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KvaL � s,'� :,j.5�, �,'•yv+r5��')..��..t1.r�, n,L :iv<t ,��°.. i/� �'' 'L,?s'+= ,ic v. :,��ti3.t t'i't .., .. ..moi ..,."R, - 6..� .. ..4} , xfty'zA %Fk..� .-.f ,',.. +,x�>�� '.%4�3r�: .•J+�`"4,.. .+.-�i'S"�{� �A.:.> yl�K�]� +�R�A} .��Y �'a,:•Y-,- ,,,,�t Miami Shores Village Building Department LORI 10050 N.E.2nd Avenue /""2a Q Miami Shores, Florida 33138 Tel: (305) 795.2204 C urr� Fax: (305) 756.8972 CERTIFICATE OF OCCUPANCY/COMPLETION CHECK LIST Building permit card. ❑/'S"urveys (2 copies) Final as built- Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+ Egress, required parking spaces, Wheel stops, stripping, and all paving to exterior. CSI' Certificate of Elevation-(Sealed by surveyor). Expiration date required on the form. C1' Certificate of Insulation. e- Certificate of Soil Treatment(Final treatment-original)\ CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites.Treatment is in accordance with the rules and law as established by the Florida Department of Agriculture and Consumer Services." e Health Department Approval p pp Letter(On septic or pnvate water). Note,If the house is on septic tank, approval letter is required from Health Dpt. ®' Soil Co ction Letter(Density report is required) inal certification letter from the Engineer/Architect(on masonry, trusses, special structure,etc) ❑ Backflow preventor certificate (Required on commercial projects only) ❑ Declaration of use. (Recorded in Miami-Dade Clerk of Courts) PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO • Emergency CO (Without 24 Hrs Processing)Additional fee is$80.00. • Temporary CO(Up to 90 days max)$75.00. • Residential CO$150.00 • Residential CC$50.00 • Commercial CO and CC$200.00 INSPECTION RECOR9 POST ON SITE Permit NO. RC-7-14-1531 ®SNoRs L, Miami Shores Village --- - i rr rt T mss) tf�tction 10050 N.E.2nd Avenue Miami Shores,FL 33136-0000 b{^�d ` i �` €�on�J�t t1on `�F ire Phone: (305)795-2204 Fax: (305)756-5972 fitpRD>If' isuve Date Not Issued Expires: 12/23/2015 INSPECTION REQUESTS: (306)762-4949 or Log on at https:Hbldg,miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLn'E hNG BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction _ Parcel #:1132060030050 iwwwww��,wwr�ww� w®��zn.:a Owner's Name:ELISE FABLE _ Owner's Phone: Job Address: 941 NE 91 Terrace. Total Square Feet: 981 Miami Shores, FL 33138-321 Bond Number: 2781 Total Job Valuation: $ 104,706.25 WORK IS ALLOWED MONDAY THROUGH SATURDAY, 7:30AM-6:0013M.NO WORK IS ALLOWED ON Contractor(s) Phone Po irs'ia 3ontractor SUNDAY OR HOLIDAYS. SUNCOAST BUILDERS&ROOFER: ;(305)436-8294 Yes BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. MUSI BE ONr ABAT TIME - 1""1 SHOMS'VIIAAGI, For Driveways and/or Sidewalks, MONO Inspection and bond can be +ed rfftld;all sod and yard Wolf 1i, r�mmnipter+ v, -f y '� m 4. A— NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAI*,:U AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS L•,C0ESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPEPL,F- z—NTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR `7AIA , ARE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN , PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE JF L�O MENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE 3E )RE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, 0�4SUl T WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCINCt WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. c:. INSPECTION RECORD INSPECTIOPLUMBING N DATE INSP INSPECTION DATE INSP INSPECTION DATE INSP Foundation Zoning Final Stemwall ZONING COMMENTS Rough Slab Water Service Columns(1st Lift) 2"d Rough Columns(2nd Lift) Top Out Tie Beam Truss/Rafters Fire S rinklers Roof Sheathing Se tic Tank Bucks Sewer Hook-up Windows/Doors Roof Drains Gas Interior Framing 1NSpSt Tiptl DATE INSP LP Tank Insulation Tem orary Pole, Well Ceiling Grid 30 Da Tem ora p ry Lawn Sprinklers Drywall l Pool Bonding Main Drain Firewall Pool Deck Bonding Pool Piping Wire lath Pool Wet Niche Backflow Preventor Pool Steel Under round Interceptor Pool Deck Footer Ground Catch Basins Final Pool Slab ' Condensate Drains Final Fence Wall Rough HRS Final Screen Enclosure Ceiling gh, Driveway Roug �e 7 /JWEE PLUMBING C MMENTS Driveway Base Telephone Rough Tin Cap Telephone Final Roof in Progress Z TV Rough Mop In Progress TV Final Final Roof Cable Rough Shutters Attachment Cable Final Final Shutters Intercom Rough Raiis and Guardrails Intercom final ADA compliance4A Alarm Rough INSPCTION DATE INSP Alarm Final Uncle rground Pipe DOCUMENTS Fire Alarm Rough Soil Bearing Cert Fire Alarm Final Rough Soil Treatment Cert Service Work Wit Floor Elevation Survey Ventilation Rough Reinf Unit Mas Cert ELECTRIC7AL COMMENTS Hood Rough Spot Survey Insulation Certificate Pressure Test Final SurveyFinal Ventilation Final Hood Truss Certification Final Pool Heater STRUCTURAL COMMENTS Final Vacuum INSPECTION DATE INSP MECHANICAL COMMENTS � - Final Sprinkler Final Alarm Oct.08 J RV 8/31/09 Invoice Miami Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 For Inspections please call: (305)762-4949 eturn to: E Shores Village Permit Number: RC-7-14-1531 N.E. 2nd Avenue Invoice Date: July 17, 2014 Shores, FL 33138-0000 Invoice Number: RC-7-14-52300 Bond Number: 2781 Bill To Comments: ELISE FABLE MONTANA 13 HOLDINGS III LLC 970 SOUTH SHORE Drive MIAMI BEACH, FL 33141- MIAMI BEACH, FL 33141- N W 41 Date Fee Name Fee Type Fee Amount 12/18/2014 Plan Review Fee(Engineer) Calculated $80.00 07/17/2014 Technology Fee Calculated $84.00 03/23/2015 Plan Review Fee(Engineer) Calculated $160.00 07/17/2014 DBPR Fee Calculated $47.12 07/07/2015 Work without Permit Fee Calculated $3,141.19 07/24/2014 Plan Review Fee(Engineer) Calculated $200.00 07/17/2014 CCF Calculated $63.00 07/07/2015 CO/CC Fee Calculated $50.00 06/26/2015 Change of Contractor Fee Fixed $75.00 07/17/2014 Education Surcharge Calculated $21.00 02/05/2015 Plan Review Fee(Engineer) Calculated $40.00 01/26/2015 Plan Review Fee(Engineer) Calculated $80.00 04/15/2015 Plan Review Fee(Engineer) Calculated $80.00 07/07/2015 Bond Type-Contractors Bond Fixed $500.00 07/17/2014 Permit Fee Percentage $3,141.19 07/17/2014 DCA Fee Calculated $47.12 04/03/2015 Plan Review Fee(Engineer) Calculated $80.00 07/17/2014 Scanning Fee Calculated $48.00 09/11/2014 Plan Review Fee(Engineer) Calculated $80.00 Total Fees Due: $8,017.62 Tuesday,July 7, 2015 eturn to: Miami Shores Village Permit Number: RC-7-14-1531 10050 N.E. 2nd Avenue Invoice Date: July 17, 2014 Miami Shores, FL 33138-0000 Invoice Number: RC-7-14-52300 Bond Number: 2781 Bill To Comments: ELISE FABLE MONTANA 13 HOLDINGS III LLC 970 SOUTH SHORE Drive MIAMI BEACH, FL 33141- 970 Sol MW SWORS OF n up MIAMI BEACH, FL 33141- /}��A�{■ qq y■ s�' 4C��' ��25 '�IY'iR ..... �?! CI.S'� " 1C1+C>~n �- 3� ¢J � R AI" • ' Date Fee Name Fee Type Fee Amount Payments Date Pay Type Check Number Amount Paid Change 07/07/2015 Check 1051 $8,017.62 $0.00 Total Paid: $8,017.62 Total Due: $0.00 Tuesday,July 7, 2015 i Miami Shores Village f�ECO"'; J Building Department MAR 0 2015 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 BY: INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 2016 BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS CHANGE OF ❑ CANCELLATION ❑ SHOP a CONTRACTOR i � � DRAWINGS JOB ADDRESS: JL(� I3 i5�� 1 TER Citv:ni Ail Miami Shores County: Miami Dade Zip: 33 Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): 62-z-17 1;C. FAE�9' Phone#: S 972 6F Address: 0344 N l' 161 T4!Q12 City:� ` fl A Q 4 _ State: FL Zip: 331<38 Tenant/Lessee Name: Phone#: Email: CL(S6F 13 (j:'q HU X9 L EC CONTRACTOR:Company Name: 9 JA-C' Phone#:40'i W 622 k a Address: (9 s �7 �i 0 C / City: 7m]121dni'01Z - ,,,/ State: �^ Zip: ?,302-3 Qualifier Name: I u i S 11 N Phone#: State Certification or Registration#: C 6 C t a q _Certificate of Competency#: I'DESIGNER:Architect/Engines �,1� �• 17i'OZ��i77b °Q.�. Phone#:1�� Address: if GQ�yG \ 77Q��9� _ City: hkc e'b-MI&P-1 State: AFL. Zip: Value of Work for this Permit:$ /O706- ZJ Square/Linear Footage of Work: 7r1 �� Type of Work: ❑ Addillop Alteration ❑ 1yew Repair/Replace ❑ Demolition Description of Work: L A 7 t- _ ,,. � 1 . . yd i air / "•v 0' :1 %a Specify color of color thru tile: Submittal Fee$ Permit Fee$3 f 't CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ 31 5 19• G 2- (Revised02/24/2014) 9 ,011 , V 2 a Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS, HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT'MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. 1 the abse a of s osted notice, the inspection will not be approved and a reinspection fee will be charged. �t t Lt l Signature Signature OWNER or AGENT CO RA R The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this iz day of/�/1cl'v ► ,20 /iS , by day oofJJ��a ,20 /�— ,by who is personally known to ��t,1� � dGtCl;4*e ,who to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PU C: NOTARY PUBLIC: Sign: Sign: Print: Print: Seal: P�m`c Seal: YANELLE ALONSO t +:�o` r "4•••. YANELLE ALONSO 1 MY COMMISSION*FF063728 ? MY COMMISSION*FF063728 �• o� EXPIRES October w'lo.pa,: '•.,�io? EXPIRES October 16.2017 *** * fiabF►' t4 ** * **�x �x* *** *** (*a;`7' `e' sko* ** `Irr 'I �OF�x* *r ***r* r*s* r APPROVED BY Plans Examiner Zoning �S Structural Review Clerk (RevisedO2/24/2014) STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 W"S 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 SALINAS, LUIS ANTONIO SUNCOAST BUILDERS&ROOFERS INC 6519 SW 21 ST STREET MIRAMAR FL 33023 Congratulations! With this license you become one of the nearly — one million Floridians licensed by the Department of Business and --- Professional Regulation. Our professionals and businesses range STATE OF FLORIDA from architects to yacht brokers,from boxers to barbeque restaurants, yL. DEPARTMENT OF BUSINESS AND and they keep Florida's economy strong. PROFESSIONAL REGULATION Every day we work to improve the way we do business in order to CGC1511093 `ISSUED-. 08/20/2014 serve you better. For information about our services,please log onto www.myfloridaticense.com. There you can find more information CERTIFIED GENERAL CONTRACTOR about our divisions and the regulations that impact you,subscribe SALINAS,LUIS ANTONIO - to department newsletters and learn more about the Department's SUNCOAST BUILDERS&ROOFERS INC 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. Thank you for doing business in Florida, IS CERTIFIED under the provisions of Ch.489 FS. and congratulations on your new license! ixpi<ation date AUG 31.2016 L1408200001772 DETACH HERE RICK SCOTT,GOVERNOR KEN LAWSON,SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARDF- ?r CGC1511093a The GENERAL CONTRACTOR Named below IS CERTIFIEDVM Under the provisions of Chapter 489 FS. Expiration date: AUG 31,2016 SALINAS, LUIS ANTONIO SUNCOAST BUILDERS 4.ROOFERS INC. 6519 SW 21 STREET MIRAMAR FL 33023 STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 � �WO, 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 SALINAS, LUIS ANTONIO SUNCOAST BUILDERS&ROOFERS INC 6519 SW 21 ST STREET MIRAMAR FL 33023 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range STATE OF FLORIDA from architects to yacht brokers,from boxers to barbeque restaurants, DEPARTMENT OF BUSINESS AND and they keep Florida's economy strong. '"��4A' PROFESSIONAL:REGULATION Every day we work to improve the way we do business in order to CCC1327864 ISSUED: 08/20/2014 serve you better. For information about our services,please log onto www.myfloridaticense.com. There you can find more Information CERTIFIED ROOFING CONTRACTOR_ about our divisions and the regulations that impact you,subscribe SALINAS,LUIS_ANTONIp to department newsletters and team more about the Department's SUNCOAST BUJLbERS&ROOFERS INC 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. Thank you for doing business in Florida, IS CERTIFIED under the provisions of Ch.488 FS. and congratulations on your new license! ExpBetion date:AUG 31,2016 L14o8200001437 DETACH HERE RICK SCOTT,GOVERNOR KEN LAWSON,SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD o __ate CCC1327WA The ROOFING CONTRACTOR Named below IS CERTIFIED WED Under the provisions of Chapter 489 FS. Expiration date: AUG 31,2016 v � a SALINAS;LUIS ANTONIO SUNCOAST BUILDERS B,-ROOFERS INC d 6519 SW 21 STREET MIRAMAR -FL-33023 D ' s.' Local Business Tax Receipt Miami—Dade County, State of Florida -THIS IS NOT A SILL-DO NOT PAY 6331151 BUSINESS NAME/LOCATION SUNCOAST BUILDERS& RE`"�r�Nom' EXPIRES ROOFERS INC RENEWAL SEPTEMBER 30, 2015 DOING BUS IN DADE CO Must be displayed at place of business MIAMI,FL 33000 Pursuant to County Code Chapter BA-Art 9&70 OWNER SEC.TYPE OF BUSINESS SUNCOAST BUILDERS&ROOFERS 1� SPECIALTY BUILDING PAYMENT RECEIVED INC BY TAX COLLECTOR CONTRACTOR Worker(s) 3 CCC1327864 75-00 09117t2014 7tlfs tams!easkress Ta: 0224-14-007052 lm►aat era ce igoestia xof�� s P of the Laval Bw&�s Tax7he Receipt is 1�a Ilceass. a 4aal�fiermto do hrmil�.Rolderraw comply with anygovemamlai y laws and ruts which spplymthe lwsigow .WJMTbe REMW NO.above aatst be diaptayed an all carlMaacio,vabiciea-Miami-0aAe Coda Sac 88_M Farrawwarandonvisk Local Business Tax Receipt Miami—Dade County, State of Florida THIS IS NOT A BILL-Dp NOT PAY 5992137 BUSINESS NAME/LOCATION SUNCOAST BUILDERS& RECEIPT"�' EXPIRES ROOFERS!NCNE 4AI- SSEPTEMBER 30, 2015 DOING BUS IN DADE CO Must be displayed at Placa of business MIAMI,FL 33000 Pursuant to County Code Chapter BA-Art.9&70 OWNER SEC.TYPE OF BUSINESS SUNCOAST BUILDERS&ROOFERS 1S8 GENERAL BUILDING PAYMENT RECEIVED INC BY TAX COLLECTOR Worker(s) 3 CONTRACTOR CGC1511093 75.00 09/17/2014 This Local 6asineasTax 0224-14-007052 penrdt ora n of 0 ser' Pr+i»m ofthe Local IlosiaessTax The Receipt is nag Ltm ornoagoverm trssuft"lawss� M"towhapplyt.tto4lero�tcox�tywirheny8�e ei TkeRECEIPI'NO.a6aremast6a regw►emelgswtdcbaDDIFffi� MIAM ��►er+all rcIN vabic�_Mia ai_Dade Cmla Sea Ba aIL Formers IrdormaBvn,visit Jul 01 1512,38p Atrium General Insurance 9549860535 p.1 � oATe;mnrluntYrYYYv1 •--� CERTIFICATE OF LIABILITY INSURANCE---cA HOionr . + -__ A _ COVERAGE EXTENfl OR ALTERTH- THE{SSINGINSURER(S), U HORITHE iZED 1 THIS CERTIFICATE IS iSSUF�AS A MATTrEOR N IENGAOTNE�LYI�FON�LY AND CONFERS E RIGHTS UPON THE CERTI yCERTIFICATE DOES NOT AFFIRMATIVE --- ---------- SELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT B sub)ectto REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOtll -musk be endorsed•if SIJe[tOG1►T1oN is w �+ ffi to e I iMPOR7ANT: 1f the ceRfficate holder is an ADDITIONAL INSURED,the poUcy( ) A statement on this certificate does not confer� _---------_-- fie certain paltet08 may require an endorsement. i the terms and conditions Of the Po Y, Ieortl0cate holder M Iteu of such andorsement(s)• CONTKC - (954 986.0535 F- PNE 954}986-2333__ -_I 1` a)--=-}--'--- 1 PRODUCER _.