Deflection meets L/36O live and L/24O total load. Creep increase Factor For dead load at X = 11 -11 -9. load is 1.50. All wind load oases on this truss have a 1.33 duration Factor. 8' Tens Comp Endpts 1483 1775 9- 12 1615 1231 10- 11 441 8 Tens 1581 1615 Comp 18O4 1231 both MWFRS and C &C. brace BC 0 24" OC. due to live load and 0.36" due to total Truss checked for 250# movable concentrated load along Bottom Chord, nonoonourrent with design gravity loads. 8' 0 1101 1.5M, R =1131# U =1161# RL =167/ -167# W=8" LEFT RAKE = 1'5 "13 LEFT JIG = 8'G "8 DESC. = C2 PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(021/ 5[0] 19' OTY= B TOTAL= 8 R =1131# U =1161# W =8" RIGHT RAKE = 1'5 "13 RIGHT JIG = 8'8"8 SE0 = 272709 REV. 9.01.02.0210 BEALE = 0.3750 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 El /A-1 ROOF TRUSSES ■ #WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING, , SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON WI. 53719) FOR SAFETY PRACTICES SHALL HVE PRIOR TO PROPERLY ATTACHED NSTRUCTURALNPANELS AND NBOTT M TCHORDSSHALLLIHAVEDA PROPERLLYDATTACHEDARIGID CEILING. ■ *IMPORTANT ■■ FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 2O/18/16GA (W 2OHS /18HS /KI ASTM A653 GRADE 40/60 (W,K /HS) GRLV. STEEL. APPLY PLATES TO EACH:.. FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE *5606 1109 Coo®tol Boy Blvd Boynton B000h,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.OpsF 20.0psF 10.OpsF 0.OpsF 60.OpsF REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 16 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE COMN Job:(51227) SHAD HOMES: FERNANDEZ / POLANGO RES. / C3G THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #1 Dense :T2 2x4 SP #2 N: Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3::Rt Level Return 2x4 SP #3: 146 mph wind, 15.00 Ft mean hqt, ASCE 7 -05, CLOSED bldgq, Located anywhere in rooF, CAT II, EXP C, wind TC DL-5.0 psF, wind BC DL-5.0 psF. Iw °1.00 GCp I ( + / -) =0.18 #1 hip supports 7 -0 -0 Jaoks with no webs. Calculated vertical deFleotion is 0.13" due to live load and 0.33" due to total load at X = 8 -10 -4. All wind load oases on this truss have a 1.33 duration Factor. 7' 5X6 2' MAXIMUM FORCES Endpts Tens Camp Endpts 9 0- 2 49 26 5- 14- 16 1949 4425 19- 21 10- 11 4152 1803 11- 15 7- 10 B44 271 12- 11 Tens 1949 49 4100 844 Comp Endpts Tens 4425 3 5 1920 26 16- 17 .1920 1786 4- 6 4144 271 Comp Endpts 4409 .8- 13 4409 6- 10 1631 15- 18 Tens 1803 4100 4144 Comp 4152 1786 1831 Wind reactions based on MWFRS pressures. In lieu of structural panels or rigid ceiling use purl ins to brace all Flat TC 0 24" OC, all BC 0 24" OC. DeFleotIon meets L/360 live and L/240 total load. Creep increase Factor For dead load Is 1.50. 7' 4 12 4X6(85R)' 1N 2X4 (R) 3 -15 -53V 4X6 (B5R) 2X4 CR) 0 1211 1ioi 3X4 X1.6' — R =2000# U =891# W =8" LEFT RAKE = 1'5 "13 LEFT JIG = 7'5 "14 DESC. = C3G PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT -10X (On / 5C0) 111 16' 3X4 19' x-1'6' OTY= 1 TOTAL= l R =2000# U =891# W =8" RIGHT RAKE = 1'5 "13 RIGHT JIG = 7'5 "14 SEG = 272735 REV. 9.01.02.0210 BEALE = 0.3750 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 /A-1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR INSTITUTE, OR TOPERFOR 583 D'ONOFRIO INGTHESEFUNCTIONS SUITE O , 9) FOR SAFETY PRACTICES . UNLESSOTHERWISEINDICATEDTOPCHORDSHALLHAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS OESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC BY AF &PR) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/1608 (W 20HS /18HS /K) RSTM R653 GRADE 40/60 (W,K /HS) GRLV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1608 -2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX 83 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooetol Bay Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.OpsF 20.Opsf 10.Opsf 0.0psF 60.0psF REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 16 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE HIPS Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / C4G THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 Dense :T3 2x6 SP #2 Dense: Bot chord 2x6 SP SS Dense Webs 2x4 SP #3 :W4, W8 2x4 SP #2 N: :W10 2x6 SP #2 Dense: :W11 2x8 SP #2 N: :Lt Level Return 2x4 SP #3: SPECIAL LOADS (LUMBER DUR.FAC. =1.25 / PLATE DUR.FAC. =1.25) TC - From 102 PLF of -1.50 to 102 PLF of 8.00 TC - From 102 PLF of 8.00 to 102 PLF of 11.98 TC - From 102 PLF at 11.98 to 102 PLF of 16.00 BC - From 20 PLF at 0.00 to 20 PLF at 8.06 BC - From 1084 PLF at B.06 to 1084 PLF of 14.06 BC - From 20 PLF at 14.06 to 20 PLF at 16.00 PLB- From 20 PLF at -1.31 to 20 PLF at -0.16 TC 2140 LB Conc. Load at 15.06 BC - 4847 LB Cono. Load at 7.06 146 mph wind, 15.00 Ft mean hqt, ASCE 7 -05, CLOSED bidep, Located anywhere in roof, CAT II EXP C, wind TC DL=5.0 psis, wind BC DL =5.0 psis. Iw =1.00 GCp i ( + / -) =0. I8 Wind reactions based on MWFRS pressures. In lieu of structural panels or rigid ceiling use purl ins to brace all Flat TC 24" OC, all BC 0 24" OC. Calculated vertical deflection is 0.23" due to live load and 0.56" due to total load at X = 7 -0 -12. Deflection meets L/360 live and L/240 total load. Creep Increase Factor For dead load is 1.50. All wind load cases on this truss have a 1.33 duration Factor. LEFT RAKE = 1'5 "13 LEFT JIG = 8'6 "8 DESC. = C4G PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI-2002 FT /RT- 10X(021/ 5(0) N 3"15 2 Complete Trusses Required Nailing Schedule: (0.131"x3 "_Gun_nails) Top Chord: 1 Row 0 8.50" o.o. Bot Chord: 2 Rows 0 4.00" o.c. (Each Row) Webs : 1 Row 0 4" o.o. Use equal spacing between rows and stagger nails in each row to avoid splitting. 4" o.o. spacing of nails perpendicular and parallel to grain required in area over bearings greater than 4" MAXIMUM FORCES(PER PLY) Endpts Tens Comp Endpts 0- 2 24 13 5- 7 3- 5 3861 8515 12- 14 19- 21 3168 6986 6- 9 18- 20 7751 3515 20- 24 8- 9 198 90 9- 11 13- 17 1022 2254 17- 18 20- 21 7816 3544 22- 23 Tens 3868 4252 8054 162 2809 762 2088 Comp 8531 9377 3652 74 1274 1681 4605 Endpts 7- 8 14- 15 9- 13 4- 6 11- 13 18- 19 Tens 3808 4284 6998, 8068 3217 3899 Comp 8398 9447 3173 3659 1459 1768 m 2'3 "11 N r 5X8 H0710 119) q(14 WI1 I2T 6 0 7'0 "12 9 1131 1201 7X10(R16, 6X10 4X10 8X12 6X10 R =5995# U =2719# W =8" OTY= 1 PLIES= 2 TOTAL= 2 2'10 "6 17'6" Endpts Tens 8 10 3771 16- 19 4915 13- 18 10833 7- 9 109 14- 13 120 19- 20 1479 1 R =9485# U =4301# W =8" Comp 8316 10839 4913 174 54 3261 RIGHT JIG = 4'4"3 SEO = 273578 REV. 9.01.02.0210.1 ALE = 0.2500 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 64946 R -1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING, , HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED AY TPI (TRUSS PLATE PRI R TOSPERFORMING3 THESE OFUNCTDIONSS. SUUNLESSOOTHERWISE MADISON, INDICATED9) TOP FOR CHORDTSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY OEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /I8HS /KI ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2, JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coastal Bay Blvd Boynton Beooh,FC 33435 TCLL TC DL BC DL BC LL TOT.LD 30.0psf 20.0psf 10.0psf 0.Opsf 60.0psf REF DATE 10 -30 -2009 DRWG DESIGNER 0/R LEN. 16 DUR . FRC . 1.25 JOB #: 51227 SPACING 24.0" TYPE COMN Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / C5G THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #1 Dense Bot chord 2x4 SP #2 Dense Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3::Rt Level Return 2x4 SP #3: SPECIAL LOADS (LUMBER DUR.FRC. -1.25 / PLATE DUR.FAC. =1.25) TC - From 102 PLF at -1.50 to 102 PLF at 8.00 TC - From 102 PLF at 8.00 to 102 PLF at 17.50 BC - From 20 PLF at 0.00 to 20 PLF at 16.00 PLB- From 20 PLF at -1.31 to 20 PLF at -0.16 PLB- From 20 PLF at 16.17 to 20 PLF at 17.31 TC - 47 LB Cono. Load at 2.54, 13.46 BC - -7 LB Conc. Load at 2.54, 13.46 Member design & wind reactions based on both MWFRS and C &C. Truss checked For 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. 8 MAXIMUM FORCES Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 2 49 D 5- 8 1581 1867 3- 5 1483 1829 ;'9- 12 1581 1867 15- 17 49 0 12- 13 1483 1829 6- 1.0 1664 1231 10- 11 1664 1231 4- 6 1732 1326 11- 14 1732 J336 7- 10 -446 8 146 mph wind, 15.00 Ft mean hgt, RSCE 7-05, CLOSED bldgg, Located anywhere in roof, CAT II EXP C, wind TC DL =5.0 psf, wind BC. DL =5.0 psf.. Iw =1.00 GCp i ( + / -1 =o. I8 In lieu of rigid ceiling use purl ins to brace BC 0,24" OC. Bottom chord checked for 10.00 psi non- conourrent ;live load. Calculated vertical deflection Is 0.20" due to live load and 0.37" due to total load at X = 11 -11 -9. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 8• 0 X1.6' R= 1171# 0 =1161# RL =167/ -167# W =8" LEFT RAKE = 1'5 "13 LEFT JIG = 8'6 "8 DESC. = C5G PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(027/ 5(D) 19' QTY= 1 TOTAL= 1 1.6' R =1171# U =11617 W =8" RIGHT RAKE = 1'5 "13 RIGHT JIG = 8'6 "8 SEO = 272746 REV. 9.01.02.0210.EEALE = 0.3750 PLANT LOCATION 4451 ST, LUCIE BLVD FT. PIERCE FL. x4946 zEA-1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING BRACING. AND PLATE INSTITUTE, 583T (HANDLING INSTALLING SUITE200, MADISON, WI. 53719) PUBLISHED 9)) ORSAFET (TRUSS SAFETY PRACTICES PRIOR TO PERFORMING PROPERLY ATTACHEDNSTRUCTURAL NPANELS AND NBOTTOM TCHORD S INDICATED, D CHORD R HAVEA PROPERYATTACHEDRIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & SPC, BRACING TRUSSES. BYAFF &PA)) RND TPI. ALPINE CONFORMS WITH APPLICABLE E PROVISIONS OF AREMADEOF 20 /18 /16GA (W 2OHS /18HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coastal Bay Blvd Boynton Beaoh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30. 0psf 20.Opsf 10.0psf 0.Opsf 60 . 0psf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 16 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE COMN Job :(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / D1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N MAXIMUM FORCES Bot chord 2x4 SP #2 N Endpts Tens Comp Endpts Webs 2x4 SP #3 0- 1 47 0 4- 7 14- 15 47 0 11- 12 146 mph wind, 15.00 Ft mean,hggt, ASCE 7 -05, CLOSED bldq, Located anywhere In 3- 5 945 800 10- 13 roof, CRT II EXP C, wind TC oL =5.0 psf, wind BC DL =5.0 psf. Iw =1.00 GCpi( + / -) -0.18 Member design & wind reactions bused on both MWFRS and C &C. Bottom chord checked For 10.00 psf non - concurrent live load. In lieu of' rigid ceiling use purl Ins to brace BC 0 24" OC. Deflection meets L/360 live and L/240 total load. Creep Increase factor For dead Calculated vertical deflection Is 0.06" due to live load and 0.10" due to total load Is 1.50. load at X - 2 -9-0. All wind load cases on this truss have a 1.33 duration Factor. Truss checked for 250# movable concentrated load along Bottom Chord, nonoonourrent with design gravity loads. Tens 1077 1045 945 Comp Endpts 1040 2- 4 1046 5- 9 824 8- 9 Tens Comp Endpts 1044 1046 6- 11 924 769 9- 10 352 0 Tens 1078 924 Comp 0 769 5'2' 4X4 (R1) 5.2" ICI haO 0 [151 + -1'6' 9 1.5X4 10'4" R =780# U =1070# RL =129/ -129# W =8" LEFT RAKE = 1'5 "13 LEFT JIG = 5'6 "11 DESC. = D1 PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(02)/ 5(01 13'4" - -1'6' OTY= I TOTAL= 1 R =780# U =1070# W=8" RIGHT RAKE = I'5 "13 RIGHT JIG = 5'6 "11 SEO = 287066 REV. 9.01.02.0210.EEALE = 0.5000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 94946 A -1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED SHIPPING, TPI (TRUSS PLATE PRIOR TOSPERFORMING3THESE FUNCTIONS. SUUNLESSOOTHERWISE MADISON, INDICATED, TOP FOR CHORD TSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORO SHALL HAVE R PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 2DHS /18HS /Kd ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. RNY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coo*tol Boy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TDT.LD. 30.0psf 20.Opsf 10..Opsf 0.Opsf 60 Opsf REF DATE 12 -03 -2009 DRWG DESIGNER 0/A LEN. 100400 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE COMN Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / D2G THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 146 mph wind, 15.00 ft mean hqt, ASCE 7 -05, CLOSED bldq, Located anywhere in roof, CAT II EXP C, wind TC OL =5.0 psf, wind BC OL =5.0 peF. Iw =1.00 GCpi ( + /- 1 =D.1B #1 hip supports 5 -0 -0 Jacks with no webs. MAXIMUM FORCES Endpts Tens Comp Endpts 0- 1 47 29 4- 7 14- 15 47 29 11- 12 3- 5 146 66 10- 13 Tens 89 85 146 Comp Endpts 193 2- 4 198 5- 9 66 8- 9 Tens 85 124 272 Comp 19B 45 425 Wind reactions based on MWFRS pressures. In lieu of rigid ceiling use purl ins to brace BC 0 24" OC. Endpts Tens 6- 11 89 9- 10 124 Comp 193 45 Deflection meets L/360 live and L/240 total load. Creep increase Factor For dead Calculated vertical deflection is 0.01" due to live load and 0.03" due to total load is 1.50. load at X - 2 -6 -1. 5' 5'2' All wind load cases on this truss have a 1.33 duration Factor. 5' 5'2" 0 —1'6' 1.b0.4.. LEFT RAKE = 1'5 "13 LEFT JIG = 5'6 "7 DESC. = D2G PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(02)/ 5(D) 13'4" QTY= 1 TOTAL= 1 1151 R- 211p 1f U =100pIf 4W =10'4" RIGHT<RAKE = 1'5 "13 RIGHT JIG = 5'6"7 SEO = 287062 REV. 9.01.02.0210.1SEALE = 0.5000 PLANT LOCATION. 4451 ST. LUCIE BLVD FT. PIERCE FL. x4946 FA A -1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED MY TPI (TRUSS PLATE PRIOR TOSPERFORMING3 THESE OFUNCTIIONS. SUUNLESSOOTHERWISE MADISON, INDICATED9 ) TOP FOR CHORD TSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE M PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: SHIPPING, INSTALLING &H BRACING OF TRUSSES. DESIGN CONFORMSFWITHCAPPLICABLEDPROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /18HS /K) RSTM R653 GRADE 40/60 (W,11/HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coo®tol Boy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.,Opsf 20..Opsf 10.0psf 0.0psF 60.OpsE REF DATE 12 -03 -2009 DRWG DESIGNER 0/R LEN. 100400 DUR.FRC. 1.25 JOB #: 51227 SPACING 24.0" TYPE HIPS Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / El THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT " Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Stack Chord SC1 2x4 SP #2 N::Stack Chord SC2 2x4 SP #2 N: 146 mph wind, 15.00 Ft mean hqt, ASCE 7 -05, CLOSED bide, L000ted anywhere In roof, CAT II, EXP C, wind TC OL =5.0 psF, wind BC DL -5.0 psF. Iw -1.00 GCp i ( +/ -) =0.18 All plates ore 2X4(C5) except as noted. In lieu of rigid ceiling use purlins to brace BC 0 24" OC. Bottom chord checked for 10.00 psF non - concurrent Ilve load. Deflection meets L/360 live and L/240 total load. Creep increase Factor For dead load is 1.50. 13-15 5' 4X4 (RI) MAXIMUM FORCES Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp 0- 1 75 0 2- 7 365 772 5- 7 331 76 7- 10 423 393 9- 12 423 382 12- 13 329 76 12- 16 365 785 18- 19 75 0 6- 14 773 314 Member design & wind reactions based on both MWFRS and C &C. Roof overhang /cantilever supports 10.00 psf soffit load. Stacked top chord must NOT be notched or cut in area (NNL). Attach stacked top chord (SC) to dropped top chord in potchable area using 3x4 tie- plates 24" o.c. Center plate on stacked /dropped chord interface, plate length perpendicular to chord length. Splice top chord in notohable area using 3x6. Calculated vertical deflection is -0.00" dye to live load and - 0.02" due to total load of X = 7 -5 -13. All wind load cases on this truss have n 1.33 duration factor. 5' 6 0 N —0) (NNL) 4' 4'2 "4 LEFT RAKE = 1'5"13 LEFT. JIG E 5'3"5 1 PLT. TYP. -WAVE 13' 4'2 "4 N 1181 '6' (NNL) 4' N R =202pIf U= 320pIF RL =18 / -18pIF W =10' ++ +2X4 24- O.C. (3) 12d NAILS BACK 3 TRUSSES DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT■1GX(0X)/ 5(0) QTY= 1 TOTAL= 1 RIGHT RAKE = l'5"13 RIGHT JIG = 5'3 "5 SE0 = 287209 REV. 9.01.02.0210.LEALE = 0.5000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 94946 Z1IN A -1 ROOF TRUSSES • ■WARNING*■ TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING, � SHIPPING INSTALLING RND BRACING. REFER TO HIB-91 (HANDLING INSTALLING RND BRACING) PUBLISHED MY TPI (TRUSS PRIOR TOSPERFORMING3THESEOFUNCCTIONS .SUUNLESSOOTHERWISE INDICATEDMADISON, WI. 53719) TOP FOR CHORD TSHALLCHAVES PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE PROPERLY ATTACHED RIGID CEILING. ■ *IMPORTANT *■ FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: SHIPPING, INSTTALLING &H BRACING OF TRUSSES. DESIGN CONFORMSFWITHCAPPLICABLEDPROVISIONS OF NOS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20 /18 /I6GA (Wy20HS /18HS /KI ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 CooetoI Boy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LO. 30.Opsf 20.Qpsf 10.dpsf 0.0psF 60.0psF REF DATE 12 -03 -2009 DRWG DESIGNER 0/A LEN. io OUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE GABL Job :(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / E2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 146 mph wind, 15.00 Ft mean hqt, ASCE 7 -05, CLOSED bldg, Located an where in roof', CAT II EXP C, wind TC oL =5.0 psf, wind BC DL =5.0 psf'. Iw =1.00 GCpi ( +/- )=0.I8 • In lieu of rigid ceiling use purl ins to brace BC 0 24" OC. Calculated vertical deflection is 0.06" due to live load and 0.09" due to total load at X = 2 -6 -7. Truss checked for 250# movable concentrated load along Bottom Chord, nonoonourrent with design gravity loads. 5' MAXIMUM FORCES Endpts Tens Com Endpts Tens dpts Tens Comp Endpts Tens Comp 0- 1 47 0 4- 7 1042 Co 994 2- 4 1012 1002 6- 11 1042 994 14- 15 47 0 11- 12 1012 1002 5- 9 883 737 9- 10 883 737 3- 5 902 764 10- 13 902 789 8- 9 346 0 Member design & wind reactions based on both MWFRS and C &C. Roof' overhang /cantilever supports 10.00 psf soffit load. Bottom chord checked For 10.00 psf non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep Increase Factor For dead load is 1.50. All wind load cases on this truss have a 1.33 duration Factor. 4X4 (R1l 5' 0 1151 9 R =759# U =1062# RL =126/ -126# W =8" LEFT RAKE = 1'5 "13 LEFT JIG = 5'4 "10 DESC. = E2 PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI'2002 FT /RT- 10X(021/ SIDI 10' 13' -1'6" OTY= 3 TOTAL= 3 R =759# U =1062# W =8" RIGHT RAKE = 1'5 "13 RIGHT JIG = 5'4 "10 SEO = 287041 REV. 9.01.02.0210.BEALE = 0.5000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 54946 • R -1 ROOF TRUSSES * *WRRNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING PL BRACING. ATE INSTITUTE, 583TD'ONOFRIO(DR. SUITE N200, MADISON, FABRICATING, 53719)) FORSSAFFET (TRUSS TY PRACTICES PRIOR TO PROPERLY ATTACCHEDNSTRUCTURALNPANELS UNLESS SHALL HAVE ATTACHED CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY SHIPPING, INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMSFWITHCAPPLICABLEYPROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY RF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GR (W 20HS /18HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160R -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. R SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coastal Boy Blvd Boynton Beooh,FC 33535 TC LL TC DL BC DL BC LL TOT.LO. 30.0psf 20.0psf 10.Opsf 0.Opsf 60.0psf REF DATE 12 -03 -2009 DRWG DESIGNER 0/A LEN. 10 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE COMN Job :(51227) SAND HOMES: FERNANDEZ / POLANCO RES. / J5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N MAXIMUM FORCES Endpts Tens Col Endpts Tens Comp Endpts Tens Compp Endpts 0 1 47 0 4 7 57 142. 2 4 13 262 5 6 Tens Comp 146 mph wind, 15.00 Ft mean hggt, ASCE 7 -05, CLOSED bldgg, Located an where in 3- 5 55 121 6- 8 0 0 roof, CAT II EXP C, wind TC OL =5.0 psF, wind BC DL-5.0 psf. Iw =1.00 GCpI( + / -) =0.18 Member design & wind reactions based on both MWFRS and C &C. Bottom chord checked for 10.00 psf non - concurrent live load. In lieu of r19id oellln9 use purl ins to brace BC 0 24" OC. Deflection meets L/360 live and L/240 total load. Creep increase Factor For dead Colculated vertical deflection is 0.03" due to live load and 0.04" due load is 1.50. load at X = 3 -0 -9. All wind load oases on this truss have a 1.33 duration Factor. Truss checked For 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. R =14# U =403# NAILED 2 0 1'6' LEFT RAKE = 1'5 "13 LEFT JIG = 5'4 "10 DESC. = J5 PLT. TYP. -WAVE 5' 8 R =554# U=911#6 A7=426/-68# W =1'4" DESIGN CRIT- FBC2007RES /TPI-2002 FT /RT- 10X(02)/ 5(0) QTY= 1 TOTAL= 1 in In N 1 R =278# NAILED RIGHT JIG = SEO = to total 287054 REV. 9.01.02.021,0 JO ALE = 1.0000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 24946 R -1 ROOF TRUSSES * ■WARNING•■ TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE�INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR RNY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF ARE MAE OF NOS 20 / NA 18 /IBGA(W 20HS /18HS F P /K) ASTMA653 GRADE40 /60L(W,R /HS)JNGALVV. STEEL. RAPPLYOPLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160R -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coaetol Boyy Blvd Boynton Beaoh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 20,.0psf 10.1.Opsf 0,.Opsf 80.0psf REF DATE 12 -03 -2009 DRWG DESIGNER 0/A LEN. 5 DUR . FRC . 1.25 JOB #: 51227 SPACING 24.0" TYPE EJRCK Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / J7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #1 Dense Bot chord 2x4 SP #2 Dense :Lt Level Return 2x4 SP #3: 146 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II EXP C, wind TC DL =5.0 psr, wind BC DL =5.0 psf. Iw =1.00 GCpi ( + / -) =0.18 Bottom chord checked For 10.00 psf non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep Increase Factor For load is 1.50. All wind load cases on this truss have a 1.33 duration factor. 2X4 (R) MAXIMUM FORCES Endpts Tens Comp Endpts Tens 0- 2 49 0 5- B 95 4- 6 60 142 Comp Endpts Tens Comp Endpts Tens Col 204 3- 5 23 335 6- 7 0 0 Member design & wind reaotions based on both MWFRS and C &C. In lieu of rigid ceiling use purl Ins to brace BC U 24" OC. Calculated vertical deflection is 0.21" due to live load and 0.36 - due to total dead load at X = 3 -9 -6. Truss checked For 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. R =3 0 LEFT RAKE = 1'5 "13 LEFT JIG = 7'5 "14 DESC. = J7 PLT. TYP. -WAVE R =608# U =845# RL= 479/ -79# W =F6 DESIGN GRIT- FBC2007RES /TPI-2002 FT /RT- 10X(02)/ 5(0) 7' OTY= 39 TOTAL= 39 U =579# NAILED R =325# U =43# NAILED RIGHT JIG = 8'6" SEC/ = 272513 REV. 9.01.02.0210.13EALE = 0.7500 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 ZLM EM A -1 ROOF TRUSSES * ■WARNING ** TRUSSES REDUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND PLATEBRACING. NSTITUTE, TO HIB-91 INSTALLING AND MADISON, DWI. 53719)) FORSSAFFETTY PRACTICES (TRUSS PROPERLY ATTACHED N FUNCTIONS. UNLESS OTHERWISE INDICATED, CHORD A ACHEDSTRUCTURALPANELS ANDBOTTOMCHORDSHALHAVE A PROPERLYATTACHEDRIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY SHIPPING, INSTALLING THE FABRICATING, DI & BRACING OF TRUSSES. DESIGN CONFORMS WITH APLIABLE PROVISIONS OF NOS 20 /18 /I6GAN(W 20HS /IIBHS /KI AF&PFD AND GRADE P40 /60L(W,R /HS) GALV. STEEL. ARE TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160R-2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPDNSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE 434869 BUSINESS LICENSE 45606 1109 Coastal Bopp Blvd Boynton Bemoh,FC 33435 TC LL TC DL BC DL BC LL TOT.LO. 30.0psf 20.0psF 10.OpsF 0.OpsF 60.OpsF REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 7 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.'0" TYPE EJACK Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / J7A THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :Stack Chord SC1 2x4 SP #2 N: RooF overhang /cantilever supports 10.00 psf soffit load. All plates are 3X4 except as noted. Stacked top chord must NOT be notohed or cut In area (NNL). Attach stacked top chord (SC) to dropped top chord in notchable area using 3x4 tie- plates 24" o.c. Center plate on stacked /dropped chord interface, plate length perpendicular to chord length. Splice top ohord in notohable area using 3x6. Bottom ohord checked For 10.00 psf non - concurrent live load. Defleotion meets'L /360 live and L/240 total load. Creep increase Factor For dead load is 1.50. 3X6 (C5) 2X4 (C5) 3"15 0 3X3 SC 6 4'10 "4 4 12 6'2 "4 MAXIMUM FORCES Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Cam 0- 1 75 0 2 7 92 767 5 7 346' 133 7 8 96 37B 8- 10 19 74 6- 9 783 116 9- 11 782 115 8- 9 950 538 146 mph wind, 15.00 Ft mean hgt, ASCE 7 -05, CLOSED bldg, Located on where in roof, CAT II EXP C, wind TC DL -5.0 psf, wind BC DL -5.0 psf. Iw -1.00 GCp i ( +/ -) =0.18 Member design & wind reactions based on both MWFRS and C &C. Right end vertical not exposed to wind pressure. In lieu of rigid ceiling use purl ins to brace BC 0 24" OC. Calculated vertical deflection is 0.02" due to live load and 0.03" due to total load at X = 1 -3 -5. All wind load cases on this truss hove a 1.33 duration Factor. 2'1"12 trot 1.5X4 8 '4 e O) (NNL) 4' 4'0 "8 LEFT RAKE = 1'5 "13 LEFT JIG = 7'4 "10 DESC. = J7A PLT. TYP. -WRVE B'6' 7' ►1 3X6 1i ++ +2X4 24" O.C. [3) 12d NAILS BACK 3 TRUSSES DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(021/ 5(0) R =1B9plf U =308pIF RL =112/ -16pIP W =7' QTY= 1 TOTAL= 1 RIGHT JIG = 8'6" SEO = 287223 REV. 9.01.02.0210.EALE = 0.5000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 94946 /A-' ROOF E. TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR INSTITUTE, OR TOPERFOR 583 D'ONDFRIO INGTHESEFUNCTOIONS SUITE 200, MADISON, THERWISEINDICATED9 )TOPRCHORDTSHALL PRACTICES HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: SHIPPING, INSTTALLING &H BRACING OF TRUSSES. DESIGN CONFORMSFWITHCAPPLICABLEOPROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PR) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /18HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH„FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TFI 1 SEC. 2, JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooetol Bag Blvd Boynton BBCoh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf' 20.OpsF 10.Opsf 0.Opsf 60.0psf REF DATE 12 -03 -2009 DRWG DESIGNER 0/A LEN. 7 DUR . FRC . 1.25 JOB #: 51227 SPACING 24.0" TYPE GABL Job :(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / CJ1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Rl Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N :Lt Level Return 2x4 SP #3: 146 mph wind, 15.00 ft mean hqt, ASCE 7 -05, CLOSED bldgp, Located an where in roof, CAT II EXP C, wind TC DL =5.0 psf, wind BC OL =5.0 psf. Iw =1.00 GCpiC +/- ) =0.1B Bottom chord checked For 10.00 psf non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase Factor for dead load Is 1.50. All wind load cases on this truss have a 1.33 duration factor. 