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RC-13-391 INSPECTION RECORD POST ON SITE Permit NO. RC- "1 3®39 01 oees Miami Shores Village �"YP� � e11"ai oli U6001 �e 10050 N.E.2nd Avenue don:Additgon/ {tS 'a Miami Shores,FL 33138-0000 a �_, Q/ Phone: (305)795-2204 Fax: (305)755-8972 Expires: ®2�0 d/20 i> issue Date:8113/2013 14 INSPECTION REQUESTS: (305)762-4949 or Log on at https:/Ibldg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel#A 13206013576P Owner's Name:JAMES HOLT Owner's Phone: Job Address: 3G1 C 97 C}reef Total Square Feet: _ 1300 A1 �. Miami Shore-, FL 3313R-f)0nQ Total Job Valuation: $ 149,000.00 Bond Number: M9, WORK IS ALLOWED MONDAY THROUGH SATURDAY, 7:30AM-6:0012M.NO WORK IS ALLOWED ON SUNDAY Contrator(s) Phone Primary Contractor OR HOLIDAYS. F&S CONTRACTORS LLC (305)466-9308 Yes BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. v NOINSPECTION WILL BE MADE UNLESS THE PERM11 CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAIU BLE. IT I:� THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER' THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. � 11A41:, : #-e/% /mei n x�j 5` , x INSPECTION RE CO °RSP��191 ', � r �� In- ,,..., lQA7E f SSP #AARP .� .� � �'� ��P 0 '' PECTi DA MtSP ZE � ��v+nns est Lift �� Co urns Mns;ZnCl t_if$ '@fir Service re beam h Trus +'Nefgers fat M?oof afaeathin -w... q ers ticks Tank Windovvslpoors: Sewer t too Interior Frarnla Roof grains In. atioon " CeiiiGrid . ."",." �-#am #01@ Dr 10 30Iv1a a ra 1=1s ewreil Prot>rtond Lavun rinklers �.+4rvire Lath &mdin Drain Poa� lSt_gei PMI iD '""�" Uncle o iBackflow Preventor I inai Pool' Footer Grow' tMe Final Fence stab Ga#ah E3asins Screen Ens�are� "s' ��'aii R Gns c►> ensate Drai Driveway I---.....� . i!1 fl h fdf3S f Tin Cap One R PLUMB Ate:COMMENTS Bte moof in Pro reez -1e Finat MOP in Pre re. s TV h Final A►fiafinat 36wtlera Attach�,ilnt -- t.ae Roti'h �+"anal Shutters l�Iaailsand Guaardra,ils IrAtert��J h !ADAi ter l`t Alamo Nota h : M1Cy'S arn�fi►a�al tAiSPEC?!QN d� TE IiYSP. iSoil&'a n��e"' Fire Alarm Rou h �derground ' —.-.�.,-�, Fire Ala 'soil Trete@ 't 8� rl m1 Fitnai M_ levon �r 1 oris i h ►rve lf3eint Unit M as�Q+' insu ,artit3 to C A. G entilstion Rough a S t Survs - Hood bough i"ressure Test .a °��""`� •� � Final H0� ru, tertil'icatic;) Finat Yin tilation Pool Heater lracuum !>r tNSPECTltDN DATiF rAtSP ,- M l Final n na Erna Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-203771 Permit Number: RC-2-13-391 Scheduled Inspection Date: November 27, 2013 Permit Type: Residential Construction Inspector: Rodriguez,Jorge Inspection Type: Slab Owner: HOLT,JAMES Work Classification: Addition/Alteration Job Address:361 NE 97 Street Miami Shores, FL 33138-0000 Phone Number Parcel Number 1132060135760 Project: <NONE> Contractor: F&S CONTRACTORS LLC Phone: (305)466-9308 Building Department Comments ADDITION ROOF TERRACE OVER NEW VERANDA Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-203705. CONCRETE SLAB ��o Compaction and termite enclosed Failed 0A) rA5�57' � Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. November 26,2013 For Inspections please call: (305)762-4949 Page 20 of 23 P STATE ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC. ALL 'STATE TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMIST-DRILLING-ENVIROMENTAL SERVICES ENGINEERING 9600 N.W.79'Avenue,Hialeah,Florida. 33016-Phone: 305-888-3373 Fax:305-888-7443 t PROCTOR COMPACTION TEST ASTM D-1557 Date November 25*,2013 Order Number 13-1618 Client F&S Contractors Address 21006 West Dixie Highway,Miami,Florida 33180 Project SFR "Addition" Address 361 NE 97 Street,Miami,Florida Sample Location Stock pile at the job site Soil Description Subgrade: Fine Silica Sand Sam led b Raza Re orted to TEST RESULTS Labora!og Number. 14-247 Sample Number: 02 The following compaction test was conducted in accordance with the standard methods for Moisture/Density relations of soil using a 10 lb.Hammer and 18"drop A-ASHTO designation T-180-C. %Moisture Dry Density Dy D situ 40% MN%ure 7 99.3 5 6 7 8 V 12 13 14 9.1 103.9 10.7 105.6 12.9 101.1 1171111 Optimum Moisture 10.7 111111 1 111111 100%Max,Dry Density 105.6 98%Dry Density 103.5 7 1111 95%Dry Density 100.3 N Gradation test passing 314"Sieve 100.00% Z W Sampled By Raza 11 11111111 1 Tested By Checked By 0 Typed By we % RgURo®®,® ®�•o *Ab dby, ® teel P f&,99234 °;..��LL ,�E ERING& ANTS, INC. Should any subsoil conditions in the property(area)tested be found different from those en ed locations reported on our Density Test, All State Engineering&testing Consultants,Inc.is not to be held responsible. As a mutual protection to client,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from our reports is reserved. ALLSTATE ENGINEERING AND TESTING CONSULTANTS, INC. ALL STATE TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMIST-DRILLING-ENVIROMENTAL SERVICES ENGINEERING 9600 N.W.79th Avenue,Hialeah,Florida. 33016-Phone: 305-888-3373 Fax:305-888-7443 Field Density Test of Compacted Soils ASTM D-5195 Client. F&S Contractors Order# 13-1618 Address. 21006 West Dixie Highway,Miami, Florida 33180 Date: 11-25-13 Project: SFR "Addition" Gauge# 13264 Address: 361 NE 97 Street,Miami,Florida Phone No: Attention: Lab ID# Location 13-2781 Bldg.Addition NW Side Room Slab on Grade SE Side 13-2782 Bldg.Addition NW Side Room Slab on Grade NW Side 13-2783 Bldg.Addition North Side Terrace Slab on Grade Center Area 13-2784 Bldg.Addition East Side Terrace Slab on Grade South Area 13-2785 Bldg.Addition East Side Terrace Slab on Grade North Area Description of Material Fine Silica Sand Back Fill Sub rade xBase rock Sam led B : Tested B Laboratory Identification Number 13-2781 13-2782 13-2783 13-2784 13-2785 Test Number 4 5 6 7 8 Depth in Inches 12" 12" 12" 12" 12" Field Density LB/Cu Ft. (Dry Density) 104.4 104.1 103.7 104.0 103.8 Moisture Contents 8.0 8.2 8.9 8.4 8.0 Maximum Density In the Field(%) 98.9 98.6 98.2 98.5 98.3 Compaction Requirement by Specs %of 95% 95% 95% 95% 95% Maximum Density 100%Maximum Density (Lab) 105.6 105.6 105.6 105.6 105.6 Proctor T-180 AASHTO Method C 14-247 14-247 1 14-247 14-247 1 14-247 Optimum Moisture(%) 10.7 Reported By Abbasi Checked By Typed By we ®° •' .� a ° ly ubm�ted by, m • on,S�> • . #69234 ®®®®®�� •1,. INEERING & o soe �1SULTANTS, INC. Should any subsoil conditions in the property(area)tested be found different from those encountered on the tested locations reported on our Density Test,All State Engineering&testing Consultants,Inc.is not to be held responsible. As a mutual protection to client,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from our reports is reserved. 1 s�. •r .yc 4y r� 7 t .a � r 1 > ..•-..fit .._:r...,. `r._ .da: _ }1.i%da s::�i_... •a.�i.. '.t...sYl�,tj8:,�,. .H•I la' •'- ,x ~ r r� r r Certificate of Completion s Miami Shores Village • 10050 NE 2 Ave, Miami Shores FI, 33138 r Tel: 305-795-2204 Fax: 305-756-8972 „, Building Inspection Department r This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: ° Permit Type RESIDENTIAL CONSTRUCTION Bldg. Permit No. RC-2-13-391 Owner JIM HOLT Contractor F&S CONTRACTORS LLC I Subdivision/Project NONE Date Issued 11/19/2015 r, "3 Occupancy a Construction Type V-B Load 4 Occupancy r; = Square Footage 1300 Type R-3 *„ I s' Description of Applicable Work ROOF TERRACE ADDITION Code 2010 FLORIDA BUILDING Jj Location Flood Zone X F.F.E 11.75 361 N.E. 97 STREET Miami Shores FL 33138 make Ism- Building Officials Approval Ismael Naranjo, < ., Not Transferable POST IN A CONSPICUOUS PLACE ` r L ''jr-r .. _.'4�r.. I.4:`' s,'•_ t "-Y•::- "+ `_ ¢' ^� - =3at=* _�.r. •:Y .' _ti;.;-.c, - - _ _ s • :.e,' d „ ►k" 1`a4 � �°' -yti�t,f. �S� ;}.' - r#�'j.•'1 a,.x. `'��'.f't�g ` �1 !' —_'�c'�"'"�.Xy=`` , < s�-v`.,- �; ` 3 �.• '. `'}' ;-.,.�,'a _ - ''�ih� _�z �'' e .�� .,;i-. ^�'_ °tt' �.^"'� s` ';�.3�h, � ,`tw.;4�:..,, kms- Y! spy...�� +�"+�. ii yy > Cq }y 1 +; = 4 1 }Hiae�•., a _ 9'ci isY w "R6'':i� ':°+F ' g- ''ct. $' 'tet'`.. � �„1 �.-_ :"• '�•Y�.-i» .k ':., 1cam+►'- 1 ,�: v� _K�t�` .y a ,. '} `b ' -i 20: •44a 1�" t<. ,5A;, f' :, - -R'. .� � � :f i a j � a f r. . v I r� Temporary Certificate of Occupancy Miami Shores Village :a 4 10050 NE 2 Ave, Miami Shores FI,33138 v '� y `. Tel:305-795-2204 Fax:305-756-8972 d Building Inspection Department 1 1 1 14 This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in ; Y Vim; compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: sti• • .. Permit Type RESIDENTIAL CONSTRUCTION Bldg.Permit No. RC-2-13-391 Owner JIM HOLT Contractor F&S CONTRACTORS LLC Subdivision/Project NONE Date Issued 11/03/2014 '` Occupancy 4 Construction Type V-B Load 4 r - .� Occupancy .. m Square Footage 1300 R-3 m Type Description of Applicable r &. Work ROOF TERRACE ADDITION 2010 FLORIDA BUILDING Code Location X 11.75 Flood Zone F.F.E - 361 N.E. 97 STREET , Miami Shores FL 33138 t4 AVR%k NOW OWft da 5 �c 3 nml�lf na Building Officials Approval ae aranio, - o a 6.4 Not TransferableAf r a e I' s,;, �101R1Dp► POST IN A CONSPICUOUS PLACE ww r "�vhu..�._ya'•y'� ? '��4'J�''"7'.,.,..f rr�.�. r�lr'" r '�!'� tr�;,� ��• •,!�'—,-,�+�'a °��..a�� --.�' '�i—F,% �"�"�.� +tL' �%; }y-rr`►�.' .f 1G „F�,'�'j�„`'s-x��F _ --��? � A L�� a� `?�.`'`i�r �{3 �`y� '.'�"'-. w, +'�'' �'"r'�R-� :�.�<, '� ic'4 'fgi�li �'+4sSt�� aPs�• � �, �s �` �,�C°"�^r „+��,�J�"',�m�*""rYr� " ? �tk �v4#!� .�[. i �� - ♦ r� 0 F � - �i� �6' � �-k y t•4• •r7: p� Iqo, •yt 10- ..,- .f'y �.•tl r r..- ?•i � �T' Miami Shores Village Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 UNIFORM MUNICIPAL TCO/TCC INSPECTION REPORTING FORM Master Permit No. 0Miami-Dade County from Municipality: Municipal Permit No. (MBLD): Job Address: �311 N& q-1 Sl Unit: Project Name: Qualifier's Name: y, Ritp ualifier's Phone: Email: Owner's Name- ��LG rOl Aine�hone: Email: This Uniform Municipal TCO/TCC Inspection Reporting Form is used to gather trade approvals for Temporary Certificate of Occupancy(TCO) or Completion (TCC). Once validated by the Municipal Building Department personnel,the form must be present at the job site for the field inspectors. When all approvals have been obtained,take the signed form back to the Municipal Building Department for TCO/TCC issuance. 1 Form Validated by 4100 I �) Siu. , Date: Bldg Dept Personnel. Print Name Signature OAll"Required"TCO/TCC inspections indicated below must be signed"Approved" before certificate issuance. Inspector's Approval Req'd. Trade Date Comments Name Signature Building ❑ Electrical ❑ Fire ❑ Mechanical ❑ Plumbing ❑ Public Works ❑ Zoning Other, Important Note: The TCO/TCC is not valid and building and/or space may not be occupied unless signed by the Building Official. Occupying the building and/or spac without obtaining a TCO/TCC issued by the Municipal Building Department is prohibited and is in violation of the I a ui Ing Code Section 110.3. / OBuilding Official's Approval: Date: 1St TCO/TCC ❑ Extension TCC/TCO Duration: Conditions of TCO/TCC: • If Master Permit expires,the TCO/TCC will automatically be revoked and the space must be vacated. • A TCO/TCC may be revoked if any action by the contractor, owner or tenant creates any code violation affecting the proper occupancy of the area. • Any TCO/TCC that expires without renewal or has been revoked can result in a notice of violation, civil violation and/or disconnection of utility services. • Other conditions: 04/09D I.OSFBOA Samuel Fleischer 361 NE 97 Street OCT 10 201 Miami Shores, FL 33138 October 13,2014 - - - Miami Shores Village Mr. Ismael Naranjo CBO 10050 NE 2nd Avenue Miami Shores, FL 33138 RE.:361 N.E.971i Street,Miami Shores,FL 33138 PERMIT RC213391 Dear Mr. Naranjo: As required by City of Miami Shores, I am writing this letter to explain the circumstances that lead me, in behalf of Mr.James Holt to formally request for a Temporary Certificate of Occupancy for his home located at 361 NE 97`h Street, Miami Shores,FL 33138. As you know, Mr. Holt resides abroad. Because this property's mortgage needs to be covered, Mr. Holt now finds that he needs to rent it to responsibly be able to maintain it. It would help immensely if you would provide him with a Temporary Certificate of Occupancy considering that the little work that remains to be done would not in any way interfere with the potential tenants that should chose to rent the property. Areas including terrace waterproofing and tile finish. What remains pending for a final CO/CC approval is a change in the scope of work on waterproofing. The number of days I would like to request are 90 days. We hereby hold harmless and release Miami Shores Village Building Department and Miami-Dade Fire Department from any liability that may arise during the use of designated areas in the aforementioned facility while under the limitation of the Temporary Certificate of Occupancy. We hereby certify that all means of egress shall be kept clear and accessible and that all life safety systems will be maintained and operable at all times while the building is being occupied. I state that the information provided above is true and correct. If there is anything else that should be required of me,please do not hesitate to contact me. Our telephone number is(786)357-0879. Allow me to thank you in advance for any assistance you can provide to us, it already is greatly appreciate. Since?y,ti Muher Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Xb � Tel:(305)795-2204 Fax:(305)756-8972 Website:www.miamishoresvillaite.com TEMPORARY CERTIFICATE OF OCCUPANCY APPLICATION (T.C.0) Please be advised that the TCO expiration date is based on conditions from Miami-Dade County Fire Dept. Date: ASO r- k (0 1 1. Folio#: 11- 32(t 0 - 0 `:� - S_��fl Master Building Permit#: 2�3 3� Square Footage of Space: '2,.. Miami-Dade Municipal Process#: Miami-Dade Municipal Permit#: Contracting Company: 4- Owner/Tenant: . Amcea Lot: 11 v,y Block: �` Subdivision: Street Address: -�Ck &J t—z-' q �`�f�� `�vv G'r�j - 3313? Signature of applicant verifies the above information is true and correct.The Temporary Certificate of Occupancy is issued to the above named for building at the above location only upon the express provisions that the applicant will be able by and comply with all conditions of the Zoning ordinances and all ordinances of Miami Shores Village and/or Florida Building Code pertaining to erection,construction or remodeling of buildings or structures. This also certifies that the electrical wiring and or equipment,and the plumbing work h�ass been inspected and approved. j4mvo T ms's Z �t ��al 9z Print Name of Applicant or Qualifier Sign plicant or Qualifier FOR OFFICE USE ONLY TCO Number: Fee: Expiration Date: Technology Fee: Approved Use for Occupancy: Total: Remarks: Building Official/Designee: Inspections: Zoning Yes/No Plumbing Yes/No ui ding Yes/No Fire Sprinkler Yes/No Electrical Yes/No FireYes/No Mechanical Yes/No Y� F Miami Shores Village 3 Building Department �u a� J�I 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 p� � �✓�� Tel: (305)795.2204 Fax: (305)756.8972 INSPECTION'S PHONE NUMBER: (305)762.4949 BY.__'_'_m000 FBC 20 BUILDING Permit No. PERMIT APPLICATION Master Permit No. & -2-13_ 3C11 Permit Type: BUILDING ROOFING JOB ADDRESS: _��✓� /�� 9 City: Miami Shores County: Miami Dade Zip: 3-3/3 e Folio/Parcel#: //— 3,4040 —0/3 - -5-7-60 Is the Building Historically Designated:Yes ✓ NO Flood Zone: OWNER:Name(Fee Simple Titleholder): / sl> Phone#: Address: City: State: Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: �/1 �4( lL� �i`�. Phon93®g Address: X�02100 o k _%7%�f� City: /7l d1 State: Zip:r I � Qualifier Name: JiI�YU�� a�°/�E,i Phone#: 7� -®� 9 State Certification or Registration#: Certificate of Competency#: Contact Phone#: Email Address: DESIGNER:Architect/Engineer: Phone#: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: UfAddition ❑Alteration ❑New ❑Repair/Replace ❑Demolition Desiption of Work: 421 527 Ohl r Color thru tile: Submittal Fee$ �Permit.Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ � 3 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 lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of ,20_,by day of ,20_,by , who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: My Commission Expires: My Commission Expires: APPROVED BY Plans Examiner zoning AM�,S ) I 1 Structural Review Clerk 'Revised 5/2/2012XRevised 3/12/2012))(Revised 06/10/2009)(Revised 3/15/09)(Revised 7/10/2007) * ti 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 1WROVEMENTS 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 gond faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person it-hose 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, life inspection it-ill not be approve nd a rel spection fee will be charged. Signature Signature r or gent ontractor The foregoing instrument was ackno edged befo7%7,ber- L The foregoin instrumen was acknowledged before me this day of */J—,20Aby �dCatB� day of ai- ,20 Ll-,by c5AIgael Flel se b C 1' who is ersonally known to me or who has produced who is personally known to me or who has produced As ide 111 a wno din TaKe an om. . id ntzpOpa anwho did t1ath ...... ROGG ERb NOTARY PUB s• Y COMMISS N#FF001475 NOTARY P +'c •- #FFoo1475 EXPIRES M ch 25.2017 `''.' r March 2�rJ7 7)398.0153 to Mmom / 22 3 larida Service.com Sign: Sign: Print: CI RE / Pnn : /✓J / My Commission Expires: 3;65117 My Commission Expires: a S�yZ $s3${aa3a3k�s3t3#a$a3$a3�S`4��3��t3�6�8YSa3a3'34aaB{aL86i*2i3o3a3saa3LaaSL8�e3a�a�#a2L8k1a3�s3c3G8N�3L3e3da�9R+�3�'S�L8a3�RSLaa3s?eC7s3a3Nk'traL'a�a3R+��a3�x6��+�L4C+sla3�s�s3a3Ct8Y�kta3La�3�3 APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised3/I2/2012XRevised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) April 7, 2015 Mr. Ismael Naranjo Building Department Miami Shores Village 10050 NE 21�1 Ave !Miami Shores, FL 33138 Dear Mr. Naranjo: As the owner of 361 NE 97 St, Miami Shores, !. 33138, 1 herein authorize you, or any other Miami Shores Village official,to access this property, including the inside of the home, in order to perform your %%ork, including but not limited'to inspections,while the current construction peranit is open. If you have any questions, please do not ttes;.ate to contact me at 1 (828) 994- 2115 or email:jiIII-h r sy e-international.con-i. Sincer lv, es Holt weer Blackwell Estates LLC Arlenis Silvera From: Pedro Almeida <propertiesbypedro@gmail.com> Sent: Friday, May 30, 2014 3:47 PM To: Joanna Feliciano;Arlenis Silvera Cc: Juan Carlos Briceno; Samuel Fleisher, Pedro Almeida Subject: MC Permit(Protocool Cooling Solutions) Incorrectly placed under F&S Contractors Master Permit(RC-2-13-391) Attachments: MC-14-825.JPG Hello Arlene, Thank you very for your attention and assistance today. Property Location: 361 NE 97th Street, Miami Shores, FL 33160 F&S Master Permit: (RC-2-13-391) As discussed, company "Protocool Cooling Solutions" pulled a permit(MC 14-825)to replace the existing AC units at this job-site location, under our master and this is incorrect. The work that they performed was not contracted by us and it is not in our scope of work. They need to have their own permit. I will contact you back next Tuesday to find out how this matter will be resolved. Thank you very much again for your assistance Pedro Almeida Realtor, BeachFront Realty F&S CONTRACTORS, LLC Cell: (305)333-7426 eMail:,propertiesbyl2edroQgmail.com www.propertiesbypedro.com 1 a Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-208007 Permit Number: RC-2-13-391 Scheduled Inspection Date: March 21, 2014 Permit Type: Residential Construction Inspector: Rodriguez,Jorge Inspection Type: Slab Owner: HOLT,JAMES Work Classification: Addition/Alteration Job Address:361 NE 97 Street Miami Shores, FL 33138-0000 Phone Number Parcel Number 1132060135760 Project: <NONE> Contractor: F&S CONTRACTORS LLC Phone: (305)466-9308 Building Department Comments ADDITION ROOF TERRACE OVER NEW VERANDA Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed J9 SLAB INSPECTION FOR GARAGE Failed i• .�,�� G9��Gd� � r1 �� Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. March 20,2014 For Inspections please call: (305)762-4949 Page 9 of 22 5 3" 3'?Ll 2e L f)"Part 6&6y Pa4t.-, 0. m a;l r 'ONSULTANTS, iNC. f A' LSTA,'IrEENGINEERa'NGA�F,�-D "�! ,- ', INGu' N ) OMENTALSERViCES Cl riN LABORATOR]r-.S-r=NG114EERS-INSPECTIONSERVICF-S-CHEMIST-DRILLING-E VR jAALLSTA TES ENGINEERING 238OVilest 7B Street,Hialeah,Ficrida. 33016 (305)888-3373 FSELD DENSITY TES"18" OF COMPACTED SOILS i GuUigg 2 14!:' Ly i 4 I Alyldvc-as' 0 Lot. Lcmwf;qp_g —k 1105,0 11 o 5� t PEST CONTROL, INC. NOTICE OF TERMITE PROTECTIVE TREATMENT AS REQUIRED BY FLORIDA BUILDING CODE (FBC) 104.2.6 AS PER 104.2.6-IF SOIL CHEMICAL BARRIER METHOD FOR TERMITE PREVENTION IS USED, FINAL EXTERIOR TREATMENT SHALL BE COMPLETED PRIOR TO FINAL BUILDING APPROVAL. / v DATE OF TREATMENT: TIME OF TREATMENT: IN 1 ®V 0 APPLICATOR'— OUT PPLICATOR: OUT BUILDER NAME: `�'� Lim TREATMENT ADDRESS: JOB #: LOT: BLOCK: UNIT: SPRAY & TAMP < SPRAY ONLY SPRAY# COMMER ALADDITION CHEMICALTio/L� m��` % �° GALLONS MONOLITHIC r SAF STEMWALL SF L/F L/F STAGE OF TREATMENT (HORIZONTAL,VERTICAL,ADJOINING SLAB, RETREAT OF DISTURBED AREA PERIMETER TREATMENT CHEMICAL: % GALLONS DATE OF TREATMENT: TIME OF TREATMENT: APPLICATOR: L/F 300 S.STATE Roan 7 PLANTATION,FLORIDA 33317 954-584-8588 1-800-749-8588 FAX: 954-584-6117 %A 7"i1v�.11nP� -,`. .� �R JLd ��e,�d�lcsJ ��a� ` WWW.skyrockeng.com 1 November 12, 2013 To: Building Official(s) Miami Shores Village Building Department Re: Remodeling &Addition Project 361 Ne 97th Street, Miami Shores, Florida CMU wall repair Dear Sir: Due to reasons beyond my control, the existing CMU wall at new terrace was damage during the installation of new electrical ducts. Based on observed existing conditions the strengthening of the existing CMU wall is required, following the attached repair details, in order to guaranty the structural integrity and safety. Please, if you have any question or need additional information, do not hesitate to contact me at your convenience. Thanks for your attention. Sincerely, s Aimee Rodriguez, PB 69701 Phone:786.285.7157 Fax:305.258.3345 Email:aimee@skyrockeng.com Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-203705 Permit Number: RC-2-13-391 Scheduled Inspection Date: November 26, 2013 Permit Type: Residential Construction Inspector: Rodriguez,Jorge Inspection Type: Slab Owner: HOLT,JAMES Work Classification: Addition/Alteration Job Address:361 NE 97 Street Miami Shores, FL 33138-0000 Phone Number Parcel Number 1132060135760 Project: <NONE> Contractor: FSS CONTRACTORS LLC Phone: (305)466-9308 Building Department Comments ADDITION ROOF TERRACE OVER NEW VERANDA Infractio Passed comments INSPECTOR COMMENTS False Inspector Comments Passed CONCRETE SLAB Vil Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. November 25,2013 For Inspections please call: (305)762-4949 Page 30 of 32 iALL TATE ENGINEERING'AND TESTING 6 ING u"ONS LTAN ), iNC. iSTATE ALLTES T iR{G LASOrR•.ATORIES-ENCINr=ERS-INSPI=CTION SERVICES-CHEMIST-DRILLI,%4G-ENVIROMEA+TAL SERVICES ¢ i � g�d�'sgPg��gPgG 2380 West 78'"Street,Hialeah,Florida. 33016 (305)688-3373 i� FIELD DENSITY TES-19- OFICOMPACTED SOILS ------------- @Mti �tQ 3 � 40 �• ^A _77- 41 e p� A_.-_ c �� ♦ �: 17 .��SD��r;B�arr�-..-.�.....w.......oT.e--••—__-,_.............,,0-4_. - - .a.. e�.....�.__...� _-9..�,.,6-a.,._......,�..,,�..�-...-._....... '.�C.�•6 '.5 7P& :�f'l F+i�r_ .. (� rb tl B - t .. 9'='^es='m ..� ^�-- .-�- �.. ..�.> a __ _• ` �. .,s�..r-�,s-,�_----b-.�z•-„�+�....I 2 5 ^"' nT�ORCR — .amoe ' S aQgp ._.. rdc_;i;�'•�•;8"•.°'�:'€�p°4:Io e�,�'� Pe� � e I ,....r i ...�„.i..._..� � i j .:...__ —i PEST CONTROL, INC. NOTICE OF TERMITE PROTECTIVE TREATMENT AS REQUIRED BY FLORIDA BUILDING CODE (FBC) 104.2.6 AS PER 104.2.6-IF SOIL CHEMICAL BARRIER METHOD FOR TERMITE PREVENTION IS USED, FINAL EXTERIOR TREATMENT SHALL BE COMPLETED PRIOR TO FINAL BUILDING APPROVAL. y DATE OF TREATMENT: 1 TIME OF TREATMENT: IN //0- APPLICATO PV OUT BUILDER NAME: ° J1 TREATMENT ADDRESS: . JOB #: LOT: BLOCK: UNIT: SPRAY &TAMPRAY# RESIDENTIAL COMMERCIAL =ADDITION CHEMICAL 'T ®PAr ✓®� % 6 GALLONS MONOLITHIC 63c), S/F STEMWALL SF LT OF STAGE OF TREATMENT(HORIZONTAL, VERTICAL, ADJOINING SLAB, RETREAT OF DISTURBED AREA PERIMETER TREATMENT CHEMICAL: % GALLONS DATE OF TREATMENT: TIME OF TREATMENT: APPLICATOR: L/F 300 S.STATE ROAD 7 PLANTATION,FLORIDA 33317 954-584-8588 1-800-749-8588 FAX: 954-584-6117 ' Miami Shores Village Building Department 10056 N.E.2nd Avenue,Miami Shores,Florida 33138 - P Tel: (305)795.2204 Fax: (305)756.8972 INSPECTION'S PHONE NUMBER:(305)762.4949 1`� FBB /C 20 SU LDING Permit No. / �_01 1 PERMIT APPLICATION Master Permit No. Permit Type: BUILDING``, ROOFING JOB ADDRESS: E City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): r ' Phone#: Address: 361- ej �s� City: 'VV akA` '�'7 State: Zip: '2,>31 32 Tenant/Ussee Name: Phone#: Email: CONTRACTOR: Company Name: 4S C'5)'A_re4r'1s tk-C- Phone#: Address: o C L0 DJ 4�,X I-e City: 'Cu.�" State: zip: 'S%t 8 c9 Qualifier Name: 'Se_( JRA"C t L\�� Phone#: ISO 6 $ State Certification or Registration#: CSC_ l;;.I'ofl p_ Certificate of(Competency#: %Contact Phone#: ?�i"3 P Email Add%ress: -+�� aQ �-� � e-7 �T• cz'�. DESIGNER: Architect/Engineer: V 'am ��QJ�� Phone#: _8� U® 3-� 2— Value of Work fZAddition s Permit:$ I - 1`®`D01 Square/Linear Footage of Work: J43®0 Type of Work: ❑Alte tion ❑N w ❑Repair/Repl ce ❑Demolition DescriptionAAWork• Id® �i( tS�6��• °C daft►'► l�v ,f La V e Y u cam= Colo"thru tile: Submittal Fee$ Permit Fee$i CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE IL < O t , Bonding Company's Name(if applicable) S Bonding Company's Address City State Zip R 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 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 occ seven (7) days after the building permit is issued. In the bsence of such posted notice, the inspection will not be approved d a reinesp . n fee will be charged. Signature Signature Own or nt ontractor The foregoing instrument was acknowledged before me this �� The formoing instrument was acknowledged before me thi�Z day of 20 3,bySlYnU ' T7e/c5t-' fZ-- day of nGl ,20 �� ,bA�a (Ad Fri Sdupe'-. who is personally known to me or who has produced_ L D1 who is personally known to me or who has produced �--1� Vfl LJ CW Sk As identification and who did take an oath. �t 1V�1z- U C W5&identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: "` Sin: Print: Print: My Commission EZes' My Commiss' n Fe LApUETA BAILEY LADUETA BTAI ;2w « Notary Public-State of Florida Notary Public-StFlorida ?'* »• My Comm.Expires Nov 30,2013 M �CemTIx ire1 9 sl:Ommission# 3852 #mot. on ed Through National Notary Assn. anded Through Natioary Assn. APPROVED BY xammer 75 Zoning Structural Review Clerk (Revised 5/2/2012)(Revised 3/12/2012))(Revised 06/10/2009)(Revised 3/15/09XRevised 7/10/2007) 1 � pl. -CLASS B " 1 iris rry r Y, U.S.POSTAGE a✓' 1nTit1 PAID WAAMI,FL PERMIT NO.231 THIS IS NOT A BILL—DO NOT PAY s93806-�4 RENEWAL BUSINESS NAME/LOCATION RECEIPT NO. 619476-5 F & S CONTRACTORS LLC STATE# COC1510983 21006 W DIXIE HWY 33180 LININ DADE COUNTY OWNER F & S CONTRACTORS LLC Sec.Type of Business WORKER/S THIS IS p16A ERAL BUILDING CONTRACTOR 1 SUSOM I"RECEIPT.rr Dom NOT PERIff THE HOLDER TO VIOLATE ANY ZONING LAS OF TW DO NOT FORWARD COUNTY OR CMES. NOR DOES IT EXEMPT THE HOLDER FROM ANY OTHER PERMIT OR LICENSE � „B „ON F F & S CONTRACTORS LLC THE HOLDER's OUALIFICA- FLEISCHER SAMUEL PRES TIONS. 21006 W DIXIE HWY PAYMENT RECEIVED MIAMI FL 33180 MLAMI-DADE COUNTY TAX COLLECTOR: 07/13/2012 q {# # j {}} jj 4(t ` yyjj.jj {j gg 60070001532 IIIIIIIIIIIIII�I If if111111}J1161111111111ifHIIIfI11111r 3F 000075.00 llllll``ll SEE OTHER SIDE 01-02-2013 JEFF ATWATER STATE OF FLORIDA CHEF FINANCIAL OFFICER DEPARTMENT OF FiNANCiAL SERVICES DIVISION Of WORKERS' COMPENSATION CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORMS' COMPENSATION LAW CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE. 01/02/2013 EXPIRATION DATE: 01/02/2015 PERSON-- FLEISCHER SAMUEL FEIN: 205228621 BUSINESS NAME AND ADDRESS, F & S CONTRACTORS LLC DBA F & S CONTRACTORS LLC 21006 WEST DIXIE MY MIAMI FL 33180 SCOPES OF BUSINESS OR 1- LICENSED GENERAL CONTRACTOR IMPORTANT. Purseaut to Chapter 440 . 05114). F.S., an officer of a corporation who erects exemption from ibis chapter by filing a certificate of election under this section may apt recover benefits or compensation under this chapter. Parsoam to Chapter 440.05(12). F.S., Certificates of election to he exesxpL.. apply only within the scope of the business or trade listed an the notice of election to be exempL Pursuant to Chapter 440.85143). F.S., Notices of election to be exempt and certificates of election to be exempt sball be subject to revocation if, many time after the filiag of the notice or the issuance of the certificate, the persue named as the aatice at certificate no Inept meets the requirements of this section for issuance of a certificate_ The department shall revate a certificate at any time for failate of We person named on the certificate to meet the repirements of this section Q(lEST1ONS7 )850} 473-1509 OWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 01-11 PLEASE CUT OUT THE CARD BELOi(y AND RETAIN FOR FUTURE REFERENCE STATE OF FLORIDA IMPORTANT DEPARTMENT OF FINANCIAL SE=RVICES DWISEON OF WOM(EW COMPS ISATION F Pursuant to Chapter 44(L05(14), F.S., an officer of a corporation who CONSTRUCTION INWiSTRY O elects exemption from this chapter by filing a certificate of election CE TIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA L under this section may not recover benefits or compensation under this W40RKERT COMPENSATION LAW D chatter. EFFECTIVE: 01/02/2013 EXPIRATION DATE: 01/02/2015 Pursuant to Chapter 44(105(121, F.S., Certificates of election to be PERSON: SAWEL FLEISCHER H exempt_. apply only within the scope of the business or trade listed on FEIN: 205229621 E the notice of election to be exempt R BUSINESS NAME AND ADDRESS: E Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt !_ & S CONTRACTORS etc and certificates of election to be exempt shall be subject to revocation DBA F & s CONTRACTORS LLC if, at any time after the filing of the notice or the issuance of the 21006 WEST DIXIE 4V" certificate, the person named an the notice or certificate no longer meets dnacat FL 33180 the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the SCOPE OF BUSINESS OR TRADE: person named on the certificate to meet the requirements of this 1- LICENSED GENERAL CONTRACTOR Section. QUESTIONS? (850) 413-1609 CUT HERE - Carry bottom portion on the job, keep sapper portion for your records. VC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 01-11 STATE OF FLORIDA .PE$4RTMWT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING EOE (850) 487-1395 .A TALL SSEEF MOY�ROR STREET T LT32399-0783 FLEISCHER, SAMUEL F & S CONTRACTORS LLC 1910 NE 197 TERRACE 'ate-sear 7" 3 31"2 �,uiiyta uia ions: Vtiith this iicense you bet otne o(le of tie c+early one minion Floridians licensed by the Department of Business and Professional Regulation. tTz QF uIS 0Ljr nmfPSsinnals and hllsinRscAs mnop from emhitecte to varht brokers,from, boxers to barbeque restaurants,and they keep Florida's economy strong. � _ ry CGC1S1t298 " i � _ Every day we wuii. o 1",prove the way we do business in ulde, iv serve you eerier.: 12004'x154, For information about our services,please log onto .myflorldallcense.c®are Cl1 RT There you can find more infnrmation abo it our diMR yicions anrr_ii,the ramiilatinnc that ij G+� -q � _ impact you,subscribe to department newsletters and learn more about the F; C.09T, h t; Department's initiatives. , : Our mission at the Department is:License Efficiently,Regulate Fairly.We constantly strive to sarvPy_rot better so that you can Genre your riistnm— 15 U"WXFXFn audez the ` Thank you for doing business in Florida,and congratulations on your new licensel provisions of,Ch.9b?9 �s dot ,�t1 3I, Z�I 2os:Q3aa4 g ' ACS c045Q T � �� ,.:. - � A;w Etel'-:FLORiD Av YJ ,rwfwa; DS!"6Cet&+ iTA7eifiT _e�*rrr_�m-re>�;� 40 T RIOCTI" ;NPq WRY L=Mb EiD SECWti2080300429 I:20 yt�►74vy:�6151%pygy-`t.c�t>A:�.�.��.a�.�> ,. �\.PR- 'N ed: below IS CERTIFIED r bi der the'provisions o Chaps t" A; tI ` :. 21006 YES DIXIE 31 an R.IC��J'�SC�lOqs drT .�y KEN'' hV LA �y®g�N 1 plc* l ries ae c��i�r5cn oy r AIAI BE 02/11/2013 12:44 3058820479 LA ANTILLANA INS. PAGE 01/01 Policy Nymber: Date Entorrad, 02/11/2013 CERTIFICATE OF LIABIL166.� ITY INSURANCE DATE 1/2013 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 cardfleate holder Is an ADDITIONAL INSURED,the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy,terrain policies may require an endorsement A statement an this certificate does not confer rights to the certificate holder In lieu of such endorsement(s). PRODUCER La Antillana inauranCC Agency p MEE FAX 692 W. 29th Street Suite $7 (305)582-0478 (305)832-0479 E,,M s:Mrnazzorana@aol.cam Hialeah, Fl 33012 ..... .