__.�----- ---'-- ---- I -5i- LAIC NA.Extl:- -------- ---- N D. Atrium General Insurance � >! NED ___sinsatrium@aoi_cam___------•------------------I 6181 Washington StreM _._—___.___R 11RFR�s}AFFo�iNGCoveZ►GE�.____-- c --1 Hollywood,FL 33023 preferred Contract Ons Co I INSURERAi----------------- ------'- 1.- -- Phone (95466-2333 .--._.---•--- Fes'' (954)986-0535-------------• ----- ,- 1 IINSURED iNSURERC:--__ _.—._--------------- ----_- -_—�--I i SuncDaSt Builders And Roofers Inc �iNSURER D: -- __•_-"-------`----- —_ _ __ I 4 6519 SW 21st St I.itasuR>=R�_-- -- --'-------•--— — I_.~ —� FL 33023- I tmwRrRF: ` fAIRAMAR _ ____ REVISION NUMBF-R_ ----- .-, i._.__ _--•------- ----- _C_ERT(FICATENUMBER: _ C_O_VERA_GES_ _ _ RESPECT TO WHICH THIS I- THIS IS TO CERTIFY THAT THE POLICIES OF IN L OR CONDITIONVOFBANY CONTRACT R OTHER D t1ERE1N iS sU133ECTOTo ALLPTK�ERM IDD INDICATED. NO'i WASTANDING ANY REO CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICES - EXCLUSIONS AND CONDITIONS OF SUCH_POLICIES.LIMITS SHOWN MIA (HAKE HF�N�� E �� U_m fS__ ------ - IAC I POLICYrtUM8ER -_- l�N!&W—A !ARM&-'-na T 2_000,000.00__: rYPe o>:1NSURANCa _ � EI.SR� - � EACH OCCURRENCE,_- $ - - L_---. _-- _.__-- - —-- "I �---- I DAMAGE TO RENTED r 1OD,000 00 GENERAL11AmITY MLSEs.LEaocaLM�AFel 2,000,000 cg7914-03 --- '�%1 CMWERCIAL GENERAL L"IWTv I I fi9ED EXP(AnY o�-l�On} 1 I aNLSMADE J OCCUR clll p04!1112015 04!11!2016sotrAL&nDvuuur?Y 'A I I I �-- - -- - - _.00 - I -•------_-- .--__,--.I GENERAL AGGRSGA7E $ _•---_—._._ y I I PRODUCTS CONPiOPAc-r 9 2,D00,0T_00 GEN'L AGGREGATE LIMIT ApPUES PER I I $ _L POLICY L7 ❑ hoc._ •-- _ I _ _-._. -I--- - oM N.D siNGLE LIMIT PRp- -�EC.L_._- I - - - I-- -- E--aa aicceen<�..._ AUTOMOBILE LIABILITY I SODILY INJURY(Pot person) S ANY AUTO I SODLyINJURY(par acciderd) $$- B I�� AAUTO13OWNED I , OSULED l I PrtOPER 1 — S I MON-OWNED l -- l•.I HIRED AUTOS `J AUTOS I $ EACH OCCURRENCE $_ I UMBfaLLAUA6 J OCCUR AGGREGATE i �... -- EXCESS UAB CLAIiIAS-AAADE - _� {.a . WaRKERS coidpaNsATiori I I L_S ATUiF _ LJ EK-- --- -— AND EMPLOYERS'LOMIL TY YIN E.L.EACH ACCIDENT $ 1,000,QDO.04 ANY PROPRiETORIPARTNERIEXECUTWE- N/AI WC 1949 101101/2015 01/01/2016 B OFFiCERIMEMBEREXCLUDED? -�' 8.L DSEASE�EAEgAPLOYE_$ >000+000.00 ratoq In NH) deslbeunder I I E.LDISEASE-POLICYUMrr $ 1,000,000.00 DESCRIPTION OF OPERATIONS balm DESCRIPTION OF OPERATIONS LOCATIONS I VEHICLES(Attach ACORD 101.Addidonal Rama"Schedula,if MON span is requl" cgc1511093 ccc1327864 CERTIFICATE HOLbER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES 13E CANCELLED BEFORE CiTY OF MIRAMAR THE EICP ATION DATE THEREOF,NOTICE INO-L BE DlZIVERED IN 2200 CMC CENTER PLACE ACCOR IGE NrITH THE POLICY PROVISIONS. I MIRAMAR FL 33025 -- -- _...._...._ AUTHO -nVE 071988-2014 ACORD CORPORATION. All rights reserved ACORD 25(2014/01)QF The ACORD name and logo are reglstered marks ofACORI Jul 01 1501:21p Atrium General Insurance 9549860535 p.1 ''dfft- CERTIFICATE OF LIABILITY INSURANCE �►�7/01/�YYY,'' _ o7rotno15 _ THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOU.kk.THIS CEFICAT'E 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 WSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT:If iiia certiRcato holder Ia an RDDITIONAI-INSURED,the Policy(Nos)must be endorsed. If SUBROGATIOWIS WAIVED,subject to- the terms and conditions of the policy,certadn policies may require an endorsement A statement on this Certificate does not confer rights to the cerlIfiaate holder to lieu of such enclorsemeont(s). ; PRODUCER CONTACT _.- Atrium General Insurance PH I L (.954)98r>-2333 - ( (954)986-0535 6191 Washington Street DSL `sinsatrium®aol.c om Hollywood,FL 33023 __ BURER(S)AFFORDING COVERAGE - NAIL e Phone (954)986-2333 Fax (954)988-0535 ..-__ __. .. ---•-__-- 1NSURERA: Preferred Contractors Irks Co INSURED _L ....._... - MLWMRB:••-1 ion Insurrance Co uncoast Builders And Roofers Inc INSURER C: - 6519 SIN 21st St _misur R D_ ' MIRAMARFL 33023- INSURERE: __..... ....— ------ - INSURER F: COVERAGES _ CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES LF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAYBE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LUMS SHOWN MAY HAVE BEEN REDUCED BY PAS CLAIMS. INSR' E_L TYNE OF INSURANCE �DLSUBW P01 ICY EFF POLICY EXP LTB TYPE _ LIAtrTS_ i GENERAL LIABILrTY EACH OCCURRENCE $ 2,000,000.00^ - �I COMMERCIAL GENERAL LIABILITY j -DAMAGE Tp F2�ryT!_p --- i Pft� �• w=f. QP;M!PL— 6 1 007000.00 A I C mmms MADE I. _� OCCUR PC87914-03 04/11/2015 04/1 It2016 MED EXP(Any pne person) - $ 5,000.00 1.7 PERSONAL&ADV INJURY _L 2,000,000.00 GENERAL AGGREGATE s 2,000,000.00 _ GENT.AGGREGATE L UMAPPL1ES PER I PRODUCTS-COMPIO4AGG 2,000,000.00PRO-POLICY U AUTOMOBILE LIABILITYINGLE LI ._.ANYAUTOBODILYINJURY(ParpIALL OWNED rr j� SCHEDULED CAUTOS U AUTOS BODILY INJURY(Per aHIRED AUTOSAUN�-0WNED $ _ ' I Pw -- UMBRELLALIAS Ll -_ . EXCESS LIAR _L•CLAIMs4vADE EACH OCCURRENCE a —•_T------_- -Z-_QED RETE-NTII AGGREGATE OED $ II __...._.. ..... ... ...._.........- - -- -- ON$ WORKERS COMPENSATION _ _ -- $ AND EMPLOYERS'LIABILITY YIN PER STATUTE LIR_-- --._... . ... B OFFICE"EEM�REXCLUDF�-D7 j N/A EL EACH ACCIDENT $ 1.000.000.00 (MazidetoryInNHI jWC71g49 01/012015 01/01/2016 Iryeedescibe�der ELDISFASE-EABWLO S 1,000,000.00 _ DESCRIPTION OF OPERATONS below ; EL.DISEASE-POLICY LP417 $ 1,000,000 00 I I i �BCI2[W15NOPOPERMID NSILOCATIONS!VEHICLES -- (Attach ACORD 901.Additional Remarks Schedule,H more apace Is ---....._ _.. ..-... .... .. _._..._..._- CgC1511093 required) ccC1327864 I CERTIFICATE HOLDER -- --------- _ _ CANCELLATION — —- MIAMI SHORES BLDG DEPTSHO ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE XdIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN 10050 NE 2ND AVE AC CE WITH THE POLICY PROVISIONS. MIAMI SHORES FL 33136 -- -- --•-- AUT R RESE I i ACORD 25(2014101)QF d 1 2014 ACORD CORPORATION. All rights resermd. T e ACORD name and logo are registered marks of ACORD s Fernando Gomez-Pina.P.E. Consulting Engineer 250 Catalonia Ave, Suite#404 EEDD Coral Gables, FL 33134 TEL: (305)461-2188 FAX: (305)461-2238 December 29, 2014 Miami Shores Village Building Department. 10050 NE 2°a Avenue Miami Shores,Florida 33138 Re: Addition for Mrs. Elise Fable 941 NE 91 Terrace Miami Shores, FL 33138 Permit Ns: RC- 7 - 14— 1531 Attn: Building Official Dear Sir: I hereby state that I am the Engineer of record at the above referenced project but will no longer be in charge of the project and therefore would like to have my professional license removed from the records for any plans and related documents effective immediately. I further attest that I will no longer bear any responsibility on this job as to Architectural, Engineering and Financial purposes and authorize Rafael E. Droz — Seda, P.E. Ns: 39228, 9130 Crescent Drive, Turtle Bay, Miramar, FL 33025, to use my documents in order to finalize their approval by the Miami Shores Building Department. if you have any questions,plea§0-'o^l6-AWr9 Sincerely o '•� ' c� co in X2;.90 O O •rn N ' . Fernando Gomez-Pina Q P.E.X2: 14710 FGP/yr SgORE,s GMiami sVillage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR / ARCHITECT Permit N.V-6-A-155 t Owner's Name(Fee Simple Title Holder): 12�-I 6- P6M�LrC Phone#: go S d{3 Owner's Address: City: n [ NR i State: FL Zip Code: Job Address (Of where work is being done): rALA k)6—03 6 -re, _ City: Miami Shores State:—Florida Zip Code: �3 Contractor's Company Name: Szir, Phone#: Address: City: State: Zip Code: Qualifier's Name: Lic. Number: Architect/ Engineer of Record Name:lyt"tx®o Phone#:r395)461- Address: 250 City: C-0-bState: Zo 04pk Zip Code: 34- Describe Work: jg�&/01F- L hereby certify that the work has been abandoned and/or the contractor/architect is unable or unwilling to complete the contract. I hold the Building Official and the �i Shores harmless of all legal inv ent. Signature Signature Owner or nt Contractor or Architect/�t�ft Nig The foregoing instrument was aknowledged before me The foregoing instrument was aknowledgd before me e this //day of MQ✓�i ,20/�',by o`' �d/� this » day of L1'`4/! , 20/d�eby /�lnL -Zto Who is personally known to me or who has produced who is personally known to me or who has produced as indentification. as indent cation. Notary P Nota P Sign: Sign: O Seal: ?"�"�'af`'•: YANELLE ALO Seal: _ 4•�,P�/A°•� S K-. YANELLE _ �s •; ;• MY COMMISSION*FF063728 +' '`• MY COMMISSION-#FF063726 EXPIRES October 16.2017 9! •• ''p�f EXPIRES OCtobe►16.2017 e '•'•.',?;,oF'rii;,..,. (407)30-0153 FlaldaNOWYSen --rom (407)398 0153 FloridaNMIYService•com I9A - �tlj .C. �� Miami Shores Village u Ce.1/ ,. " w ' ,l�'� Building Department 10050 N.E.2nd Avenue, Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(30S)762-4949 F B C 20 �(r '��'/ft�,//,(/�/ 77 of VUILDING 1� M r Master Permit No. �L.C- PERMIT APPLICATION Sub Permit No. 'V BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS 0 CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR i I��.� DRAWINGS JOB,A•�DDRESS: N�� ,� n� Citva 1( �1RI Miami Shares County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): e-1-1 e;C Rj&ye Phone#: SCIS T2 C4t Address:_ ��I� N - e,12 City:_D State: ' Zip: A31138 Tenant/Lessee Name: Phone#: CJS 9�� Email: ��l F�' (, UTI CL i EC CONTRACTOR:Company Name: 90 o qW Phone#:''9'i'- Z6 Z Z �l Address: City: 'YYIIl2�iyjA'1Z • State: � Zip; -3302-3 Qualifier Name: hfis 4 5/�{NJo? Phone#: State Certification or Registration#: C (G 15 I D q� Certificate of Competency#: DESIGNER:Architect/En ineer: &t�� > �GyPhone# Address: If �Qti�sp 025) 7&7,- jj 5Z City: ret Ob-MA-Q, State: +L. Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Additiop ❑ Alteration ❑ ew Re air/Replace / p ❑ Demolition Description of Work: 9 I , 0 V.A i QX_I a A ka-,�^1.1 � Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ kRevised02/24/2014) Related Permits Permit Number Application Date Expiration Date Status Demolition DEMO-2-14-384 02/28/2014 01/01/2999 CANCELLED Electrical - Residential EL-2-06-347 12/05/2005 01/01/2999 CLOSED Electrical- Residential EL-4-12-568 09/14/2012 01/01/2999 CANCELLED Electrical- Residential EL-7-14-1534 07/17/2014 01/03/2016 APPROVED Electrical - Residential EL-2-12-307 05/07/2012 01/01/2999 CLOSED Fence/Wall FW-12-11-2375 12/27/2011 01/01/2999 CANCELLED Garage Sale GS-4-10-602 04/09/2010 01/01/2999 CLOSED Imported Permit 222 05/27/2003 01/01/2999 CLOSED Imported Permit MC2004-136 07/20/2004 01/01/2999 CLOSED Imported Permit BP2005-433 03/24/2005 01/01/2999 CLOSED Mechanical -Residential MC-4-12-569 09/14/2012 01/01/2999 CANCELLED Mechanical - Residential MC-7-14-1533 07/17/2014 01/03/2016 APPROVED Mechanical - Residential MC-2-06-349 12/05/2005 01/01/2999 CLOSED Paint PT-4-07-722 04/12/2007 01/01/2999 CLOSED Plumbing - Residential PL-7-06-1967 07/24/2006 01/01/2999 CLOSED Plumbing - Residential PL-2-12-306 05/07/2012 01/01/2999 CLOSED Plumbing - Residential PL-4-12-567 09/14/2012 01/01/2999 CANCELLED Plumbing - Residential PL-7-14-1532 07/17/2014 01/03/2016 APPROVED Plumbing - Residential PL-2-06-348 12/05/2005 01/01/2999 CLOSED Plumbing - Residential PL-1-07-74 01/17/2007 01/01/2999 CLOSED Pools/Whirlpools/Hot Tubs BPP-2-12-305 02/23/2012 01/01/2999 CLOSED Residential Construction RC-4-12-566 04/03/2012 01/01/2999 CANCELLED Residential Construction RC-12-05-1104 12/05/2005 01/01/2999 CANCELLED Residential Construction RC-7-14-1531 07/17/2014 12/23/2015 APPROVED Roof RF-8-13-1784 08/07/2013 02/08/2014 EXPIRED Roof RF-6-13-1313 06/11/2013 01/01/2999 CANCELLED Roof RF-10-11-1991 10/26/2011 01/01/2999 CLOSED Roof RF-2-06-346 12/05/2005 01/01/2999 CLOSED Windows/Shutters