9 0 I'6' LEFT RAKE = 1'5 "13 LEFT JIG = 1'2"6 DESC. = CJl PLT. TYP. -WAVE 2'6' 1' R =478# U =827# RL =199/ -35# W =8" R= 238/ -27# U =27# NAILED R= 7/ -66# Rw °186# U =59# NAILED DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(001/ 5(0) MAXIMUM FORCES Endpts Tens Comp Endpts Tens 0- 2 49 0 5- 7 59 4- 6 9 13 Comp 28 Endpts Tens 3- 5 77 Comp Enndptss Tens Comp Member design & wind reactions based on both MWFRS and C &C. In lieu of rigid ceiling use purl ins to brooe BC 0 24" OC. Calculated vertical deflection is 0.00" due to live load and 0.00" due to total load at X = 0 -6 -0. Truss checked for 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. QTY= 12 TOTAL= 12 RIGHT JIG = 2'6 "1 SEO = 272498 REV. 9.01.02:0210 BrALE = 1.0000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 Zia A -1 ROOF N. TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. PLATE TO HIB-91 [HANDLING INSTITUTE, 583D'ONOFRIODR. INSTALLING UITE200, MADISON D I W. 53719) PUBLISHED 9) FORSAFETT [TRUSS SAFETY PRACTICES PRIOR TO PROPERLY ATTACHED N FUNCTIONS. OTHERWISE INDICATED, ACHEDSTRUCTURALPANELS ANO BOTTOMCHORDSHALLHAVEA A A PROPERLY ATTACHED CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC BY, AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /18HS /KI ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING. INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coastal Boy Blvd Boynton Beoeh,FC 33,135 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.0psf 10.Opsf O.Opsf 60.0psF REF DATE 12 -03 -2009 DRWG DESIGNER 0/A LEN. 1 OUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE JACK Job :(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / CJIA THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ' Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N 146 mph wind, 15.00 ft mean hat, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II EXP C, wind TC OL -5.0 psF, wind BC DL -5.0 psf. Iw -1.00 GCpi (f /,- ) =D.18 Bottom chord oheoked for 10.00 psf non - concurrent live load. MAXIMUM FORCES Endpts Tens Comp Endpts Tens 0- 1 47 0 4- 6 78 3- 5 14 13 Camp Endpts Tens Camp Endpts Tens Com 3D 2 4 1034 59 5 7 0 Member design & wind reactions based on both MWFRS and C &C. In lieu of rigid ceiling use purl ins to brace BC 0 24 " OC. Deflection meets L/360 live and L/240 total load. Creep increase Factor for dead Calculated vertical defleotion is 0.00 " due to live load and 0.00 " due to total load is 1.50. load at X 0 -6 -0. All wind load oases on this truss have a 1.33 duration factor. 12 ©2 2X4 CA1) 4 11 3"15 `11111 _M__ MEMMINN 1'6" LEFT RAKE = 1'5 "13 LEFT JIG = 1'2 "6 DESC. = CJIA PLT. TYP. -WAVE 2'6" R ®453# U =968# RL =215/ -38# W =8" R =241/ -30# U -35# NAILED R= 14/ -71# Rw =248# U =75# NAILED DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 101(0X)/ 5(0) Truss oheoked for 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. QTY= 4 TOTAL= 4 RIGHT JIG = 2'6 "l SE0 = 287046 REV. 9.01.02.0210 BE ALE = 1.0000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. x4946 A -1 ROOF TRUSSES ■*WARNING•■ TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING BRACING. AND TO HIB-91 (HANDLING PLATE INSTITUTE, 593O'ONOFRIODR. SUITE N200, MADISON, DWI. 53719)) F S F FOR (TRUSS SAFETY PRACTICES, TOP PROPERLY ATTACCHEDNSTRUCTURALNPANELS ANDNBOTT MTCHORDSSHALLIHAVEDA ATTACHED HAVE CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING INSTALLING & SPEC, BYGAF OF &PA))) DESIGN OF 20/18/16GA (W 20HS /IONS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooatoi Boy Blvd Boynton Beooh,FE 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.0psF 20.0psF 10.OpsF 0.OpsF 60.0psF REF DATE 12- 03-2009 DRWG DESIGNER 0/R LEN. 1 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE JACK Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / CJ3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Rl Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N :Lt Level Return 2x4 SP #3: 146 mph wind, 15.00 Ft mean hqt, ASCE 7 -05, CLOSED bldq, Located anyywhere roof, CAT II EXP C, wind TC OL =5.0 pee, wind BC DL-5.0 psf. Iw =1.OD GCp i ( + / -1 =O.18 Bottom chord checked for 10.00 psi' non - concurrent live load. in MAXIMUM FORCES E3dpt2 Teas Comp Endpts Tens Comp Endpts Tens Comp Endpts Tens Cam 4- 6 5 31 5 7 32 85 3, 5 D 111 6 B 0 0 Member design & wind reactions based on both MWFRS, and C&C. In lieu of rigid ceiling use purl ins to brace BC ® 24" DC. Calculated vertical defleotion is 0.01" due to live load and 0.02" due to total Deflection meets L/360 live and L/240 total load. Creep increase Factor for dead load at X = 1 -9 -7. load is 1.50. Truss checked For 250# movable concentrated load along Bottom Chord, All wind load cases on this truss hove a 1.33 duration Factor. nonconcurrent with design gravity loads. R =162# U =246# NAILED 8 0 8 I'S" LEFT RAKE = 1'5 "13 LEFT JIG = 3'3 "6 DESC. = CJ3 PLT. TYP. -WAVE 3 R =459# U47Z3# RL= 310/ -50# W =8" DESIGN CRIT- FBC2007RES /TPI -20D2 FT /RT■10X(05)/ 5(0) R =274# U =23# NAILED QTY= B TOTAL= 8 RIGHT JIG = 4'6 "1 SEO = 272504 REV. 9.01.02.0210.ALE = 1.0000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 /)A-' ROOF r TRUSSES • ■WARNING■■ TRUSSES REQUIRE EXTREME CARE IN FABRICATINGy HANDLING SHIPPING INSTALLING RND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR INSTITUTE, OR TOPERFORING3 D'ONOFRIO THESE FUNCTIONS. SUITE MADISON, FOR SAFETY PRACTICES .UNLESS OTHERWISE INDICATED, TOPCHORDSHALLHAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ■.IMPORTANT*■ FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /1BHS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 C000toI Boy Blvd Boynton Beooh,FI 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.0psf 10.Opsf 0.Opsf 60.0psf REF DATE 12 -03 -2009 DRWG DESIGNER 0/A LEN. 3 DUR.FAC. 1.25 JOB 4: 51227 SPACING 24.0" TYPE JACK Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / CJ3A THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N 146 mph wind, 15.00 Ft mean hqt, ASCE 7 -05, CLOSED bldg, Located an where roof, CAT II EXP C, wind TC DL -5.0 psF, wind BC DL-5.0 psF. Iw =1.00 GCp i ( + / -) =0.18 Bottom chord checked For 10.00 psf non - concurrent live load. Deflection meets L/360 live load Is 1.50. All wind load oases on this in MAXIMUM FORCES Endpts Tens Comp Endpts 0- 1 47 0 4- 6 3- 5 7 27 Tens 32 Comp Endpts Tens 83 2- 4 3 Comp Endpts Tens Col 104 5- 7 0 O Member design & wind reaotions based on both MWFRS and C &C. In lieu of rigid oelling use purl ins to brace BC U 24" OC. and L/240 total load. Creep increase factor For dead Calculated vertical deflection is 0.01" due to live load and 0.02" due to total load at X = 1 -9 -7. truss have a 1.33 duration Faotor. Truss checked For 250# movable oonoentrated load along Bottom Chord, nonconourrent with design gravity loads. R =16Y# U =239# NAILED 0 2 0 1'6' LEFT RAKE = 1'5 "13 LEFT JIG = 3'3"6 DESC. = CJ3A PLT. TYP. -WAVE 3 R =441# U4805# RL= 327/ -53# W =8" DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(001/ 5(0) R -275# U =16# NAILED QTY= 4 TOTAL= 4 RIGHT JIG = 4'6 "1 SEO = 287050 REV. 9.01.02.0210.EEALE = 1.0000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. x4946 /A-1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING BRACING. AND PLATE INSTITUTE, 583TO'ONOFRIO(OR. SUITE N200, MADISON, WI. 53719)) FOR SSAFETY PRACTICES (TRUSS ES PROPERLY ATTACHED CN STRUCTURALNPANELS AND NBOTTOM TCHORD SSHALL IHAVE DA PROPERLY ATTACHED A ATTACHEDRIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA 1W 20HS /18HS /id ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE 434869 BUSINESS LICENSE 45606 1109 Coastal Boyy Blvd Boynton B000h,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 20. 0psf 10.0psf 0.0psf 60.0psf REF DATE 12 -03 -2009 DRWG DESIGNER 0/R LEN. 3 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE JACK Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / CJ5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Rl Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N :Lt Level Return 2x4 SP #3: 146 mph wind, 15.00 Ft mean hqt, ASCE 7 -05, CLOSED bldgg, Located an where in roof, CAT II EXP C, wind TC DL =5.0 psF, wind BC DL =5.O psf. Iw =1.00 GCp i ( +/ -) =O. II, Bottom chord checked For 10.00 psF non - concurrent live Iced. DeFlectlan meets L/360 live and L/240 total load. Creep Increase Factor For dead load Is 1.50. All wind load oases on this truss have a 1.33 duration factor. MAXIMUM FORCES Endpts Tens Comp Endpts Tens Comp Endpts Tens 0- 2 49 0 5- 7 65 155 3- 5 10 4- 6 28 84 Member design & wind reactions based on In lieu of rigid eelIin9 use purl ins to Calculated vertical defleotion is 0.08" load at X = 2 -9-6. Camp Endpts Tens Comp 230 6- 8 0 0 both MFRS and C &C. brace BC 0 24" OC. due to live load and 0.13" due to total Truss checked for 250# movable concentrated load along Bottom Chord, nonconcurrent with design gravity loads. R =2114# U =444# NAILED 8 0 1'6 LEFT RAKE = 1'5 "13 LEFT JIG = 5'4 "10 DESC. = CJ5 PLT. TYP. -WAVE R =507# U =806# RL= 409/ -04 W =8" DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10X(021/ 5(0) 5' 8 QTY= 8 TOTAL= 8 in R =301# U =39# NAILED RIGHT JIG = 6'6" SEO = 272509 REV. 9.01.02.0210.£EALE = 1.0000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. x4946 Am iiii ES A -1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING, � SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR INSTITUTE, OR TOPERFOR 583 O C SUITE 200, 9 ) FOR SAFETY PRACTICES OTHERWISE INDICATEDTOPCHORDSHALLHAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING NOS(NATI INSTALLING BRACING (NATIONAL DESIGN SPEC, TRUSSES. BY AF &PA) AND TPI. ALPINE CONFORMS WITH CONNECTORPLATES APPLICABLE PROVISIONS DNS OF ARE MADE 20/18/16GA (W 20HS /18HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPDNSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coastal Boy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.0psf 10.Opsf 0.Opsf SO.Opsf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 5 DUR . FAC . 1.25 JOB #: 51227 SPACING 24 :0" TYPE JACK Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / HJ26 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT " Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N :Lt Level Return 2x4 SP #3: 146 mph wind, 15.00 ft mean hot, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II EXP C, wind TC oL =5.0 psf, wind BC OL =5.0 psf. Iw =1.00 GCp I ( + / -) =0.18 HipJack supports 2 -6 -0 setback Jacks with no webs. MAXIMUM FORCES Endpts Tens Comp Endpts Tens 0- 2 43 15 5- 7 11 4- 6 0 7 Comp Endpts Tens 18 3- 5 12 Comp Enndptss Tens Comp Wind reactions based on MWFRS pressures. In lieu of rigid oeiIing use purl ins to braoe BC U 24" OC. Coloulated vertical deflection is - 0.00" due to live load and - 0.00" due to Deflection meets L/360 live and L/240 total load. Creep increase factor for dead total load at X - 2 -1 -0. load is 1.50. All wind load cases on this truss have a 1.33 duration factor 3 "15 4 (R) R=4 1 U =36# NAILED 8 0 8 2'1 "7 LEFT RAKE = 2'1 "5 LEFT JIG = 3'8 "10 DESC. = HJ26 PLT. TYP. -WAVE 3'6 "6 R5317 43 U =116# W =10 "9 DESIGN CRIT-FBC2007RES/TPI -2002 FT /RT -lOX (0X1/ 5101 OTY= 2 TOTAL= 2 R - -7# Rw -12# NAILED RIGHT JIG = 5'7 "14 SEO = 272739 REV. 9.01.02.0210 BEALE = 1.0000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 ILEin-1 ROOF Ea TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR. SUITE 200 MADISON, WI. 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /I8HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooetol By Blvd Boynton Beooh, FE 33435 TC LL TC DL BC DL BC LL TOT.LB. 30.0psf 20 .Opsf 10.0psf 0.Opsf 60.0psf REF DATE 10 -30 -2009 DRWG DESIGNER 0/R LEN. 306os DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE HIP_JACK Job :(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / HJ5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N MAXIMUM FORCES Endpts Tens Comp Endpts Tens 0- 1 49 17 4- 7 70 146 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldgg, Located anywhere in 3- 5 41 33 6- 8 0 rooF, CAT II EXP C, wind TC DL-5.0 psF, wind BC DL-5.0 psf. Iw =1.00 GCpI ( + /- I =D.I8 In lieu of rigid eelIIng use purl ins to brace BC 0 24" OC. Comp Endpts 4 Tens 62 2- 8 0 Wind reactions based on MWFRS pressures. All plates are 2X4(All except as noted. Calculated vertical deFleotion is 0.00" due to live load and 0.03" due to total HipJack supports 4 -11 -8 setback hacks with no webs'. load at X = 4 -9 -7. Deflection meets L/360 live and L/240 total load. Creep increase Factor For dead All wind load oases on this truss have a 1.33 duration Factor. load is 1.50. Comp Endpts Tens Comp 25 5- 6 0 0 3'15 R =3 0 2'1 "7 LEFT RAKE = 2'1 "5 LEFT JIG = 7'3 "6 DESC. = HJ5 PLT. TYP. -WAVE 7'0 "2 R =562# U =223# 9W= 1'9 "14 DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 10XCOXl/ 5(0) 8 OTY= 2 TOTAL= 2 U =193# NAILED I i R =51# NAILED RIGHT JIG = 9'1 "9 SEO = 287058 REV. 9.01.02.0210.H ALE = 0.7500 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 64946 El ///////LNIA-1 ROOF TRUSSES * *WARNING•■ TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED MY TPI (TRUSS PRIOR INSTITUTE, OR TOPERFOR 583 D'ONOFRIO DR., SUITE 200, MADISON, THERWISEINDICATED9 ) TOPLCHORDTSHAPRACTICES HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN NA 6GA(W 20H5 /I8HS /KI ASTMF P ALPINE A653 GRADE40 /60( CONNECTOR S A D W,K /HS) GALV. STEEL. APPLY TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI I SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Co,, tol Bnyy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.0ps 10.Opsf 0.Opsf 60.0psf REF DATE 12 -03 -2009 DRWG DESIGNER 0/A LEN. 70002 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE HIP_JACK Job :(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / HJ7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: In lieu of rigid oeilin9 use purl ins to brace BC 0 24" OC. HipJack supports 6 -11 -B setback jacks with no webs. Calculated vertical deflection is 0.00" due to live load and 0.48•• due to load of X = 5 -9 -11. All wind load oases on this truss have a 1.33 duration Footer. 6'3 "11 MAXIMUM FORCES Endpts Tens Comp Endpts Tens Comp Endpts 0- 2 49 17 5- 7 658 1192 7- 11 6- 10 1132 615 10- 12 0 0 4- 6 Tens Comp Endpts Tens 69 92 3- 5 642 1115 633 8- 9 674 �2�5 1228 146 mph wind, 15.00 ft mean hgt, ASCE 7 -05, CLOSED bldg, Looated anywhere In roof, CAT II EXP C, wind TC DL =5.0 psf, wind BC DL -5.0 psf. Iw =1.00 GCp i ( +/ -1 =0.18 total Wind reactions based on MWFRS pressures. Deflection meets L/360 live and L/240 total load. Creep increase Factor for dead load is 1.50. 3'6"5 R =2W1 U =197# NAILED B S 0 �— 2' 1'•7 LEFT RAKE = 2'1"5 LEFT JIG = 10'2••4 DESC. = HJ7 PLT. TYP. -WAVE R =719# U =295# W =10'•9 DESIGN CRIT•FBC2007RES /TPI -2002 FT /RT- 10X1001/ 510) 9.9 °1 8'10% OTY= 4 TOTAL= 4 R =609# U =206# NAILED RIGHT JIG = 11'11 "B SEO = 272654 REV. 9.01.02,0210.ALE = 0.5000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 /A-' ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND PLATE NSTITUTE, TO HIB-91 INSTALLING AND MADISON, WI. 53719)) PUBLISHED BY PRACTICES SHALL PROPERLY ATTACHEDNSTRUCTURALNPANELS ANDNBOTTOMTCHORDSSHALLLIHAVE i ATTACHED HAVE , TOP CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /18HS /KI ASTM 8653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z! ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coastal Boy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 20.Qpsf 10.Opsf 0.Opsf 60.OpsF REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 91001 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE HIP_JACK Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / V4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'.S LAYOUT Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 146 mph wind, 15.86 ft mean hqt, ASCE 7 -05, CLOSED bidq, Located an where In roof, CAT II EXP C, wind TC DL-5.0 psf, wind BC OL -5.0 per. Iw =1.00 GCp i ( + / -) =0.18 Bottom ohord checked For 10.00 psF non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase Factor For deed load is 1.50. 2X4 (DAR) 2X4 (088) 12 2'4 A 2' LEFT JIG = 2'L "5 DESC. = V4 PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- 101'10W 5(0) 10 "B R =121p1 U= 100plf W =4' MAXIMUM FORCES Endpts Tens Camp Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp 3 7 533 418 1 3 540 45D 6 9 533 418 9- 10 540 450 4- 8 432 490 2- 4 427 491 8- 11 427 491 Member design & wind reactions based on both MFRS,' and C &C. In lieu of rigid ceiling use purl ins to braoe BC ® 24" OC. Coloulated vertical deflection Is 0.01" due to live load and 0.02" due to total load at X = 2 -2 -7. All wind load oases on this truss hove a 1.33 duration factor. QTY= 1 TOTAL= 1 RIGHT JIG = 2'1 "5 SEQ = 272449 REV. 9.OI.02.021O.HEALE = 1.0000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 24946 /LEA-1 ROOF M. TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING BRACING. AND TO HIB-51 PLATE INSTITUTE, 583D'ONOFRIO(DR. INSTALLING SUITE200, MADISON, WI. 53719) PUBLISHED 9)) ORSAFET (TRUSS SAFETY PRACTICES PRIOR TO PROPERLY ATTACHED STRUCTURAL FUNCTIONS. UNLESS OTHERWISE INDICATED, STRUCTURALPANELS ANDBOTTOMCHORDSHALL CHORD R HAVE ii PROPERATTACHEDRIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC BY RF &PR) AND TPI, ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /18HS /K1 ASTM A653 GRADE 40/60 (W,11/HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1608 -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBIIJTY OF THE BUILDING DESIGNER._ PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Coastal Boy Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 20.Opsf 10.0psf 0. Opsf 60.0psf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 4 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE VAL Job :(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / V8 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot ohard 2x4 SP #2 N 146 mph wind, 15.53 Ft mean hqt, ASCE 7 -05, CLOSED bldg, Located an where in roof, CRT II EXP C, wind TC DL -5.0 psf, wind BC DL-5.0 psf. Iw -1.00 GCp l ( + / -) =0.18 Bottom chord oheoked for 10.00 psf non - concurrent live load. Defleotion meets L/360 live, and L/240 total load. Creep increase faotor for dead load Is 1.50. 2X4 (D8R) 4' MAXIMUM FORCES Endpts Tens Comp Endpts Tens Camp Endpts Tens Comp Endpts Tens Comp 3- 7 1360 929 1- 3 1344 959 6 9 1359 929 9 10 1344 959 4- 8 902 1232 2- 4 888 1233 8- 11 888 1233 Member design & wind reactions based, on both MWFRS and C &C. In lieu of rigid eelIing use purl ins to braoe BC 0 24 OC. Calculated vertical dePleotion Is 0.00" due to live load and 0.11" due to total load at X - 4 -0 -0. All wind load oases on this truss have a 1.33 duration faotor. 9 10-8 —► LEFT JIG = 4'2 "10 DESC. = V8 PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI-2002 FT /RT- 10X(02)/ 5(0) OTY= 1 TOTAL= 1 10 "8 R= 122pIf = 133pif RL =4 / -4plf W= RIGHT JIG = 4'2 "10. SEO = 272453 REV. 9.01.02.0210 BrALE = 1.0000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. B4946 Afa /A-1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, PRIOR TOPERFOR 583 O C SUITE 200, MADISON, UNLESS OTHERWISEINDICATED9 ) FOR SAFETY PRACTICES TOPCHORDSHALHAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING I. BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/1B/16GA (W 20HS /I8HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX 83 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 CooetoI Bog Blvd Boynton Beooh,FE 03435 TC LL TC DL BC DL BC LL TOT.LD 30 . Ups( 20.0psF 10.0psf 0.OpsF 60.OpsF REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 8 OUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE VAL Job:(51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / V12 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 146 mph wind, 15.20 Ft mean hgqt, ASCE 7 -05, CLOSED bldg, Located anywhere in roof, CAT II EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Iw =1.00 GCp i ( + / -) =0.18 Bottom chord checked for 10.00 psi' non - concurrent Ilve loud. Deflection meets L/360 live and L/240 total load. Creep increase Factor for load is 1.50. 6' MAXIMUM FORCES Endpts Tens Comp Endpts Tens 3- 5 636 600 1- 3 520 4- 8 677 518 B- 9 677 6- B 1149 914 Comp Endpts 651 7- 10 518 2- 4 Tens 636 644 Comp Endpts Tens 601 10- 11 520 511 9- 12 643 Comp 511 Member design & wind reactions based on both MWFRS and C &C. In lieu of rigid ceiling use purl ins to brace BC 0 24" OC. dead Calculated vertical deflection is 0.00" due to live load and 0.03" due to total load at X = 3-0-6. All wind load oases on this truss have a 1.33 duration factor. 6' �X� -fBBR) LEFT JIG = 6'3 "14 DESC. = V12 PLT. TYP. -WAVE DESIGN CRIT- FBC2007RE3 /TPI -2002 FT /R1-10X(021/ 5(0I 4X4 OTY= 1 TOTAL= 1 R- 122p1f U= 114p1f RL= 5/-5plf W =12' RIGHT JIG = 6'3 "14 SEO = 272457 REV. 9.01.02.0210.BEALE = 0.5000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 54946 Ag /A-1 ROOF TRUSSES *.WARNING ■■ TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR INSTITUTE, OR TOPERFOR 583 PERFORMING THESE FUNCTIONS. SUITE UNLESS O FOR SAFETY C S THERWISE INDICATED, TOPCHORDSHALLHAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ■ *IMPORTANT*■ FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING NDS(NATI INSTALLING BRACING (NATIONAL DESIGN SPEC, TRUSSES. BYAF &PAI AND TPI. ALPINE CONFORMS WITH APPLICABLE E PROVISIONS OF AREMADEOF 20/18/16GA (W 20HS /18HS /Kl ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooetol Bog Blvd Boynton Beooh,FI 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 20.Opsf 10.Opsf 0.Opsf 60 .Opsf REF DATE 10 -30 -2009 DRWG DESIGNER 0/A LEN. 12 DUR.FAC. 1.25 JOB #: 51227 SPACING 24.0" TYPE VAL Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / V13 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT - Top ohord 2x4 SP #2 Dense Bot chord 2x4 SP #2 N Webs 2x4 SP #3 146 mph wind, 15.00 ft mean hqt, ASCE 7 -05, CLOSED bldg, Located an where in roof, CRT II, EXP C, wind TC DL =5.0 psf, wind BC DL =5.0 psf. Iw =1.00 GCp i ( + / -) =0.18 Bottom chord checked For 10.00 psf non - concurrent live load. MAXIMUM FORCES Endpts Tens Comp Endpts 3- 5 889 736 1- 3 4- 8 613 664 B- 9 6- 8 396 305 Tens 564 613 Comp Endpts 584 7- 10 664 2- 4 Tens Comp Endpts Tens 889 736 10- 11 565 789 1011 9- 12 789 Member design & wind reactions based on both MWFRS and C &C. In lieu of rigid ceiling use purl ins to brace BC 0 24" OC. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead Calculated vertical deflection is 0.04" due to live load and 0.09" due to total load is 1.50. load at X - 3 -2 -5. All wind load cases on this truss have a 1.33 duration Factor. Comp 584 1010 N 12 4 V 6'8' 6.6 "14 6X6 6'6 "14 N 2X4 (A1) gag N N 1 5k/11 0 "7 LEFT JIG = 7'0"8 DESC. = V13 PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT■10X(OXl/ 5(0l 13'4" OTY= 1 TOTAL= 1 R= 119plf U= 123plF RL- 8 / -BplF W- 13'4" RIGHT JIG = 7'0 "8 SEQ = 272480 REV. 9.01.02.0210.BEALE = 0.5000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. 64946 A -1 ROOF //////lEal TRUSSES * ■WARNING*• TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI (TRUSS PRIOR INSTITUTE, OR TOPERFOR 583 D'ONOFRIO OR., MADISON, FOR OTHERWISEINDICATED, SAFETY C S SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIC CEILING. ■UIMPORTRNT *■ FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: RNY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES RRE MADE OF 20 /18 /16GR (W 20HS /1BHS /KI ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR RNY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooatol Bay Blvd Boynton Baooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.0psF 20.0psf 10.0psF 0.OpsF 60.OpsF REF DATE 10 -30 -2009 DRWG DESIGNER 0/R LEN. 130400 DUR . FAC . 1.25 JOB #: 51227 SPACING 24.0" TYPE VAL Job: (51227) SAAD HOMES: FERNANDEZ / POLANCO RES. / V13A THIS• DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top ohord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 146 mph wind, 15.00 ft mean hqqt, ASCE 7 -05, CLOSED bidq, Located an where in roof, CAT II, EXP C, wind TC oL =5.0 psf, wind BC DL =5.D psf. Iw =1.00 GCp l ( + / -) =0.18 In lieu of rigid ceiling use purl ins to brace BC 0 24" OC. Calculated vertical deflection is 0.02" due to live load and 0.04" due to total load at X = 2 -2 -4. All wind load cases on this truss have a 1.33 duration factor. m N- 5'1 "4 MAXIMUM FORCES Endpts Tens Camp Endpts Tens Comp Endpts 0 1 s9 0 1 5 278 95 6- 10 4- 8 66 70 6- 12 66 70 2- 3 9- 11 799 442 Tens Comp Endpts Tens 'Comp 27B 95 10- 13 59 0 799 442 7- B 626 533 Member design & wind reactions based on both MWFRS and C &C. Roof overhang /cantilever supports 10.00 psf soffit load. Bottom chord checked for 10.00 psF non - concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase Factor for dead load is 1.50. 5'1 "4 2 0 113] 6 2X4 LEFT RAKE = 1'6 "10 LEFT JIG = 6'1 "2 DESC. = V13A PLT. TYP. -WAVE DESIGN CRIT- FBC2007RES /TPI -2002 FT /RT- lOX(021/ 5(0) 13'4" 3X6 QTY= 1 TOTAL= 1 R= 159plf U= 186plf RL =13/-13plf W =10'2 "8 RIGHT RAKE = 1'6 "10 RIGHT JIG = 6'1 "2 SEO = 287070 REV. 9.01.02.0210.6EALE = 0.5000 PLANT LOCATION 4451 ST. LUCIE BLVD FT. PIERCE FL. x4946 Ad 074 A -1 ROOF TRUSSES * *WARNING ** TRUSSES REQUIRE EXTREME CARE IN FABRICATING HANDLING SHIPPING INSTALLING BRACING. AND PLATE INSTITUTE, 583TD'ONOFRIO(DR. SUITE N200, MADISON, WI. 53719)UFORSSAFET (TRUSS SAFETY PRACTICESSHALL PROPERLY ATTACHED STRUCTURALNPANELS AND NBOTT MTCHORD SHALL IHAVE O1i PROPERLY ATTACHED ARIGIC CEILING. * *IMPORTANT ** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED THE TRUSS SHALL INNCONFORMANCE RESPONSIBLE TPIR ORANY FABRICATING, HANDLING, DESIGN: SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF &PA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (W 20HS /18HS /K) ASTM A653 GRADE 40/60 (W,K /HS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY II) SHALL BE PER ANNEX R3 OF TPI 1 -2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY RND USE OF THIS COMPONENT FOR RNY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI /TPI 1 SEC. 2. JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #5606 1109 Cooatol Bog Blvd Boynton Beooh,FC 33435 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 20.Ops 10.Dpsf 0.Opsf 60.0psf REF DATE 12 -03 -2009 DRWG DESIGNER 0/A LEN. 100208 DUR.FAC, 1.25 JOB #: 51227 SPACING 24.0" TYPE VAL Carlos A. Marti Architect 13660 SW 32 Street Miami, Fl 33175 Phone: 305 - 302 -6037 September 14, 2010 City of Miami Shores Village 10050 NE 2"d AVE Miami Shores, Fl 33138 Re: Trusses Installation 1183 NE 91 Terrace Miami Shores, FL Permit #: RC 9 -09 -1531 CIEIIM1� I� sEP z a 2410 �) I Carlos A. Marti, architect of records for the above residence, supervise the installation of the roof trusses. Si ly youfs, Carlos . Marti Archit- t Reg# 0105794 ••• ••• • • ••• • o •• • • • • • • • • • • • •• •,:�.. •�k'- '���; ;k • • • • • • • • ••• ••• • a • • • • } i� • • •' • • • • ••• •• • •• ••• ••• ••••• • • •• • • •• • • ®= • • • • • fO1 -1S3i Miami Shores Village I ZONING DEPT DEPT BLDG DEPT APPROVED BY BLDG DATE SUBJECT TO COMPLIANCE WITH AU. FEDERAI. STATE AND COUNTY RULES AND REGULATIONS SEP 13; 3 2010 Job' (,1227) 1iAAO HONES: I ERNANDEZ / POLRNCO RES. / Al1G" TI-1I3'.01lG. PREPARED BY THE ALPINE -ma DESIGNER PROGRAM FROM TP.0 TfR'S *" ■ . Top chord 7x4 SP #2 Dense :12, 73 204 SP SS N: 2 Complete t ruses Required Bat chord 2x4 SP !i2 Dense :62 2x4 SP SS N: m Webs 2x4 SP 13 - :1.'1; Y13 2x0 SP 12 N: - m :472, 1412 2x4 S!' #2 li: • Notting Schedule: (0.131 "x3-:.6unsa l l s) W 148 mph wind, 15.00 Fl neon hoyt, RSCE 7 -05, CLOSED bldo, Located onuywher9 Top .Chord: 1 Row 912.00 o. c. i roof. CRT 11 Ent C,-wind TC ❑L- S.D "psf,.vind 6C DL -5.tl psf. 1u -1.00 Bo! Chord: '1-Rou 012.00•' n.o. t GCpi L1/ -1 =0. f0 Webs 1 Row 0 4-''o.n. - a• Use equal spuoln9 between rates and sta9ger moils �u,rf rr.ac•7lcne based on MWFRS Pre4eures. In each row to avoid splitting. End ve- liro!s not exposed to mind pressure. M:IX)MUtf FORCESIPER PLY) Endpts Ten_ Cane Endpts Tens Comp Endpts Tens Comp Endpts Tens Comp • C:,!culeted ho ^IZOnibi.deflectlon Is 0_11-due-to 'Five land and 0.17" due to dead - 1 '5 1950 4436 6- 11 3057 6945 11- 13 3150 784/ 14- 16 3456. 