__.___ INSURERS AFFORDING COVERAGe NAW 4 IN_5URER A:EN DURMCZ MORICM SPECIALTY INS INSURED F 6 5 CONTRACTORS LLC INSURER B! INSMR 0 21006 W DIXIE HWY. INSURER D: MIANT, FL 3318 DINSURER E; INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN 18SUED 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 APPORDED 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. G TYPE CF INSURANCR INSR WILD POLICY NUMBER M Fp PMhpVUDCY LIMITS GENERAL LIABILITY EACH OCCURRENCE $1„000,000 A COMMERCIAL GENERAL LIABILITY ICBC10001180200 8/05/2018 0/08/2013 PREMI,' $100,000 CLAIMS-MADE 71OCCUR I MED EXP one pelsen)„ $5,000 -�---•--.---._.._ ....__ i PERSONAL&ADV INJURY $1,000,000 GENERALAGGREGATE $2,000,000 GEWLAGGREGATE LIMIT APPLES PER: PRODUCTS-COMPIOPAGO 51400,000 POLICY PRQ- F7JECT 17 LOC $ AUTONIOeILE LIAMUTY i COMBINED ISINGLE EIM1TCEO $ ANY AUTO I BODILY INJURY tper pwwn) $ AITOWNED A��ULED i BODILY INJURY(Paraoddent) $ HIRED AUTOS NON-0ShNE4 PRO PerPE TY DAMAGE S —_.... . .. _ AUTOS 'deM I a UMBRELLA LIAB OCCUR SACH OCCURRENCE $ RXCE55 LIAR I CLAIMS-MADE AGGREGATE 3 OED RETENTION S $ WORKERS COMPENSATION WC STATU- CYrH- AND RMPLOYRRV LIABIL"Y YIN TORY L ANY PROPRIETOP PARTNERIEXECUTNEH!q { E.L.EACH ACCIDENT $ OFFICENMEMBER EXCLUDED? Li (MandatMy in NH) EL.OI8EAfiE-EAEMPLC7YEE $ IT yy85,dE;4rxlt�under DESCRIFTIONOFOPERA ONS E.L.DISEASE-POLICY LIMIT S DE;SCFIP'nON OF OPR,RATIONS I LOCATIONS I VEHICLES(ABaeh ACORp 401,AdditJmml Rawma$~ula,if mom apoea to n quirod) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THA ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE MIAD� SHORES VILT•nc-F THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. BUILDING UNFAR%lom ETT 10050 Nffi 2nd.AVSfT[tE AUTHORIZED IjE SENTATIV6� bana, rL 33138 //�/ 10 ACORD CORPORATION. All rights reserved. ACORD 25(2010105) The ACORD name and logo are reglaWre ORD Produced using Forms Boss Plus soAwam,www.Formsgow.com:IEnpressive PubhWng 9W-208.1977 T LINHTED POWER Y F ATTORNEY (ILEAL ESTATE) Jim Holt, has constitute and Appoint Samuel Fleischer of F & S Contractors LLC, located at 21006 West Dixie Hwy Miami Fl 33180, lawful attorney for it and its name, place and stead, giving ad granting unto said attorney full power and authority to negotiate and execute any and all agreements, contracts, affidavits, including, but not limited to, a Permit Application and Notice of Commencement, and/or any other documents pertaining thereto in connection with the CITY OF ML4M SHORES Permit Application for interior improvements and/or construction as the property located at 361 NE 97tb St Miami Fl, as he in its discretion may deem advisable, giving and grating unto said attorney full power to do and perform all and every act and thing whatsoever requisite and necessary to be done in and about the premises as ffiffl to all intends and purposes, as it might or could do if personally present, with fill power of substitution and revocation,hereby ratifying and confirming all hat Samuel Fleischer,of F& S Contractors LLC said attorney or their substitute shall lawful do or cause to be done by virtue hereof _atm V& This Power of Attorney shalll be effective for a period of. (12)months,or until such time as the matters disclosed herein have been completed. ""'day of October in the year two thousand and eleven(2012) Jim Holt By STATE OF FLORIDA COUNTY OF -DADE The foregoing instrument was acknowledge before me this 4`h day of October,2012,by Jinn Holt J :L Notary Publi ;State of Florida SO=CZS RY Pve�= RONEL S.CHARLES Notary Public-State of Florida °Qr My Comm.Expires Dec 11,2012 p',- Commission#DD 844814 ytloRfs `,•� pilot" is I Vi o/ e✓ Villa e oRi" 10050 N.E. SECOND AVE. �lvA MIAMI SHORES, FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 DAVID A. DACQUISTO, AICP PLANNING 6 ZONING DIRECTOR DEVELOPMENT ORDER File Number: PZ-4-13-201321 Property Address: 361 NE 97th St. Property Owner/Applicant: James Holt& Maria Paz Garcia Holt Address: 361 NE 97th Street,Miami Shores, FL.33138 Agent: Ruben Travieso Address: 2219 SW 57th Avenue, Miami, FL.33155 Whereas, the applicant James Holt & Maria Paz Garcia Holt(Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Special site plan review and approval. Addition, second story terrace and garage conversion. Whereas, a public hearing was held on May 23, 2013 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: I. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval for a partial garage conversion with 1 parking space, cabana and bathroom, a covered walkway connection between residence and detached garage, addition and second story terrace. 2) Applicant to provide and maintain not less than two (2) parking spaces on the plot. Page I of 2 DO PZ4-13-201321 Holt 3) Applicant to obtain all required building permits before beginning work. 4) Applicant to obtain all required permits from the Miami-Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami-Dade Department of Health (DOH/HRS). 5) Applicant to meet all applicable code provisions at the time of permitting. 6) Applicant to complete a covenant in the form of a "Declaration of Use" assuring the property is used only for a single family purpose, record the covenant with the Miami-Dade County Recorder and provide the planning director with a copy of the recorded document prior to the final inspection by the Building Official. 7) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. 8) Applicant to obtain a building permit to construct a pool on the plot prior to the final inspection by the Building Official of the work covered by this Development Order. The application with conditions was passed and adopted this 23`d day of May, 2013 by the Planning and Zoning Board as follows: Mr. Abramitis YES Mr. Busta ABSENT Mr. Reese YES Chairman Fernandez YES Date AchardKdez Chairman, Planning Board Page 2 of 2 DO PZ-4-13-201321 Holt NOTICE OF COMMENCEMENT CFF 2013RO713386 A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTIONft �,k 28811 P9 0275; Or-s) RECORDED 09/09/2013 12:09:24 HARVEY RUVIN? CLERK OF COURT PERMIT NO. zU TAX FOLIO NO. MIAMI-DADE COUNTYP FLORIDA LAST PAGE 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 J address: 361 NE 97 STREET,MIAMI SHORES,FL 33138 2. Description of improvement: INTERIOR RENOVATION 3. Owner(s)name and address: JIM HOLT 361 NE 97TH STREET,MIAMI SHORES,FL 33138 Interest in property:RESIDENTIAL Name and address of fee simple titleholder: JIM HOLT 361 NE 97TH STREET,MIAMI SHORES FL 33138 4. Contractors name and address: F&S CONTRACTORS,LLC. 21006 WEST DIXIE HWY.MIAMI,FL 33180 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 w4M, provided by Section 713.13(1)(a)7., Florida Statutes. Name and Address: SAMUEL FLEISCHER 21006 WEST DIXIE HWY.,MIAMI,FL 33180 8. In addition to himself, Owners designates the following persons) tWa pO: as 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 a different c�te is spec!W) natu'r6/4bf)wrier _N PrintOwnees Prepared by ARtN HOGGIER Sworn to and subscribed before me-this day of SEPTEMBER 20 13 pMY COMMISSION#FF001475 EXPIRES Match 25,2017 Address: (407)398.0153 FlorldallotaryService.com Notary Public: Print Notary's Name: KARmROMIERO My commission expires: U.S.DEPARTMENT OF HOMELAND SECURITY FEDERAL EMERGENCY MANAGEMENT AGENCY ELEVATION CERTIFICATE OMB No.1660-0008 Nadwal FW lnror m Proilmm IMPORTANT.Follow the instructions on pages 1-9. Expiration Date:July 31,2015 SECTION A-PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name JAMES 8r MARIA HOLT Policy Number: A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Company NAIL Number: 361 NE 97TH ST Cm' MIAMI SHORES State FL ZIP Code 33138 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) LOT 19&20,BLOCK 42,PLAT BOOK 10,PG 70,PUBLIC RECORDS OF MIAMI DADE COUNTY,FL A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.) RESIDENTIAL A5. Latitude/Longitude:Let. 25°5151 10N Long, 80°11'23.58W Horizontal Datum: ❑NAD 1927 0 NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number R A8. For a building with a crawlspace or enclosure(s): A9.For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 3,160 sq it a) Square footage of attached garage N/A sq ft b) No.of permanent flood openings in the crawlspace or 10 b) Number of permanent flood openings in the attached garage enclosure(s)within 1.0 foot above adjacent grade within 1.0 foot above adjacent grade NIA c) Total net area of flood openings in A8.b 1,224 sq in c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑Yes ®No d) Engineered flood openings? ❑Yes ®No SECTION B-FLOOD INSURANCE RATE MAP(FIRM) INFORMATION B1. NFIP Community Name&Community Number B2.County Name B3.State MIAMI SHORES 120652 MIAMI DADE I FL 84. Map/Panel Number B5.Suffix B6.FIRM Index Date B7.FIRM Panel Effective/ B8.Flood Zone(s) B9.Base Flood Elevation(s)(Zone Revised Date A0,use base flood depth) 12086CO302L L 09/11/2009 09/11/2009 X N/A 810.Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9: ❑FIS Profile ®FIRM ❑Community Determined ❑Other/Source: B11.Indicate elevation datum used for BFE in Item B9: ®NGVD 1929 ❑NAVD 1988 ❑Other/Source: N/A B12.Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑Yes ®No Designation Date: / / ❑CBRS ❑OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1. Building elevations are based on: ❑Construction Drawings* ❑Building Under Construction* N Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Al-A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR,AR/A,AR/AE,AR/A1-A30,AR/AH,AR/A0.Complete Items C2.a-h below according to the building diagram specified in Item A7.In Puerto Rico only,enter meters. Benchmark Utilized: MDCBM Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a)through h)below. ®NGVD 1929 ❑NAVD 1988 ❑Other/Source- Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor(including basement,crawlspace,or enclosure floor) 11 45 ®feet ❑meters b) Top of the next higher floor 12 00 N feet ❑meters c) Bottom of the lowest horizontal structural member(V Zones only) N/A ❑feet ❑meters d) Attached garage(top of slab) N/A ❑feet ❑meters e) Lowest elevation of machinery or equipment servicing the building 10 53 ®feet ❑meters (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) 9 . 81 N feet ❑meters g) Highest adjacent(finished)grade next to building(HAG) 10 32 ®feet ❑meters h) Lowest adjacent grade at lowest elevation of deck or stairs,including 9 .�8 ®feet ❑meters structural support SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation Information.I certify that the Information on this Certfffcate represents my best efforts to Interpret the data available. I understand that any false statement may be punishable by tine or imprisonment under IS U.S.Code,Section 1001. ❑x Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑O Check here if attachments. licensed land surveyor? ®Yes []No Certifier' N e License Number R 04 JOHN .I 5204 Title Company Name PRESI EN JOHN IBARRA&ASSOCIATES,INC. Address City State ZIP Code 777 NW Y2 25 MIAMI FL 33126 fOl/03/2013 Signature Date Telephone 01/03/2013 305 262-0400 FEMA Form 08&6-:33(7/12) See reverse side for continuation. Replaces all previous editions. r ELEVATION CERTIFICATE,page 2 IMPORTANT:In these spaces,copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. .Policy Number: 361 NE 97TH ST City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 SECTION D—SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(1)community official,(2)insurance agent/company,and(3)building owner. Comments SECTION C2(E)LOWEST ELEVATION OF MACHINERY=THE A/C PAD;LATITUDE AND LONGITUDE DETERMINED BY SURV OR U ING GOOGLE EARTH;C.O.R.=10.46 FEETT;MIAMI DADE COUNTY BENCH MARK#N-603-R;LOCATER #325 L VATION=8.06 FT;DETACHED GARAGE ELEVATION= 10.20 FEET Signature Date 01/03/2013 SECTION E—OPOLDNG ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A( out 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 Ei—E4,usetura)grade,if available.Check the measurement used.In Puerto Rico only,enter meters. El.Provide elevation i ormation for the following and check the appropriate boxes to show whether the elevation is above or bei w the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement,crawispace,or enclosure)is []feet ❑meters ❑abov or ❑below the HAG. b)Top of bottom floor(including basement,crawlspace,or enclosure)is ❑feet ❑meters ❑abov or ❑below the LAG. E2.For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9(see pages 8-9 of Instructions), the next higher floor(elevation C2.b in the diagrams)of the building is ❑feet ❑meters ❑above or ❑below the HAG. E3.Attached garage(top of slab)is ❑feet ❑meters ❑above or ❑below the HAG. E4.Top of platform of machinery and/or equipment servicing the building is ❑feet ❑meters ❑above or ❑below the HAG. E5.Zone AO only:If no flood depth number is available,is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance?❑Yes ❑No ❑Unknown.The local official must certify this information in Section G. SECTION F—PROPERTY OWNER(OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A,B,and E for Zone A(without a FEMA-issued or community-issued BFE)or Zone AO must sign here.The statements in Sections A,B,and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name JAMES&MARIA HOLT Address 361 NE 97TH ST city MIAMI SHORES State FL ZIP Code 33138 Signature Date 01/03/2013 Telephone Comments ❑Check here If attachments. SECTION G—COMMUNITY INFORMATION(OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A,B,C(or E),and G of this Elevation Certificate.Complete the applicable Item(s)and sign below.Check the measurement used in Items G8-GiO.In Puerto Rico only,enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,engineer,or architect who is authorized by law to certify elevation information.(Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ ❑ 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 Datum G9. BFE or(in Zone AO)depth of flooding at the building site: ❑feet ❑meters Datum G10.Community's design flood elevation: ❑feet ❑meters Datum Local Official's Name Title Community Name Telephone Signature Date 01/03/2013 Comments ❑Check here N attachments. FEMA Form 086-0-33(7/12) Replaces all previous editions. ELEVATION CERTIFICATE,page 4 BUILDING PHOTOGRAPHS Continuation Page IMPORTANT:In these spaces,copy the corresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P0.Route and Box No. Policy Number: 361 NW 97TH ST City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 If submitting more photographs than will fit on the preceding page,affix the additional photographs below. Identify all photographs with: date taken; "Front View"and"Rear View";and,if required,"Right Side View"and"Left Side View."When applicable,photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section A8. LEFT VIEW 01/03/2013 r.: }p �I I RIGHT SIDE 01/03/2013 IRV 4 a�7 1 a. FEMA Form 086-0-33(7/12) Replaces all previous editions. ELEVATION CERTIFICATE,page 3 BUILDING PHOTOGRAPHS See Instructions for Item A6. IMPORTANT:In these spaces,copy the corresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Policy Number: 361 NW 97TH ST City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 If using the Elevation Certificate to obtain NAP flood insurance,affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable,photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section A8. If submitting more photographs than will fit on this page,use the Continuation Page. FRONT VIEW 01/03/2013 4' s /? r ww REAR VIEW 01/03/2013 'I . r, I Yy: C; ~� :} FEMA Form 086-0-33(7/12) Replaces all previous editions. Florida Building Code, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11.ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Fasteners Allowable Uplift Loads Model Ga Length Southern 160 No. (in.) Truss/Rafter CMU Concrete Pine/Douglas Fir- Spruce-Pine-Fir (Titen) (Titen) Larch MTSM16 161 16 7-10d 4-Y4x2% 4%x13/4 875 755 MTSM20 161 20 7-10d 4%x2'/4 4%x13/ 875 755 HTSM16 141 16 8-10d 4%x2'/4 4'/4x1$/ 1175 1010 HTSM20 14 20 10-10d 4%x2'/4 4'/x1$/4 1175 1010 HM9 18 - 4-SDS14xl% 5 Y4x2'/ 5-'/4x13/4 805 690 HGAM104,0 14 - 1 4-SDS'/4X1'/2 4'/4x2%4 4%4x2'/4 850 850 Notes: 1. Loads include a 60%load duration increase on the fastener capacity for wird loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs(DFL/SYP)&545 Sts(SFP),and allowable F2 load shall be 20D lbs(DFUSYP)& 170 lbs(SPF). 3. HGAM10 allowable F1 load shag be 1005 Ibs(DFUSYP)&870 lbs(SFP),and allowable F2 load shall be 1105 lbs (DFUSYP)&950 lbs(SPF). 4- Allowable loads for the HGAM10 are for one connector. A minimum rafter thidmess of 2 W must be used when framing anchors are installed on each side of the joist or tn>,ss. HGAM10 f�A9 `Fy q F 1 .F Moisture barrier not shown Figure Figure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong-Tie TABLE 2 ALLOWABLE LOADS AND FASTENERS uplift Lateral Loads Model No. Ga H 1 Ply So.Pine Truss 2 or 3 Ply F1 FZ So.Pine Truss WaN m WPM m Fasteners Load Fasteners Load w24 w8Q META12 8 7-10dx1'/z 1450 6-16d 1450 340 725 META14 10 7-10dx1'h 1450 6-164 1450 340 725 META16 12 7-10dx1'h 1450 6-16d 1450 340 725 META18 14 7-10dx1'h 1450 6-16d 1450 340 725 18 6-10dx1'h 1270 5-16d 1245 340 725 META20 16 7-10dx1'fi 1450 6-16d 1450 340 725 META22 18 7-10dx1'h 1450 6-16d 1450 340 725 META24 20 7-10dx1'h 1450 6-16d 1450 340 725 META40 36 7-10dx1! 1450 6-16d 1450 340 725 HETA12 8 7-10dx1'h 1520 7-16d 1780 340 725 HETA16 12 9-10dx1'h 1810 8-16d 1810 340 725 8-10dx1'h 1735 7-16d 1780 340 725 HETA20 16 16 9-10dx1'h 1810 8-16d 1810 340 725 HETA24 20 9-10dx1'h 1810 8-16d 1810 340 725 HETA40 36 9-10dx1'h 1810 8-16d 1810 340 725 HHETA12 8 7-10dx1'h 1565 7-16d 1820 3408 815 HHETA16 12 10-10dx1% 2235 9-16d 2235 3408 815 9-10dx1'h 2010 8-16d 2080 3408 815 HHETA20 14 16 10-10dx1'h 2235 9-16d 2235 3408 815 HHETA24 20 10-10dx1 h 2235 9-16d 2235 3406 815 HHETA40 36 10-10dx1% 2235 9-16d 2235 3408 815 HETAL12 7 10-10dx1'h 1085 10-16d 1270 415 1100 HETAL16 16 11 14-10dx1'h 1810 13-16d 1810 415 1100 HETAL20 15 14-10dx1'h 1810 13-16d 1810 415 1100 LTA1 18 7/8 12-10dx1'h 1420 12-10dx1% 1420 1 485 1425 Notes: 1. Loads include a 60°!0 load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other toads govem. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel to-plate load towards face of HETAL is 1975 lbs. 4. Minimum fe is 2,000psi 5. it Is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be apprmdmated by~UV the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1%z°fasteners are used with the META anchor. 6. The HHETA allowable F1 toad can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. k-le bmw F...� .� Typical META Installed with TSS Figure 4 Figure 5 Pia_META/HETAIHHETA Tvpical Insta0ation LTA1 Typical Installation Simpson Strong-Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Uplift Loads Lateral Loade Model No. Qty. Application 1 Ply Southern 2 or 3 Pty Southern Fi F2 Pine Truss Pine Truss (parallel (perpen. Fasteners Load Fasteners Load to wall) to wall) DETAL20 1 CMU 18-10dx1'/Z 2480 - - 20008 1370 Concrete 18-10dxl% 2480 - - 2000 1505 META 2 CMU 10-10dxl% 1985 14-16d 1900 1210 1160 Concrete 10-10dx1% 1985 14-16d 2565 1210 1160 HETA 2 CMU 10-10dxl% 2035 12-16d 2500 1225 1520 Concrete 10-10dxl% 2035 12-16d 2700 1225 1520 HHETA 2 CMU 10-10dxl% 2035 1216d 2500 1225 1520 Concrete I 10-10dxl% 1 2035 14-164 1 3350 1225 1520 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fc is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 118"wider than the truss width. 4. Install half of the required number of fasteners in each strap,except for the DETAL20. For DETAL20, install sic nails in each strap and six nails in the truss seat 5. Lateral loads for META,HETA,and HHETA anchors apply only to 2-or 3-ply applications with anchors spaced a minimum of X apart For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single-ply application. 6. DETAL20 Lateral Loading in the F9 direction anchored in CMU greater than 1,790 lb.may result in deflection up to 5/kb in the F,direction. ti L-Y. Typical installation with two METAs #5 RdW rz \ L _ r °ar Figure 6 DETAL and Double META/HETAIHHETA Application Page 9 of 13 Simpson Strong-Tie TABLE 4 MASONRY STRAPS ALLOWABLE LOADS FASTENERS AND DIMENSIONS Dimensions Simpson Strong-Tie DF/SP SPF Model No. Ga. inches Titen Screws 160 160 W L CMU Concrete Nails Load Nails Load MSTAM24 18 1'/a 24 5-'/4x2'/4 5-'/4x1$/4 8-10d 1500 9-10d 1500 MSTAM36 16 1% 36 8-'/4x2'/4 8-'/4x19/4 10-10d 1870 11-10d 1870 MSTCM40 16 3 40% 14-'/4x2'/4 14-'/4x19/ 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 16 1 3 59% 14-'/x2'/4 14-%x19/4 26-16d Sinker 4220 26-16d Sinker 4220 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 1 I for Iden Masonry Screws. 3. Minimum Pm=1500 psi and minimum fe=2500 psi. 4. Products shall be installed such that the Tden screws are not exposed to moisture. 4 oO e 0 t 114 n �tl 0 O 401/4° 0 4 r Tva. a� N a e a �,' 10—I �--T Tpi al IASTAMS NSTAM36 MsTafflo Installatlaa Typical MSTCM60 Installation Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Page 10 of 13 Simpson Strong-Tie TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS Fasteners Allowable Model No. Qty. To Block and Uplift Load Concrete Wall To Truss (160) FGTR 1 2-Titen HD%x5" 18-SDS1/4x3 50006 2 4-Then HD%x5" 36-SDS1/4x3 9400 FGTRHLIR 1 2-Titen HD%x5" 18-SDS1/4x3 3850 FGTRE 1 2-Titan HD%x5" 18-SDS1/4x3 46856 FGTRE+FGTR I 1 Each I 4-Titen HD%x5" 36-SDS1/4x3 50006 Notes 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforce CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titen HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for comer applications shall be limited to 4685 lbs allowable 7. Loads are governed by the grouted wap capacity based on testing of the products attached to the comer of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 pis which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. `�$ c MIR J. Two FGTRs b _ FGTRHL a r r, ��}} FGTR rY� i SHOULD '> BE SCT j Par,K � FGTRE a 01 t i trit t•�;' •'s4 _.- g. FCTRHLT VVIEw Figure 8 FGTRIFGTREIFGTRHL/FGRHR Typical Installation Page i l of 13 Simpson Strang-Tie TABLE 6—LGUM AND HGUM ALLOWABLE LOADS,FASTENERS AND DIMENSIONS Dimensions(in.) Fasteners Allowable Loads(lbs.) Model No. Ga CMU/Concrete Joist uplift Download(DF/SPILVLIPSLILSL) H B Titen HD SDS Screws 060) CMU I Concrete (10011151125) DOUBLE 2x SIZES LGUM 26-2 12 3%6 5 4 4-'/a'x 4 4-'/'4x2'/s 1430 5595 LGUM 28-2 12 3'116 7 4 6-W x 4" 1 6-'/4'x2W 2435 8250 LGUM 210-2 12 3'/ie 9 4 8-'/8 x 4° 1 8-%4 x2'h° 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5% 5% 4 4-3/7 x 4 4-%°x2'f° 1430 5610 LGUM 28-3 12 5% 7% 4 6-W—V 6-%4x2'/° 2435 8290 LGUM 210-3 12 5% 1 9% f 4 1 8-3N x47 8—'/x2'/2° 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /1e 5 /ie 4 4-'/a x 4" 4-'/a x2W 1 1430 5625 LGUM 28-4 12 1 6 /Ie 7 /is 1 4 6-'/s x 4° 6-%4x2W 1 2435 8335 LGUM 210-4 12 6 /is 9 /js 4 8-3/,"x 4 8-Y4"x2W 3575 9860 4x SIZES LGUM 46 . 12 3% 4% 4 4-'/°x 4° 4-Wx2W 1430 5600 LGUM 48 12 38/ 6% 4 6-'/"x 47 6-%"x2'/° 2435 8260 LGUM 410 12 1 3% 8% 4 8-3/,"x47 8-Wx2W 1 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DUTY HGUM5.25 7 5% 5% 8-e/s x 5' 24-'/a°x2'/z 10085 14965 16015 HGUM5.50 7 5% 11 5% 8-817 x 5° 24-Wx2W 10125 14940 16015 HGUM7.00 7 7 to 5% 8-6/t;x 5" 24-Wx2W 10375 14770 16015 HGUM7.25 7 7% 30 5% 8-e/8"x 5" 24-'/a"x2W 10415 14740 16015 HGUM9.00 7 9 5% 8-W x 5" 1 24-Wx2W 10705 14545 16015 Notes: 1. Uplift loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum I'm=1500 psi and fc=2500 psi. 4 nqm t LGUM HSUtA TYy M LGUM fit"fatitm Typical How k mAatin Figure 9 LGUM/HGUM Typical Installation Page 12 of 13 Simpson Strong-Tie 12.IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. 44 any-q.:. i q�.,� ..a-.•e ,C • p �•ai• �y ~ Inc. a ' P.E. Ve Page 13 of 13 Simpson Strong-Tic ,S'� ESR-2549 REPORTT" Issued February 1, 2008 This report Is subject to re-examination in two years. ICC Evaluation Service, Inc. owe#53BD Woiivnatt NO Rana[ Wtffr,Cdbrdo 9=1#(562)699-0543 Regional office#QD0 Roo SL&A,ern,Alabwm 35213 #(205)599.9800 VI/W,IN CC-es a0-V 015w#4051 Wed Ftmttt wPdad,Cmirtry Club I-1111%Ems 60478#(/0B)799-2305 DIVISION:06—WOOD AND PLASTICS hangers having a width equal to or greater than 29/46 inches Section:06090—Wood and Plastic Fastenings (65 mm) are available with concealed flanges and are specified with the model designation HUC.See Table 3 for REPORT HOLDER: the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series SIMPSON STRONG-TIE COMPANY,INC. hanger and Figure 3b for an HUC hanger. 5956 WEST LAS POSITAS BOULEVARD 3.1.4 LUS Series Hangers: The LUS series hangers are PLEASANTON,CALIFORNIA 94588 formed from No.18 gage galvanized steel.The hangers have (800)925.5099 prepunched holes for the installation of nails that are driven v+wu.strong,ti�..e.,ri"I at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation EVALUATION SUBJECT: instructions.See Table 4 for the hanger dimensions,required fasteners,and allowable loads;and Figure 4 for a drawing of SIMPSON STRONG-TIE FACE-MOUNT HANGERS FOR a typical LUS series hanger. WOOD FRAMING 3.1.5 MUS Joist Hanger: The MUS series hangers are 1.0 EVALUATION SCOPE formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the Compliance with the following codes: installation of joist nails that are driven at an angle through the joist and into the header,which is described as double # 2006 International Building Coda®(IBC) shear nailing in the installation instructions. See Table 5 for # 2006 Intematlonal Residential Code*(IRC) the hanger dimensions, required fasteners, and allowable loads;Figure 5 for a drawing of a typical MUS series hanger. # Other Coles(see Section 8.0) 3.1.6 HUS Series Hangers:The HUS series hangers are Properties evaluated: formed from No.14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are Structural formed from No.16 gage galvanized steel.The hangers have 2.0 USES prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header,which The Simpson Strong-Tie face-mount hangers described in is described as double shear nailing in the installation this report are used as wood framing connectors in instructions.See Table 6 for the hanger dimensions,required accordance with Section 2304.9.3 of the IBC.The products fasteners,and allowable loads;and Figure 6 for a drawing of may also be used in structures regulated underthe IRC when a typical HUS series hanger. an engineered design is submitted in accordancewith Section 3.1.7 HHUS Series Hangers•' The HHUS series hangers R301.1.3 of the IRC. are formed from No.14 gage galvanized steel.The hangers 3.0 DESCRIPTION have prepunched holes for the installation of joist nails that 3.1 General: are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation The Simpson Strong-Tie face-mount hangers described in instructions.See Table 7forthe hanger dimensions,required this report are U-shaped hangers that have prepunched holes fasteners, and allowable loads; Figure 7 for a drawing of a for the installation of nails into the face of the supporting wood typical HHUS series hanger. header or beam or ledger. 3.1.8 SUR/L Series Hangers:The SUR/L series hangers 3.1.1 LU Series Hangers: The LU series hangers are are formed from No.16 gage galvanized steel.SUR and SUL formed from No.20 gage galvanized steel.See Table 1 for are mirror-image identical hangers, skewed at 45 degrees hanger dimensions,required fasteners,and allowable loads; right and left, respectively. See Table 8 for the hanger and Figure 1 for a drawing of a typical LU series hanger. dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.2 U Series Hangers:The U series hangers are fowled from No. 16 gage galvanized steel. See Table 2 for the 3.1.9 HSURtL Series Hangers: The HSUR/L series hanger dimensions,required fasteners,and allowable loads, hangers are farmed from No.14 gage galvanized steel.SUR and Figure 2 for a drawing of a typical U series hanger. and SUL are mirror-image identical hangers, skewed at 45 degrees right and left, respectively. See Table 9 for the 3.1.3 HU/HUC Series Hangers:The HU and HUC series hanger dimensions,required fasteners,and allowable loads; hangers are formed from No. 14 gage galvanized steel.HU and Figure 9 for a drawing of typical HSUR/L series hangers. J%REPoRTs— ore not to be construed as representing ambeam or my other affribules Trot specifically addressed nor are they to be construed as an endorsement of the subject ofthe report or a reconow dation for its use 7rtere is no wmrm»ty by/CC EvahbWort Services Inc.,esp m or implied as to arty fmdmg or other matter in this reprt or as to any product covered by the report 4Z c,moaT rnneoore. Copvdaht 0 2008 Page 1 of 10 Page 2 of 10 ESR-2549 3.2 Materials: duration factor, CD,corresponding with the applicable loads 3.21 Steel: The hangers described in this report are in accordance with the NDS. manufactured from galvanized steel complying with ASTM A Tabulated allowable loads apply to products connected to 653, SS designation, Grade 33, with a minimum yield wood used under dry conditions and where sustained strength,Fy,of 33,000 psi(227 MPa)and a minimum tensile temperatures are 100°F(37.8°C)or less.When products are strength,F,,,of 45,000 psi(310 MPa).Minimum base-metal installed to wood having a moisture content greater than 19 thicknesses for the hangers in this report are as follows: percent(16 percent for engineered wood products),or where wet service is expected,the allowable loads must be adjusted NOMINAL THICKNESS MINIMUM BASE-METAL by the wet service factor, Ca, specified in the NDS. When (gage) THICKNESS pnch) connectors are installed in wood that will experience No.14 0.0685 sustained exposure to temperatures exceeding 100°F No.16 0.0555 (37.M),the allowable loads in this report must be adjusted No.18 0.0445 by the temperature factor,Cc,specified in the NDS. No.20 0.0335 Connected wood members must be analyzed for load- For SI.1 Inch=25.4 mm. carrying capacity at the connection in accordance with the The hangers have a minimum G90 zinc coating NDS. specification in accordance with ASTM A 653.Some models 4.2 Installation: (designated with a model number ending with Z)are available Installation of the connectors must be in accordance with this with a G185 zinc coating specification in accordance with evaluation report and the manufacturer's published ASTM A 653.Some models(designated with a model number installation instructions.In the event of a conflict between this ending with HDG)are available with a hot-dip galvanization, also known as "batch" galvanization, in accordance with report and the manufactures published installation ASTM A 123,with a minimum specified coating weight of 2.0 instructions,this report governs. ounces of zinc per square foot of surface area(600 g/m2, 5.0 CONDITIONS OF USE total for both sides. Model numbers in this report do not The Simpson Strong-Tie face-mount hangers for wood- include the Z or HDG ending, but the information shown framed construction described in this report comply with,or applies.The lumber treater or holder of this report(Simpson are suitable alternatives to what is specified in,those codes Strong-Tie Company) should be contacted for listed in Section 1.0 of this report, subject to the following recommendations on minimum corrosion resistance of steel conditions: connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 5.1 The connectors must be manufactured, identified and 3.2.2 Wood:Wood members with which the connectors are mnuf d in accordance with this report and the used must be either sawn lumber or engineered lumber maanufacturer's published installation instructions. e having a minimum specific gravity of 0.50 minimum Copy of the instructions must be available at the jobsite 9 pecfi 9 �y ( at all times during installation. equivalent specific gravity of 0.50 for engineered lumber),and having a maximum moisture content of 19 percent (16 5.2 Calculations showing compliance with this report must percent for engineered lumber)except as noted in Section be submitted to the code official.The calculations must 4.1.The thickness of the supporting wood member(header, be prepared by a registered design professional where beam,or ledger)must be equal to or greater than the length required by the statues of the jurisdiction in which the of the fasteners specified in the tables in this report, or as project is to be constructed. required by wood member design,whichever is greater. 