WS-2-06-345 12/05/2005 01/01/2999 CLOSED Windows/Shutters WS-9-08-1757 12/05/2005 01/01/2999 CANCELLED Windows/Shutters WS-3-14-449 07/07/2015 12/23/2015 APPROVED Windows/Shutters WS-2-10-202 12/05/2005 01/01/2999 CANCELLED Related Code Cases Case Number Case Status Case Date Compliance Date Ordinance Violation CASE-1 0-1 0-7839Notice of Lien - Fines Accruing/Lien file 10/20/2010 Not Compliant Ordinance Violation CASE-1 0-1 1-9122Case Closed 10/25/2011 11/1/2011 Ordinance Violation CASE-12-11-9244Notice of Lien - Fines Accruing/Lien file 11/30/2011 Not Compliant Zoning Viola ion CASE-1-12-9516 Case Closed 01/26/2012 2/25/2012 Ordinance Violation CASE-2-14-12361Case Closed 02/20/2014 5/7/2014 Ordinance Violation CASE-5-14-12659Notice of Lien - Fines Accruing/Lien file 05/08/2014 Not Compliant lU la iC6 Viclation CASE-9-14-13169Notice of Lien - Fines Accruing/Lien file 09/10/2014 Not Compliant Tuesdma , July 7, 2015 Page 2 of 2 • Related Permits permit Number Application Date Expiration Date Status Demolition DEMO-2-14-384 02/28/2014 09/07/2014 APPLIED S Electrical-Residential EL-2-06-347 12/05/2005 01/01/2999 CLOSED Electrical-Residential EL-4-12-568 09/14/2012 01/01/2999 CANCELLED Electrical-Residential EL-7-14-1534 07/17/2014 01/01/2999 APPLIED Electrical-Residential EL-2-12-307 05/07/2012 01/01/2999 CLOSED Fence/Wall FW-12-11-2375 12/27/2011 01/01/2999 CANCELLED Garage Sale GS-4-10-602 04/09/2010 01/01/2999 CLOSED Imported Permit 222 05/27/2003 01/01/2999 CLOSED Imported Permit MC2004-136 07/20/2004 01/01/2999 CLOSED Imported Permit BP2005-433 03/24/2005 01/01/2999 CLOSED Mechanical-Residential MC-4-12-569 09/14/2012 01/01/2999 CANCELLED Mechanical-Residential MC-7-14-1533 07/17/2014 01/01/2999 APPLIED Mechanical-Residential MC-2-06-349 12/05/2005 01/01/2999 CLOSED Paint PT-4-07-722 04/12/2007 01/01/2999 CLOSED Plumbing-Residential PL-7-06-1967 07/24/2006 01/01/2999 CLOSED Plumbing-Residential PL-2-12-306 05/07/2012 01/01/2999 CLOSED Plumbing-Residential PL-4-12-567 09/14/2012 01/01/2999 CANCELLED Plumbing-Residential PL-7-14-1532 07/17/2014 01/01/2999 APPLIED Plumbing-Residential PL-2-06-348 12/05/2005 01/01/2999 CLOSED Plumbing-Residential PL-1-07-74 01/17/2007 01/01/2999 CLOSED Pools/Whirlpools/Hot Tubs BPP-2-12-305 02/23/2012 01/01/2999 CLOSED Residential Construction RC-4-12-566 04/03/2012 01/01/2999 CANCELLED Residential Construction RC-12-05-1104 12/05/2005 01/01/2999 CANCELLED Residential Construction RC-7-14-1531 07/17/2014 12/23/2015 APPLIED Roof RF-8-13-1784 08/07/2013 02/08/2014 EXPIRED-- °J'Uw d Roof RF-6-13-1313 06/11/2013 01/15/2014 EXPIRED • C Roof RF-10-11-1991 10/26/2011 01/01/2999 CLOSED Roof RF-2-06-346 12/05/2005 01/01/2999 CLOSED Windows/Shutters WS-2-06-345 12/05/2005 01/01/2999 CLOSED Windows/Shutters WS-9-08-1757 12/05/2005 01/01/2999 CANCELLED Windows/Shutters WS-3-14-449 03/10/2014 01/27/2015 EXPIRED Windows/Shutters WS-2-10-202 12/05/2005 08/28/2010 EXPIRED cqJ . 03 Tuesday,July 7,2015 Page 2 of 2 e Parcel Owner Report Parcel Number: 1132060030050 94191 Terrace Miami Shores FL 33138-3219 Tax ID: 1132060030050 Owner Information ELISE FABLE Current Owner: Yes Company: MONTANA 13 HOLDINGS III LLC Phone: JAMES AND JACQUELINE BAES Current Owner: No Phone: (305)762-6122 HUGO&ERIN CORRALES Current Owner: No Phone: Tuesday,July 7,2016 Page 1 of 2 MIAMI SHORES PLANNING AND ZONING BOARD r Planning and Zoning Department Staff Report Hearing Date June 26, 2014 Meetin Time 7:0_0P.M. File Number PZ-5-14-201498 I Folio Number 1 11-3206-003-0050 Owner Elise Fable, 941 NE 91st Terrace, Miami Shores, FL 33138-3219 Applicant Same Agent None -Property Address 941 NE 91st Terrace Legal Description PL OF BISCAYNE RIDGE Assessor's Building Value N/A PB 39-41 LOT 6&E22FT LOT 7& W3FT LOT 5BLK1 LOT SIZE 78.060 X 151 OR 21318-4694 06 2003 1 -Property Sq. Ft. 11,787 Building Sq. Ft. 2,840 Flood Zone X Zoning R16.5 Future Land Use Single Family Designation Existing Use One-family dwelling Comprehensive Plan Yes Consistency Existing 1-story;4 bed/3 bath Year Built 1941 Structure Subject Pursuant to Articles IV,V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval re uired. One-story addition. Action Required Approve, Approve with Other Required Village Building Permits Conditions, or Deny the Approvals FDOH/MDEHS and Application MDDRER/EPRD Staff Report David A. Dacquisto, Director, Report Date June 10, 2014 Planning and Zoning Background The applicant purchased a residence and is seeking to legalize prior non permitted construction. An addition was constructed to the rear of the residence at the north-west. The addition includes a 420 sq. ft. master bedroom and master bath, and a 550 sq. ft. family room and den. The den opens to the side yard through French doors. The existing residence and addition have a flat cement tile roof. Analysis A new A/C is proposed for the side yard within the required 10 ft. side yard setback. A/C units are not permitted within 10 ft. of the side plot line. A new fence is proposed around the rear yard that is a mix of chain link and wood. There is an existing pool in the rear yard. There is insufficient fence detail to determine if it complies with zoning code requirements. Any new fence must meet zoning code and building code requirements for fences and especially for fences around pools. The single story residence with white flat tile roof is located within an area of similar residences. The addition will not significantly change the exterior of the residence and will be compatible with the design of the existing residence. The design is compatible with the neighborhood and community. The proposal is consistent with the technical provisions of the Zoning Code except as noted. Recommendation In acting on a site plan, the Planning Board must make a finding that the proposed improvements comply with the regulations and are harmonious with the community, as required in Articles IV, V and VI of Appendix A Zoning, Sec. 400 and Sec. 600, of the Code of Ordinances, and, in that regard, may add further conditions or delete or modify staff recommended conditions, deny the application, or continue the item for future consideration. Planning and Zoning staff recommends APPROVAL of the site plan to legalize a 420 sq. ft. master bedroom and master bath, and a 550 sq. ft. family room and den, based on the foregoing analysis with a finding that the site plan is consistent with the technical provisions of the Code subject to the following conditions: Should the board find that the applicant merits approval, staff recommends that the following conditions apply: 1) Approval is granted as shown on the plans submitted and made a part of this approval to legalize a 420 sq. ft. master bedroom and master bath, and a 550 sq. ft. family room and den. 2) A/C is not permitted in the side yard within the required 10 ft. side yard setback. 3) The new fence shown on the plans is not a part of this approval and will be reviewed as part of building permit review. 4) Applicant to obtain all required building permits for work already begun or completed. 5) Applicant to obtain all required building permits before beginning work. 6) Applicant to obtain all required permits and approvals from the Miami-Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami-Dade Department of Health (DOH/HRS) as required. 7) Applicant to meet all applicable code provisions at the time of permitting. 8) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. Page 2 of 2 PZ-5-14-201498 Fable.docx 400 2�\()epartment of Regulatory and Economic Resources Miami-Dade County Plan Review Summary Process Number: 2014072812590315 FINAL CORE REVIEW DATE: 8/4/2014 OVERALL STATUS: Overall Approval PROJECT DETAILS: CONTACT DETAILS: FOLIO: 11-3206-003-0050 NAME: ANDRE CARDONA ADDRESS: 941 NE 91 TERR MIAMI SHORES EMAIL: PERMIT TYPE DESC.: PHONE#: 7864872036 DISAPPROVAL CODES: TASK REVIEWED BY STATUS DATE STATUS Initial Core Review Julio Diaz 08/01/2014 Reviewed Comments:AFTER THE FACT PERMIT FOR ADDITION OF 981 SF/INTERIOR REMODELING TO EXISTING 1,918 SF SINGLE FAMILY RESIDENCE ONLY. (ELISE RESIDENCE) CITY OF MIAMI SHORES BUILDING#RC14153. ADDITION OF NEW MASTER BEDROOM/DEN/FAMILY ROOM. ADDITION 51% CLOSEST SEWER LINE 1,587 LF FEASABLE DISTANCE FORMULA 2,899/20= 145 LF(NOT WITHIN FEASABLE DISTANCE TO CONNECT TO SEWERS) TREES SECTION APPROVED. DERM STAMP PLACED ON COVER SHEET.#(A-1) TREES Review Jennifer Savaro 08/01/2014 Approved Comments:The proposed work depicted on the subject site plan (Sheet A-1)will not impact tree resources; therefore the Tree Permitting Program recommends approval of the site plans provided that no tree that is subject to the Tree Preservation and Protection provisions of Chapter 24 is removed and/or relocated, in which case a Miami Dade County Tree Removal/Relocation Permit is required. Also, please be advised that any type of demolition and other construction activities, including driveways,septic tanks,fences, pipes, buildings, roads, polls etc., should be at least 6 feet from tree resources, as per Section 24- 49.5 (1 a)during construction protective barriers shall be placed around each tree,cluster of trees, or the edge of the preservation area no less than six(6)feet(in radius)from the trunk. If this distance is not maintained the root systems of the trees may be affected,thereby causing the effective destruction of the trees. In the event that the proposed construction causes the effective destruction of the trees on site, it would constitute a violation of Section 24-49 of the Code of Miami-Dade County. Therefore,this Program recommends that appropriate actions be taken to not adversely impact tree resources on the referenced property. Please contact Jennifer Savaro 305-372-6537 for questions relating to the comments above or the Tree Permitting Program 305-372-6574 for information regarding tree permitting procedures and requirements prior to site development. Final Core Review Julio Diaz 08/04/2014 Overall Approval PLAN CONDITIONS: NO CONDITIONS PLAN REVIEW FEES(FEES ARE SUBJECT TO CHANGE PENDING FINAL APPROVAL): FEE CODE DESCRIPTION USER DATE UNIT TOTAL D013 Tree Review JFDLLG 08/04/2014 1 $65.00 D056 Min. Plan Review-Residential JFDLLG 08/01/2014 1 $80.00 ... Total $145.00 ......... __ _ _...... ........ FOR MORE INFORMATION PLEASE CONTACT: YOUR DERM CORE REVIEWER: diazju@miamidade.gov DERM PERMITTING AND INPECTION CENTER, 11805 SW 26 ST,786-315-2800 DERM OVERTOWN TRANSIT CENTER,701 NW 1 CT,305-372-6899 Coastal: dermcr@miamidade.gov EQCB: egcb@miamidade.gov Specialty Engineering Reviews (industrial, storage tanks, industrial waste pretreatment, asbestos, paving &drainage,trees): dermengreviews@miamidade.gov Tree Permit applications: dermtreeprogram@miamidade.gov Water Control: dermwatercontrol@miamidade.gov Wetlands: dermwetlands@miamidade.gov L APR 0 7 2015 safe2core 13666 SW 116 Lane, Miami, FL 33186- Tel(786)353-2595- Cell (786)319-3374 balo@safe2core.net FL Lic. 08BS00839 April 1, 2015 Suncoast Builders & Roofers, Inc. 1040 SW 1 Street Miami, FL 33130 Project: Elise Fable Residence 941 NE 91 Terrace Miami Beach, FL Process# RC - 141531 GPR INSPECTION REPORT SCOPE Safe2core inspected ( GPR ) floor concrete slab and concrete footings. The purpose of the concrete scan was confirm the presence, location and size of reinforcement steel in concrete slabs,footings ( addition area only ). METHOD The inspection was performed using Ground penetrating Radar (GPR). The equipment used was a GSSI SIR-3000 GPR unit with a 2600MHz/2000MHz antenna. _O 4 f RESULTS Footings:( addition ) We confirm the presence reinforced steel in all the footings( rebars#5 ). SCRN NAME ON PLANS FOUND S-1 WF-16 2#5 continuous S-1.1 F-3 4#5 each way S-1.2 F-4 5#5 each way Concrete Slab on ground: ( addition ) We found the presence of 6'x 6'wire mesh embedded on the concrete slab. Y// e . e� ,Aty6ro " " Simpson FL License 08BS00839 *Certified GSSI Ground Penetrating Radar Technician *Certified Post-Tension and Concrete Inspector(Post-Tension Institute) *certified Concrete Coring and Drilling Tech Safe2core Phone: 786-319-3374 Email: balo@safe2core.net Website: www.safe2core.net RAFAEL E. DROZ SEDA P. E. STRUCTURAL AND THRESHOLD INSPECTIONS LICENCES 39228 & SPECIAL INSPECTOR# 843 9130 CRESCENT DRIVE MIRAMAR FL. 33025 - 2426 AS BUILT INSPECTIONS OF AN ADDITIONS CONSTRUCTION AT 941 N.E. 91 TERRACES MIAMI SHORES VILLAGE FLORIDA June 20, 2015 RAFAEL E. DROZ SEDA P. E. STRUCTURAL AND THRESHOLD INSPECTIONS LICENCES 39228 & SPECIAL INSPECTOR# 843 9130 CRESCENT DRIVE MIRAMAR FL. 33025 - 2426 AS BUILT INSPECTION June 20, 2015. To whom it's May Concern 941 N.E.91 Terrace Miami Florida Miami Shore Village, Florida Permit RC -7-14-1531 Dear Sirs This report was issued in response to a request from Building Contractor to perform a Building Inspection at the above address of the House Repaired work. A visual inspection was performed of all structural components that were repaired and in accordance with the approved structural Plans To performed the structural inspection a NDT James Instrument Inc. Rebar Locator C700, and James Rebar Data Scan C -4974. Radiograph was taken at the additions living and bedrooms. Foundations the Contractor excavated and metal detector used next to the footing to determine size 4'-0" x 4'-0" x12" 5# 5 each way T. & B. and also 2 # 5 continuous bar. The 4" Slab in thickness with 6x6 -10/1Owire mesh. The X- Ray at the Columns 8" x 12" shows the#6 bars and#3 ties. 