7847 !nor: _ - 16- 2D 3057 6945 22- 24 1950 4438 3- 4 92 42 4- 10 4654 2050 9- 15. 7062 3121 1S- 16 .7002 3121 17- 23 .4654 2060 23- 26 92 42 "::,; JT l'E' T :: ^.5!=L LL= 0.60- OL- 0.94" reounmended oomber 1 1 /'L" 0- 2 1011 2178 1 - 4 4730 2076 7- 4 - 901 1766 7- 6 2S33 -1100 11- 2 527 958 II. 15 862 "369 12- 45 372 594.15- 16 662 369 r; a r•eaa.:ndad r_anneotlon based on'monuFocturer tested copooltles u+-d 16- L9. 527 958 19- 21 2530 1100 21- 23 901 1766 23- 24 -4733 2076 a � cloulot;ne. Condii:ons nay exist thot require different oonneclrons then 25- 27.1011 2)78 ir.ol aa:t -. ;, rarer to - ,on1'fac',rer pvli l -I cot !or for- additional InFor,- at =_en. - Deflect:Sn meets L/360. 11ve arid L/240 foto! .load- Creep Increase fnotor for dead Thee hfrnge. -e cr,d support conditlens used;a1'beorin s Indleoted read is 1.SD. T;11 i S 1 r can 14GL!::2e -2 w/ C3P2oi6 SP N2 N'csbppor Fi ng9g member. ^.01 the LCorn :r.,' D. i62 "x2,5" nails Into suppantTno member, t -.) :(5;; Com. -:Di:, 0.162 "x3.5 ".n6I Is Into supported.nember. hcl -,%rs ond. s.l port oor,d i t I ens used'.a f bear r 9s Indicated !::I) `' r.• -sue ; Hi;1dS26 -2 u! 43)2x6 SP 111 su rt l n member. :21i .cu Cc: -man, .0.162 "x3. -S" polls Into scpporrt!ns member, 1!-.) 18:; Cora:-on, 0.11'2- x3.S'" nails-into supported me. -bar. Ir diet, cr r!C::'.'. 0•11t1.:1 use purl Ins to brace 6C-0 24" OC. Ginter 5,::,t,-t= 7 -0 -0 spoon :o TC /BC split one fooe and 2 -0 -0 span to TC /0C split oppose :a. rook-. C-,lr - -• {:!owed ^ :• -'•:a; 4e1 iect ion rs 0.60" due io I ive• loud and 1.54" d•.16 to total L.ed at -- --tic;:• deflection Is 0.60" due to live loud on!1 0.94" du to;d ct -i:- 1.0 4 -5. . SAADHOMES 4ii wind :cad ao_wa cu 11.1s truss hove n 1.33 durollon footer. add 2x6 both face 10d 311oc #2 . sopihe Truss must be InstolIed as shown with iop The-TC Cf -this truss 5h011 be braced with structural shenlhin9:' - - chord vP. atloohe >;p� 1pr:: :: ,i •• , • .. *▪ � NO. -48.9 • • •' • VW: 5T T OF :41 ij e to dead %I:•••F:iiR1QP�•�� »-5 '7-15- ...._5.4•'3 --•-- 5.4'3..- .5.11••3. -_.,a- 5.1••3 -- X5'7 "15 --+ t/ A` ;r CMS -_ - -0X6 - - • 3 4 . 5X6 3X4 6X6 6X8 h ���a • Il �b1 f2 C I 3 ®T3 BON j p j••�• UIII8% ..•• lU6• Qg4stal Bay Blvd , • �1� � Beach 1.1., 3.3435 • • • •••• 9/21la•• 1!X10` H05)0 { iX: H0510 4X10 3X6 ••• • . • • l)-m19940' ' ; R '-44981 049641 •• A h12_` 14ei•A1 sev ,I 1} 2x2 ivf�TC,� Ou'Tk13 tA.e,i, ' nre..°ec� Tet KW -w S F . J== c:. h7k.1•-. 15 1.7 eJ c ', 2,r ' NOT A Le'fte r., up; F1-014 E ua t 10 4.0 To r e. Fr.c.1 -. In: LEFT- .;, - ''2-10 '; %Lluk - ['ESC. - Al.t 6). "LT. TIP_ -WIVE- - P31G! rFii- F1C20a1R "e5 /rv)•2ool Fr /AF -1 al lal)/ 31x1 OTY= 1 •PLIES =- 2- TDTRL= 2 FONT LUCllf1UN 4451 T. LUCIE BLVC FT. PIERCE "FL. .81916 1,E A -1 ROOF TR -USSES •:CR.9NII.Gt. TRUSSES P.EDUTRE EXTREME CRiE 1N FA9NrCIT)r:G. HRt LIN: SHIFTING, InsTommo' 94S BP.RCIN". . REFER TO 1438 -91 IHRMVL1N: IN3TFLLIUr map BARGING) tU33LIS.�-EO BY 1Pt IFRUSS PLATE INSTITUTE 513 O'SROFRLO UR. SUM 200 Ma7150N, 1'I. 537191 Foe. SMUT PRACTICES �'RIOR TO PEAFO.1b11iNT/ THESE FUNCTIONS. UNLESS OTHERWISE 1NDICR :EO 1UP CHORD SHALL HAVE PROPERLY R11ACHED SIRLRlURflL PANELS RND BOTTOM CHORD SN-'CL iIAVE A PROPERLY flT16C)- fl RI61C CE!LIN.•. v*1hPORTRVT.. FURNISH COPY or TRIS DESIGII FO'1NSTIILLRTIOII CONTRACTOR. RLPIN= ENGINEERED enoouCT5 1Nc. SHALL nor BE RESPONSIBLE FOS FRY DEVIATION FROM HOS DESIGN: R4Y FAILURE 10 BUILD 111E 1RU51 IN CONFORMANCE WIN TF11 OR FHBRICRTIRS" HRNIILIN- SIIIPY111 INSTRLLIK 1 BRR:1N9 OF IR:ISSES. DESIGN CL160Pyl5.WITfAPmiceBLE PR071SIQ!15 or 4DS ttRT10NRL:DE51CU SPEC BY RFLPFO ADD TP1. RLPILC CONNECTOR PLHFES RRfi .05 OF - 20/111/16G8 IV;2UH5 /18HS /rr« 851n R651 o1m,E.40 /6D IW,t�/IIS1 Gri.Y. vac. R'PLY PLR115'10 ER:)1 FACE Or TRUSS n40, UNLESS OTHERWISE LOCATED OA THIS RESIGN, POSITION FER 0RRV11125 16011 -2. RNY INSPECTION 0' PLATES FOLLO1r0 BY 11) 31-FILL OE PER ANNEX R3 OE 1P) I -2002 SEC. J. '8 SEAL ON 1H15 ORRYINC INDiCRlES RCCEPIFW E OF PROFESSIORFI1. C115ER1NG PESPONSIBLITY SOLELY roe THE TRUSS rOPONENT DESIGN SHOWN_ 114 SUITABILI IY: 84D USE OF THIS con"OR81ir FUR fl11Y 801111!41 IS off RESPONSIBILITY OF TH- s.BIDLOtNG 005164EP., PLR RHSt/7PI 1 AFT:. 2. JUL]US LEE STATE OF FLORIDA ARDFESSIONAL EHS1tEER CERTIFICHFE P34569 6USINESS- LICEN,E 15606 1109 Cve•tel re,, ,FFt ]707 D .'5 H - HI •••••• • • 0 • • • • , • • • •• • ••••• • • • ••••• • ••••• • 1•••• • • ••••• ••00•• • • • • •, • •••••• 0I.000 • • .... •*.0•S 00•• - RIGHT J10 - 32'1D "1 SED = 273250 REV. 3.01.02-.0210 -11o:.ALE = 0.1250 .. TC LL 30.Opsf . REF TC DL 20.Opsf BC OL • 1O. DpsF DC LL O . Dpsf TOT. LD. 60 .Ops F 0/A LEN. 320812 OFTE DRUG DES I GNER 10 -30 -2009 DUR _ FAC. 1.25 JOB 4: 51227 SPACING 24.0" TYPE FLAT 02/04/2016 01:45 FAX BUILDING CODE COMPLIANCE OFFICE (ACC PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE Sunshine Windows Manufacturing, Inc. 1745 W. 33"1 Place Hialeah, FL 33012 SCOPE: a001 MIAMI -DADE COUNTY, FLORIT.• METRO -DADE FLAGLER BUILDTP' i 40 €;,.° ST FLAGLE1t STREET, SUITE 16. MIAMI, FLORIDA. 33130 -15. 1 (305) 375 -2901 FAX (305) 372 -63 www.tniamidade.aov /hnildinacta This NOA is being issued under the applicable ms go ing the use of construction materials, The documentation submitted has be 'e by Miami -Dade County Product Control Divisic and accepted by the Board of Rules and Appeals •(BORA) 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 Contr. Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the rig to have this product or material tested for quality assurance purposes. If this product or material fails • perform. in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ nu immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BOR reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Contr Division 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 1650 Aluminum Horizontal Sliding Window APPROVAL DOCUMENT: Drawing No. 11S08 -01, titled "Series 1650 Aluminum Horizontal Sliding Window (XO) Impact Resistant Glass ", sheets 1 through 7 of 7, dated 03/14/08, prepared by manufacturer, signed and sealed by Francisco Hernandez, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and Approval date by the Miami -Dade County Product Contro Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and 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 o: any product, for sales, advertising or any other purposes shall automatically tt ^ninate 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 followe, by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, the it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1 and evidence pages E -1 and E-2, as well as approval document mentioned above. The submitted documentation. was reviewed by Manuel Perez, P.E. NOA No. 08- 0107.W: Expiration Date: April 10, 201: Approval Date: April 10, 2 Pag I' • 02/04/2016 01:45 FAX Sunshine Windows Manufacturing. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED Z002 A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.HS08 -01, titled "Series 1650 Aluminum Horizontal Sliding Window (XO) Impact Resistant Glass ", sheets 1 through 7 of 7; dated 03/14/08, prepared by manufacturer, signed and sealed by Francisco Hernandez, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 • 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 along with marked -up drawings and installation diagram of Aluminum Horizontal Sliding Window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -5331, dated 09/18/07, signed and sealed by Carlos S. Rionda, F.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 . 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 along with marked -up drawings and installation diagram of Aluminum Horizontal Sliding-Window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -5015, dated 07/27 /07, signed and sealed by Carlos S. Rionda, P.E. C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2004, prepared by Sunshine Windows Manufacturing, Inc., dated 12/15/07, signed and sealed by Francisco Hernandez, P.E. Complies with ASTM E1300 -02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 05- 1208.02 issued to E.T. DuPont DeNemours & CO., Inc. for "DuPont Butacite PVB. Interlayer." dated January 05, 2006, expiring on December 11, 2010. E -1 Manuel Pe Product Control f NOA No. 08 .0 Expiration Date: April 10, 201 Approval Date: April 10, Z00 02/04/2016 01:45 FAX Sunshine Windows Manufacturing, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1003 F. STATEMENTS 1. Statement letter of conformance, dated December 15, 2007, signed and sealed by Francisco Hernandez, PE. 2. Statement letter'of no financial interest, dated December 15, 2007, signed and sealed by Francisco Hernandez, P.E. 3. Laboratory compliance letter for Test Report no. FTL -5331, issued by Fenestration Testing Laboratory, Inc., dated September 21, 2007, signed and sealed by Carlos S. Rionda, P.E: 4. Laboratory compliance letter for Test Report no. FTL -5015, issued by Fenestration Testing Laboratory, Inc., dated August 07, 2007, signed and sealed by Carlos S. Rionda, P.E. G. OTHER 1. None E -2 Manuel Per . Product Control E `3ty1' r NOA No. 08-011 7.08 Expiration Date: April 10, 2013 Approval Date: April 10, 2008 02/04/2016.01:45 FAX 3 I /8" fa• max , A� I 3 • 0 IMPACT GLASS • fG IMPACT GLASS 3 1/6' MAX. WINDOW WIDTH 10' TYPICAL ELEVATION (X0) GD1ERAL NOTES: IMPACT HORIZONTAL ROU.2R WINDOW. 1.- CONFIGURATIONS OX MD XO 2.- FOR NUJdBER OF ANCNORS FOR EACH UNIT SIZE REFER TO DESIGN PRESSURE 13-0J17 3.- REFERENCES: TEST REPORTS FTL -5015 Ah'l FTL -5331, 4.- THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2004 FLORIDA BUILDING CODE 5.- FASTENERS MUST 1441E THEIR OWN NOTICE OF ACCEPTANCE AND MUST 8E MADE OF STMIIESS 51(11. CO HAVE ADEQUATE PROTECTION AONNSr CORROSION. PER DIN 50018, ALUMINUL0 CONTACTS'? METALS SHALT. SE PROPERLY PROTECTED. S.- CIA204: 0340. OVERALL LAMINATED CLASS USING TWO UTES OF 0.125' HEAT STRENGTHENED GLASS WITH A 0.090' INTERLAYER FILM DUPONT BUTACITE 805. &TWEEN THE TYEO LNES OF GLASS. LAMINATED SY TECNOGLISS OR SILAMR 617A91I• DADE IMPACT RESISTANT MUTTERS ARE NOT REQUIRED - IMPACT RESISTANT WINDOW FALSE MUNTINS (SURFACE APPLIED) MAY BE USED A4gm AS smmip1yiie.riiec Roilia Dara 4N:aoi I1d: .. ... O4abH FRANCISCO HERNANDEZ FLORIDA PE / 51393 IMas eer Rr 00r. 0303:14,x¢, NwY4n: DROOP 1111 HSO8 -O SHEET 1 OF 7' DESIGN PRESSURE CHART . PST SERIES 1640 ALIIME UM I{ORiZONCAL SLIDING WWbow (YO) HEAT SIRE NGTRENED LAMINATED IMPACT REgsr GLASS WINDOW ANCHOR BL'RIOlmasPROCIRCOON DIMENSION SCHEME F3NOYTIERQ4EM? PLR PDt 1 3f SIT. '.3" SELL 610101 HUENT Km t EXT. M. EXT. M. SRL JM� IS 1/2" N J 53.33 120.00 60.00 12040 r7• 4 53.33 120.00 80.00 120.00 3 6 53.33 119.36 6000 119,3 S3 1 /e• 74' 5 53.33 900 80.00 90.00 it 1 /2' 3 53.33 1200 80.00 120.00 77' 53I/6' 1� • 4 5 53.33' 530.0 80.00 120.00 . 6 53.33 95.50 80.00 95.50 74- 6 53.33 76.90 28.90 78.90 37. 4 53.33 104,70 80.00 104.70 53 1/C so VC 6 6 53.33 66.40 80.00 88.40 74• 8 53..33 67.30 87.30 67.30 Sr 4 53.33 68.20 80.00 66.20 es 1M' Sr 6 7 33.33 75.00 75.00 75.00 74" ' 6 53.33 82.00 62.00 62.00 IC J 53.33 120.0 60.00 120.0 4 53.33 120.0 60.00 Y 120.0 Ad. 4e' 24' 5 3 53.33 120.0 80.00 120.0 so' 6 53.33 120.00 60.00 120.0 72• 7 53.33 90.00 50.00 90.00 T4" 3 53.33 120.00 60.00 120.0 1 q Ie• 58 " 3C 4 4 53.33 120.00 60.00 120.0 5 53.33 120.00 80.00 .120.0 6 53.33 99.90 80.00 99.90 Iso' 53 p 7L" 7 53.33 66.80 80.00 66.60 3e' 4 53.13 100.40 80.00 100,40 $ b• 5 53.33 93.90 60.00 03.90 eV' 4C 5 53.33 87.00 60.00 67.00 72" 7 53.33 74.30 74.30 74.30 Se 4 53.33 90.00 60.00 90.00 4a• so" S 7 42N„'t3 67.00 60.D 67.00 -6 53.33 63.40 60.0 63.40 se' 71' 7 53.33 67.60 67,50 67.60 3 I /8" fa• max , A� I 3 • 0 IMPACT GLASS • fG IMPACT GLASS 3 1/6' MAX. WINDOW WIDTH 10' TYPICAL ELEVATION (X0) GD1ERAL NOTES: IMPACT HORIZONTAL ROU.2R WINDOW. 1.- CONFIGURATIONS OX MD XO 2.- FOR NUJdBER OF ANCNORS FOR EACH UNIT SIZE REFER TO DESIGN PRESSURE 13-0J17 3.- REFERENCES: TEST REPORTS FTL -5015 Ah'l FTL -5331, 4.- THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2004 FLORIDA BUILDING CODE 5.- FASTENERS MUST 1441E THEIR OWN NOTICE OF ACCEPTANCE AND MUST 8E MADE OF STMIIESS 51(11. CO HAVE ADEQUATE PROTECTION AONNSr CORROSION. PER DIN 50018, ALUMINUL0 CONTACTS'? METALS SHALT. SE PROPERLY PROTECTED. S.- CIA204: 0340. OVERALL LAMINATED CLASS USING TWO UTES OF 0.125' HEAT STRENGTHENED GLASS WITH A 0.090' INTERLAYER FILM DUPONT BUTACITE 805. &TWEEN THE TYEO LNES OF GLASS. LAMINATED SY TECNOGLISS OR SILAMR 617A91I• DADE IMPACT RESISTANT MUTTERS ARE NOT REQUIRED - IMPACT RESISTANT WINDOW FALSE MUNTINS (SURFACE APPLIED) MAY BE USED A4gm AS smmip1yiie.riiec Roilia Dara 4N:aoi I1d: .. ... O4abH FRANCISCO HERNANDEZ FLORIDA PE / 51393 IMas eer Rr 00r. 0303:14,x¢, NwY4n: DROOP 1111 HSO8 -O SHEET 1 OF 7' 02/04/2016 01:45 FAX TYPICAL ELEVATION (X0) GENERAL. NOTES: IMPACT HORIZONTAL ROLLER WINDOW. 1.- CONFIGURATIONS DX AND XD 2.- FOR NUMBER OF ANCHORS FOR EACH UNIT SIZE REFER TO DESIGN PRESSURE CHART 3.- REFERENCES: TEST REPORTS FTL -5015 AND FTL -5331. 1.- THIS PRODUCT MEETS THE REQNREMENTS Or THE 2004 FLORIDA BUILDING' CODE 5.- FASIDIERS MUST HAVE THEP OWN NOTICE OF AOCIPTANCE AND MUST BE MODE OF STAINLESS STEEL OR HAVE ADEQUATE ' PROTECTION AGAINST CORROSION, PER DIN 50018. ALUMIIOJM COHEACTWO METALS SMALL BE PROPERLY PROTECTED. 1.- GLAZING: 0.360' OVER$U. LAMINATED CLASS USING TWO SITES OF 0.125' HEAT STRENGTHENED CLASS WITH A 0.090' INTERIAY R 'PUT .DUPONT BUTACITE PVS. BETWEEN THE 190 UTES OF OLASV MARAUD Of TECNOGLASS OR SIMILAR MUM- DADE IMPACT REOLEEANT SHEr!%8RS ARR NOT REQUIRED IMPACT RESISTANT WINDOW FALSE MUNTIKS (SURFACE APPLIED) MAY BE USED Arpwittst hhartdth with Orr O -1461, NOAV 7:'a if ' . • Comal Mind labs- -.s1 8y 3- Iq.ct FLORIDA PE j 51393 W Casa: w -tth -Op Sees AnAele": okitto,Na H -08 -01 SHEET 2 OF 7 DESIGN PRESSURE CHART . PSF • SSRIBS 1650 ALUMINUM HORIZONTAL SLE INQ WINDOW (10) HEAT STRENOTHENEDIADONATED Man IMPACT GLASS WINDOW DIMEBWSION ANCHOR SCARDTB 6 TITATIMANINLOCTIECIAIN W Not swam TO1N I[Ulr PEER READ t PTR 1 31.4" $IU 3^ SHL - Ai to 74' TA are 11 B 53.33 90.00 80.00 80.00 . 74' ho Sl0' 11 8 51.33 90.00 80.00. 90.0D 3• h3' 6 9 5333 00.00 80•00 90.00 55 L/6' 8 53.33 00.00 00.00 90.00 74' 11 53.33 65.20 80.00 15.20 X 72' b' 11 7 51.33 90.00 80.00 90.00 4a' TO' 7 9 53.13 90.00 80.00 90.00 60' 9 53.33 90.00 80.00 ■ 10.00 72' 11 53.33 90.00 80,00190.00 TYPICAL ELEVATION (X0) GENERAL. NOTES: IMPACT HORIZONTAL ROLLER WINDOW. 1.- CONFIGURATIONS DX AND XD 2.- FOR NUMBER OF ANCHORS FOR EACH UNIT SIZE REFER TO DESIGN PRESSURE CHART 3.- REFERENCES: TEST REPORTS FTL -5015 AND FTL -5331. 1.- THIS PRODUCT MEETS THE REQNREMENTS Or THE 2004 FLORIDA BUILDING' CODE 5.- FASIDIERS MUST HAVE THEP OWN NOTICE OF AOCIPTANCE AND MUST BE MODE OF STAINLESS STEEL OR HAVE ADEQUATE ' PROTECTION AGAINST CORROSION, PER DIN 50018. ALUMIIOJM COHEACTWO METALS SMALL BE PROPERLY PROTECTED. 1.- GLAZING: 0.360' OVER$U. LAMINATED CLASS USING TWO SITES OF 0.125' HEAT STRENGTHENED CLASS WITH A 0.090' INTERIAY R 'PUT .DUPONT BUTACITE PVS. BETWEEN THE 190 UTES OF OLASV MARAUD Of TECNOGLASS OR SIMILAR MUM- DADE IMPACT REOLEEANT SHEr!%8RS ARR NOT REQUIRED IMPACT RESISTANT WINDOW FALSE MUNTIKS (SURFACE APPLIED) MAY BE USED Arpwittst hhartdth with Orr O -1461, NOAV 7:'a if ' . • Comal Mind labs- -.s1 8y 3- Iq.ct FLORIDA PE j 51393 W Casa: w -tth -Op Sees AnAele": okitto,Na H -08 -01 SHEET 2 OF 7 02/04/2016 01:46 FAX f c j WINDOW WIDIN HORIZONTAL SECTION RF Ds � ' .1 ittorblect firrlikw WM% la HSDB -o1 SHEET 3 OF 7 02/04/2016 01:46 FAX DEAT&RiAL. LIST •Mate PARP6 RBA. OQCRIPlra1 MAMMAL I SW-010 1 FRAME NEM 60,57 -13 2 SW -019 T FRAME OU. 6063_T; 3 SAfim21 1 INSERT 1511101 6063 -13 3 SW -012 2 SURER 1l /BOTTW RAL 6063 -23 6 SW3016 AS ROO FDI SEAL PLC FLT B 524321W 2 , WNEi1. BRASS 6 SW -017 1 rams C inn* RAIL 6063 -15 10 9440111 1 FIXED MEETING RAIL 61263 -T3 II SW -AS AS R00 ASSEN6LY SCREWS i B X 1' SM. 12 SW-013 1 JAM TO 1204140 PANEL, 4063 -16 MAMCRE&L LIST 11016 PART6 SHOD- DERCRIP11012 31AT8AW. 13 SW -016 1 120120 610E NA 6061 -25 14 5123211 AS R00 WEA111ER STRIP MIS Wtfl IS 51 -667 AS R00 LATCH WIC 16 511 -510 2/SILL 11E11WLATED 9Ln7t 3042 IT 5'440 771 1 SILL RISER 6063-15 16 511 -014 1 JAMB TO FUER PANEL 6061- TS 10 4 - AS R00 0LIOONE PEC. -695 OR SWILAR 20 SR-I01 AS ROO IMPACT 0122/110 BEAD 6063 -15 21 SW -Sit 1 3/6' S 3/4' FIAT BAR 59E10. 22 5W-AS 4 ASSEMILY SUERS i b X 2 1/2' SM6. IMPACT RESISTANT WINDOW Anctrffld, a wt60iytt6lete 113 Lb&c [WS i 0 - 1< nip Oy 3 -15.ob FRANCISCO NETt16ANDEZ FLCFBDA PE % 51393. Srvshine linden WidotWrivii Inc 1746 w. 31.6 PAee With Plea ]5012 Ph 430)364-6651 Fae(361)626 -1116 oar Sal 1 1 tt AnGles WARM 40. HSOB -01 SHEET 4 OF 7 • 011112 t-- 1. — 6626 ---j 1.312 0.050 PANE. PANEL 6311 -T — I _L. GAZING BEAD SW- 0111 � - IT6.061 140ANG 0.°°6 -4 6.612 1- MEETING MI. ' SW -017 6061 -13 FIXED WE7 =31NG MIL SW -40111 4063 -TS 41.415F 6J I-- FRAME 21611 --I JAMB TO NOVN0 SW -013 6063 -15 .ANB TO AILED SW' -014 6063 -TS 2J 1.8 60 1.OEd7 ROAM SIDE 60630 -TS �- RAIL 0.016 1.6060 3042 IAD _I—I- 0592 � 11.- -r 9.6130 -10.6101- •, SLnER TOP AND BOITCM RAIL 04-012 6063 -T5 0.062 t 200 INSERT 1RACX 21 5 063 -t53-T5 6 0.730 FRAME HEAD NA SILL 514-01 2 6053-25 S6L RISER MY -40 771 6063 -20 IMPACT RESISTANT WINDOW Anctrffld, a wt60iytt6lete 113 Lb&c [WS i 0 - 1< nip Oy 3 -15.ob FRANCISCO NETt16ANDEZ FLCFBDA PE % 51393. Srvshine linden WidotWrivii Inc 1746 w. 31.6 PAee With Plea ]5012 Ph 430)364-6651 Fae(361)626 -1116 oar Sal 1 1 tt AnGles WARM 40. HSOB -01 SHEET 4 OF 7 02/04/2016 01:46 FAX DETAIL A ATTACHMENT TO MASONRY TOPICAL ANCHORS 1wICU ANCHORS DETAILS ATTACHMENT 70 WOOD DETAIL C ATTACHMENT TO METAL STRUCTURE DETAIL . (San OR AWL. 1/8' MRI. 1HIC*CN S) TYPICAL HEAD SECTIONS IMPACT RESISTANT WINDOW AP s4.5 az en6w�4e iDOu MJ M1m.i Di& �iOamd Di' FFLORIDA CO HEPEV 5113343 mow HS08 -01 SHEET 5 OF 7 02/04/2016 01:46 2 1/2' MIN. MON. ANCHORS 2 1/2' MIN. 1/4' ?MOMS 1 1/4" MN MOIEDV130 INTO MASONRY (FOR MAX. ARCH ACING AND MORONI Of ANCHORS REFER TO OES1M PRESSURE CHMR) DETAILS; AITAcferIENT TO PRE-CAST SILL • , 2' BY W000 aim( WHEAL ANCHORS 1/4" PAS 1 112- PENETRATioN INTO W000. fOR VAX. ANCHOR SPACING MO RIMIER Of ANCHORS ROO TO DESIGN PRESSURE CHART) DETAIL F ATTACH:MEW TO WOOD 3/4- NOM-MomIC II Al 1' 4T WOOD ..cc 2 1/2' MIN. 2 1/2' MIN. DETAIL (1 DETAIL E TYPICRI. ASCREP43 1/4' IPPCONS 1 1/4' WIN. EIGEOMEHT POO 16650NR4 THROUGH 1' BY 11111311 SUM OR NM STRUER NOR IdETAUX GROUP {ICOR WAX. PAMIR SPICING APR HUMBER OF ANCHORS WLR TO DESIGN PRESSURE CHART) ATTAciodEPer m slASONItY • rTICAL MINORS 1/4' SUS 11411000H METOL (FOR 14M. ONEMOR SPACFRG AND NUMBER OF ANCHORS REFER TO DESIGN FIRMWARE CNART) ATTACHMENT TO hiET AL STRIXTURB (Ma OR A..uw. I/3" NIN. THICKNESS) TYPICAL SILL SECTIONS IMPACT RESISTANT WINDOW Stra.dire %don ibnutoctaing, 1146 U, .1.6.6 Pi *Wt. neat 11612 P' (301)364-6661 fagX101171-1116 3-ff -08 FR44CISCO HERNMDEZ FLCMIDA PE I 51393 • I/4* MAX SOW SPICE WPC& AIRas 1/4• TAPCONS 1 LAO MK, flISEDUENT HASCREtr rviRouON Er Wow euci oft NON SNINOC NOM !WALDO ORM (FOR UM, ANCHOR SPACING AND NuomER Cr MEMOS REFER TO HEWN PRESSURE CHART) DETAIL H AITACEEMENT TO MASONRY AITACHMENT TO MIELIONS DETML 2' Er limo aim RIVAL ANCNCNS SilS i/2" PINITRAIX)N INTO WOOD. (MR VAX ND4 ING AND SLUM 0 moats REFER TO OMR* PRESSURE CHART) DETAILI ATTACHMENT TO.WOOD DETAIL GLAZING DETAIL GLA2INC: 0.340" OVERALL LAMINATED CLASS USING TWO LITES or _ 0.12S. HEAT SIFEENGINENED CLASS HEM A 0.060. INREFRATTER FIN DUPONT EUTIANIE Mt Et TVAtTN THE TWO LITE E OF aLASS. LAMINATED DY 'ITCNOSCASS ON SIMILAR TYPICAL IAMB SECTIONS IMPACT RESISTANT WINDOW ?emu. mcieqs 1J4 Sl. THROUGH METAL • (RJR WAX ANCHOR SPACING AND SOURER Cf ANCHORS REFER TO DESIGN PRESSURE CHM) DETAELI ATTACHMENT TO METAL STRUCTURE DETAIL (STEEL OR *WA lir MN. WOOERS) • • Agorenfteiss compfgag withal D..F1.7swroas Maul Auk Posigai,CesoN Di 1-'14-n01 FRANCISCO NIMIANDEZ • • RI" gziAt 1/rwv Amway maw MI. HS08-01 SHEET- 7 OF 7 XVd 9t:10 9TOZ /b0 /ZO BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Sunshine Windows Manufacturing, Inc. 1745 West 33"' Place Hialeah, FL 33012 SCOPE: This NOA is being issued under the applicable rules and materials. The documentation submitted has been reviewe and accepted by the Board of Rules and Appeals (BORA) t 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 Division (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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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 20 . un►.Single Hunk Windt* — L.M.I. APPROVAL DOCUMENT: Drawing No. SH08 -01, titled "Series 2000 Aluminum Single Hung Impact Resistant Window ", sheets 1 through 6 of 6, dated 01/25/08, prepared by manufacturer, signed and sealed by Francisco Hernandez, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and 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 consists of this page 1 and evidence pages E-1 and E -2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 305) 375 -2901 FAX (305) 372 -6339 .maimidade.gov/buildinacode ing the use of construction Dade County Product Control Division e used in Miami Dade County and other areas NOA No. 08- 0219.03 Expiration Date: Apfil 24, 2013 Approval Date: A,p 24, 2008 Page 1. Sunshine Windows Manufacturint, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No SH08 -01, Sheets 1 through 6 of 6, titled "Series 2000 Aluminum Single Hung Impact Resistant Window ", dated 01/25/08, prepared by manufacturer, signed and sealed by Francisco Hernandez, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 along with marked -up drawings and installation diagram of series 2000 aluminum single hung window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -5253, dated 10/02/07, signed and sealed by Carlos S. Rionda, 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 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94 along with marked -up drawings and installation diagram of series 2000 aluminum single hung window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -5252, dated 08/17/07, signed and sealed by Carlos S. Rionda, P.E. C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2004, prepared by manufacturer, dated 12/22/07, signed and sealed by Francisco Hernandez, P.E. Complies with ASTM E1300 -02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 05- 1208.02 issued to E.T. DuPont DeNemours & Co., Inc. for their "DuPont Butacite PVB Interlayer" dated 01/05/06, expiring on 12/11/10. Manuel Pere Product Control E NOA No. 08-02 Expiration Date: April 24, 2013 Approval Date: April 24, 2008 E -1 [-- 1.31 . ~ 2.062 —� O.050 LL2 1.— 0.304 0.36331—r 0 T__L GLAZING BEAT SWW -101 6063—T6 1 0.812 1 2.l 1 750 -L 1.250 J __q__ FRAME HEAD SW-014 6063 -75 I MEETING RAIL SW-015 6063-15 =`s su 2. 0.68 27 0.062 2.314 SW -011 0{(.937 _— j--- 1.625 —...1 2.000 - -1 0,050 1.875 (I SASH f 0.050 ,w;' 0912 [- TOP RAIL SW-017 6063 -75 6053 —T5 5 FRAME SW -52101 6063 2.078 --I SILL —T5 —a -- 2.375 ..--- -4 FRAME JAMB SW-011 6063 -45 2.750 I-- --I SASH 1.690 1.000 BOTTOM W-4 -355 ---- -) I 0.062 I-- RAIL I--I T 11. 06,0 SASH SSW-0 0.592 0.050 1-- SIDE RAIL Tpp S 9.,8 70 1324 0.7 19 SASH BOTTON RNL PLASTIC KOCETAL K300 SW-43353 MATERIAL LIST ITEM* PART 8 READ. DESCRIPTION MATERIAL 1 SW -014 1 FRAME HEAD 6063 —T5 2 SW52101 1 FRAME SILL 8063 —T5 3 SW -011 2 FRAME JAMB 6063 —T5 4 SW40111 1 MEETING RAIL 6053 —T5 5 SW -017 1 SASH TOP RAIL 6063 -75 6 SW43355 1 SASH BOTTOM RAIL 6063 —T5 7 SW82028 2 SASH CAM - NYLON 8 SW -012 2 SASH SIDE RAIL 6083 —T5 9 SW —AS AS REO ASSEMBLY SCREWS 1 8X1' PH PHILUP CRS 10 SW8202A 4/VENT FACE GUIDES NYLON 11 SW43353 2/VENT LATCH BOTTOM RAIL PLASTIC 12 SW1820 AS ROD SEAL PILE FELT 13 SW3257 AS ROD WEATHER STRIP BULB VINYL 14 — AS ROD SIUCONE DC- 899 /GE -1200 15 SWW101 AS ROD GLAZING BEAD 6063 —T8 16 SW540 2 SPIRAL BALANCE ALUMINUM 17 SW -667 2/VENT LATCH ZINC 18 5W3082 AS ROD WEATHER STRIP BULB VINYL IMPACT RESISTANT WINDOW OHM Sunshine Windows Wailing, Inc. 1745 W. 33rd Mace IMlaoh. Radda 33012 Ph: (308)384 -9952 F,c(305)828 -5118 1_o2 -M FRANCISCO HERNANDEZ FLORIDA PE # 51393 Oiwn.t. RF Oo1. 04 saw: 1/2.4.1. man; /WWan: 0549180 N0. SH08 -03 SHEET 6 OF 6 (SEE DETAILS 1t4J Al, A2 AND A3 ON SHEET 2 OF 6) 3/4" x 3/8" STEEL (SEE DETAILS Cl, C2, C3 AND C4 ON SHEET 3 OF 6) '1-, 5 5i VERTICAL SECTION D 3 (SEE DETAILS D1, D2 AND D3 ON SHEET 4 OF 8) WINDOW WIDTH HORIZONTAL SECTION VERTICAL SECTION WITH TOP LOCK IMPACT RESISTANT WINDOW Approved Florid yyyr Dote NO Il:'.! LTRINElliti: Flamm,,, 4_ 02,0e, FRANCISCO HERNANDEZ FLORIDA PE # 51393 Sunshine Windows Manufact(nnq, Inc. 1745 W. 33rd Plows Mdeon, Niedda 33012 Ph: (305)364 -9952 Fax:(305)828 -5118 Grown 126 RF oat.: Da Srnb: 1/2•=1' %N ikon: RoNtlow CRANING NO SH08 -02 SHEET 5 OF 6 1 /4" MAX. SHIM SPACE • T i ,..„..il 11111M-,] ' .-''11IB • 1 1/4" rYIICA ANCHORS 2" BY WOOD BUCK TYPICAL ANCHORS SMS 1 1/2" MIN. PENETRATION INTO WOOD. (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO SHEET 1 OF 6) DETAIL D2 ATTACHMENT TO WOOD 1/4" TAPCONS 1 1/4" MIN. EMBEDMENT INTO MASONRY THROUGH 1" BY WOOD BUCK (FOR MAX. ANCHOR SPACING AND NUMBER • • OF ANCHORS REFER TO SHEET 1 OF 6) DETAIL DI ATTACHMENT TO MASONRY TYPICAL ANCHORS 1/4" SMS THROUGH METAL (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO SHEET 1 OF 6) DETAIL YAWS FOR JAMBS, HEAD AND SILL MIAMI —DADE COUNTY APROVED LLXNI ATTACHMENT TO MULLION DETAIL TYPICAL JAMB SECTIONS IMPACT RESISTANT WINDOW 1/4" MAX. SHIM SPACE TYPICAL ANCHORS 1/4" SMS THROUGH METAL (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO SHEET 1 OF 6) DETAIL D3 ATTACHMENT TO METAL STRUCTURE (STEEL OR ALUMINUM 1/8" MIN. THICKNESS) Sunshine Windows Manufacturing, Inc. 1746 W. 33rd Place N.WM. FkrMe 33012 Ph: (305)364 -9052 Fmr.(30S)828 -5118 APlroed as ro+plying Stu the (let. bete NOP Maal 0/i A • 4_o2.O8 FRANCISCO HERNANDEZ FLORIDA PE # 51393 Dram RF Dc scale: 1/2.1 RevWon: Redelon• DRAWING ND. SH08 -06 SHEET 4 OF 6 ig 101 4 z • 2 1/2" MIN. 2 1/2" MIN. TYPICAL ANCHORS 1/4" TAPCONS 1 1/4" MIN. EMBEDMENT INTO MASONRY (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO SHEET 1 OF 6) DETAIL Cl ATTACHMENT TO PRE-CAST SILL 2" BY WOOD BUCK TYPICAL ANCHORS 1/4" SMS 1 1/2" MIN. PENETRATION INTO WOOD. (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO SHEET 1 OF 6) DETAIL C3 ATTACHMENT TO WOOD We MAX. NON- SHRINK GROUT OR 1" BY WOW BUCK 2 1/2" MIN. 2 1/2" MIN. TYPICAL. ANCHORS 1/4" TAPCONS 1 1/4" MIN. EMBEDMENT INTO MASONRY THROUGH 1" BY WOOD BUCK OR NON SHRINK NON METALLIC GROUT (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO SHEET 1 OF 6) DETAIL C2 ATTACHMENT TO MASONRY TYPICAL ANCHORS 1/4" SMS THROUGH METAL (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO SHEET 1 OF 6) DETAIL C4 ATTACHMENT TO METAL STRUCTURE (STEEL OR ALUMINUM 1 /8" MIN. THICKNESS) TYPICAL SILL SECTIONS IMPACT RESISTANT WINDOW 4 -01 -OS FRANCISCO HERNANDEZ FLORIDA PE # 81393 Sunshine Windows Manufacturing, Inc. 1746 W. 33rd Plano Hlak441. RsAdc 33012 Ph: (306)384 -9962 Fwa(300828 -6118 Drown e.: RF Oat: 0 Sooia: 1 2 ="1' RwAelon: Rovtwiorn ORAWING NO. SHOES-05 SHEET 3 OF 6 2 1/2" MIN, 2 1/2" MIN. 1/4" TAPCONS 1 1/4" MIN. EMBEDMENT INTO MASONRY THROUGH 1" BY WOOD BUCK (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO SHEET 1 OF 6) 1/4' SMS 1 1/2 MIN. PENETRATION INTO WOOD. (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO SHEET 1 OF 6) Sunshine Windows Manufacturing, Inc. 1748 W. 33rd Pion MOM. FIeddo 33012 P10 (306)384 -9962 Fo (306)828 -6118 DETAIL Al DETAIL Al ATTACHMENT TO MASONRY ATTACHMENT TO WOOD GLAZING DETAIL TYPICAL ANCHORS 1/4" SMS THROUGH METAL. (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO SHEET 1 OF 6) DETAIL A3 ATTACHMENT TO METAL STRUCTURE DETAIL (STEEL OR ALUMINUM 1/8" MIN. THICKNESS) TYPICAL HEAD SECTIONS Approved u coodyft 49 IDPI. 4• NOA il'a'4ils.