5.3 Adjustment factors noted in Section 4.1 and the 3.2.3 Fasteners:Nails used for hangers described in this applicable codes must be considered,where applicable. report must comply with ASTM F 1667 and have the following 5.4 Connect wood members and fasteners must comply, minimum fastener dimensions and bending yield strengths respectively,with Sections 3.22 and 3.2.3 of this report. (F,,). 5.5 Use of connectors with preservative treated or fire COMMON SHANK FASTENER F,b retardant treated lumber must be in accordance with NAIL SIZE DIAMETER LENGTH (Psl) Section 3.2.1 of this report. Use of fasteners with nom) (inches) preservative treated or fire retardant treated lumber 10d x 1112 0.148 1112 90,000 must be in accordance with Section 3.2.3 of this report. 10d 0.148 3 90.000 6.0 EVIDENCE SUBMITTED 16d x 2112 0.162 1 2'/2 90,000 16d 0.162 3'/ 90,000 Joist in accordance with the ICC-ES Acceptance Criteria for For SI 1 inch=25.4 mm,1 psi=6.895 kPa. Jit Hangers and Similar Devices (AC13), dated October 2006(cenected March 2007). Fasteners used in contact with preservative treated or fire 7.0 IDENTIFICATION retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3,as applicable.The lumber The products described in this report are identified with a die- treater or this report holder(Simpson Strong Te Company) stamped label indicating the name of the manufacturer should be contacted for recommendations on minimum (Simpson Strong-Tie),the model number,and the number of corrosion resistance of fasteners and connection capacities an index evaluation report(ESR-2523) that is used as an of fasteners used with the specific proprietary preservative identifier for the products recognized in this report. treated or fire retardant treated lumber. 8.0 OTHER CODES 4.0 DESIGN AND INSTALLATION 8.1 Evaluation Scope: 4.1 Design: In addition to the codes referenced in Section 1.0, the The tabulated allowable loads shown in this report are based products in this report were evaluated for compliance with the on allowable stress design (ASD) and include the load requirements of the following codes: Page 3 of 10 ESR-2549 # 2003 international Building Code®(2003 IBC) or fire retardant treated lumber must,as a minimum,comply # 20031ntemational Residential Code®(2003 IRC) with UBC Section 2304.3. # 2000 International Building Code®(2000 IBC} 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC,2000 IRC,and UBC: # 2000 International Residential Code®(2000 IRC) See Section 4.0 of his report # 1997 Uniform Building CodeTm (UBC) 8.5 Conditions of Use: The products described in this report comply with, or are 85.1 2003 IRC,2003 IRC 2000 1113C,and 2000 IRC:The suitable alternatives to what is specified in,the codes fisted Simpson Strong Tie products described in this report comply above,subject to the provisions of Sections 82 through 8.7. with,or are suitable alternatives to what is specified in,those 8.2 Uses: cedes fisted in Section 8.0,subject to the same conditions of 8.2.1 2003 IBC,2003 IRC,2000 IBC,and 2040 IRC:See use indicated In Section 5.0 of this report Section 2.0 of this report 8.5.2 UBC:The Simpson Strong-Tie products described in 8.2.2 UBC:Replace the information in Section 2.0 with the this report comply with,or are suitable alternatives to what is following:Simpson Strong-Tie face-mount hangers are used specified in,the UBC,subject to the same conditions of use as wood framing connectors in accordance with Section indicated in Section 5.0 of this report, except the last 2318.4.8 of the UBC. sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire 8.3 Description: retardant treated lumber must, as a minimum, comply with 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this UBC Section 2304.3. report. 8.6 Evidence Submitted:2003 1113C,2003 IRC 2000 IBC, 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this 2000 IRC,and UBC: report,except modify Section 3.2.3 of this report to reference See Section 6.0 of this report. Section R323.3 of the IRC. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 8.3.3 UBC:See Section 3.0 of this report,except modify the IRC,and UBC: first sentence in the last paragraph of Section 32.3 as See Section 7.0 of this report follows: Fasteners used in contact with preservative treated Page 4 of 10 ESR-2549 TABLE 1-,ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS FASTENERS ALLOWABLE LOADS Obs) (Inches) (Cmafftf-Type) MODEL UPOW Download D W H B Headers Joist Cu=IM Co=1.0 Cn=1.15 Co 1.25 or =1.6 10d 16d 10d 16d 10d 16d W24 19/16 3'/ 1% 4 2-10dxl% 245 445 530 510 610 555 665 W26 19/is 4% 1 1'/ 6 4-10dxl% 490 Co 800 765 920 830 1,000 W28 19/18 6'A 1'A 8 6-10dxl 735 890 1,065 1,025 1,225 1,110 1,300 LU210 19/is 713/ie 1 1% 10 6-10W'f 735 1,110 1,330 1,275 1,530 1,390 1,660 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 1. Refer to Figure 1(this page)for definitions of hanger nomenclature(W,H.B). 2.Refer to Section 3.2.3 of this report for nail sizes and required mh*num physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.LU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch(3.2 mm). 5.The quantity of 10d or 16d common mails specified In the"Header"column under"Fasteners"Is required to achieve the tabulated allowable loads shown In the Allowable Download"10d"or"16d"columns. 6.Allowable uplift loads are for hangers Installed with either 10d or 16d common naffs into the supporting header/beam,and have been Increased for wind or earthquake loading with no further Increase allowed. The allowable uplift loads must be reduced when other load durations govern. a a e 0 m o ® H s r for t,p24 FIGURE 1—LU SERIES HANGER Page 6 of 10 ESR-2549 TABLE 3-ALLOWABLE LOADS FOR THE HWHUC SERIES JOIST HANGERS HANGER DIMENSIONS' FASTENERS2 ALLOWABLE LOADS Qbsf As MODEL (inches) (Quantity-Type) NO. Uplift Download W H B Header Joist Cu a 1.33 or Co=1.0 Co=1.15 CI)=1.25 =1.6 HU26 19/is 3'/1s 2'/4 4-16d 2-10dx1% 240 535 615 670 HU28 19/16 5'/e 2'/4 6-164 4-10W71, 480 805 925 1,005 HU210 1a/is 71/s 2'/4 8-16d 4-104x1/z 480 1,070 1,230 1,340 HU212 1s/ts 9 2'/4 10-16d 6-1x1'12 720 1,340 1,540 1,675 HU214 1a/,s 10'18 2% 12-16d 6-10dxl'h 720 1,610 1,850 2,010 HU34 /,6 3'/a 2'/z 4-164 2-10dx1/2 240 535 615 670 HU36 2s/,s 5/s 2% 8-16d 4-104x1/2 480 1,070 1,230 1,340 HU38 20/,6 71/1, 2% 10-16d 4-10dxl'/z 480 1,340 1,540 1,675 HU310 29116 8 la 2% 14-10 6-104x1/2 720 1,875 2,155 2,345 HU312 FI-1. 1 /e 2'/ 16-16d 6-10dx1/z 720 2,145 2,465 2,680 HU314 29/18 123/8 2% 18-16d 8104x1/2 960 2,410 2,770 3,015 HU316 29/1s 14'18 2% 20-16d 8-104x1 12 9W 2,680 3,080 3,350 HU44 31,6 2/a 2'/ 4-16d 2-10d 300 535 615 670 HU46 39/16 5/1s 2% 8-16d 4-10d 605 1,070 1,230 1,340 HU48 elle 613118 2% 10-16d 4-10d 605 1,340 1,540 1,675 HU410 3116 85/8 2'/z 14-16d 6-10d 905 1,875 2,155 2,345 HU412 39/,e 105/16 2'/ 16-16d 6-10d 905 2,145 2,465 2,680 HU414 39/16 1 /s 2'/z 18-16d 8-10d 1,205 2,410 2,770 3,015 HU416 391,8 1 18 2% 20-16d 8-10x! 1,205 2,680 3,080 3,350 HU66 5'/ 43/,8 2'/2 8-16d 4-164 715 1,070 1,230 1,340 HU68 5'/ 513/,5 2% 10-16d 4-16d 715 1,340 1,540 1,675 HU610 5'/z 75/8 2% 14-16d 6-16d 1,070 1,875 2,155 2,345 HU612 WA 9318 2% 16-16d 6-16d 1,070 2,145 2,465 2,680 HU614 5'/z 11/8 2% 18-16d 8-15d 1,430 2,410 2,770 3,015 HU616 5% 121111s 2% 20-16d 8-16d 1,430 2,680 3,080 3,350 HU24-2 318 3'/18 2'/2 4-16d 2-10d 300 535 615 670 HU26-2 318 53/a 2% 8-16d 4-10d 605 1,070 1,230 1,340 HU28-2 316 7 2% 10-16d 4-10d 605 1,340 1,540 1,675 HU210-2 318 813/1. 2% 14-16d 6-10d 905 1,875 2,155 2,345 HU212-2 316 109/,8 2'/ 16-16d 6-10d 905 2,145 2,465 2,680 HU214-2 3'18 12731,6 2'h 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-2 31/e 13/8 2% 20-16d 8-10d 1,205 2,680 3,080 3,350 HU311-2 5/e -87/.-- 2'% 14-164 6-10d 905 1,875 2,155 2,345 HU312-2 518 1 l8 2'/ 16-16d 6-10d 905 2,145 2,770 2,680 HU314-2 518 1 is 2% 18-164 8-104 1,205 2,410 2,770 3,015 HU210-3 4"lis 89116 2% 14-16x1 6-10d 905 1,875 2,155 2,345 HU212-3 411/16 le/le 2% 16-16d 6-10d 905 2,145 2,465 2,680 HU214-3 4 116 12/,s 2'/ 1 18-16d 8-10d 1,2Q5 2,410 2,770 3,015 HU216-3 4"116 1318 1 2% 1 20-16d 8-10d 1,205 2680 1 3,080 1 3,350 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figures 3a and 3b(previous page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3.HU series hangers with widths(W)equal to or greater than 2 9/16 inches(65 mm)are available with header flanges turned in(concealed) and are identified with the model designation HUM See Figure 3b(previous page). 4.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 5.HU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 Inch(3.2 mm). 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. Page 5 of 10 ESR 2049 TABLE 2-4kLLOWABLE LOADS FOR THE U SERIES JOIST HANGERS DIMENSIONS' FASTENERS2 ALLOWABLE LO MODEL (Inme) (Quantity-Type) Upfdt, 0110)Download No. W H B Headers Joist CD=1.33 or CD=1.0 Co=1.15 Co=1.25 =1.6 10d 16d 10d 16d 10d 16d U24 I 19/1s 3118 2 4 2-10dxl'/2 240 445 530 510 610 555 665 U26 19116 43/4 2 6 4-10dxl'/2 480 665 800 765 920 630 1,000 U210 191(8 713118 2 10 6-10dxl'/2 79A 1,110 1,330 1,275 1,530 1,390 1,660 U214 19/16 10 1 2 12 8-10dx11/2 960 1,330 1,595 1,530 1,835 1,665 1,995 U34 29/le 3919 2 4 2-10dx11/2 240 445 530 510 610 1 555 665 U36 291,, 53/e 2 8 4-10dxl% 480 890 1,065 1,025 1,225 1,110 1,330 U310 28/1e SV/8 2 14 6-10dxl'/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U314 28/16 102 2 16 6-10dxcl'/2 720 1,775 2,130 2,040 2,450 2,220 2,660 U44 39/1, Fl. 2 4 2-10d 295 445 530 510 610 555 665 U46 39/16 4716 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U410 39/16 8318 2 14 &10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U414 39/1, 10 2 16 6-10d 890 1,775 2,130 2,040 2,450 2,220 2,660 U24-2 3'/0 3 2 4 2-10d 295 445 530 510 610 555 665 U26-2 3110 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U210-2 31/, 8'/2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U66 51/2 5 2 8 4-104 590 890 1,065 1,025 1,225 1,110 1,330 U610 5112 81/2 2 14 6-104 890 1,555 1,860 1,790 2,140 1,940 2,330 U210-3 5'12 73/4 2 14 6-10d 890 1,555 1,8W 1,790 2,140 1,940 2,330 U24R 2111, 361. 2 4 2-10dx*2 240 445 530 510 610 555 665 U26R 2'/16 56/6 2 8 4-10dx1'/2 480 890 1,065 1,025 1 1,225 1,110 1,330 U210R 2'/1s 9% 1 2 14 1 6-10dx11/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U44R 41/19 2s/6 2 4 2-16d 355 445 530 510 610 555 665 U46R 41/1e 018 2 8 4-16d 710 890 1,085 1,025 1,225 1,110 1,330 U41OR 4'11,, 8'& 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330 U66R 6 5 2 8 4-16d 710 890 1,065 1,025 1225 1 1,110 1,330 U61OR 6 13'/2 2 1 14 6-16d 1,065 1,555 1,W 1,ii6-1 2,140 1 1,940 2,330 For SI:1 inch=25.4 mm,1 ibf=4.45 N. 1.Refer to Figure 2(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nab sizes and required minimum physical properties 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.U Series hangers provide torsional resistance,which is defined as a moment of not less(hart 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.The quantity of 10d or 16d common nails specified in the'Header'column under"Fasteners"is required to achieve the tabulated allowable loads shown in the Allowable Download"10d"or'I6d'columns. 6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails Into the supporting headerlbeam,and have been increased for wind or earthquake loading with no further ircrease allowed. The allowable uplift loads must be reduced when other load durations govern. Iftt �. a s <� �� . FIGURE 2-1.1 SERIES HANGER FIGURE 3a--HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (See Table 2-above) (See Table 3-Next Page) (See Table 3,Footnote 3-Next Page) Page 7 of 10 ESR-2549 TABLE 4/LLLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS DIMENSIONS' COMMON NAILS' ALLOWABLE LOAM114 MODEL (Inches) ( Type) Pbs) NO. UPBR9 Download W H B Header J01ste Co=1.33 or Co=1.0 Co=1.15 Co=1.25 1.6 LUS24 1 19/16 3'/e 13/4 4-10d 2-10d 465 640 735 800 LUS26 )gibe 43/4 13/4 4-10d 4-10d 930 830 955 1,040 LUS28 19116 6s/e 1314 6-10d 4-104 930 1,055 1,215 1,320 WS210 19/,. 713/,8 1 /a 8-10d 4-10d 930 1,275 1,465 1,595 LUS24-2 3 1, 3/s 2 4-16d 2-16d 440 765 880 960 LUS26-2 3/,, 45/is 2 4-16d 4-16d 1,140 1,w0 1,150 1,250 LUS28-2 3118 7 2 6-16d 4-164 1,140 1,265 1,455 1,585 LUS210-2 3/e 815/,8 2 8-16d 6-16d 1,710 1,765 2,030 2,210 WS214-2 318 10 2 10-164 6-16d 1,710 2,030 2,335 2,540 LUS44 39/ie 3 2 4-16d 2-16d 440 765 880 960 WS46 3/,e 43/, 2 4-16d 4-16d 1,140 1.000 1,150 1,250 WS48 38/,s 63/4 2 6-16d 4-16d 1,140 1,265 1,455 1,585 WS410 39/,e 8/4 2 8-164 6-164 1,710 1 1,765 2,030 2,210 WS414 39/,e 1 /a 2 10-16d 6-16d 1,710 2,030 1 2,335 2,540 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figure 4(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be select based on duration of load as permitted by the applicable building code. 4.When LUS Series hangers support joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist Into the headerlbeam(double shear nailing)to achieve the tabulated loads. 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. Ilide max. m m m � ® H c m o FIGURE 4-LUS SERIES HANGER Page 8 Of 10 ESR-2549 TABLE 5--ALLOWABLE LOADS FOR THE MUS SERIES HANGERS DIMENSIONS COMMON NAILW ALLOWABLE LO (Inches) TObs)MODEL UpRW Download W H B Header Jolse Co=1.33 or Co=1.0 Co=1.15 Co=1.25 1.6 MUS26 191,6 53/16 2 6-10d 6-10d 1,090 1,310 1,505 1,640 MUS28 1 196 63/4 2 8-10d 8-10d 1,555 1,750 2,010 2,185 For SI:1 inch=25.4 mm,1 IV=4.45 N. 1.Refer to Figure 5(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nad sty and required minimum physical properties. 3.Tabulated allowable bads must be selected based on duration of load as permitted by the applicable building code. 4.When MUS series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the headedbeam(double shear nailing)to achieve the tabulated loads. 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. '�r�• i'a Ao- 1b C + 6, o 0 c e a • FIGURE 5-MUS HANGER(see Table 5) FIGURE 6-HUS SERIES HANGER(see Table 6) TABLE 6-ALLOWABLE LOADS FOR THE HUS SERIES HANGERS DIMENSIONS' COMMON NAILW ALLOWABLE LOADS314 (inches) (Quare ity-Tyle) Pbs) MODEL NO. UpfiR9 Download W H B Header ,tolsts Co=1.33 or 1. CD=1.0 Co=1.15 Co=1.25 = 6 HUS26 116 5% 3 14-16d 6-16d 1,550 2,565 2,950 3,205 HUS28 1 /e 71/,e 3 22-16d 8-16! 2,000 3,585 3,700 3,775 HUS210 1/. 9196 3 30-16d 10-16d 2,845 3,775 3,920 4,020 HUS46 39/,8 4116 2 4-164 4-16d 1,080 1,005 1,115 1,255 HUS48 I As 615118 2 6-16! 6-16d 1,550 1,505 1,730 1,885 HUS410 39/,8 815/1. 2 8-16d 8-164 2,160 2,010 2,310 2,510 HUS412 391,. 103/4 2 10-164 10-164 2,700 2,510 2,885 3,140 HUS26-2 3/. 5/1. 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS28-2 31/8 73116 2 6-164 6-16d 1,550 1,505 1,730 1 1,885 HUS210-2 3/. 93/,. 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS212-2 1 3'/s 11 2 10-16d 10-16d 2,560 2,510 2,885 3,140 For SI:1 inch=25.4 mm,1 pound=4.45 N. 1.Refer to Figure 6(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nag sizes and required n** um physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building fie. 4.Where HUS series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the headedbeam(double shear nailing)to achieve the tabulated loads. 6.Allowable uplift loads have been Increased for wind or earthquake loading with no further increase is allowed.The allowable uplift loads must be reduced when other load durations govern. Page 9 of 10 ESR-2549 TABLE 7--ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS DIMENSIONS' COMMON NAILS& ALLOWABLE LOADS%4 (Inches) (Quantity-Type) (Ibs) MODEL No. UplilBa Download W H B Header Joid CD=1.33 or =1.8 CD=1.0 Cu=1.15 Co=1.25 HHUS26-2 3 tce 5 Ica 3 14-16d 6-16d 1,550 2,580 2,965 3,225 HHUS28-2 elle 71/2 3 22-161 8-16d 2,000 3,885 4,470 4,855 HHUS210-2 35/,8 9/s 3 30-16d 10-16d 2,855 5,190 5,900 5,900 HHUS46 35/a 5/4 3 14-16d 6-16d 1,550 2,580 2,965 3,224 HHUS48 3 la 7/s 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS410 35/e 9 3 30-16d 10-16d 2,855 5,190 1 5,900 5,900 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figure 7(this page)for definitions of hanger nomenclature(W,H,B)_ 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable toads must be selected based on duradon of load as permitted by the applicable building code. 4.Where HUS series hangers support solid-sawn joists having a rtaAmum depth of 11 inches,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.125 Inch(32 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the headedbearn to achieve the tabulated loads. 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase Is allowed. The allowable uplift loads must be reduced when other load durations govem. s • t • f � H t1 b • • e • V FIGURE 7-HHUS SERIS HANGER(see Table 7) FIGURE 8-SUR/L SERIES HANGER(see Table 8) TABLE 8-ALLOWABLE LOADS FOR THE SUR/SUL SEISES JOIST HANGERS DIMENSIONS' FASTENERS& ALLOWABLE LOADS 3.4 (inches) (Quantity-Type) (lbs) MODEL NO. Upffle Download W H B Al A2 Header Joist CD 1.33 or CD=1.0 CD=1.15 Co=1.25 =1.6 SURIL24 1a/�e 31�s 2 1'/a 1'/. 4-164 4104x1'/z 450 530 610 665 SURIL26 1a/1a 5 2 1118 11/4 6-16x! 6-10dxl!z 720 800 960 1,000 SUR/1-26-2 3% 45/la 25/a V/2 Vla 8-16d 4-16dx1/z 710 1,065 1,225 1,330 SUR/1-210 1 /ta8'/ra 2 1% 1'!4 10-1 10-1 x1/z 1,200 1,330 1,530 1,660 SUR/L214 1/1a 10 2 1/a 114 12-164 12104x1/z 1,440 1,595 1,835 1,995 SUR/1-210-2 TI.- /a 1/z /a 14-164 6-1Fxbt2 lz 1,065 1,860 2,140 2,330 SURA-414 3a/�s 12/z /e 1 23/e 18-16d 8-16dx2/z 1,420 2,395 2,50D 2,500 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figure 8(this page)for definitions of hanger nomenclature(W,H.Bj.These hangers have a 45f skew. 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applkable building code. 4.Where SUR/L series hangers support solid-sawn joists,they provide torsional resistance,which Is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift foods must be reduced when other load durations govern. Page 10 of 10 ESR 2549 TABLE 9—ALLOWABLE LOADS FOR THE HSUR/HSUL SERIES JOIST HANGERS DIMENSIONS' FASTENERS2 ALLOWABLE LOADV (Indws) (Quantity-Type) (lbs) MODEL NO. Uplift6 Download W H B Al A2 Header Joist Co=1.33 or =1.6 Co=1.D Co=1.15 1:0=1.25 HSUR/L26-2 3'16 415/16 016 1Y, 23/16 12-16d 4-16d&/2 715 1,610 1,850 2,000 HSURU10-2 3'/e 8t1/,6 2'116 1'/° 23/,6 20-16d 6-16d&12 1,070 2,680 3,080 3,350 HSURIL214-2 3'/6 12"/16 Yl,, 1'/e 121,. 2&16d 8-16d12'/1, 1,430 3,485 4,005 4,355 HSUR/L46 39/16 43/° 27/16 1 23116 12-16d 4-16d 715 1,610 1,850 2,000 HSUR/L410 39/,6 81/2 27/16 1 23/i6 20-16d 6-16d 1,070 2,680 3,080 3,350 HSUR/L414 39/16 12'/2 Y/1s 1 1 23/,6 2&164 8-16d 1,430 3,485 4,005 4,355 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figure 9(this page)for definitions of hanger nomenclature(W,H,B).These hangers have a 45"skew. 2.Refer to Section 3.2.3 of this report for nag sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where HSUR/L series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the tap or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. �A' t'" 0 ° ° ° � 0® o ° a e o FIGURE 8—HSURIL SERIES HANGER Florida Building Code Online Page I of 2 Ai6vl WS Home Log In User RegfstradM HotTapfm Su6mis Surdwrge Sbft&Rada Publlcaftra FECStaff SM Sita Map Links Search Business 'rofessi�naI t prod aPPr 1 FL g FL10456-112 Application Type Editorial Change Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Simpson Strong-Tie Co. Address/Phone/Emali 2221 Country Lane McKinney,TX 75070 (972)439-3029 rshackelford@strorrgtie.com Authorized Signature Randall Shackelford mhackelford@strangtie.wm Technical Representative Randall Shackelford Address/Phone/Email 1720 Couch Drive McKinney,TX 75069 (800)999-5099 rshackelfbrd@stmngtie.com com Quality Assurance Representative Pat Woodall Address/Phone/Email 1720 Couch Unve MclOnney,TX 75069 (800)999-5099 pwoodali@strongtie.com Category Strudival Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service,LLC Quality Assurance Entity Benchmark Holdings,L.L.C. Quality Assurance Contract Expiration Date 12/01/2013 Validated By Jeffrey P.Arneson,P.E. Validation Checklist-Hardcopy Received Certificate of Independence Referenced Standard and Year(of Standard) stwKkWA year ASTM D1761 2000 N.A.SPEC FOR DESIGN OF COLD FORMED STEEL CONSTRUCTION 2001 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer-or Architect Sections from the Code http://www.floridabuilding.org/pr/pr app dfl_aspx?param=wGEVXQwtDqudsDrIH6I48zA... 4/5/2013 straps&rigs 0 These products are ab le wM addrllronc corrosion Pry AdditW Prod=&on These Products are approved for inslatlatlon with the Strong-Drive SD Structural- H*page maydso be available wm then opffOn,diackw1h Shapm SLrong-Tw kr ddaffs Conngetorsaw.See pogo 30 tor the owned subsBt On and SD screwske. DFIP SPFfl1F III Load FaSteRM MOINIM LOedS UpAftaorable L� Wttb Code Nodet Ra TO TO To Ujfl(D Loltetel 816[1'frNelFs Uptflt WM Le2at0l 8di " Ref. o. Ra�4S/ Plates Studs ,�) Ft F2 {180) 169) F1 F2 (180 H1 18 6-8dxl''A 4-8d — 585 485 165 455 400 415 140 370 117,' ' P16 H2 18 5-8d — 5-8d 335 — — 335 230 — — 230 H2A 118 5-8dxl'fr 2-8dx1'A 5-8dx136 575 130 55 — 495 130 55 — IP1, F25 H2.5 18 5 Bd 5 8d — 415 150 150 415 365 130 130 365 117, F16 Y H2.5A 18 5-8d 5-8d — 600 110 110 480 535 110 110 480 117 F16 HUT 18 5-8d 5-8d — 545 135 145 425 545 135 145 425 1131, F25 H3 18 4-8d 4-8d — 455 125 160 415 320 105 140 290 H4 20 4-8d 4-8d — 360 165 160 360 235 140 135 235 117, F16 H5 18 4-8d 4-8d — 455 115 200 455 265 100 170 265 H6 16 — 8-8d 8-84 950 — — — 820 — — — 117,F16 H7Z 1161 4-8d 2-8d 8-8d 985 400 1 — — 845 345 1 — — H8 18 5-10dxl% 5-14dX136 — 745 75 — 63O 565 75 — 510 F26 H10 18 8-8dxl'% 8-8dx1'Y2 — 995 590 — 850 505 235 — 117 F16 <' H10A 18 9-104X1% 9-10dxl!hi — 1140' 590 285 — 1015 505 285 1 — 117, F25 H10Ss-10 18 8-W'fe 8-84 300 8-8d 1010 660 215 550 870 570 185 475 IP1, F25 H10-2 18 6-104 6-10d — 760 455 395 — 655 390 340 — 117,F16 H11Z 18 616dx2% 6-16WY2 - 8M 525 76D — 715 450 655 — 170 H14 18 i 12-8*11% 13-8d — 13507 515 265 _ 1050 480 245 _ IP1,'_ F25 2 12-8dxl'A 15-8d — 13507 515 265 1050 T 480 245 _ 170 1.Loads have been increased 60%for wind or earthymko Waft with 6.Hurricane Ties are shown installed on the outside of the well for clarity and assume a minimum no further increase allowed;reduce where other loads govern. overhang of 3'!i Installation an the Inside of the wall Is acceptable(see Genera(Instructions for 2.Allowable loads are for one anchor.A minimum rafter ftloues of dw Mer notes it on page 22).For uplift Continuous Load Path,connections in the same area 2'W must be used when framing anchors are install on each side (La boss to plate con and prate to dud cmrmedor)must be on same side of the wall- of the joist and on the same side of the plate(except(on:yrs 7.Soutwm pbw allowable uplift loads for H1 DA=1340 lbs.and for H14=1465 lbs. installed such that craft on opposite sides don?interfere). g Rder to techmcai bulletin T4flU EARBUti for H1,H10,H1 CS,H10-2,H1 1Z H14 allowable 3.Allowable DF/SP uplift load for stud to bottom�plate bmt&"* bearing t loads(sea page 214 for detaftj (see deta915)is 400 lbs.(H2.5);390 lbs.(H2.5A1.360 Ohs.(H4)and 9.H10S can have the stud offset ffset a maximum of 1"from ratte r(center to center)for a 10 lbs.(H8).For SPF/HF valuers multiply these values by 0.86. Df� 765 lbs SP 4.Allowable loads in the Ft direction are not ndendad to r�daca ( P), (SPF). diaphragm boundary members or prevent crow grain banding of 10.HiOS nails to plates are optional for uplift but required for lateral loads. the miss or rafter members. 11.NAR 216dh 2%-alff da.x2W long,10d=0.148'dia.xT tong, 5.When cross-grain bending or cross-gtafn tension cannot be avolded IOW h=0.148'die.x 11h long,Ild=0.131"dia.x 21,6'long,8dxi'A=0.131"dia.x 1 W long. in the members,mechanical rehdonxm>eaht to resist such forces may Sae pap 24-25 for other nail situs and information. be considered. i _ j o ° F.,�► _fair o / AS n°C. 114� f [J ® H2A It�atlali©n on HMA It�ta�HatJOa HUTlIlaUon o H1 Installation ( �� TSP In5�11ati ( itdo both tap plates) (Araits ince both top plates) (H25s6nBa►) Fd� use a hrinaruem �F2 Fe is ticds W&of f= � rd H4°'° &ltou Oil w ® n*fide ✓::°' Installatio0 ° miss) H3 Installation (HZSs)rm7arJ _ _ R F (Nags into upper top ate) leo foomota 3) «n' F, 0 HUT Installation Fl Two ad nags ads plates. bb is ad0studsHIS Stlid +� °° to op P[W gn Band ®H7z It►stan Men H4 Installation HIS Insh"on If�i�On 174 (Atak into upper top plata) (Nails ho bulli top PIE" Florida Building Code Online Page 1 of 1 I Bas Home Lwin tier Rallftatlon HatTepics Sum Surcharge Slate&Fads Pablkatimrs FBCStag BC6 Sim Map Links Search Business ProductUApproval Pva, >AppU®biom Ust Search Criteria :Code Version 2010 FL# 11478.5 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL :Application Status ALL Compliance Method ALL I ,Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL '-Product Model,Number or NameALL Product Description ALL .Approved for use In HVHZ ALL Approved for use outside HVHZ ALL ;Impact Resistant ALL Design Pressure ALL ;Other ALL ;Search Results-Applicatkwis Affirmation Simpson Strong-Tie Co. 3effrey P.Arneson,P.E. pproved FL#:FL11478.5 - Model:H2A,112.57,H8,HGA10 (904)223-4899 Description:Hurricane Tle Category:Structural Components R§Mbca!"qnr Wood Connectors "�APP�ved bq DBPR Approvaki by DBPR shag be reviewed and 2ttfled hr lite POC aluifOr tlu:CommissWn ff nec�sarY• -i Contact Us::L90 North Monroe- .Tafla FL 32388 Pheue:85Q-987-1824 The Stam of Florida is an AA/15190 employer.Caavriabt 2007-ZDSo Sate or Florida::Privacy ::Accessibility Statement::Relbnd Statament under Florida lawemail addresses aro public Meds.9 you do not want yon e-mad address released in rete to a public-records request,do not send electronic m mad this entAi y. nsbod,contact the office by phone or by bmi@ional nm6.Nyou have any questions,please contact 85D.487.1395.-Pursuant to Section 455.275(1), Florida Statutes,effective Ocb*w 1,2012,0e licensed under Chapter 45%F.S.must provide the Deparbnent with an ema0 address if they have one.The emalls Provided may be used for offktel communication w0b the licensee.Howove'ernr0 addresses are public record.V you do not wish m supply a personal address,Please Provide the Deparbnent with an ema0 address which can be made available to dee public.To demrrrdne 9 you are a ikasee under Chapter 4S5,F.S.,Please click h2m. PradactApprovalAccept- In �Ylcriic http://www.floridabuilding-orgtpr/pr app lst.aspx 4/5/2013 ESR-2613 fiS' REPORT"' Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. EhodimmsRoOkwd Offlie#M0 tet°kiwi KU PJMCL WMft,carte 901#PR)6990943 Rag1WW onke#900 ARS Road.aft&MmbVtmn oma 35113#(205)599-9800 " n4"i w.'i uc-es.0-C; Regioral Ofiim#4051 West Rowna rRosd.(mrft Ckib HM%if hW 60478#(708)79.9-2305 DIVISION:06—WOOD AND PLASTICS drawings of installation configurations with designated Section:06090—Wood and Plastics Fastenings allowable load directions. 3.1.2 HS24 Hurricane Tie:The HS24 hurricane tie anchors REPORT HOLDER: wood rafters or trusses to wood wall top plates. The HS24 connector is formed from No.18 gage galvanized steel.See SIMPSON STRONG TIE COMPANY,INC. Table 2 for required fasteners and allowable loads. See 5956 WEST LAS POSITAS BOULEVARD Figure 2 for a drawing of the HS24 tie and a typical PLEASANTON,CALIFORNIA 94588 installation detail. (800)92545099 5.7.3 RST-1 and RST-2 Hurricane Ties: The RST hurricane ties are used to anchorsingle-ply wood roof trusses EVALUATION SUBJECT- (or rafters) to vertically aligned wood studs. The RST-1 is designed to anchor single-ply wood trusses with lumber SfMPSON STRONG-TIE HURRICANE AND SEISMIC oriented horizontally, and the RST-2 is designed to anchor STRAPS AND TIES FOR WOOD FRAMING two-plywood trusses with lumber oriented vertically or single- plywood trusses with lumberoriented horizontally.The RST-1 and RST-2 hurricane tie connectors are fabricated from No. 1.0 EVALUATION SCOPE 20 and No.18 gage galvanized steel,respectively.See Table Compliance with the following codes: 3 for RST model numbers, width and length dimensions, required fasteners,and allowable uplift loads. See Figure 3 # 2006 International Building Code®(IBC) for drawings of the RST-1 tie and a typical Installation detail. # 2006 International Residential Code®(IRC) 3.1.4 LTS,MTS,and HTS Series Twist Straps:The LTS, # Other Codes(see Section 8.0) NITS,and HTS series twist straps are used to anchor wood trusses or rafters to wood wall double top plates,wood studs, Properties evaluated: wood beams,or wood rim boards.The LTS,MTS,and HTS Structural series twist straps are formed from No. 18, No. 16,and No. 14 gage galvanized steel,respectively.See Table 4 for strap 2.0 USES model numbers,overall strap lengths,required fasteners,and The Simpson Strong-Tie hurricane and seismic straps and allowable uplift loads when installed with different fastener P 9 schedules.See Figure 4 for a drawing of an LTS12 twist strap ties described in this report are used as wood framing and two typical MTS strap installations. connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under 3.1.5 LFTA Light FloorTre Anchor:The LFTA lightfioortie the IRC when an engineered design is submitted in anchor is used as a floor-to-floor tension tie and is formed accordance with Section R301.1.3 of the IRC. from No.16 gage galvanized steel.See Table 5 for anchor tie 3.0 DESCRIPTION dimensions,required fasteners,and the assigned allowable uplift load.See Figure 5 for a drawing of the LFTA connector. 3.1 General: 3.1.6 FTA Floor Tie Anchors:The FTA floor be anchors The Simpson Strong-Tie hurricane and seismic straps and are used to connect vertically aligned studs between a ties recognized in this report are installed to resist design horizontal wood diaphragm assemblage with floor joists forces on wood-frame construction resulting from the having a maximum 124nch nominal depth. The FTA2 and application of the most critical effects of the load FTA5 are formed from No.10 gage galvanized steel,and the combinations prescribed by code that irtdude wind or seismic FTA7 is formed from No.3 gage galvanized steel.See Table loads. 