'he X- Rays shows of the Beams with# 6 with# 3 ties reinforcing steel and connections columns steel with the vertical . )0 Roof framing were detected by ceilings openings 2" x12" wood joists @ 12" on center and prefab wood trusses @ 24" and fastened with NVSTA- 22 straps also R-30 insulation. The Tie downs were placed with# 5 @ 40" on center. The 5/8" plywood was fastened with 8d nails @ 4"o% at edge and 6" at field. New windows were installed and fastened 1/a" tap cons embedded 11/4" on the wall and wood buck around the perimeter. I certify to the best of my knowledge and belief after the inspections and the X Rays that the all work was done in accordance with the 2010Florida Building Specifications, and is structurally sound and safe for the specific usage. The Inspectors certify that there are no financial or business interests on the above property nor has ever been a contractor employee. If additional information is required please contact me at(305) 962-7452. Sincerely, RAFAEL E. A P.E. ©< «?+/?« < . . . ` «G ?c� ^ t/r � � . . . . . . , . E\\ , \ j � � \ \° ' � ©b« », C ~ . 1 � � . , c . ; . . , �� a , . � � ? \�� } ` � ` ��\ :�\ ��\\ . �� \\ �\�� ( �� : \,�' � \��\ � �� .. �\\ . © : . . \�\ ��—/ w\ . \ �� y» � . \�»� _ �/: � \�\\ �» °�»�2�y 2 ° � :« \ ��\\ ��, .��\ ��. . �\��~° ,e.5 v© ? � . : i:��/�§� u e� r tip. , r ♦ 4 � r `f t .•S^ �� .a r t �1 1 4 P t FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method 49 i Project Name: 941 NE 91 TERR ADDITION Builder Name: Street: 941 NE 91 TERR Permit Office: MIAMI SHORES City,State,Zip: MIAMI SHORES,FL,33138- Permit Number Owner. Jurisdiction: 232600 Design Location: FL,Miami �F' 6 � ¢ 1. New construction or existing Addition 9. Wall Types(1192.0 sgft.) Insulation N Area �r 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=4.1 940; b.Concrete Block-Int Insul,Adjacent R=4.1 248.00 ft2 3. Number of units,if multiple family 1 c.NIA R= ft2 4. Number of Bedrooms( drms in Addition) 1(1) d.NIA R= ft2 5. Is this a worst case? No 10.Ceiling Types (945.0 sgft.) Insulation Area a.Under Attic(Vented) R=30.0 945.00 ftz 6. Conditioned floor area above grade(ftp 945 b.WA R= ft2 Conditioned floor area below grade(ftp 0 c.WA R= ft2 11.Ducts1R ft2 7. Windows(280.0 sgfQ Description Area a.Sup: c, Roo Block1 6 1.66 a. U-Factor. Sgl,U=1.10 280.00 tt SHGC: SHGC=0.65 b. U-Factor. WA IV 12.Coolings kBtu/hr Efficiency SHGC: a.CentraCn' 18.9 SEER:16.50 c. U-Factor. WAftpSHGC: 13.Heating sOP kBtu/hr Efficiency d. U-Factor. WA ftz a.Electric Strip Heat 15.8 COP:1.00 SHGC: _ Area Weighted Average Overhang Depth: 4.571 ft. Area Weighted Average SHGC: 0.650 14.Hot water systems- 8. Floor Types (945.0 sqft.) Insulation Area a.Natural Gas Tankless Cap:1 gallons EF:0.800 a.Slab-On-Grade Edge Insulation R=0.0 945.00 ft$ b. Conservation_features b.NIA R= ft2 None c.WA R= ft2 15.Credits CF,Pstat Glass/Floor Area: 0.296 Total Proposed Modified Loads: 23.69 PASS Total Standard Reference Loads: 29.82 1 hereby certify that the plans and specifications covered by Review of the plans and © THE S��x�` this calculation are in m " n with the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: A - ? =ice this building will be inspected for 0 f' compliance with Section 553.908 , I hereby certify that this building,as designed, is in compliance Florida Statutes. with the Florida Energy Code. OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: e, -"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 an air distribution system test report,by a Florida Class 1 Rater, confirming system leakage to outdoors tested at 25 pascals pressure difference in accordance with 403.2.2.1.is not greater than (28 cfm:Duct#1) 4/21/2012 8:52 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX` = 79 The lower the EnergyPerformance Index,the more efficient the home. 941 NE 91 TERR, MIAMI SHORES, FL, 33138- 1. New construction or ebsting Addition 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=4.1 944.00 ft2 b.Concrete Block-Int Insul,Adjacent R=4.1 248.00 ft2 3. Number of units,if multiple family 1 c.N/A 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=30.0 945.00 ft2 6. Conditioned floor area(ft2) 945 b.N/A R= ft2 7. Windows'` Description Area c.N/A R= ft2 a. U-Factor. Sgl,U=1.10 280.00 ft2 11.Ducts R ft2 a.Sup:Attic,Ret:Attic,AH:RoomslnBlock1 6 1.66 SHGC: SHGC=0.65 b. U-Factor. N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor. N/A ft2 a.Central Unit 18.9 SEER:16.50 SHGC: d. U-Factor. N/A ft2 13.Heating systems kBtu/hr Efficiency SHGC: a.Electric Strip Heat 15.8 COP:1.00 Area Weighted Average Overhang Depth: 4.571 ft. Area Weighted Average SHGC: 0.650 8. Floor Types Insulation Area 14.Hot water systems- Cap:1 gallons a.Slab-On-Grade Edge Insulation R=0.0 945.00 ft2 a.Natural Gas EF:0.74 b.N/A R= ft2 c.N/A R= ft2 b. Conservation features None 15.Credits CF,Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building 19E ST Construction through the above energy saving features which will be installed (or exceeded) = Argo in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. "fit, Builder Signature: Date: a * Address of New Home: City/FL Zip: D ��'� WE *Note: This is not a Building Energy Rating. If your Index is below 70,your home may qualify for energy efficient mortgage(EEM)incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 79 The lower the EnergyPerformance Index,the more efficient the home. 941 NE 91 TERR, MIAMI SHORES, FL, 33138- 1. New construction or existing Addition 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=4.1 944.00 ft2 b.Concrete Block-Int Insul,Adjacent R=4.1 248.00 ft2 3. Number of units,if multiple family 1 c.WA 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=30.0 945.00 ft2 6. Conditioned floor area(ft2) 945 b.WA R= ft2 7. Windows'"* Description Area c.N/A R= ft2 a. U-Factor. Sgl,U=1.10 280,00 ft2 11.Ducts R ft2 a.Sup:Attic,Ret:Attic,AH:RoomslnBlockl 6 1.66 SHGC: SHGC--0.65 b. U-Factor. N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor. N/A ft2 a.Central Unit 18.9 SEER:16.50 SHGC: d. U-Factor WA ft2 13.Heating systems kBtu/hr Efficiency SHGC: a.Electric Strip Heat 15.8 COP:1.00 Area Weighted Average Overhang Depth: 4.571 ft. Area Weighted Average SHGC: 0.650 8. Floor Types Insulation Area 14.Hot water systems- Cap:1 gallons a.Slab-On-Grade Edge Insulation R=0.0 945.00 ft2 a.Natural Gas EF:0.74 b.N/A R= ft2 c.WA R= ft2 b. Conservation features None 15.Credits CF,Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building �,t%E S�,� Construction through the above energy saving features which will be installed (or exceeded) 0 „ in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. 16. f Builder Signature: Date: �u X Address of New Home: City/FL Zip: �•G'OD ��'� wE *Note: This is not a Building Energy Rating. If your Index is below 70,your home may qualify for energy efficient mortgage(EEM)incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation,contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 941 NE 91 TERR ADDITION Builder Nana:: Street 941 NE 91 TERR Permit office: MIAMI SHORES City,State,Zip: MIAMI SHORES,FL,33138- Permit Number owner. Jurisdiction: 232800 Design Location: FL,Miami 1. New construction or eAsft Addition 9. Wan Types(1192.0 sgiL) insulation Area 2. Single family or multiple family Single-famiiy a.Concrete Block-Int In ul,Exterior R=4.1 944.00 it2 b.Concrete Block-Int Itsuh Adjacent R..4,1 248.00 fF 3. Number of units,if multiple family 1 c.NIA R= fts 4. Number of Bedroonapedmis In Addition) 1(1) d.WA R= ftz 5. Is this a worst cam? No 10.Calling Types(945.0 sgft) Insulation Area a.Under Attic(Vented) R=30.0 945.00 fle 6. Conditioned floor area above grade(ftp 945 b.NIA R= ftz Conditioned floor area below grade(ftp 0 c.WA R= ftz 11.Duds R ftp 7. Windows(280.0 sgiL) Description Area a Sup:Attic,Ret Attic,AH:RoomslnBiodcl 6 1.66 a. U-Factor. Sgl,U=1.10 280.00 fe SHGC: SHGC=0.65 b. U-Factor. WA ft' 12.Cooing systems kBtu1hr Efficlency SHGC: a.Central Unit 18.9 SEER:16.50 c. U-Factor. NIA fP SHGC: 13.Heatht9 systems kBbAr Efficiency d. U-Factor. N/A ftp a Elect Strip Heat 15.8 COP-1.00 SHGC: Area Weighted Average Overhang Depth: 4.571 ft. 14.Hotwatersystems- Area Weighted Average SHGC: 0.650 8. Floor Types (945.0 sqR) insulation Area a Natural Gas Tankless Cap:1 Tru a.Slab-On-Grade Edge Insulation R=0.0 945.00 iPEF:0.800 b. Conservation features b.NIA it fts Norte c.NIA R-- fe 15.Credits CF,Pstat Glass/FloorAm: 0.296 Total Prod Modified Loads: 23.69 PASS Total Standard Reference Loads. 29.82 1 hereby certify that the plans and specifications covered by Review of the plans and o�'i sTq this calculation are in cpnvbm K.10*!M the Florida Energy spm Kzfions covered by this �+ Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: - Before c onsbudion is completed rr�! DATE: -� this bunking will be inspected for a 2 1 2_- compriance with Section 553.WS 'r 4 1 hereby cefify that this blinding,-as designed,is in compliance Florida Statutes. with the Florida Energy Code. SOD wig OWNER/AGENT. BUILDING OFFICIAL: DATE: DATE: Compliance requires certiflcation by the air handler unit manufacturer that the air handler enclosure qualifles as certified factory-seatled in accordance with 403.2.2.1.1. Compliance requires an air distribution system test report,by a Florida Class 1 Rater, conflrming system leakage to outdoors tested at 25 pascals pressure difference in accordance with 403.22.1.Is not greater than (28 cfm:Duct#1) WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below# Omt -10 Wall Type 1 N Exterior Concrete Block-Int InsRIoomsInBloc 4.1 39 4 8 314.6666 0 0 0.6 0 2 E Exterior Concrete Block-Int InSHloomsinBloc 4.1 34 10 8 278.6666 0 0 0.6 0 3 W Exterior Concrete Block-Int lnSfloomsinBloc 4.1 43 10 8 350.6666 0 0 0.6 0 4 E Garage Concrete Block-Int InsEloomSInBloc 4.1 31 8 248 fts 0 0.01 0 DOORS # Omt Door Type Space Storms U Value Ft Width In FHeight ln Area 1 E=>W Wood RoomslnBloc None 0.75 3 6 8 20 ft2 WINDOWS Orientation shown is the entered,Proposed orientation. / Wall Overhang �/ # Omt ID Frame Panes NFRC U-Factor SHGC Storms Area Depth Separation Int Shade Screening 1 N=>S 1 Metal Single(Tinted) Yes 1.1 0.65 N 66.66666 5 ft 0 in 1 ft 0 in HERS 2006 None 2 E=>W 2 Metal Single(Tinted) Yes 1.1 0.65 N 93.33333 5 ft 0 in 1 ft 0 in HERS 2006 None 3 W=>E 3 Metal Single(Tinted) Yes 1.1 0.65 N 120 ftz 4 ft 0 in 1 ft 0 in HERS 2006 None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 242 ftz 242 fts 33 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 BySpacces Best Guess 0.000507 1257.3 69.026 129.81 0.3499 9.9788 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP:1 15.8 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER:16.518.9 kBtu/hr 720 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless RoomslnBlocic0.736 1 gal 40 gal 120 deg None 4/21/2012 8:51 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS —Supply— —Return— Air Percent HVAC# # Location R-Value Area Location Area Leakage Type Handier CFM 25 Leakage QN RLF Heat Cool 1 Attic 6 1.66 ft2 Attic 1.66 ft2 Prop.Leak Free RoomsinBl28.3 cfm 5.00% 0.03 0.60 1 1 TEMPERATURES Programable Thermostat:Y Ceiling Fans: Cooling Jan Feb Mar Apr May Jun Jul AugSep Oct Nov Dec HeatingJan Feb Mar A r may Jun Jul Auge Oct Nov Dec Venting Jan X Fb X Mar Apr May lC Jun Jul X Aug X Sep Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 4/21/2012 8:54 AM EnergyGaugeO 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: 941 NE 91 TERR PERMIT#: MIAMI SHORES, FL, 33138- MANDATORY REQUIREMENTS SUMMARY-See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed,weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283.Windows and doors=0.30 cfm/sq.ft Testing or visual inspection required. Fireplaces: gasketed doors&outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system.Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental ✓' electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts,air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and y11 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 Vol +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. N/p. No make-up air from attics, crawispaces, 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 NOA and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site-recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency--78% (82%after 4/16/13). Heat pump pool heaters minimum COP=4.0. Cooling/heating 403.6 Sizing calculation performed&attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 4/21/2012 8:51 AM EnergyGaugeO USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 PROJECT Trite: 941 NE 91 TERR ADDITION Bedrooms: 1 Address Type: Street Address Building Type: FLProp2010 Conditioned Area. 945 Lot# Gamer. Total Stories: 1 BlocIdSubDivision: #of Units: 1 Worst Case: No Pkd3ook Builder Name: Rotate Angle: 0 Street 941 NE 91 TERR Permit Office: MIAMI SHORES Cross Ventilation: No County: Dade Jurisdidion: 232800 Whole House Fan: No City,State,Zip: MIAMI SHORES, Family Type: Single-family FL, 33138- New/EAsting: Addition Comment: CLIMATE V/ IECC Design Temp Int Design Temp Heating Design DAY Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL MIAM INTL AP 1 51 so 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 BkK kl 945 7560 SPACES Number Name Area Volume Kitchen OcmWwts Bedrooms Infd ID Fmiished Coote Heated 1 RoomslnBlodcl 945 75W Yes 1 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R Value Area Tile Wood Carte 1 Stab-On-Grade Edge Insuiatio RoomslnBtocc1 190 ft 0 945 ftz 0.2 D 0.8 ROOF Roof Gable Roof Solar SA Emitt Emelt Deck Poch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Barrel the 996 ftZ 1681112 Dark 0.96 No 0.9 No 0 18.4 ATTIC V # Type Ventilation Vent Ratio(1 inn) Area RBS IRCC 1 Full aft Vented 300 945 ft2 N N CEILING # Ceiling Type Space R Value Area Framing Frac Truss Type 1 Under Attic(Vented) RoomslnBiodcl 30 945 ft2 0.11 Wood � + AEo £ g i n2 . 