=XI,G MYmI '' Pi.do.Y ey, %/e_, d - 02 -o8 IMPACT RESISTANT WINDOW FRANCISCO HERNANDEZ FLORIDA PE # 51393 SHEET 2 OF 6 2 8 HEAD ANCHORS SEE CHART 4 ": 10 "MAX. IA ;1 IMPACT GLASS ii (C 11 (C2' ■IC3) (C4) 4" Hi " J- WINDOW WIDTH FALSE MUNTINS (FACE APPLI MAY BE USED ED) iD3 4" TIPICAL ELEVATION 1 OVER 1 GENERAL NOTES: 1.- FOR NUMBER OF ANCHORS FOR EACH UNIT SIZE REFER TO DESIGN PRESSURE CHART. 2.- REFERENCES: TEST REPORTS FTL -5252 AND FTL -5253. .3.- THIS PRODUCT Mtt S THE REQUIREMENTS OF THE 2004 FLORIDA BUILDING CODE. 4.- FASTENERS MUST BE MADE OF STAINLESS STEEL OR HAVE ADEQUATE PROTECTION AGAINST CORROSION AS PER DIN 50018. ALUMINUM CONTACTING METALS SHALL BE PROPERLY PROTECTED. MIAMI- DADE IMPACT RESISTANT SHUTTERS ARE NOT REQUIRED DESIGN PRESSURE CHART • PSF SERIES -2000 ALUMINUM SINGLE HUNG IMPACT RESISTANT WINDOW WINDOW ANCHOR DISIGN DIMENSION SCHEDULE PRESStREJ'SF WIDTH HEIGHT PER HEAD AND SH.L PER JAMB EXT. ENT. 19 1/8" 3 90.0 90.0 26 1/2" 3 90.0 90.0 37" 26" 4 3 90.0 90.0 53 1/8° 6 75.0 75.0 19 1/8" 3 90.0 90.0 26 1/2" 3 90.0 90.0 37" 38 3/8" 4 4 90.0 90.0 53 1/8" 6 75.0 75.0 19 1/8" 3 90.0 90.0 26 1/2" 3 90.0 90.0 37' 5/8" 4 6 90.0 90.0 53 1/8" 6 75.0 75.0 19 1/8" 3 75.0 75.0 26 1/2" 3 75.0 75.0 37" 63° 4 7 75.0 75.0 53 1/8" 6 75.0 75.0 19 1/8" 3 75.0 75.0 26 1/2" 3 75.0 75.0 37" 74 1/4" 4 8 75.0 75.0 53 1/8" 6 75.0 75.0 IMPACT RESISTANT WINDOW Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Past Nakoh. R dda 33012 Ph. (305)364 -9952 Far.(305)82S -51 IS d- .az_o8 FRANCISCO HERNANDEZ FLORIDA PE # 51393 a RF Ode: goo. 1/2":.1. Rev don: ReWebn. 0lWMMO N0. SH08 -01 SHEET 1 OF 6 Sunshine Windows Manufacturing, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, dated February 6, 2008, signed and sealed by Francisco Hernandez, P.E. 2. Statement letter of no financial interest, dated February 6, 2008, signed and sealed by Francisco Hernandez, P.E. 3. Laboratory compliance letter for Test Report No. FTL -5252 issued by Fenestration Testing Laboratory, Inc., dated 08/28/07, signed and sealed by Carlos S. Rionda, P.E. 4. Laboratory compliance letter for Test Report No. FTL -5253 issued by Fenestration Testing Laboratory, Inc., dated 10/10/07, signed and sealed by Carlos S. Rionda, P.E. G. OTHER 1. None. E -2 Manuel ' erez, Product Control Exa NOA No. 08 -0219. 3 Expiration Date: April 24, 2013 Approval Date: April 24, 2008 COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NO Sunshine Windows Manufacturing, Inc. 1745 W. 33d Place Hialeah, FL 33012 SCOPE: MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING ST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 372 -6339 .maimidade.gov/buildingcode This NOA is being issued under the applicable rules a r is governing the use of construction materials. The documentation submitted has been revie by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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. PPROVAL DOCUMENT: Drawing No. PW08 -01, titled "Series 4302 Aluminum Fixed Window Impact Resistant ", sheets 1 through 8 of 8, dated 08/18/08 with revision dated 09/23/08, prepared by Sunshine Windows Manufacturing, Inc., signed and sealed by Francisco Hernandez, P.E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and 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 # 03- 0314.07 and consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. MIAMIDADE COUNTY APPROVED NOA No. 08- 0902.10 Expiration Date: September 11, 2013 Approval Date: October 23, 2008 Page 1 Sunshine Windows Manufacturing, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED; A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No PW08 -01, titled "Series 4302 Aluminum Fixed Window Impact Resistant ", sheets 1 through 8 of 8, dated 08/18/08 with revision dated 09/23/08, prepared by manufacturer, signed and sealed by Francisco Hernandez, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 along with marked -up drawings and installation diagram of aluminum arch, eyebrow and rectangular fixed windows, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3388, dated August 14, 2002, signed and sealed by Joseph Chan, P.E. (Submitted under previous NOA # 03- 0314.07) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2004, prepared by Sunshine Windows Manufacturing, Inc., dated 08/20/08, signed and sealed by Franco Hernandez, P.E. Complies with ASTM E1300 -02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 06- 0216.06 issued to Solutia Inc. for their "Saflex IIIG Clear or colored interlayer" dated May 04, 2006, expiring on May 21, 2011. F. STATEMENTS 1. Statement letter of conformance, dated August 20, 2008, signed and sealed by Francisco Hernandez, P.E. 2. Statement letter of no financial interest, dated August 20, 2008, signed and sealed by Francisco Hernandez, P.E. 3. Laboratory compliance letter for Test Report No. FTL -3388, issued by Fenestration Testing Laboratory, Inc., dated September 5, 2002, signed and sealed by Joseph Chan, P.E. (Submitted under previous NOA # 03- 0314.07) G. OTHERS 1. Notice of Acceptance No. 03- 0314.07, issued to Sunshine Windows Manufacturing, Inc. for their Series "4302 Aluminum Fixed Window - Impact ", approv�n 09/11/03 and expiring on 09/11/08. E -1 Manuel Pe E. Product Control er NOA No. 0:- ''02.10 Expiration Date: September 11, 2013 Approval Date: October 23, 2008 WINDOW SIZE L X S INCHES DESIGN PRESSURE CHART - PSF NUMBER OF ANCHORS POS. NEG. LONG SIDE INCUNED SIDE SHORT SIDE 108 X 26 11 12 3 75.00 75.00 96 X 26 10 11 3 90.00 90.00 91 X 26 10 11 3 90.00 90.00 84 X 26 9 10 3 90.00 90.00 78 X 37 8 9 4 55.50 55.50 78 X 26 8 9 3 90.00 90.00 78 X 19 8 9 3 90.00 90.00 63 X 46 7 8 5 72.00 72.00 63 X 39 7 8 5 83.78 83.78 63 X 37 7 8 4 86.32 86.32 63 X 26 7 8 3 90.00 90.00 63 X 19 7 8 3 90.00 90.00 48 X 48 5 6 5 73.13 73.13 53 X 46 6 7 5 76.30 76.30 53 X 39 6 7 5 90.00 90.00 53 X 37 6 7 4 90.00 90.00 53 X 26 6 7 3 90.00 90.00 53 X 19 6 7 3 90.00 90.00 46 X 39 5 6 5 90.00 90.00 46 X 37 5 6 4 90.00 90.00 46 X 26 5 6 3 90.00 90.00 46 X 19 5 6 3 90.00 90.00 38 X 37 4 5 4 90.00 90.00 38 X 26 4 5 3 90.00 90.00 38 X 19 4 5 3 90.00 90.00 26 X 26 3 4 3 90.00 90.00 26 X 19 3 4 3 90.00 90.00 74 X 39 8 9 5 76.42 76.42 74 X 37 8 9 4 79.10 79.10 74 X 26 8 9 3 90.00 90.00 74 X 19 8 9 3 90.00 90.00 TYP. 90 CORNER DETAIL CORNER DETAIL #1 a B I► A RECTANGLE TYPICAL ELEVATION AUAIINUM WELD INTERIOR SEE WELDING NOTE CORNER DETAIL #2 4 L X.MA . MAX. SHORT SIDE (S) TRAPEZOID TYPICAL ELEVATION ANCHORS: 1. FOR CONNECTION TO CONCRETE BLOCK USE 1/4" ELCO TAPCON WITH 1 1/2" MINIMUM EMBEDMENT INTO WALL. 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" SMS. STEEL MATERIAL SHALL CONFORM TO ASTM A500A653 OR A36 WITH 12 Go MINIMUM WALL THICKNESS. ALUMINUM ALLOY 6063 -T5 WITH 1/8" MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 2BY WOOD BUCK OR WOOD STRUCTURE USE 1/4" SMS 1 1/2" MINIMUM EMBEDMENT INTO WOOD 4. THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2004 FLORIDA BUILDING CODE. GLASS: 0.34" OVERALL LAMINATED GLASS USING TWO LITES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX IIIG INTERLAYER FILM. WELDING: FOR CORNER WELDED CONNECTIONS USE 1/8" FILLET WELD WITH 1 1/4" MINIMUM LENGTH MADE WITH ER4043 FILLER ALLOY PRODUCT V!DRUP'F;" as csnitd:3i1LL, w.t42 cma Houle ORdeF •f /D -25 -08 FRANCISCO TERN NDEZ FLORIDA FE 1 51393 Sunshine Wmdows Manufactwing, Inc. 1745 W. 331di Place I0deeh. Reddo 33012 Ph: (305)384 -9952 Fae:(305)828 -5118 Drown eY: RF Dote: 08 -18 -08 sow.: 1/2` =1' Revision: 08 -23-08 RsNSbn: DRAM N0. PW08 -01 SHEET 1 OF 8 WINDOW Spy W X H INCHES DESIGN PRESSURE CHART - PSF NUMBER OF ANCHORS P05. NEG. SILL JAMBS CIRCLE TOP 26 X 108 3 11 4 90.00 90.00 26 X 96 3 10 4 90.00 90.00 26 X 91 3 10 4 90.00 90.00 26 X 84 3 9 4 90.00 90.00 37 X 78 4 8 6 55.50 55.50 26 X 78 3 8 4 90.00 90.00 19 X 78 3 8 3 90.00 90.00 46 X 63 5 7 7 72.00 72.00 39 X 63 5 7 6 67.20 67.20 37 X 63 4 7 6 70.10 70.10 26 X 63 3 7 4 90.00 90.00 19 X 63 3 7 3 90.00 90.00 48 X 48 5 5 7 73.13 73.13 4.8 X 53 5 6 7 72.00 72.00 39 X 53 5 6 6 82.50 82.50 37 X 53 4 6 6 84.00 84.00 26 X 53 3 6 4 90.00 90.00 19 X 53 3 6 3 90.00 90.00 39 X 46 5 5 6 90.00 90.00 37 X 46 4 5 6 90.00 90.00 26 X 46 3 5 4 90.00 90.00 19 X 46 3 5 3 90.00 90.00 37 X 38 4 4 6 90.00 90.00 26 X 38 3 4 4 90.00 90.00 19 X 38 3 4 3 90.00 90.00 26 X 26 3 3 4 90.00 90.00 19 X 26 3 3 3 90.00 90.00 39 X 74 5 8 6 66.60 66.60 37 X 74 4 8 6 57.00 57.00 26 X 74 3 8 4 90.00 90.00 19 X 74 3 8 3 90.00 90.00 CORNER DETAIL #1 TYP. 90 CORNER DETAIL UPRIGHT RECTANGLE WITH CIRCLE TOP TYPICAL ELEVATION ANCHORS: 1. FOR CONNECTION TO CONCRETE BLOCK USE 1/4" ELCO TAPCON WITH 1 1/2" MINIMUM EMBEDMENT INTO WALL. 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" SMS. STEEL MATERIAL SHALL CONFORM TO ASTM A500,A653 OR A36 WITH 12 Co MINIMUM WALL THICKNESS. ALUMINUM ALLOY 6063 -T5 WITH 1/8" MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 2BY WOOD BUCK OR WOOD STRUCTURE USE 1/4" SMS 1 1/2" MINIMUM EMBEDMENT INTO WOOD 4. THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2004 FLORIDA BUILDING CODE. GLASS: 0.34" OVERALL LAMINATED GLASS USING TWO CITES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX IIIG INTERLAYER FILM. WELDING: FOR CORNER WELDED CONNECTIONS USE 1/8" FILLET WELD WITH 1 1/4" MINIMUM LENGTH MADE WITH ER4043 FILLER ALLOY PRODUCT RENEWED us com7!y og, with the Florida Duitdiog Code O. 02 • • f Accept; nec No L ration I) 11d N.I Date �lrllde.%. Product Contra. 9 -25-08 FRANCISCO HERNNIDEZ FLORIDA PE i 51393 Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Place Haled% Flodoo 33012 Ph: (305)384-9952 Foz:(305)828 -5118 on,,,,, e4- RF Dave: 08 -18 -08 same: 1/2' =1' R .I8on: 09 -23 -08 Reddon: DRAPENG NO. PW08 -01 SHEET 2 OF 8 WINDOW SIZE W X H INCHES DESIGN PRESSURE CHART - PSF NUMBER OF ANCHORS POS. NEG. SILL CIRCLE TOP JAMBS 108 X 26 11 16 3 90.00 90.00 96 X 26 10 14 3 90.00 90.00 91 X 26 10 14 3 90.00 90.00 84 X 26 9 13 3 90.00 90.00 78 X 37 8 12 4 55.50 55.50 78 X 26 8 12 3 90.00 90.00 78 X 19 8 12 3 90.00 90.00 63 X 46 7 10 5 72.00 72.00 63 X 39 7 10 4 67.20 67.20 63 X 37 7 10 4 70.10 70.10 63 X 26 7 10 3 90.00 90.00 63 X 19 7 10 3 90.00 90.00 48 X 48 5 7 5 73.13 73.13 53 X 46 6 9 5 72.00 72.00 53 X 39 6 9 4 82.50 82.50 53 X 37 6 9 4 84.00 84.00 53 X 26 6 9 3 90.00 90.00 53 X 19 6 9 3 90.00 90.00 46 X 39 5 7 4 90.00 90.00 46 X 37 5 7 4 90.00 90.00 46 X 26 5 7 3 90.00 90.00 46 X 19 5 7 3 90.00 90.00 38 X 37 4 6 4 90.00 90.00 38 X 26 4 6 3 90.00 90.00 38 X 19 4 6 3 90.00 90.00 26 X 26 3 4 3 90.00 90.00 26 X 19 3 4 3 90.00 90.00 74 X 39 8 12 4 56.40 56.40 74 X 37 8 12 4 59.10 59.10 74 X 26 8 12 3 90.00 90.00 74 X 19 8 12 3 90.00 90.00 I CORNER DETAIL #1 TYP. 90' CORNER DETAIL SIDEWAYS RECTANGLE WITH CIRCLE TOP TYPICAL FT.FVATION ANCHORS: 1. FOR CONNECTION TO CONCRETE BLOCK USE 1/4" ELCO TAPCON WITH 1 1/2" MINIMUM EMBEDMENT INTO WALL 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" SMS. STEEL MATERIAL SHALL CONFORM TO ASTM A500,A653 OR A36 WITH 12 Go MINIMUM WALL THICKNESS. ALUMINUM ALLOY 6063 -T5 WITH 1/8° MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 2BY WOOD BUCK OR WOOD STRUCTURE USE 1/4" SMS 1 1/2° MINIMUM EMBEDMENT INTO WOOD 4. THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2004 FLORIDA BUILDING CODE. GLASS: 0.34" OVERALL LAMINATED GLASS USING TWO LITES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX IIIG INTERLAYER FILM. WELDING: FOR CORNER WELDED CONNECTIONS USE 1/8' FILLET WELD WITH 1 1/4" MINIMUM LENGTH MADE WITH ER4043 FILLER ALLOY PRODUCT RENEWED as cow r1y n.g with the Florida Buildirz Cade Acu:ptcrse No O: -O. 012.10 Eve-shim Date .. 0f F3y Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Place Hialeah, Florida 33012 Ph: (305)384-9952 Fax:(305)828 -5118 Drown o RF Date: 08 -18 -08 soot.: 1/2 " =1, Rwfelon: 09 -23 -08 ReWelon: DRAWING NG. PW08 -01 SHEET 3 OF 8 WINDOW ME W X H INCHES DESIGN PRESSURE CHART - PSF NUMBER OF ANCHORS POS. NEG. SILL ARCH 108 X 26 11 14 90.00 90.00 96 X 26 10 13 90.00 90.00 91 X 26 10 13 90.00 90.00 84 X 26 9 12 90.00 90.00 78 X 37 8 14 55.50 55.50 78 X 26 8 12 90.00 90.00 78 X 19 8 11 90.00 90.00 63 X 32 7 12 75,00 75.00 63 X 26 7 10 90.00 90.00 63 X 19 7 9 90.00 90.00 48 X24 5 9 90.00 90.00 53 X27 6 10 90.00 90.00 53 X19 6 8 90.00 90.00 46 X 23 5 9 90.00 90.00 46 X 19 5 8 90.00 90.00 38 X 19 4 7 90.00 90.00 26 X 13 3 5 90.00 90.00 74 X 37 8 14 57.00 57.00 74 X 26 8 11 90.00 90.00 74 X 19 8 10 90.00 90,00 ARCH TYPICAL ELEVATION ANCHORS: 1. FOR CONNECTION TO CONCRETE BLOCK USE 1/4" ELCO TAPCON WITH 1 1/2" MINIMUM EMBEDMENT INTO WALL 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" SMS. STEEL MATERIAL SHALL CONFORM TO ASTM A500.A653 OR A36 WITH 12 Go MINIMUM WALL THICKNESS. ALUMINUM ALLOY 6063 -T5 WITH 1/8" MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 2BY WOOD BUCK OR WOOD STRUCTURE USE 1/4" SMS 1 1/2" MINIMUM EMBEDMENT INTO WOOD 4. THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2004 FLORIDA BUILDING CODE. GLASS: 0.34" OVERALL LAMINATED GLASS USING TWO LITES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX IIIG INTERLAYER FILM. WELDING: FOR CORNER WELDED CONNECTIONS USE 1/8" FILLET WELD WITH 1 1/4" MINIMUM LENGTH MADE WITH ER4043 FILLER ALLOY Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Ptua FidNah, RoAda 33012 Ph: (305)354 -9952 Fox:(305)828 -5118 Ptr ODwtC !o R w N E4 W' e WED R o' d. EtiikE Cc,ic A eci tnrc o _ r O En,Onatia Jac By Mi Dade Product .n R- 21,-06 FRANCISCO HERNANDEZ FLORIDA PE (I 51393 ,, e.: RF Dote: 08 -18 -08 sea.: 1/2 " =1' Re.Nbn:09 -23 -08 Rerwon: DRAWING N0. PW08 -01 SHEET 4 OF 8 A FULL ROUND TYPICAL ELEVATION DESIGN PRESSURES POSITIVE = +90.00 PSF NEGATIVE = -90.00 PSF QUARTER ROUND CORNER DETAIL #1 CORNER DEBNL #1 ASSEMBLY SCREWS x r QUARTER ROUND TYPICAL F.i.EVATION TYP. 90 CORNER DETAIL KY SCREWS #8 X I" CORNER DETAIL #2 DESIGN PRESSURES POSITIVE = +90.00 PSF NEGATIVE = -90.00 PSF ANCHORS: 1. FOR CONNECTION TO CONCRETE BLOCK USE 1/4" ELCO TAPCON WITH 1 1/2" MINIMUM EMBEDMENT INTO WALL. 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" SMS. STEEL MATERIAL SHALL CONFORM TO ASTM A500,A653 OR A36 WITH 12 Go MINIMUM WALL THICKNESS. ALUMINUM ALLOY 6063 -T5 WITH 1/8" MINIMUM WALL THICKNESS. 3. FOR CONNECTION TO 28Y WOOD BUCK OR WOOD STRUCTURE USE 1/4" SMS 1 1/2" MINIMUM EMBEDMENT INTO WOOD 4. THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2004 FLORIDA BUILDING CODE. CORNER DETNL #2 GLASS: 0.34" OVERALL LAMINATED GLASS USING TWO LITES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX 1110 INTERLAYER FILM. WELDING: FOR CORNER WELDED CONNECTIONS USE 1/8" FILLET WELD WITH 1 1/4" MINIMUM LENGTH MADE WITH ER4043 FILLER ALLOY TYPICAL ELEVATION DESIGN PRESSURES POSITIVE = +90.00 PSF NEGATIVE = -90.00 PSF PRODUCT RENEWED us complying with the Florida Bce ding Code Acccp!o:ce No 0:-0 r Expir:.iian Date * 111101 .10 By Minn o. Product Con Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Plans Moak Florida 33012 Pk (305)364-9952 Fan:(305)828 -5118 RIES 4302 ALUMINUM [I7 Drawn er. RF oats: 08 -18 -08 wale: 1/2 "n1' Remnant 09 -23-08 Revision: DRAWING NO PWO8 —01 SHEET 5 OF 8 DESIGN PRESSURES POSITIVE _ +90.00 PSF NEGATIVE = -90.00 PSF CORNER DETAIL #1 r. HEXAGON TYPICAL FL FVATION DESIGN PRESSURES POSITIVE _ +90.00 PSF NEGATIVE = -9000 PSF ANCHORS: 1. FOR CONNECTION TO CONCRETE BLOCK USE 1/4" ELCO TAPCON WITH 1 1/2" MINIMUM EMBEDMENT INTO WALL. 2. FOR CONNECTION TO METAL STRUCTURE USE 1/4" SMS. STEEL MATERIAL SHALL CONFORM TO ASTM A500.A653 OR A36 WITH 12 Go MINIMUM WALL THICKNESS. ALUMINUM ALLOY 6063 —T5 WITH 1/8" MINIMUM WALL THICKNESS. .3. FOR CONNECTION TO 2BY WOOD BUCK OR WOOD STRUCTURE USE 1/4" SMS 1 1/2" MINIMUM EMBEDMENT INTO WOOD 4. THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2004 FLORIDA BUILDING CODE. GLASS: 0.34" OVERALL LAMINATED GLASS USING TWO UTES OF 1/8" HEAT STRENGTHENED GLASS WITH A 0.090 SAFLEX IIIG INTERLAYER FILM. WELDING: FOR CORNER WELDED CONNECTIONS USE 1/8" FILLET WELD WITH 1 1/4" MINIMUM LENGTH MADE WITH ER4043 FILLER ALLOY PRODUCT RENEWED as complying with the Floods Building Code OOZ •fo Accepts: :Ce No 0: E ion Date t27/IICL By ii" Miem' . ode Product Divi on —2-085 FRANCISCO tERNANDEZ FLORIDA PE it 51393 Sunshine V ws Manufacturing, Inc. 1745 W. 33rd Place thde h, MIAs 33012 Ph: (305)354 -9952 Fax:(305)828 -5115 0resm y: RF pole: 08 -18 -08 soul.. 1/2 "m1' Revision: O9 -23 -09 Revision; DRAWING NO. PW08 -01 SHEET 6 OF 8 1 /4° MAX. SHIM SPICE • • TYPICAL ANCHORS TAPCONS 1 1 /2 MIN. EMBEDMENT INTO MASONRY THROUGH 1" BY WOOD BUCK (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO ELEVATIONS AND DESIGN PRESSURE CHARTS.) DETAIL VAUDS FOR JAMBS, HEAD AND SILL ATTACHMENT TO MASONRY 2 BY WOOD BUCK TYPICAL ANCHORS 1/4" SMS 1 1/2" MIN. PENETRATION INTO WOOD. (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO ELEVATIONS AND DESIGN PRESSURE GNARLS.) DETAIL VAUDS FOR JNABS, HEAD AND SILL ATTACHMENT TO WOOD MIAMI —DADE COUNTY APROVED UWON 1/4" SMS THROUGH METAL (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO ELEVATIONS AND DESIGN PRESSURE CHARTS.) DETAIL VAUDS FOR JAMBS. HEAD AND SILL 1/4" MAX. SHIM SPACE TYPICAL ANCHORS — 1/4" SMS THROUGH METAL. (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO ELEVATIONS AND DESIGN PRESSURE CHARTS.) DETAIL VAUDS FOR JAMBS, HEAD AND SILL ATTACHMENT TO METAL STRUCTURE (STEEL OR ALUMINUM 1/8" MIN. THICKNESS) ATTACHMENT TO MULLION DETAIL TYPICAL ANCHORS —1/4" TAPCONS 1 1/2" MIN. EMBEDMENT INTO MASONRY (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO ELEVATIONS AND DESIGN PRESSURE CHARTS.) DETNL VAUDS FOR SILL ONLY ATTACHMENT TO PRE -CAST SILL TYPICAL SECTIONS 3/4' MAX. NON — SHRINK GROUT OR I' BY WOOD BUCK TYPICAL ANCHORS 1/4" TAPCONS 1 1/2 MIN. EMBEDMENT INTO MASONRY THROUGH 1" BY WOOD BUCK OR NON SHRINK NON METALLIC GROUT (FOR MAX. ANCHOR SPACING AND NUMBER OF ANCHORS REFER TO ELEVATIONS AND DESIGN PRESSURE CHARTS.) DETAIL VAUDS FOR SILL ONLY ATTACHMENT TO MASONRY PRODUCT [': as a•rF¢9:,, Acceptaacc EXpicatazi Dates iBY Product Div loll FRANCISCO YERNANDEZ FLORIDA PE # 51393 Sunshine Windows MI(IUfochNing, Inc. 1745 W. 33rd Plans Rahah, FROM 33012 Pb : (305)364 -9952 Fax:(355)625 -5118 RF Dats: 08 -18 -08 Sooty: 1/2 "..1 RsWeloa: 09 -23-08 DRAWING NO. PW08 -01 SHEET 7 OF 8 SECTION A - A SECTION B - B GLAZING DETAIL 0.090" INTERLAYER 1/8" HEAT STRENGTHENED 3/8" GLASS BITE (MINIMUM) DOW CORNING 899 MATERIAL LIST ITEM # PART DESCRIPTION MATERIAL 1 5W -101 HEAD, SILL AND JAMB 6063 —T6 2 SSW -101 GLAZING BEAD 6063 —T6 3 ANCHORS SEE ELEVATION SHEETS 4 # 8" X 1" PH S.M.S ASSEMBLY SCREW 5 .340" LAMINATED GLASS /HEAT STR SEE GLAZING DEVIL SHEET 7 6 — STRUCTURAL SILICONE DOW CORNING 899 1.312" --�In 0.304 0.395 —��—f 0050 ITEM No. 1'0" ITEM No. 2 PART SW -101 FRAME PART SSW -101 GLAZING BEAD PRODUCT RENEWED as camglylh0 %Atli to Florida Sanding Code dr AcceD=2nc: No a " £xgirction Dote LI (YY_• 3 Miaui Di• . Ode Praia —25-0$ PWANC1100 (4991410EZ FLORIDA PE ! 51393 Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Plop Nlalaah, Florida 33012 Ph: (305)384 -9052 Fax:(305)829 -511i SERIES 4302 ALUMINUM or.., Lb: RF Oats: 08 -18 -08 sod,: 1/2 " =1' Rwidon: 09 -23 -08 Rarhlon: DRAWING NO, PW08 -01 SHEET 8 OF 8 MIAMI -DADE COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Sunshine Windows Manufacturing, Inc. 1745 W 33`d Place Hialeah, FL 33012 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction MIAMI -DADE COUNTY, FLORIDA 0-DADE FLAGLER BUILDING AGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 ) 375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com materials. The documentation submitte :" .. Co Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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: Aluminum Tube Mullion — L.M.I. APPROVAL DOCUMENT: Drawing No.SW -01 -07 titled "Aluminum Tube Mullion," sheets 1 through 7 of 7, dated 09/30/05, prepared by manufacturer, signed and sealed by Francisco Hernandez, 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 Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and 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 renews NOA # 01- 1226.14 and consists of this page 1 and evidence page E -1, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, lr.E. 4 tiler NOA No 06- 0214.02 Expiration Date: January 25, 2012 Approval Date: February 22, 2007 Page 1 1 /8 "(TYP) GLAZING UNIT. SEE NOTE 1 OF GENERAL NOTES VERTICAL PROCEDURE FOR MULLION SELECTION 1. DETERMINE DESIGN PRESSURE BY COMPUTING THE WIND LOAD IN PSF ON MULLION AS PER FLORIDA BUILDING CODE. 2. USE TABLES ON SHEETS No.2 AND 3 TO DETERMINE THE MULLION SIZE REQUIRED TO ACHIEVE THE DESIGN PRESSURE. 3. USE TABLES ON SHEET No. 4 TO DETERMINE THE TYPE OF CONNECTION BETWEEN MULLION AND STRUCTURE REQUIRED TO ACHIEVE THE DESIGN PRESSURE. 1 /8" VERTICAL MULLION APPLICATIONS GENERAL NOTES: GLAZING UNIT. SEE NOTE 1 OF GENERAL NOTES HORIZONTAL 1. MULLIONS SHALL BE USED ALONG WITH MIAMI DADE APPROVED GLAZING UNITS. 2. TUBE MATERIAL SHALL BE ALUMINUM ALLOY 6063 —T5. 3. FOR DETAILS OF ATTACHMENT BETWEEN MULLION AND STRUCTURE REFER TO SHEETS No.5 AND 6 OF THIS PRODUCT APPROVAL. 4. DESIGN PRESSURES SHOWN ON GRAPHS ARE BASED ONLY ON TUBE STRENGTH. NO CONTRIBUTION OF ATTACHED GLAZING UNITS ARE CONSIDERED. Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Flom II (105)384-393M Floddd Ph: Fox:305 28 -3118 Drown Br. RF Deus 9 -30 -05 sw.:1/2 " =1" Revision: RevtNon: DRAWING No: SW -01 -07 SHEET 1 OF 7 PRODUCi REVISED se coinppbi+g with Ow FI.dd. liniding Code De., -02402 Marlowe DA, Trmws' l2 A.,: T "... , • / �� �' l- -4 FRANCISCO HERNANOEZ FLORIDA PE f 51393 Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Flom II (105)384-393M Floddd Ph: Fox:305 28 -3118 Drown Br. RF Deus 9 -30 -05 sw.:1/2 " =1" Revision: RevtNon: DRAWING No: SW -01 -07 SHEET 1 OF 7 Sunshine Windows ManufacturingLlnc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No SW- 01 -07, Sheets 1 through 7 of 7, titled "Aluminum Tube Mullion ", dated 09/30/05, prepared by manufacturer, signed and sealed by Francisco Hernandez, P.E. B. TESTS 1 Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -94. 2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94. Along with marked -up drawings and installation diagram of Aluminum Single Hung Windows Mulled Together, prepared by Fenestration Testing Laboratory, Inc. Test Report No. FTL -2680, dated 06/29/00, signed and sealed by Aldo P. Gonzalez, P.E. (Submitted Under NOA 01- 1226.14) C. CALCULATIONS 1. Anchor Calculations and structural analysis, complying with FBC -2004, prepared by manufacturer, dated 09/30/05 and revised on 01/15/07, signed and sealed by Francisco Hernandez, P.E. 2. Anchor Calculations and structural analysis, prepared by manufacturer, dated 02/29/00 signed and sealed by Francisco Hernandez, P.E. (Submitted Under NOA 01- 1226.14) D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of conformance, dated January 15, 2007, signed and sealed by Francisco Hernandez, P.E. 2. Statement letter of no financial interest, dated January 15, 2007, signed and sealed Francisco Hernandez, P.E. G. OTHER 1. Notice of Acceptance No. 01- 1226.14, issued to Sunshine Windows Manufacturing, Inc. for their Aluminum Tube Mullion, approved on 01/31/02 and expiring on 01/25/07. E -1 erez, P.E. Product Control Di NOA No 06-0 Expiration Date: January 25, 2012 Approval Date: February 22, 2007 TUBE SPAN TRIBUTARY T NTH DESIGN (N4) TUBE SPAN 90 39.20 M RE 80 44.10 73.65 70 50.40 - 60 58.80 82.86 50 70.58 25.74 40 88.19 94.89 30 117.59 29.42 �.� 20 176.39 110.47 74.25 90 - 34.32 80 - 132.57 70 - 41.18 50.63 60 25.61 165.71 50 30.73 51.48 40 38.42 220.95 30 51.22 68.64 20 76,84 1X2 90 -- 102.95 80 45.86 60.20 70 - - 60 - 67.73 56.00 50 - - 40 28.39 77.40 30 37.86 - 50.63 20 58:78 90,30 84.00 90 - - Bo - 108.36 70 - 27.59 83.00 60 - 135.45 50 - 34.49 40 - 180.61 30 26.59 45.98 20 30.88 NOTE: TUBE SPAN `TRIBUTARY YIpNiH (90 DESIGN PRESSURE TUBE SPAN TRIBUTARY WIDTH DESIGN PRESSURE M RE 79.81 73.65 90 - - 80 89.79 82.86 80 - 25.74 70 102.61 94.89 70 - 29.42 �.� 60 119.71 110.47 74.25 60 -38.35 34.32 143,66 132.57 50 27.84 41.18 40 179.57 165.71 40 34.81 51.48 30 239.43 220.95 30 46.41 68.64 20 359,14 331.42 20 69.61 102.95 90 45.86 60.20 90 - - 80 51.59 67.73 80 - - 70 58.96 77.40 70 - - 50.63 60 68.79 90,30 84.00 60 - - 50 82.55 108.36 50 - 27.59 40 103.19 135.45 40 - 34.49 30 137.58 180.61 30 32.05 45.98 20 206.38 270.91 20 48.08 1 X 3 1% 3 1 X4 90 36.06 47.57 90 - - 80 40.56 53.51 80 - - 70 46.36 61.16 70 - - 60 54.09 71.35 ! 60 - - 56.00 50 64.90 85.62 96.00 60 50 - 40 81.13 107.03 40 - - 30 108.17 142.70 30 - 32.29 20 162.26 214.05 20 32.21 48.44 90 25.32 33.13 80 28.49 37.27 70 32.56 42.59 63,00 60 37.99 49.69 50 45.58 50 59.63 40 56.98 74.54 30 75.97 99,38 20 113.96 149.07 INTERPOLATE FOR INTERMEDIATE VALUES OF SPAN AND /OR TRIBUTARY WIDTH TO OVER/ME DESIGN PRESSURES. HORIZONTAL MULLION VERTICAL MUWON SPAN TR�IBrypU�THARY UN) (90 DESIGN TUBE SPAN TRIBUTARY TNT p DESIGN RE M RE 73.65 90 - 80 82.86 BO 25.74 70 94.89 70 29.42 50.63 60 110.47 84.00 60 34.32 50 132.57 50 41.18 40 165.71 40 51.48 30 220.95 30 68.64 20 331.42 20 102.95 90 60.20 90 - 80 67.73 80 - 70 77.40 70 - 56.00 60 90,30 96.00 80 - 50 108.36 50 27.59 40 135.45 40 34.49 30 180.61 30 45.98 20 270.91 20 68.97 1X4 1 X4 90 47.57 90 , - 80 53.51 80 - 70 61.16 70 - 60 71.35 60 - 63.00 50 85.62 108.00. 50 - 40 107.03 40 - 30 142.70 30 32.29 20 214.05 20 48.44 90 33.13 80 37.27 70 42.59 60 49.69 74 25 50 59.63 40 74.54 30 99,38 ZO 149.07 HORIZONTAL MULLION VERTICAL MUWON TRIBUTARY WDTH=_11,_ _Yi2 3131MALMILIAN VERTICAL MUWON GLAZNG PRODUCT PRODUCT PRODUCT GLAZING PRODUCT GLAZING PRODUCT MULLION SPAN TRIBUTARY WDTH=_11,_ _Yi2 3131MALMILIAN VERTICAL MUWON GLAZNG GLAZING PRODUCT PRODUCT WI I W2 d TRIBUTARY WIDTH= WI + W2 2 3 z PRODUCT REVISED ascow pgMQ with the I1.dd. Rvi g Cede AapeRwe No A. . -0 • • M44. • FRANCISCO HERNANDDEZ FLORIDA PE / 51393 Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Place Wean. Florldo 33012 Ph: (305)364-9952 Feo:005)828 -5118 Drown fer RF Dace: 9 -30 -05 Seale: NTS Revision: Redden: ORAWING NO. SW -01 -07 SHEET 2 OF 7 TUBE SPAN TRIBUTARY W111A4 H DESIGN PRE(SSURE TUBE SPAN TRIBUTARY w ( DESIGN ESS PRUR8 90 1077..49 90 33.39 80 120.93 80 37.56 70 138.20 70 42.93 50.63 60 161.23 84.00 60 50.09 50 198.48 50 60.10 40 241.85 40 75.13 30 322.47 30 100.17 20 483.70 20 150.26 90. 