6 for FTA models, anchor dimensions, required fasteners, and allowable tension loads.See Figure 6a for a drawing of 3.1.1 Hurricane Ties: Hurricane hes are used to anchor an FTAflooranchor fie defining overall length and dear span, wood rafters or joists to wood wall plates or studs orto anchor and Figure 6b for drawings of a typical FTA anchor wood studs to wood sill plates.The H6,H7Z,1-115,and H15-2 installation, ties are formed from No. 16 gage galvanized steel;the 1-11, H2, 1-12.5, H2.5A, H3, H5, H10, H10R, and 1-110-2 ties are 3.1.7 SP and SPH Series Stud Plate Connectors: The formed from No.18 gage galvanized steel;and the H4 tie is SP1 connector fastens one edge of a wood stud to the formed from No.20 gage galvanized steel.See Table 1 for tie contiguous edge of a wood sill plate,and the SP2 connector model numbers, tie dimensions, fastener schedules, and fastens to one side of a wood double top plate and to the allowable loads.See Figures 1 a and 1 b for drawings of the contiguous edge of a wood stud.The SP4,SP6,SPS,SPI-14, hurricane ties recognized in this report, and Figure 1 c for SPI-16,and SPI48 are 11/44nch-wide(32 mm)U-shaped straps f&REPORTS— are not to be construed as representing aesthetics or arty other aff ibures rot specdicaUy addressed nor are dwy to be consinred as an endarseme»t of the subject of the report ora reconanendmon for its aw-Tkoe a no warn 0y byXCEvahurtion Service,lam.express or br010A as to mry ((M finding or other matter in this report,or as to any product covered by the report 'Q', P l�tAmu�aaevea nmoerr Copyright 0 2007 Page 1 of 12 Page 2 of 12 ESR-2613 with a horizontal portion that bears against the wood wall top The body of the HGT heavy girder tiedown basket is plates or sill plates and two vertical legs that are nailed to the fabricated from ASTM A 1011,SS designation,Grade 33,hot edges of a wood stud. The SP and SPH connectors are roiled steel with a minimum yield strength of 33,000 psi(227 fabricated from No. 20 and No. 18 gage galvanized steel, MPa) and a minimum tensile strength of 52,000 psi (358 respectively.See Table 7 for SP and SPH models,connector MPa), and the crescent washers of the HGT bracket are dimensions, required fasteners, and allowable uplift loads. fabricated from ASTM A 36 steel with a minimum yield See Figure 7 for drawings of the SP1 and SP2 connector,and strength of 36,000 psi (248 MPa) and a minimum tensile of typical stud-to-plate connection details for the SP1,SP2, strength of 58,000 psi(399 MPa). SP4,and SPH4 connectors. Base-metal thicknesses for the connectors in this report are 3.1.8 RSP4 Reversible Stud Plate Ties: The RSP4 tie as follows: plates are used to connect a nominally 24rich wide wood stud NOMINAL THICKNESS MINIMUM BASE-METAL to either a top or sill plate of a wood framed wall.The RSP4 WWII THICKNESS(inch) tie connector is fabricated from No.20 gage galvanized steel. See Table 8 for required fasteners and allowable loads.See No.3 0.2285 Figure 8a for a drawing of the RSP4 connector showing No.7 0.1705 overall dimensions;Figure 8b for a drawing of a typical RSP4 No.10 0.1275 installation connecting a wood double top plate to a wood No.14 0.0685 stud;and Figure 8c for a typical RSP4 installation connecting No.16 0.0555 a wood stud to a wood sill plate. No.18 0.0445 3.1.9 SSP and DSP Stud Plate Connectors: The SSP No.20 0,0335 stud-to-plate connector is used to provide a positive For SI.1 Inch=25.4 mm. connection between a single wood stud and the top or sill plate of the same wood wall, and the DSP stud-to-plate The galvanized connectors have a minimum G90 zinc connector is used to provide a positive connection between coating specification in accordance with ASTM A 653.Some a double wood stud and the wood wall top or sill plate of the models(designated with a model number ending with Z)are same wood wall. The SSP and DSP connectors are avallabieaith a G185zinc coating specification in accordance fabricated from No.18 gage galvanized steel.See Table 9 for with ASTM A 653.Some models (designated with a model required fasteners and allowable uplift loads.See Figure 9 for number ending with HOG) are available with a hot-dip drawings of the SSP and DSP connectors showing overall galvanization, also known as "batch" galvanization, in dimensions; a drawing of an SSP installation connecting a accordance with ASTM A 123, with a minimum specified stud to a sill plate; and a drawing of a DSP installation ung weight of 2.0 ounces of zinc per square foot of connecting a double wood stud assembly to a top plate. surface area(600 g/m�,total for both sides.Model numbers in this report do not include the Z or HOG ending, but the 3.1.10 HGT Heavy Girder Tledown Brackets: The HGT information shown applies. heavy girder tiedown brackets are used to provide a positive connection between wood roof beams or multi-ply wood roof The FTA floor anchor ties and HTS twist straps have a trusses and wood posts vertically aligned to support the end painted finish and may also be available with the HOG finish. reaction of the beam or truss member. The HGT tiedown The lumbertreater or holder of this report(Simpson Strong- connector is a U-shaped bracket that is installed over the top Tie Company)should be contacted for recommendations on chord of the roof truss having a slope from 3:12(14 degrees) minimum corrosion resistance of steel connectors in contact to 8:12 (34 degrees). Other components required for the with the specific proprietary preservative treated or fire connection, such as the anchor rods and hold-down or tie- retardant tented lumber. down devices, that must be used to form a complete load path to resist design uplift forces from their point of origin to 3.2-2 Wim: Supporting wood members to which these the load-resisting elements, that is, the vertically aligned connectors are fastened must be solid sawn lumber, supporting wood post,must be designed and specified by the glued-laminated lumber, or engineered lumber [such as registered design professional.The HGT tiedown brackets Laminated Veneer Lumber (LVL), Parallel Strand Lumber are fabricated from No.7 gage steel,and are supplied with (PSL), and Laminated Strand Lumber (LSL)] having insert plates and crescent washers.See Table 9 for tiedown dimensions consistent with the connector dimensions shown connector models, connector dimensions, fastener in this report. Unless otherwise noted, supporting wood schedules, and allowable uplift loads. See Figure 9 for a members and supported members must have an assigned drawing of the HGT-2 tiedown connector,and a drawing of a minimum specificgravityof0.50(minimum equivalent specific typical connection detail showing necessary components, gravity of 0.50 for engineered lumber), except as noted in including those not covered in this evaluation report,such as Table 7 for the SPH stud plate tie connectors,which permits the HTT22 tension Tie. lumber having an assigned minimum specific gravity of 0.50 and 0.55;and Table 9 for the SSP and DSP stud-to-plate tie 3.2 Materials: connectors, which permits lumber having an assigned 3.2.1 Steel: Unless otherwise noted, the connectors minimum specific gravity of 0.50 and 0.43.The lumber used described in this report are fabricated from ASTM A 653,SS with the connectors described in this report must have a designation,Grade 33,galvanized steel with a minimum yield maximum moisture content of 19 percent (16 percent for strength,Fr of 33,000 psi(227 MPa)and a minimum tensile engineered lumber)except as noted in Section 4.1. strength,F,,,of 45,000 psi(310 MPa).The FTA floor anchor The thickness of the wood members must be equal to or ties are fabricated from ASTM A 1011,SS designation,Grade greater than the length of the fasteners specified in the tables 33, hot rolled steel with a minimum yield strength of 33,000 In this report, except if noted otherwise in the tables and psi(227 MPa)and a minimum tensile strength of 52,000 psi accompanying footnotes in this report,or as required by wood (358 MPa).The HTS twist straps,the SSP and DSP stud-to- member design,whichever controls. plate ties, and the H2.5A hurricane tie are fabricated from 3.2.3 Fasteners, Baits, at a minimum, must comply with ASTM A 653, SS designation, Grade 40, steel with a ASTM A 36 or A 307 Nails used for connectors,straps,and minimum yield strength of 40,000 psi (275 MPa) and a ties described in this report must comply with ASTM F 1667 minimum tensile strength of 55,000 psi(379 MPa). Page 3 of 12 ESR-2613 and have the following minimum dimensions and bending 5.2 Calculations showing compliance with this report must yield strengths(F,,b): be submitted to the code official.The calculations must be prepared by a registered design professional where FASTENERS NRAIL LENGTH (PSI) required by the statues of the jurisdiction in which the IMMETE(inch) (thy) project is to constructed. ed x 1'/2 0.131 1'/a '100,000 5.3 Adjustment factors noted in Section 4.1 and the 8d 0.131 2'/z 100,000 applicable codes must be considered,where applicable. 10d x 1% 0.148 1'/2 90,000 5.4 Connected wood members and fasteners must comply, 10d 0.148 3 90,000 respectively,with Sections 3.2.2 and 3.2.3 of this report. For Sk 1 inch=25.4 mm. 5.5 Use of connectors with preservative or fire retardant Fasteners used in contact with preservative treated or fire treated lumber must be in accordance with Section 3.2.1 retardant treated lumber must comply with IBC Section of this report Use of fasteners with preservative or fire 2304.9.5 or IRC Section R319.3,as applicable.The lumber retardant treated lumber must be in accordance with treater or this report holder(Simpson Strong-Tie Company) Section 3.2.3 of this report. should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities 5.6 The FTA series tie anchors are factory-welded of fasteners used with the spedfic proprietary preservative connectors manufactured under a quality control treated or fire retardant treated lumber. program with inspections by Professional Service 4.0 DESIGN AND INSTALLATION Industries,Inc.(AA-660)or by Intertek Testing Services NA,Inc.(AA-688). 4.1 Design: 6.0 EVIDENCE SUBMITTED The tabulated allowable loads shown in this report are based Data in accordance with the ICC-ES Acceptance Criteria for on allowable stress design (ASD) and include the load Joist Hangers and Similar Devices (AC13), dated October duration factor, Ca,corresponding with the applicable loads 2006(cowed March 2007) in accordance with the NDS. Tabulated allowable loads apply to products connected to 7.0 IDENTIFICATION wood used under dry conditions and where sustained The products described in this report are identified with a die- temperatures are 100°F(37.8°C)or less.When products are stamped label indicating the name of the manufacturer installed to wood having a moisture content greater than 19 (Simper ung-Tie),the model number,and the number of percent(16 percent for engineered wood products),or when an index evaluation report (ESR-2523 that is used as an wet service is expected,the allowable loads must be adjusted identifier for the products recognized in this report. by the wet service factor, C,, specified in the NDS. When Additionally, the factory-welded FTA series tie anchors connectors are installed in wood that will experience manufactured in the United States are identified with their sustained exposure to temperatures exceeding 100OF acronym of the inspection agency(PSI),and factor welded (37.80C),the allowable loads in this report must be adjusted FTA series tie anchors manufactured in Canada are identified by the temperature factor, C=,specified in the NDS. with the name of their inspection agency(Intertek). Connected wood members must be analyzed for load- 6.0 OTHER CODES carrying capacity at the connection in accordance with the NDS. 8.1 Evaluation Scope: 4.2 Installation: In addition to the codes referenced in Section 1.0, the Installation of the connectors must be in accordance with this products in this report were evaluated for compliance with the evaluation report and the manufacturer's published requirements of the following codes: installation instructions.In the event of a conflict between this # 2003 International Building Code®(2003 IBC) report and the manufacture's published installation instructions,this report governs. # 2003 Intematfonal Residential Code®(20031RC) 4.3 Special Inspection: # 2000 International Building Code®(2000 IBC) 4.3.1 IBC: Periodic special inspection is required for # 2000 International Residential Code®(2000 IRC) installation of connectors described in this report that are designated as components of the seismic4brce-resisting # 1997 Uniform Building Code-(UBC) system for a structure in Seismic Design Category C,D,E or The products described in this report comply with, or are F in accordance with Section 1707.3 or 1707.4, with the suitable alternatives to what is specified in,the codes listed exception ofthose structures qualifying underSection 1704.1. above,subject to the provisions of Sections 8.2 through 8.7. 4.3.2 IRC:Special inspections are not required. 8_2 Uses- 5.0 CONDITIONS OF USE 8.2.1 2003 IBC,2003 IRC,2000 ISC,and 2000 IRC:See The Simpson Strong-Tie Hurricane and Seismic Straps and Section 2.0 of this report Ties described in this report comply with, or are suitable 6.2.2 UBC:Replace the information in Section 2.0 with the alternatives to what is specified in, those codes listed in following:Simpson Strong-Tie hurricane and seismic straps Section 1.0 of this report,subject to the following conditions: and ties are used as wood framing connectors In accordance 5.1 The connectors must be manufactured, identified and with Section 2318.4.8 of the UBC. installed in accordance with this report and the manufacturer's published installation instructions. A 8.3 Description: copy of the instructions must be available at the jobsite 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this at all times during installation. report, Page 4 of 12 ESR 2613 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this codes listed in Section 8.0,subject to the some conditions of report, except modify Section 3.2.3 to reference Section use described in Section 5.0 of this report. R323.3 of the IRC. 8.5.2 UBC:The Simpson Strong-Tie products described in 8.3.3 UBC:See Section 3.0 of this report,except modify the this report comply with,or are suitable alternatives to what is first sentence in the last paragraph of Section 3.2.3 as specified in,the UBC,subject to the same conditions of use follows: Fasteners used in contact with presehfative treated indicated in Section 5.0 of this report, except the last or fire retardant treated lumber must,as a minimum,comply sentence of Section 5.5 is replaced with the following: with UBC Section 2304.3. Fasteners used in contact with preservative treated or fire retardant treated lumber must,as a minimum, comply with 8.4 Design and Installation: UBC Section 2304.3. 8.4.1 2003 IBC, 2003 IRC, 2000 IBC, 2060 IRC: See 8.6 Evidence Submitted:2003 IBC,2003 IRC,2000 IBC, Section 4.0 of this report 2000 IRC,and the UBC: 8.4.2 UBC: See Section 4.0 of this report, except delete See Section 6.0 of this report Section 4.3 since special inspection is not required. 8.7 Identification: 2003 IBC, 2003 IRC, 2000 IBC, 2000 8.5 Conditions of Use: IRC,and the UBC: 8.5.1 2003 IBC,2003 IRC 2000 IBC, and 2080 IRC:The See Section 7.0 of this report Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is specified in,those Page 5 of 12 ESR-2613 TABLE 1-JHURRICANE TIES FASTENERS ALLOWABLE LOADS MODEL T j"J 6116) Lateral NO. To Rafter To Plates To Stud Configu�ratlone x.33 or CD=1.6 0on Uplif& 1.33 or Cc=1.6 F, F2 H1 6-8dx1'12 4-8d — 490 485 165 H10 8-8dx1'/2 8-4W'/2 — 1 905 585 525 H10R 8-8dx1'/2 8-8dx1'/2 — 905 585 525 1-110-2 6-10d 6-10d — 760 455 395 H2 541d — 5-W 2 335 — — H2 5 54W 5-8d — 3 415 150 150 5-8d 54W 8 370 — — H2.5A 5-8d 5-8d — 600 110 110 H3 4-8d 4-8d — 3 455 125 160 H5 4-8d 4-W — 455 115 200 4-8d 4-8d 8 360 — — H4 44d 4-8 — 9 360 165 160 H6 — 84W 84W 12 915 — — H7Z 4-8d 2-8d 8-8d 930 400 — H15 4-10dx1'12 4-10dx11/2 12-10dx1'/2 13 1,300 480 — H15-2 4-10dx1'12 4-10dx1'/2 12-10dx11/2 1,300 480 For SI:1 inch=25A mm,1 lbs=4.45 N. 1.Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member. A ratter minimum actual thickness of 21/2 intim must be Used when framing anchors are installed on each side of the rafter and on the some side of the plate. 2.Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Upiltt/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plates 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist The number of terms that must be considered for simultaneous loading is determired by the registered design professional and is dependant on the method of calculating wind form and the assumed load path that the connector is designed to mist 3."Connection Configurations"shown in Figure 1 c(ne)d page)indicate the load directions F,and F2,and are details showing connector Installations on the outside of the wall for clarity.Installation on the inside of the wall Is acceptable to achieve the tabulated allowable loads. 4.Connections in the same area(i.e.truss to plate connector and plate to stud connector)must be on installed on the same side of the wail to achieve the tabulated allowable uplift loads and ensure a continuous load path. 5.Allowable uplift toads have been increased for wind or earthquake loading,and no further increase is allowed.Allowable loads must be reduced when other load durations govern. 6.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joistdrafters. 7.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the buss or rafter members. 00 o c �. � I "Ts• :S� 2' 3 yrs" e v 6" o � i o i s o 1Ya o 0 +moi •• �" O �� D �� 51d � • • � � 19�te 1 H1 H2 H2.5 H2.5A H3 FIGURE 1a—H1,H2,H2.5,H2.5A,AND H3 HURRICANE TIES Page 6 of 12 ESR 2613 Four 000141 N ih� o • double shear u2 X41 *i •� °0 ap 101 holes �. 1t°• 3%q °•° A Y V 4 ° • 2'4".� • t° °°° 133'.• H4 19r s\ I ° s°° 20•hd H10 taw (H10R similar) °•4 0•. o • ° � q q �/r �r • • ° 3' q q • ,,.lyy HIO-2 1 °, y t•�o H15 HS H6 H?Z 'h (H15-2 similar) FIGURE 1b-4K H5,H6,H7Z,H10,H10-Z AND H15 HURRICANE TIES cy / H1 Installation 21 H2 Installation (H10,H10,H70-2 similar) (Allowable Uplift Load Only) 31 t o H2.5 Installation H4 Installation H4 Installation (Nails into both top plates) (H2.S similar) (Nails into upper top plate) (H2.5A,H3,H5 similar) t#se a�¢d,�avm c7 a+vee eek tl�ssiCsa� ° lath 0:12 a 107:12 r : b F, ,• H6 Stud to fe, 6 Stud to �s Double Top and 12 Plate 12 oist ,3 13Installation staQatiw� H7Z Installation HIS Installation FIGURE 1 o--CONNEC71ON CONFIGURATIONS OF HURRICANE TIE INSTALLA71ONS SPECIFIED IN TABLE 1 Page 7 of 12 ESR-2613 TABLE 2—HS24 HURRICANE T10" FASTENERS'(Quantity�Type) ALLOWABLE LOADS Obs)where 01.33 or C6=1.6 MODEL X12,4 NO. To Rafter or Truss To Double Top Plate Uplift F, F2 HS24 8-OM'/2 & 2-8d(slant) 8-8d 605 645 1,025 S-$dxl /2 8-8d 605 590 640 For SI:1 inch=25.4 mm,1 lbs=4.5 N. 1."Slant"nailing refers to 8d common nails installed as toends;on each side of the connector.The nails must be driven through the connector at an angle approximately 30"with the rafterAniss member with the nail penetrating through the rafter/truss member into the wood double top plate. 2.The uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 3.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of)aWWrafters. 4.Additional shear transfer elements must be considered the connector Installation induce cross grain bending or tension of the truss or rafter member. 5.F,load direction is parallel to plate,and F2 load direction is perpendicular to plate. f� 2W H� �• • • Hs24 Dimensions ° HS24 Installation and Allowable Load Directions FIGURE 2—HS24 HURRICANE TIE TABLE 3—RST HURRICANE TIES MODEL RST HURRICANE TIE FASTENERS ALLOWABLE UPLIFT LOADS"2(Ibs) NO. DIMENSIONS T _1, or Co=1.fi (W) (L) To Rafter or Truss To Stud Ce RST-1 11/2 12'/2 1-10dx1/2 10-10dx1'/2 550 RST-2 3'/a 11"!,6 2-10dx1'/2 12-10dx1'/2 550 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govem. 2.Allowable uplift loads are based on lumber having an assigned specific gravity of 0.55,such as Southern Pine(SP). o� �o m e oe L o e 0 e 0 p 0 O O O O 0 OO B 8 e 0 0 O O 0 RST-1(RST-2 similar) RST-1 Installation FIGURE 3--RST HURRICANE TIE Page 8 of 12 ESR 2613 TABLE 4—LTS,MTS,AND HTS TWIST STRAPS TOTAL QUANTITY OF FASTENERS' ALLOWABLE UPLIFT LOADSP(lbs) STRAP MODEL I�NGTI�I Ido When Installed When budaMw When installed with When Installed with SERIES Cn1 with 10d with 106x '12 10d Common Nails 106x1'12 Common Nails Common Nails Common Nabs CD=1.33 or CD=1.6 CD=1.33 CD=1.6 LTS12 12 LTS4 LTS16 18 12 12 775 720 720 LTS20 20 MTS12 12 MTS16 16 MTS4 MTS18 18 14 i4 1,000 840 1,000 MTS20 20 MTS30 30 HTS16 16 16 16 1,m 1,005 1,150 HTS20 20 HT.S6 HTS24 24 HTS28 28 20 24 1,450 1,450 1,450 HTS30 30 HTS30C 30 For 31:1 inch=25A mm,1 lbs=4.45 N 1.Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 2.Tabulated allowable uplift loads must be selected based on duration of Irl as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Each model of the LTS and MTS twist strap series(except for the MTS30)has more nab holes than the minimum quantity of nails specified in the table. 5.HTS30C has the twist in the center of the strap length. 0 t°To. r r r L + r+ r r a J—j �e d LTS12 Typical MTS Installation— Typical MTS Installation— (MTS and HTS Similar) Rafter to Stud Truss to Double Top Plate FIGURE 4--TWIST STRAPS Page 9 of 12 ESR-2613 TABLE S—LFTA LIGHT FLOOR TIE ANCHOR' LFTA ANCHOR DIMENSIONS(in) FASTENEW ALLOWABLE TENSION LOAD''Obs) MODEL NO. Sip Wkith Clear Span OveraO Length (Quantity-Type) Cn=1.33 or CD=1.6 LFTA 2'/, 1 17 Wls 16-10d Common 1,205 For SI:1 Inch=25.4 mm,1 lbs=4.45 N 1.The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across flou framing with floor joists having a maximum nominal depth of 12 inches. 2.Half of the fasteners must be installed on each and of the strap to achieve the allowable uplift load. 3.Tabulated allowable upri t loads must be selected based on duration of load as permitted by the applicable building code. 4.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase Is allowed.Allowable loads must be reduced when other load durations qovem. o I L T CO FIGURE 5—LFTA LIGHT FLOOR FIGURE 6a—FTA FLOOR FIGURE Sb--FTA FLOOR TIE TIE ANCHOR(See Table 5) TIE ANCHOR(See Table 6) ANCHOR INSTALLATION(See Table 6) TABLE 6—FTA FLOOR TIE ANCHORS' FTA ANCHOR ALLOWABLE TENSION LOADS''pbs) DIMENSIONS When Lumber Thickness,t.=(inches) MODEL On) FASTENERS" NO. Tie (Quantity-Type) 1112 2 2% 3 3N2 Strap Clear Overall Where Cu Width Span Length = 1.33 1.6 1.33 1 1.6 1.33 1.6 1.33 1.6 1.33 1.6 FTA2 3 17 37112 4-61e dia.M.B. 1,575 1,890 2,095 2,515 2,600 3,120 2,820 3,385 2,820 3,385 FTA5 312 17 45112 4-'1a dca.M.B. 1,865 2,240 2,500 3,000 3,125 3,750 3,725 4,400 4,050 4,400 FTA7 312 17 56 6-71e d1a.M-B. 13.095 3,715 4,185 5,020 5,175 6,210 6,360 7,600 7,395 7,600 For SI:1 inch=25.4 mm,1 Ibs=4.45 N.1 psi=6.89 kPa. 1.FTA anchors must be Dated on the vertical wood shxWposts so that the minimum end distance of the first bolt is equal to or greater than 4318 inches. i.e.,seven times the bolt diameter(71)). 2.Machine Bolts(M.B.)must comply with ANSI/ASME Standard B18.2.1. 3.A washer,not less than a standard cut washer,is required on the lumber side opposite the FTA between the wood and the nut. 4.Tabulated allowable tension load must be selected based on duration of load as permitted by the applicable building code. 5.Tabulated allowable tension loads have been increased for wind or earthquake loading.No further increase Is allowed.Allowable loads must be reduced when other load durations govern. Page 10 of 12 ESR-2613 TABLE 7—SP AND SPH STUD PLATE TIES CONNECTOR FASTENERS ALLOWABLE UPLIFT LOAD CONNECTOR MODEL DIMENSIONS T lis SERIES NO. (W) (L) To Stud To Plate CD=1.33 CD=1.6 &&=0.50 S.M=0 55 S.G.--0.50 S.G.=0.55 SP1 — — 6-10d 4-10d 585 585 585 585 SP2 — — 6-10d 6-10d 890 890 1,065 1,065 SP4 2NI. 71/4 6-10dx1 /2 — 735 735 885 885 6--16dx2/2 — 800 800 930 930 SP 6-10dx1'/2 — 735 735 885 885 SP6 5s/�B 73/. 6-16d&/2 — 800 800 930 930 SP8 AS 8$/�e 6-10dx1 /2 — 735 735 885 885 6-16d)Q% — 800 800 930 930 SPH4 39/ja 83/4 10-10dx1/z — — 1,240 — 1,240 12-10dx112 — 1,360 1,490 1,360 1,490 SPH SPH6 596e 91/4 10-10dx1'/z — — 1,240 — 1,240 12-10dx1/z — 1,360 1,490 1,360 1,490 90-10dx1/2 — — 1,240 — 1,240 SPH8 /�e fele12-10dx1'/2 — 1,360 1 1,490 1 1,360 1,490 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.For Models SP1 and SP2,one 10d common stud nail must be installed as a toenall. it must be driven through the connector at an angle approbmately 30"with the stud with the nail penetrating through the stud into the wood sill plate.(See detail on this page entitled"SP1 Nailing Profile.") 2.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase Is allowed.Allowable loads must be reduced when other load durations govern. 4.Allowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity(S.G.)of 0.50,such as Douglas fir-larch,and 0.55,such as southern pirm i s8n 4 l o Ce tSP26?#f ® o o SPI Installation: SP21radallation: SPI Nailing Profile SP1/SP2 Stud to SM Plate Stud to Double Top Plate i 1 ' 4 _ L ' o yy � � 0 0 !9" 1}� Each swe of S11 Typical SPH4 Installation: Typical SP4Installation: Stud to Wood Sill Plate Double Top Plate to Stud(SPH Similar) FIGURE 7--SP AND SPH STUD PLATE TIES Page 11 of 12 ESR-2613 TABLE 8-RSP4 REVERSABLE STUD PLATE CONNECTOR' MODEL FASTENERS ALLOWABLE LOAD Obs)where CD=1.33 or CD=1.8 T NO. To Stud To Plate Connection Canflgurabon` UpSit Lateral F, Fz Stud to Double Top Plate 450 210 250 RSP4 4�dx1 Iz 4-8dx1 /z Stud to SOI Plate 315 210 250 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Refer to Figure 8a for overall dimensions of the RSP4 plate connector. 2.Tabulated allowable loads must be selected based an duration of load as permitted by the applicable building code. 3.Tabulated allowable loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Refer to Figure 8b and 8c for connection configurations. 5.F+load direction is parallel to plate,and Fz load direction Is perpendicular to plate. F1 F2 o ° 0 ° v a`( o o a 00 4Y v oa `�[ v a o ° ° 0 a Figure 8a-RSP4 Stud Plate Figure 8b-RSP4 Installation: Figure 8c-RSP4 installation: Connector Dimensions Stud to Double Top Plate Stud to SIO Plate TABLE 9-SSP AND DSP STUD PLATE TIE CONNECTORS FASTENERS ALLOWABLE UPLIFT LOADS (lbs) MODEL T Where Cd=1.33 or CD=1.6 NO. Studs Double Top Plate SIO Plate Double Top Plate Sin Plate S.G.=0.50 S.G.=0.50 S.G.=0.43 4-1 adxl'Iz 3-10dx1 /z 1-10�bc'i'/z 35Q 420 325 SSP 3-10d - 435 - - 4-10d - 1-10d - 455 420 6-10dxl'/2 - 775 - - DSP 8-10dx1/z - 2-10dxl'/2 - 660 545 8-10d 6-10d - 825 - - 2-10d - 825 600 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed.Reduce loads when other load durations govern. 2.When cross-grain bending or cross-grain tension cannot be avoided,mechanical reinforcement to resist such forces should be considered. 3.For Sill Plate allowable uplift loads,all round nail holes in the connector must be filled with the specified quantity and type of nails. 4.For Double Top Plate allowable upfifl loads,all round and triangular nail holes the tie connectors must be filled with the specified quantity and type of nails. r � c tai• �-. `'�... '�✓ � 4 SSP Instanation: DSP Installatlon: SSP DSP Single Stud to SIO Plate Double Stud to Double Top Plate FIGURE 9--SSPIDSP STUD PLATE TIES Page 12 of 12 ESR 2613 TABLE 9—HGT HEAVY GIRDER TIEDOINN CONNECTORS'.2 HGT DISTANCE BETWEENALLOWABLE UPLIFT MODEL3,4 CONNECTOR ANCHOR RODS FASTENERS LOADS" NO. WIDTH (on canter) (Q+anuh►-Type) Where CnP1.33 or Co=1.6 (din ��) Anchor Rod To Mu{tl-Ply Tniss ��) HGT-2 31116 514 2--?/g7 Dia. 16-10d 10,980 HGT-3 4-/,6 r/e i 2 5/$Dia 16-101 10,530 HGT-4 69/18 9 2-5/8 Dia. 16-104 9,520 For SI: 1 inch=26Amm,1 lbs=4.45 N. 1.The HGT connector can ac comrnodate top chord slopes from minimum 3:12(14')to matdmum 8:12(34°)and are provided with crescent washers for sloped top chord installations. 2.All elements of the tie-down assembly(multi-ply trusses,vertically aligned wood studs/posts,and the hold-down connectors attached to the wood studs/posts)must be designed to resist applied loads. 3.The HGT-2,HGT-3,and HGT-4 connector attaches to the heel joint of a two-ply,three-ply,and four-ply wood muss,respectively,where each ply thickness is nominal 2 inches. 4.When the HGT-3 Is used with a two-ply truss,shimming is required,and the shimming material must be similar(thickness and grade of lumber)as the truss member material. Add'tdionally,the entire assembly must be designed by a registered design professional to act as one unit. S.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 6.The upff t loads have been increased for wind or earthgtmke loading with no further Increase is allowed. Reduce loads when other load durations govem. 7.Anchor rods must be used to connect the HGT connector to the hold-down or tie-down devices attached to the vertically aligned wood studs/post The anchor rod material sp�rfrptiorrs must be iderddHed by the registered design professional. 8.Two LBP 6/e-inch washers must be installed on top aF each t washes.LBP washers and ort washers are required.Crescent washers are supplied with the connector LBPB/8 washers are availa�e from Ser►psmr Strong-Tie Company,and are 2-inch square by 9/ea-inch thick gaivaniz�sleet washers with a center halt hole to aux�mrttodate a 5/e inch differ threaded boff/roi. rrawn two lBPWwaWhers an top of enh taessnt lrashu (tat$!to8r 35'vrashers►for vii irhdaBatimt.Aemashws and as ate reedrel cdrrecsertwask saresappW. Crescent washer supplied and required _-- Washer not rewired 11r� r HGT-2 (HGT-3 and HGT-4 similar) Typical HGT-3 Installation,with HTT22 Tension Tie connectors used to attach the HGT Tiedown to the HTT22 Tension Tie vertically aligned wood poWcohnnn The design of (Not covered In this tha HTT22 tension tie connectors attached to the Evaluation Report) wood post/column is outside the scope of this report. FIGURE 9—HGT HEAVY GIRDER 71EDOWN CONNECTOR Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option C Date Submitted 03/14/2012 Date Valklated 04/25/2012 Date Pending FBC Approval 05/02/2012 Date Approved 06/11/2012 Summary of Products FL# �N Nundmr or Name Description 11496.1 16,HTT22 enslan Ties Limits of the zfwtanadon instructions Approved for use In HVH7-Yes f-L 1 T e!z 7 q.t Approved for use outside HVHZ-Yes Verified By:Randall Shackelford PE 68675(TX) Impact Resistant,N/A Created by Independent Third Party,Yes Design Pressurm NIA Evaluatilon Reports Other. 11496.2 HHTT4,HT175 ension Ties Limits of Use Approved for use In HVH7-Yes Approved for use outside HVKF-,Yes Verified By:Randall Shackelford PE 68675(TX) Impact Resistant:N/A Created by independent Third Party.Yes Design pressure:N/A Evaluation Reports Other. 7 11496.3 Hang,LTI2o6,arin Yg!2!Tension Ties Limits of Use lilswhfthm Dtatftt Approved for use In HVKZ:Yes _F iiO Tension T4!-axdil Approved for use outside HVHZ-Yes Verified By:Randall Shackelford PE 68675(TX) Impact Resistant:N/A Created by bulependent Third Party:Yer. Design Pressurez,N/A Evaluation Reports Other. Contact Us:.1940 North Mimme Stnxt,Tallahassee FL 32399 Phow.850-487-=4 The State of Florida Is an AAAHM employer.Com"Jobt 2007-ZQIO state of Flarklm::Macy Sla ::Accessiblifty Ste Refund Statement Under Florida law,email addresses;are public nwand&9 you do net want your e-man address released In response to a public-records request do not send electronic mail to this entity.Instead,contact the office by phone orby tradildwai mail.If you have any questhM please co -850.497.1395.-Pursuant to Section 40.275(1), Florida Statutes,effective October 1,2012,licensees;ft under Chapter 45S,F-&must provide the Deparunent with an emad address if they have one.The emails pm wWad may be used for official communkathm with the licesom Heweoer email addressm are publIcresod.9 you do nut with to supply a pawns[address,Please provide the Department with an email address vddeb can be made ausilw6le to the pubk To debnn*m V you are a lker4m under Chapter 455,FX.,please click_heM. Product Approval Accepts Pq Fq 0 .wuril% I - :! jaw— VI - hftp://www.flori&ibuilding.org/pr/pr appjtl.aspx?pwam--wGEVXQwff)qvgjyqqZ9WuEJ... 4/5/2013 Nofdowns&Tension Ties �ili11YY1 Wag- PC Tension ties offer a solution for resisting tension loads that is fastened with nails. The entire line of tension ties has been tested and evaluated to the requirements of AC155. c ft The HTT4 and HTT5 are the latest generation of tension ties.They feature an -� t+rd W(- optimized nailing pattern which results in better perforrtance with less deflection. Designed to meet now code standards,the HTT4 and HTTS offer higher loads than °° their predecessors. The LTT19 Light Tension Be is designed for 2x joists or purlins and the LTT2DB ° 64 Ro is for nail-or bolt-on applications.The X nail spacing makes the LT720 suitable for 6a Go wood 1-joists with 1Odx1'h.The LT 1131 is designed for wood chord open web truss c attachments to concrete or masonry walls and any also be installed vertically on a tiL . .�m minimum 2x6 stud. ° 3 MATERIAL:See table 13�" FINISH:Galvanized.allay be ordered HDG;contact Simpson Strong-Tar. INSTALLATION: •Use all specified fasteners.See General Notes. °o •For use in vertical and horizontal applications. Load •To tie multiple 2x members together,the m° barksler Plate must determine the fasteners For tension ties,per ASTM test sftndards, required to join members without splitting anchor bolt nut should be fnW-tight plus the wood. Ys to 1/2 turn with a hand trench,with • '�"� consideration given to possible future / H wood shrinkage.Care should be taken m bo not over-torque the nuL Impact "M LMOB (MT4 similar) CODES:See page 20 for Code Reference Key Chart wrenches should not be used. LTTWI (LTT19 similar) U.S.Patent 5,467,570 These products are avallabie with aditwnd erosion pn ectimL AdOmW praducfs on These proftis are approved for insWilion,with the Strong-Drive SD Structural- this page may also be anar7ahfe with go option,check oft Skrpsoo Sbong4k fordaa7s Cmmedorarxe Seepage 3t7 for Nre cmrectstdsh7uBon and SD screw size. model MUM(68) Seat Fasteners Ailmvahle Taman Loads(160) at Highest Code Thiele Ref. No. Strap plate W L negg Anchor Beft FWteaera OF/SP SPF/HF Allowable Load LTT193 16 3 13/4 19% 13A V6 h,%or3b 810dx1'h 1310 1125 0.180 810d 1340 1150 0.157 10-10w% 1355 1165 0.195 LTT20B3 12 3 21A6 19% 11A V16 'h,36 or 3h 1010d 1500 1290 0.185 IP2, 2-W Bolt 1625 1400 0183 F4 LTT1315 18 3 33/< 1 31 1% Y4 % 1810dxl l6 1350 1160 0.193 18 10dx11h 3610 3105 0.086 HTT4 11 — 2'h 12% 1316 3% % 1816dx2'h 4235 3640 0.123 26-10dx1 h 4350 3740 0.120 HTT5 11 — 2'h 16 1% '/m % 26-10d 4670 0.116 IP2, 261602% 50906 4375 0.135 F4 0 w 1.Allowable loads have been increased for whit or earihqualm vrfth no further inose z allowed.Reduce where otter loads govern. Hanger not shown for clarity a 2.Post design by Specifier.Tabulated loads are bad on minimum 3513'%-post(in 314-wool. Pat may consist of multiple members provided they are connected indapentlenty of the twldawn 7. . fasteners. _ - z 3.A standard cut washer is required under anchor nut for M19 and LTT208 when using W or l� 04 ,A.anchor bobs.No additional washer is required who using a W anchor bolt 0 4.Deflection at Highest Allowable Tenon Load mciudas fastener sfip holdown ddormation, W and anchor bolt elongation for hohtowrs installed up to 4'h above tap of concrete. oma°mom° 5.fl the base of the LTT131 Is installed flush with °r c a concrete or masomy wall.the allowable load a is 2285 tbs. 6.Alhvable tenon load for HTT5 with a 3 o bearing plate washer BP3/8-2(WN supwdfW S PALbafflarmay be o DID o �p .r Sas .. ay •C 8.Structural composite lumber columns have m `' sides that show either the wide taco or the edges of the lumber shwulsrveaneers.Values in to tables reflect installation hdo the wide - 2' lace.Sea technical bulletin T-S MIUMN for values on the narrow face(edge)(see c :. page 215 for detar7s). 