1 ',. pe- t 'CE -1 -1;j Developed by MECA Enterprises, Inc. Copyright 2012 www.mecaenterprises.com Date : 5/11/2012 Project No. : 8120070 Company Name : YHCE Designed By : AM Address : 12151 SW 128 Ct Suite 104 Description : Residence's addition s renovat City Miami Customer Name 3Design Architecture State Florida Proj Location 941 NE 91St Terr. Miami Shores File Location: C:\Program Files\MECAWind\Default.wnd Directional ?roce;=iure Sizmplificn Dlap:h agrm Suildling !CFS 27 Pa--t 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph : Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 1.00 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 = 0.67 : 12 Slope of Roof(Theta) = 3.20 Deg Ht: Mean Roof Ht = 12.63 ft Type of Roof = Gabled; Multi-span RHt: Ridge Ht = 15.00 ft Eht: Eave Height = 10.25 ft OH: Roof Overhang at Eave= 1.00 ft Roof Area = 4539.00 ft" 2 Bldg Length Along Ridge = 53.42 ft Bldg Width Across Ridge= 83.83 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)"0.167 = 0.23 Lzm: 1*(Zm/33)"Epsilon = 427.06 ft Q: (1/(1+0.63*( (B+Ht)/Lzm)"0.63))"0.5 = 0.90 Gust2: 0.925*( (1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm) ) = 0.87 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 = 4.17 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 = 175.00 mph Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure tuINT RS-14al Pressures _fcr Wind iNoxanas ::o 83.83 ft tea?1 L/B0.64 _ ph: Net Pressure at top of wall (windward + leeward) = 38.70 psf p0: Net Pressure at bottom of wall (windward + leeward) = 38.70 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 20.90 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 14.71 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 23.99 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 23.99 psf r ! 1NU11Mb[7�ADE fiFln MIAMI-DADE COUNTY PRODUCT CONTROL SECTION TV DR® ENT OF PERMITTING,ENVIRONMENT, L RY 11805 SW 26 Street,Room 208 AFVAIRS(PERA) Miami,Florida 33175-2474 BOARP AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 >'aJ� CE OF ACCEPTANCE O vvw,v.miamidade.�ov�pera Sunshine Windows Manufacturing,Inc. 1745 W.33`d Place Hialeah,FL 33012 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed and accepted by Miami-Dade County PERA- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section(In Miami Dade County)and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify,or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION:Series"200911 Outswing Aluminum Casement Window—L.M.I. APPROVAL DOCUMENT: Drawing No.CS09-01,titled"Series 2009 Out-Swinging Aluminum Casement Window-Impact Resistant Glass",sheets 1 through 6 of 6,dated 12/03/08,with revision#1 dated 03/06/12,prepared by manufacturer,signed and sealed by Francisco Hernandez,P.E.,bearing the Miami- Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING:Large and Small Missile Impact Resistant LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state, model/series,and following statement:`Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA#10-0407.01 and consists of this page 1 and evidence pages E-I and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez,P.E. NOA No.12-0314.12 71AMM2ADE COUNT1f Expiration Date: June 17,2014 JAPPROVED1 Approval Date: May 24,2012 l Page 1 4- t D t* J I G1 M1AM 1 DADS MIAMI-DADE COUNTY PRODUCT CONTROL SECTION ` DPA MENT OF PERMITTING,ENVIRONMENT,AND REGULATORY 11805 SW 26 Street,Room 208 AIRS(PERA) Miami,Florida 33175-2474 ® � OARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 3 OF ACCEPTANCE NOA .miam1dad189v/bra Sunshine Windows Manufacturing,Inc. a 1745 W.33rd Place Hialeah,FL 33012 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed and accepted by Miami-Dade County PERA- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section(In Miami Dade County) and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify,or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION:Series 114302"Aluminum Fixed Window-L.M.I. APPROVAL DOCUMENT:Drawirig No.PW08-01,titled"Series 4302 Aluminum Fixed Window Impact Resistant Glass",sheets I through 8 of 8,dated 08/18/08,with revision#1 dated 03/06/12,prepared by manufacturer,signed and sealed by Francisco Hernandez,P.E.,bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number.and expiration date by the Miami Dade County Product Control Section. MISSILE IMPACT RATING:Large and Small Missile Impact Resistant LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state, model/series,and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA#10-1221.01 and consists of this page I 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.12-0314.11 rtw �APPRO oauEGauTD Expiration Date: Septem erer 1I' 13-" Approval Date: May 24,2012 5/1 41a Page 1. r Sunshine Windows Manufacturing.Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections: 2. Drawing No PW08-01;titled"Series 4302 Aluminum Fixed Window Impact Resistant Glass",sheets 1 through 8 of 8,dated 08/18/08,with revision#1 dated 03/06/12,prepared by manufacturer,signed and sealed by Francisco Hernandez,P.E. B. TESTS 1. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 4)Large Missile Impact Test per FBC,TAS 201-94 5)-Cyclic Wind Pressure Loading per FBC,TAS 203-94 along with marked-up drawings and installation diagram of aluminum arch,eyebrow and rectangular fixed windows,prepared by Fenestration Testing Laboratory, Inc., Test Report No.FTL-3388,dated 08/14/02,signed and sealed by Joseph Chan,P.E. (Submitted under previous NOA#03-0314.07) C. CALCULATIONS 1. Anchor verification calculations and structural analysis,complying with FBC-2007, prepared by Sunshine Windows Manufacturing,Inc.,dated 12/17/10, signed and sealed by Francisco Hernandez,P.E. (Submitted under previous NOA#10-1221.41) 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE L. Miami-Dade Department of Permitting,Environment,and Regulatory Affairs(PERA) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0325.05 issued to Solutia,Inc. for their"Saflex and Vanceva clear and color interlayers"dated 05/05111,expiring on 05/21/16. ,e7 of 7JA CAA:z �Id 01444 .9 Manuel er . . Product Control ExdeiOr NOA No.12-0314.11 Expiration Date: September 11,2013 Approval Date: May 24,2012 E-1 r : SunsWae WindgNs Manufacturing,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance,complying with FBC-2014,and of no financial interest,dated March 09,2012,signed and sealed by Francisco Hernandez,P.E. 2. Laboratory compliance letter for.Test Report No.FTI-3388,issued by Fenestration Testing Laboratory,Inc.,dated 09/05/02,signed and sealed by Joseph Chan,P.E. (Submitted under previous NOA#03--0314.07) G. OTHERS 1. Notice of Acceptance No. 10--1221.01, issued to Sunshine Windows Manufacturing, Inc. for their Series"4302"Aluminum Fixed Window--L.M.I.,approved on 02/24/11 and expiring on 09/11/13. Manuel Pere,P.E. Product Control E a ner NOA No.12-0314.11 Expiration Date: September 11,2013 Approval Date: May 24,2012 R: 2 M IAM MIAMI-DADE COUNTY e PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING,ENVIRONMENT,AND REGULATORY 11805 SW 26 Street,Room 208 AFFAIRS(PERA) Miami,Florida.33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 N ICE OF ACCEPTANCE OA www-miamidade.gov/neral unshine Windows Manufacturing,Inc. 1745 W 33"a Place Hialeah,FL 33012 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed and accepted by Miaini-Dade County PERA- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section(In Miami Dade County)and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner,the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify,or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION:Clipped,Extruded Aluminum Tube Mullion—L.M.I. APPROVAL DOCUMENT:Drawing No.SW-01-07 titled"Aluminum Tube Mullion,"sheets 1 through 7 of 7,dated 09/30105,prepared by manufacturer,signed and sealed by Francisco Hernandez,P.E.,bearing the Miami-Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING:Large and Small Missile Impact Resistant LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state, model/series,and following statement: "Miami-Dade County Product Control Approved",unless otherwise" noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVENTISEMI NT: TIie NOA number pie tided by the words Miami-Dada Couniy, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA#06-0214.02 and consists of this page 1 and evidence page E-1,as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez,P.E. NOA No. 12-0201.01 CO-- Expiration Date. January 25,2013 Approval Date: February 09,2012 Page I 7 1 Sunshine Windows Manufacturing,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No SW-01-07, Sheets 1 through 7 of 7,titled"Aluminum Tube Mullion", dated 09/30/05,prepared by manufacturer,signed and sealed by Francisco Hernandez, P.E. B. TESTS 1. Test reports on: 1)Large Missile Impact Test per FBC,TAS 201-94. 2)Cyclic Wind Pressure Loading per FBC,TAS 203-94. along with marked-up drawings and installation diagram of aluminum single hung windows mulled together,prepared by Fenestration Testing Laboratory,Inc.Test Report No.FTL-2680,dated 06/29/00,signed and sealed by Aldo P.Gonzalez,P.E. (Submitted Under NOA 011226.14) C. CALCULATIONS 1. Anchor Calculations and structural analysis,complying with FBC-2007 and FBC- 2010,prepared by manufacturer,dated 09/30/05,revised on 01/15/07,and updated ori 12/10/11, signed and sealed by Francisco Hernandez,P.E. 2. Glazing complies with ASTM El 300-04 D. QUALITY ASSURANCE 1. Miami-Dade Department of Permitting,Environment,and Regulatory Affairs(PERA). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of conformance,complying with FBC-2007 and FBC-2010,dated December 10,2011,signed and sealed by Francisco Hernandez,P.E. 2. Statement letter of no financial interest,dated January 15,2007,signed and sealed Francisco Hernandez,P.E. 3. Letter from manufacturer dated 12/19/11,requesting a 1-year renewal to allow time to perform required,additional testing,signed by Noel Martinez,Assistant Manger G. OTHER 1. Notice of Acceptance No. 06-0214.02,issued to Sunshine Windows Manufacturing, Inc.for their Aluminum Tube Mullion—L.M.T.,approved on 02/22/07 and expiring on 01/25/12. 2. One year approval, subjected to successful verification test,the final a proval will be issued for the balance of a total of 5 years. Mann P.E. ProductCon 1 E alliner NOA No. 201.01 Expiration Date: January 25,2013 Approval Date: February 09,2012 E-1 MIAMPDADE MIAMI-DADE COUNTY a PRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT(BNC) 11805 SW 26 Strect,Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami,Florida 33175-2474 i 1'(786)315-2590 F(786)315-2599 I NOTICE OF ACCEPTANCE (NOA) www.Tninmida(le.gov/building Clopay Building Products Company 8585 Duke Boulevard Mason,OH 45040 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 Section 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 Section(In Miami Dade County)and/or the AHS(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 Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Steel Garage Door up to 1612"wide w/Optional Impact Resistant Lites APPROVAL DOCUMENT: Drawing No. 101300,titled"Double Car W8 Hurricane Pan Door",sheet 1 through 3 of 3,dated 02/15/95,with last revision 14,dated 06/16/08,prepared by Clopay Building Products Company,signed and sealed by Scott Hamilton,P.E., bearing the Miami-Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING:A permanent label with the manufacturer's name or logo,manufacturing address,model number,the positive and negative design pressure rating, indicate impact rated if applicable,installation instruction drawing reference number,approval number(NOA),the applicable test standards, and the statement reading`Miami-Dade County Product Control Approved' is to be located on the door's side track,bottom angle,or inner surface of a panel. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA#08-0624.03 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 Carlos M.Utrera,P.E. deum NOA No 11-0217.01 M bDADECOUNTY Expiration Date: March 26,2016 Approval Date: March 31,2011 ie f1� Page B l t Clopay Building Products_Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. 