87.86 90 - 80 98,85 80 25.18 70 112.97 70 28.78 56.00 69 131.79 96.00 BO 33.55 7425 50 158.15 50 123.50 50 4028 40 197.69 40 5023 30 263.59 30 67.11 20 39528 ) 20 100.66 2% 4 2 X 4 20 90 69.42 2 %8 90 - 53.61 80 78.10 80 - BO 60.31 70 89.26 80 - 70 - 70 68.92 60 104.13. 70 - 60 - 60 63.00 50 124.96 6032.56 108.00 50 28.28 50 96.49 40 156.20 50., 35.5 40 3.5.35 40 120.62 30 208.27 40 48.85 30 47.13 30 160.82 20 312.40 30 65.13 20 70.70 20 241.24 90 48.35 20 97.89 90 - 90 41.04 80 54.39 90 - 80 - 80 46.17 70 62.16 80 - 70 - 70 74.25 72.52 70 120.00 60 - 80 61.57 50 87.02 60 27.36 50 - 50 73.88 40 108.78 50 32.84 40 25.77 40 92.35 30 145.04 40 41.04 30 34.36 30 123.13 Z(1 217.56 30 54.73 20 51.54 NOTE: INTERPOLATE FOR INTERMEDIATE VALUES OF SPAN AND /OR TRIBUTARY WIDTH TO DETERMINE DESIGN PRESSURES. TUBE SPAN TRIBUTARY UN1 DESIGN IN TUBE SPAN TRIBUTARY Y0 1 190 DESIGN PRARY ESS URE 90 95.30 32.43 BO 107,22 80 36.48 70 122.53 70 41.70 6390 60 142.96 108.00 60 48.64 50 171.55 50 58.37 40 214.43 40 72.97 30 285.91 30 97.29 20 428.87 20 145.93 90 68.61 90 26.27 80 77.19 80 29.55 70 88.21 70 33.77 60 102.92 120.00 60 39.40 7425 50 123.50 50 47.28 40 154.38 40 59.10 30 205.83 30 76.80 20 308.75 20 118.21 2 X 6 2 %8 90 53.61 90 - BO 60.31 80 - 70 68.92 70 - 84.00 60 80.41 132.00 6032.56 50 96.49 50., 35.5 40 120.62 ' 40 48.85 30 160.82 30 65.13 20 241.24 20 97.89 90 41.04 90 - 80 46.17 80 - 70 52.77 70 - 80 61.57 60 27.36 96.00 50 73.88 144.00 50 32.84 40 92.35 40 41.04 30 123.13 30 54.73 20 184.70 20 82.09 HORIZONTAL MULLION VERTICAL MULLION PRODUCT GLAZING PRODUCT GLAZING PRODUCT MULLION SPAN TRIBUTARY WIDTH, J O. W2 HORZONTX. MU i TRIBUTARY MOTH. 151 + W2 2 ZIONALMILLICIE i7%, FRANCISCO HERNANDF2 FLORIDA PE 1 51393 Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Place Hialeah, Florida 33012 Ph: (305364 -0952 Fax:(305 28-5119 P.W Ezi i IN 2:1 W 0 gr... 0 7e f177/ II Drees er• RF Duce: 9 -30 -05 scot.: NTS Revision: Melon: DRAWING NO. SW-01 -07 SHEET 3 OF 7 ANCHOR 1TPE SPAN IWU�TTARY WIINT)14 DESIGN IN ANCHOR TYPE SPAN TRIBUTARY IN) N DESIGN IN 85 64.98 43 66.61 60 92.05 40 71.61 38.38 40 138.07 74.00 30 95.48 20 276.14 20 143.22 65 64.42 39 64.70 50 83.74 30 84.11 50.63 60 84.00 30 139.57 20 126.17 20 209.35 120.00 34 64,94 A 4 D A D 177.08 57 65.24 30 73.60 96.00 79.17 50 74.37 117.76 20 110.40 103.53 57.00 30 123.96 176.64 30 65.42 134.58 20 185.94 41.17 1 08.00 :. 25 78.51 38 52 64.70 45.88 20 98.13 B,CRE 40 84.11 85 69.27 50 64.23 63.00 30 112.15 - 132.00 40 80.29 72 00 20 168.23 30 107.05 NOTE: INTERPOLATE FOR INTERMEDIATE VALUES OF SPAN AND /OR TRIBUTARY WIDTH TO DETERMINE DESIGN PRESSURES. ANCHOR 7YPPEE SPAN TRIBUTARY (IN) PDESIGN R µTYPE SPAN TRIBUTARY DESIGN ice/ 85 98.52 85 46.16 70 119.63 70 56.08 50.63 60 139.57 108.00 50 78.51 48 174.46 40 98.13 85 87.50 22 178.42 70 106.25 85 41.56 57.00 60 123.96 70 50.47 50 148.75 120.00 50 70.66 42 177.08 40 88.32 85 79.17 30 117.76 65 103.53 20 176.64 63'00 50 134.58 78 41.17 B,C&E 38 177.08 70 45.88 B,CRE 85 69.27 50 64.23 70 84.11 - 132.00 40 80.29 72 00 50 117.76 30 107.05 33 178.42 20 160.58 85 59.37 73 40.33 70 72.10 60 49.07 84.00 50 100,94 50 58.88 29 174.03 144.00 40 73.60 85 51.95 30 98.13 70 63.09 20 147.20 96.00 50 88.32 40 110.40 25 176.64 HORIZONTAL MU WON VERTICAL MUWON TRIBUTARY WIDTH= W1 2 W2 11118 L PALM VERTICAL MULUON GLAZING , PRODUCT GLAZING PRODUCT WI W2 TRIBUTARY WIDTH= Wt + W7 2 N PRODUCT REVISED ad rnm9biT with the Florida Baidhrg Cod. AdocpE ce NO. A -O..: dpo :►.N4- 012 Sunshine Windows Manufacturing, Inc. 174$ W. 33rd Place Hialeah, Florida 33012 Ph: (305164 -9952 Fax:(305)828 -5118 Drawn 8y: RF. ed.: 9-30-05 scale NTS R.d.inn: Revision: DRAWING NO. SW -01 -0 SHEET 4 OF 7 2' X 2" X 1/8' ALUM. ANGLE 14 S.MS. (2) EA. ANGLE ANCHOR TYPE "A" 1' BY OR 2" BY WOOD BY OTHERS 4 d r x 3' ALUM. TUBE 2" X 2" X 1 /B' 2 5/8 LONG 14 S.M.S. (2) EA ANGLE ANCHOR TYPE "B" 1" BY OR 2" BY WOOD 2' X 2" X 1/8" 4 d BY OTHERS ALUM. ANGLE 1 14 S.M.S. (2) FA. ANGLE I "X3 ",1'X4 ", 2" X 4" OR 2' X 6 "ALUM. TUBE i 14 S.M.S. 1 1/2' MIN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4" MIN. EMBEDMENT INTO CONCRETE, (1) PER ANGLE 1" BYOORR2" BY WOOD BY MULLION 2" X 2" X 1/8" ALUM. ANGLE 2 5/8" LONG FOR 3' MULLION 3 5/8" LONG FOR 4' MULLION 5 5/8° LONG FOR 6' MULLION 114 S.M.S. (2) EA. ANGLE ANCHOR TYPE "C" 2" X 2' X 1/8' ALUM. ANGLE 4 114 S.M.S. j (3) EA. ANGLE A i 1 "X4 ",2 "X 4' OR 2' X 6" ALUM. TUBE i 14 S.M.S. 1 1/2" MIN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4" MN. EMBEDMENT INTO CONCRETE. (2) PER ANGLE 1' BY OR 2' BY WOOD BY OTHERS / 14 S.M.S. 1 1/2' MIN. EMBEDMENT INTO WOOD OR 1/4" TAPCONS 1 1/4" MN. EMBEDMENT INTO CONCRETE, (1) PER ANGLE 114 S.MS. (2) EA. ANGLE ALUM. ANGLE 1/4" TAPCONS 2" MIN, EMBEDMENT INTO CONCRETE 1/2 NOTE: 1- MULLION CONNECTIONS SHOWN ON THIS SHEET ARE APPLICABLE TO VERTICAL OR HORIZONTAL MUWONS. 2- W000 BUCK BY OTHERS MUST BE PROPERLY ANCHORED TO TRANSFER LOAD TO THE STRUCTURE AND TO BE REVIEWED BY BUILDING OFFICIAL NOTE ** PROVIDE 2 1/2" MIN. DISTANCE TO EDGE OF CONCRETE IN ANY DIRECTION DETAIL OF ATTACHMENT TO PRECAST SILL 2" X 2' X 1/8" ALUM. ANGLE 3 5/8" LONG FOR 4' MUWON 5 5/8" LONG FOR 6" MULLION 114 S.M.S. (3) EA. ANGLE 1" BY OR 2' BY WOOD BY OTHERS 1/4" TAPCONS 1 1/4" MIN. EMBEDMENT INTO CONCRETE, (2) PER ANGLE 14 S.M.S. 1 1/2' MIN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4" MIN. EMBEDMENT INTO CONCRETE, (2) PER ANGLE 1/4" TAPCONS 1 1/4" MN. EMBEDMENT INTO CONCRETE, (2) PER ANGLE Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Piave Hialeah, Florida 33012 Ph: (305)354 -9952 Fax:(305)828 -5118 Drawn By. RF Date :9 -30 -05 Seale: T /2 " =1 " Revision: Revision: DRAWING No SW-01 —07 SHEET 5 OF 7 PRODUCT SuIdlo6 I -. the Florida /.t J1S'4- • , d I -!y 4 FRANCISCO HERNANDEZ Rom* PE % 51393 Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Piave Hialeah, Florida 33012 Ph: (305)354 -9952 Fax:(305)828 -5118 Drawn By. RF Date :9 -30 -05 Seale: T /2 " =1 " Revision: Revision: DRAWING No SW-01 —07 SHEET 5 OF 7 ANCHOR TYPE "A" 1' BY OR 2' BY WOOD 4 BY OTHERS ALUM. V CUP 1 "X2'OR 1' X 3' ALUM. TUBE ALUM. V CUP 1 5/8' LONG FOR 2' MULLION 2 5/8' LONG FOR 3' MULLION 4 9 14 S.M.S. 1 1/4' MN. EMBEDMENT INTO EMBEDMENT INTO CONCRETE. (1) PER4•LEG 4 A 1" BY OR 2' BY WOOD Br OTHERS ANCHOR TYPE "B" ANCHOR TYPE "C" 1' BY OR 2' BY WOOD 1' BY OR 2' BY WOOD BY OTHERS 4 BY OTHERS ALUM. V CUP 1'X 3', 1 "X4" 2' X 4' OR 2' X B' ALUM. TUBE 9'14 S.U.S. 1 1/4' MIN. EMBEDMENT INTOWOUD OR 1/4' TAPCONS 1 1/4' MIN. EMBEDMENT INTO CONCRETE, (1) PER LEG ALUM. CUP 1/4" TAPCONS 2' MN. EMBEDMENT INTO CONCRETE ALUMINUM Y CUP 2 5/8" LONG FOR 3' MUWON 3 5/8" LONG FOR 4" MULLION 5 5/8' LONG FOR 6' MULLION ALUM. CUP 1'X4 ",2 "X 4' OR 2' X 6" ALUM. TUBE / 14 S.N.S. 1 1/4' MN. EMBEDMENT INTO WOOD OR 1/4" TAPCONS 1 1/4" MN. EMBEDMENT INTO CONCRETE, (2) PER LEG 1" BY OR 2' BY WOOD BY OTHERS 2 - ALUMINUM V CUP 3 5/8" LONG FOR 4" MULLION 5 5/8' LONG FOR 6' MULLION 9 14 S.M.S. 1 1/4' MN. EMBEDMENT INTO WOOD OR 1/4' TAPCONS 1 1/4' MIN, EMBEDMENT NTO CONCRETE, (2) PER LEG NOTE: 1- MULLION CONNECTIONS SHOWN ON THIS SHEET ARE APPUCAECE TO VERTICAL. OR HORIZONTAL MULLIONS. 2- WOOD BUCK BY OTHERS MUST BE PROPERLY ANCHORED TO TRANSFER LOAD TO NE STRUCTURE AND TO BE REVIEWED BY BUILDING OFFICIAL NOTE ** PROVIDE 2 1/2' MIN. DISTANCE TO EDGE OF CONCRETE IN ANY DIRECTION DETAIL OF ATTACHMENT TO PRECAST MIL 1/4" TAPCONS 1 1/4" MN. EMBEDMENT INTO CONCRETE. (2) PER LEG 1/4' TAPCONS 1 1/4" MIN. EMBEDMENT INTO CONCRETE (2) PER LEG Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Place IOalesh. Florida 33012 Ph: (305384 -9952 Fax:(305 28 -5118 Drown RF Date: 9 -30 -05 Scd, 1/2 " =1" Revision. R4Wslon OWNING NO: SW —01 -07 SHEET 6 OF 7 PRODUCT REVISBL we complying with es #19elds Asa(tsem Ne A., - 0 M(a., ,,.., a Pmdsct CosIrd 02 , VOW _ X71 �z} FRANCISCO HERNANDEZ FLORIDA PE / 51393 Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Place IOalesh. Florida 33012 Ph: (305384 -9952 Fax:(305 28 -5118 Drown RF Date: 9 -30 -05 Scd, 1/2 " =1" Revision. R4Wslon OWNING NO: SW —01 -07 SHEET 6 OF 7 SECTION A -A "U" CLIP (TYPICAL) A N N .75" ALUMINUM "U" CLIP FOR 1" WIDE TUBES DETAILS OF MULLION TO MULLION CONNECTIONS FOR 1" WIDE TUBES "V" CLIP FOR 1" WIDE TUBES "V" CLIP FOR 2" WIDE TUBES Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Plaa Hkle00. Florid» 3301 P1,: (305)384 -9052 2 F.A:(305)828 -5115 z O W aC f~ By, RE Date: 9 -30 -05 svd.. 1 /2"=1" R.visien: Revision: DRASING Na: SW -01 -07 SHEET 7 OF 7 PRODUCT R€ ILSED as complying seitti idolised& &slams Code By if ., 4r% ! -ice . 4- :147 a» e rifled cC"to! / FRANCISCO HERNANDEZ FLORIDA PE / 51393 Sunshine Windows Manufacturing, Inc. 1745 W. 33rd Plaa Hkle00. Florid» 3301 P1,: (305)384 -9052 2 F.A:(305)828 -5115 z O W aC f~ By, RE Date: 9 -30 -05 svd.. 1 /2"=1" R.visien: Revision: DRASING Na: SW -01 -07 SHEET 7 OF 7 06/02/2015 22:04 FAX BUILDING CODE COMPLIANCE OFFICE (BCCO) • PRODUCT CONTROL DIVISION ri001 MIAMI-DADE COUNTY, FLORIDA METRO- DADLFLAGLER BUILDING 40 WEST FLAGLERSTREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOTICE OF ACCEPTANCE. (NOA) Sunshine Windows Manufacturing;,Inc. 1745 W. 33rd Place Hialeah, Florida 33012 ScOFE • This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (Am).. This NOA shall not be valid after the expiration date stated, below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AID (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 ART may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction_ BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Series 2001 Aluminum French Door Impact Resistant. APPROVAL DOCUMENT: Drawing No. FD0 8-1, titled "Series 2001 Aluminum French Door Impact Resistant ", sheets 1 through 3 of 3, prepared by the manufacturer, dated'04/02/08 with no revisions signed and sealed by Francisco Hernandez, P.E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Bach unit, shall bear a permanent label with the manufacturer's name or logo, city, state 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 renews NOA # 02"1104.03 consists of this page 1, evidence page 1, as well as approval document mentioned above. The submitted documentation was reviewed by Mohammed Iqbal Shaikh, P.E. NOA No 08. 0417.05 Expiration Date; May 08, 2013 Appro I Date: May/22, 2008 / Page 1 06/02/2015 22:05 FAX I1002 Sunshine Windows Manufacturing. Inc. • NOTrrCE OF ACCEPTANCE: EVIDENCE SUBMITTED { A. • DRAWINGS 1. Drawing No. FDOS -01, titled "Series 2001 Aluminum French Door Impact Resistance ", sheets 1 through 3of 3, prepared by the manufacturer, dated 04/02/08 • with no revision, signed and sealed by Francisco Hernandez, P.E. 1 B. TESTS ( Submitted Under NOA # 2-1104.03) 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 20294 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per Fl3C, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 2411 32.1 and TAS 202 -94 Along with marked -up drawings and installation diagram of an aluminum swinging glass door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. 3399, dated 07/24/02, signed and sealed by Late Gilbert Diamond, P.E., reviewed by J. O. Chan, P. E. C. CALCULATIONS 1. Anchor Calculations and structural analysis, prepared by Francisco Hernandez, PE, dated 03/31/08 signed and sealed by F_ Hernandez, P.E. D.. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 06-0216.06 issued to Solutia, Inc. for "Saflex III G clear and colored interlayer", expiring on 05/21/11 Zr . Die drawings prepared by Alcan ExtrusiousAWC -36, 37, 38, 39, 47 & 57, dated 2003. E. STATEMENTS 1. No Interest Letter signed and sealed by Francisco Hernandez, PE. on April 02, 2008, 2. Code Compliance letter signed and sealed by Francisco Hernandez PE, on April 02,2008 3. Test Compliance letter issued by Fenestration Testing Laboratory, Inc on 08/16/02 signed and sealed by J. Chan, PE.(Submitted Under NQA# 02- 1104.03) F. OTHER 1. NOA # 02- 1104.03 E.1 Mohammed Iqbal Shaikh. P.E. Senior Building Code Compliance Specialist NOA No. 08- 0417.05 Expiration Date: May 0S, 2008 Approval Date: May 22, 2003 06/02/2015 22:05 FAX 5i 10 MAX FGR ANCHOR OPOONS AO NUM OF maRafts SEE haw p 340 DETAN PRESSURES CHART OF 1}4S SHEET. FOR DUALS SEE SECTIONS SHONN ON SHEETS Z OF 3 AKO 3 OF 3. 1 I 1 I DOOR -v 26 lir 1 i I 1 .I I WAY Ct to DAME' . L..---....1 LW ' 3r 1.%X. DOOR 11)TH 2€ 1/r WAX OMEN!. MT. MX. ELEVATIONS 5 MIAMI- DADE IMPACT RESISTANT SHUTTERS ARE NOT REQUIRED - DESIGN PRESSURES CHART- ME DOOR 000R DOOR . DOOR LEAF LEAF HEIGHT LW ' WIDTH MICHORS (N0MQAL. ANCHORS POS. . (NOBAINAL) PER HEAD ANO SILL , PER JAMB 3'-0 4- . -70.0 70.0 S' — 0 " 5 . 2.-6. 3 - 70.0 70.0 I 3'-0" 01- - 70.0 70.0 6' tr 7 • 2' —6' 3 - 70.0 70.0 NOTES: 1. MOOR OPTIONS AND NUMBER OF ROM • 1/4' ELCO TAP 1111Hiltlisg MIN. 111BOMENT INTO catcmgE 131ACK CR j14 . MTH 1 1/2" WIN. EXIMIENf INTO 28Y W000 BUCK DR 14 S.M.S. X t 1/2' IN METAL FOR ABIDER OF ANCHORS FOR EACH DOOR 11167 97E MR TO DESIGN PRESSURES CHART. . MAR fiOLTS 14.1 DDOR RUSH BOLTS SHILL 0( WAGED IN ORDER 10 ACHIM 11ESIG1 PRESSURES SHUN AM 3. CLARK SfW offlula tan= MASS WOE OF MO LIB OF 1/6. MEAT STRENGTHENED GLASS MR A CLOW RIM LINER nu &IAD- OIEPSAFE SY SCLURA INC. (Ann PENE14ADO1t 0533r. 4. COLONIM. 1,111fFEIS OW RE AWED. S. FIVAE CORNERS coma/ cr 91111 JCIMS tasmia 111144 gi /10 X 1. PAN NEN3-91EET METAL 9f-REWS.. 6. %MANI MOND PERIMETER OF MAD DOLT, RANDLE, STRIKE PLATES, FLUSH BOLTS, FRPRE. P140., ETC. 7. REFERENCE: TEST REFCRT FIL-33914. B. MIS PR001401 MEETS RIE RBIIIIKIENIS OF THE 2034 FLORIDA BUMS CODE PRObtie7 I LIOISTLytyilr6 th, fTwfdi Aarviawyde. o'er- 4449F. my Sem 4-t &AMMO KNISh012 ' FL PC 4 MN or... RF Dem DAWNON RTS 044144... atom F008-01 SHEET 1 OF 3 cr 0 0 06/02/2015 22:05 FAX gra O•i • '1ST OR RR %SOD RCS Sr PERS SUL STROSIRO sa ORM SYSTEM Law 0WICIL 1011 P/L tinwe Gums) PEI= COM SEC NW 43 Or SSW 1 OF 3 AND GULING MK RICCI 11 SHEET 1 Cr 3. STRUCTURAL SNJC:y€ ow WNW CR SNUB -- % PART f WO. DESCRIPTION - MATERIAL 1 SIN-3.5 I FRENCH DOOR HEAD 5063-16 _ 2 SW-39 4 FRENCII DOOR TOP AND WNW RAIL 6063-16 3 SW-36 4 FRENCH DOOR VERTICAL STILE 6063-T6 4 SIfi-37 2 MERCK DOOR JAMB _ 6063-T5 . - 5 . SW -40928 (4") 1 PER ANCHOR FLAT FILL COYER 6063-T5 6 SW-40 1 FRENCH DOOR SILL (MILL FINISH) 6063-T6 7 'MX-47 I FRENCH DOOR ADAPTER 6063-15 II ' SO-3332 AS REDD FIN PILE WEATHER STRIP (WIXL GULD) POLYPROPYLENE 9 SW-57 3 PER LEAF e BUTT HINGE . 6063 75 ID SILICONE S REO'D DOR comau 995/PECORA 695 . . SIUCONE 11 SW-L1 1 LACK pitcr-0 _ METAL YALE NEW TRADITIONS BOO SERIES DEAD BOLT hiqx. 12 SW-L2 1 LOCX, KEY OPERATED ON THE EXTERIOR ANTI THUMB TURN ON THE INTERIOR 13 SW-Fe 2 PER LEAF SEWS 2510 CONCEALED FLUSH BOLT BY REGENT " METAL 14 SCREWS RS-REVD # 10 X 1' 5145 ES SCREWS AS-REWO 1 10 X 1 1/2' SAM 16 SW-39 AS7RE0'0 APPLIED PERIMETER TRIM 6063-75 17 SCREWS AS-RE0'13 # 6 X I/2" SMS 18 SIV-H 1 SURFACE MOUNT HANDLE -METAL 4.00. mops fr MN CORNERS OW IRE atsr OtO MO. MAK rce mem MEW NO • 1111WEA OF NOVO 9:E MAE #I DEM PRESSURE OUR! ON MELT 1 OF 3. (mot FOR HERO MO SILO -61.17:1 16 H00 (SA-30) 0 R T�' & OMNI RM. (P--3R) 5.,gro/ 3.5a• Ow o101(s11'-37) 0 10 .• VERTICAL SECTION J 0 FD ADAPTIERIBN-47) FO HINGE (S11-57) 4.376 0 16 kuffick 56L (SW-36J 0 PERNIETER TIOM 0`2,4'Al _L "it . r rm)r)-., n:..-1,,D . 'Y iffar II. v, IF 6'4 .D.Trzi DaSeRcidiROseptat - 9Mcka . 4.00. mops fr MN CORNERS OW IRE atsr OtO MO. MAK rce mem MEW NO • 1111WEA OF NOVO 9:E MAE #I DEM PRESSURE OUR! ON MELT 1 OF 3. (mot FOR HERO MO SILO -61.17:1 16 H00 (SA-30) 0 R T�' & OMNI RM. (P--3R) 5.,gro/ 3.5a• Ow o101(s11'-37) 0 10 .• VERTICAL SECTION J 0 FD ADAPTIERIBN-47) FO HINGE (S11-57) 4.376 0 16 kuffick 56L (SW-36J 0 PERNIETER TIOM 0`2,4'Al _L "it . r rm)r)-., n:..-1,,D . 'Y iffar II. v, IF 6'4 .D.Trzi DaSeRcidiROseptat - 9Mcka . 4 MIAMI LaADE COUNTY BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) DAB DOORS INC. 12195 NW 98th Ave. Hialeah Gardens, FL 33018 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING T FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 05) 375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by the BCCO and accepted by the Building Code and Product Review Committee (BCPRC) 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 BCCO (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. BCPRC reserves the right to revoke this acceptance, if it is determined by BCCO 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. SectinnalResidential Garage r-16' Wadi -r APPRO i r : Drawing No.98- 05,`Sheets 1 through of4 : ed "Sectional-Residential Garage Door," dated 02/23/98, with last revision on 05/20/05, prepared by A1- Farooq Corporation, signed and sealed by H. Farooq, PE. bearing the Miami -Dade County Product Control Approval stamp with the NOA number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: Large & Small Missile. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement "Miarni -Dade County Product Control Approved or MDPCA' 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. LIMITATION: This approval requires the manufacturer to do testing of all coils used to fabricate door panel under this Notice of Acceptance. A minimum of 2 specimens shall be cut from each coil and tensile tested according to ASTM E -8 by a Miami -Dade County approved laboratory selected and paid by the manufacturer. Every 3 months, four times a year, the manufacturer shall mail to this office: a copy of the tested reports with confirmation that the specimens were selected from coils at the manufacturer production facilities, and a notarized statement from the manufacturer that only coils with yield strength of 39,000 psi or more shall be used to make panels for Miami Dade County under this Notice of Acceptance. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be' provided to the .user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building-Official. This NOA consists of this page, evidence page as well as approval documeent mentioned above. The submitted documentation was reviewed by Candid 4 . Font PE. NOA No: 05- 0217.02 Expiration Date: July 21, 2010 Approval Date: July 21, 2005 Page 1 DAB DOORS INC. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS 1. Drawing prepared by A1- Farooq corporation titled "Sectional Residential Garage Door ", Drawing No. 98 -05, dated 02/23/98 with latest revision on 05/20/05 Sheets 1 through 4 of 4 signed and sealed by H. Farooq, PE. B TEST 1. Test Report on Large Missile Impact Test and Cyclic Wind Pressure Test, of "Sectional Residential Door with Windows" (prepared by Hurricane Engineering & Testing Inc. Report No. HETI 03 -1328 dated 07/15/03, signed and sealed by R. E. Droz -Seda, PE. 2. Test Report on Uniform Static Air Pressure Test, of "Sectional Residential Door" prepared by Hurricane Engineering & Testing Inc., report No. HETI 03 -1329, dated 07/15/03 signed and sealed by R. E. Droz -Seda PE. 3. Test Report on Tensile Test per ASTM E -8 of "Sectional Residential Door (skin)" prepared by Hurricane Engineering & Testing Inc, report No. HETI 03 -T078 dated 10/31/03, signed and sealed by R. E. Droz -Seda PE. C CALCULATIONS 1. Anchor calculations, prepared by AI- Farooq Corporation on 05/10/01, Sheets 1 through 4 signed and sealed by H. Farooq,.. MATERIAL CERTIFICATION = Test Report on Accelerated Weathering Using Xenon Arc Light Apparatus Test per ASTM G155 of "PVC Extrusion$'laterial" prepared by Hurricane Engineering & Testing, Inc Report No. HETI 04- A002,. dated 09/27/04 signed and sealed by R. E. Droz -Seda PE. 2. Test Reports on Tensile Test per ASTM D638 of "PVC Extrusion Material" prepared by Hurricane Engineering & Testing Inc. Report No. HETI 04 -T251 dated 11/29/04 signed and sealed I. Ghia PE. 3. Test Report on Self - Ignition Temperature Test, Rate of Burn Test and Smoke Density Test of "REHAU non -foam PVC extrusion material" prepared by ETC Laboratories Report No. 04- 761 - 15019.0 dated 05/06/04 signed and sealed by J. L. Doldan PE. STATEMENTS Letter of Code compliance prepared by Al- Farooq Corporation, dated 01/25/05, Signed and sealed by H. Farooq, PE. 2. Letter of No financial interest pre}ared by A1- Farooq Corporation, dated 01/25/05, signed and sealed by H. Farooq, PE and notarized by V. Bencid. 1. E -1 o 7 /g /t/�. Candid(' F. ont PE. Sr. Product Control Examiner NOA No 05- 0217.02 Expiration Date: July 21, 2010 Approval Date: July 21, 2005 7 -1/2" X 3" X 071" GALV. STEEL END ROLLER HINGE- IN/ (6) #14 X 5/8" SMS 7 -1/2" X 3" X .071" GALV. STEEL CENTER HINGE W/ (4). #14 X 5/8" SMS 1" W X .15 THK. LATCH TrPUSH NUT TOP FIXTURE 5 -1/2' X 2 -3/4" X 0.1" STEEL PLATE WITH ONE 5/16 -18 MS W/ NUT 02110NAL DOOR VIEWER TO BE INSTALLED AT .I Hiw¢ncU iv GNU any min -ANY CENTER STILE (6) #14 X 3/4" SELF DRILLING SCREWS G � ®61 Gt A1� /A1IA1�IW61' 8 Y Y Y ��� Y� V Y i�1 I�1 I�1 ! V�1 V�I !1'' ��I���IIJJ' 1I 1 n DES) 1 B Y I I i mil V I I � h lil mil V�li Iih_ = N= � cc ,, - 1 =1 I�I V� I� '�1 ^ P III �! P= ���1 s AA A A A A IIA A `oN o I i! %I �81�� K •II' 1: I 1 !�) ( LOW EDOOM DOOR OPTION I" X 3 -1/8" X .010" �. PLATE OPT ONAL VENTS OPTIONAL FLUSH FACE L .w A '4) #14 X 3/4" SOS (3) 5" WIDE AT 7" O.C. MAX.. WOOD GRAIN DESIGN OPNG. AREA NOT TO EXCEED 120 SQ. IN. MAX. DOOR WIDTH SPRING LOADED SLIDE BOLT LOCK (BOTH Si FASTENED W/ (4) #14. X 1/2" S.M.S. 5/8' MIN. LOCK ENGAGEMENT CONFORMS TC FBC 1012 REGARDING GARAGE DOORS .158 DIA. GALV. AIRCRAFT TYPE CABLE & NICO -PRESS SLEEVE W/ MIN. 5 TO 1 SAFETY FACTOR r X 3" X 0.1" STEEL PLATE_ WITH (4) #14 X 3/4" SELF URILUNG SCREWS DOOR HEIGHT 10' -3" 1 O'-6' 10•-9" 11' -3" 11' -9" 12' -3" 12' -6" 12' -9" 13'-3" 13' -6" 13' -9" 14' -3" 14' -6" 14' -9" 15' -3" 15' -6" CONSISTS OF 2 SECTIONS 18" 1 SECTION 18" 4 SECTIONS 21" 3 3E0110N5'l5" 4 SECTIONS 18" 3 SECTIONS 18" 2 SECTIONS 18" 1 SECTION 18' 5 SECTIONS 21" 8 SECTIONS 18" 5 SECTIONS 18" 4 580006S 18" 3 SECTIONS 18" 2 SECTIONS 18" 1 SECTION 18' 6 SECTIONS 21" 6 SECTIONS 18" 5 SECTIONS 18" 4 SECTIONS 18' 3 SECTIONS 18" 2 SECTIONS 18" 1 SECTIONS 18" 7 SECTIONS 21" 6 58011065 18" 5 SECTIONS 18" 4 SECTIONS 18" 3 SECTIONS 18' 2 SEC110N5 18'. 1 SECTION 16 "- 8 SECTIONS 21" 6 SECTIONS 18" 5 SECTIONS 18" 4 SECTIONS 18' 3 SECTIONS 18" 2 SECTIONS 18" 1 SECTION 18" 9 SECTIONS 21' 6 SECTIONS. 18" BRACKET STD. UFT DOOR 2 SECTIONS 21" 3 SECTIONS 21' 1 SECTION 21" 2 SECTIONS 21" 3 SECTIONS, 21' 4 SECTIONS 21" CENTER STILE OUTSIDE HANDLES END STILE - INSIDE ELEVATION RAISED PANEL EMBOSSED DOOR 1 SECTION 21' 2 SECTIONS 21" 3 SECTIONS 21" 4 58011065 21" 5 SECTIONS 21" 1 SECTION 21" 2 SECTIONS 21" 3 SECTIONS 21' 4 SECTIONS 21' 5 SECTIONS 21" 6 SECTIONS 21' 2 SECTIONS 21' 3 SECTIONS 21" 4 SECTIONS 21' 5 SECTIONS 21" 6 SECTIONS 21" 7 SECTIONS 21' 3 SECTIONS 21" 4 SECTIONS 21' 5 SECTIONS 21 ". 6 SECTIONS 21" 7 SECTIONS' 21" 8 SECTIONS 21' 4 SECTIONS 21" \I LOCK BAR GUIDES L. INSTALLED ON END STILE WITH (4) #14 X 5/8" SMS 18T X .6W LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DO CENTER STILES OUTSIDE KEYED LOCK LOCK BAR LOCKING SHOWN DAB DOOR MODEL 824 MAX. SIZE 16 " =2" WIDE X 16' -0" HIGH 24 GA. ROLL FORMED STEEL DESIGN PRESSURE RATING + 48.0 PSF - 52.0 PSF 8' -0" TO 9'-0" DOOR WIDTHS THIS PRODUCT IS RATED FOR LARGE MISSILE IMPACT SCHEDULE 'A' CENTER STILES CONFIGURATION DOOR WIDTHS OF CENTER 511155 8' -0" TO 9' -0" -2 9' -1" TO 11' -10" 2 12' -0" TO 13' -10" 3 14' -0" 10 15' -10" 4 15' -11' TO 16 -2" 5 n GENERAL NOTES 1. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004 EDITION INCLUDING HIGH VELOCITY HURRICANE ZONE. 2. ANCHORS SHALL BE AS USIED, SPACED AS SHOWN ON. DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 3. AU_ BOLTS, NUTS AND WASHERS SHALL BE ZINC PLATED CARBON STEEL 4. ANCHORING OR LOADING CONDITIONS,140T SHOWN IN THESE DETAILS ARE NOT PART OF•TH,A APPROVAL 5. A 3336 INCREASE IN ALLOWABLE STRESS IS USED IN DESIGN OF WOOD ANCHORS ONLY. • 9' -1" TO 11 -10" - 14' -0 TO 15' -10" DOOR WIDTHS DOOR WIDTHS Engr. DR. HUMAYOUN FAR000 S 84,CNRES FLA PE i 16557 , CAN. 3538. deride Buid4 g Ga �„...i DaW 07 DIOM 0- 6 2005 Miami 08 We t* 111 DOOR WIDTHS - DOOR WIDTHS drawing no. 98 -05 h 11 rg Pt SPRING LOADED SLIDE BOLT LOCK (BOTH Si FASTENED W/ (4) #14. X 1/2" S.M.S. 5/8' MIN. LOCK ENGAGEMENT CONFORMS TC FBC 1012 REGARDING GARAGE DOORS .158 DIA. GALV. AIRCRAFT TYPE CABLE & NICO -PRESS SLEEVE W/ MIN. 5 TO 1 SAFETY FACTOR r X 3" X 0.1" STEEL PLATE_ WITH (4) #14 X 3/4" SELF URILUNG SCREWS DOOR HEIGHT 10' -3" 1 O'-6' 10•-9" 11' -3" 11' -9" 12' -3" 12' -6" 12' -9" 13'-3" 13' -6" 13' -9" 14' -3" 14' -6" 14' -9" 15' -3" 15' -6" CONSISTS OF 2 SECTIONS 18" 1 SECTION 18" 4 SECTIONS 21" 3 3E0110N5'l5" 4 SECTIONS 18" 3 SECTIONS 18" 2 SECTIONS 18" 1 SECTION 18' 5 SECTIONS 21" 8 SECTIONS 18" 5 SECTIONS 18" 4 580006S 18" 3 SECTIONS 18" 2 SECTIONS 18" 1 SECTION 18' 6 SECTIONS 21" 6 SECTIONS 18" 5 SECTIONS 18" 4 SECTIONS 18' 3 SECTIONS 18" 2 SECTIONS 18" 1 SECTIONS 18" 7 SECTIONS 21" 6 58011065 18" 5 SECTIONS 18" 4 SECTIONS 18" 3 SECTIONS 18' 2 SEC110N5 18'. 1 SECTION 16 "- 8 SECTIONS 21" 6 SECTIONS 18" 5 SECTIONS 18" 4 SECTIONS 18' 3 SECTIONS 18" 2 SECTIONS 18" 1 SECTION 18" 9 SECTIONS 21' 6 SECTIONS. 18" BRACKET STD. UFT DOOR 2 SECTIONS 21" 3 SECTIONS 21' 1 SECTION 21" 2 SECTIONS 21" 3 SECTIONS, 21' 4 SECTIONS 21" CENTER STILE OUTSIDE HANDLES END STILE - INSIDE ELEVATION RAISED PANEL EMBOSSED DOOR 1 SECTION 21' 2 SECTIONS 21" 3 SECTIONS 21" 4 58011065 21" 5 SECTIONS 21" 1 SECTION 21" 2 SECTIONS 21" 3 SECTIONS 21' 4 SECTIONS 21' 5 SECTIONS 21" 6 SECTIONS 21' 2 SECTIONS 21' 3 SECTIONS 21" 4 SECTIONS 21' 5 SECTIONS 21" 6 SECTIONS 21" 7 SECTIONS 21' 3 SECTIONS 21" 4 SECTIONS 21' 5 SECTIONS 21 ". 6 SECTIONS 21" 7 SECTIONS' 21" 8 SECTIONS 21' 4 SECTIONS 21" \I LOCK BAR GUIDES L. INSTALLED ON END STILE WITH (4) #14 X 5/8" SMS 18T X .6W LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DO CENTER STILES OUTSIDE KEYED LOCK LOCK BAR LOCKING SHOWN DAB DOOR MODEL 824 MAX. SIZE 16 " =2" WIDE X 16' -0" HIGH 24 GA. ROLL FORMED STEEL DESIGN PRESSURE RATING + 48.0 PSF - 52.0 PSF 8' -0" TO 9'-0" DOOR WIDTHS THIS PRODUCT IS RATED FOR LARGE MISSILE IMPACT SCHEDULE 'A' CENTER STILES CONFIGURATION DOOR WIDTHS OF CENTER 511155 8' -0" TO 9' -0" -2 9' -1" TO 11' -10" 2 12' -0" TO 13' -10" 3 14' -0" 10 15' -10" 4 15' -11' TO 16 -2" 5 n GENERAL NOTES 1. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004 EDITION INCLUDING HIGH VELOCITY HURRICANE ZONE. 2. ANCHORS SHALL BE AS USIED, SPACED AS SHOWN ON. DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 3. AU_ BOLTS, NUTS AND WASHERS SHALL BE ZINC PLATED CARBON STEEL 4. ANCHORING OR LOADING CONDITIONS,140T SHOWN IN THESE DETAILS ARE NOT PART OF•TH,A APPROVAL 5. A 3336 INCREASE IN ALLOWABLE STRESS IS USED IN DESIGN OF WOOD ANCHORS ONLY. • 9' -1" TO 11 -10" - 14' -0 TO 15' -10" DOOR WIDTHS DOOR WIDTHS Engr. DR. HUMAYOUN FAR000 S 84,CNRES FLA PE i 16557 , CAN. 3538. deride Buid4 g Ga �„...i DaW 07 DIOM 0- 6 2005 Miami 08 We t* 111 DOOR WIDTHS - DOOR WIDTHS drawing no. 98 -05 16 G. X 2 -1/4' X 3/4" X 2" GALV. STEEL U.BAR REINFORCING TRUSS O TOP OF PANEL TRUSS FASTENED 70 VERTICAL INTERMEDIATE STILES W/ TWO 114 X 5/8" S.M.S. AND TO END STILE W/ FOUR /14 X 3/4' SELF DRIWNG S. 055" X 2 -1/4" X 3/4' X 2" GALV. STEEL U.BAR REINFORCING TRUSS O BOTTOM OF PANEL TRUSS FASTENED TO VERTICAL INTERMEDIATE STILES W/ TWO #114 X 5/8" S.M.S. AND TO END SALE W/ FOUR 114 X 3/4" SELF DRIWNG S. Limmi BOTTOM SEAL .058 ALUM PLATE WITH 1/8' X 1" S.M.S. !O 48" 0.0. AND RUBBER WEATHERSTRIPPING 1ST SECTION (BOTTOM) REINFORCING OPTIONAL STOP MOULDING BY DOOR INSTA STEEL TRACK BRACKET FASTENED TO WOOD JAMB WITH 5/16" X 1 -5/8" LAG SCREW HEX WASHER HEAD TYPE A SOUTHERN PINE 0.55 S. 1/2" X 1 -3/4" X 16 GA. OPEN TUBE 0 TOP & BOTTOM OF EACH PANEL #14 X 5/8" SMS 6 PER HINGE 16 GA. X 2 -1/4" X 3/4" X 2° GALV. STEEL V.BAR REINFORCING TRUSS TRUSS FASTENED TO VERTICAL INTERMEDIATE STILES W/ TWO # 14 X 5 /B" S.M.S. AND TO END STILE W/ FOUR # 14 X 3/4" SELF DRIWNG SCR. INTERMEDIATE SECTIONS REINFORCING 24 GA. STEEL PANEL FLAPS BENT OVER PANEL 1/2" PUNCHED HOLES 0 4" 0.C. 16 GA. X 2 -1/4" X 3/4" X 2' GALV. STEEL U.BAR REINFORCING TRUSS TRUSS FASTENED TO VERTICAL INTERMEDIATE STILES W/ TWO # 14 X 5/8" S.M.S. AND 70 END STILE W/ POUR # 14 X 3/4' SELS DRIWNG SCR. TOP SECT ON REINFORCING 1/2' X 1 -3/4" X .058' FORMED STEEL GLUED 70 PANEL AND SECURED TO END STILE WRH (4) 3/16' POP RIVETS 1 -7/8' X 2 -5/8° X .049' STEEL CENTER S11LE, GLUED AND RIVETED TO PANEL W/ (4) 3/16' RIVETS POP RIVETS 4 /14INGE /8" S.M.S. 3/4" X 2" X 2 -1/2" X .049" STEEL END STILE, CONNECT TO PANELS WITH FLAPS AND (5) OR (6) 3/16" ALUM RIVETS SEE DETAIL ABOVE 3/16" POP RIVETS AT 4" 0.C. (6) FOR 21" STILES (5) FOR 18" STILES I I I k1 024" STL. PANEL —END STILE OUTSIDE OF 030 3" MIN. EDGE DISTANCE :- 1t -1/e SOLID BRASS DOOR VIEWER BY 'SCHLAGE SECURITY HARDWARE' INSTALLED IN 9/16" DIA. HOLES IN CENTER STILE POSITIONED AT EYE LEVEL 2" X 2 -3/16" X 3 -1/2" X .010" 1IEEL TRACK BRACKETS SEE SHEET 3 FOR SPACING 3/8' DIA. POWERS WEDGE BOLT ANCHOR 3 -1/2" MIN. EMBED INTO GROUT FILLED BLOCK 2" MIN. EMBED INTO CONC. (3000 P51 MIN.) 1 PER BRACKET Engn DR. HUMAYOUN FAR000 STRUCTURES RJ PE # 16557 CAN. 3538 2 -1/8' X 1" X .078" GALV. STEEL TRACK FASTENED TO TRACK PLATES W/ 1/4 -20 X 5/8" TRUSS HD. SLOTTED M.S. & LOCK NUT 7/8" PUSHNUT INSTALLED ON ROLLER SHAFT 7 -1/2" X .050' GALV. STEEL CENTER HINGE SECTION B —F INTERIOR SIDE 7 -1/2" X .071" END ROLLER HINGE 1.82" DIA. X .50" STEEL ROLLERS W/ .44 DIA X 5" STEM 1/4 -20 SS BOLT & NUT Approved ez toaarlylsg fin Plndda Bui,iL C MOA oT AO$ MOAN Miami Dada act Lbanti Division T19 14 GA. GALV. STEEL ADJUSTABLE SLIDE FASTENED TO BRACKET M. SC//REWS1 & N 3UTS4" HEX HEAD HORIZONTAL REINFORCEMENT 1/2 "X 1 -3/4" X .058" FORMED STEEL GLUED TO PANEL AND FASTENED TO VERTICAL STILES WITH (2) 3/16" POP RIVETS 2 -3/4" X 5 -1/2" X 3" X .104" GALV. STEEL TOP ROLLER BRACKET DOUBLE) FASTENED W/ (6) # 14 X 5/5 S.M.S. 2" X5 -1/2' X .104" STANDARD LIFT DOORS GALV. STEEL FASTENED W/ (4) N 14 X 5/8' S.M.S. TOP ROLLER BRACKET FOR WW HEADR00M. DOOR 06710N 5/16" X 1 -5/8' LAG SCREWS INTO WOOD OR 5/16' SLEEVE ANCHORS WITH 1-1/4" EMBED INTO MASONRY HORIZ. TRACK SUPPORT AS RECD. BY DOOR INSTALLER CAST ALUM. CENTER SUPPORT REQD, ON DOORS / CABLE DRUM II EXCEEDING 8 FT. IN HEIGHT 3 PER BRACKET ,�O II 2 -1/2" X 4 -1/4" X 13 GA STEEL PLATES ��1 I1 IlI 1 WELDED TO 1 -1/2" X 1 -1/2° X 14 GA. ANGLE FASTENED TO TRACK t011ifF OR1 2. TRACK LENGTH = OPENING HEIGHT PLUS 12' WRH (4) 1/4 -20 SS. BOLT & NUTS 41� Off HORIZONTAL REINFORCEMENT 1/2" X 1 -3/4" X .058° FORMED STEEL GLUED TO PANEL AND FASTENED TO VERTICAL STILES WrrH (2) 3/18' POP RIVETS 5/16" MEETING RIB SECTION A -A SEE SHEET 2 FOR LOCATION OF REINFORCING TRUSSES 1.82" DIA. X .50" STEEL ROLLERS W/ -.44 DIA X 5" STEM OPTIONAL INSULATIONS BY 'APACHE PRODUCTS CO' , EPS- EXPANDED POLYSTYRENE DENSITY - 1.07 PCF N.O.A. #01- 1108.09 OR ISO -25 POLY- ISOCYANURATE DENSITY - 2.0 PCF 11.0A. 101- 1108.08 14 G4. GALV. STEEL WROLLER 6) $114 X 5 /8" SMS MIN. .024" ROLL FORMED STEEL PANEL DRAWING QUALITY 0 -40 MIN. YIELD STRENGTH = 39 KSI WITH PRIMER AND BAKED -ON POLYSTER PAINTED TOP COAT APPLIED TO BOTH SIDES OF STEEL 12 GA GALV. STEEL BOTTOM ( BRACKET 1 5FASTENED BOTTOM SEAL .058 ALUM PLATE WITH 1/8" X 1" S.M.S. co 46" O.C. AND RUBBER WEATHERSTRIPPING C DOUBLE TRACK Si LOW HEADROOM OPTION DOOR HEIGHT s_ SECTION HEIGHTS BRACKET PLACEMENTS 1ST 2ND 3R0 4TH 5111 131 B2 B3 84 85 86 B7 88 8' -0" 18" 78" 18" 18" N/A 7" 11 -3/4" 23" ,34" 45" sr 67" - 6' -6" 21" 18° 18" 21" N/A 1" 11 -3/4" 23" 34" 45" 56° 67" - 7'-0" 21" 21" 21" 21" N/A 1" 11 -3/4° 23" 34" 45" 56" 67" 78 -1/4" 7 -6" 18" 18" 18" 18" 18" 1" 11 -3/4' 23' 34" 45" 56" 67" 78 -1/4" 8' -0" 21" 18" 18'.18" 21" 1" 11 -3/4 23" 34" 45" 56° 67" 78 -1/4" "- SECTIONS ARE NUMBERED STARTING AT THE BOTTOM FOR DOORS MORE THAN 8 FT. HIGH, USE ADDMONAL 70P BRACKETS AT 10" 0.C. 14 GA. CALV. STEEL TRACK 2 -1/2" X 3 -3/4" X 12 G4 OR 2 1/2" X 4 -1/4' X 12 GA TRACK BRACKETS 2 -3/16° HIGH CONNECTED TO TRACK WITH ONE 1/4 -20 BOLTS & NUTS. m N TRACK CONFIGURATION STEEL STRUCTURE BY OTHERS MUST SUPPORT THE LOADS IMPOSED BY 000R SYSTEM 1/4" 0 HEX HEAD 1 M.5. & LOCK NUT ID 12' 0.0. +-- 3'X2 "X 14 CA CONT, STEEL ANGLE 2 -1/2' X 3 -3/4" 6.102° 0 2 -1/2" X 4 -1/4" X .102' STEEL FLAT BRACKETS 0 ±12` 0.C, CONNECTED TO CONT. ANGLE W/ (3) 1/4" 0 SPOT WELDS ALTERNATE TRACK INSTALLATION OR WOOD FRAME BUILDINGS STUD WALLS OR DOOR OPENING SHALL BE FRAMED SOLID BY NOT LESS THAN (3) 2X6 PRESSURE TREATED GRADE 2 OR BETTER WOOD STUDS. STUD WALLS TO BE CONT. FROM FOOTING TO TIE BEAM. WOOD BUCK CONNECTION TO MASONRY TRACK SHALL BE SECURED WITH TRACK BRACKETS TO PRESSURE TREATED 2X6 WOOD JAMBS WHICH SHALL BE ANCHORE0 TO GROUTED REINFORCED MASONRY BLOCK WALL OR CONC. COLUMN W/ 1/4" TAPCONS (1I to) WITH 1 -3/4" EMBED AND A SPACING FT' 0.C. OR 3/8" DIA. HILTI SLEEVE ANCHORS, 1 -3/4" MIN. EMBED AND A SPACING OF q4" 0,0. THE BLOCK WALL CELLS SHALL BE GROUT FILLED AND REINFORCED WITH FOUR 11 5 BARS EXTENDING INTO FOOTING AND INTO TIE BEAMS, ALL BARS SHALL BE CONTINUOUS FROM TIE BEAMS TO FOOTING. PREPARATION OF JAMBS BY OTHERS HILTI SLEEVE ANCHOR SPACING ANCHOR STRUCTURE EMBED. SPACING 5/16 BLOCK 1 -1/4" 5 "- CONC. 1" 5" 3/8 BLOCK 1 -1/4" 6" CONC. 1 -1/4" 7" MIN. EDGE DISTANCE TYPICAL CONC.= MIN. 3000 PSI dI 1 -1/2" 1/4 -20 5S BOLT & NUT ONE. PER BRACKET, 2 -1/8" X 1" X .078' GALV. STEEL TRACK FASTENED (())) 1 //4-20X5 /8P TRUSS HD. SLOT'T'ED )d5. & LOCK NUT nyrr DR. HUMAYDUN FAR000 • STRUCTURES FLA. PE 16557 CAN.. 38 • o acomplyvW�tpg l d9 Bt<,a 1VDA# t7 MIDI i Dad COMM JUN 0 6 2005 Division 0 0 p N Oa ra (Oy' }! v: o U n o _z,,Mo z _cow ca Oy dad W . 41 0 co O O 0 w drawing no. 98 -05 sheet 306 4 DOOR PANEL 24 GA. (.024) STEEL MIN. Y - 3 1765 7/16" DIA.. WASHER 1144 {4)1B X 3/4' SMS 0 3/8" FROM ENDS AND 7" 0.C. MAX. (4)- 18 x 3/4'. SUS 0r.1 -3/8" FROM ENDS AND . 6 -1/2" 0.C. MAX. * EXTERIOR FRAM RIGID PVC ONE PIECE INJECTION .175 X .062 DEEP GROOVE. -.: .250 1/4" POLYCARBONATE LEXAN GE NOA .#03.- 1210.04 1.725 INSIDE ELEVATION RAISED PANEL EMBOSSED DOOR WITH WINDOWS .175 X .062 DEEP GROOVE * INTERIOR FRAME RIGID PVC ONE PIECE INJECTION * PLASTIC COMPLIES WITH SECTION 2605.2 OF FBC 2001 SEE EVIDENCE PAGE (4) 18 X 3/4" SMS 0 1 -3/8" FROM ENDS AND 6 -1/2" 0.1. MAX. (4118 X 3/4" SMS 0 3/8" FROM ENDS AND 7" 0.C. MAX. 7/16" DIA. WASHER #8 X 3/4' SMS 0 3/8" FROM ENDS AND 4 -1/2" O.C. MAX.., .175 X .062 DEEP GROOVE • DOOR PANEL 24 GA. (.024) STEEL MIN. Engr. DR. NI4MA113UN FAR000 STRUCTURES t1A. PE $ 16557 • C.A.N. 3.5 :56 DOOR PANEL 24 GA. (.024) STEEL MIN. JUN .0 6 200 Approved as wmp(ylagwith lb* Florida 9e&120 Cod Data 417 2.0 OS M1amiD tutted DIvislo By drawing no. 98.05: (sheet 4of 4 ) BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) United Steel Products Company, 14305 South Cross Drive #200 Burnsville, MN 55306 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used-in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHD. This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Division (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 gnality 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. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami-Dade county Product Control Division 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: HITS, THD & THDH Series Wood Connectors. APPROVAL DOCUMENT: Drawing No. M1)09 -06, titled ` HUS Series", "THD Series ", & "THDH Series" sheets 1 through 3, dated 09/01106, prepared by United Steel Products Company signed and sealed by R. W. Lutz, P.E, bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance (NOA) number and Expiration date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state 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 of 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 consists of this page, evidence page E-I, E-2 & approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P.E. MIAMI -DARE CO FLORIDA_ METRO -DADE FLAG BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 : FAX (305) 375 -2908 NOA No: 06-0911.05 Expiration Date: March IS, 2012= Approval Date: March 15, 2007 Page 1 H 6: IDUCT ]DE JOIST. SIZE • STEEL GAUGE DIMENSIONS FASTENERS DESIGN LOAD W ' H D A HEADER JOIST 16d 16d 16d UPLIFT 15175 1- 3/4x5- 1/2x7 -1/4 16 1 -13/16 5 -3/8 3 2 04)16d <6)16d 3000 1975 1S177 1-3/4x7- 1/4- 11 -1/4 16 1 -13/16 7 -1/8 3 2 (22)16d (8)16d 4025 1800 15179 1-3/4x9-1/4-14 16 1-43/16 9-1/8 3 2 <30)16c1 _ <10)16d 4580 3210 1S 6 2 x 6 -8 .:: 36 ' . 1 -5/8' <: 7;16 3 2. , :<14)16d° )16d JS28 2 x 8-10 16 1 -5/8 . 7 -3/16 3 2 ; <22)16c1 <8)16d 4025 1800 4210 2 x 10 -12 16 3-5/8 , 9 -3/16 3 ? 00)16d f (10)16d 4580 3210 JS410 . 4 x 10-12 14 3 -5/8 8 -7/8 1 ` (3)16d <$216d P3P0 ; 1696 JS412 4 x 12 -14 14 3 -5/8 10-7/8 2 1 <10)16d <10)16d 3000 2665 JS46 <.` 4 : 6 -8`.;: ;:14 3-- 5/8'``, 5 2'` 1 <4)16d `` <4 »slid 1080 1 5 JS48 4 x 8 -10 14 3 -5/8 7 2 1 (6)16d ' (6)16d 1800 1550 JS26 -2 <2) 2 x 6 -8 14 3 -1/8 5 -1/4 2 1 (4)16d (41,1,6d 1080 1015 JS26-3 <3) 2 x 6 -8 14 4 -5/$ 4 -1/2 2 1 (4)16d <4)16d 1080 1075 JS28 -2 <2) 2 x 8 -10 14 3 -1/8 7 -1/8 2 1 C6 6d (6)16d 1800 1550 JS28-3 f3) 2 x 8 -10 14 4 -5/8 6 -3/8 2 1 (6)16d (6)16d 1800 1550 JS210 -2 <2) 2 x 10 -12 14 3 -1/8 9 -1/8 2 1 (8)16d <8116d 2320 1695 JS210 -3 (3) 2 x 10 -12 14 4 -5/8 8 -3/8 2 1 (13)16d (R)lAd 2320 1695 JS212 -2 (2) 2 x 12 -14 14 3:7,1/8 ti -1 t8 2 1 (10 >16d (10)16d 3000 2665 JS212 -3,<3) 2 x 12 -14 14 4 -5/$ _ 10 -3/8 a_ 1 <10)16d C1Q)16d 3000 2665 ENERAL. NOTES STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM 3ALVANIZED COATING OF G60. "ASTENERS ARE COMMON WIRE NAILS UNLESS 3THERWISE NOTED. ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION not EDITION FOR SOUTHERN YELLOW PINE '6= 0.55 OR BETTER AND MOISTURE CONTENT OF l9( OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM 111761. ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED 3Y A DURATION FACTOR OF 607. FOR WINDLOAD :ONDITION. NO FURTHER INCREASE IS ALLOWED. HUS212-3 UNITED STEEL PikODUCTS COMPANY 703 ROGERS DRIVE, 1OITGIERY, Mk 56069 PHONE (507) 364 -7333 NAME+ NUS SERIES DATES 09-01-06 ROBERT V. LUTZ PROFESSIONAL ENGINEER <STRUCTURAL) FLORIDA LICENSE. NO. 55409 • SHEET! 1 OF 3 DRAWING N0. MD 09 -06 MDADE THD175 ENERAL NOTES :TEEL SHALL CONFORM TO ASTM A653 ►TRUCTURAL GRADE 33, AND A MINIMUM iALVANIZED COATING OF G60. - ASTENERS ARE COMMON WIRE NAILS UNLESS ITHERWISE NOTED. +LLOWADLE LOADS ARE BASED ON THE NATIONAL 1ESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION '001 EDITION FOR SOUTHERN YELLOW PINE G= 0.55 OR BETTER AND MOISTURE CONTENT OF 9% OR LESS) ALL TESTS PERFORMED IN ■CCORDANCE WITH ASTM D1761, +LLOWABLE UPLIFT LOADS HAVE BEEN INCREASED ONDITDURATION ICI O FURTHER INCREASE I S ALLOWED , THD412 Approved as complying 'with the Bolding e : Oide NOA# Maud 13m1e Product BY luris .. C UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE,tONTGOMERY, N4. 56069 PHONE (507) 364-7333 NAME+ THD SERIES DATE. 09-01-06 HEFT+ 2 OF 3 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA LICENSE. NO. 55409 - DRAWING NO. MD 09 -06 MDADE 20DUCT :ODE THD175 JOIST SIZE STEEL GAUGE DIMENSIONS FASTENERS DESIGN LOAD D A HEADER JOIST 16d IOOZ 16d UPLIFT 160/ THDI77 1- 3/4x5- 1/2 -7 -1/4 1- 3/4x7- 1/4- 11 -1/4 14 14 1-7/8 1 -7/8 5 6 -7/8 3 3 1 -7/8 1 -7/8 <18 >16d (28)16d (12)10d (16)10d 2700 4200 1375 2970 THD179 1- 3/4x9.- 1/4 -14 14 1 -7/8 8 -7/8 3 1 =7/8 <38)16d (20)10d 5195 3985. THD26 THD28 2x6 -8 2x6 -10 2x10 -12 16 16 16 1 -5/8 1 -5/8 1 -5/8 5 -1/16 7 9 3 3 3 1 -7/8 1 -7/8 ,(28)16d 1-7/8 <18)16d <3$)16d (1?)10d (1640d, (20)104, 2700 4200 5195 1375 2970 3985 TH0210 THD26 -2 TH028 <21 2x6 -8 14 3 -7/16 5 -3/8 3 2 <18)16d <12)10d 2700 1375 --2 <2) 2x8 -10 14 3 -7/16 7 -1/8 3 2 <28)16d (16)10d 4200 2970 3985 THD210 -2 (2) 2x10 -12 14 3- 7/16 9 -1/8 3 2 <38)11 <2.Q);Od, 5195 TH0210 -3 iHD410 <3) 2x10 -12 is 5 -1/8 9 3 ' `3 (38)16d <20)100 5475 3710 THD412 4x10 -12 14 3 5/ii_ 9 -1/16 3 2 (31)16d 420)100 5195 3985 t'HD46 4x12 -14 14 3 -5/8 11 3 3 <48)16d <20)10d 6020 3710 tHD48 4x6 -8 14 3 -5/8 5 -5/16 3 2 <18)1§d <12)104 2700 1375 rHD610 4x8-10 6x10 -12 6x12 -14 14 12 12 3 -5/8 5 -1/2 5 -1/2 7 -1/16 9 11 3 3 3 2 3 3 (28a6d <38)1 d (48)16d (16_)104, (20)10d, <20)10d' 4200 5475 6740 2970 3710 3710. rHD612 tHD72 0 7x9- 1/4 -14 12 7 -1/4 9- 3 3 <38)16d (18)164 5475 3710 ENERAL NOTES :TEEL SHALL CONFORM TO ASTM A653 ►TRUCTURAL GRADE 33, AND A MINIMUM iALVANIZED COATING OF G60. - ASTENERS ARE COMMON WIRE NAILS UNLESS ITHERWISE NOTED. +LLOWADLE LOADS ARE BASED ON THE NATIONAL 1ESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION '001 EDITION FOR SOUTHERN YELLOW PINE G= 0.55 OR BETTER AND MOISTURE CONTENT OF 9% OR LESS) ALL TESTS PERFORMED IN ■CCORDANCE WITH ASTM D1761, +LLOWABLE UPLIFT LOADS HAVE BEEN INCREASED ONDITDURATION ICI O FURTHER INCREASE I S ALLOWED , THD412 Approved as complying 'with the Bolding e : Oide NOA# Maud 13m1e Product BY luris .. C UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE,tONTGOMERY, N4. 56069 PHONE (507) 364-7333 NAME+ THD SERIES DATE. 09-01-06 HEFT+ 2 OF 3 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA LICENSE. NO. 55409 - DRAWING NO. MD 09 -06 MDADE ENERAL NOTES TEEL SHALL CONFORM TO ASTM A653 TRUCTURAL GRADE 33, AND A MINIMUM ALVANIZED COATING OF 060, ASTENERS ARE COMMON WIRE NAILS UNLESS THERWISE NOTED. _LOVABLE LOADS ARE BASED ON THE NATIONAL =SIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 301 EDITION FOR SOUTHERN YELLOW PINE I= 0,55 OR BETTER AND MOISTURE CONTENT OF r/. OR LESS) ALL TESTS PERFORMED IN :CORDANCE WITH ASTM D1761, LOVABLE UPLIFT LOADS HAVE BEEN INCREASED ( A DURATION FACTOR OF 60% FOR WINDLOAD INDITION. NO FURTHER INCREASE IS ALLOWED, PRODUCT CODE JOIST SIZE STEEL GAUGE DIMENSIONS FASTENERS DESIGN LOAD W H D HEADER TRUSS 16d 16d UPLIFT THDH26 2x6 -8 12 1 -5/8 5 -7/16 5 (20)16d (8)16d 4265 2260 THDH28 2x4 12 1 -5/8 7 -3/16 5 (36)16d (12)16d 5090 3260 THDH26 -2 2x6 -8 12 3 -1/4 5 -1/2 . 4 (20)16d (8)16d 4265 2260 THDH26 -3 2x6 -8 12 5 -1/8 5 -3/8 4 (20)16d (8)16d 4265 2260 THDH28 -3 2x8 -10 1 5 -1/8 7 -1/8 4 (36)16d (46)16d <1g)16d (12)16d 5090 3260 THDH210 -2 2x10 -12 12 3 -1/4 9 -1/4 4 5850 3060 THDH46 4x6 -8 12 3 -5/8 5 -5/16 4 (22)16d (8)16d 4265 5850 2260 3060 THDH410 4x10 - 12 12 3- 9/169 -1/8 4 (36)16d (12)16d THDH3210 3- 1/4x9 -1/2 12 3 -1/4 9 -3/8 4 (46)16d (12)16d 5850 3060 THDH6710 6- 3/4x9- 14 -1/2 12 6 -7/8 8 -13/16 4 (46)16d (12)16d 5850 3060 THDH7210 7- 1/4x9- 1/4 -14 12 7 -1/4 7 -1/4 4 (46)16d (12)16d 5850 3060 3060 THDH27925 2- 11/16x9- 1/4 -14 12 2 -3/4 9 -1/8 4 (46)16d (12)16d 5850 Approved as complying with the Florida Buhl f g Cpde Ms .► de + et UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, NIINTGCIIRY, 101 56069 PHONE (507) 364 -7333 NAME' DATE' THDH SERIES 09 -01 -06 SHEET' 3 OF 3 ROBERT W. LUTZ PROFESSIONAL ENGINEER <STRUCTURAL) FLORIDA LICENSE, NO. 55409 DRAWING NO. MD 09 -06 MDADE cc)140.97910 evil-42104 ��= W1 -g pi-L -7 , Ivq‘ Caz> I-0 P % 91/1 OJ _ . VaoF L-0447 (ithl) - v.tit4 4t"T° c 5 rt 4to st-vtit s u v ' - -iM ,L4 90) . iusr- ittaietri �i�/ Ate/ 1 lc Pi- c -Y1 eicoVe- 3 tezjorfo ?sr, cuivorr Pt1 /or psis rtio GUI :fig 14 0 itrE F L CARIDSA, MARTI Tekabose 134 128 400 SQ1i: steer No: CAf.cLLATEti BY CHECKED BY: 46; vEva amrtmunms7wairmsoxiurmmmmminmumuuma aummemesmanimmannammuniummmummo IMINIMMIENAIETMISIMICABBENEINIMIUMINI insummumursouummommunnumnimin nnum iiiuI _�„ au aa lummissownsaiumens laimuramaatimimmunian IIII 111111111111222W11111111111111MIVi lamignamosumniamunnsattrnilizaimuma 1111111111111111111112111E611111112MENIMSINIONIMIN miummumma immurerismaimararisinszemeortmoresta Intrimarrirmornainsannumi __ mama 111111111 -11,11M1211721=1111111111111111111111arvicifsta 1111111111M1P5a7EIMPERMENCOMISMEIVIlt a auulI _ II -.. Developed by MEECA Enterprises, Date :9J1&/2oo9 Company Name o JAS Address NS ' J r. City = MI�SMI 5 0¢%C -" State : FL Inc. Copyright 2009 Project 14o. Designed By Description Customer Name Proj Location File Location: C:\Program Files \MECAWind \CHAI.wnd Description ours.occoen tazz _ _.:50.:3 _ C0%5 : STORY RES CARLOS MARTI 11 �� NE°J! 5T. 14144-it 5140 S r;t La`s,. Width of Pressure Coefficient Zone %ae = 5.54 ft Width ft Area Zone i ft t ftA2 WINDOW WINDOW DOOR DOOR ` GARAGE DOOR GARAGE DOOR TRUSSES TRUSSES TRUSSES TRUSSES TRUSSES TRUSSES 3.17 3.17 3.00 3.00 1 &.00 1 oo 2 00 2.00 3.17 3.17 7.00 7.00 8.00 8.00 3747 2.00 50.00 2.60 20..00 2.60 20.00 2.00 20.00 10.05 4 10.05 5 21.00 4. 21.00 .5 )'18,00 4 12200 5 833.33 1 833.33 2 833.33 3 133.33 1 133.33 2 133.33 3 Khcc:Cognp. & Clad. Table 6 -3 Lase 1 Qhcco .00256*V'"2*I *Khcc *Kht *Kd )iax Min Max P Min P SCp GCp psf psf 1,000 -1.100 62.081 - 67.344 1.000 -1.399 62.081 0.943 -1.043 59.106 0.943 -1.286 59.106 0.849 -0.949 54.132 0.849. -1.097 54.132 0.300 0.800. 25.261 0.300 - 1.200 25.261 0,300 -1.200 25.261 0.300 -0.800 25.261 0.300 -1.200 25.261 0.300 - 1.200 25.261 - 83.112 - 64.369 - 77.162 - 59.395 -51.575 - 72.626 - x'72.626 CALCULATED BY CHECaD BY: SCALE: DATE: a • DATE: 0 111171MMICLUMMININIMMEINOMMMINIMUMMIIMEI ISIMILTAMMIRMINOMMIETACIffirOMEMINI 111 71.="mi-E--matillEMIR1111101-1111111111111111UMINEMINI MUM 11111111111111111111111111111 efortesimmrxwmoi aniummumostm imminiumumma 111.111111•1011111MINNIZEMIWECTIMP PAM" aimmnannumnuminisminann insinon �.' I ..�,r. !- .� _s MO 2�ti Mr ■. IIIMINIMEtithill161141111111111111111111111111111111111 B INIMMIMMISAMEREINNIMMIMPAMIIMNIMIMMIt IBS ; (0 lIII ! 15211ME INIEEMPAIIIIIMAMMENIMIUNIMIMEMIMMI IfigigariNFRIMINDERNMEMEMENVIPTAMMIMME INEETRIMISIMMEIMEIRSIIIIMMNIMMOUNIII �� nriN IIIIII E �IANIS� _.: i , i tibia 11 SEEIMCG iii 1 =al ����>s�2LR�� -.off o�I IMMEMEMMIMMINIMUNUMMINUMI 1111011111111111 MAMMEMIRMEMIMMIIIMMIMMINIMENIMIUMMI CIMILOBA.11ARTI Lau, ktk cl Ca" atizakeD BY lapp,g4 vinevx)tu rizretzG. 05.L.a.h.cpciNi itssca 7_05 ' J= tom► 101 laTetgarc-. ft) gig 'it t4 t f ,. ) ' ' t''" s i o a4) 3.4,1 D. . = '9 ' 6.44041 044) 1,:ct- I Si 4 1t 0.00-liccpt i (9-1-71d44. i0. Lam' zee $ (A CO mmi -z7449-1-0.1764 r= &6j21-44 Cr` r:: 6119 3 52,fa3. P= s port, €0-1S. o, o, ictrz Lc t5'= '•24 V Z 5tii& t,€r or j 1YT LE:SS 114414 s' zr .A 1 O <4 A. r=3fr.'tz-c =5213 102 -0,I rr ` ce 1 ciff If 1.40 Oat7 )4� goo 1,1/44, (icf) I 11412 ÷61,3S2. 1 1€9 442- -4--A4bak. p.= 43.40, --- Lffer zio)/) ,..-. •r 4..g 4 c fe-ort zoff-i- ) 62:4-i3 ...4*)-404,14e) 6letidtc" FEvivectger TkiurcaP1 "c114 et* 4„,,G 2,4K, 2.e17, 0', riA42..24 WAgt Vt45c ti614frac. t; I. 035 „). 0.vo 144 ft, rs 40. etc 4t)e a.egb =A3, tZ42-41512S•511:E AVI iinummanummonsommassumassiminal 1111111019ERIEWZMIN-911ragRE11111111111111111111111111111111111111 miiiiiiimermassininnummumminewn Ems, 3M1 1t , . AMENS Ijj i�II iiiMl,, 1I.41IIi , 1111111CNOTRIMMIPMEIMIREMOINIUMINUIS 1111RIESP 11,11741111111 IMKOIILINTIMJIIIIEVIIIIVIPIPAPMMBUWITRNEIDLFIIET limussimismaisaiumaimmami. lisai iammummmmananammanammmrtwojimmi mi 11111111111111111111111111MINIM1111111 101111111111111•1111111 i�uU ...�.I.�,..�.."mum it �.[��i�il�tit�t� ;1I����S����1�i��� �: . ✓ iy,.p yin 1 1E621 1 a 11111111111111111MMEMERNMENZEE "g si anaminsionspinsuinatamimminnuatini 11111111111123EffilleZilliatiarialaill.11111111111111111111111111111111 11111111111114641WASION11111111111111111111111111111111111111111111111111WIRTili WW2 MICEEFTIMMTPTI 111111=111N11111171111111 4 s r i reo o n ra gnu rrman ! m 1muni N' .. ... CARLOSA.won Telsollow f3E14 328 4 ` ALI ..0 1 S0a: 5t' , . •: CALCULATED CliECICED SY: SCALE: V OP: DATE: vE:��u�1l���r'����u:�iwii ••�iri ouii���ri�i�q�• ::11l1�i'NIi01 � �1N1 .■�7��u1LIY�.Ii�li ���� �■■��� R 111111FIZERIMEMPAMINIZIMINNIIINEW ��� N ��. limmuummimumumuniummtialume Immumnumummummuummamommi iiiuii�ii i�i�ie�%S2 '1111111111MMINENS1111111111M11111111111111 R� 1` � IIIIIILIIHMIIIIIIIIIMINIMIIIMIIIIMIIIIIMIIIUIIMMIMI �■�■�■v■■�.' J�7% �is�3�E7��� .`�i'�19'G�TII \�7:2"3�/u� INSTALLATION INSTRUCTIONS STANDARD SE 36° Wood.Burning Fireplaces P/N 700,025M REV: G 11/2003 BR.I -36 BR -36 -2 BC -36 BCI -36 BC -36 -2 RETAIN THESE INSTRUCTIONS FOR FUTURE REFERENCE We suggest that our woodburning hearth, products be . installed and serviced by professionals who: are Q =Q 1,a certified in the US. by the National Fireplace:institute& a v (NFI) as NF! Woodbuming Specialists or z NFI in who are certified in Canada 0 _..Tt by Wood Energy Wood Energy CERTIFIED Technical Training (WETT). r e TechnicalTrainfng 4 _Www.nficertified.org pr..r a. s e i m r. air This installation manual will enable you to obtain a safe, efficient and dependable installation of your fireplace system. Please read and under- stand these instructions before beginning your installation. Do not alter or modify the fireplace or its components under any circumstances. Any modification or alteration of the fireplace system, including but not limited to the fireplace, chimney components and accessories, may void the warranty, listings and approvals of this system and could result in an unsafe and potentially dangerous installation. IMPORTANT! TO ASSURE PROPER ALIGNMENT OF GLASS DOORS: INSTALL THIS FIREPLACE IN A. SQUARE AND `PLUMB CONDITION, USING SHIMS AS NECESSARY AT SIDES AND /OR BOTTOM. PLEASE RETAIN. THIS MANUAL FOR FUTURE REFERENCE. WH Report' No. J99025865A -231 TABLE OF CONTENTS Safety Rules page Tools and Building Supplies page '2 Precautions page ° 3 Introduction ....... page; 3 clearances /Height Requirements__ page : 3 Chimney System ......... ......:page 3 ` Assembly Outline page ° :4 Location of. Fireplace ......,. page _ 4 Assembly Steps".. page = 5 Preinstallation Notes page 5 Clearances page 5 Installing the Fireplace ' page 5 Fireplace Specifications -... ,:page 6 Framing Specifications page 7 Installing the Chimney System page 8 30° Offset through Floor /Ceiling 'page 9 Ten Foot Rule Summary page 11 Multiple Terminations . page 11 Chimney Component Calculations ... page 11 Special Offset Instructions page 11 Vertical Elevation Chart page 12 Offset Calculations page 12 Offset Elevation Chart page 13 Installing Offsets page 14 Optional Equipment Considerationspage 14 Forced Air Kits ... ......... ......,page 14 Combustion Air Kits page 15 Gas Line Connection page15 Vent Free Appliances page 15 Glass Doors page 16 Cold .Climate Insulation page 16 Fireplace Finishes , page. 16 Mantels and Trim page' 16 Hearth Extensions/Wall "Shields page 1.6 Finish Requirements .......: ........`page 18 Installation Components.. .... page 18 IMPORTANT: PLEASE READ AND UNDERSTAND THESE RULES TO FOLLOW FOR SAFETY. 1. Before starting your fireplace, installation, read these installation instructions carefully to be sureyou understand them completely and in entirety. Failure to follow them could cause a fireplace malfunction resulting in serious 'injury and/or property damage. : Always check yourlocal building codes Thg installationmustcornplywithalilocal, regional state and:natfonal codes and rsgvlatior's 3. These fireplaces must be installed with` Security Chimneys. FTF8 (8° inside diameter) chimney System only. These systems are in- 'tended, 'for use in any application where a -traditional masonry type .fireplace would ap- ply. The Cfimney,system must always vent to the outside of the building. 4. To ensure a safe fireplace system and to prevent the build-up of soot and creosote, inspect and clean the fireplace and chimney priorto use and periodically during the heating season. 5. Use solid fuel only. DO NOT use artificial;, wax based logs, chemical chimney cleaners or flame colorants in your fireplace. 6. DO NOT use charcoal or coal under any circumstances. 7. NEVER use gasoline, gasoline -type lantern, fuel, kerosene, charcoal. lighterfluid, or similar liquids to start or "freshen up" a fire in this fireplace. Keep any flammable liquids a safe distance from the fireplace. 8. NEVER leave children unattended when there is a fire burning in the fireplace. 9. Always keep flue damper open when heat is present in the fireplace. 10. Before servicing, allow the fireplace to cool. Always shut off any electricity or gas to the fireplace while working on it. This will prevent any possi ble electrical shock or burns. 11. This fireplace is not intended to heat an entire home or be used as a primary heat source. It is designed, to ensure homeowner comfort by providing supplemental heatto the room. 12. Always ensure an that adequate supply of replacement combustion air-from-the outside of the house is accessible to thefireto support normal combustion. Fireplaces consume large volumes of afr during the normal combustion - process, Intheeventthehomeistightlysealed with modern energy efficient features, the op- tional combustion air kit may not provide'all - the air required to support combustion. The;manufactuer is riot responsibleforany smoking artrelated protrlems tkatfmay res lit from;the lack of adequate.com stion air.It-is _ the raspon5 .1 fy of:the`burlder /ccntraotor to ensure that adequate dombustion'airhas ' been ` provided for the fireplace. 13. DO NOT use afireplace insert or any other products not specified herein by the manufac- turer for use with this fireplace. All gas log sets must be operated with the damper clamped open, including unlisted "vent free" log sets. Listed "vent- free" log sets may be operated with the damper closed. 14. 'Smoke free" operation is not- warranteed nor are we responsible for inadequate system draft caused: bymechanicalsystems, general construction - conditions, inadequate chimney heights ,.adverse wind conditions and /or un- usual environmental factors or conditions be- . yond our control." 15. Never, under any circumstances, install a fireplace, chimney component or any acces- sories, that has visible or suspected' physical damage as a result of handling •.orr transporta- tion. These items should be inspected by your distributor or qualified factory representative to ensure safe condition. When in doubt, con - sultyour distributor. 