10.FASTENERS:10dxI Ys=0.148 dia.x 1'h'long, a=` 10d-0.148°dia.x Y long. 16dx2'h-0.162"dia.x 2'h°long, ilertifal RTT4 Hoizeatal LT= Horizontal LTT19 Installation 1111011111tilm WOOD (LT1208 similar) 53 Florida Building Code Online Page 1 of 2 TIC BCrS Home L"In U_Reg ft-j- —Topks Sav a:StodutMe -Stsrs&F=w PabUmn.a FBC Sta(F BCS SRe Map Links Search Business � Product ApprovalPr fess�on. 11 1-Y4 FL.# FL11496-R2 Application Type Editorial Change Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Simpson Strong-Tle Co. Address/Phone/Email 2221 Country Lane Mclanney,TX 75070 (972)439-3029 rshackelfbrd@strongtie.com Authorized Signature Randall Shackelford rshackeiford@sbvngtte.com Technical Representative Randall Shackelford Address/Phone/Email 1720 Couch Drive Mcianney,TX 75069 (800)999-5099 mhackelford@strongtte.com Quality Assurance Representative Pat Woodall Address/Phone/Email 1720 Couch Drive Mcianney,TX 75069 (800)999-5099 pwoodall@strongtie.com Category Structural Comments Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity IAPMO Evaluation Services LLC. Quality Assurance Entity Benchmark Holdings,LLC. Quality Assurance Contract Expiration Date 12/01/2013 Validated By Jeffrey P.Arneson,P.E. Validation Checldtst-Hardcopy Received CertiflcateofIndependence ."=-L(��I I . r5_ ,-- ITFr_ -s__e' Referenced Standard and Year(of Standard) >'taisdard Year AF&PA FIDS 2005 AISI NASPEC 2001 ASTM D1761 2000 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect Sections from the Code http://www.floridabuilding.org/pr/pr app Od.aspx?param=wGEVXQwtDgv8JygqZ9WuEJ... 4/5/2013 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Remodeling$Addition Builder Name: Street: 361 NE 97th Street Permit Office: City,State,Zip: Miami Shores,FL, Permit Number. Owner. Jurisdiction: 231000 Design Location: FL,Miami 1. New construction or ebsting Addition 9. Wall Types(1209.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=6.0 953.00 ft2 b.Frame-Steel,Adjacent R=13.0 256.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft 4. Number of Bedrooms(Bedrms In Addition) 1(1) d.WA R= ft2 5. Is this a worst case? No 10.Ceiling Types(760.0 sgft) Insulation Area a.Under Attic(Vented) R=19.0 760.00 f12 6. Conditioned floor area above grade(W) 760 b.WA R= ft2 Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Windows(110.0 sgft.) Description Area a.Sup:Attic,Ret:Attic,AH:Attic 6 2.64 a. U-Factor. Dbl,U=0.65 109.99 ft2 It.Sup: Attic,Ret Attic,AH:Attic 6 1.56 SHGC: SHGC--0.30 b. U-Factor. WA ft2 12.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 8.0 SEER:16.00 c. U-Factor. WA ft2 b.Central Unit 5.8 SEER:15.00 SHGC: 13.Heating systems kBkdhr Efficiency d. U-Factor. N/A ft2 a.Electric Heat Pump 13.6 HSPF:10.00 SHGC: b.Electric Heat Pump 10.9 HSPF:10.00 Area Weighted Average Overhang Depth: 1.729 ft. Area Weighted Average SHGC: 0.300 14.Hot water systems-Supplemental for addition 8. Floor Types (760.0 sgft.) Insulation Area a.Electric Tankless Cap:1 gallons a.Slab-On-Grade Edge Insulation R=0.0 760.00 f12 It. Conservation features EF:1.076 b.N/A R= ft2 None c.N/A R= ft2 15.Credits Pstat Glass/Floor Area: 0.145 Total Proposed Modified Loads: 20.87 PASS Total Standard Reference Loads: 26.54 1 hereby certify that the plans and specifications covered by Review of the plans and k v4E STgl this calculation areWphanithFlorida Energy specifications covered by this �y� _;�O Code. calculation indicates compliance ryk}v, '% _ °,�oF� with the Florida Energy Code. ��,,, 4., a€;.•;;:.• „ 0 PREPARED BY: - Before construction is completed mpleted -- compliance with Section 553.908 DATE: -_-_ this buildin will be ins ected forI hereby certify thaed,is in compliance Florida Statutes. with the Florida Energy Code. COD WE OWNER/AGENT:-_ -- - __ BUILDING OFFICIAL: DATE: - - - - DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist -Cool sys#2 may be undersized.Size of 5.8 was increased to 5.9 for simulation.Please review the Manual J8 report. 12/27/2012 6:59 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 r PROJECT Title: Remodeling&Addition Bedrooms: 1 Address Type: Street Address Building Type: User Conditioned Area: 760 Lot# Owner: Total Stories: 1 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 361 NE 97th Street Permit Office: Cross Ventilation: County: Dade Jurisdiction: 231000 Whole House Fan: City,State,Zip: Miami Shores, Family Type: Single-family FL, New/Existing: Addition Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp v Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL MIAMI INTL AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Blockl 476 4760 2 Block2 284 2840 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Zonal 476 4760 No 0 1 Yes Yes Yes 2 Zone 2 284 2840 No 1 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Zonel 53.5 ft 476 ftz — 0 0 1 2 Slab-On-Grade Edge Insulatio Zone 2 41.8 ft 284 1112 _ 0 0 1 ROOF / Roof Gable Roof Solar SA Emttt Emitt Deck Pitch �/ # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Flat Concrete 763 ft2 32 ft' Medium 0.96 No 0.9 No 0 4.8 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 760 f 2 N N 12/27/2012 6:59 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Vented) Zonal 19 476 ft2 0.11 Wood 2 Under Attic(Vented) Zone 2 19 284 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below --# --Omt ----To- YVallType-_ Spate_-R-Value Ft--Jn---_Ft In Area WWI,1P Fraction Absor Grade%_ 1 N Exterior Concrete Block-IM Insul Zonal 6 28 10 280 ft2 0 0.5 0 2 E Exterior Concrete Block-Int Insul Zonal 6 7 10 70 ft2 0 0.5 0 3 W Exterior Concrete Block-Int Insul Zonal 6 18.5 10 185 ft2 0 0.5 0 4 E Exterior Concrete Block-Int Insul Zone 2 6 8.1 10 81 ft2 0 0.5 0 5 S Exterior Concrete Block-Int Insul Zone 2 6 16.6 10 166 ft2 0 0.5 0 6 W Exterior Concrete Block-Int Insul Zone 2 6 17.1 10 171 ft2 0 0.5 0 7 N Garage Frame-Steel Zone 2 13 16.6 10 166 ft2 0 0.5 0 _8 E Garage Frame-Steel Zone 2 13 9 10 90 ft2 0 0.5 0 DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated Zone 2 None 0.460000 2 4 6 8 15.55555 WINDOWS Orientation shown is the entered,Proposed orientation. / Wall Overhang �/ # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Double(Clear) Yes 0.65 0.3 18 ft2 0 ft 0 in 0 ft 0 in None None 2 N 1 Metal Double(Clear) Yes 0.65 0.3 38.02777 5 ft 0 in 1 ft 8 in None None 3 W 3 Metal Double(Clear) Yes 0.65 0.3 7.291666 0 ft 0 in 0 ft 0 in Nome None 4 S 5 Metal Double(Clear) Yes 0.65 0.3 18 ft2 0 ft 0 in 0 ft 0 in None None 5 W 6 Metal Double(Clear) Yes 0.65 0.3 2 ft2 0 ft 0 in 0 ft 0 in None None 6 W 6 Metal Double(Clear) Yes 0.65 0.3 26.66666 0 ft 0 in 0 It 0 in None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 254.0000812644 fF 254.0000812644 ft2 54.8 It loft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 996.74 54.720 102.90 0.3450 7.8690 12/27/2012 6:59 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:10 13.6 kBtu/hr 1 sys#1 2 Electric Heat Pump None HSPF:10 10.9 kBtu/hr 2 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER:16 8 kBtu/hr 240 cfrn 0.83 1 sys#1 2 Central Unit Split SEER:15 5.8 kBtu/hr 174 cfrn 0.81 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless Zonal 0.99 1 gal 40 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None f12 DUCTS / —Supply— —Return— Air Percent HVAC# # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 2.64 ftz Attic 3.14 f12 Default Leakage Attic (Default) (Default)% 1 1 2 Attic 6 1.56 ft' Attic 1.87 ft' Default Leakage Attic (Default) (Default)% 2 2 TEMPERATURES Programable Thermostat:Y Ceiling Fans: Cooling Jan Feb 0 Mar r May Jun Jul AugSe Oct Nov Dec HeatingJan Feb Mar Qr May Jun Jul Auge Oct Nov Dec VentinJan Feb Mar Apr May Jun Jul Aug Sep P Oct Nov Dec Thermostat Schedule: FLORIDA Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 75 75 75 75 75 75 75 75 75 75 75 75 PM 75 75 75 75 75 75 75 75 75 75 75 75 Cooling(WEH) AM 75 75 75 75 75 75 75 75 75 75 75 75 PM 75 75 75 75 75 75 75 75 75 75 75 75 Heating(WD) AM 62 62 62 62 62 62 70 70 62 62 62 62 PM 62 62 62 62 70 70 70 70 70 70 62 62 Heating(WEH) AM 62 62 62 62 62 62 70 70 70 70 70 70 PM 70 70 70 70 70 70 70 70 70 70 62 62 12/27/2012 6:59 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 361 NE 97th Street PERMIT#: Miami Shores, FL, MANDATORY REQUIREMENTS SUMMARY-See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked,gasketed,weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283.Windows and doors=0.30 cfirrt/sq.ft.Testing or visual inspection required. Fireplaces: gasketed doors&outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system.Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts,air handlers,filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers,shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers.Comply with efficiencies in / Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric)or shutoff(gas).Circulating system pipes insulated to=R-2 +accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics,crawlspaces,garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower(HP)of= 1 &Spas HP shall have the capability of operating at two or more speeds.Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat loss except if 70%of heat from site-recovered energy.Off/timer switch required. Gas heaters minimum thermal efficiency--78%(82%after 4/16/13). Heat pump pool heaters minimum COP=4.0. Cooling/heating 403.6 Sizing calculation performed&attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable opacity system.Electric heat>10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 12/27/2012 6:59 PM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 79 The lower the EnergyPerformance Index,the more efficient the home. 361 NE 97th Street, Miami Shores, FL, 1. New construction or existing Addition 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=6.0 953.00 ft2 b.Frame-Steel,Adjacent R=13.0 256.00 ft2 3. Number of units,if multiple family 1 c.NIA R= ft2 4. Number of Bedrooms 1(1) d.N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types Insulation Area a.Under Attic(Vented) R=19.0 760.00 ft2 6. Conditioned floor area(ft2) 760 b.N/A R= ft2 7. Windows" Description Area c.WA R= ft2 a. U-Factor. Dbl,U=0.65 109.99 ft2 11.Ducts R ft2 a.Sup:Attic,Ret:Attic,AH:Attic 6 2.64 SHGC: SHGC=0.30 b.Sup: Attic,Ret:Attic,AH:Attic 6 1.56 b. U-Factor. N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 8.0 SEER:16.00 SHGC: b.Central Unit 5.8 SEER:15.00 d. U-Factor: N/A ft2 13.Heating systems kBtu/hr Efficiency SHGC: a.Electric Heat Pump 13.6 HSPF:10.00 Area Weighted Average Overhang Depth: 1.729 ft. b.Electric Heat Pump 10.9 HSPF:10.00 Area Weighted Average SHGC: 0.300 8. Floor Types Insulation Area 14.Hot water systems-Supplemental for addition a.Slab-On-Grade Edge Insulation R=0.0 760.00 ft2 a.Electric Cap:1 gallons EF:0.99 b.N/A R= ft2 c.WA R= ft2 b. Conservation features None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building �,-tUE ST,q�, Construction through the above energy saving features which will be installed(or exceeded) in this home before final inspection. Otherwise,a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: - - _ _- ----- ---- - cod WTV..�.� *Note: This is not a Building Energy Rating. If your Index is below 70,your home may qualify for energy efficient mortgage(EEM)incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation,contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Building Input Summary Report PROJECT Title: Remodeling&Addition Bedrooms: 1 Address Type: Street Address Building Type: User Bathrooms: 0 Lot# Owner. Conditioned Area: 760 sq.ft. Block/SubDivision: #of Units: 1 Total Stories: 1 PlatBook: Builder Name: Worst Case: No Street 361 NE 97th Street Permit Office: Rotate Angle: 0 County: Dade Jurisdiction: 231000 Cross Ventilation: City,State,Zip: Miami Shores, Family Type: Single-family Whole House Fan: FL, New/Existing: Addition Terrain: Urban Year Construct: Shielding: Urban Comment: CLIMATE Design Design Temp Int Design Temp Heating Design Daily Temp Location Tmy Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL MIAMI INTL AP 51 90 70 75 149.5 56 Low UTILITY RATES Fuel Unit Utility Name Monthly Fired Cost $/Unit Electricity kWh EnergyGauge Default 0 0.1154 Natural Gas Therm EnergyGauge Default 0 0.682 Fuel Oil Gallon EnergyGauge Default 0 1.1 Propane Gallon EnergyGauge Default 0 1.4 SURROUNDINGS Shade Trees Adjacent Buildings Omt Type Height Width Distance Exist Height Width Distance N None Oft Oft Oft Oft Oft Oft NE None Oft Oft Oft Oft Oft Oft E None Oft Oft Oft Oft Oft Oft SE None Oft Oft Oft Oft Oft Oft S None Oft Oft Oft Oft Oft Oft SW None Oft Oft Oft Oft Oft Oft W None Oft Oft Oft Oft Oft Oft NW None Oft Oft Oft Oft Oft Oft FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulation Zonal 53.5 it 476 ftz _ 0 0 1 2 Slab-On-Grade Edge Insulation Zone 2 41.8 ft 284 ftZ — 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Flat Concrete 763 ft' 32 ft2 Medium 0.96 No 0.9 No 0 4.8 12/27/2012 7:01 PM EnergyGauge®/USRFZB v3.0 Page 1 of 4 Building Input Summary Report ATTIC # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 760 ft2 N N CEILING # Ceiling Type Space R-Value Area Framing Fraction Truss Type 1 Under Attic Q zonal 19 476 ft2 0.11 Wood 2 Under Attic Q Zone 2 19 284 ft' 0.11 Wood WALLS Wall orientation below is as entered. Actual orientation is modified by rotate angle shown in"P 'ect"section above. Adjacent Cavity Width Height Sheathing Framing Solar Below # Omt , Wall Type Space R-Value Ft In Ft n Area R-Value Fraction Absor. Grade% 1 N Exterior Concrete Block-Int Insul Zonal 6 28 10 280 ft2 0 0.5 0 2 E Exterior Concrete Block-Int Insul Zone1 6 7 10 70 ft2 0 0.5 0 3 W Exterior Concrete Block-Int Insul Zonal 6 18.5 10 185 ft2 0 0.5 0 4 E Exterior Concrete Block-Int Insul Zone 2 6 8.1 10 81 ft2 0 0.5 0 5 S Exterior Concrete Block-Int Insul Zone 2 6 16.6 10 166 ft2 0 0.5 0 6 W Exterior Concrete Block-Int Insul Zone 2 6 17.1 10 171 f? 0 0.5 0 7 N Garage Frame-Steel Zone 2 13 16.6 10 166 ft2 0 0.5 0 8 E Garage Frame-Steel Zone 2 13 9 10 90 ft2 0 0.5 0 DOORS Width Height # Omt Door Type Space Storms U-Value Ft In Ft In Area 1 W Insulated Zone 2 None 0.46 2 4 6 8 15.56 ft2 WINDOWS Wall Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Storm Area Depth Separation Interior Shade Screening 1 N 1 Metal Double(Clear) Yes 0.65 0.3 N 18 ft2 0 It 0 in 0 ft 0 in Norte None 2 N 1 Metal Double(Clear) Yes 0.65 0.3 N 38.02777 5 ft 0 in 1 ft 8 in Norte None 3 W 3 Metal Double(Clear) Yes 0.65 0.3 N 7.291666 0 It 0 in 0 ft 0 in None None 4 S 5 Metal Double(Clear) Yes 0.65 0.3 N 18 ft2 0 ft 0 in 0 ft 0 in None None 5 W 6 Metal Double(Clear) Yes 0.65 0.3 N 2 ft2 0 ft 0 in 0 It 0 in None None 6 W 6 Metal Double(Clear) Yes 0.65 0.3 N 26.66666 0 ft 0 in 0 ft 0 in None None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 Space(s) 1 Wholehouse Best Guess 0.000500 996.74 54.720 102.90 0.3450 7.8690 All 12/27/2012 7:01 PM EnergyGauge®/USRFZB v3.0 Page 2 of 4 Building Input Summary Report GARAGE # Floor Area Roof Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 254.0000812644 ft= 254.0000812644 ft' 54.8 ft loft invalid MASS Mass Type Area Thickness Furniture Fraction Space No Added Mass 0 ftz 0 ft 0.3 Zonal No Added Mass 0 ft' 0 ft 0.3 Zone 2 HEATING SYSTEM # System Type Subtype Efficiency Capacity Ductless Block 1 Electric Heat Pump None HSPF:10 13.6 kBtu/hr False 1 2 Electric Heat Pump None HSPF:10 10.9 kBbAr False 2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless Block 1 Central Unit Split SEER:16 8 kBtu/hr 240 cfm 0.83 False 1 2 Central Unit SIR SEER:15 5.8 kBUAr 174 cfm 0.81 False 2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Credits 1 Electric Tankless Zonal 0.99 1 gal 40 gal 120 deg None SOLAR HOT WATER Collector Surface Absorp. Trans Tank Tank Tank Heat PV Pump Collector Type Tilt Azimuth Area Loss Coef. Prod. Corr. Volume U-Value Surf Area Exch Eff Pumped Energy DUCTS DUCT Supply Return Air Percent HVAC# # Location R-Value Area Location Area Number Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 2.64 ft' Attic 3.14 ftz 1 Default Leakage Attic (Default) (Default) 1 1 2 Attic 6 1.56 ftz Attic 1.87 ftz 1 Default Leakage Attic DefaultDefault2 2 TEMPERATURES Programable Thermostat Y Ceiling Fans: N GoofingJan Feb Mar y r May Jun Jul Aug Oct Nov Dec HeatinJan Feb Mr Apr MaJun Jul Aug Sep OctC Nov Dec Venting Jan Feb Mar Apr May Jun Jul Aug Sep Oct [[XX]]Nov Dec Thermostat Schedule: FLORIDA Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 75 75 75 75 75 75 75 75 75 75 75 75 PM 75 75 75 75 75 75 75 75 75 75 75 75 Cooling(WEH) AM 75 75 75 75 75 75 75 75 75 75 75 75 PM 75 75 75 75 75 75 75 75 75 75 75 75 Heating(WD) AM 62 62 62 62 62 62 70 70 62 62 62 62 PM 62 62 62 62 70 70 70 70 70 70 62 62 Heating(WEH) AM 62 62 62 62 62 62 70 70 70 70 70 70 PM 70 70 70 70 70 70 70 70 70 70 62 62 12/27/2012 7:01 PM EnergyGauge®/USRFZB v3.0 Page 3 of 4 Building Input Summary Report APPLIANCES&LIGHTING Appliance Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Ceiling Fans(Summer) AM 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.33 0.33 0.33 0.33 0.33 %Released: 100 PM 0.33 0.33 0.33 0.33 0.33 1 0.9 0.9 0.9 0.9 0.9 0.65 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Clothes Washer AM 0.105 0.081 0.046 0.046 0.081 0.128 0.256 0.57 0.849 1 0.977 0.872 %Released: 60 PM 0.779 0.698 0.605 0.57 0.581 0.57 0.57 0.57 0.57 0.488 0.43 0.198 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dishwasher AM 0.139 0.05 0.028 0.024 0.029 0.09 0.169 0.303 0.541 0.594 0.502 0.443 %Released: 60 PM 0.377 0.396 0.335 0.323 0.344 0.448 0.791 1 0.8 0.597 0.383 0.281 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dryer AM 0.2 0.1 0.05 0.05 0.05 0.075 0.2 0.375 0.5 0.8 0.95 1 %Released: 10 PM 0.875 0.85 0.8 0.625 0.625 0.6 0.575 0.55 0.625 0.7 0.65 0.375 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Lighting AM 0.16 0.15 0.16 0.18 0.23 0.45 0.4 0.26 0.19 0.16 0.12 0.11 %Released: 90 PM 0.16 0.17 0.25 0.27 0.34 0.55 0.55 0.88 1 0.86 0.51 0.28 Annual Use: 1063 kWh/Yr Peak Value: 347 Watts Miscellaneous AM 0.48 0.47 0.47 0.47 0.47 0.47 0.64 0.71 0.67 0.61 0.55 0.53 %Released: 90 PM 0.52 0.5 0.5 0.5 0.59 0.73 0.79 0.99 1 0.96 0.77 0.55 Annual Use: 1809 kWh/Yr Peak Value: 332 Watts Pool Pump AM 0 0 0 0 0 0 0 0 0 1 1 1 %Released: 0 PM 1 1 1 1 0 0 0 0 0 0 0 0 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Range AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 0.343 0.343 0.343 0.4 %Released: 100 PM 0.457 0.343 0.286 0.4 0.571 1 0.857 0.429 0.286 0.229 0.171 0.114 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Refrigeration AM 0.85 0.78 0.75 0.73 0.73 0.73 0.75 0.75 0.8 0.8 0.8 0.8 %Released: 100 PM 0.88 0.85 0.85 0.83 0.88 0.95 1 0.98 0.95 0.93 0.9 0.85 Annual Use: 775 kWh/Yr Peak Value: 106 Watts Well Pump AM 0.05 0.05 0.05 0.05 0.05 0.05 0.1 0.1 0.1 0.1 0.1 0.1 %Released: 0 PM 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Annual Use: 0 kWh/Yr Peak Value: 0 Watts BLOCKS Number Name Area Volume 1 Blodc1 476 4760 4760 2 Block2 284 2840 2840 SPACES Number Name Area Volume IGtc hen Occupants Bedrooms Finished Cooled Heated 1 Zonal 476 4760 No 0 Yes Yes Yes 2 Zone 2 284 2840 No 1 1 Yes Yes Yes 12/27/2012 7:01 PM EnergyGauge®/USRFZB v3.0 Page 4 of 4 Air System Sizing Summary for SYSTEM#1 Project Name:361 NE 97th Street Miami Shores 12/27/2012 Prepared by:R 11:39PM Air System Information Air System Name _ . _ SYSTEM#1 Number of zones Equipment Class - -- - SPILT AHU Floor Area . - - - - -. - 476.0 ft' Air System Type --------- --------------------- ------._.__..__SZCAV Location ---- -- .--..._._._..-----.-__--_-Miami IAP,Florida Sizing Calculation Information Zone and Space Sizing Method: Zone CFM __ Sum of space airflow rates Calculation Months ____ ______ ______..Jan to Dec Space CFM _____ __Individual peak space loads Sizing Data........ _. _ __ ______Calculated Central Cooling Coil Sizing Data Total coil load- 0.6 Tons Load occurs at.. __------_.- --Jun 1700 Total coil load _7.4 MBH OA DB/WB _ _ _ 92.9/76.7 °F Sensible coil load__ ___ _______._6.6 MBH Entering DB/WB _ _ 76.1/65.4 °F Coil CFM at Jun 1700 ____. ________384 CFM Leaving DB/WB 60.2159.2 °F Max block CFM - __384 CFM Coil ADP - _ .- - - - - 58.5 °F Sum of peak zone CFM -- - - 384 CFM Bypass Factor.... __.. _-- --- -- ---- -.. -0.100 Sensible heat ratio_ ____.__ __ .. ____ 0.895 Resulting RH_-_ _ 57 % fffron_. - __ ___-- ____. 775.6 Design supply temp.---_. ___ _58.0 °F BTU/(hr--ftp Zone T-stat Check ._- _ _ 1 of 1 OK Waterflow @ 10.0°F rise____ _____ MIA Max zone temperature deviation__ ____ __ .... 0.0 °F Central Heating Coil Sizing Data Max coil load ._.__.. - -.-- ------ 2.9 MBH Load occurs at_.. -------- ___._ ---- Des Htg Coil CFM at Des Htg ._............ ___-. ___- 384 CFM BTU/(hr--ft2)......._ _.._ 6.0 Max coil CFM --.-- - ---. .........._--. ._.. .- --- 384 CFM Ent.DB/Lvg DB - ._ ._69.7176.6 °F Water flow @ 20.0°F drop WA Supply Fan Sizing Data Actual max CFM __ .._.. _ __._.-384 CFM Fan motor BHP 0.00 BHP Standard CFM _.___ _ __.__ ._._384 CFM Fan motor kW_ _ ___0.00 kW Actual max CFM/ft2__ __ _._. _ 0.81 CFM/ft2 Fan static.. __._.0.00 in wg Outdoor Ventilation Air Data Design airflow CFM _ _-- _--0 CFM CFM/person_ __..._. 0.00 CFM/person CFM/ftZ----___ _ __.. ._..___ ---0.00 CFM/ft2 Hourly Analysis Program v4.50 Page 1 of 1 Air System Design Load Summary for SYSTEM#1 Project Name:361 NE 97th Street Miami Shores 12/27/2012 Prepared by:R 11:39PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Jun 1700 HEATING DATA AT DES HTG COOLING OA DB/WB 92.9"F 176.7°F HEATING OA DB/WB 46.0"F 138.6°F Sensible Latent Sensible Latent ZONE LOADS Details (BTU/hr) (BTU/hr) Details (BTU/hr) (BTU/hr) Window&Skylight Solar Loads 63 ft2 1025 - 63 ft2 - - Wall Transmission 469 fe 1367 - 469 f12 1285 - Roof Transmission 476 f12 976 - 476 ft2 485 - Window Transmission 63 f12 560 - 63 f12 818 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 0 ft2 0 - 0 ft2 0 - Floor Transmission 476 ft2 0 - 476 ft2 321 - Partitions 0 ft2 0 - 0 ft2 0 - Ceiling 0 ft2 0 - 0 ft2 0 - Overhead Lighting 500 W 1217 - 0 0 Task Lighting 0 W 0 - 0 0 - Electric Equipment 210 W 625 - 0 0 - People 0 0 0 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 1180 770 - 0 0 Safety Factor 0%/0% 0 0 0% 0 0 >>Total Zone Loads - 6950 770 2909 0 Zone Conditioning - 6593 770 - 2873 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Return Fan Load 384 CFM 0 - 384 CFM 0 - Ventilation Load 0 CFM 0 0 0 CFM 0 0 Supply Fan Load 384 CFM 0 - 384 CFM 0 - Space Fan Coil Fans - 0 - - 0 Duct Heat Gain/Loss 00/0 0 -1 0% 0 - >>Total System Loads - 6593 770 - 2873 0 Central Cooling Coil - 6593 772 - 0 0 Central Heating Coil - 0 - - 2873 - >>Total Conditioning 6593 772 - 2873 0 Key: Positive values are cig loads Positive values are htg loads Negative values are htg loads I Negative values are clg loads Hourly Analysis Program v4.50 Page 1 of 1 Air System Sizing Summary for SYSTEM#2 Project Name:361 NE 97th Street Miami Shores 12/27/2012 Prepared by:R 11:43PM Air System Information Air System Name - - -- SYSTEM#2 Number of zones...__._. _1 Equipment Class---- ------ - --------- SPILT AHU Floor Area ..__-_- ---- - _ _- -_ -------. 284.0 ft Air System Type ------_---- _-- _ SZCAV Location _--_--- -__._ ._Miami IAP,Florida Sizing Calculation Information Zone and Space Sizing Method: Zone CFM _ _____Sum of space airflow rates Calculation Months_________ _____._.. _.. Jan to Dec Space CFM ..._..__. ___.Individual peak space loads Sizing Data _ _ -.__. _ _ __- _ _Calculated Central Cooling Coil Sizing Data Total coil load ----._ _ _---- _ __0.4 Tons Load occurs at ----__.. Aug 1700 Total coil load---. - __.. -- -5.1 MBH OA DB/WB - --- --- 93.9 176.7 OF Sensible coil load _... _ 4.7 MBH Entering DB/WB _______._-_ 76.3 165.4 OF Coil CFM at Aug 1700 . ------------- ...... ---------- -273 CFM Leaving DB/WB .....--_----------------------._.------ -.60.4159.4 °F Max block CFM_ -.-----___ ----- ... 273 CFM Coil ADP --58.7 OF Sum of peak zone CFM_.-------._------___ .__..----- 273 CFM Bypass Factor-_-----. __ -----_------ ------_._- -____0.1100 0.100 Sensible heat ratio__.... -._ . _--0.913 Resulting RH--------- -------_...___- - 56 % tf ron - -- - ._666.8 PPY temP Design supply -- - 58.0 OF _ ._ BTU/(hr- - - - - 18.0 Zone T-stat Check_ -- - ------ 1 of 1 OK Water flow @ 10.0 OF rise ------_-- _ WA Max zone temperature deviation.____ _. ----- -0.0 OF Central Heating Coil Sizing Data Max coil load __ - _. _ ---- - 1.9 MBH Load occurs at_ . - _ _Des Htg Coil CFM at Des Htg______ ____._._- ___._ ____-_.273 CFM BTU/(hr-ftp. _ __ 6.8 Max coil CFM 273 CFM Ent.DB/Lvg DB. --.-.__ __----. -- --_ . _. --69.5/76.1 OF -- ----------- Water flow @ 20.0 OF drop - - -- WA Supply Fan Sizing Data Actual max CFM _-- ..--._._ _ -----.--..._. _. _ . 273 CFM Fan motor BHP-........... -- ----..0.00 BHP Standard CFM __ -...... ..__.- - 273 CFM Fan motor kW.. _--. --- . -...0.00 kW Actual max CFM/ftZ________ ______.___. .0.96 CFM/ft2 Fan static.-..._ 0.00 in wg Outdoor Ventilation Air Data Design airflow CFM...._.. .--_- ----- -_ ___ -- - 0 CFM CFWperson___ __....- - -- --- .- 0.00 CFM/person CFM/ftz- -- - - . 0.00 CFM/it2 01 17 Hourly Analysis Program v4.50 Page 1 of 1 Air System Design road Summary for SYSTEM#2 Project Name:361 NE 97th Street Miami Shores 12/27/2012 Prepared by:R 11:43PM DESIGN COOLING DESIGN HEATING COOLING DATA AT Aug 1700 HEATING DATA AT DES HTG COOLING OA DB/WB 93.9 OF 176.7 OF HEATING OA DS/WB 46.0 OF 138.6 OF Sensible Latent Sensible Latent ZONE LOADS Details (BTU/hr) (BTU/hr) Details (BTU/hr) (BTU/hr) Window t£Skylight Solar Loads 64 ft2 1012 - 64 ft2 - - Wall Transmission 355 ft2 1158 - 355 112 972 - Roof Transmission 0 ft2 0 - 0 ft2 0 - Window Transmission 64 ft2 612 - 64 ft2 8421 - Skylight Transmission 0 ft2 0 - 0 ft2 0 - Door Loads 0 ft2 0 - 0 ft2 0 - Floor Transmission 284 ft2 0 - 284 ft2 251 - Partitions 252 ft2 0 - 252 112 0 - Ceiling 284 ft2 0 - 284 ft2 0 - Overhead Lighting 250 W 608 - 0 0 - Task Lighting 0 W 0 - 0 0 - Electric Equipment 300 W 893 - 0 0 - People 1 230 120 0 0 0 Infiltration - 0 0 - 0 0 Miscellaneous - 475 325 - 0 0 Safety Factor 0%/0% 0 0 0% 0 0 >>Total Zone Loads 4988 445 - 2066 0 Zone Conditioning - 4665 445 - 1926 0 Plenum Wall Load 0% 0 - 0 0 - Plenum Roof Load 0% 0 - 0 0 - Plenum Lighting Load 0% 0 - 0 0 - Retum Fan Load 273 CFM 0 - 273 CFM 0 - Ventilation Load 0 CFM 0 0 0 CFM 0 0 Supply Fan Load 273 CFM 0 - 273 CFM 0 - Space Fan Coil Fans - 0 - - 0 Dud Heat Gain/Loss 0% 0 - 0% 0 - »Total System Loads - 4665 445 - 1926 0 Central Cooling Coil - 4665 446 - 0 0 Central Heating Coil - 0 - -1 1926 - Total Conditioning 4665 446 19261 0 Key: Positive values are clg loads Positive values are htg loads Negative value are htg loads I Negative values are clg loads Hourly Analysis Program v4.50 Page 1 of 1 JOHN MARRA & ASSOCIATES, INC. professional Land Surveyors & Mappers 777 N.W.72np AVENUE SUITE 3026,MIAMI,FLORIDA 33126 TELEPHONE:(305)262-0400 1 FAX:(306)262-0401 W W W.ISARRALANDSURVEYORS.COM MAP OF BOUNDARY SURVEY AT:301 N.E.97th STREET,MIAMI FL,33138 I I I I LOT-4 LOT-7 I ADJACENT LOT-6 I LOT-5 I BLOCK-42 BLOCK-42 I DWEW NG / BLOCK-42 I BLOCK-42 I U.P. U.P. 15'A Y(N.A..P.) x ±9.5'A5PHIALT. oJ GO Q (B) p 2 v 100.00' o w PVMT. 20.26' ° NO CAP 55.0' I _ F.I.P. I/2' ° — NO CAP 2.30' "�� 5.0'X I P ENCR. 701, UTIL. SHIED o CW7 cw (C) o C.S. I cc\I 3.56' N o 54.74' I 16.69' 5' C.B.W. LOT-21 \\� BLOCK-42 42 x0 AIC El , 4.70' (A) TILE DECK - 2.65'ENCR. STEP c" WATER PUMP STEP LOT-18 I STEPPING alocK-42 25,12 I STONE WALK 4' C.L.F. -� ., �� i PROPANE TANK 0.90'CL- - 24.96' � - 5.05' (A) —2.0'ENC F- I STEP LOT-19 I LOT-20 �p9° B.C. BLOCK-42 I BLOCK-42 ; U F.I.P. 1/2' F.I.P. 1/2° 0" N F.I.P. I/2° NO CAP NO CAP NO CAP 300110'(M) 300.00'(8) o •*24'PWY 0 L.P. N. 97th. STREET 75'T, TAL RIGHT-OF-WAY ±19'ASPHIALT PVMT. ENCROACHMENT NOTES: A.EAST SIDE OF THE SUBJECT PROPERTY,STEPPING STONE WALK IS ENCROACHING INTO THE NEIGHBOR'S PROPERTY. B. NORTH SIDE OF THE SUBJECT PROPERTY,BRICK DRIVEWAY IS ENCROACHING INTO THE 15 FOOT ALLEY. C.WEST SIDE OF THE SUBJECT PROPERTY,NEIGHBOR'S CHAIN LINK FENCE IS ENCROACHING INTO THE SUBJECT PROPERTY. SLEGAL DESCR/P770N. DRAWN BY: MCH LOTS 19 AND 20,BLOCK 42 OF AN AMENDED PLAT OF MIAMI SHORES V ?1F1�gh�.:`9 SECTION No.1,ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT SCALE: 1"=20' ' 4 No.Eno BOOK 10,PAGE 70,OF THEiPUBLIC RECORDS OF MIAMI-DARE COUNTY, 0. STATE OF FLORIDA ru DATE DRAWN: 10/17/2012 '• ,� P CERTIFICATION: •..tO...... ' JOB NO: 12-002914-1 �•�t,Og JAMES E.HOLT AND MAR PAZ GARCIA HOLT EXCLUSIVE TITLE COMPANY L.B.#7806 SEAL NORTH AMERICA TITLE INS JRANCE COMPANY SHEET: 2 OF 2 JOHN IBARRA & ASSOCIATES, INC. Professional Land Surveyors & Mappers fA 777 N.W.72nd AVENUE SUITE 3026,MIAMI,FLORIDA 33126 TELEPHONE:(306)262-0400 1 FAX:(306)262-0401 W W W.113ARRALANDSURVEYORS.COM St MESMs� G 1 B ��----^-'�- 7 M Of f'A' eetcnudir P �° .e MEYT8IMNE BMW LOCATION SKETCH MEW OF SUBJECT PROPERTY SCALE-N.T.S. i 361 N.E.97th STREET,MIAMI FL,33136 A-ARCABBREVIATIONS A/C:AIR CONDZTIOEER BAD L.M.E.:LAKE MAIN EASEMENT T.B.M.- mmPaPARY mmommm A.EANCA EASEMENT :MINUTES TSB a TRAFFIC SIGNAL B08 A.R.:.:ALp1ZTUM ROW (M)-14FABURED DISTANCE TAP TSP- TRAMC SIGNAL POLE A.S.-ALDMZM BRED M.B.-MAIL B08 TV = TOWNSHIP ASPS.=ASPHALT M.D.C. :R. lIIAMI DAVE cowry RECORDS UTIL.-VTILm B.C.-BLOCK COREEffit M.E.: EASEMENT U.B.-VTILITY EASEMENT BLDG.:BIT=xw M.B.-MANHOLE U.P.-UTILITY POLE B.M.a RENCK MARK N.A.P.a BOT A PART OF W.M.-WATER METER B.C.R.-BRO&MRD COTJNTr RECONS NSVD-NATIONAL GEO.>ETZC VERTICAL DATUM W.F.-WOOD BERCE B.O.B..BASIS OF BEARISG N.T.S. HOT TO SCALE W.P.-WOOD PORCH (C) -CiLCULAT$D 0 or NO.=NUMMM W.R.-WOOD ROOF C.H.-CATCH BASIN 0/6-OBZBET W.V.:WATER VALVE C.B.S.-CONCRETE BLOCK 82RUCIUM O.B.-OVRRREAD -14OND EINT LIME C.B.W.-CONCRETE BLOCK NAZI O.B.L.-OVERHEAD UTILITY LIDS -CENTER LI IO CB•:CRBRD O.R.B.-OFFICIAL REIXXRDS BOOR -DELTA CB.B.-CRORD BEAREW O.V.R.-OVERHANG Cu.N.CHORD LEK0171 PVl7P.-PAVEMENT CL.-CLEAR PL.-PLANTER C.O.:CLEAN OUT D.L.-PROPERTY LINE C.L.F.-CEIAN LINK FEND P.C.C.-POINT OF COMPOUNDCURVATIAtE C.M.E a CANAL DAAi1�tlIl10E EAR' P.C.-POINT Or CURVATURE COMC.-CONCRETE P.O.TFOXor TANQEWCr C.U.P.- C UTILITY POLE P.O.C.:.-POINT OF COMMENCEMENT C.P.:ccmcmm Paim P.O.B.-POINT OF Bwnun PG LEGEND C.B.-CONCRETE SLAB P.R.C.:POINT OF REVERSE CURVATURE C.W.-COICRETE WALK P":PARKWAY -OVERHEAD UTILITY LIDS D.E.-DRAM.EASEMENT P.R.M.:PERMANENT REFERENCE MOLPWAIN1' :CORCRSTE BLOCK WALL D.M.E.-DRAZNIM BAS EASEMENT P.L•B.-PROFESSIONAL LAND BURVETOR CRAIN LINK FENCE DRIVE-DRIVERAY P.P.-POWER POLE _- - IBM MOM ° -DECREPK P.P.B.-POOL PLAID SLAB :EBISTI N ELEVATIONS Cm EB :ELECTRIC 808 P.D.E.:PUBLIC UTILITY EASEMENT' O.CtD E.T.P.:ELECTRIC 2=MNNDRMER PAD (R):RECORD D28TANCE ELEV.-ELEVATICW R.RRAIL ROAD ENCR.-ENCROACHMENT REB.:.:RESIDENCE F.B.:ETRE STEWART R/W a RIGHT-,w-jw F.I.P.-FDLTmvIRON PIPE RAD.-RADIVS OR RADIAL r.I.RFOUND ZRON ROD RLQRAINE F.F.E.:.:==BMW FLOOR ELEVATION R.O.E.:.-BOOT OVA EASEMENT F.N.D,a FOUL®RAIL c DIaH SEC.- BEcTION SURVEYOR'S NOTES: IT•-FEET :827 SVORT FRZp.:bEDERAL NAIN PROGRAM SWI(.-BZDEGA7X 1.IF SH BEARINOSARERE MMWTOANASSUNEDLSEWAMSYMOPLATMTHE F.N.:FIABID RAIL 8.2.P.:SET ZRON PIPE DES TION OF THE PROPERTY,IF NOT.BEAR/NGS ARE THEN REFERRED TO COUNTY, B•:BIGB OR (>AZGHT) S a SOUTH TOWNS PMAPS. IN" SM.- INGRESS AND EGRESS EAS@ffiPl S.P.-SCREENED PORCH ITHE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE 1:7700 FT. I.C.V.-IRRIGATION Cmmm VALVE S.V.-SEVER VALVE ICER 77R TE OFAUTHOR/7ATION L887806.NOT VAUD WTTHOUTANAUTHENTICATED L.BLICENSED BUSINESS ^ a E ELECTRONIC SIBNATUREANDAUTHENACATEDELECTRONICSE L L.P.:.-LIGHT POLE 7- TANGENT 4.NORTHISBASED ONPLATNORTH L.F.E.