101300,titled"Double Car W8 Hurricane Pan Door", sheet 1 through 3 of 3,dated 02/15/95, with last revision 14, dated 06/16/08,prepared by Clopay Building Products Company, signed and sealed by Scott Hamilton,P.E. B. TESTS "Submitted under NOA #08-0624.03" 1. Test reports on 1)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC,TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 4) Forced Entry Test,per FBC 2411 3.2.1,TAS 202-94 5) Tensile Test per ASTM E8 Along with marked-up drawings and installation diagram of Clopay 16'-2"x 8', 24 ga. steel garage door Model 94W8 with windows,prepared by American Test Lab, Inc., Test Report No. ATLNC 0327.01-08,dated 05/13/08, signed and sealed by David W. Johnson,P.E. "Submitted under NOA # 06-0227.04" 2. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC,TAS 201-94 3) Cyclic Wind Pressure Loading per FBC,TAS 203-94 Along with marked-up drawings and installation diagram of Clopay I 6'-2"x 8',24ga. steel garage door.Model 94,prepared by American Test Lab, Inc., Test Report No. ATLNC 1102.01-05,dated 11/22/05, signed and sealed by David W. Johnson, P.E. 3. Test reports on 1)Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2)Large Missile Impact Test per FBC, TAS 201-94 3)Cyclic Wind Pressure Loading per FBC, TAS 203-94 Along with marked-up drawings and installation diagram of Clopay 16'-2"x 8',24ga. steel garage door Model 94,prepared by American Test Lab,Inc., Test Report No. ATLNC 0118.01-06,dated 03/07/06, signed and sealed by David W.Johnson, P.E. 4. Test report on Salt Spray per ASTM B 117 of painted G40 galvanized coated panels, prepared by Stork Materials Technology,Test Report No. 30160-04-63365,dated 01/26/05,signed by John D. Lee, P.E. 5. Test report on Tensile Test per ASTM E 8, prepared by Q.C. Metallurgical, Inc, Report No. 7KM-1086, dated 11/22/05, signed and sealed by F. Grate, P.E. W03 1� 1 Carlos M.Utrera,P.E. Product Control Examiner NOA No 11-0217.01 Expiration Date:March 26,2016 Approval Date:March 31,2011 E-1 Clouay Building Products Company NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS "Submitter)under NOA #06-0227.04" 1. Jamb anchor calculations,complying with FBC-2004, prepared by Clopay Building Products Company, dated 05/25/06, signed and sealed by Scott Hamilton, P.E. D. QUALITY ASSURANCE 1. Miami-Dade Building and Neighborhood Compliance Department(BNC) E. MATERIAL CERTIFICATIONS "Submitted under NOA #08-0624.03" 1. Test report on Accelerated Weathering Using Xenon Arc Light Apparatus per ASTM 0155 of Lexan SLX2432T Clear Polycarbonate,prepared by Hurricane Engineering &Testing,Inc., Test Report No, HETI-06-A002,dated 12/04/06,signed by Rafael E. Droz-Seda, P.E. 2. Test report on Self-Ignition Temperature per ASTM D1929,Rate of Buren per ASTM D635,and Smoke Density per ASTM D2843 of the Lexan Plastic,prepared by ETC Laboratories,Test Report No. ETC-06-1024-17496.0, dated 05/26/06, signed by Joseph L. Doldan,P.E. F. STATEMENTS 1. Statement letter of conformance with 2007 FBC, issued by Clopay Building Products Company,dated 02/09/11,signed and sealed by Scott Hamilton,P.E. 2. Statement letter of no financial interest issued by Clopay Building Products Company, dated 02/09/11, signed and sealed by Scott Hamilton, P.E. �o t311?gl; Carlos M.Utrera,P.E. Product Control Examiner NOA No 11-0217.01 Expiration Date: March 26,2016 Approval Date: March 31,2011 E-2 Sunshine Windows Manufacturing,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.CS09-01,titled"Series 2009 Out-Swinging Aluminum Casement Window—Impact Resistant Glass",sheets 1 through 6 of 6,dated 12/03/08,with revision#1 dated 03/06/12,prepared by manufacturer,signed and sealed by Francisco Hernandez,P.E. B. TESTS 1. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 4)Large Missile Impact Test per FBC,TAS 201-94 5)Cyclic Wind Pressure Loading per FBC,TAS 203-94 6)Forced Entry Test,per FBC 2411 3.2.1,TAS 202-94 along with marked-up drawings and installation diagram of an outs-wing aluminum casement window,glazed with 5/16"overall HS laminated glass,prepared by Fenestration Testing Laboratory,-Inc.Test Report No:T+"TL-5560,dated 09/04/08, signed and sealed by Carlos S.Rionda,P.E. (Submitted under NOA # 08-1224.10) C. CALCULATIONS 1. Anchor verification calculations,structural and comparative analysis,complying with FBC-2004,dated 12/08/08 and 05/07/09,prepared,signed and sealed by Francisco Hernandez, P.E. (Submitted under previous NOA#10-0407.01) 2. Glazing complies with ASTM El 300-04 D. QUALITY ASSURANCE 1. Miami-Dade Department of Permitting,Environment,and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS - 1. Notice of Acceptance No. 11-0624.01 issued to E.I.DuPont DeNemours& Co.,Inc. for their"DuPont ButaciteO.PVB Interlayer"dated 09/08/11,expiring on 12/11/16. Manue P , .E. Product Control kam er NOA No.12-0314.12 Expiration Date: June 17,2014 Approval Date: May 24,2012 E-1 i • Sunshine Windows Manufacturing,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance,complying with FBC-2010,and of no financial interest,dated March 09,2012,signed and sealed by Francisco Hernandez,P.E. 2. Laboratory compliance letter for Test Report No. FTL-5560,issued by Fenestration Testing Laboratory,Inc.,dated 05/12/09,signed and sealed by Michael Wenzel,P.E. (Submitted under NOA #08-1224..10) G. OTHERS 1. Notice of Acceptance No. 10-0407.01, issued to Sunshine Windows Manufacturing, Inc. for their Series 2009 Outswing Aluminum Casement Window-L.M.I.,approved on 05/19/10 and expiring on 06/17/14. T Manuel 214.12 P.L. Product.Controliner NOA No. Expiration Date: June 17,2014 Approval Date: May 24,2012 E-2 MIAMI—DADE COUNTY,FLORIDA • PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING,ENVIRONMENT,AND REGULATORY 11805 SW 26 Street,Room 208 *WAIRS(PERA) Miami,Florida 33115-2474 130ARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 N CE OF ACCEPTANCE OA w�vw.miamidade.govlperar T-Innshine Windows Manufacturing,Inc. 1745 W.33 rd Place Maleah,FL 33012 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County PERA- Product Control Section to be used in Miami-Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami Dade County Product Control Section(In Miami-Dade County)and/or the AHJ(in areas other than Miami-Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify,or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami Dada County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series"2009"Aluminum Sliding Glass Door-L.M.I. APPROVAL DOCUMENT: Drawing No.SGD09,titled"Series 2009 Aluminum Sliding Glass Door large Missile Impact Resistant", sheets 1 through 14 of 14, dated 12/17/09 with the latest revision "1", dated 03/06/12, prepared by manufacture, signed and sealed by Francisco Hernandez, P. E., bearing the Miami- Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING:Large and Small Missile Impact Resistant. LIMITATIONS: Glass lites wider than 36"shalt have two setting blocks per FBC requirements. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/ series and following statement: "Miami-Dade County Product Control Approved" unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 10-0105.02 and consists of this page 1,evidence pages E-1 and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D.Gascon,P.E. APPROVED 06,NOA No. 12- 0.13 � , Expiration Date: October 06,2015 Gi�lm1,?� Approval Date: May 24,2012 Page 1 Sunshine Windows Manufacturing,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submi#ed under previous NOA No. 10-010S.02) 2: Drawing No. SGD09,titled"Series 2009 Aluminum Sliding Glass Door large Missile Impact Resistant", sheets 1 through 14 of 14, dated 12/17/09 with the latest revision "11, dated 03/06/12, prepared by manufacture, signed and sealed by Francisco Hernandez,P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test,per FBC,TAS 202-94 2) Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3) Water Resistance Test,per FBC,TAS 202-94 4) Large Missile Impact Test per FBC,TAS 201-94 5) Cyclic Wind Pressure Loading per FBC,TAS 20394 6) Forced Entry Test, Type "A-A" sliding door, Grade 10, Level LV 1 per ASTM F 588-07 and per FBC 24113.2.1,TAS 202-94 along with marked-up drawings and installation diagram of an Aluminum Sliding Glass Door,prepared by Fenestration Testing Laboratory,Inc.,Test Report No. FT'L-5471, dated 11/04/09,signed and sealed by Julio E. Gonzalez,P.E. (Submitted under previous NOA No. 10-010S.02) C. CALCULATIONS 1. Anchor verification calculations and structural analysis,complying with FBC, signed, sealed,prepared and dated 09/01/10,by Francisco Hernandez,P.E. (Submitted under previous NOA No. 10-010S.02) 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami-Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 114624.02 issued to E.I. DuPont DeNemours &Co., Inc. for their "DuPont Sentry Glass® Interlayer" dated 05/26/2010, expiring on 01/14/17. Jaime D.Gascon Product Control Section Supervisor NOA No. 12-0314.13 Expiration Date: October 06,2015 Approval Date: May 24,2012 E-1 Sunshine Windows Manufacturin&Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of no financial interest, conformance and compliance with the FBC 2010,dated 03/09/12,signed and sealed by Francisco Hernandez,P.E. 2. Laboratory compliance letter for the Test Report No. FTL-5856, dated 11/04/0%. signed and sealed Julio E.Gonzalez,P. E. (Submitted ander previous NOA No. 10-0105.02) G. OTHERS 1. Notice of Acceptance No. 10-0105.02, issued to Sunshine Windows Manufacturing, Inc. for their "Series 2009 Aluminum Sliding Glass Door—L.M.I", approved on 10/06/10 and expiring on 10/06/15. Jaime D.Gascon, .E. Product Control Section supervisor NOA No. 12-0314.13 Expiration Date: October 06,2015 Approval Date: May 24,2012 E-2 ADDITION& RENOVATIONS FOR RESIDENCE AT: 941 N.E. 91st Terrace Miami Shores, FL 33138 STRUCTURAL RAT AT f TATTON Job. No. H120070 February 17th, 2012 iter iiii$84 �o'i EF • l Y4 *'P- ��O e•ee eeeeeee•�,[� OJ . EN •.�•7t�`t�A .433 : # o 0" .� 7: ac S IDNAL� :e` Youssef H. Hachem, P . OB.A 1 P.E. License No.43302 12151 SW 128 Ct.,Suite 104 . Miami, Florida 33186 A CA (305) 969-YHCE www.yhongineering.com yhCa)yhen in4 eering_com 99 Pages 1�7 Title: 941 NE 91st Terrace. Miami, FL 3313 Job#H120070 K Dsgnr: AM Date: 6:04AM, 18 MAY 12 Description� P Addition&Renovations for Residence at: 941 NE 91 st Terr. Miami Shores, FL 33138 Scope Rev: 580001 Page 2 User.KW-0606355,Ver 5.8.0,1-Dec-2003 General Footing Analysis & Design (c)1983-2003 ENERCALC Engineering Software addition for 941 ne 91st st.ecw.Calculations Description Checking exist. wall footing under portion of wall to be kept at demolished wall (at dinning room) Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 1,912.86 1,912.86 1,912.86 1,912.86 psf DL+LL+ST 1,912.86 1,912.86 1,912.86 1,912.86 psf Factored Load Soil Pressures ACI Eq.C-1 2,946.57 2,946.57 2,946.57 2,946.57 psi ACI Eq.C-2 2,209.93 2,209.93 2,209.93 2,209.93 psf ACI Eq.C-3 915.86 915.86 915.86 915.86 psf pp ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add'I"1.4' Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Used in ACI C-2&C-3 ` Title: 941 NE 91st Terrace.Miami, FL 3313 Job#H120070 o Dsgnr: AM Date: 6:04AM, 18 MAY 12 r 1 Description:Addition&Renovations for Residence at: 941 NE 91 st Terr. Miami Shores, FL 33138 Scope Rev: 580001 User:KW-0606355,Ver 5.8.0,1-Dec-2003 General Footing Analysis & Design Page 1 (c)1983.2003 ENERCALC Engineering Software addition for 941 ne 91st st.ecw:Calculations Description- Checking exist. wall footing under portion - - of wall to be kept at demolished wall (at dinning room) General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 --- --- --- - ----- - - ------- ------ . _ - Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 3.000 ft Seismic Zone 0 Length along Y-Y Axis 3.500 ft Footing Thickness 12.00 in Live&Short Term Combined Col Dim.Along X-X Axis 0.00 in f c 3,000.0 psi Col Dim.Along Y-Y Axis 0.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel% 0.0014 Overburden Weight 225.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 6.800 k ...ecc along X-X Axis 0.000 in Live Load 9.400 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k Summary - Footing Design OK 3.00ft x 3.50ft Footing, 12.Oin Thick, w/Column Support 0.00 x O.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,912.9 1,912.9 psf Max Mu 3.719 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.259 int per ft "X Ecc,of Resultant 0.000 in 0.000 in "Y'Ecc,of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn*Phi 1-Way 26.005 93.113 psi X-X Min.Stability Ratio No Overturning 1.500:1 2-Way 83.733 186.226 psi Y-Y Min.Stability Ratio No Overturning Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn*Phi Two-Way Shear 83.73 psi 62.80 psi 20.10 psi 186.23 psi One-Way Shears... Vu @ Left 18.68 psi 14.01 psi 4.47 psi 93.11 psi Vu @ Right 18.68 psi 14.01 psi 4.47 psi 93.11 psi Vu @ Top 26.01 psi 19.50 psi 6.33 psi 93.11 psi Vu @ Bottom 26.01 psi 19.50 psi 6.33 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru Phi As Rea'd Mu @ Left 2.73 k-ft 2.05 k-ft 0.66 k-ft 42.0 psi 0.26 in2 per ft Mu @ Right 2.73 k-ft 2.05 k-ft 0.66 k-ft 42.0 psi 0.26 in2 per ft Mu @ Top 3.72 k-ft 2.79 k-ft 0.89 k-ft 57.2 psi 0.26 in2 per ft Mu @ Bottom 3.72 k-ft 2.79 k-ft 0.89 k-ft 57.2 psi 0.26 in2 per ft Title: 941 NE 91st Terrace. Miami,FL 3313 Job#H120070 Dsgnr: AM Date: 6:04AM, 18 MAY 12 7 ` r Description:Addition&Renovations for Residence at: 941 NE 91 st Terr.Miami Shores, FL 33138 Scope Rev: 580000 User:KW-0606355,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software addition for 941 ne 91st st.ecw:Calculations Description New concrete footing under C-1 (at center) General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 9.400 k Footing Dimension 3.500 It Live Load 9.300 k Thickness 12.