16. For additional safety considerations and complete operating instructions, refer to the Care and Operation Manual provided with the fireplace. TOOLS AND BUILDING SUPPLIES NORMALLY REQUIRED Tools should Include: Phillips screwdriver Hammer Saw and /or sabersaw Level.; Measuring tape Plumb line Electric drill and bits Pliers Square Building supplies: Framing materials Wall finishing materials , Caulking, materials (noncombustible) Fireplace surround and hearth extension materials (noncombustible) PRECAUTIONS Note: These fireplace systems 4notdifficult to install. However, in the intere,,tof safety, it is recommended that the;insta!fer be _a quali- fied orcertified `tradesman "familiar with com- monlyaccepted fireplace installation and safety techniques as well as prevailing local codes.. The most important areas of concerrrdealing with the installation of factory-built fireplaces areclearancesto combustible materials; pro assembly of component parts, height of the e chimney system, the proper use of'accesso- ries supplied by the manufacturer and the . techniques employed in using finishing;mate- rials applied to the wall surrounding the fire- place, hearth extensions and wall shields. Each of these topics will be covered in thorough detail throughout this manual. Please give each your special attention as you progress with your installation: INTRODUCTION General Information • These fireplaces are conventional radiant heat fireplaces with standard bar grates, optional outside combustion airkits and optional deco- rative glass doors. TYPICAL INSTALLATION Chimney and Termination Outside Combustion Air Kit (Optional) The 'C' niodelsaredesig fireplaces and may be .fans, nedasheat;circulating, fitted with accessory The BRI and Bel mod installation in colder el arefully insulatedfor imates. WARNING: MODELS THAT HAVE THE " -2 SUFFIX HAVE NOT BEEN TESTED WITH AN UNVENTED GAS LOG SET. TO REDUCE RISK OF FIRE ORINJURY, DO NOT INSTALL AN UNVENTED GAS .LOG SET INTO THIS FIREPLACE. Note: Illustrations shown reflect `typical" installations with nominal dimensions and are for design and framing reference only. Actual installations may vary due to indi- vidual design preferences. However, always maintain minimum clearances to combus- tible materials MO do not violate any specific installation requirements. - These fireplaces havebeentested and fisted by Warnock Hersey (Report No, J99025865A- 231) to. U.L. standard 127. These units are intended for installation ,in- .residential; homes and other buildings of conventional.construc- tion including; commercial, notin mobile homes. These fireplaces have beentested for installa- tion in Canadato ULC S61A.,Forinstallations in Canada, the chimney clearance to com- bustibles must be 2 inches arid-the-Cold Climat Kit must be installed. These fireplace systems, are designed for in- stallation in accordance with the National Fire Protection Standard for chimneys, fireplaces and solid fuel burnng.appliances; NFPA 211 and in accordance;with; codes such as the BOCA Basic/National Codes, - the Stan dard Me- chanical Codeandthe Uniform Building Codes. WARNING :,FAILURE TO USEaMANUFAC- TURE PROVIDED 'PARTS,. VARIATIONS IN TECHNIQUES' AND CONSTRUCTION MATERIALS OR PRACTICES OTHER THAN THOSE lIESCRIBED IN THIS MANUAL MAY CREATE AFIRE HAZARD AND VOID THE LIMITED WARRANTY. Radiant Model Shown. Figure 1 NOTE DIAGRAMS & ILLUSTRATIONS NAT To:SCALE When complete these fireplace systems con - sists of four basic "sub-systems": 1. The Fireplace 2. The Chimney. and Termination 3. The Optional Glass Doors 4. The Optional Combustion Air Kits CLEARANCES AND HEIGHT REQUIREMENTS. The fireplace may be placed on or near normal construction materials*. The combustion air kit, firestop spacer and roof flashing (not chase flashings) may be placed directly on or against normal construction materials.* The chimney and fireplace outerwrapperrequirea minimum 1" ** air space to combustibles. A combustible mantle may be installed 12" abovethe opening of the fireplace as per NFPA 211, Section 7 -2.3.3 (1992). In Canada, the minimum is 18" above the fireplace opening. The minimum installed height of the completed fireplacesystem is 15' 0'. The maximum height is 60' 0" The fireplace and chimney system must be enclosed when installed in or passing through a living area where combustibles or people may come in contact with it. This is important to prevent possible personal injury or fire hazard. For please call your distributor orthe manufacturer. Special - restrictions apply to the front and facing of' the fireplace and nearby walls (See pages 16,17 and 18 ). CHIMNEY SYSTEM, These fireplaces are designed and code listed for use with Security Chimneys -FTF8 chimney System only. Always. use Security Chimneys FTF8 chimney components with these fire- , places. Do not modify,or >alter these compo- nents as this may cause a potential serious! 'hazard and•oid the-Warranty. "Construction Materials: • framing materials • particle °board; • millboard • plywood • paneling • flooring •' dry .wall •, etc. "Note: 2" clearance to combustibles around chimney components required in Canada. Insulate Joists- Same As Ceiling, Draft Stops Firestap CTDT Termination Note: Non - Combustible Chase Flashing Must Be Used To Cover Chase Opening Optional Insulation In Outside Walls Of Chase Solid Continuous Surface Insulation (Thermal Barrier) Figure 2 WARNING: IF INSULATION IS USED, THE FIREPLACE MUST NOT BE PLACEDi,DI- RECTLY AGAINST IT. INSULATION. OR VAPOR BARRIERS, IF USED, MUSTFIRST BE COVERED WITH GYPSUM BOARD, . PLYWOOD, PARTICLE BOARD OR OTHER MATERIAL TO ASSURE INSULATION AND VAPOR BARRIERS REMAIN IN PLACE. WARNING: DO NOT PACK. OR FILL RE- QUIRED -AIR SPACES WITH INSULATION OR OTHER MATERIAL NO MATERIAL IS ALLOWED IN THESE AREAS. Note: Do not insulate the chase - cavity. with blown or fill type insulation materials. Nate. Local codes may not require firestopping at the ceiling levels for outside_ chase installa- tiorrs. However, it is recommended for safety, and the reduction of heat loss. Chimney Height The total height of your completed fireplace system from the surface the fireplace rests on to the chimney topmust not exceed 60 and mustalso meetminimum height requirements. Refer to the minimum system freight chart. Minimum System. Height Security's FTFB=Pipe Vertical Installation 15' 0° One Offsets 15' 0° Two Offsets 25' 0" Chase. Enclosure A chase is .a; vertical box- like structure con - structedto surround the fi replace :and chimney. Refer to Figure 2for atypical chase configura- tion. As with all chimney installations, avoid overhead obstructions such as trees, power 'lines, etc. A chase should be constructed and insulated just like. any outside wall. In a cold climate, we recommend the base of the chase should also be insulated between the solid continuous floor beneath the fireplace and the chase bottom. Chase insulation in a cold cli- mate installation is not required for safety. ASSEMBLY OUTLINE Before You Start Check your inventory list to be sure you have all the necessary parts supplied in good usable condition., Checkalsoforanyconceaieddamage. Checktheoperation ofthedamper. The damper is controlled throughthe:use of a control lever located within the firebox opening at the top center in front of the firebox lintel (Figure 3 )'. The control lever snaps into place at either extreme of its range of motion. When locked in position elite wayto the right, the damper is open. When locked in position all the wayto the left, the damper is closed. LOCATION OF FIREPLACE Carefully select the proper location for_heat circulation, aesthetics, chimney . obstructions and clearance to side wal I (s). With proper -pre- planning, a slight adjustment of a few inches can save considerable time and expense later during construction and assembly. Optional Outside Chase Figure 4 Carefully consider the position of the fireplace opening with respect to the location of adja- cent or nearby stairwells, bath or kitchen ex- haustfans and/or return air registers fo rforced air furnaces /air conditioners that could cause a smoking fireplace condition if the house is tightly insulated. When locating the fireplace, consideration must be given to combustibles and final finishing. See Figure 5 and confine the final location of combustible finish materials tattle "Safe Zone DO NOT permanently place furniture or other, items such as decorative pillows within 60" of the fireplace front face. 12" 45° Black Portion Of Frame Not To Be Covered With Combustible Materials Wall Covering Safe Zone Combustion AirActuator Figure 5 NOTE DIAGRAMS & ILLUSTRATIONS NOTto SCALE. ASSEMBLY STEPS Note: The following steps represent the normal sequence of installation. 'Each, installation is . unique, however, and might require a different sequence: • 1. Position firebox prior to framing or into prepared framing. 2. Install the chimney system. • 3: Connect house wiring to the fireplace for later attachment of optional blower. 4. Install optional :. outside combustion air kit. 5. Plumb gas line if a decorative gas appliance will be used. (Gas connections should only be performed by an experienced, licensed/certi- fied tradesman.) 6. Complete the installation, finish wall mate rial, surround and hearth extension to your individual taste. 7. Assemble and attach optional glass door assembly. Study the three dimensional illustration • (Fig- ure 1) to geta :general idea of each element of your fireplace system. PRE - INSTALLATION NOTES The fireplace may be installed directly on a combustiblefloor or raised on a platform of an appropriate height. Do not place fireplace on carpeting, vinyl or other softfloor coverings. It may, however, be - placed. on _flat wood, ply- wood, particle board or other hard surfaces. Be sure fireplace rests on a solid continuous floor or platform with appropriate framing for support and so that no cold air can enter the room from under the fireplace. The fireplace may be positioned and then the framing built around it, or the framing maybe` constructed and the fireplace positioned into the opening. Usually, no special floor support is needed for the fireplace, however, to be certain: 1. Estimate the total weight of :the ;fireplace system including: chimney and surround ma- terials such as brick, stone, etc., to be in- stalled. -Shipping weights for the fireplace may be found on page 18. 2. Measure the square footage of the floor spaceto be occupied bythe system, surrounds and .hearth extensions. 3. Notethefloorconstruction, i.e. 2 x 6's, 2 x 8's or 2 x 10's, single or double joists, type and thickness of floor boards. 4. Use this information and consult your local building code to determine if you need addi- tional support. CAUTION: DO NOT BLOCK THE HEAT- CIRCU- LATING AIR INLET AND OUTLET PORTS ON CIRCULATING MODELS. DOING SO MAY RE- SULT IN A POTENTIAL FIRE HAZARD. if you plan to raise the fireplace and hearth extension; build .the platform assembly then position fireplace and hearth extension on top. Secure the platform to the floor to prevent possible shifting. CLEARANCES 'Minimum clearance to combustibles for the appliance is as follows: sides and back- 1 (25 mm), floor - 0 "'(0 mm), adjacentwall -12" (305 mm), ceiling -371 (953 mm). INSTALLING THE FIREPLACE Step 1. Slide the fireplace into prepared fram- ing or position fireplace in itsfinal position and frame later. The fireplace may not be'ecessed into a com- bustiblefloor. Maintainthefloorto hearth clear- ance established by the fireplace lower front face. Step 2. Insert the provided metal safety strips, beneath the fireplace, as illustrated (Figures 6, 7 and 8). The safety strips should overlap 1/2" for continual coverage of the floor. Note: Safety strips are not required when fire- place rests on a noncombustible surface. NOTE DIAGRAMS: &:1LLUSTRATIONSNOT TO; SCALE. Maintain 1" (25 mm) Air Space At Back And Sides Hearth Extension Metal Safety Strip Flaar Nate: Hearth extensions must not interfere with circulating grillwork Figure 6 Maintain 1" (25 mm) Air Space At Back And Sides 1" (25 mm) Space Metal Safety Strip Platform Floor'_ Nate: Hearth extensions must not interfere with circulating grillwork` Figure '7 Nate; install the hearth extension only as illus- trated.. The safety strips should extend from front of the fireplace at least 1 1/2" and should extend to beat least flush with the sides. In the event a wooden support is used to elevatethetireplace abovethefloor ,:a'Z " type safety strip should be fabricated and used to protectthe front surface ofthewood supportas well asthefloorbeneath the hearth extension (Figures B and 9 ). The safety strips should be tacked dawn to prevent possible movement. Note: The Z" type safely strip is not supplied. FIREPLACE SPECIFICATIONS (914 mm) 277 " 20 3Fis " ' (513 mm) (708 mm) 2" (51 mm Blocking 'Metal Safety Strips Figure ,9 Step 3. Refer tofireplace drawings and specifi- cations on pages 6 °and 7forframing dimensions and details. Frame appliance enclosure ;as,illus- trated in Figures 11 through 14 011 page 8.. IMPORTANT. 'UNDER NO ,CIRCUMSTANCES CAN THE FIREPLACE TOP SPACERS (FIGURE' 10) BE REMOVED OR MODIFIED, NOR MAY YOU NOTCH THE HEADER TO FITAROUND OR BE INSTALLED, LOWER THAN THE SPACERS. THE. HEADER MAY BE IN DIRECT CONTACT WITH THE TOP SPACERS BUT MAY NOT BE SUPPORTED, BY THEM. Note: The framed depth, 20 %" (524 min) from a framed wall, must always be measured from a finished surface. If a; wall covering such as drywall is to be attached to the rear wall, then the 20 %" (524 mm) must be measured from the drywall surface. It is important that this dimension be exact If the appliance is to be elevated above floor level, a solid continuous ,platform :,must be constructed. The header may rest on the top metal spacers, but must not be notched to fit around them. Consult all local codes. =❑ ❑E Gas Line Access... 40" (1016 mm) 42 (1067 mm) Front (BC Model Shown) 0 1/4" (5124 mm) - -> Left Side 37" (940 mm) Combustion AiirInlet Appliance Top Spacer 173/3" (441 mm). 1 1 mm) 12 7/"" (327 mm) I me� ■Ji ∎ 9 7/e' (251 mm) Gas Line Access 9 % /ve " (230 mm) 32" (813 mm) Junction Box Right Side NOTE DIAGRAMS & ILLUSTRATIONS NOT TO SCALE. FRAMING SPECIFICATIONS (See Note) Header A--► Fireplace Framing Note: When Framing With 6" Studs Header Must Be 17" (432mm) Higher. Use Security Chimney's OR15 Offset/Return Elbow To Recess The Chimney. Back 2 1/2" (64mm). Flat Frame Down To A False` Header At (B). Maintain Required Clearance To Chimney At All Times. Figure 11 Back Wall of Chase/Enclosure Including Finising Materials if any FOAK Combustion Air Kit Figure 12 Framing Rou Facgh e Inside Chase (Unfinished Shown) Back Wall. of Chase/Enclosure Including Finising Materials if any FOAK Combustion Air Kit - Optional ke A --►, Rough Framing Face (Unfinished Shown) Outside Chase Framing Dimensions A 411/4 "' 1048 mm B 371/2" .. _, 953 mm C 28 3 /4" 730 mm D 15 3/4° 391 mm E` 70" 1778mm F 35 ". 889 mm G 20 %" ` 524 mm H 19%" 498mm:' at2" 491/2" 1257 mm Note: Al framing dimensions calcu lated for 1/2" dry wall at the fireplace face. I fsheathing the chase orf[nish ing with other thickness materials calculations will need to be made. Back Wall of Chase /Enclosure`? Including Finising Materials' if any FOAK Combuslio. Air Kit - Option Framing Dimensions for Ceiling Flue Type A B FTFB Vertical 141/2° 141/" D'" (368 mm) (368 mm) FTF8 Vertical 161/x" 161 " at 2" ' (419. mm) (419 mm) FTFB Offset 30° 141/2" 25" 14 -1/2° ;(368 mm) .: (635 mm) FTFB Offset <30° 16'1/2" ': 27° at2" (419 mm) .: (686 mm) Rough Framing Face (Unfinished Shown) ' Corner Installation Figure 14 Ceiling Framing Figure 16 Framing Dimensions for Roof Pitch FTF8 at 1" FTFB at 2" C D* C D'" 0/12 141/2" 141/2" 161/2 16'/2 (368 mm) • (368,mm) (419 mm) (419 mm) -` 6/12 14 -1/2° : 17" -. 161/" 19" (368 mm) (442 mm) (419 mm) (483.mm) 12/12 ' ` 14W- 21 1/2 - . = 16102` 23'?/2 ".. - (368imm) (546 mm) !(419 <mm) (579 mm) Perpendicularta roof-ridge.;, NOTE DIAGRAMS '& ILLUSTRATIONS"■OT TO SCALE. Step 4. Fireplace should be secured to side framing members using the full length nailing tabs at the top and bottom of the fireplace front face. Use 8d nails (Figure 17). Sd Nail Figure 17 Note: The nailing tabs and the area directly behind the nailing tabs are exempt from the clearances described on page 5. Maintain at least 1/2 "clearance from the firebox wrapper to the framing at the closest point of contact, directly adjacent to the flange. For Canadian Installations Proceed with Steps 5 through 8 Step 5. Attach the cold climate= kit, Model FTFB- CCK1 -LD, aroundthe chimney collarwith the screws provided (see Figure 18). Note: CCK1 -LD model requires a 6" diameter Class 0 metallic air duct, acquired locally by installer. Figure 18 Step 6. Connect the 6" (152 mm) Class 0 metallic air duct to the collar on the chimney collar enclosure with the screws provided in the hardware kit. Step 7. Route the Class 0 metallic air duct out the back wall or side wall, upthroughtheceiling or floor joists to an outside wall. The air duct's inlet should be located above any anticipated snow level. l Note: If the fireplace is installed againstan inside wall, the Class 0 metallic air duct may be ex- tended into a ventilated attic space at least 18" (457 mm) above the attic floor. Secure the duct hood to a vertical post with the inlet positioned downward. Ensure that nothing blocks the hood opening. This air.duct must never terminate higher the fireplace chimney. Step 8. Cut orframe a hole through the outside wallforthe installation of the duct inlet hood. A 61/z" (165 mm) diameter hole is required. Feed the loose end of the flexible duct through the hole cut for the inlet hood and attach to the collar on inlet hood usingtwo (2) screws. Insert the hood into the opening. Secure in place with nails driven through the holes in hood flange. Seal with noncombustible waterproof silicon type caulking. If additional air duct is needed, use Class 0 metallic duct. INSTALLING THE CHIMNEY SYSTEM Step 1. Before continuing, checkthe operation of the damper, as described on page 4, (refer to Figure 3). Step 2. Using standard construction framing techniques, construct o peningfo r chimney route upthroughthe ceiling(s) and roof orthrough an outside chase. Framing must maintain adequate minimum air space clearance at all times. CAUTION: ALLOW MINIMUM 1 "* CHIMNEY AIR SPACETO COMBUSTIBLE FRAMING MEM- BERS THROUGHOUT VERTICAL OR OFFSET CHIMNEY INSTALLATION. Aminimum 1" airspace must be reserved for all combustible materials extending for any continuous length surrounding the chimney. *Note :2 "clearance (0 combustibles required in Canada. Reference Figures 15 and i6and charts Fram- ing Dimensions for Ceiling and Roof, which specify minimum ceiling and roof dimensions. In new construction, to determine chimney cen- terline, use plumb linefrom roof or ceiling above fireplace to center of flue collar on fireplace. For remodeling, plumb to center of flue collar from ceiling above, drive nail through ceiling from below to mark position, then mark and cut to passage from above ceiling (around nail) (seeFigure 19). Then plumb from ceiling or roof level directly above hole which has just been completed. NOTE DIAGRAMS & ILLUSTRATIONS NOT TO SCALE. Figure 19 Step 3. Position appropriate firestop spacer at ceiling and nail temporarily with two (2) 8d nails. Use flat firestop spacer, Model F8FS -2, if chimney penetrates ceiling vertically. If chim- ney penetrates ceiling at30 °angle (offsetchim- ney), use 30° firestop spacer, Model F8FS30. Use one nail on opposite sides to hold firestop spacer in position. Nail permanently, using at least two (2) more 8d nails, after chimney sections have been assembled through the firestop spacer and after any necessary adjust- ments have been made. Firestop spacer must be secured by at least four (4) 8d nails when completely installed. Note: If there is a room above ceiling level, firestop spacer must be installed on the bottom side of the ceiling. If an attic is above ceiling level, firestop spacer must be installed on top side of ceiling joist (Figures 20 and 21). Figure 20 Firestop Spacer Figure 21 Firestop Spacer CHIMNEY 30° OFFSET THROOGH FLOOR OR CEILING • Itmay be necessaryto assemble the chimney at 30° when passing through the floor or ceiling area Use the F8FS30 firestop spacer as shown in Figures 22 and 23. Support the chimney at floor or ceiling penetration with a FTF8 stabi- lizer if distance of chimney below ceiling is 10' or more. Maintain 1"* minimum air space to combustibles from chimney sections. FliFS30 Firestop Spacer •Attic Space Air Space Figure 22 Room Above F8FS30 Firestop Spacer Max. 1"* Min. Air Space FTF8-S4 Stabilizer, 30° Firestop And Attic Above 1''` Min. Air Space Min. Air Space FTF8-S4 Stabilizer 10' 30° Firestop Max. And Room Above Figure 23 For Canada Only When installing the chimney system through an open attic space, the attic shield assembly- firestop spacer must be used (Figure 24). This installation is required only for use in Canada. Step 4. Note: Chimney sections are con- , structed with a unique locking tab design, which ensures an immediate, tight assembly betweertsections. Plan your chimney require- ments carefully before assembly as chimney is difficult to disassemble after installation. If disassembled, the tabs might become dam aged. Be certain tabs are properly formed to ensure locking tabs engage properly. The Security Chimney's FTF8 chimney system is a two piece chimney, .which snap together from the fireplace up. Start with the inner flue section withthe lanced.encl up, snap lock it into the matching collar on to p of th e fi replace. Alail •subsequent joints, the upper flue section fits into the preceding fide, section. Each piece snaps together by means of locking tabs (9 locking labs per joint). Check 'eaCh piece by pulling upslightlyfromthetop to ensure proper engagement before installing the next section. lftheflue has been installed correctly, 'twill not separate when you.test itAlso, the inner flue, joint whereeach' section is joined should' be • tight and flat without gaps (Figure 25). Figure 25 Outer pipe section installs in just the opposite way; the lanced end goes down and each new section goes OVER the outside of the previou,s section installed (Figure 26). Locking Tabs • (Lances) Figure 24 Note: For Canadian installations, all chimney installed outsiclethe building mustbe constructed with galvalume (outer sections only) effective January 1, 1992. The appropriate model desig- nations are located in the back of this manual. Figure 26 - laTE: DIAGRAMS' & ILLUSTBATIONSMpT TO ,sq4E. , . Note: Assemble one component of chirnney at a time (inner section first, then outer section last) before proceeding with the next complete • section.' Continue to assemble the-chimney up through framed opening. AsSemble just enough to pen- etrate the roof flashing openings (Figure 27 ). • • Always maintain 1"* minimum air space to combustible materials and always check each chimney joint (inner and outer) to ensure proper engagement. Check vertical alignment of chim ney so that It projects from the roof in true vertical position. 1"* Min. Air Space To Combustibles Figure 27 Security's chimney sectionsdo not need to be screwed together. Additional reinforcement is not necessary except in certain offset condi- tions (refer to page 14, Figure 38). Step 5. The height of vertical chimney pipe supported only by the fireplace must not ex- ceed 30. Chimney heights above 30' must be supported bya Model FTF8-S4 stabilizer in stalled at 30' intervals. Note: The Model FTF8-34 adds 3" net effective height to the total chimney system. Install the Model FTF8-S4 stabilizer * fitting inner section down into respective section of proceeding flue pipe and locking outer stabi- lizer section into place over the outer chimney pipe. Position for proper clearance through framed opening and nail straps securely (under tension in "shear") into place on framing. Use 8d nails. Attach successive lengths of chimney pipe directly to stabilizer using same tech- niques as described in Step 4 (see Figure 28 ). *Note: 2" clearance to combustibles required in Canada. Note. It is recommended- that.all exterior ex- posed metal fireplace components; such as ter- minations, !lashings,: storm collars and/or flue be painted with a premium quality, high tem- perature, rust preventative paint designed for metal This is especially. important when instal- lations are made in abnormallyadverse orcorro- sive environments ;suchasnearlakes, oceans or in areas with consistently high humidity condi- tions. Consult the paint manufacturers instruc- tions for proper preparation and application; TEN FOOT RULE SUMMARY The minimum chimney height above the roof and /or to adjacent walls and buildings is speci- fied by all major building codes. If the horizontal distance from the peak of the roof is less then 10', the top of the chimney must beat least 2' above the peak of the roof. If the horizontal distance from the chimney edge to the peak of the roof is more than 10' a chimney height reference point is established on the roof 'surface `10' horizontally from the chimney edge. The top of the chimney must be at least 2' above this reference point. In all cases, the chimney cannot be less then. 3' above the roof at the edge of the chimney. The 2' in 10' rule is necessary in the interest of safety but does not ensure smoke -free opera- tion. Trees, buildings, adjoining roof lines, ad- verse wind conditions,. etc., may repuire atalier chimney should the fireplace not draft properly (refer to Figure 34). MULTIPLE TERMINATIONS if more than one termination is located in the same chase or within the same general `proxim- ity, we suggest they should be separated in distance at least 24 horizontally from flue cen- ter to flue center and stacked or staggered vertically at least 18" apart, from the termina- tion of one smoke exit to the termination of another smoke exit (Figure 35). U L CTDT ' �s.•.�� 2aE1 24' romilm� Figure 35 This suggestion is provided in the interest of better operation. if the terminations are located too close to each other, smoke may migrate from one flue into the other. FTF8 CHIMNEY COMPONENT CALCULATIONS The minimum installed height of the com- pleted fireplace system is 15' 0'. The maxi- mum height is 60' 0 ". NOTE DIAGRAMS ILLUSTRATIONS; NOTTO SCALE To determine the number of chimney sections and chimney components required, follow these steps :: 1, Determine total vertical heightof the fireplace installation. This.dimension is the distance from the surface the fireplace sets on to the point where smoke exits from the termination. ,. 2. Determine the number of chimney compo- nents required, except; chimney. sections. This wouldincludefirestop spacers, stabilizers, roof flashing, etc. 3. The effective heights of the components are: The Fireplace = 36 1/4' FTF8 -12 = 10 Y4" FTF8 -18 = 16 1/4 " FTF8-36 = 341/4" FTF8 -48 = 461/4' FTF8 -CTD Termination = 4" FTF8 -CT1 Termination = 12" to 18" FTF8 -CT2 Termination = 15" to .23 FTF8 -CTDT Termination = 12" to 18' FTF8 -S4 Stabilizer * = 3°* * Required for every 30' of vertical chimney and /or 10' of offset chimney. 