-LOWEST FLOOR ELEVATION TB - Tr.LP.PIxm BOOM LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY: •THERE MAYBE EASEMENTS RECORDED IN THE PUBLICRECORDS NOT SHOWN ON THIS SURVEY. •THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE AND RNANCMG AND SHOULD NOT BE USED FOR CONSTRUCTION PURPOSES •EXAAONATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADETO DETERMINE RECORDED INSTRUMENTS,IF ANY, AFFECTING THE PROPERTY. •THIS SURVEY IS SUBJECT TO DEDICATIONS UMLTA77ONA RESTRICTIONS RESERVATIONS OR EASEMENTS OF RECORD. •LEGAL DESCRIPTIONS PROVIDED BY CLIENT ORATTESTINO TITLE COMPANY. SURVEI!OR S CERTIF/CATION: •BOUNDARY SURVEY MEANS ADRAMNGAND/ORAGRAFMCREPRESENTATIONOFTHE SURVEY WORKPERFORMEDINTIE FIELD,COULD BE DRAWN ATA SHOMOV SCALEAND OR NOT TO SCALE 1 HEREBY CERTIFY.THIS"BOUNDARY SURVEY"OF THE PROPERTY DESCRIBED HERE=L HAS •EASEMENTS AS SHOWN ARE PER PLAT BOOK UNLESS DEPICTED OTHEIMSE RECE;Nny SEEV SURVEYEDAND DRAWN UNEB:R MYSUPMMS10111 AND COMPLIES W MTHE •THE TERM'ENCROACHMENT'MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS, MINIMUM TECHNICAL STANDARDS AS SET FORTH BY TIE FLORIDA BOARD OF PROFESSIONAL •ARCHITECTS SHALL VERIFYZOHING REGULATIONS RESTRICTIONS SETBACKS AND MU BE RESPONSIBLE FOR SUBMITTING LAND SURVEYORS W CHAPTER&L17,FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472627, PLOT PLANS WITH CORRECT INFORMATION FOR'APPROVAL FOR AUTHORIZATION`TO THE PROPER AUTHORITIES IN NEW FLORIDA STATUTES. CONSTRUCTION. •UNLESS OMM MSE NOTED,THIS FIRM HAS NOT ATTE UPTED TO LOCATE FOOTING AND/OR FOUNDATIONS •FENCE OWNERSHIP NOT OETERMLNED. •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. •TNF NRP FLOOD MAPS HAVE DESIGNATED THE HEWN DESCRIBED LAND TO BE SITUATED IN ZONE•9C, By. 10-16-2012 COMMUNITY 120662/PANE3 GM/SUFFIX L,DATE OF FIR A841/09 SAW FLOOD ELEVATION.WA CARLOS IBARRA (DATE OF FIELD wORq THE SUBJECT PROPERTY DOES NOT DEIN A SPECIAL FLOOD HAZARD AREA ORDERED FROM PROFESSIOLANOSURVEI'ORNO.: 6670 BTATEOFFLCNEDA (VAUD COMES OF THIS SURVEY WILL BEAR THE EMBOSSED SEUL OF THEATTESTING LAND SURVEYORA REVISED ON• 7us REVISED OR EYwC0 TITLE COMPANY DRAWN BY: MCH UNDERWRITER S�qR �NO P•••aTIF►cq'•.. DATE DRAWN. 10/17/2012 '111111111 AME f f.IbAN NO.6770 0 0' STATE OF ...ORIO.. JOB NO: 12-0029141 M COMPANY •. P g Like C/ockwork® kq� .... SHEET: 1 OF 2 L.B.#7806 SEAL ` JOHN IBARRA & ASSOCIATES, INC. Professional Land Surveyors & Mappers 777 N.W.72nd AVENUE SUITE 3026,MIAMI,FLORIDA 33126 TELEPHONE:(306)262-0400 1 FAX:(306)262-0401 W W W.1 BARRALAN DSURVEYORS.COM TREE TABLE No. Name Height(Ft) Diameter(Ft) Spread(ft.) 1 Oak 20.00 0.6 10 2 Palms(4) 2S.W 0.5 5 3 Palms(9) 25.00 0.5 5 4 Palm 25.00 0.5 S S Palms(8) 25.00 0.5 S 6 Oak 35.00 5 30 7 Unknown 25.00 0.8 10 8 Palms(4) 25.00 0.5 S 9 Palms(6) 25.00 0.S 5 10 Palms(2) 25.00 0.5 5 11 Palms(5) 25.00 0.5 5 12 Palms(2) 25.00 0.5 5 13 maw 40.00 3 20 14 Mango 35.00 1.5 15 35 Palm 25.00 0.5 5 16 Palm 25.00 0.5 5 17 Palm 25.00 0.5 5 TREE LEGEND 18 Palms(3) 25.00 0.5 5 19 Palms(4) 25.00 0.5 5 OAK 20 Palms(3) 25.00 0.5 5 21 Palms(3) 25.00 0.5 5 22 Palms(3) 25.00 0.5 5 G. PALM 23 Palms(3) 25.00 0.5 S 24 Palms(10) 25.00 0.5 5 25 Palms(9) 25.00 0.5 5 MANGO 26 Palms(3) 25.00 0.5 5 27 Palms(5) 25.00 0.5 5 28 Palms(7) 25.00 0.5 5 CANITEL 29 Palms(3) 25.00 0.5 5 30 Palms(3) 25.00 0.5 5 UNKNOWN 31 Palms(3) 25.00 0.5 5 32 Palms(3) 25.00 0.5 5 33 Palms(3) 25.00 0.5 5 34 Palms(3) 25.00 0.5 5 35 Palms(4) 25.00 0.5 5 36 Palms(4) 25.00 0.5 5 37 Palms 14) 25.00 0.5 5 38 Palms(4) 25.00 O.S S 39 Palms(4) 25.00 0.5 S 40 Palms(4) 25.00 0.5 5 41 Palms(5) 25.00 0.5 5 42 Palms(5) 25.00 0.5 5 43 Palms(S) 25.00 0.5 5 44 Palms(5) 25.00 0.5 5 45 Palm 25.00 0.5 5 46 Palm 25.00 0.5 5 47 Palm 25.00 0.5 5 48 Palm 25.00 0.5 S 49 Palm 25.00 0.5 5 50 Canitel 25.00 1.25 10 S1 Mango 35.00 3 25 52 Unknown 25.00 1.5 15 E : MCH N.T.S. WN: 10/1011012 12-002911-2 3 OF 3 T f US,DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 FEDERAL EMERGENCY MANAGEMENT AGENCY NSI Flood Imua®oe hag= IMPORTANT:Follow the instructions on pages 1-9. Expiration Date:July 31,2015 SECTION A-PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al- Buflding owner's Name JAMES&MARIA HOLT A2. Building Street Address(Including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Company NA1C Ncnnbar: 361 NE 97TH ST City MIAMI SHORES State FL ZIP Code 33138 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) LOT 19&20,BLOCK 42,PLAT BOOK 10,PG 70,PUBLIC RECORDS OF MIAMI DADE COUNTY,FL A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.) RESIDENTIAL A5. Latitude/Longitude:LaL 2,5°5151 JON Long. RO°11'23.58W Horizontal Datum: ❑NAD 1927 ❑x NAD 1983 A6. Atter at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number R A8. For a building with a crawfspace or enclosure(s): A9.For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 3,160 sq ft a) Square footage of attached garage N/A sq It b) No.of permanent flood openings in the crawlspace or 10 b) Number of permanent flood openings in the attached garage enclosure(s)within 1.0 foot above adjacent grade within 1.0 foot above adjacent grade IWA c) Total net area of flood openings in A8.b 1,224 sq in c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑Yes N No d) Engineered flood openings? ❑Yes N No SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1. NFIP Community Name&Community Number B2.County Name B3.State MIAMI SHORES 120652 MIAMI DADE I FL B4. Map/Panel Number 05.Suffix 66.FIRM Index Date B7.FIRM Panel Effective/ B8.Flood Zone(s) 69.Base Flood Elevation(s)(Zone Revised Date A0,use base flood depth) 12086CO302L L 09/11/2009 09/11/2009 X N/A B10.Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item E19: ❑FIS Profile N FIRM ❑Community Determined ❑Other/Source: B11.Indicate elevation datum used for BFE in Item B9: ®NGVD 1929 ❑NAVD 1988 ❑Other/Source: N/A 81.2.Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑Yes N No Designation Date: / / ❑CBRS ❑OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1. Building elevations are based on: ❑Construction Drawings* ❑Building Under Construction* N Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Al-A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR,AR/A,AR/AE,AR/A1-A30,AR/AH,AR/A0.Complete items C2.a-h below according to the building diagram specified in item A7.In Puerto Rico only,enter meters. Benchmark Utilized: MDCBM Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a)through h)below. ®NGVD 1929 ❑NAVD 1988 ❑Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor(Including basement,crawlspace,or enclosure floor) 11 45 N feet ❑meters b) Top of the next higher floor 12 00 ®feet ❑meters c) Bottom of the lowest horizontal structural member(V Zones only) N/A ❑feet ❑meters d) Attached garage(top of slab) N/A ❑feet ❑meters e) Lowest elevation of machinery or equipment servicing the building 10 53 N feet ❑meters (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) 9 . 1 N feet ❑meters g) Highest adjacent(finished)grade next to building(HAG) 10 32 N feet ❑meters h) Lowest adjacent grade at lowest elevation of deck or stairs,including 9 . 8 N feet ❑meters structural support SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation Information.I cerft that the Information on this Certificate represents my best efforts to Interpret the data available. l I understand that any false statement may be punishable by fine or imprisonment under 18 U.S.Code,Section 1001. r ©Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a 01 Check here If attachments. licensed land surveyor? N Yes ❑No /f Certlfter's Name License Number � . JOHN A.1 5204 Name PRRESIDEW ! JOHN ARB RA&ASSOCIATES,INC. Address city FF� e ZIP Code + 777 NW 72 E, MIAMI 33126 __signature Date phone 01/0312013 01/03/2013 5 262-0400 FEMA Form oar (7/12) See reverse side for continuation. Replaces all previous editions. ELEVATION CERTIFICATE,page 2 IMPORTANT:In these spaces,copy the corresponding Information horn Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Poky Number: 361 NE 97TH ST City State ZIP Code Company NAIL:Number: ; ; MIAMI SHORES FL 33138 SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(i)community official,(2)Insurance agent/company,and(3)building owner. Comments SECT' N C2(E)LOWEST ELEVATION OF MACHINERY=THE A/C PAD;LATITUDE AND LONGITUDE DETERMINED BY SURV R USIN C�OOGLE EARTH;C.O.R.=10.46 FEETT;MIAMI DADE COUNTY BENCH MARK#N-603-11;LOCATER #325 S LEVA I N=8.06 FT;DETACHED GARAGE ELEVATION=10.20 FEET Signature Date 01/03/2013 SECTION E- ING ELEVATION INFORMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A( BFE),complete Items EI-E5.If the Certificate is Intended to support a LOMA or LOMR-F request,complete Sections A.B,and C. For items El-E4,use n ral grade,if available.Check the measurement used.In Puerto Rico only,enter meters. Ei.Provide elevation inf ation for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement,crawlspace,or enclosure)is []feet ❑meters []above or ❑below the HAG. b)Top of bottom floor(including basement,crawispace,or enclosure)is ❑feet ❑meters ❑above or ❑below the LAG. E2.For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9(see pages 8-9 of Instructions), the next higher floor(elevation C2.b in the diagrams)of the building is []feet ❑meters ❑above or ❑below the HAG. E3.Attached garage(top of slab)is []feet ❑meters ❑above or ❑below the HAG. E4.Top of platform of machinery and/or equipment servicing the building is ❑feet ❑meters ❑above or ❑below the HAG. E5.Zone AO only:If no flood depth number is available,is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance?❑Yes ❑No ❑Unknown.The local official must certify this information in Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A.B,and E for Zone A(without a FEMA-Issued or communitydssued 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 or Owner's Authorized Representative's Name JAMES&MARIA HOLT Address 361 NE 97TH ST City MIAMI SHORES State FL ZIP Code 33138 Signature Date 01/03/2013 Telephone Comments ❑Check here if attachments. SECTION G-COMMUNITY INFORMATION(OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A,B.C(or E),and G of this Elevation Certificate.Complete the applicable ftem(s)and sign below.Check the measurement used in items G8-G10.In Puerto Rico only,enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,engineer,or architect who is authorized by law to certify elevation information.(Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ ❑ 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 Datum G9. BFE or(in Zane AO)depth of flooding at the building site: ❑feet ❑meters Datum G10.Community's design flood elevation: ❑feet ❑meters Datum Local Officiars Name Title CoMmunity Name Telephone Signature Date 01/03/2013 Comments ❑Check here if attachments. FEMA Form 086-0.33(7/12) Replaces all previous editions. ELEVATION CERTIFICATE,page 3 BUILDING PHOTOGRAPHS See Instructions for Item A6. WORFANT:In these spacaa,OW Me corresponding Irdormatlon hom Seotiorr A. FOR INSURANCE COMPANY USE Building Street Address(includit Apt.,unit,Suite,and/or Bidg.No.)or P.O.Route and Box No. Policy Number: 361 NW 97TH ST City State ZIP Code Company NAIC Number: MIAMI SHORES FL 33138 If using the Elevation Certificate to obtain NFIP flood insurance,affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View."When applicable,photographs must show the foundation with representative examples of the flood openings or vents,as indicated In Section AS.if submitting more photographs than will fit on this page,use the Continuation Page. FRONT VIEW 01/03/2013 i y. REAR VIEW 01/03/2013 { FEMA Form 086-0-33(7/12) Replaces all previous editions. ELEVATION CERTIFICATE,page 4 BUILDING PHOTOGRAPHS Continuation Page IMPORTANT:M these spaces,am the corresponding hftmudlon ham Seaton JL FOR INSURANCE COMPANY USE Building Street Address(imluding Apt.,Unit.Suite,and/or Bldg.No.)or P.O.Route arid Box No. Policy Number: 361 NW 97TH ST City State ZIP Code Company NAIL Number. MIAMI SHORES FL 33138 If submitting more photographs than will fit on the preceding page,affix the additional photographs below.Identify all photographs with: date taken;"Front View"and"Rear View";and,If required,"Right Side View"and"Left Side View."When applicable,photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section A8. LEFT VIEW 01/03/2013 f.. M n RIGHT SIDE 01/03/2013 FRI" a E FEMA Form 0860.33(7/12) Replaces all previous ediUons. MIAM� MIAMI-DADE COUNTY,FLORIDA ® METRO-DADE FLAGLER BUILDING p BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)375-2908 NOTICE OF ACCEPTANCE (NOA) www.buildingcodeonline.com Doralum Corporation 7040 N.W. 77 Terri Medley,FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION:Series"1W'Aluminum Out swing Doors w/Sidelites-Impact APPROVAL DOCUMENT:Drawing No.W01-20,titled"Series 100 Alum Swing Door w/Sidelites",sheets 1 through 6 of 6,prepared by Al Farooq Corp.,dated 01-24-02 last revised on Mar 21,2007,signed and sealed by Dr.Humayoun Farooq,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:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state and following statement: 11 'ami-Dade County Product Control Approved",unless otherwise noted herein. RE OA shall be considered after a renewal application has been filed and there has been no 91 n e, ppli le building code negatively affecting the performance of this product. E A ON o " 's NOA will occur after the expiration date or if there has been a revision or change in the t used/ acture facture of the product or process.Misuse of this NOA as an endorsement of any ct, a mg or any other purposes shall automatically terminate this NOA.Failure to comply w' p s A shall be cause for termination and removal of NOA. VE NT: NOA number preceded by the words Miami-Dade County, Florida, and followed by th' i may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be 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&renews NOA#01-0724.10 and consists of this page 1 and evidence pages E-1,as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I.Chanda,P.E. NOA No 07.0109.08 Expiration Date: April 11,2012 Approval Date: April 12,2007 %( \� Page 1 v� Doralum Corporation NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS (transferred from file#01-0724.10) 1. Manufacturer's die drawings and sections. 2. Drawing No.W01-20,titled"Series 100 Alum Swing Door w/Sidelites", sheets 1 through 6 of 6,prepared by Al Farooq Corp.,dated 01/24/01 and last revised on Mar 21, 2007, signed and sealed by Dr.Humayoun Farooq,P.E. B. TESTS (transferred from file#01-0724.10)Original test conducted per SFBC,PA 201, 202&203-94 now termed as FBC,TAS 201,202&203-94 1. Test reports on 1)Air Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC,TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 4)Large Missile Impact Test per FBC,TAS 201-94 5)Cyclic Wind Pressure Loading per FBC,TAS 203-94 6)Forced Entry Test,per FBC 24113.2.1 and TAS 202-94 Along with installation diagram of an outswing doors w/sidelites prepared by Fenestration Testing Laboratory Inc,dated March 21,2001 Test Report No.1 (FTL- 2811),signed and sealed by Antonio Acevedo,RE and revised by addendum letter, issued by FTL, signed and sealed by Luis Figueredo,P. E. C. CALCULATIONS 1. Anchor verification calculations&comparative analysis,complying w/FBC 2004 prepared by Al-Farooq Corporation,dated 12/15/06, signed and sealed by Dr. Humayoun Farooq,P.E. 2. Glazing Complies with ASTM E-1300-02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office(BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No.02-1205.03 issued to Security Impact Glass Holdings L.L.C. for"SAF GLAS",expiring on 12/16/07. 2. Notice of Acceptance No.03-0916.02 issued to Nebula Glass International Inc. for"Glasslam Safety-Plus Laminated Glass",expiring on 09/09/08. 3. Notice of Acceptance No.06-0216.06 issued to Solutia Inc. for "Saflex expiring on 05/21/11. F. STATEMENTS 1. Statement letter of conformance &"No financial interest",dated 12/15/06, signed and sealed by Dr.Humayoun Farooq,P.E. 2. Statement of laboratory compliance,as part of above referenced test reports. G. OTHER 1. This NOA revises&renews NOA#01-0724.10 expired on April 11,2007. Isliaq I.Chanda,P.E. Product Control Examiner NOA No 07-0109.08 Expiration Date: April 11,2012 Approval Date: April 12,2007 E-1 Yale Ozron Manufacturing Co.,Inc. D. STATEMENTS 1. Statement letters of compliance and no financial interest,dated June 17,2006, signed and sealed by Humayoun Farooq,P.E. F. OTHER 1. Notice of Acceptance No. 02-0227.01,issued to Yale Ogron Manufacturing Co., Inc. for their Aluminum Tube Mullion, approved on 08/08/02 and expiring on 12/28/06. aims D.Gasco P.E. Chief,Product Control Division NOA No 06-0905.11 Expiration Date: December 28,2011 Approval Date: November 09,2006 E-2 " M IAM MIAMI-DARE COUNTY,FLORIDA liib® METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)372-6339 NOTICE OF ACCEPTANCE (NOA) www.maimidade.gov/bufldingcode Florida Window Systems,Corp. 7191 NW 77 Terr. Medley,FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed 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: Outswing Aluminum Casement Window—L.M.I. APPROVAL DOCUMENT:Drawing No.W03-36,titled"Alum.Outswing Casement Window(L.M.I.)", sheets 1 through 6 of 6,dated 05/28/03 with revision B 06/20/07,prepared by Al-Farooq, Corporation, signed and sealed by Humayoun Farooq,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. f his NOA shall be considered after a renewal application has been filed and there has been c ge' applicable building code negatively affecting the performance of this product. A N of this NOA will occur after the expiration date or if there has been a revision or change e teri upg,and/or manufacture of the product or process.Misuse of this NOA as an endorsement o art gsales,advertising or any other purposes shall automatically terminate this NOA.Failure t section of this NOA shall be cause for termination and removal of NOA. tb SE The NOA number preceded by the words Miami-Dade County, Florida, and o the expiration date may be displayed in advertising literature. If any portion of the NOA is sp ayed,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#03-0612.04 and 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.08-0604.01 Expiration Date: September 18,2013 t Approval Date: October 02,2008 Page 1 Florida Window Svstems,Corp. NOTICE OF ACCEPTANCE: EVIDENCE SUBNHTTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W03-36, Sheets 1 through 6 of 6,titled"Alum. Outswing Casement Window(L.M.I.)",dated 05/28/03 with revision B dated 06/20/07,prepared by Al- Farooq Corporation, signed and sealed by Humayoun Farooq,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 along with marked-up drawings and installation diagram of an aluminum casement window,prepared by Hurricane Engineering&Testing,Inc.Test Report No. HETI-03-1312 dated 4/17/03, signed and sealed by Rafael Droz,P.E. (Submitted under previous NOA #03-0612,04) 2. Test reports on: 1)Large Missile Impact Test per FBC,TAS 201-94 2)Cyclic Wind Pressure Loading per FBC,TAS 203-94 along with marked-up drawings and installation diagram of an aluminum casement vinyl window,prepared by Hurricane Engineering&Testing,Inc.Test Report No, HETI-02-1752 dated 12/3/02, signed and sealed by Rafael Droz,P.E. (Submitted under previous NOA #03-0612.04) 3. Test reports on: 1)Air Infiltration Test,per FBC, TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC,TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 along with marked-up drawings and installation diagram of an aluminum casement vinyl window,prepared by Hurricane Engineering&Testing,Inc.Test Report No. HETI-02-1230 dated 6/23/02, signed and sealed by Rafael Droz,P.E. (Submitted under previous NOA #03-0612.04) 4. Test reports on:1)Large Missile Impact Test per FBC,TAS 201-94 2)Cyclic Wind Pressure Loading per FBC,TAS 203-94 along with marked-up drawings and installation diagram of an aluminum casement vinyl window,prepared by Hurricane Engineering&Testing, Inc. Test Report No. HETI-02-1751 dated 12/3/02, signed and sealed by Rafael Droz, P.E. (Submitted under previous NOA #03-0612.04) 5. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test, Loading per FBC,TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 along with marked-up drawings and installation diagram of an aluminum casement vinyl window,prepared by Hurricane Engineering&Testing, Inc. Test Report No. HETI-02-1235 dated 7/3/02, signed and sealed b Rafael Droz,P.E. (Submitted under previous NOA #03-0612.04) 2, Manuel P e ,P.E. Product Control Wminer NOA No.08-0604.01 Expiration Date: September 18,2013 Approval Date: October 02,2008 E-1 Florida Window Systems, Corp. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2004, prepared.by Al-Farooq Corporation, dated 6/18/07, signed and sealed by Humayoun Farooq,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. 03-0916.02 issued to Nebula Glass International, Inc. for their"Glasslam Safety-Plus-Laminated GIass"dated 10/23/03, expiring on 09/09/08. 2. Notice of Acceptance No. 06-0216.06 issued to Solutia Inc. for their"Saflex TUG Clear or colored interlayer"dated May 04, 2006, expiring on May 21,2011. F. STATEMENTS 1. Statement letter of conformance,dated June 18, 2007,signed and sealed by Humayoun Farooq, P.E. 2. Statement letter of no financial interest,dated June 18,2007, signed and sealed by Humayoun Farooq,P.E. G. OTHER 1. Notice of Acceptance No. 03-0612.04, issued to Florida Window Systems for their Aluminum Casement Window,approved on 09/18/03 and expiring on 09/18/08. Manuel Perez . Product Control Exakwr NOA No.08-0604.01 Expiration Date: September 18,2013 Approval Date: October 02,2008 E-2 f M I A M I DARE MIAMI-DARE COUNTY,FLORIDA �. METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)375-2908 NOTICE OF ACCEPTANCE (NOA) Yale Ogron Manufacturing Co.,Inc. 671 West 18 Stmt Hialeah,FL 33010 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION:Aluminum Tube Mullion-Impact APPROVAL DOCUMENT:Drawing No.M95-06A,titled"Aluminum Tube Mullions",sheets 1 through 4 of 4, prepared by Al Farooq Corporation,dated 11/20/95,with revision on 07/25/06,signed and sealed by Humayoun Farooq,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. 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 N will occur after the expiration date or if there has been a revision or change in the materials,use,and/ a ture of the product or process.Misuse of this NOA as an endorsement of any product, for sales,adv or o er purposes shall automatically terminate this NOA.Failure to comply with any sectio OA s c use for termination and removal of NOA. AD TISE :The umber preceded by the words Miami-Dade County,Florida,and followed by the expira y advertising literature. If any portion of the NOA is displayed,then it shall be done in 1 INSPEC : '` c Y` 'o this ei NOA shall be provided to the user by the manufacturer or its distributors and shall be av " abl on at the job site at the request of the Building Official. This NOA enews NOA#02-0227.01 and,consists of this page 1 and evidence page E-1 and E2,as well as appro document mentioned above. The submitted documentation was reviewed by Jaime D.Gascon P.E. NOA No 06-0905.11 © & Expiration Date: December 28,2011 Approval Date: November 09,2006 �J o Page 1 ®, Il 7 4o �� Yale Ogon Manufacturing Co..Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.M95-06A,titled"Aluminum Tube Mullions",sheets 1 through 4 of 4, prepared by Al Farooq Corporation,dated 11/20/95,with revision on 07/25/06,signed and sealed by Humayoun Farooq,P.E. B. TESTS 1. Test reports on 1)Large Missile Impact Test per FBC,TAS 201-94 2)Cyclic Wind Pressure Loading per FBC,TAS 203-94 along with marked-up drawings and installation diagram of an aluminum fixed windows mulled together,prepared by Fenestration Testing Laboratory,Inc.,Test Report No.FIL-3284,dated 02/01/02,signed and sealed by Luis Antonio Figueredo,P.E. 2. Test reports on 1)Large Missile Impact Test per FBC,TAS 201-94 2)Cyclic Wind Pressure Loading per FBC,TAS 203-94 along with marked-up drawings and installation diagram of an aluminum fixed windows mulled together,prepared by Fenestration Testing Laboratory,Inc.,Test Report No.FI'L-3284,dated 02/01/02,signed and sealed by Luis Antonio Figueredo,P.E. 3. Test reports on 1)Uniform Static Air Pressure Test,Loading per PA 202-94 along with installation diagram of window prepared by Fenestration Testing Laboratory,Inc.,Test Report No. FIT,-1297, dated September 21, 1995 signed and sealed by Yamil Gerardo Kuri,P.E. (Submitted under original approval#02- 0227.01) 4. Test reports on 1)Large Missile Impact Test per SFBC,PA 201-94 2)Cyclic Wind Pressure Loading per SFBC,PA 203-94 along with marked-up drawings and installation diagram of 3 mulled fixed frame windows, O-O/O configuration,prepared by Fenestration Testing Laboratory, Inc.,Test Report No. FTL-3284,dated February 1,2002,signed and sealed by Luis Antonio Figueredo,P.E. (Submitted under original approval#02-0227.01) C. CALCULATIONS I. Revised Anchor Calculations,dated 07/17/06,prepared by Al Farooq Corporation,signed and sealed by Humayoun Farooq,P.E. D. MATERIAL CERTIFICATIONS 1. None Jaime D.Gascid)i P.E. Chief,Product Control Division NOA No 06-0905.11 Expiration Date: December 28,2011 Approval Date: November 09,2006 E-1 Yale Ogron Manufacturing Co.,Inc. D. STATEMENTS 1. Statement letters of compliance and no financial interest,dated June 17,2006, signed and sealed by Humayoun Farooq,P.E. F. OTHER 1. Notice of Acceptance No.02-0227.01,issued to Yale Ogron Manufacturing Co., Inc. for their Aluminum Tube Mullion, approved on 08/08/02 and expiring on 12/28/06. aims D.Gasco P.E. Chief,Product Control Division NOA No 06-0905.11 Expiration Date: December 28,2011 Approval Date: November 09,2006 E-2 144" 14" V o FRAME WIDTH 2 1/2" 2 1/2" o HEAD/SILLO " 1 CORNERS AT HEAD/MAX 3 L ATG ORSS� EQD. SURFACE APPLIED LOCATION " Z n � J FALSE MUNTINS A C —�--------`---- 3/16 ANN. GLASS N z MAY BE USED ,' \ - n a 4 �' tV I `�_ 015" URETHANE ADHESIVE Q a 2 d o O I ' .070" INTERLAYER v 'SAF—GLAS' POLYCARBONATE IL BY 'SECURITY IMPACT GLASS' 0 / a .015URETHANE ADHESIVE 50 " if (� 0 N h i i i i 3/16" ANN. GLASS 0 y Q II II Y1 0 Q W 3'LL W d' �/ � _ \ w \ a I � � 0 Qi QWe� gF rqO ---- ---- ----� ----- -----��---- -----2z----- n I W M = � ----�,----- ----/n,----- -----fir----- -----7(j.----- a F- Q Ju I,.. II II II II W N a, �%__ CHART A (FOR X & XX DOORS) CHART B �� o DOORS WITHOUT SIDELITES STATIONARY PANEL (0) OR N DESIGN LOAD CAPACITY - PSF DOORS WITH SIDELITES 3 _ NOMINAL DIMS. GLASS TYPES 'A', 'B' OR 'C' DESIGN LOAD CAPACITY - PSF Z ^ / , , W2 W1 W2 (W)_, PANEL WIDTH DOOR HEIGHT T.(-) WIDTH (w) FRAME HEIGHT GLASS TYPE 'A' GLASS TYPE B & C' O FT./IN. FT./IN. EXT.(+) tNINCHES FT./IN. EXT. (+) INT. (-) D(i. (+) INT. (-) -WIDTH Q gC LI N 2/6 62.0 81.0 32 62.0 81.0 62.0 81.0 Q: O O p 3/0 6/8 62.0 81.0 33 62.0 78.3 62.0 81.0 / \ \ 0 W 0 0 2/6 8/0 62.0 81.0 34 7/0 62.0 69.8 62.0 81.0 3/0 62.0 U. 81.0 35 62.0 66.5 62.0 81.0 _ I- / 0 t 36 62.0 63.1 62.0 81.0 = • i% = i//i v � M 32 62.0 81.0 62.0 81.0 • • w O W M 33 62.0 78.3 62.0 79.2 \ ' / / 0 IL a'a $ FRAME WIDTH FRAME WIDTH C 34 8/062.0 69.8 62.0 78.3 \ / / 0 °� I`1% 4WD - 35 62.0 66.5 62.0 77.6 4c W 3 CLL ttf 36 62.0 63.1 62.0 76.5 IL Z N L 0 / wi W2 W1 W2 W1 [_W1 W2 W1 W2 _ W ,i .>. •i. r � /i �: at i/V F Q �j '�� ( x ) ( xx ) W a � PC) N HEIGHTS: / \ \ / \ / c 3 _ NOMINAL HEIGHT FRAME HEIGHT LEAF HEIGHT DAYLITE OPG. ; = Z o 6/8 79-7/8' 77-3/8' 67-5/8" S OX } ( OXO } oxx } ( OXXO } N J 8/0 95-7/8' 1 93-3/8' 83-5/8' 1 XO ) XXO } u 0 OLL^ WIDTHS: W1 W2 W1 W1 W2 W1 g NOMINAL WIDTH FRAME WIDTH LEAF WIDTH DAYLITE OPG. 2/6 (X) 31-1/2' 28-11/16' 18-15/16" W1 + W2 WIDTH 3/0 (X) 37-1/2' 34-11/16' 24-15/16' (FOR DOORS WITH SIDEUTES) 2 5/0 (XX) 59-3/4' 28-11/16" 18-15/16 6/0 (XX) 71-3/4' 34-11/16' 24-15/16' 0 \ \ / Q) m a owl \ \ / \ \ / C m N N O cV XOO } xxO0 O m SIDELITE WIDTH DOOR WIDTH 0OX } OOxx FROjIl Engr. DR_ HU1vA�Y0liN FAROOQ S a_ STRUCTURES a FLA. PE 3516557 CAN. 38 o c NOTE: rAW GLASS CAPACITIES ON THIS SHEET ARE ME A LuLa_j Lij BASED ON ASTM E1300-02 (3 SEC. GUSTS) drawing no. AND FLORIDA BUILDING COMMISSION EXTERIOR DECLARATORY STATEMENT DCA05-DEC-219 sIDELITE WIDTH DOOR WIDTH WAR 2 12007 W01 -20 sheet 2 of g U METAL TYPICAL ANCHORS u o TYPICAL ANCHORS STRUCTURE SEE ELEV. FOR SPACING 28Y WOOD CK N SEE ELEV. FOR SPACING OR TYPICAL ANCHORS a c BUCK SEE ELEV. FOR SPACING WO1BYOD UCTURE Z �,#OOD MIAMI—RADE COUNTY APPROVED 14 a MULLION & MULLION ANCHORS W SEE SEPARA NOA Q g n ° I ° a ° I I W V FF IL 717 v v v IX 0 N ' N N a. to : I I Z \ T 5 \ M \ M mo w>m O Q d Q A 3 i 17C14 I ITYPICAL ANCHORS TYPICAL ANCHORS 0: 0 .0 N 25 16 I I 248 X 1" FH SMS SEE ELEV. FOR SPACING SEE ELEV. FOR SPACING Q W a a AT 8" D.C. W IA - o 0M4t II W �y {}8 X 1" FH SMS I I Q rl�` AT 6" 0. i i WOOD BUCKS AND METAL STRUCTURE NOT BY DORALUM MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM 25 23 i i AND TRANSFER THEM TO THE BUILDING STRUCTURE. c II o i TYPICAL ANCHORS: SEE ELEV. FOR SPACING (nco 1 sI I i i 11Y TAPCONS BY 'ELCO' II , I INTO 2BY WOOD BUCKS OR WOOD STRUCTURES o 0 I I 1-3/8" MIN. PENETRATION INTO WOOD o i I THRU 1 BY BUCKS INTO CONC. OR MASONRY Z O c�°o I i 1-1/4" MIN. EMBED INTO CONC. OR MASONRY It � M M = 0 PO o I I DIRECTLY INTO CONC. OR MASONRY = V n w = o p w o i I 1-1/4" MIN. EMBED INTO CONC. OR MASONRY oo �_ 3 L- O0 W E'' #14 SMS OR SELF DRILLING SCREWS N C) W INTO METAL STRUCTURESffi aLJ W i i i STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) `n I I i I ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) � i 16 i I i i #14 SMS OR SELF DRILLING REVS T SCREWS 25 I i I I INTO DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") I I (NO SHIM SPACE) 15 23 g o ANCHOR EDGE DISTANCES #8 X 1" FH SMS ! I INTO CONCRETE AND MASONRY = 2-1/2" MIN. ar s' o. . I I INTO WOOD STRUCTURE = 1" MIN. B 2 O 25 I I 24 INTO METAL STRUCTURE = 5/8" MIN. li N 4 I I8 X " FH SMS o@ N 17 AT 8" O.C. SEALANTS: FRAME AND LEAF CORNERS, INSTALLATION SCREWS AT SILL AND ALL m °c m `a METAL PARTS CONNECTIONS SEALED WITH CLEAR COLORED SEALANT. L \ Engr. DR. HUMAYOUN FAROM 9 0 :. ............... ..:............ TtJR1=S ' _...... _.. ... ... ... . ... ao YY C STRU .._.... ............. ... ...v FLA. PE 111 16557 � o _ I CAN. 3538 e NON METALLIC GROUT TYPICAL ANCHORS NON METALLIC GROUT �' TYPICAL ANCHORS drawing no. 3 KSI MIN. SEE ELEV. FOR SPACING 3 KSI MIN. SEE ELEV. FOR SPACING DMW= MAR 2 20 W01-20 OPERABLE UNITS STATIQNARY UNITS sheet 3 of 6 U TYPICAL ANCHORS o SEE ELEV. FOR SPACING N 1 O 00 % 1 E FLUSH BOLT OPERATOR F FLUSH INACTIVE IIVE OPERATOR G H 0 W N O ON ACTIVE LEAF O CONCEALED O 8 O a l C as m W M U ACTIVE LEAF INACTIVE LEAF a 24 � O LL 17 6 9 23 7 LW, !Z2 C V _ 12 13 V G ao >M �O > - - - - - - - - - - - Oaao �, y c s s ••-� Q W LL IQ W U) O � E10 M n 11 10 25 2 a jjjj 14 D.L OPG. D.L.O. $ D.LO. 8 X 1" FH SMS AT 11" O.C. to LEAF WIDTH EXTERIOR w n I 1/4 MAX DOOR WIDTH N co SHIM TYP c4 1BY x WOOD BUCK Z � F � 1/4" MAX. SHIM SPACE N W w N O = O J V J 300 TYPICAL ANCHORS 'D $ ' Z }j o SEE ELEV. FOR SPACING w O J v 1/4- MAX. 1/4- MAX, (n C I� � SHIM SPACE SHIM SPACE a O TYPICAL ANCHORS E SEE ELEV. FOR SPACING m d N C N O a O.L. OPG. CL u METAL p SIDELITE WIDTH STRUCTURE d 0 .0$ #8 X 1- FH SMS �y o - - - - - - - - AT8° O.C. c4 N 2 WOOD BUC �^�'` 2 _N OOD STRUCTURE M&�ol 4 TYPICAL ANCHORS m c m Disbbs SEE ELEV. FOR SPACING EXTERIOR o D.L. OPG. Engr. DR. 4UMAYOUN FAR= STRUCTURES j FLA. PE # 18.557 c M CAN. 3538 LEAF WIDTH DOOR WIDTH drawing no. W01 -20 sheet 4 of 6 4.000 .548 ITEM A78 TYP, # PART REQD. DESCRIPTION MATERIAL MANF./SUPPLIER/REMARKS �� o 1 SW-28899 3/DOOR FRAME HEAD/JAMB 6063-T6 N 5 2703-- 265 2 SW-28900 2/LEAF DOOR TOP/BOTTOM RAIL 6061-T6 - 1 1.500 T Q 2.125 �� 3 SW-28904 AS REQD. WEATHERSTRIP ADAPTER 6063-T6 - Z ti 272 4 SW-28898 1/DOORTHRESHOLD 6063-T6 - Z tp J GLAZING VINYL (sc�+LE �) 6 SW-28896 1/LEAF HINGE STILE 6063-T6 - W N 'Q f N a. 4� -2.015 7 SW-28901 1/LEAF LOCK STILE6063-T6 - It O 0 .526 8 SW-28897 AS REQD. SIDELTIE JAMB 6063-T6 - Q W v 062 9 SW-28903 1/CORNER ASSEMBLY STIFFENER 6063-T6 - IL FRAME HEAD/JAMB Ix in 16 �— — i6 10 SW-29244 3/LEAF HINGE DOOR PORTION 6063-T6 - Q U .72 1.594 .334 — 11 SW-29245 3/LEAF HINGE FRAME PORTION 6063-T6 - V C 12 - 2/LEAF 3/8" X 16 X 32" LONG THREADED ROD STEEL - �'a W M °o 11.058 63 13 - 2/LEAF 3/8- X 16 NUT - - O 03 h p { GLASS STOP 14 - 1/HINGE 5/16- X 6" ROD STEEL PLATED STEEL to 00 0 062 TYP7- 15 - 8/LEAF 1/4' SETTING BLOCK NYLON W 3 LL a ;4- .078 16 Z N WEATHERSTRIP ADAPTER 16 - AS REQD. GLAZING VINYL VINYL - , �p r, �— -.250 17 PW-101 AS REQD. BULB WEATHERSTRIPPING VINYL - ", a Q LI 1,750-1 .875 - W .�f 18 PB-8400 AS REQD. PILE WEATHERSTRIPPING SCHLEGEL 19 SILICONE PLUS - SILICONE DOW CORNING 499 20 5025 AS REQD. FLUSH BOLTS DELTA IND..46621 CP-9111 - ENTRY LOCKSET TACO OR WESTLOCK w TYP. GLAZING ADAPTER (DOOR) 22 #8X3/4- PHSMS AS REQD. ASSEMBLYSCREWS AT All FRAME JOINTS cn0 4.000 1.985 23 1 DOR-018 AS REQD. GLAZING ADAPTER (DOOR) 6063-T6 - 3 L573 24 DOR-017 AS REQD. GLAZING ADAPTER (SIDELITE) 6063-T6 - Iro .375 25 1 DOR-019 AS REQD. GLASS STOP 6063-T6 1.000 .