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 0 Bar Size 5 Overburden Weight 255.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf f c 3,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 4.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 8.438 in As to USE per foot of Width 0.259 in2 200/Fy 0.0050 Total As Req'd 0.907 in2 As Req'd by Analysis 0.0014 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0019% Summary Footing OK 3.50ft square x 12.Oin thick with 4-#5 bars Max.Static Soil Pressure 1,926.53 psf Vu:Actual One-Way 25.43 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,926.53 psi Vu:Actual Two-Way 77.87 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 3.67 k-ft/it 5 #4's 3 #5's 3 #6's Mn*Phi:Capacity 8.72 k-ft/it 2 #7's 2 #8's 1 #9's 1 #10's Title: 941 NE 91st Terrace. Miami,FL 3313 Job#H120070 Dsgnr: AM Date: 6:04AM, 18 MAY 12 Description:Addition&Renovations for Residence at: 941 NE 91 st Terr. Miami Shores, FL 33138 Scope Rev: 580000 Page 1 User:KW-0606355,Ver 5.8.0,1-Dec-2003 Square Footing Design (c)1983-2003 ENERCALC Engineering Software addition for 941 ne 91st st.eow:Calculations '1! Description New concrete footing under C-1 (at left) General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 3.800 k Footing Dimension 2.500 ft Live Load 2.900 k Thickness 12.00 in ShortTerm Load 0.000 k #of Bars 3 Seismic Zone 0 Bar Size 5 Overburden Weight 255.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 3,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 4.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 8.438 in As to USE per foot of Width 0.259 in2 200/Fy 0.0050 Total As Req'd 0.648 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Summary _ ;' Footing OK 2.50ft square x 12.Oin thick with 3-#5 bars Max. Static Soil Pressure 1,472.00 psf Vu:Actual One-Way 8.26 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,472.00 psf Vu:Actual Two-Way 27.13 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 186.23 psi Mu :Actual 1.29 k-ft/ft Alternate Rebar Selections... 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 9.14 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's Title: 941 NE 91st Terrace.Miami,FL 3313 Job#H120070 r Dsgnr: AM Date: 4:28PM, 6 FEB 12 Description:Addition&Renovations for Residence at: 941 NE 91 st Terr.Miami Shores,FL 33138 Scope Rev: 580001 User:KW-0606355,Ver 5.8.0,1-Dec-2003 General Footing Analysis & Design Page 2 (c)1983.2003 ENERCALC Engineering Software addition for 941 ne 91st st.ecw:Calculations Description New footing at master bedroom side walls Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 1,272.18 1,272.18 1,272.18 1,272.18 psf DL+LL+ST 1,272.18 1,272.18 1,272.18 1,272.18 psf Factored Load Soil Pressures ACI Eq.C-1 1,841.95 1,841.95 1,841.95 1,841.95 psf ACI Eq.C-2 1,381.47 1,381.47 1,381.47 1,381.47 psf ACI Eq.C-3 962.26 962.26 962.26 962.26 psf ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &-64 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST': 1.100 Used in ACI C-2&C-3 /V' Title: 941 NE 91st Terrace.Miami,FL 3313 Job#H120070 i Dsgnr: AM Date: 4:28PM, 6 FEB 12 Description:Addition&Renovations for Residence at: 941 NE 91st Terr.Miami Shores,FL 33138 Scope Rev: 580001 User:KW-0806355,Ver 5.8.0,1-Dec-2003 General Footing Analysis & Design Page 1 (c)1983.2003 ENERCALC Engineering Software addition for 941 ne 91st st.ecw:Calculations Description New footing at master bedroom side walls General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 , Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 1.330 It Seismic Zone 0 Length along Y-Y Axis 1.000 ft Footing Thickness 12.00 in Live&Short Term Combined Col Dim.Along X-X Axis 0.00 in f'c 3,000.0 psi Col Dim.Along Y-Y Axis 0.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel% 0.0014 Overburden Weight 255.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 0.890 k ...ecc along X-X Axis 0.000 in Live Load 0.270 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k SummaryFooting Design OK 1.33ft x 1.00ft Footing, 12.Oin Thick, w/Column Support 0.00 x O.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,272.2 1,272.2 psf Max Mu 0.283 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.259 Int per it °X'Ecc,of Resultant 0.000 in 0.000 in 'Y'Ecc,of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn'Phi 1-Way 0.000 93.113 psi X-X Min.Stability Ratio No Overturning 1.500:1 2-Way 3.766 186.226 psi Y-Y Min.Stability Ratio No Overturning Footing Design Shear Forces ACI C-1 ACI C-2 i ACI 0-3 - ------ -- - - - - - ._ Vn*Phi Two-Way Shear 3.77 psi 2.82 psi 1.77 psi 186.23 psi One-Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00psi 0.00 psi 0.00 psi 93.11 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru/Phi As Rea'd Mu @ Left 0.28 k-ft 0.21 k-ft 0.13 k-ft 4.4 psi 0.26 in2 per ft Mu @ Right 0.28 k-ft 0.21 k-ft 0.13 k-ft 4.4 psi 0.26 in2 per ft Mu @ Top 0.16k-ft 0.12k-ft 0.08 k-ft 2.5 psi 0.26 in2 per ft Mu @ Bottom 0.16k-ft 0.12k-ft 0.08 k-ft 2.5 psi 0.26 in2 per ft 1 ` � ADDITION& RENOVATIONS FOR RESIDENCE AT: 941 N.E. 91st Terrace Miami Shores, FI 33138 FOUNDATION DESIGN (CHAPTER 5 ) Job. No. H120070 May 15th, 2012 A CA www.yhengineering.com • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) Western States Clay Product Association International Code Council Prjct: 941 NE 91st Terrace Name: Kitchen-family room back wall Topic: Date: 05-14-12 Page: Chkd:A.M. k=0.255 j =0.915 Pmax (Compression) =7.349e+004 lbs (1.837e+004 lbs/ft) OK Pmax (Tension) = 9920 lbs (2480 lbs/ft) OK The wall has adequate capacity. Development and Splice Lengths for Longitudinal Reinforcement K=3.1250 in. Required Development Length: Id = 25.17 in. Required Lap Splice Length: = 25.17 in. Some codes may require epoxy-coated reinforcement to have longer development and splice lengths. f • M�Thei5alionalIGN SYSTEM FOR CONCRETE AND CLAY MASONRY Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) States Clay Product Association International Code Council Prict: 941 NE 91st Terrace Name: Kitchen-family room back wall Topic: Date: 05-14-12 Page: Chkd:A.M. P= 1063 lb/ft aten =0in MT= ML+ Pen = 10378.2 Ib-in/ft Moment Capacity= 12269.5 Ib-in/ft (1022.46 Ib-ft/ft) at this axial load Shear Capacity= 1049.59 Ib/ft The wall is adequate for these critical section forces. Section Forces with Controlling Shearing Force--D + L+ Lr+S+ R +W x/H =0.000 from bottom of wall V=335.3 Ib/ft ML= 0 lb-in./ft P= 1521lb/ftaten =0in MT= ML+ Pen =0 lb-in/ft Moment Capacity= 13784.6 Ib-in/ft at this axial load Shear Capacity= 1049.59 Ib/ft The wall is adequate for these critical section forces. These were found to be load cases that controlled the design. The flexural, shear and axial forces shown are those occurring at the critical section for the case controlled by flexure and at the critical section for the case controlled by shear. The following design calculations are for the section with controlling bending moment Section Design Forces Used V=-13.41 Ib/ft (Computed from Loads) ML= 10378.2 Ib-in./ft (Computed from Loads) P= 1063 Ib/ft at e=0 in (Computed from Loads) Computed Design Values Note: 1/3 stress increase was used Effective Width =48 in. Web Width = 8.313 in. on effective width Allowable Shearing Force= 1050 lb/ft The wall is adequate in shear I Required As=0.2391 in2 each reinforced cell (0.05977 in2/ft) OK d =3.813 in. In =21.48 kbalanced =0.3092 ibalanced =0.8969 • anjilDESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) Western states Clay Product Association International Code Council Prjct: 941 NE 91st Terrace Name: Kitchen-family room back wall Topic: Date: 05-14-12 Page: Chkd:A.M. Design of a Reinforced Masonry Wall with Out-of-Plane Loads Using the 2005 MSJC ASD Code Material and Construction Data 8 in. CMU, Partial grout, running bond Wall Weight=41.03 psf Type S Masonry cement/Air-entrained PCL Mortar, Course Grout CMU Density= 115 pcf f'm = 1500 psi (Specified) Em =900f'm = 1350000 psi Wall Design Details Thickness= 7.625 in. Height= 124 in. (Simply Supported Wall, Effective height= H) x=3.813 in. #5 Bars, Fy=60000.0 Reinforcement Spacing =48 in. On-Center Wall Design Section Properties Ao= 162.6 int to= 1328 in4 So=348.4 in3 Ro=2.858 in Wall Support: Simply Supported Wall Specified Load Components Load P (lb) a (in) W1(psf) W2 (psf) L(lb/ft) hi (in) h2 (in) Dead 859 0 0 0 0 0 124 Live 238 0 0 0 0 0 124 Soil 0 0 0 0 0 0 124 Fluid 0 0 0 0 0 0 124 Wind 0 0 64.9 64.9 0 0 124 Seismic 0 0 0 0 0 0 124 Roof 0 0 0 0 0 0 124 Rain 0 0 0 0 0 0 124 Snow 0 0 0 0 0 0 124 Controlling Load Cases Section Forces with Controlling Flexure and Axial Load--D +W x/H =0.520 from bottom of wall V=-13.41 lb/ft ML= 10378.2 Ib-in./ft ri • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) Western States Clay Product Association International Code Council Prjct: 941 NE 91st Terrace Name: Master bedroom back wall Topic: Date: 05-14-12 Page: Chkd:A.M. k=0.255 j =0.915 Pmax (Compression) = 7.349e+004 lbs (1.837e+004 lbs/ft) OK Pmax (Tension) =9920 lbs (2480 lbs/ft) OK The wall has adequate capacity. Development and Splice Lengths for Longitudinal Reinforcement K=3.1250 in. Required Development Length: Id = 25.17 in. Required Lap Splice Length: = 25.17 in. Some codes may require epoxy-coated reinforcement to have longer development and splice lengths. Ilia r . DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY 10 M The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) Western States Clay Product Association International Code Council Prjct: 941 NE 91st Terrace Name: Master bedroom back wall Topic: Date:05-14-12 Page: Chkd:A.M. P= 1200 lb/ft aten = 0in MT= ML+ Pen = 10378.2 Ib-in/ft Moment Capacity= 12723.4 Ib-in/ft(1060.29 Ib-ft/ft) at this axial load Shear Capacity= 1049.59 Ib/ft The wall is adequate for these critical section forces. Section Forces with Controlling Shearing Force--D + L+ Lr+S + R +W x/H = 0.000 from bottom of wall V=335.3 lb/ft ML=0 lb-in./ft P= 1450 lb/ft at en =0 in MT= ML+ Pen= 0 Ib-in/ft Moment Capacity= 13550.7 Ib-in/ft at this axial load Shear Capacity= 1049.59 Ib/ft The wall is adequate for these critical section forces. These were found to be load cases that controlled the design. The flexural,shear and axial forces shown are those occurring at the critical section for the case controlled by flexure and at the critical section for the case controlled by shear. The following design calculations are for the section with controlling bending moment Section Design Forces Used V=-13.41 Ib/ft (Computed from Loads) ML= 10378.2 Ib-in./ft(Computed from Loads) P= 1200 Ib/ft at e=0 in (Computed from Loads) Computed Design Values Note: 1/3 stress increase was used Effective Width =48 in. Web Width =8.313 in. on effective width Allowable Shearing Force= 1050 Ib/ft The wall is adequate in shear Required As = 0.2219 in2 each reinforced cell (0.05549 in2/ft) OK d =3.813 in. In =21.48 kbalanced =0.3092 jbalanced =0.8969 • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY ireThe National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) Western States Clay Product Association International Code Council Prjct: 941 NE 91st Terrace Name: Master bedroom back wall Topic: Date: 05-14-12 Page: Chkd:A.M. Design of a Reinforced Masonry Wall with Out-of-Plane Loads Using the 2005 MSJC ASD Code Material and Construction Data 8 in. CMU, Partial grout, running bond Wall Weight=41.03 psf Type S Masonry cement/Air-entrained PCL Mortar, Course Grout CMU Density= 115 pcf f'm = 1500 psi (Specified) Em =900f'm = 1350000 psi Wall Design Details Thickness= 7.625 in. Height= 124 in. (Simply Supported Wall, Effective height= H) x=3.813 in. #5 Bars, Fy= 60000.0 Reinforcement Spacing =48 in. On-Center Wall Design Section Properties Ao= 162.6 in2 to = 1328 in4 So =348.4 in3 Ro =2.858 in Walt Support: Simply Supported Wall Specified Load Components Load P(lb) a (in) W1(psf) W2 (psf) L(Ib/ft) h1 (in) h2 (in) Dead 996 0 0 0 0 0 124 Live 30 0 0 0 0 0 124 Soil 0 0 0 0 0 0 124 Fluid 0 0 0 0 0 0 124 Wind 0 0 64.9 64.9 0 0 124 Seismic 0 0 0 0 0 0 124 Roof 0 0 0 0 0 0 124 Rain 0 0 0 0 0 0 124 Snow 0 0 0 0 0 0 124 Controlling Load Cases Section Forces with Controlling Flexure and Axial Load--D +W x/H =0.520 from bottom of wall V=-13.41 Ib/ft ML= 10378.2 lb-in./ft =[!Wgj n DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association version 4.1 (Release 4.1.2) Western States Clay Product Association International Code Council Prjct: 941 NE 91st Terrace Name: Master bedroom walls (zone 5) Topic: Date: 05-14-12 Page: Chkd:A.M. k=0.255 j =0.915 Pmax (Compression) = 7.349e+004 lbs (1.837e+004 lbs/ft) OK Pmax (Tension) =9920 lbs (2480 lbs/ft) OK The wall has adequate capacity. Development and Splice Lengths for Longitudinal Reinforcement K=3.1250 in. Required Development Length: Id = 25.17 in. Required Lap Splice Length: = 25.17 in. Some codes may require epoxy-coated reinforcement