4. Determine amount of chimney height re: quired by subtracting total combined height of all pre selected components (fireplace and chimney componentsfrom total desired.height.) Reference Vertical Elevation Chart and deter- mine the number of chimney sections (quantity and length) required. SPECIAL OFFSET INSTRUCTIONS To clear any overhead obstructions, you may offset your chimney system using Security Chimneys 30° offset and return elbows. Use two elbows an offset elbow to initiate the offset and a return elbow to terminate it. A30° offset elbow, angling in any direction, may be the first component used off the top of the fireplace flue collar. The offset:•and.:return elbows may be attached . together, 'ora'section or se'ciions'iof chimney maybe used between, but do not exceed 20' in total length between elbows. If sections of pipe exceed 10'' between elbows, "a chimney 'stabt- Hzer must be used at the-midpoi'nt (Figure 36). The stabilizer support straps' must be attached under tension (in shear) to structural framing members above. When two sets of elbows are used, the maximum combined length of chim- ney used 'between. elbows cannot'exceed: 20 (Figure 37). Examp le: If C1 =10' then C, cannot exceed 10'. If an offset exceeds 6' in length; each chimney joint beyond the first 6' of offset to the return elbow, must be secured by a No. 8-"x IN sheet metal screw located atthe underside of the joint (Figure 38). A 1/8 diameter hole must be drilled in the chimney joint using a 1/8' diameter drill. Hole should be drilled in center of joint overlap (Figure 39). Be sure to drill only through the outer chimney casting. Do not puncture the inner flue. Maximum offset of chimney system is 30°. Two offsets must not be assembled to form a 60° offset. However, two sets of offset and return elbows may be used on a single flue system, provided the total height of the system exceeds 25'. Return elbow support straps must be securely attached under tension (in shear) to structural framing members above. Do not substitute a FTF8 -30 .offset elbow in place of a 'FTF8 -E30 return elbow. OFFSET CAL C U LATI O NS Step 1. Use Offset Chart to determine amount of horizontal offset.(A) and freight (B) for vari- ous chimney section assemblies. Step 2. Use "Height of Chimney Only" column in-The Vertical Elevation Chart to determine combinations of chimney used above return elbow to achieve desired heights. Reference Components Effective Height Chart in vertical elevation chart section. Step 3. Use Elevation Chart as -job estimator only. Add necessary firestops pace rsand stabi- lizers :as required. Firestop spacers ;must be used as shown in Figures 22 and 23 and stabi- lizers as shown in Figure 28. FTF8 VERTICAL ELEVATION CHART Height Of Chimney Only Number Of FTF8 Chimney Lengths Height Of Chimney Only `" Number OfFTF8 Chimney=Lengths Inches= =Feet/Inches i2" 18" 36" 48" Inches Feet /Inches 12" '18" 36" 48" 11 '0 11 1 0 0 0 386 Ys .: 32 2 1/3 0 1 0 8 17 1 ' 5 0 1 0. 0 390 3 : 32 6 Y4 2 0 0 8 21 1/4 1 9 1/4 2 0 0 0 396 5/4 33 .0 3/4 1 1 - 0 8 27 1/4 ' "2 3 1/4 "1 ' 1 0 0 404 Yz 33 8 'Y 0 - 0 1 8 35 2 11 0 0 1 0' - 414 1 34 63/4 1 0 1 8 47 3 11 0 0 0 1 416 1/2 34 8 1/2 0 0 0 ._ > 9. 51 1/4 - 4 3.14 0 1 1 _ .0.. 420 Y4 • 35 .. 0 .34.. 0 1, 1 '' : 8' 57 1/4 4 9 14 1 0 0 1 426 3/4 35 6 3/4 1 0 0 9 63 Y 5 3 1/4 . 0 1 0 1 432 3/4 36 0/ 0 1 0 9 67 1/4 5 7 1/4 2 0 0 1 437 36 5 2 0 0 9 731/4 6, 1' /a' 1 1 0 1 •:.443 36.11 1 1 0' 9 81 1/4 6 9 1/4 0 0 1 1 450 3/4 37 6 3/4 0 0 1 9 93 "1/4 7 9 1 0 0' 0 2 461 38 5 1 0 1 9 97 Y4 8 111/4 0 1 1 1 462 V4 38 6 3/4 0 0 0 10 102 1/2 8 6 1/2 1 0 0 2 466 3/4 38 10 3/a 0 1 1 9 109 1/4 9 1 1 0 1 0 2 472 3/4 39 43/4 1 0 0 10 113 / , ".: 9 5.% 2:. ,0- 0, .. 2 478 3/4 39 10 3/4 0 1 0 10 119 1/2 9' 11 1/2 1" 1 0 ' '2 483 . ' °'40 3 2 0 0 10 127 1/4 10 7 Y 0 0 1 2 489 .' %44 9 . 1 1 .0 10 137 1/2 11 5 . Yz 1 ' 0 1 2 496 1/4 41.4 1/4 0 0 ` 1 10 139 1/4 ' 11 71/s D 0 0' 3 507 42 3 1 0 ' . '.1 10 143 1 `` 11 ` 11 12 0 ' '1 '1 2 508 3/4 . 42 43/4 0 0'. 0 11 1491// 12 51h 1 0 0 3 513 42 9 .0 1:. 1 10' 155 Yz 12 11 1/2 0 1 0 3 519 43 3 1 0. 0 11 159 1 13 3 1 2 0 0 .3 525 43 9 0 1 000rror 11 165 4,4' 13 °9`1 ` '1 1 0 3 529 Y4 44 1 Ya 2 0 11 173 Yz '14 5.1/3 0 0 1 3 535 1/4 44 7 1/4 1 . 1 ' 11 183 3/4,', 15 3<3/4 1 0 ..1 3 : 543 45 3 . 0 0 11 185 Y 15 5'1/ 0 0 0 4 553 Y 46 ' 1 Y4 1 0 ' '11 189 3/4 15 9 3/4 0 1 1 3 555 - 46 ' 3 0 "...0 . 12 195 3/4 16 3 3/4 1 0 0 4 559 1/4 ' 46. 7 '14 0 1 11 201 3/4. 16 9 3/4 0 1 0 4 565 1/4 47 1 14 1 0 0 12 206 17 ._ 2 2 0 0 4 571 1/4 47 5 1/4 0 1 0 12 212 17 8 1 1 0 4 575 Yz 47 11 12 2 0 0 12 219 1. 18 " 3 3/4 0 0 1 4 581 Yz 48 5 1/2 1 1 0 12 230 19 .`2 ; 1 9 1 4 589 1/4 49 1 1/4 0 0 1 12 231 3 / 4 19 " ' 33/4 0.:.; ..0 0 5 599 1/2 ' 49 11 1/2 1 0 ' 1" 12 236 ... 19 8 0' .; '. -1 1 4 601 1/4 '.50 1 Y 0 0 ' 0 ; <13 '. 242 20- 2 1 ' ' 0 0 5 605 Yz 50 5 1/z 0 1 1 12 248 20c 8 0 1 0 `_ `25 611 1/z 51 111/2 1 0 0 '13 252 '21 0 2 0 0 5 617 1/2 51 5 Yz 0 1 0 13 258 21 6 1 1 0 "' 5 621 1/2 ` '51 9 Yz 2 0 .0 13 266 r 22 2 0 0 1 5 627 Yz • 52' 3 Yz 1 1 0 13 276. 23 0 1 - 0 1 . 5 635 1/z 52 11 1/2 0 0 1 , 13 278 23 2 0 ' 0 0 6 645 1/2 53' ` 9 1/z 1 0 ' ' 1 ' ' 13 282 23 6 0 1 1 ' ' 5 647 1/z 53 11 Ya 0 0 0 14 288 24 0 1 0 0 6 651 1/z 54 3 1/2 0 1 1 13 294 3/4 24 63/4 0 1' 0 6 657, , "54 9 Yz 1 0 0 .14 298 1/4 24 10 1/4 2 0 0 6 663 11 55 '3.13 0' 1 0 '14 304 / 25. 4 1 1 1 '' 0 - 6 667 3/4 - 55 7 3/4 . 2 " '' 0' 0 14 312 26 0 0 0 1 6 673 3/4 - 56 1 -3/4- 1 1 0 14 32214: 26 101/4 1 .0 1 6 68112 56 9 1/3 0 0 1' 14 324 27 0 0 0 0, 7 691 3/4 57 7 3/4 1 0 1 14 328 1/4 -'" 27' 4 1/4 0 ' '1 1 ' " :6 693 1/2 . 57 "9 1 0 0 0 15 334 14 27 10 1/4 ' 1 0 0 7 697 3 58 1 -3/4 0 1 1 14 340 1/4 28.4 1/4! 0 _ 1 , 0 ' .7 ' 703 3/4 58 7 3/4 1 0 0 15 344 1./2 28 '8 1 2 " " 0 0 ' 7 ' 709 3/4 59 1 3/4 0 1 0 15 350 Yz 29 2 1 1 1 0 7 714 59 6 2 0 0 15 358 1,4 29 101/4 0 0 1 7 720 60 0- 1 1 0 15 368 1/2 30 8 11/2 1 0 1 7 727 34 60 7 3/4 0 0 1 15 370 1/4 ' 30 10 1/4 0 0 0 • 8 738 6T ` 6 ' 1 0 1 15 374 1/3 31 2 Yz 0 1 1 7 739 3/4 61. 7 3/4 0 0 _0 : 16 380:1h . 31 .:8 Y 1 0 0 8 744 62 0 - , 0 1 1 - . 15 Wise Maw Figure 36 OFFSET ELEVATION CHART A Offset (Inches);, B Height" (Inches) FTFB -ES30° ' Offset/Return Elbow FTE8 -S4 Stabilizer Number of FTFB Chimney, Sections 12" 18 °. 38" 48" 4 15 3/a 1 .0 0 0 0 0 9 24 1/2 1 0 1 0 0 0 12 29 "3 /a 1 0 0 1 0 0 14 1/4 33 1/2 . 1 0 2 0 0 17 1/4 38 1/2 :: 1 :' 0 1 1 -" ^ ° 0 20 1/4 43 3/4 1 p 0 2 . . 0 0 21 45.1/4. - 1 0 0 0 1 0 221/4 471/z 1 0 2 25 1/4 52 1, 1 0 1 • 2 0 0' 26 1/4 54 1/4 1 0 1 0 1 0 27 55.3/4 1 0 0 0 0 1 28 1/4 57 3/4 1 0 0 3 0 0_ . 29 1/4..::- 59 1/4 1 0 0 1 1 0 311/4 63 1 0 2 0 1 0 32 1/a 64 ?/z . 1 ..: 0 1 0 0 1 341/4 681/4 1 0 1 1 1 0 '-,35 1/4 ".-,.69 3/4 1 0 1 0 1 371/a ;73% 1 0 0 2 1 0_ 38 1/4 75 " -. 1 0 0 0 2 0 391/4 77 1 0 2 1 1 0 41 1/2 .80 1/2 1 0 1 4 0 43 1/4 83 3/4 1. , 0 1 0 2 0 441/4 85Y 1 0 0 0 1 1 45 1/4 87 1/2 1 0 0 3 1 0 46 Y 89 1 0 0 1 2 481/4 91 1 . 1 0 2 0 2 0 491/4 94:'1/4- 1 0 1 0 1 1 50 1/4 .95 3/4 1 p 0., :' 0 0 2 51• '973/a 1 0 1 1 2 0 54:1/4 103 1- 0 0 2 • 2 0 '55-'1/4 104'1/2 0 1 0 0 2 56 1/2 , ,106 1/2 . 58 1/4 `1,09 `3/4- ..:. 1 0 O. 6 "13/4 -116 1. 1 1 0 3 0 64 3/4' 121 114• • 1,.. - • 1 0 1 3_ 0 67 :'124 3/4';`., 1 1 2 0 3 0 68 3/4 128 1 1 0 0 1 2 70 .,130 1 1 1 1 3 0 73 135 1/4 1 •1 0 2. 3 . 0 74 3/4 138 1/4 1 1 0- 0 0 3. 79 145 1/2 1 , ; ;; . 1 1 0 4 0' 80 1471/4 1 1 • 1 0 0 3 82 150 3/4 1 1 0 1 4 0 821/4 152 1 1 NOTE DIAGRAMS: & ILLUSTRATIONS NOTf6 SCALE 13 Chimney Section Figure 38 14 Underside Of Chimney. Figure 39 FTF8 -E30 Return Elbow` FTF8-30 Offset Elbow* *Part et altset/Return Package Model FTF8 -ES311 Figure 49 INSTALLING OFFSETS First, review the "Offset -Elevation Chart and Figure 40 for reference. Step 1. 'Determine the- offset distance where chimney is to pass through: the first ceiling- dimension "A." To find this point on your ceil- ing, first determine the center point for a verb - cal chimney following the instructions for ver- tical installation. Measure height.to the ceiling from the top of fireplace dimension `B." Use the appropriate Offset Elevation Chart to find dimension "A." Mark point where you will drive your nail to showthe center pointforyour offset ceiling cut. Step 2. Proceed by using the Straight Up Instal- lation i nstructions for cuffing and framing ceil- ing and roof openings. Note: See Framing and Dirnension Chartforthe sizes of the ceiling ands roof openings. The size of the roof opening varies with the degree of pitch of the roof. Offset Elbow Assembly Offset elbows install the same as chimney sections. First, snap the inner. section INTO the preceding inner section ofilue.'Check connec- tion; by pulling up slightly to ensure a tight fit. Next, the outer snap lock OVER the preceding outer section .of chimney. Again, check outer section by, pulling. up•;slightly to ensure proper connection is made. Return Elbow Assembly Return elbows install the same way as round terminations and stabilizers: Step 1. Hold return elbow over top of last chimney section. Step 2. Center inner slip section into innerflue pipe -slip down. Step 3. Center outer - locking section over outer chimney pipe. Push down until lockinglointhas firmly engaged. Step 4. Pull up slightly on return elbow to ensure locking joint has firmly engaged. Step 5._ Secure support straps to framing members by nailing under tension in sheer (Figure 41): _NOTE DIAGRAMS & ILLUSTRATIONS NOTTOSCALE. Figure 41 Note: The return elbow assembly performs the same function as:a stabilizer. Consider this when determining the need fora stabilizer. Note: Do not apply excessive pressure: to any subsequent chimney section following return elbow assembly when installing. Ensure that each subsequent chimney section is securely attached by testing as noted above. OPTIONAL EQUIPMENT CONSIDERATIONS Blower Kits (Circulating Models Only). Blower Kits model FBK- 100 /200 are available for use with circulating models, The Blower Kit can be installedpriorto or after installation of the fireplace. , When installing the FBK -100 Blower Kit,. a Blower Switch Kit (Model FUBSK) is required. This switch kit:allows for a unit mounted blower switch to be used. The. FUBSK is not included and must be purchased separately. The FBK -200. Blower Kit comes standard with a wall mounted variable speed control switch. Note: The fireplace must have provisions for a wall mounted On/Offswitch in orderto install the FBK -200. THE FIREPLACE MUST BE WIRED TO THE HOUSE ELECTRICAL SYSTEM AT THE TIME OF INSTALLATION IN ORDER FOR THE OP- TIONAL FANS TO OPERATE, (SEE FIGURES 42 AND 43). Note: The utilization of fans will increase the air flow around the firebox. However, only a minimal ;increase in heat output should be anticipated. POWER TO THE FIREPLACE The Optional Blower KR Operates on 115 volt BO Hz 150 watts. AC HOUSE WIRING House Wiring Must Be Secured With The Appropriate Electrical Connector To The Fireplace Convenience outlet Wiring Figure 42 GROUND WIRE COVER PLATE Replace Cover Plate Atter Electrical Hook -Up THIS FIREPLACE IS NOT INTENDED TO BE USED AS A SUBSTITUTE FOR FURNACE TO HEAT AN ENTIRE HOME. USE FOR SUPPLE- MENTARY HEATING ONLY. Figure 43 BLOWER THREE PRONGED PLUG TO / GROUNDED OUTLET The FBK- 100/200 Blower Kits are design certi- fied by Warnock Hersey for use with these appliances. Always check local building codes. Installation: of the FBK Blower Kits must comply with local regulations as well as the National Electric Code. Combustion Air Kits These appliances are equipped with an outside (make-up) air doorand integral actuator arm. If the appliance is to be installed with an outside air vent system, use only FireCraft Models FAOK or FAOK -LD Combustion Air Kits. These kits come complete with detailed installation instructions and all components necessary in completing a combustion air vent system. After completing the installation of the optional combustion air vent system the actuator arm must be put in service and tested to ensure proper operation before completing any enclo- sure around the firebox. Failure to do so may result in extensive and costly rework. WARNING: DO NOT REMOVE THE AC- TUATOR ARM LOCKING SCREW UNLESS THE COMPLETEOIJTSIDE AIR VENT SYS- TEM HAS BEEN. INSTALLED IN. ACCOR- DANCE WITH THE DETAILED INSTRUC- TIONS PROVIDED WITH THE KIT. Locate the actuator arm along the right side of the appliance firebox opening and refer to Figure 44. After completing the installation of the Outside Combustion Air Kit remove and discard the actuator arm locking screw. Combustion Air Actuator Remove Lock ng Screw and. "Pop" Actuator to the Left Before Initial Use Pull Forward to Open, Push Back to Close Figure 44 To operate, push the end of the actuator to the left as shown in Figure 44, until it pops free of its 'locked" position. Pull the actuator forward to open the combustion air door, and push it backto close. To 'lock" the combustion air door closed, ensure the actuator is pushed all the way back then push the end of the actuators to the right until the step in the actuator moves behind the appliance front face within the slot - ted opening. Operate the actuator through several cycles including the lock position. Ensuring proper operation and freedom of movement. Return the actuator arm to the locked position. Gas Line Connection Install a 1/2" gas supply line through fireplace wall for connection to a decorative gas appli- ance inside the firebox. Outside, the gas supply line connects to a gas shut -off valve recessed flush into the wall or floor. The valve should be controlled by a removable valve key for safety. NOTE DIAGRAMS & ILLUSTRATIONS NOTTO SCALE. Always plumb gas line installation per local codes. Check all connections with soap suds; leaks will bubble. Never test any gas line con - nection with a match or open flame. This provision is intended for connection to a decorative gas appliance incorporating an au-. tomato shut -off device and complying with the' Standard for Decorative Gas Appliances for installation in vented fireplaces, ANSI Z21.60 (1991) or American Gas Association draft re- quirementsfor Gas -Fired Log Lighters for Wood Burning Fireplaces, Draft No. 4 dated August, 1993. Install in accordance with the National Fuel Gas Code, ANSI Z223.1. This complies with the revised U.L. 127 standard. Vent Free Appliances This unit has been tested and approved to ANSI /IAS /AGAZ21.11.2 for use with unvented gas appliances and complies with the stan- dardfor Factory- Builtfireplaces, UL 127, when installed with unvented gas log sets. Special instructions with regards to mantle installa- tions must be taken into consideration when installing such appliances. The unit has been tested for use with any unvented log sets having a maximum rating of 26,000 BTU. The minimum mantle configura- tionforthese log sets are outlined in Figure 46. Log sets with 40,000 BTU may be installed provided that no combustible mantle projec- tions are placed lower than 18 inches from the fireplace opening. These fireplaces have been marked with a maximum rating of 26,000 BTU to assure that homeowners do not exceed the allowable lim itsfor all allowed installations of mantles. That limit may be increased to 40,000 BTU,; pro- vided that the mantle installed complies with, the 18 -inch limitation and a copy of these instructions are available. NEVER INSTALL AN UNVENTED GAS LOG SET WITH A BTU GREATER THAN 26,000 IF COMBUSTIBLE MANTLE PROJECTIONS ARE LOWER THAN. 18 INCHES ABOVE THE FIRE- PLACE OPENING. WARNING: MODELS THAT HAVE THE " -2" SUFFIX HAVE NOT BEEN TESTED WITH AN UNVENTED GAS LOG SET. TO REDUCE RISK OF FIRE OR INJURY, DO NOT INSTALL AN UNVENTED GAS LOG SET INTO THIS FIREPLACE. 15 CAUTION: WHEN USING THE DECORATIVE GAS APPLIANCE, THE FIREPLACE DAMPER MUSTBE SET IN THE FULLY OPEN POSITION. r„ CAU TION: PLUMBING CONNECTIONS SHOULD ONLY BE PERFORMED BY A` QUALIFIED; LI- CENSED PLUMBER. MAIN GAS SUPPLY`MUST BE OFF WHEN PLUMBING GAS ' "LINETO'FIRE- PLACE OR PERFORMING SERVICE. If you're installing a gas line, connect it before the fireplace is framed and enclosed in the finished wall. The'gas knockout is determined by the indentation located at the bottom and slightly off center in the side refractories. THE KNOCKOUT IS ALWAYS REMOVED FROM IN- SIDE THE FIREPLACE. DO NOT REMOVE THE KNOCKOUT UNLESS YOU ARE INSTALLING A GAS LINE. If removal is attempted from the outer wrapper, side refractory damage may occur. With a medium - sized hammer, lightly tap the surface of the indentation. The'refrac- tory material is verythin inthisareaand "is easily removed. Once a small hole has been made, continue tapping until: you have reached suffi- cientdiameterforthe gas linetofitthrough .The entire knockout does not have to be removed. Remove insulation in;the.,gas line.. channel. IMPORTANT: REPACK INSULATION MATERIAL IN SQUARE HOLE AROUND GAS LINE, INTE- RIORAND EXTERIOROF FIREPLACE, TO SEAL. Glass Doors If glass doors are to be installed on these fireplaces, refer to specific installation instruc tions packed with the glass doors. Use onlythe doors that are listed for use with these fire- places. Use of other non-listed glass door on these fireplaces may constitute a potential fire hazard and is not recommended. CAUTION: CERTAIN GLASS DOORS OVERLAP, THE BLACK METAL` FACING'' OF THE' FIRE-. PLACE. IF THE FIREPLACE HAS BEEN FACED WITH. NONCOMBUSTIBLE MATERIALS, THERE MIGHT NOT BE SUFFICIENT CLEARANCE TO INSTALL THE GLASS DOORS OF YOUR CHOICE. ENSURE ADEQUATE CLEARANCE IS, MAINTAINED AT ALL TIMES SO AS NOT TO. INTERFERE WITH THE INSTALLATION AND OPERATION OF GLASS DOORS. 16' -00LD;CLIMATEiNSULATI0 N It you Jive in a cold,climate, it is especially+ imp;ortantto seal all cracks around the fireplace opening, with noncombustible material and -'wherever cold aircould 'enter the =room: :Sur- rounding materials mustibe caulked where: it meets the black metal facing of the fireplace avoid cold.air intrusion. Use noncombustible caulking material only on :fireplace facing to seal. Also, the outside air inlet duct should,be wrapped with noncombustible insulation to minimize the formation of condensation. Do not place insulation materials on top of fire- place or against chimney sections. Note: A i." airspace must be preserved for all combustible materials extending for any con - tinuousaength;adjacent to the chimney. It is especially important to insulate between . the studs of an outside chase cavity and under the floor if the floor is above ground level. Do not place insulation directly against the fire - place or chimney system. FIREPLACE FINISHES Mantels and Trim It is sometimes best to frame your fireplace after it ,is positioned and the chimney is in- stalled. Frame enclosure for chimneyand fire- place with 2 x 4's (or heavier) lumber. Note: The header may rest on the two (2) metal:' top spacers on top ottee unit but the header must not be notched to fitaround the spacers. Thesefi replaces may sit directly on. a combus- tible surface. A 1 "* air space is required be- tween combustible framing and the chimney. Al' ' air space is required between combus- tible framing and fireplace outer wrapper. In Canada, the minimum height for a combus- tible mantel is 18' (457 mm) above the fire- place opening..Figura 45shows.typical Cana- dian installations. Combustible mantels and trim may be installed 12' above the fireplace opening as per NFPA211, Section 7- 2.3.3. and Figure 46. If a mantel is of a noncombustible material, it is exemptfrom these, requirements;, as long as it does not interfere with the instal - lation or operation of glass doors. *Note: 2" clearance to combustibles required in Canada. NOTE DIAGRAMS'& 'ILLUSTRATIONS NOTTO SCALE. 8" Max. (203mm) Finished Wall Header Combustible Mantel Figure 45 18 "Max. (457mm) Fireplace Opening Canadian Installation 12" Max. Spacer Finishe Wall 1 1j2" Heade Combustible Mantel and Trim Space 12"* M n. Fireplace Opening *Bath 01 These. Dimensions Must Be At Least 18" When An Unwanted Gas Log Set Rated At 26,000 BTU Or Higher Is Used. (Maximum 40,000 BTU) Typical installation Figure 46 Hearth Extensions and Wall Shields A hearth extension, must be installed with all fireplaces. It is to protect the combustible floor in front of the fireplace from both radi- ant heat and sparks. The hearth extension must extend 8' beyond both sides of the fireplace opening and 16' beyond the front (see Figure 47 ). Use a hearth extension constructed of a durable noncombustible ma- terial having an equal or greater insulating value of k = .84BTU I N /FT2 HR °F or athermal resistance that equals or exceeds r =1.19 HR °F'FT2 /BTU IN. With these values, determine the minimum thickness /material required using the formula and the Table on page 17. Note: Any noncombustible-material whose k value is less than .84 or whose r value is more than 1:19 isacceptable. If the fireplace is installed on a combustible floor, use the metal safety strips (provided) on the floor extending half under the fireplace and half underthe hearth extension (referto Figures 6and7). A wall shield is required where a continuous perpendicular side wall is within 12" of the fireplace opening, (Figure 48). Use a 24" W x 30° H x1/2" wall shield constructed of millboard or a durable, noncombustible material having an equal or greater insulating value than K = .54BTU IN /FT2 HR °F. At no time may perpen- dicular side wall be located closer than -7° from the fireplace opening. If fireplace is installed diagonally across a 90° corner; no wall shields are required. H-c ►I� B - ►k c-✓ ►; Hearth Extension Dimensions A 16" B 30° C 8° D 46" Figure 47 Wall Shield Required Where Less Than 12" it 2 30" Figure 48 Methods of Determining Hearth Extension and Wall Shield Equivalents To determine the thickness required for any material when either the k or r values are known: TM = Thickness of material in inches km = Kvalue of desired material rM = R value of desired material = Minimum listed thickness Example: Micore CV230 is to be used for the hearth. extension fireplace. How thick mustthis material be? Using the k formula: Desired k value of desired Min.thickness Required = material (per inch) x of Listed Thickness kvalueof listed Material material (per inch) TM (inches) = kM x T� .84 TM (inches) = 0.43* x 1 0.84 Answer using k = 0.51 x 1° =0.51 =1/2' 1h" thickness Micore will be required. Using the r formula: Desired r value of listed' ' Min.thickness Required = material (per inch)x of Listed Thickness r value of desired Material material (per inch) TM (inches) = 1.19 x TL rM TM (inches) = 1.19 x 1" 2.33" Answer using r = 0.51 x 1" _ .051 =1/2" 1/2" thickness Micore will be required. Attimes it is importantto know what combina- tion of materials are acceptable for use as hearth extensions. The "R values" are used to determine acceptable combinations of materi- als because "R values" are additive where rand k values are not. NOTE DIAGRAMS & ILLUSTRATIONS NOT TO SCALE. "R value!' =.1 = r x thickness of material u sed k Alternative Hearth Extension and Wall, Shield Materials Listed . Material Values Min. Thick Millboard .84 1.19 1 ° Alternative Materials Values Min. Thick k r T, Wonderboard 1.92 0.52 214" Common brick 5.00 0.20 6" Cement mortar 5.00 0.20 6." Ceramic tile 12.5 0.08 140" Marble 11.0 0.09 ' 13 W Micore CV230 (U.S. Gypsum) 0.43 2.33 l2" Ceraform 126 (Johns- Manville) 0.27 3.70 %" Example: Giventhatthe required "R value" for a suitable hearth extension used must be equal to or greater than: "R" = rxTL =1.19x 1" =1.19. If it is desired to elevate a marble hearth exten- sion to a level of 5" or more above the floor surface. What combination of noncombustible materials can be used to accomplish this? If common brick is used so that the 3 1/2" dimension is the height, "R" for the common brick becomes: "R "M =rx TM =0.20x31/z" =.70 Using 1/2" of mortar to set the brick, "R" for the mortar is calculated as follows: "R''M= rxTM= 0.20x1/" =.10 `value taken from chart 17 A 3/4 marble slab set in 1/2" mortar covers the brick, "R" for the marble and mortar becomes: „R "M ='rxTM= 0.09 x3/4 .068 "R "M =rxTM= 0.20` "x1 /2° =`.10 The sum of all "R values" is: .70 +.10 +.068 +.10 =.968 This would not be an acceptable combination of material for the hearth extension since the total calculated "R value" of the materials used is under the required "R value" of 1.19. An additional layer of insulating materials must be used. WARNING: THE CRACK BETWEEN THE FIREPLACE AND THE HEARTH EXTEN- SION MUST BE SEALED WITH A NON- COMBUSTIBLE MATERIAL. WARNING: WHEN INSTALLING HEARTH EXTENSION IN FRONT OF A NON- CIRCU- LATING FIREPLACE MODEL, THE FIRE- PLACE MUST BE RAISED IF HEIGHT OF HEARTH EXTENSION EXCEEDS T' ABOVE THE BOTTOM 0 F FIREPLACE (FIGURE49). • Max. Thickness Of Hearth Extension When Non - Circulating Models Are On The Floor Figure 49 WARNING: WHEN INSTALLING THE HEARTH EXTENSION BE CAREFUL NOT TO BLOCK THE HEAT - CIRCULATING AIR INLET GRILL ON CIRCULATING MODELS. WARNING: WHEN INSTALLING HEARTH EXTENSION IN FRONT OF A CIRCULAT- ING FIREPLACE MODEL, THE FIREPLACE MUST BE RAISED IF HEIGHT OF HEARTH EXTENSION EXCEEDS2 "ABOVE BOTTOM OF FIREPLACE (FIGURE 50). 18 Max. Thickness Of Hearth Extension When Circulating Models Are On The Floor Figure 50 Secure the hearth extension to the floor to prevent possible shifting. FINISH TO YOUR TASTE There are a wide variety of "finished looks" for these fireplaces, from formal wall decor with elaborate mantels to rustic wood paneling or warm brick facings. Only noncombustible materials like stone, tile, brick, etc., may overlap the black front facing. Do not extend these materials beyond the black facing and into the firebox area. Be sure not to interfere with the installation and operation of glass doors or block the upper or lower grilles. Seal all joints between the blackfacing and wall surrounds to prevent air intrusion. Use non- combustible caulking material only to seal the black metal facing to the surround material on the finished wall. Combustible materials may project beyond the sides of the fireplace opening as long as they are kept within the shaded areas illustrated in Figure 51. Combustible Materials Allowed In Shaded Area "Sale Zone" Fireplace Figure 51 Min. Distance To I Protected Side Wall Min. Distance To Unprotected Side Wall NOTE: DIAGRAMS & ILLUSTRATIONS rNOT TO SCALE. INSTALLATION COMPONENTS The following items are available for use in the installation` of this appliance. Firestop Spacer (30 °) 63130 Firestop Spacer (30 °) 631_32 F8FS30 FBFS30 -2 Offset/ Return Package (30 °) 631_22 FTFB -ES30 Stabilizer 63L25 FTF8 -S4 Unit Mounted Blower Switch Kit ' 911.48 FUBSK Shipping Weight 175 lbs. INSTALLATION COMPONENTS a% Chimney Section 63110 63L13 63114 63115 FTFB -12 FTFB -18 FTF8 -36 FTF8 -48 Canadian 62192 FTF8 -18C Chimney Section 62193 FTF8 -36C Flashing 63138 63139 - FBF6 F8F12 Round Termination 63L42 FTFB -CTD Storm Collar 63159 FSC Combination Offset/Return Elbow 63128 FTF8 -0815 Forced Air Blower Kits - Single Speed - Variable Speed 80184 FBK -100 Chase Termination 80185 FBK -200 (Square) 631.51 FTF8-CT2 Outside Combustion Air Kits (with duct) (without duct) FOAK FOAK -LD Firestop Spacer (Flat) 63129 Firestop Spacer (Flat) 63131 FBFS F8FS -2 Cold Climate Kits 63161 FTF8- CCK1 -LD NOTE DIAGRAMS & ILLUSTRATIONS NOT TO SCALE. Chase Termination (Round) 63145 FTF8 -CTDT Locking Band E0 63160 FLB Chase Termination (Square) 63L48 FTF8 -CT1 Attic Shield Assembly 63L67 FTF8 -FSAS 4 The manufacturer reserves the right to make changes at any tirhe, without notice, in design, materials, specifications, prices and also to discontinue colors, styles and products. Consult your local distributor for fireplace code information. Printed in U.S.A. © 2001 by LENNOX PM 700,025M REV. C 11/2003 LENNOX HEARTH PRODUCTS 1110 West Taft Avenue Orange, CA 92865 CITY COPY