�. .470Lr c� z OwW --1'x23 LOCKS: j M N TOP/BOTTOM RAIL GLAZING ADAPTER (SIDELITE) STANDARD STEEL THROW BOLT LOCK, KEY OPERATED ON U N EXTERIOR AND THUMB TURN ON INTERIOR o 3 �$ 2.177—{ 250 AT EACH ACTIVE LEAF LOCK STILE, 45" FROM BOTTOM z a CONVENTIONAL LOCKSET WITH KNOB, KEY OPERATED ON ,;; o .844 EXTERIOR AND THUMB TURN ON INTERIOR g o w F 1.375 -I I AT EACH ACTIVE LEAF LOCK STILE, 38" FROM BOTTOM to N500 I�1.547MANUALLY OPERATED CONCEALED FLUSH BOLTS •0 2.125 AT TOP & BOTTOM OF EACH LEAF LOCK STILE 4,000 ASSEMBLY STIFFENER 695 (FLUSH BOLTS AT TOP & BOTTOM OF ACTIVE AND INACTIVE LEAFS 125 TO BE ENGAGED DURING PERIODS OF HURRICANE WARNING) THRESHOLD 2.093 a HINGES: o 418N EXTRUDED ALUMINUM BUTT HINGE 1.827 .062 TYP, 2281 1/8" THICK AND 7-1/2" LONG WITH 5/16" PLATED STEEL ROD v 1.65 AT EACH LEAF JAMB STILE ONE EACH AT 10" FROM TOP & BOTTOMa all m .7 •625 ° AND ONE AT MIDSPAN �0l1 �I=*1.371 �i— smoomwillito � Imo---4.156 N ° ° I ^bl .G8 ° I� Q N uy s 4e. of a, N SIDE LITE GLAZING BEAD SIDE LITE JAMB (il ° a mllWDz >- 0 .�. THciaion °c m v.078 TYP. A78 TYP. III 0 m ° Ertgr. DR. HUTAAYOUN RAROOQ •w o STRUCTURES 1.750 1.750 2 070 a 0 FLA. PE # 16557 c M 0 CAN. 3538 a 3.999 L-4.687--moi #10-24 X 1/2- drawing no. FH SELF DRILLING SCREWS ' �� 2np� W01 _no HINGE STILE LOCK STILE 3 PIECE HINGE sheet 5 of 6 u4 O O N t 3 0 J LLI Q s n CL 0w Ln 0 � 0 'a CY0WM, g / 0 � o m Q W U vma LZU cn c i / N m 12 m WIZ CD 0 .- N 10 FRAME TOP CORNER v m / Z c �� W � Q Jv 22 � O n g T O N C C-4 � O DOOR LEAF CORNER o 1410MICTapmwuj AelvrW 0 FRAME BOTTOM CORNER g�, ��Jo ;2 ° 0 0 Engr. OR. HUMMUN FAROOO STRUCTURZs `j m FLA. PE f 16557 CAN. 3538 Jui v` drawing no. AR 2 ZU07 W01 -2o sheet 6 of 6 1 ANCHOR READ. 13 1/2- MAX' S MAX• AT EACH SIDE OF IMPOST 13 1/2" MAX' S' ' HEAD/SILL HEAD/SILL HEAD/SILL HEAD/SILL I CORNERSCORNERS o SURFACE APPLIED M6" Z tOD. 3 A FALSE MUNTINS OPTIONAL Q m � n a � 0 oa Ow �' � d pp U s S I I C9 a C' 11 E I I \\ V y Q O W tp C9 CV t7 }'I W tp C7 N O I I j4 \ C n. Q 0 4 O -__�•II --- O Cc r o \ - _� ----- \ o co o \ '� II 'K V � xx' Q � ;IL an Z W> \ II Z yW \ II II / L Z N II N IN �i---- Q W g 3 � m B O z m z THESE WINDOWS ARE RATED FOR LARGE MISSILE IMPACT. z 30 15/16' 0 30 15/16" 30 15/16° o SHUTTERS ARE NOT REQUIRED. 3 7` D.L. OPG. v D.L. OPG. Q.L. OPG. v F- Fn W 35 7/8" 35 7/5" 35 7/8" ALUMINUM OUTSWING CASEMENT WINDOW w O VENT WIDTH VENT WIDTH VENT WIDTH DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER Z N ON 37" 74" CHARTS SHOWN ON SHEET 2. v Z ro * WINDOW WIDTH WINDOW WIDTH z 3 I SINGLE VENT WDW, DUAL VENT WDW. APPROVAL APPLIES TO SINGLE VENT OR DUAL VENT WINDOWS N Q 3 G $ WITH X AND XX CONFIGURATIONS. in ALSO COMBINATIONS OF CASMT/CASMT OR CASMT WITH OTHER 2 WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING = i w MIAMI—DADE COUNTY APPROVED MUWONS IN BETWEEN. Li Il m SILICONE SILICONE LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL DOW CORNING 995 DOW CORNING 995 WILL APPLY TO ENTIRE SYSTEM. GE 4000 SILICONE GE 4000 THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE ' 1/8" ANN. GLASS TREMCO TREMGLAZE S-500 1/8" HEAT STREN'D. GLASS REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004 EDITION INCLUDING .060" INTERLAYER .060" INTERLAYER HIGH VELOCfIY HURRICANE ZONE (HVHZ). 8 0 GLASSLAM SAFETY-PLUS 1/8" ANN. GLASS GLASSLAM SAFETY-PLUS c N 010" PET FILM 010" PET FILM WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER g � o .090" INTERLAYER LOADS TO THE STRUCTURE. o 060' INTERLAYER SAFLEX/KEEPSAFE MAXIMUM 060' INTERLAYER 2 TGLASSLAM SAFETY-PLUS GLASSLAM SAFETY-PLUS ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS rn 1/8" ANN. GLASS 1/8" ANN. GLASS 1/8" HEAT STREN'0. GLASS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. m ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS SILICONE SILICONE ARE NOT PART OF THIS APPROVAL. DOW CORNING 995 SILICONE o: DOW CORNING 995 N o GE 4000 TREMCO TREMGLAZE S-500 c m o 0 �_`' GE 4000 A LOAD DURATION INCREASE IN ALLOWABLE STRESS IS USED IN DESIGN OF_ o U 'N m m m ANCHORS INTO WOOD ONLY. L c H rn y MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT COME INTO 0 CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS. IE ! OF 2004 FLORIDA BLDG. CODE SECTION 2003.8.4. c 0 .I I I Fngr. DR. HUMAYOUN FAROOQ W u e ECT"RsS PWDllCT MMSED C.A.N.4538 nSMeeit� - t ® �4 c A 3Ea MoDato &.01 em.8m � W � S/ GLASS TYPE 'A1' GLASS TYPE 'A2' GLASS TYPE '61' drawing no. Div tonmde Padua Get W03-36 GLAZING OPTIONS sheet 1 of 6 DESIGN LOAD CAPACITY - PSF FOR ( XX ) SIZES DESIGN LOAD CAPACITY - PSF FOR ( X ) SIZES UNREINFORCED CENTER POST REINFORCED CENTER POST WINDOW DIMS. GLASS TYPES 'Al'.& 'A2' GLASS TYPE 'Bl' WINDOW DIMS. GLASS TYPES 'Al' & 'A2' GLASS TYPE 'Bi' GLASS TYPE 'Bl' Z WIDTH HEIGHT EXT. (+) 1 W. (-) EXT. (+) 1 NT. (-) WIDTH HEIGHT EXT. (+) 1 NT. (-) EXT. (+) 1 NT. (-) EXT. (+) 1 NT. (-) p / 19-1/8' r 55.0 55.0 75.0 80.0 26-1/2" 55.0 55.0 75.0 80.0 75.0 80.0 H 26-1/2° 26 55.0 55.0 75.0 80.0 37' 26• 55.0 55.0 75.0 80.0 75.0 80.0 a E N a 37" (3) 55.0 55.0 75.0 80.0 53-1/8" (3) 55.0 55.0 75.0 80.0 75.0 80.0 O o ii 0 O ert U 55.0 55.0 75.0 80.0 74° 55.0 55.0 75.0 80.0 75.0 80.00. W 26-1/2" 38-3/8" 55.0 55.0 75.0 80.0 26-1/2' 55.0 55.0 75.0 80.0 75.0 80.0 p LL 37' (4) 55.0 55.0 75.0 80.0 37" 38-3/8' 55.0 55.0 75.0 80.0 75.0 80.0 G �i a 19-1/8" 55.0 55.0 75.0 80.0 53-1/8' (4) 55.0 55.0 75.0 80.0 75.0 80.0 v p 26-1/2- 50-5/8' 55.0 55.0 75.0 80.0 74' 55.0 55.0 75.0 80.0 75.0 80.0 a 0 W M o 4c A 37" (5) 55.0 55.0 75.0 80.0 26-1/2" 55.0 55.0 75.0 80.0 75.0 80.0 O IL ti G 19-1/8' 45.5 45.5 75.0 80.0 37' 50-5/8' 55.0 55.0 75.0 80.0 75.0 80.0 NN a>-0 N 26-1/2" 63' 34.0 34.0 75.0 80.0 53-1/8- (5) 55.0 55.0 75.0 80.0 75.0 80.0 Q ul N 37' (5) - - 75.0 80.0 74" 55.0 55.0 65.7 65.7 75.0 80.0 4i' 310! �? 19-1/8" 74-1/4" 27.5 27.5 75.0 80.0 26-1/2' 55.0 55.0 75.0 80.0 75.0 80.0 Q W M I 26-1/2" (6) - - 66.8 66.8 37' 63• 47.0 47.0 75.0 80.0 75.0 80.0 18' 55.0 55.0 75.0 80.0 53-1/8' (5) 34.0 34.0 68.4 68.4 75.0 80.0 .-. 24' 24. 55.0 55.0 75.0 80.0 74" - - 52.8 52.8 75.0 80.0 g N 30' (3) 55.0 55.0 75.0 80.0 26-1/2' 39.2 39.2 75.0 79.0 75.0 80.0 J I 36" 55.0 55.0 75.0 80.0 37• 74-1/4' 284 28.4 57.2 57.2 75.0 80.0 3 W 'n 18" 55.0 55.0 75.0 80.0 53-1/8' (6) - - 40.9 40.9 66.7 66.7 Z N 24" 36• 55.0 55.0 75.0 80.0 24" 55.0 55.0 75.0 80.0 75.0 80.0 } n 30° (3) 55.0 55.0 75.0 80.0 36' 55.0 55.0 75.0 80.0 75.0 80.0 f- N Ld 36° 1 55.0 55.0 75.0 80.0 Q. 24" 55.0 55.0 75.0 80.0 75.0 80.0 w 3 18' 55.0 55.0 75.0 80.0 60 (3) 55.0 55.0 75.0 80.0 75.0 80.0 LLI v1 a 24" �" 55.0 55.0 75.0 80.0 72° 55.0 55.0 75.0 80.0 75.0 80.0 V Ll Lti Z 30" 4 55.0 55.0 75.0 80.0 ._ M ( ) 24' 55.0 55.0 75.0 80.0 75.0 80.0 Z 36' 55.0 55.0 75.0 80.0 36' 55.0 55.0 75.0 80.0 75.0 80.0 18' 55.0 55.0 75.0 80.0 48' 36" 55.0 55.0 75.0 80.0 75.0 80.0 _� Z} in 24' 60• 43.2 43.2 75.0 80.0 60' (3) 55.0 55.0 75.0 80.0 75.0 80.0 _W 0 30' (5) 35.9 35.9 75.0 80.0 72' 1 55.0 55.0 75.0 80.0 75.0 80.0g � v 36' - - 75.0 80.0 24' 55.0 55.0 75.0 80.0 75.0 80.0 Q LL I�J r,w - 18" 32.0 32.0 75.0 1 80.0 36' 55.0 55.0 75.0 80.0 75.0 80.0 24' 7224.5 24.5 75.0 80.0 48' 48' 55.0 55.0 75.0 80.0 75.0 80.0 30° - - 66.0 66.0 60' (4) 55.0 55.0 75.0 80.0 75.0 80.0 ( ) NO. OF ANCHORS PER JAMB 72' 55.0 55.0 71.2 71.2 75.0 80.0 T 24' 55.0 55.0 75.0 80.0 75.0 80.0 36' 55.0 55.0 75.0 80.0 75.0 80.0 o w o 48' 5" 43.2 43.2 75.0 80.0 75.0 80.0 0 60' ( ) 35.9 35.9 68.4 68.4 75.0 80.0 v 72' - - 57.0 57.0 75.0 80.0 m z 24' 47.4 47.4 75.0 80.0 75.0 80.0 36" 72• 32.0 32.0 64.5 64.5 75.0 80.0 c ®o c 48' (6) 24.5 24.5 49.3 49.3 1 75.0 80.0 0 p N ry 60" - - 40.5 40.5 1 66.0 66.0 .0 m NOTE: ( ) = NO. OF ANCHORS PER JAMB m c a m GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-02 3 SEC. GUSTS Engr. DR. HUMAYOUN F.4R000 ao AND FLORIDA BUILDING COMMISSION STRUCTURES PWI1rICTRKVL%D DECLARATORY STATEMENT DCA05-DEC-219 FILA. PE f 16557 assn �ull�ri� CA.N. 35361;` �,► u rl 6 . ,,M. IBS Peuatus8 coav drawing no. W03-36 sheet 2 of 6 TYPICAL ANCHORS V (A SEE ELEV. FOR SPACING TYPICAL ANCHORS TYPICAL ANCHORS SEE ELEV. FOR SPACING SEE ELEV. FOR SPACING M M a c METAL Z a r OOD BUCK STRUCTURE MIAMI—DADE COUNTY APPROVED 0 A. O. a MULLION & MULLION ANCHORS �.. W SEE SEPARATE NOA BY OD BUCK Q N a OR IL WOOD STIR RE lo 0 U G a 0 � n g \ En - (A * cn 0 IL c < a O g \ 0 7 M JOJ tm + + a W 3 LL W � 2 Wy - a i" zto1 I� TYPICAL ANCHORS 'J a ml J 4 i I SEE ELEV. FOR SPACING w E !! i WOOD BUCKS AND METAL STRUCTURE NOT BY FLORIDA WDW. SYS. ! I MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM ! j AND TRANSFER THEM TO THE BUILDING STRUCTURE. J i. ' TYPICAL ANCHORS: SEE ELEV. FOR SPACING c 1 1/4" TAPCONS INTO 2BY WOOD BUCKS OR WOOD STRUCTURES z N w 1-1/2- MIN. PENETRATION INTO WOOD 'S v w p CD !E!E tr �I I THRU 19Y BUCKS INTO CONC. OR MASONRY a Ow- C3 o a 0 X i i . j 1-1/4- MIN. EMBED INTO CONC. OR MASONRY v 3 h K $ c x ,x/16" TEKS OR SELF DRILLING SCREWS _j o"' 3 w z INTO METAL STRUCTURES iN— 9 :i 3 ao 0 i m i ff STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) o j ! ! O ALUMINUM : 1/8" THK. MIN. (6063—T5 MIN.) aq .. J �w (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) ti n 2 #10 SMS OR SELF DRILLING SCR INTO DADE COUNTY APPROVED MULLIONS (MIN. THK. _ .090") (NO SHIM SPACE) TYPICAL EDGE DISTANCE $ C = N 4 i 1 2 INTO CONCRETE AND MASONRY = 1-1/4" MIN. o INTO WOOD STRUCTURE = 3/4" MIN. 2 INTO METAL STRUCTURE = 3/4" MIN. m o a + + 7 z s SEALANTS: 8 ALL FRAME AND VENT CORNERS AND INSTALLATION SCREWS co1�__ __o_ 0 0 + SEALED WITH CLEAR/ALUMINUM COLORED SEALANT. o, tc n •_ Engr. DR. HUMAYOUN FAROOQ PRODUCT REl/190) N 1 0 v P Ln STRUCTURES pig 9Y$9h iv v • ' a = FIA PE1 5i7 cn CAN.sit �!� s \ gg 6 @ $@ b $ TYPICAL ANCHORS RSi P►mduCc drawing no. SEE ELEV. FOR SPACING Dim W03-36 sheet 3 of g �� N M I M Z 121 3 3/16" MAX. C p F- � z 1/2" X RS, X 2" LONG MIAMI-DADS COUNTY a a SHIM ALUM BARS, 2/ VENT 1/4" MAX. SEE ELEV, FOR a I AT 6" FROM TOP & BOTTOM 10 SHIM APPR,D MULLION IL o O FASTENED W/ (2) #8 X 1" FH SMS SEE SEPARATE NOA J v U TYPICAL ANCHORS 1 3 1BY O W SEE ELEV. 7 PYil00D BUCKS O. FOR SPACING 11 a! O LL v 06 � y ° � � c9 -------- SCREEN OPT.---- v 0 d > M a + * as lo 44— Y. N 3 o awig 8 \'! TYPICAL ANCHORS EXTERIOR SEE ELEV. FOR SPACING WINDOW WIDTH WINDOW WIDTH .-. METAL 2 4 STRUCTURE D.L. OPG. N VENT WIDTH g j' 3 WINDOW WIDTH z CO 3 Y)SINGLE VENT WINDOWS z N W W 3C-) .Z Il W CD O F- U Z M a STEEL REINFORCING 3 M m SEE SHEET 2 FOR CAPACITIES z_ 1/4" SHIM O In (STEEL M BE PAINTED WITH A HEAVY BOOM 3 MAX. Q 1/2" X 5/8" X 2" LONG E BITUMINOUS PAINT OR BE GALVANIZED) Q .. ALUM BARS, 2/ VENT to AT 6" FROM TOP & BOTTOM 10 1/4" MAX. 0 O Q BY WOOD BUO 1 FASTENED W/ (2) 8 X 1" FH SMS 3 SHIMS J -1 LL 0 W D STRU E 14 P. Q 11 15 o. ° TYPICAL ANCHORS -------- SCREEN OPT.-- ------ --------- SEE ELEV. FOR SPACING + * a 0 cc � a TYPICAL ANCHORS 8 D.L. PG. SEE ELEV. D.L. OPG. FOR SPACING 2 4 v p c m o 0 VENT WIDTH VENT WIDTH o c N N EXTERIOR m c° m WINDOW WIDTH DUAL VENT WINDOWS Engr. DR. HUMAYOUN FAROOQ STRUCTURES FLA PE # 16557 C.A.N. 3538 �g" '" ` hez A drawing no. W03-36 sheet 4 of 6 [� F- 2.125- ITEM PART # QUANTITY DESCRIPTION MATERIAL MANE./SUPPLIER/REMARKS 1 FNS-009 4 FRAME 6063-T6 - 2 FYYS-011 4 VENT 6063-T6 - r� 1.218 9 3 FWS-010 1 CENTER POST 6063-T6 - Z n3. 4 FWG-008 AS REOD. GLAZING BEAD 6063-T5 -:sl r W-L- 5 - AS REOD. FRAME ASSEMBLY SCREWS ST. STEEL #10 X 3/4- PH SMS N aI 2.000 2.313 6 - AS REOD. VENT ASSEMBLY SCREWS ST. STEEL 010 X 1-1/2- PH SMS O pp p '062 J U trf 1.595 A 7 E102 AS REOD. FRAME WEATHERSTRIPPING (.078 X .300) VINYL ULTRAFAB O W 8 E206 AS REOD. VENT WEATHERSTRIPPING (.187 X .350) VINYL ULTRAFAB L (yj 597 9 34,12.0%100 2/ VENT 4 BAR HINGE. AT TOP AND BOTTOM STEEL TRUTH, ATTACHED W/ (6) #8 X 3/8' SS SMS N6 a. 10 30066 2/ VENT LEVER TYPE FACE MOUNT LOCKSTEEL TRUTH, AT 12' FROM TOP AND BOTTOM j 11 21087 2/ VENT LOCK KEEPERS, AT FRAME JAMB FACING LOCK STEEL ATTACHED W/ (2) #10 X 3/8- SS SMS0, W m 12 40066 1 ROTO OPERATOR STEEL TRUTH, ATTACHED W/ (4) #8 X 3/8" SS SMS 0 IZ 0. 4 a FRAME 13 - - .057 THICK CORNER KEY ST. STEEL 1-1/2" X 1-1/2- X 1/2- C) 41 op-0 14 1 - 2/ LOCK LOCK INSTALLATION SCREWS - #12 X 1/2' PH SMS O: C N J 15 - AS REOD. CENTER POST REINFORCING STEEL 1.062 .679 z J a m< 062 '827 1.781 .392 N J d .500 W .688 Z N 8 3 } f- W .897 3 W Q CO VENT Z rr'll oil M 3 Z3 1438 Iij Q 3:: 8 L202 0 ,W .965 .062 2.125 U .621 T =TJ 4 v 4� $ 4,000 0 0 4,000 4.626 a IMPOST !N C C � 0' N (Ala m 9 O 830 .090 c m L.050 0 o Engr. DR. HUMAYOUN FAROOQ STRUCTURES YI�dD®�JE�5 43Eoll 1B a No 750 1.900 1.720 FLA PE / 18557 cow �+CAN. 3538 n faa�;. ''s pg�a� a �ii�iJvesT`af{tldwNro ✓ � U 745 L e�s drawing no. GLAZING BEAD REINFORCING HANNEL STEELday W03-36 sheet 5 of 6 13 � cn 1� rn 6 Z j /-/ 5 F.a w a I CL pLaCL 2 ° ° 0 - � c Q'QLu" oo 0adn � -aI'N ; I y �o - I I w O CORNER KEY Q W rl=► ALUMINUM I V) oma, �i 3 w CORNER KEY Z W ' ALUMINUMoo Y^! FRAME CORNER I-- w cl Q 0 m co U Z I.-M N 0 Z O � ZW � ALL FRAME AND VENT CORNERS TO BE 0 0 SEALED WITH WHITE/ALUM COLORED SEALANT. _1 —w LL r-m 13) w vii v 0 NN / C O � C 6 m$ � IMPOST CORNER moo 0 omN y N 6 ® C a m n _ EnjF DR.. HUMAYOUN FAROOQ adDli£s STRUCTURES FLA. PE 16557 soz4,-A Y, CAN.3538 cella 1 v` VENT CORNER MelIn q 11, drawing no. �QD ° W03-36 sheet sof s le .750 1.125 1.718 .4 cc 0 _ I � � `° IIii i `jam W I `Z. C) � i 0 2.250 2.250 �..� w ; TYPICAL F b ,�Io xmw� �GLAZING PRODUCT + d' 0 0 1 I E125 125 O 0 .. I 4.000 T� d 1 1.219 1.266 0 N 3.000 4,000 V w c zwn!! 1.000 � a a I LTYPICAL MULLION CLIP YE-65) (6063-T6) MULLION CLIP (6063-T5) a^o WINDOW FRAME _j 1 (ALT. TO ANGLES) (ALT. TO ANGLES) w 3 LL_, 0 CUP LENGTHS MUST BE CUT TO FIT SNUG CLIP LENGTHS MUST BE CUT TO FIT SNUG �+ w N M INTO TUBE MULLIONS. INTO TUBE MULLIONS. I Z U ; 6,000 I w N I 728 L718 2.000 3.000 4.000 Z. 1 ALL TUBE MULLIONS TO BE ALLOY 6063-T6. (n 0 2.000 .125 .125 Z w 1.613 1.613 0 LO MULUONS CONTAINING TYPICAL GLAZING PRODUCTS HORIZONTAL OR VERTICAL yam, w SEE WINDOW OR DOOR APPROVAL FOR FASTENERS SIZES AND SPACING m Q MULLION CUP (6o63-T5) MULLION CLIP (6063-T5) H CUP LENGTHS MUST BE CUT TO FIT SNUG CUP LENGTHS MUST BE CUT TO FR SNUG I� INTO TUBE MULLIONS. INTO TUBE MULLIONS. (NO SIDE FASTENERS READ.) (NO SIDE FASTENERS READ.) Z � � O Z�►.I o J pJ a 125 � 00 m ~ 2.000 U M, .t O 0 O N C N N RECTANGULAR ALUMINUM TUBE MULLIONS MULLION SYSTEM IS RATED FOR LARGE MISSILE IMPACT. !�lHiK7' 2'°0° USING MULLION PROPERTIES ONLY AND CAN BE USED WITH ALL MIAMI-DADE COUNTY APPROVED • 11Y1`/ I w IMPACT AND NON-IMPACT RESISTANT PRODUCTS. ! ANGLE CLIP (6063-T5) U NOTES: Oqns•1 00 THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004 EDITION (REV. 2005) INSTRUCTIONS: 0o INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). ALL GLAZING PRODUCTS USED WITH THESE MULLIONS MUST MEET THE USE CHARTS AND GRAPHS AS FOLLOWS. ° m 0 $ 0 0 APPLICABLE BUILDING CODE REQUIREMENTS LE: WIND LOAD, WATER > 0 a m v INFILTRATION, FORCED ENTRY RESISTANCE, SAFEGUARDS ETC. STEP 1 DETERMINE DESIGN LOAD REQUIRED PER ASCE 7 WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER FOR PARTICULAR OPENING. LOADS TO THE STRUCTURE. STEP 2 USE DADE COUNTY APPROVED GLAZING PRODUCTS MEETING w ABOVE LOAD REQUIREMENTS. B o ANCHORS SHALL BE AS USTED, SPACED AS SHOWN ON DETAILS, EMBEDMENTEngr. DR. HUMAYOUN FAROOQ SN TO BASE MATERIAL SHALL BE BEYOND WALL COVERING (STUCCO, TILE ETC.). TEP 3 USE CONNECTION TO MULLION AS PER PRODUCT STRUCTURES N a APPROVAL. FLA. PE f 16557 _ ANCHORING CONDITIONS OTHER THAN THOSE SHOWN IN THESE DETAILS ,TE�.__P 4 SPECIFY MAXIMUM SHIM SPACING. CAN. 3536 B a a ARE NOT PART OF THIS APPROVALr USING GRAPHS ON SHEET 2 SELECT MULLION SIZE WITH A LOAD DURATION INCREASE IN ALLOWABLE STRESS IS USED IN DESIGN OF STEP 5 DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED ANCHORS INTO WOOD ONLY. IN STEP 1 ABOVE. MATE ��RIAS INCLUDING BUT NOT UMITED TO STEEL/METAL SCREWS, THAT COME INTO USING ANCHOR TYPES ON SHEET 4, AND ANCHOR GRAPHS `drawing no. CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS STEP 6 ON SHEET 3, SELECT ANCHOR TYPE WITH DESIGN RATING u M95-06A OF 2004 FLORIDA BLDG. CODE SECTION 2003.8.4 (SUPPLEMENT 2005). MORE THAN THE DESIGN LOADS SPECIFIED IN STEP 1 ABOVE. sheet 1 of 4 O m MULLION LOAD CHART m MULLION LOAD CHART ID MULLION LOAD CHART a 1"x2"xi/8" TUBE 1"x3"x1/8" TUBE .�I 1"x4"x1/8" TUBE `Oo i 6063-T6 YM1X2 6063-T6 YMiX3 6063-T6 YlliZ aho ,� I i z w I I Z N O � m 0 O r, E u i M Li I ! 0— / I 3' o M (n in U) a _. .�. _.. - -. _._ Q_ 4 B U ( w �o Hr H � I H � I' Z O ❑ OO � �a J J �o co 14 N Zm ZZU �zvK' v Wm Wm WmzV4 Ln ❑ `Ds 0 5/ 3 r.❑ � 3.. ❑ .o m m m Q LDLO LD Z r� 74 1 4" rn M Z rmi6 rmi (y)Ill, I Ill Jill 777-r _j o 20 30 40 50 60 70 80 20 30 40 SO 60 70 80 20 30 40 SO 60 70 80 TRIBUTARY WIDTH - INCHES TRIBUTARY WIDTH - INCHES TRIBUTARY WIDTH - INCHES We >� ANCHORS TYPE AA OR C HORIZONTAL MULLION ^ a ANCHORS Z 3� m TYPE A.S. OR C m NG MULLION LOAD CHART MULLION LOAD CHART 11 P DUI 3 S o n .� 2"x4"xi/8" TUBE 2" x 6" TUBE k. - - Q w 6063-T6 Yli ID 6063-T6 YM2X6 VERTICAL MULLION - B" r+ Z ANCHOR ANCHORS m GLAZING GLAZING 0 i DETAIL #1 A.B. OR C v rl PRODUCT PRQDUT to §I GLAZING GLAZING m LL ALL PRODUCT PRODUCT U7 (nm c IL O_ m ° 4 .-a I ID 4 I c W Q' m ANCHORS o N a ❑ ❑ Q, AB, OR C � >51 pQ W1 W2 MULLION SPAN = J M J m z IDQr 4 1/ Z ❑ o o N F-1 Hw m 6 L3 LD w m [TRIBUTARY WIDTH = W1 2 W2 > v p .D ❑ m 1 1 e' TYPICAL MULLION ARRANGEMENTS W m Engr. DR. HUMAYOUN FAROOO N LD STRUCTURES I iv FLA PE 16557 C.A.N. 35388 EO 1 0'" A Nae ME- _Anew-.J 1 m m drawing no. 20 30 40 50 60 70 80 20 30 40 50 60 70 80 M95-06A TRIBUTARY WIDTH - INCHES TRIBUTARY WIDTH - INCHES sheet 2 of 4 m ANCHOR LOAD CHART m ANCHOR LOAD CHART m ANCHOR LOAD CHART io ANCHORS TYPE A .�-I I 5R1 S/ "M LL SP. 00 z 5� 5/ cza �Ln , YANCA S Z in `° ,z� ID It 57" © o o 04 ID 6 o M a. LL. LL. LL. O V) Ul Ul Ln U w ' o 0- I (Z I 0- m Q1'Z j n ;;ID I L9 I ID Occ) iE aa � ❑ O ❑ aID aID aID Gz, LL1 0cc) 0 o aI z � J J m _j dw�� `' Z 38-3/8 ULL S AN Z Lp Z 84" 0LDH � H � H Z I Ul (n [n IQ LLI ID W ID LJ ❑ �0 0 %.0 ❑ ID 96 Z O 00 Ltd LL 9 ID w �D12 cO m d� m Iva 74*' ANCHORS TYPE B ANCHORS TYPE C _ YANCB YANCC 14 ~ 3 `fi J N 3 � � I m 20 30 40 60 60 70 BO 20 30 40 50 60 71111 111 ,11111 [ lit -Irli 111111111 111 . 111 [lilt lilt 111 7 r I r7. .. . . . . 0 80 30 40 SP1 60 . 70 80 2 8 z� TRIBUTARY WIDTH - INCHES TRIBUTARY WIDTH - INCHES TRIBUTARY WIDTH - INCHES J Mot! ANCHORS TYPE A,B, OR C HORIZONTAL MULLION TYPE AA CHORS FOR ANCHORS DESCRIPTION SEE SHEET 4 OF 4. `OR C GLAZING c PRODUCT 3 2 i w VERTICAL y CLCL MULLIONm __f Z ANCHOR GLAZING GLAZING J] ANCHORS MIN. EDGE DISTANCES FOR ANCHORS: 0� DETAIL #1 AB, OR C INTO CONCRETE AND MASONRY = 1-7/8" FOR 3/16" TAPCONS a PRODUCT PRODUCT �' a = 2-1/2" FOR 1/4" TAPCONS c it GLAZING GLAZING INTO WOOD STRUCTURE = 3/4" FOR 3/16" TAPCONS aPRODUCT PRODUCT = 1" FOR 1/4" TAPCONSa'�INTO METAL STRUCTURE = 3/8" FOR ALL ANCHORSIn ANCHORS O1 A.B. OR CI- Engr. DR. HUMAYOUN FAR000 N R l MULLION SPAN STRUCTURES i N W1 W2 FLA. PE 111 16557 _ C kN. 3538 y, a o ° a u TRIBUTARY WIDTH = wt 2 w2 UG h drawing no. M95-06A TYPICAL MULLION ARRANGEMENTS sheet 3 of 4 0 ANCHORS TYPE `A' I ANCHORS TYPE 'B' ANCHORS TYPE 'C' � a oWOODf I ° 3/16" 0 TAPCON 1/4" 0 TAPCON TOTCH ACCOMODATE HCK 0 0) 1 JNTO 28Y BUCKS a ° INTO WOOD STRUCTURES CLIP ANGLE TO MASONRY L zI " 1-3/8` MIN. WOOD EMBED 1-3/4` MIN. WOOD EMBED 0 0 ZO. d 1/ ANGLE 2/ ANGLE2 X 2 X 1/8` ° E- 2 X2X1/8- ° 2 X 2 X 1/8" ° ALUM ANGLE ° ALUM ANGLE ° ALUM ANGLE e° 0 M III 14 S.M.S. _ 14 S.M.S. / 14 S.M.S. _ 0 a v 2/ ANGLE °—e 2/ ANGLE —d 3/ ANGLE Q+= m ° C> e3/16' 0 TAPCON ____ __ ___ 1/4" 0 TAPCON ___ __ 1/4" 0 TAPCON V W --- -- THRU IBY BUCKS INTO MASONRY --- -- ' THRU IBY OR 28Y BUCKS INTO MASONRY Z-- -- 'I--1-1/4" MIN. EMBED z w r%ido. g I 1-1/4' MIN. MASONRY EMBED ° 4 1-1/4" MIN. MASONRY EMBED :2/ ANGLE QJ Q Q ----C--- -- ° 41/ ANGLE ----�---- -- 1 2/ ANGLE --- --- -- -- 1 O a r,Lo N 3 U e w W N _M Z �— MULLION MULLION MULLION d °. Z N F CONCRETE OR ° CONC. FILLED BLOCKS M I 19Y OR 2BY 18Y OR 2BY Z °aS WOOD BUCK :MOOD BUCK 0 C -MULLION d MULLION MULLION 2X2X1/8" J 0 .74 2 X 2 X 1/8" °., 2 X 2 X 1GLE ° ALUM ANGLE ALUM ANGLE ALUM ANGLE ° 3-5/8" LONG N W 2-5/8` LONG 2-5/8' LONG ° LLJ Z] Q I I I Z_ 3 L` I O O I _ OZ_ I d § Z I Z� p ce_ C3 ° . m OZ I °.G 0 _Z J OJ v C! I O ° M g Q M uW _j } 00 M ---J---- -- c ---J---- -_ d 1 I • I 1/2" ° 1/2" ° MAX. ----f---- -- v 1.500 �• MAX. 1.500 4 1/2' MAX. $ MAX. ' ° p 0 NOTCH ANGLES TO 1.500 0 MULLION MISS MARBLE SILL MAX. `v c OR TRIM m a I #14 X 1-1/2' SMS OR 2 X 2 X 1/8` I 1 /14 SMS 14 x 2-1 2" SMS ALUM ANGLE SEE CHART FOR QUANTITIES / OTY As PERSTE WOOD BUCKS NOT BY YALE OGRON y SEE CHART FOR QUANTITIES # 14 S.M.S. , I ANCHOR I NO. OF A. a OR c MUST SUSTAIN LOADS IMPOSED. 0 m Q N 2/ ANGLE ---- -------- ----- ---- CHART SCREWS ) I TYPE A m o 1 r 1.500 I j i � TYPE B • 3 � c 1 I MIN. I I ----- ------ ------- ---- TYPE C 4 I I I T ---ice— -- •_ ca I I r I I I TUBE MULLION i t h l l K _ I u n Engm DR. HUMAYOUN FAROOO N o I i I I I i 1/8" THICK ALUM CHANNEL I I -� STRUCTURES u) i I I I I FLA PE # 16557 LENGTH TO FIT SNUG I I I I C.A.N. 3538 a I I INTO MULLION I I I I #10 SMS - w a �I Lt 1/ CHANNEL ° da e ° I I 1 1 q ° d ° I I TUBE MULLION LMUWON 1/2" MAX. d ° a ° drawing no. A 3/16. DIA. TAPCON 4 d 9-1/2` MIN. EMBED ANCHOR DETAIL 1 ONE PIECE CLIP M95--0 PREdAST CONC. Yi 1/ ANGLE $ SILL METAL TO METAL CONNECTION ALTERNATE TO ANGLES ALL CASES sheet 4 of 4 Miami shores V"iflage Building Department R 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 F&S Contractors LLC. to perform special inspector services under the Florida Building Code at the 361 NE 97th Street project on the below listed structures as of 08116/13 (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>3Y LONG OR 6'HIGH 2319.17.2.4,2(R4409.6.17.2.4.2) SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(R4407.5.41 SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2) SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404,43A� I o SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4406.9.12) " SPECIAL INSPECTOR FOR Note.Only the marked boxes appy The following individuats)ern yed by this firm or me are authorized representatives to perform inspection 1. 'Tose Kemo" 2.777777777777-,� 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. 1, (we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing Inspection services. 1,(we)understand that a Special Inspector inspection tog 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 tie completed inspection log form and a sealed statement indicating that to the best of my knowledge,belief and profsrzional iLdqment 11hose portions of the project outlined above meet the intent of the Florida Building Code and are in s"bribal sGwdan^e with d-ke approved plans. Signed mind Seaietl Engineer/ rr. itecr Name .&'i�40 L'74/to�k- G "WT) AddressJuW -e)khl 90 9' /�tAj DATE: 08/16/13 Phone NQ. X96 297 5922 Created on&1012009 R m All goal Most" Miami Shores V illage 41 to Building Department R 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 F&S Contractors I-I-C. to perform special inspector services under the Florida Building Code at the 361 NE 97th Street project on the below listed structures as of 08116/13 (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: c, SPECIAL INSPECTOR FOR'OILING, OILING,FBC 1822,1.20 o SPECIAL INSPECTOR FOR TRUSSES>35 LONG OR 6 HIGH 2119.17.2.4.2(R4409.6.17,2.4.2) nv SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(84407.5.41 10 SPECIAL INSPECTOR FOR STEEL CONNECTIONS,F8C 2218.2(R440&5.2) 91 SPECIAL INSPECTOR FOR SOIL COMPACTION,F8C 1620.3.1(R4404,4.3.4t * SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9,12) * SPECIAL INSPECTOR FOR Note.,Only the marked boxes appiy. The following individual(s)employed by this firm or me are authorized representatives to perform inspection 1. Jo-ie Ktmo'.') 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. 1, (we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing Inspection services. 1.(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 inste-:tI.-n tkc completed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and pr;yiarsion;J udgrr-ant inose portions of the proje outlined above meet the intent of the Florida Building Code and are in GUK'Aanlid;'Imordirim wir;the approved plans. Signed and Sea td Engineer/Arrhitect Nairnel_��oe tp"T� Address -g' 9-33193 A.T L. OZ/16/13 Phone No. :3122 Creaictel or?611012009 LEVHTED POWER OF ATr® Y (REAL ESTATE) Jim Holt, has constitute and Appoint Samuel Fleischer of F & S Contmetors LLC, located at 21006 Rest Dixie Hwy Miami Fl 33180, lawful attorney for it and its name, place and stead, giving ad granting unto said attorney full power and authority to negotiate and execrate any and all agreements, contracts, affidavits, including, but not limited to, a Permit Application and Notice of Commencement, and/or any other documents pertaining thereto in connection with the CITY OF MIAMI SHORES Permit Application for interior improvements and/or construction as the property located at 361 NE 97h St Miami Fl, as he in its discretion may deem advisable, giving and grating unto said attorney full power to do and perform all and every act and thing whatsoever requisite and necessary to be done in and about the premises as full to all intends and purposes, as it might or could do if personally present, with full power of substitution and revocation, hereby ratifying and confirming all hat Samuel Fleischer, of F&S Contractors LLC said attorney or their substitute shall lawful do or cause to be done by virtue hereof. -rWa.V& This Power of Attorney shall be effective for a period of. (12)months,or until such time as the matters disclosed herein have been completed. 1 044th day of October in the year two thousand and eleven(2012) Jim Holt By 4W STATE OF FLORIDA COUNTY OF -DADE The foregoing instrument was acknowledge before me this 4h day of October,2012,by Jin Holt ! r`` Notary Publi ,State of Florida EW",: NEL S.CHARLES ublic-State of Florida.Expires Dec 99,2092F : ission#DD 844814 STATE OF FLORIDA 13 DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING HOARD (850) 487-1395 1940 NORTH MONROE STREET •� ...+ TALLAHASSEE FL 32399-0783 FLEISCHER, SAMUEL F & S CONTRACTORS LLC 1910 NE 197 TERRACE MIAMI FL 33179 STATE OF FLORIDA AC# 6 4 50 L 3 Congratulationsl With this license you become one of the nearly one million DEPARTMENT OF BUSINESS AND Floridians licensed by the Department of Business and Professional Regulation. PROFESSTPK" REGULATION. Our professionals and businesses range from architects to yacht brokers,from boxers to barbeque restaurants,and they keep Florida's economy strong. CGC1510983 0$f03/i2 120046154 Every day we work to improve the way we do business in order to serve you better.; For information about our services,please log onto www.myfloridalleense.com. CRTIFIED�G�RAL CONTRACTOR There you can find more information about our divisions an the regulations that ;, FLEISCHEk� impact you,subscribe to department newsletters and learn more about the i F & S CONTRACT0,95 LLC Department's initiatives. Our mission at the Department is:License Efficiently,Regulate Fairly.We constantly strive to serve you better so that you can serve your customers. IS CERTIP7ZD under the provisions of ch,489 Fs Thank you for doing business in Florida,and congratulations on your new licensel msdratim date. AUG 31, 2014 L12080300429 DETAGH HER E__ __ ��---- --- ------- - THIS DOCUMENT HAS A COLORED BACKGROUND-MICRO PRINTING-LINEMARKY-PATENTED PAPER AC# 6245013 STATE OF FLORIDA DEPARTMENTTTINBIUSTYRLICqORTION CONST NG A SEQ#L12080300429 z. LICENSE NBR �" 108/03/2012 120046154 CGC1510983 . The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of ChaptEar 489 . Expiration date: AUG 31, 2014 1 FLEISCHER, SAMUEL F & S CONTRACTORS LLC 21006 WEST DIXIE HWY MIAMI FL 33180 i RICK SCOTT KEN LAWSON GOVERNOR SECRETARY DISPLAY AS REQUIRED BY LAW 29/01/2014 15:03 305.466.9308 Karen Rogglero Page 1/1 Policy.Nurriber: Date Entered;- 0-1/29/2014 CERTIFICAM OF LIABILITY INSURANCE 1 1/29/2014 THIS dtktI0V_,ATE'.IS lStUED AS.A INFORMATION ONLY AND.CONFERS NO*mdkt6 UPON.'THE cmikcAn HOLDER. tkit CERTIFICATE DOES NOT AFFIRMATIVELY OR MCIATIVELY AMEND, EXTEND* OR ALTER THE COVERAGE*AFFORDED; BY THE POLtCjE$ a.ELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CON-TRACT'BM- EEN 'THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER.AND THE CERTIFICATE HOLDER. IMPORTANT. It the.tortfficate.holder Is an ADDITIONAL INSURED, the policy(iss)-must be endorsed. It SUBROGATION.IS WAIVED..subject to the terms and conditions of the policy,Certain policies may require an ondomament. A statement on this•cortificata.do"not oonfer.rigo"'tp certificate holder*in,iiLi of Such,a-n doftomint(s). . . . . . . . . . PRODUCER. NAM CONTACT La Ant.111ana Insurance Agency 900 W 49th STREET. # 556 (30511382-04-78 (305)8$2-0:4:7'$' -Hialeah, Fl. 33012, - INSUREA(M AFFORDING COVERAGE NAICN IN9URVRA':'ZNDUP_%=E ANERICAN SPECIALTY. INSUR" V. & S CONTRACTORS LLC R'S: INSURE 10UAIER:C,� .210.06 W DIXIE RW.. MIAMI, FL 33180 1N10REKE:;. . . . COVERAGES CERTIFICATE NUMBER,.' REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF-INSUAAr4Ce IIS`rEo-arzLoVV:HAVE-SEEN.-ISSQft TO THE WSUREO NAMED . . i ' ' A90VE FOR P T E POLICY PERIOD IOD NDICHTED. NOTYATHSTANDIN ANY REQUIREMENT',.TERM; CONDITION.OF' OR;OTHER. WHICH*THISCERTIFICATE MAY BE:ISSUED OR *MAY .PERTAIN,'THE IN§bRANCE.AFFORDED 9Y*'iHPOLICIESIES DESCRIBED.HEREIN IS SUBJECT TO ALL THE TERMS, :EXCLUSIONSAND CONDITIONS OF SUCH POLICIES.LIMITS-.SHOWN MAY HAVE BEEN REDUCED-BY PAID CLAIMS: LTR rMS Or-INSURANCE LIMITS* CoRNMALLIABILIW -000;000 -EACH.=URRENCE .A 'OMMFRV4 GENERAL UAKITY3 08/-06120.14- ba/08/-201. PREMISES(EaoccunenWf 5100,000 cLArMs MAZE O=UA MmExp(" SS,0001.,000,0.0 .1,000,000 PERSONAL&A0VWJURY 2 -2,000,000 GENERAL AOGRE2��E S GENL*AGGREGATF IT.A ' PtL—,FS PER .!$-1 000,000___ P%Icy P1101 'IMT AUTOMOSLE LIABILITYCOMEW•110r.$INGLE LIMI•T . . . . . . .. . . I ko,ALiTb 8OE)ILY')NjuRy(per parson) S. .. . . . . . . . . . . . . . ALL OWNED SCHEDULED UT AUTOS A os A BOMLY INJURY(Pr ai :cideml)j NON-OWNED HIREDAUT06 A VTOS OCCUR i EACH OCCURRENCE: . .. . . . EXCESS CLAIMS-M10£::' ... ... . AGGREGATE. . . . . . . . ... ..... DED.. RETENTIONS . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . .. . . . ... ... WORKERS COMPENSATION • OTH- AND EMPLOYERS'UABUTY ER . . . . . . Ytk*i i A.�YPROPRittORMAtqTNER/EXECLMVE MIEMSER EXCLL[Ot�l :N)Aj I El.EACH:AdC�IDENT. . . . .Is. . OFFICER . . . . (Marxiatory in.N.H) i . . . . . . . . . E.t.DISEASE.-FA EMPLOYEE:!i under . •. . . . . . . ... . . E.t.DISEASE.-POLICY LIMIT j$.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . DESCRIPTION OF OPERATIONS I LOCAT"S f;;;j;i7L;8ACOft'1I;1,tdKn.I'ftM njoi-e poude I re%*W) (A-ch CERTIFICATE HOLDER SHOULD ANY OF ABOVE,DESCRIBED:110LICIES BE-CANCELLED BEFORE CXTY OE' MIAMI S1t0A"+ THE EXPIRATION DATE. THEREOF, *NOtICC- WILL BE DeUVERED IN 10050 NZ 23rid. AC:�'ORDANCE wri THE POLICY PRowsiow.: blIANZ SH S, 331-39 ....... ... . . . . . . . ORE� AUTNOR12�M.REPRESEIIITATIVE. -.20110.ACORD CORPORATION. All rights reverVed. ACORD 25(2010705) TheACOkD name and l000 are regi s.of ACORD' P(00vC8d.QVrQ Farms 8065+Plus software www FormsSoss=m-impmosiv.e Puwjsftng SOD-209-1977 003609 Local Business Tax Receipt Miami-Dade County, State of Florida THIS IS NOT ABILL-DO NOT PAY %.. LBT/ 5938064 BUSINESS NAMEMOCAMON RECEIPT NO. EXPIRES F&S CONTRACTORS LLC RENEWAL SEPTEMBER 30, 2014 21006 W DIXIE HWY 6194765 Must be displayed at place of business MIAMI FL 33180 Pursuant to County Code Chapter 8A-Art.9&10 OWNER SEC.TYPE OF BUSINESS PAYMENT RECEIVED F&5 CONTRACTORS LLC 196 GC^'ORAL BUILDING CONTRACTOR BY TAX COLLECTOR Worker(s) 1 CGC1510983 $75.00 09/05/2013 TXHS1-13-054484 This Local Business Tax Receipt only confirms pant of the Local Business Tex.The Receipt is not a license, na�ngovernmental regulatory eweor a certification at the land requirements w ich appto do ly to theusiness ldOF must comply with airy govemmeirtel or The RECEIPT N0.above must be displayed on all commercial vehicles-Miami-Dade Code Sec 8e-216. For more information,visit www miamidad a.aoyA cOfIactat 01-02-2013 JEFF ATWATER STATE OF FLORIDA CHIEF 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: 01/02/2013 EXPIRATION DATE: 01/02/2015 PERSON: FLEISCHER SAMUEL FEIN: 205228621 BUSINESS NAME AND ADDRESS: F & S CONTRACTORS LLC DBA F & S CONTRACTORS LLC 21006 WEST DIXIE HWY MIAMI FL 33180 SCOPES OF BUSINESS OR TRADE: 1- LICENSED GENERAL CONTRACTOR IMPORTANT: Pursuant to Chapter 440 . 06114►, F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.06112►, F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.061131, F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. QUESTIONS? (850) 413-1609 OWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 01-11 PLEASE CUT OUT THE CARD BELOW AND RETAIN FOR FUTURE REFERENCE STATE OF FLORIDA IMPORTANT DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS'COMPENSATION Pursuant to Chapter 440.051141, F.S., an officer of a corporation who CONSTRUCTION INDUSTRY elects exemption from this chapter by filing a certificate of election CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA L under this section may not recover benefits or compensation under this WORKERS'COMPENSATION LAW a D chapter. EFFECTIVE: 01/02/2013 EXPIRATION DATE: 01/02/2015 Pursuant to Chapter 440.05(12), F.S., Certificates of election to be PERSON: SAMUEL FLEISCHER H exempt.. apply only within the scope of the business or trade listed on FEIN: 205228621 E the notice of election to be exempt R BUSINESS NAME AND ADDRESS: E Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt F & S CONTRACTORS LLC and certificates of election to be exempt shall be subject to revocation DBA F & S CONTRACTORS LLC if, at any time after the filing of the notice or the issuance of the 21006 WEST DIXIE HWY certificate, the person named on the notice or certificate no longer meets MIAMI. FL 33180 the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the SCOPE OF BUSINESS OR TRADE: person named on the certificate to meet the requirements of this 1- LICENSED GENERAL CONTRACTOR section. QUESTIONS? (850) 413-1609 CUT HERE Carry bottom portion on the job, keep upper portion for your records. Developed by MECA Enterprises, Inc. Copyright 2013 ........... Date : 6/13/2013 Project No. Company Name : Designed By Address Description City Customer Name : State Proj Location : File Location: C:\WORK\MY PROJECTS\2012\(12032) 361 NE 97 Street\CALC\WIND FOR dERANDA.wnd r`- r` 1 7P ,of Ilo�f iI Ar I i r I 121 Walls Hip Roof 7 = H All pressures shown are based upon ASD Design, with a Load Factor of . 6 Width of Pressure Coefficient Zone "a" = 4.6 ft Description Width Span Area Zone Max Min Max P Min P ft ft ftk2 aCp aCp psf psf -------------------------------------------------------------------------- WALL 2.00 11.00 40.3 4 0.89 -0.99 51.30 -56.08 WALL 2.00 11.00 40.3 5 0.89 -1.19 51.30 -65.31 10SF 2.00 5.00 10.0 1 0.50 -0.90 32.51 -51.64 10SF 2.00 5.00 10.0 2 0.50 -1.70 32.51 -89.88 10SF 2.00 5.00 10.0 3 0.50 -1.70 32.51 -89.88-- 10SF 2.00 5.00 10.0 .00 .00 16.00 -16.00 lOSF 2.00 5.00 10.0 .00 .00 16.00 -16.00 25SF 5.00 5.00 25.0 1 0.42 -0.86 28.71 -49.73 25SF 5.00 5.00 25.0 2 0.42 -1.50 28.71 -80.37 25SF 5.00 5.00 25.0 3 0.42 -1.50 28.71 -80.37 25SF 5.00 5.00 25.0 .00 .00 16.00 -16.00 25SF 5.00 5.00 25.0 .00 .00 16.00 -16.00 50SF 5.00 10.00 50.0 1 0.36 -0.83 25.83 -48.29 50SF 5.00 10.00 50.0 2 0.36 -1.35 25.83 -73.18 50SF 5.00 10.00 50.0 3 0.36 -1.35 25.83 -73.18 50SF 5.00 10.00 50.0 .00 .00 16.00 -16.00 50SF 5.00 10.00 50.0 .00 .00 16.00 -16.00 100SF 10.00 10.00 100.0 1 0.30 -0.80 22.95 -46.85 100SF 10.00 10.00 100.0 2 0.30 -1.20 22.95 -65.98 100SF 10.00 10.00 100.0 3 0.30 -1.20 22.95 -65.98 1OOSF 10.00 10.00 100.0 .00 .00 16.00 -16.00 100SF 10.00 10.00 100.0 .00 .00 16.00 -16.00 6X6.67 6.67 6.00 40.0 4 0.89 -0.99 51.33 -56.11 6X6.67 6.67 6.00 40.0 5 0.89 -1.19 51.33 -65.37 2.5X6.67 6.67 2.50 16.7 4 0.96 -1.06 54.54 -59.32 5 2.5X6.67 6.67 2.50 16.7 4 0.96 -1.06 54.54 -59.32 2.5X6.67 6.67 2.50 16.7 4 0.96 -1.06 54.54 -59.32 2.5X6.67 6.67 2.50 16.7 4 0.96 -1.06 54.54 -59.32 2.5X6.67 6.67 2.50 16.7 5 0.96 -1.32 54.54 -71.79 2.5X3. 3.00 2.50 7.5 4 1.00 -1.10 56.42 -61.20 2.5X3 3.00 2.50 7.5 5 1.00 -1.40 56.42 -75.54 GARAGE DOOR 7.00 8.00 56.0 4 0.87 -0.97 50.10 -54.88 GARAGE DOOR 7.00 8.00 56.0 5 0.87 -1.14 50.10 -62.91 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.96 Qhcc: .00256*V^2*Khcc*Kht*Kd = 47.81 psf Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF =0.000), Topographic Factor (Kzt = 1.00) and Reduction Factor (RF = 1.0) . The effective area for the parapet is 10 sq ft [0.929 sq m] to be conservative, which makes the Reduction Factor 1. Wien%%'w'?I+a2laa1.4 Lccx•ard pardon 01 n�rA:'CE r r p: �1a r� h, ('o Load Case A - Apply Positive Wall Pressure to Front and negative roof pressure to back. p1: Positive Wall Pressure on Front of Parapet (Zone 4) = 65.84 psf p1: Positive Wall Pressure on Front of Parapet (Zone 5) = 60.29 psf p2: Negative Roof Pressure on Back of Parapet (Zone 2) = -104.93 psf p2: Negative Roof Pressure on Back of Parapet (Zone 3) = -155.16 psf Load Case B - Apply Positive Wall Pressure to Back and Negative Wall Pressure to the front. p3: Positive Wall Pressure on Back of Parapet (Zone 4) = 60.29 psf p3: Positive Wall Pressure on Back of Parapet (Zone 5) = 60.29 psf p4: Negative Wall Pressure on Back of Parapet (Zone 4) = -71.42 psf p4: Negative Wall Pressure on Back of Parapet (Zone 5) = -110.50 psf i JOB: CA No.29652 www.dWmdmtg-corn SHEET No.: OF T� EMAIL:eirrtee@skyroderig.com CALCULATED BY. DA Phone:786 285 7157 Few 305.258 3345 Gni qo 37 JOB: /,44:!E7�- 12 7 CA No.29WO WmaWrodkeng.corn SHEEr No.: - OF EMAIL:aIffme@skyrockMcoin CALCULATED BY: DATE: Phone:786 285 7157 Far 305 M 3345 EN Florida's Product Approval System Page 2 of 2 SCIS Home log In Usw Registration tlotT%-4m St Surcharge Stats 8 resets Pubibmt1aw FOC Staff HCIS Sita Nap Links Search . Business -- -;o ff u Prafessior�al sw Search Criteria kcfut-Seer-1 Code Version 2010 FL* 11473.5 Application Type ALL Product Manufacctlrrer ALL Category ALL Subcategory ALL Application Status ALL Compliarrce Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model,Number or NameALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resent ALL Design Pressure ALL Other ALL Search Results-Applications Editorial Change Simpson Strong-Tie Cm Mark R Barrow,PE Approved FL#:FL41473.5 Model:HETALI2,HE'rAL16,HETAL20 850)501-0005 Description:Embedded Truss Anchor Category.Structural Components ufhcateg .Wood Connectors _•Approved by DBPR.Approvals by DBPR shall be reykwed and retdW by to POC and/or the Commission if necessary. Contact US::2940 Nurtlr Monroe StrneG Tallahassee FL 3Ys99 Pharre:85D487--1824 The State of Florida is an ANEEO employer.Coovdaht2007-2010 State of fforhla.::Privacy$al erri::Acyossft Statement::Refund Statmcteltt Under Florida law,email addresses are public records.Vtion do riot want yaw e-mail address released to response to a pubOc-retards rquest�do riot send electronic mail to this entity.Instead,contact the efface by phone or by eadimnal wadi IP yea have any grestiurw,pig contact 1150.487.1395.*Pursuant to Section 455.275(1 Edda Statut%eHectim October 2,2W.licensees9 under Chapter 455,F.S.must pmvlde the Departrnent with an email address if May have one.The emits provided may be used borof *l aurrmaare[ " with the Howeveremil address are public record.If you do not wtrh to supply a personal address,please provide the Departnignt with an emit address which can be made availaltle to the public.To det ennine If you are a tae—under Chapter 455'F.S..Pleaclick ii . ProdnctApProvat Acmpaw FINEEM v�unn` Z 260'3-2010 TPP-RLOTUDA,LLC. Term3}!U5o PTiv3c'. -s:eerrtr.: http://www.irp-fl.com/CommunityPages loridasProductApprovalSysteWtabid/132/Default... 4/5/2013 Jax Apex Technology, Inc. FBPE CA NO.7647 4745 Sutton Park Court,Suite 402 a Jacksonville,FL 3222419041821 6200 oS Flo : i t Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion,the product,material,system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code,SUBJECT TO THE LEWTATIONS IN THIS REPORT Jeffrey P.Arneson,an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report.Apex Technology is the prime professional, as defined in Florida Rule 61G-30.002,authorized to sell the engineering services performed by Jeffrey P.Arneson, and is in no way acting, nor attempting to act,as an approved evaluation entity. Neither Jeffrey P.Arneson, nor any other employee of Apex Technology,has performed calculations or testing for the products listed in this report This evaluation is based solely upon the review, under the direct supervision of Jeffrey P.Amason,of testing;and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the worts performed is consistent with the intended use of the product,and that the methods used are in compliance with,or meet the intent of,the Florida Building Code.All test reports were prepared by an approved testing laboratory. REPORT NO.:SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG-TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1.CERTIFICATION OF INDEPENDENCE: Jeffrey P.Arneson,the Florida engineer who prepared this report,and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P.Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 9B-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong-Tie Embedded Truss Anchors META12, META14, META16, META18, META20,META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETALI2, HETAL16, HETAL20, HHETA12, HHETAI6, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36,MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28 2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3.SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building I Code,Building. 4. DESCRIPTION: j 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters,or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails,and fastens to the wall with either%X2%4p Titen Masonry Screws for a masonry wall, or%x19/"Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1.See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters,or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either%x2'/4 Then Masonry Screws for a masonry wall,or Y4x19/A Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1_ The galvanized dating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters,or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson %X 1'/"SDS screws(provided with the part),and fastens to the wall with either%x2'/4p Titen Masonry Screws for a masonry wall, or%4x19/a Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule,dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HMS. 4.4 HGAM10 Hurricane Gusset Angle.The HGAM10 is used to anchor wood trusses, rafters,or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson%X 1'/a"SDS screws(provided with the part),and fastens to the wall with %X2'/4"Tden Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong-Tie fastener schedule, dimensions and allowable loads are shown in Table 1.See Figure 3 for additional details of the HGAM10. 4.5 META,HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member(usually a truss)to a masonry or concrete wall. Embedded truss anchors fasten to a single-ply wood truss with 10dxl%nails or to a multiple-ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor(4"for META, HETA,and HETAL, and 51/16"for HETAL.The strap portion of the anchor is 1%a"wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1,with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor.The LTA7 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx1'/"common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single-ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dx1'/2"nails. They are embedded in the masonry or concrete wall to a depth of 4%inches. The strap portion of the anchor is 1'/B"wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1,and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga.steel and the seat is 18 ga.steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule,dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM,MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1%4 wide for use on 1 W and larger members. They are installed with 10d common nails to the wood and either '1x2'/4"Titen Masonry Screws to masonry, or'/4x1s/"Titen Masonry Screws to concrete. The MSTCM Strap is 3"wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either%x2'/4 Titen Masonry Screws to masonry,or%4x13/"Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR,FGTRE, FGTRHL,FGTRHR Face Mount Girder Tie Down. The FGTR is a non-pitch specific girder tie down that can be used in new construction or retrofit applications to be down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Strong-Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity.The FGTR fastens to the truss with Simpson Strong-Tie SDS'/"wood screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie'/2" diameter Titan HD fasteners,which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 10 11 1011 Grade 33 steel having Fy=33ksi and F„=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and Fu=52ksi.They have a gray powder coat finish. Girder tie down fastener schedule,dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong-Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong-Drive Screws(which are provided)to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be'/" deeper than the specified Titan HD length. The SDS screws are installed best with a low-speed Y2"drill and a'/"hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi(275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi(228 and 310 MPa), respectively.The galvanized coating complies with the G90 requirements of ASTM A 653.The steel thicknesses are 0.099"(2.51 mm)for the LGUM, and 0.173"(4.39 mm)for the HGUM.Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued-laminated lumber,or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce- Pine-Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp with ASTM F 1667 and shall have the minimum bending yield strength s Fy,: Common Nail Nail Shank Diameter Fy, (psi) Pennyweight inch 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot-dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 . Simpson Strong-Tie 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record,the Florida Building Code minimum standards,the following,or as noted in the report: Material Specification Minimum Compressive Strength Concrete,fc - 2500 psi Masonry,fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions Grout ASTM C476 2000 psi or by proportioniH 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc.and Product Testing, Inc.,and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM 8845, H756 2/27/90, 1216/00 HTSM 02-3667 1/30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 META Uplift 02-3674,02-3802, 6/4/02,6/8102,7/24/02,2/8/04 02-3861,04-4675 META F1 02-3674,02-3802 6/4/02,6/8/02 META F2 02-3674,02-3802, 6/4/02,6/8/02,7/24/02 02-3861 HETA Uplift 004-4676, 02-3862, 6/10/02,7/26/02,2/8/04 HETA F1 02-3803 6110/02 HETA F2 02-3803,02-3862 6/10102,7/26/02, HHETA Uplift 002-3674,02-3863, 6/4/02,7/29/02,2/7/04 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676,02-3863 6/4/02,7129/02 HETAL Uplift 06036, 02-3862, 6/10102, 7/26/02,2/8/04 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong-Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3128/08 DETAL F1 0795,0799 5112108,3F27/08 DETAL F2 0796,0798 6/05/08, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2113/02 LTA1 F2 02-3616 2/13/02 MSTAM24 Uplift 02-3795 5/17/02, 5/17/02 MSTAM36 Uplift 02-3795 5/17102, 5117/02 MSTCM40 Uplift 02-3796 5131/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 045004, 04-5005 10/6/04, 10/6/04 FGTRE Uplift 045010 10/29/04 FGTRHL/R Uplift 04-4915 10/13/04 LGUM Down M202,M 203,M204, 7/13/06,7/13/06,7/13/06,7/14/06, M222, M224 8/03/06 LGUM Uplift M211, M212,M213 8/18/06,8118/06, 8/21/06 HGUM Down M207, M209,M216, 9/11/06, 9/11/06, 10/20/06, 10/20/06 M217 HGUM Uplift M729, M731 8/3/06,8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building,and the Florida Building Code, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this reporL 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+Design Lateral Perp.to Plate/Allowable Lateral Perp.to Plate< 1.0 10.CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie _- www.skyrockeng.com ANSWER TO BUILDING DEPARTMENT COMMENTS REVISION #1 (REWORK) FOR REMODELING AND ADDITION PROJECT AT 361 NE 97TH STREET MIAMI SHORES, FLORIDA PREPARED BY: AIMEE RODRIGUEZ, PE. LICENSE No. 69701 CA No. 29652 Phone:786.285.7157 Fax:305.258.3345 Email:aimee@skyrockeng.com Answer to Building Deaartment Comments STRUCTURAL COMMENTS 1. Please, find attached special inspector forms. 2. Please, see attached product approval. 3. Please, see updated roof plan. It has been redesigned for 3:12 roof slope at new veranda. BUILDING COMMENTS 3. Please, see north location on structural drawings. 6. Please, see attached sheet S-1 7. Please, see sheet S-1 and S-2 for demolition. 10. Please, see roof plan. Roof pitch have been updated. 11.Please, see updated footing schedule on sheet S-6. 13. Please, see updated roof framing plan. 14. Please, find attached special inspector forms. 15. Please, see roof framing plan. Mark of connector to be used for each rafter is shown next to the uplift/reaction box. 16. Wind pressure for window and doors have been added. 18. Please, see updated structural notes. 19. Please, see updated roof plan. ♦ 'Rft Miami Shores Village Building Department �lpR�► 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 A to perform special inspector services under the to'da B ' ing Code at the v ject on the below fisted structures as of 0 (date).I am a registered architect or profes6onal engineer licensed in the State of Florida. PROCESS NUMBERS: Tac /3— 3 1 ❑ SPECIAL INSPECTOR FOR PIUNG,FBC 1822.1.20(84404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(84409.6.17.2.4.2) W SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2172.4(84407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(84408.5.2) SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS A ATTACHMENTS,FBC 1927.12(84405.9.12) ❑ SPECIAL INSPECTOR FOR Note:Only the marked boxes apply. The fo owing individual(s)em oyed by this firm or me are authorized representatives to perform inspection 1, i /1:5!d.--I 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 Shares Village Budding Department of any granges 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 WO 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 an ed Engineer/Ar, hitect Nam 7 i;o77.e e– �i� �n Address /Z 3 220 5 /�� DA*10 / Phone No. 7,fi 2JS 7/S-7 Created on 6/10/2009 Developed by RECA Enterprises, Inc. Copyright 2013 Date : 6/13/2013 Project No. Company Name : Designed By Address Description City Customer Name State Proj Location File Location: C:\WORK\MY PROJECTS\2012\(12032) 361 NE 97 Street\CALL\WIND FOR VERANDA.wnd All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 180.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 1.00 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ,ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 3 : 12 Slope of Roof(Theta) = 14.00 Deg Ht: Mean Roof Ht = 27.00 ft Type of Roof = Hipped RHt: Ridge Ht = 29.00 ft Eht: Eave Height = 25.00 ft OH: Roof Overhang at Eave= .00 ft Roof Area = 2438.00 ft^ 2 Bldg Length Along Ridge = 70.00 ft Bldg Width Across Ridge= 46.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gust1: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 16.20 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 433.68 ft Q: (1/(1+0.63*( (B+Ht)/Lzm)^0.63) )^0.5 = 0.91 Gust2: 0.925*( (1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm) ) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi Internal Pressure Coefficient = +/-0.18 Topographic Adjustment 0.33*z = 8.91 Kzt (0.33*z) : Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z) ]^0.5 = 180.00 mph Net Wind Pressures on Malls (Table 27.6-1) Wall Pressures do not Include effect of internal pressure L/B = 1.52 ph: Net Pressure at top of wall (windward + leeward) = 40.60 psf p0: Net Pressure at bottom of wall (windward + leeward) = 39.28 psf ps: Side wall pressure acting uniformly outward = .59 * ph = 24.04 psf pl: Leeward wall pressure acting uniformly outward = .32 * ph= 13.10 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 27.50 psf 02- pwO: Windward wall pressure acting uniformly outward = p0-pl = 26.18 psf L/B 0.66 ph: Net Pressure at top of wall (windward leeward) 43.64 psf pO: Net Pressure at bottom of wall (windward + leeward) 42.12 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 23.57 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 16.58 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 27.06 psf pwO: Windward wall pressure acting uniformly outward = p0-pl = 25.54 psf See Fig 27-6,2 for Parapet wind Roof Pressures pressures See Table 27.6-2 Mean roof ht. Pt Wind Wall Pressures h B Sep Table 27.6-1 �-4 Plan Not Wind Pressures on Roof (Table 27.6-2) : Exposure Adjustment Factor = 1.000 Zone Load Casel Load Case2 psf psf ---- ---------- ---------- 1 -42.14 6.08 2 -28.68 -8.54 3 -42.96 .00 4 -38.29 .00 5 -31.43 .00 Note: JL value of 101 indicates that the zone/load case is not applicable. f4 G h.5L tt - - Hipped Roof Parapet Wind Loads (Figure 27.6-2) : ----- ------ / f�61�114-313I1S,?1d011mWI'R PP i flow all pamWls alt�d pata(3;t Suri�u es 1 1 t i 1 tmmn roof h1. 1 � to 1 1 1 a 1 FAI1 j�- P�, t3'a11 pF�iSULC .4Ihe!gfth h 2.25 Timm,; the Ire sure &t nttink-d 9fom Tabic 27,6-1 for a hcight mc.mlrod to the tcp efttm pmpel Parapet: hp: Height to Top of Parapet = 27.33 ft php: Wall Pressure for L/B = 1 at hp (Fig 27.6-1) = 43.69 psf pp: Parapet total pressure (Leeward + windward) - 2.25*php = 98.30 psf www.skyrockeng.com ANSWER TO BUILDING DEPARTMENT COMMENTS FOR REMODELING & ADDITION PROJECT AT 361 NE 97 STREET MIAMI SHORES, FLORIDA PREPARED BY: AIMEE RODRIGUEZ, PE. LICENSE No. 69701 CA No. 29652 Phone:786.285.7157 Fax:305.258.3345 Email:aimee@skyrockeng.com www,skyrockeng.com Answer to Structural Comments In referent to the remaining comment, regarding to the NOA of Hurricane straps, please, note that in previous answer to comments, a package including the Florida Product approvals of connectors was submitted. Please, kindly review the previous answer to comments. Unfortunately, I was trying to contact you by phone to discuss this issue, but it was not possible to reach you by phone. Additionally, please, see below the list of connectors used in the project with its corresponding Florida Product Approval Number. CONNECTOR FLORIDA PRODUCT APPROVAL NO. U310 BY SIMPSON FL# 10531.60 HETA12 BY SIMPSON FL# 11473.3 HETAL12 BY SIMPSON FL# 11473.5 H8 BY SIMPSON FL # 11478.5 HTSM16 BY SIMPSON FL# 11473.11 U26 BY SIMPSON FL# 10655.144 HU46 BY SIMPSON FL # 10655.49 HTS16 BY SIMPSON FL# 10456.22 LTT19 BY SIMPSON FL# 11496.3 LU210 BY SIMPSON FL # 10655.19 LS50 BY SIMPSON FL# 10446.16 Phone:786.285.7157 Fax:305.258.3345 Email:aimee@skyrockeng.com Florida Building Code Online Page 1 of 1 BCS Hmre Log In User Re tratlan ""Topics Sub not Surcharge Stats&Facts PublimUm MCStaff BCS SM Map Links Search = 8usines Professional .>��Public User rOval • �,. P Lodu:'; opro-i! nu>?^^au^`a' I'cgt:)!i c d;> -.-. -:List ISeer�i'1 Cfiteria Code Version 2010 FL4 11496.3 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model,Number or MameALL Product Description ALL ;Approved for use in HVHZ ALL Approved for use outside HVHZ ALL iImpact Resistant ALL Design Pressure ALL :Other ALL ;Search Restdts-Applications -- ---- _....-.. Editorial Chang Simpson Strong-Tie Co. ]effrey P.Arneson,P.E.Approved FL#:,FL11496.3 Model: LTr19,LTr20S,LTTI31 (904)223-4899 Description:Light Tension Ties Category:Structural Components ftbca .Wood Connectors .*Approved by DBPR.Apyravals by WM slurp be reviewed and radf1W by th POC mWor the Comtnftsion if necessary. 0 http://www.floridabuilding.org/pr/pr�_appjst.aspx 6/27/2013 Florida.Building Code Online Page 1 of 1 WIS How Lag In User Regi Hot Tophs Submit Surcharge Stats&Facts PubUmUm mcStaff W S cft MaP Links Search Business Professional 'j' User g� • lldi 'r:-Jur: _ _ Pn:�> ^oocr-.."�a:A.-s..ii^ton s_>.rdh>=- ".:List !search Criteria -- -- R,cf Ile Se.a Code Version 2010 FL# 10655.49 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Apptircation Status ALL Compliance Method ALL ;Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL ;Product Model,Plumber or NameALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL 'Impact Resistant ALL Design Pressure ALL Other ALL isearc h Results-Applications — — — -- FI-10655-R2 Editorial ChangrLF ng-Tie Co. Jeffrey P.Arneson,P.E. pproved 5.49 (904)223-4899 :Joist Hanger tructural Components :Wood Connectors .!'Approved by DWIL Approvals by DBPR shall be revWxed and raB W by the PDC am/or the Commission if necessary. http://www.floridabuilding.orgtpr/Pr-aPPist-asPx 6/27/2013 Florida Building Code Online Page 1 of 1 BCW Herne LagIn USWpjegWbvU= HotTophs Submit SurdmMe Sods&Facts Publkathow ReStan WM Sim Map UMM Search Business Professional (7.1" User proval • man= Fra.9c�c:r=,cre•rai i;em.1> >__:.. :_: R List ;Search G'lteria Code version 2010 FL# 10456.22 ;Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL ,Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model,Number or MameALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL 'Other ALL ;Search Results-Applications ---- ---- -- — Editorial Change Simpson Strong Tie Co. 3effrey P.Arneson,P.E.Approved FL#-FL10456.22 Model:HTS16 (904)223-4899 Description:Heavy Twist Strap tegory:Structural Components tegory:Wood Connectors `i*MPrvvW by DWIL Appmvab by DM shall be revffiored and ra&W by the PDC and/or the commssion U necessary. http://Www.floricl6uilding.org*/pr app lst.aspx 6/27/2013 Florida Building Code Online Page I of 1 Bch Home Lag In tjwRegan HotTapfm StftrftSunftMa Stats aFacts Publicathm MCStaff WMSMMap Unto Search Business ProductApproval Professionial (25�USER:Public Wer prcdm't -'-'i > c. List ,Search Cifterlauut_i I Code Version 2010 R_* 10655.19 .Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL ;Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL ;Product Model,Number or NameALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL !Impact Resistant ALL Design Pressure ALL ,Other- ALL [Search Results-Applications F -,�,-_7'..777,77- 7,77 F-1065 5-R2 Editorial Change Simpson Strong-Tie Co. Jeffrey P.Arneson,P.E.Approved ! 0655. ) .HU de7 1 21() Description: 7 n;. Structural tegim, 'I .Wood Connectors FL#-.FL10655.19 Model:HU210 (904)223-4899 Description:3oist Hanger CategorVc Structural Components ::'Approved bV DwqL Approvats by Dam shed be reviewed and ratified by the Poc any"the cwnmlwm 9 necessary. http://www.floli&*uildi—n.g.org/iw/"ppjst.aspx 6/27/2013 Florida Building Code Online Page I of I BMK,m Lob in useriiegWaion tiotTopks Sub aftSurchaMe Stats&Facts Pubftatcm FwstBff BMSF40MBP Lints search Bu"siness J. )ProdUCt Approv Professiom z ,_j USER:Public User al �kqrLyzll_Fgnu>P Lkt t > Code Version 2010 FL# 10655.144 'Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL ,Application Status ALL Compliance Method ALL ;Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL ;Product Model,Number or NameALL Product Description ALL ,Approved for use In HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL 'Other ALL ;Search Results-—Applicatiow F430655-R2 Editorial Change Simpson Strong Tie Co. Jeffrey P.Arneson,P.E.Approved — FL#:RA0655.144 Model:U26 (904)223-4899 Descriptiorr Joist Hanger tegory-Structural Components Y,.Wood Connectors i-Approved by DBPIL ApWavals by OM shag be mvwhvd and rained by the POC and/or the cwnm1sMm ff necessary. http://www.floridabuilding.org/pr/pr__appjst.aspx 6/27/2013 Florida Building Code Online Page I of I KSKwan Lug In UWReffi3WatWn MaTOW- &&rft&-j-W Stets&Fads PubV=tWs FWSWff ECS SMMap Unto Search Business Professionlal P�teUwrS5tod: uct Approval .—jPub1tcUsw > > tja Isearch Criteria Code Version 2010 R-# 11473.11 ,Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL iQuality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model,Number or NameALL Product Description ALL Approved for use In HVHZ ALL Approved for use outside HVHZ ALL jImpact Resistant ALL Design Pressure ALL jOther ALL iSearchResidft-Applica-i um �w P FL-1 413-RZ Editorial Change Simpson Strong-Tie Co. Mark R.Barrow, ,PE Approved "a -F RA1473.11 Model:HTSM16,HTSM20 (850)501-0005 Description:Heavy Twist Strap for Masonry CategorV:Structural Components go-T"29-r-Wood Connectors !.AWOVW by DWIL Approvals by Dam shad revtmed andnm&d-by t Poe ar4w em comn,&Om ff necessary. http://Www.floridabuil(ling.org/pr/pr_app lst.aspx 6/27/2013 Florida Building Code Online Page 1 of 1 HM Mom- L"In User RegffitraUm Hot Topics .Sub"dt Surdmrge Stets&Fads PubkaUms FW Stall SCIS Sim Map Links Search Business Professional �ubk t"pp'°"a' sw >P�ect*r orca._:,r ja=mh>_-..._ -.... List �SeafCl7 Criteria —__ -------- -�rfi�a Sesrl-hj iCode Version 2010 FL# 11478.5 f ,Application Type ALL Product Manufacturer ALL :Category ALL Subcategory ALL ;Application Status ALL Compliance Method ALL 'Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL 111roduct Model,Number or NameALL Product Description ALL ;Approved for use in HVHZ ALL Approved for use outside HVHZ ALL jmpact Resistant ALL Design Pressure ALL ;other ALL lSearch Results-Applications -- — � Affirmation Simpson Strong-Ti ffie Co. Jeffrey P.Arneson,P.E. Approved FL*:FL11478.5 " Model:1-12A,H2.5T,H8,HGA10 (904)223-4899 Description:Hurricane Tie Ca"orr.Structural Components tegory:Wood Connectors f•Approved by DSR.Approvals by DWR shall be rewh wed aW mMkd by the POC and/or the corntrdsskon if necessary. h4://www.flori&lbuil&ng.org/pr/pr_appjsLaspx 6/27/2013 Florida Building Code Online Page 1 of I ACLS Hmm Lag In UserReffistratitm HatToples SuIwftSurchaMe Stals&I'iteft Publicathom FW Staff SCIS Sim IWIRP Unks Search Bu' sinesc 0 X)ProduCt Approval Professi"nal r� re- USM-Pubfic User > > Lft search C~a Pe`__ coarct iCode Version 2010 FL# 11473.3 Application Type ALL Product Manufacturer ALL ;Category ALL Subcategory ALL .Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL lProduct Model,Number or NameALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL iImpact Resistant ALL Design Pressure ALL iOther ALL Search Results-Applications R') Editorial Change -Tie Co. Mark R.Barrow, F'-114 Simpson Strong-Tie Approv FL*:FI-11473.3 Model:HETA12,HETA16,HETA20 (850) 501-0005 Description:Embedded Truss Anchor Category:Structural Components jSubcateglorV-Wood Connectors by DBM Appmals by EWR shall be_.eviewed and ratified by the POC azwor dw cwrimissim ff necessary. http://Www.floridabuildingorg/pr/prl_app jst.aspx 6/27/2013 Florida Building Code Online Page 1 of 1 BM Home Lag In tkw RegbWaUm fWTopks Subndt Studwrge Stets&F&M PubUmdars FW Staff SCIS Site MRP Unto Search Business `� ProdUCt Approval Professional usot_PrbUtUser r Pro3urt anaro!.ai F ru> t > List jCode Version 2010 FL# 11473.5 f !Application Type ALL Product Manufacturer ALL !Category ALL Subcategory ALL Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL JProduct Model,Number or NameALL Product Description ALL (Approved for use in HVHZ ALL Approved for use outside HVHZ ALL ;Impact Resistant ALL Design Pressure ALL } !Other ALL - - -- Search Results-Apaligtions ----- — r-j 3 1473-R2 Editorial Change Simpson Strong—Te Co. Mark R.Barrow,PE pproved FL#:FL11473.5 Model:HETALI2,HETALI6,HETAL20 (850)501-0005 Descriptiorr.Embedded Truss Anchor jCategory-Structural Components bca .Wood Connectors *Approved b_y_.DBPR.Approvals bI'DBPR shall be reviewed and rafted by lire-POC aM/orre-tlCommtssEai N teary. - http://www.floriclabuilding.org/pr/pr_appjst.aspx 6/27/2013 Florida.Building Corte Online Page 1 of 1 BC1s"*" Lab In User ReffisWaUan fMTopks Submit Surcharge &Facts Pubtkatlom FBC Staff BCS SRe Map Links Search Business Professional P'ub5c!sePrpro"a1 .p.,P. _ Prn�e.:a❑�:a. t ^rna>-P an at I ;ar, =.rc4'> -.- ::List isearch criteria Code Version 2010 FL# 10531.60: ;Application Type ALL Product Manufacturer ALL ,Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL 'Product Model,Number or NameALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL ,Impact Resistant ALL Design Pressure ALL Other ALL Search Remelts-Applications Revision Simpson Strong-Tie Co. Jeffrey P.Arneson,P.E.Approved FL*:FL10.5,31.60 -" Model:U14,•U310,U314 (904)223-4899 Description:Joist Hanger Category:Structural Components Pubcategorr.Wood Connectors !'Approved by DBPR.AW*vab by DM shat!be revjmW and radred by the P'OC and/or the Commission H necessary. i I .i http://www.florickbuilding.oWpr/PT--App-jst.aspx 6/27/2013 Florida Building Code Online Page 1 of 1 BCIS Home Log In User Registration Hat Topica Submit Surcharge Stats&Facts Publications MC Staff BCIS Site Map Links Search Business iy';.f! Product Approval Professional 'i"_l USER:Public User warn, ProductAoproyal Merni>Productor Aoolicaaon Search>u_r>_nlic�_�c�n List Search Criteria Refine Search' Code Version 2010 FL# 10446.16 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model,Number or NameALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search Results-Applications Editorial Change Simpson Strong-Tie Co. Jeffrey P.Arneson,P.E.Approved -,. FL#: FL10446.16 - Model: LS50 (904) 223-4899 Description:Skewable Angle Category:Structural Components Subcategory:Wood Connectors *Approved by DBPR.Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. http://www.floridabuilding.org/pr/Pr�_appjst.aspx 7/1/2013