to have longer development and splice lengths. • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY 11MThe National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) Western States Clay Product Association International Code Council Prjct: 941 NE 91 st Terrace Name: Master bedroom walls (zone 5) Topic: Date: 05-14-12 Page: Chkd:A.M. P= 1094 lb/ft at en = 0 in MT= ML+ Pen = 10378.2 Ib-in/ft Moment Capacity= 12372.3 Ib-in/ft (1031.03 Ib-ft/ft) at this axial load Shear Capacity= 1049.59 Ib/ft The wall is adequate for these critical section forces. Section Forces with Controlling Shearing Force--D + L+ Lr+S + R +W x/H = 0.000 from bottom of wall V=335.3 Ib/ft ML= 0 Ib-in./ft P= 1589 Ib/ft at en =0 in MT= ML+ Pen =0 Ib-in/ft Moment Capacity= 14008.4 Ib-in/ft at this axial load Shear Capacity= 1049.59 Ib/ft The wall is adequate for these critical section forces. These were found to be load cases that controlled the design. The flexural,shear and axial forces shown are those occurring at the critical section for the case controlled by flexure and at the critical section for the case controlled by shear. The following design calculations are for the section with controlling bending moment Section Design Forces Used V= -13.41 Ib/ft(Computed from Loads) ML= 10378.2 lb-in./ft(Computed from Loads) P= 1094 Ib/ft at e= 0 in (Computed from Loads) Computed Design Values Note: 1/3 stress increase was used Effective Width =48 in. Web Width =8.313 in. on effective width Allowable Shearing Force= 1050 lb/ft The wall is adequate in shear Required As=0.2352 in2 each reinforced cell (0.0588 in2/ft) OK d =3.813 in. n =21.48 kbalanced=0.3092 jbalanced = 0.8969 • DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRY The National Concrete Masonry Association Brick Industry Association Version 4.1 (Release 4.1.2) all MWestern States Clay Product Association International Code Council Pryct: 941 NE 91 St Terrace Name: Master bedroom walls (zone 5) Topic: Date: 05-14-12 Page: Chkd:A.M. Design of a Reinforced Masonry Wall with Out-of-Plane Loads Using the 2005 MSJC ASD Code Material and Construction Data 8 in. CMU, Partial grout, running bond Wall Weight=41.03 psf Type S Masonry cement/Air-entrained PCL Mortar, Course Grout CMU Density= 115 pcf f'm = 1500 psi (Specified) Em = 900f'm = 1350000 psi Wall Design Details Thickness=7.625 in. Height= 124 in. (Simply Supported Wall, Effective height= H) x=3.813 in. #5 Bars, Fy=60000.0 Reinforcement Spacing =48 in. On-Center Wall Design Section Properties Ao= 162.6 in2 to= 1328 in4 So=348.4 in3 Ro=2.858 in Wall Support: Simply Supported Wall Specified Load Components Load P (lb) a (in) W1(psf) W2 (psf) L(lb/ft) h1 (in) h2 (in) Dead 890 0 0 0 0 0 124 Live 275 0 0 0 0 0 124 Soil 0 0 0 0 0 0 124 Fluid 0 0 0 0 0 0 124 Wind 0 0 64.9 64.9 0 0 124 Seismic 0 0 0 0 0 0 124 Roof 0 0 0 0 0 0 124 Rain 0 0 0 0 0 0 124 Snow 0 0 0 0 0 0 124 Controlling Load Cases Section Forces with Controlling Flexure and Axial Load--D +W x/H=0.520 from bottom of wall V=-13.41 Ib/ft ML= 10378.2 Ib-in./ft RV JOB < % �i✓°0 __ �``�`l / i,-."'yam ,0 a�r�� ':' .' YHCE, Inc. Youssef Hachem Consulting Engineering SHEET NO. OF Ms Cr. 12151 SW 128th Court,Suite 1047D a CALCULATED BY DATE www.ynengtrteeReg.00m Miami, FL 33186 - (305)969-YHCE/www.yhengineering.com CHECKED BY DATE SCALE r .—---- .. 2- le- PRODUCT 20441Sinple Sheets)205-1(Padded) YHCE, Inc. JOB t U Youssef Hachem Consulting Engineering SHEET NO. OF NCE12151 SW 128th Court,Suite 104 www.yhengMeer/ng.eom Miami, FL 33186 CALCULATED BY ✓ DATE (305)969•YHCE/www.yhongineefing.com CHECKED BY DATE SCALE ; c'e'=�- f'v'�/v�1' � �'��!��' •° '1Xc-'�.f"�,�,�. F j r a (� 4� > t °fla....... �/s � ® �y f�� 610i �1 . �•r /per PRODUCT 204.1 ft $NO)205-1(Padd4 ADDITION & RENOVATIONS FOR RESIDENCE AT: 941 N.E. 91st Terrace Miami Shores, F/33138 MASONRY WALL DESIGN (CHAPTER 4 ) Job. No. H120070 May 15th, 2012 Ic "'If I ME www.yhengineering.com 1911- Title: 941 NE 91st Terrace.Miami, FL 3313 Job#H120070 Dsgnr: AM Date: 6:05AM, 18 MAY 12 Description:Addition&Renovations for Residence at: 941 NE 91 st Terr.Miami Shores, FL 33138 Scope Rev: 580000 p A User:KW-0606355,Ver 5.8.0,1-Dec-2003 ulti-Span Concrete Beam Page 2 M (c)1983-2003 ENERCALC Engineering Software addition for 941 ne 91st at,ecw:Calculations ^�1 Description Checking exist TB at wall removal's area di - --------- --------- - ----------- at room Query Values Location ft 0.00 0.00 Moment k-ft 0.0 -19.4 Shear k 3.0 10.2 Deflection in 0.0000 0.0000 Title: 941 NE 91st Terrace. Miami,FL 3313 Job#H120070 Dsgnr: AM Date: 6:05AM, 18 MAY 12 Description:Addition&Renovations for Residence at: 941 NE 91st Terr. Miami Shores, FL 33138 Scope Rev: 580000 User:KW-0606355,Ver 5.8.0,1-Dec-2003 �ilu�ti-Span Concrete Beam Page 1 (c)1983-2003 ENERCALC Engineering Software ne gist st.ecw:Calculations addition for 941 Description Checking exist TB at wall removal's area at dinning room j General Information v M _ _ - Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NPA 5000 NF PA 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 3,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information TT� ; Description , 2 Span it 7.58 11.75 Beam Width in 8.00 8.00 Beam Depth in 12.00 12.00 End Fixity Pin-Pin Pin-Pin Reinforcing Center Area 0.62in2 0.621n2 Bar Depth 9.50in 9.50in Left Area 0.62in2 0.621n2 Bar Depth 2.50in 2.50in Right Areal0.62in2 0.62in2 Bar Depth 2.50in 2.50in Loads 1. Using Live Load This Span??I Yes Yes Dead Load k/ft, 0.420 0.420 Live Load k/ft 0.510 0.510 Results Beam OK Beam OK Mmax @ Cntr k-ft3.01 16.36 @ X= ft 2.02 6.97 Mn*Phi k-ft 23.96 23.96 Max @ Left End k-ft! 0.00 -19.36 Mn*Phi k-ft 23.96 23.96 Max @ Right End k-ft -19.36 0.00 Mn*Phi k-ft 23.96 23.96 j Bending OK Bending OK Shear @ Left ki 2.96 10.20 Shear @ Right k 8.07 6.90 Reactions & Deflections DL @ Left k 0.85 5.27 LL @ Left k 1.04 6.40 Total @ Left k 1.89 11.67 DL @ Right k 5.27 1.99 LL @ Right k 6.40 2.42 Total @ Right k 11.67 4.41 Max.Deflection in, 0.013 -0.158 @ X= ft 5.86 6.50 Inertia: Effective in4 440.61 440.61 Shear Stirrups - Stirrup Rebar Area 1 0.220 0.220 Spacing @ Lefttni Not Req'd 4.75 Spacing @.2*L in Not Req'd 4.75 Spacing @.4*L in Not Req'd Not Req'd Spacing @.6*L in 4.75 Not Req'd Spacing @.8*L in 4.75 Not Req'd Spacing @ Right ini 4.75 4.75 Title: 941 NE 91 st Terrace. Miami, FL 3313 Job#H120070 Dsgnr: AM Date: 6:42AM, 16 MAY 12 Description:Addition&Renovations for Residence at: 941 NE 91 st Terr. Miami Shores, FL 33138 Scope Rev: 580000 User KW-0606355,Ver 5.8.0,1-Dec-2003 Multi-Span Concrete Beam Page 2 I'I (c)1983-2003 ENERCALC Engineering Software _ addition for 941 ne 91st st.emcalculations Description Checking exist TB at wall removal's area at dinning room Query values Location ft 0.00 0.00 Moment k-ft 0.0 -19.4 Shear k 3.0 10.2 Deflection in I 0.0000 0.0000 Title: 941 NE 91 st Terrace. Miami, FL 3313 Job#H120070 Dsgnr: AM Date: 6:42AM, 16 MAY 12 Description:Addition&Renovations for Residence at: 941 NE 91 st Terr. Miami Shores, FL 33138 Scope Rev: 580000 pA User:KW-0606355,Ver 5.8.0,1•Dec•2003 Multi-Span Concrete Beam Page 1 (c)1983-2003 ENERCALC Engineering Software addition for 941 ne 91stst.ecw:Calculations Description Checking exist TB at wall removal's area at dinning room General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA5000 - - -- - -- - -- -- Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 3,000.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description 1 2 Span ft 7.58 11.75 Beam Width inl 8.00 8.00 Beam Depth in; 12.00 12.00 End Fixity Pin-Pin Pin-Pin Reinforcing Center Arte 0.62in2 0.62in2 Bar Depth 9.50in 9.50in Left Area 0.62in2 0.62in2 Bar Depth 2.50in 2.50in Right Area 0.62in2 0.62in2 Bar Depth 2.50in 2.50in Loads Using Live Load This Span??I Yes Yes Dead Load k/ft 0.420 0.420 Live Load k/ft, 0.510 0.510 j Results Beam OK Beam OK - - ----� � J Mmax @ Cntr k-ft 3.01 16.36 @ X= ft 2.02 6.97 Mn*Phi k-ft 23.96 23.96 Max @ Left End k-ft I 0.00 -19.36 Mn*Phi k-ft 23.96 23.96 Max @ Right End k-ft -19.36 0.00 Mn*Phi k-ft 23.96 23.96 Bending OK Bending OK Shear @ Left ki 2.96 10.20 Shear @ Right k 8.07 6.90 j Reactions & Deflections i DL @ Left k 0.85 5.27 LL @ Left It� 1.04 6.40 Total @ Left ki 1.89 11.67 DL @ Right k; 5.27 1.99 LL @ Right It I 6.40 2.42 Total @ Right ki 11.67 4.41 Max.Deflection in 0.013 -0.158 @ X= ft 5.86 6.50 Inertia:Effective in4 440.61 440.61 Shear Stirrups Stirrup Rebar Area 12 0.220 0.220 Spacing @ Left in Not Req'd 4.75 Spacing @.2*L in Not Req'd 4.75 Spacing @ .4*L in Not Req'd Not Req'd Spacing 9.6*L in 4.75 Not Req'd Spacing @ .8*L in 4.75 Not Req'd Spacing @ Right ink 4.75 4.75 to Title: 941 NE 91st Terrace. Miami, FL 3313 Job#H120070 Dsgnr: AM Date: 6:41 AM, 16 MAY 12 Y Description :Addition&Renovations for Residence at: 941 NE 91 st Terr.Miami Shores, FL 33138 Scope Rev: 580006 User:KW-0606355,Ver 5.8.0,1-Dec-2003 Pa e 1 (c)1983-2003 ENERCALC Engineering Software Multi-Span Steel Beam cw: lc addition for 941 ne 91st st.eCalculaLons ;I Description New B-1 (W 12 X 22) General Information Code Ref:AISC 9th ASD,1997 UBC,2003 IBC,2003 NFPA 5000 Fy-Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information Description 1 2 Span ft 11.00 11.00 Steel Section w12x22 w12x22 End Fixity Pin-Pin Pin-Pin Unbraced Length ft I 11.00 11.00 Loads Live Load Used This Span? Yes Yes Dead Load k/ft 0.360 0.510 Live Load Wit 0.430 0.610 Dead Load k/ft 0.150 Live Load k/ft 0.180 Start ft 4.580 End ft 11.000 Point#1 DL k' 4.100 LL k 2.000 @ X ft 4.580 i Results Mmax @ Cntr k-ftl 21.53 7.75 @ X= ft; 4.55 7.26 Max @ Left End k-ft 0.00 -21.92 Max @ Right End k-ft -21.92 0.00 fb:Actual psi 10,380.0 10,379.9 Fb:Allowable psi 12,563.9 12,563.9 Bending OK Bending OK fv:Actual psi 3,242.6 2,547.3 Fv:Allowable psi 14,400.0 14,400.0 j Reactions & Deflections Shear @ Left k 6.53 8.15 Shear @ Right k 10.38 4.17 Reactions... DL @ Left ki 3.63 9.22 LL @ Left k', 2.90 9.31 Total @ Left k 6.53 18.53 DL @ Right k 9.22 1.78 LL @ Right k i 9.31 2.38 Total @ Right k 18.53 4.17 Max. Deflection ini -0.073 -0.021 @ X= ft, 4.84 6.97 Span/Deflection Ratio 1,805.9 6,262.8 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 6.53 8.15 0.00 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.00 -21.92 0.00 0.00 0.00 0.00 0.00 0.00 Max.Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Title: 941 NE 91st Terrace. Miami, FL 3313 Job#H120070 Dsgnr: AM Date: 6:41 AM, 16 MAY 12 Description:Addition&Renovations for Residence at: 941 NE 91 st Terr. Miami Shores, FL 33138 Scope Rev: 580005 (c)1983 2 030ENERCALC EnVer gineering n enng Software Sc-2003teel Beam Design Pae 2 ` -_ _ _ _ addition for 941 ne 91st st.ecw.Ca19ulaLons f Description New B-2 (W 12X22) Section Properties W12X22 Depth 12.310 in Weight 22.01 #/ft Web Thick 0.260 in box 156.000 in4 Width 4.003 in lyy 4.660 in4 Flange Thick 0.425 in Sxx 25.400 in3 Area 6.48 in2 Syy 2.310 in3 Rt 1.020 in R-xx 4.910 in Values for LRFD Design.... R-yy 0.848 in J 0.290 in4 Zx 29.300 in3 CW 165.00 in6 Zy 3.660 in3 K 0.725 in Title: 941 NE 91st Terrace. Miami, FL 3313 Job#H120070 Dsgnr: AM Date: 6:41 AM, 16 MAY 12 r Description:Addition&Renovations for Residence at: 941 NE 91 st Terr.Miami Shores,FL 33138 Scope Rev: 580005 User.KW-0606355,Ver 5.8.0,1-Dec-2003 Steel Beam Design Page 1 (c)1983-2003 ENERCALC Engineering Software addition for 941 ne 91st st.ecw:Calculations Description New B-2 (W 12X22) General Information Code Ref:AISC 9th ASD,1997 UBC,2003 IBC,2003 NFPA 5000 Steel Section : W12X22 Fly - 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 15.83 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ks! Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 it Lu: Unbraced Length 15.83 ft Distributed Loads Note!Short Term Loads Are WIND Loads. �! #1 #2 #3 #4 #5 #6 #7 DL 0.220 k/ft LL 0.270 k/ft ST k/ft Start Location ft End Location ft Summafy ' Beam OK Static Load Case Governs Stress Using:W1 2X22 section,Span=15.83ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=15.83ft,LDF=1.000 Actual Allowable Moment 16.038 k-ft 18.479 k-ft Max.Deflection -0.160 in fb:Bending Stress 7.577 ksi 8.730 ksi Length/DL Defl 2,513.4 : 1 fb/Fb 0.868 :1 Length/(DL+LL Defl) 1,188.0 : 1 Shear 4.053 k 46.089 k fv:Shear Stress 1.266 ksi 14.400 ksi fv/Fv 0.088 :1 Force&Stress Summary «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center 0 Center 0 Cants 0 Cants Max. M+ 16.04 k-ft 7.58 16.04 k-ft Max.M- k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 4.05 k 1.92 4.05 k Shear @ Right 4.05 k 1.92 4.05 k Center Defl. -0.160 in -0.076 -0.160 -0.160 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.05 1.92 4.05 4.05 k Reaction @ Rt 4.05 1.92 4.05 4.05 k Fa caldd per Eq.E2-2,K*Ur>Cc I Beam,Major Axis,UrT>(510,000*Cb!Fy)^.5,Fb per Eq.F1-7 1 Beam,Major Axis,Fb per Eq.F1-8,Fb=12.000 Cb Af/(I*d) Title: 941 NE 91st Terrace. Miami, FL 3313 Job#H120070 Dsgnr: AM Date: 6:41 AM, 16 MAY 12 r Description:Addition&Renovations for Residence at: 941 NE 91 st Terr. Miami Shores,FL 33138 Scope: Rev: 580008 User:KW-0606355,Ver 5.8.0,1-Dec•2003 Concrete Rectangular & Tee Beam Design Page 2 (c)1983.2003 ENERCALC Engineering Software addition for 941 ne 91st st.ecw:Calculations Description New TB-1 (B"X 12") section Analysis Evaluate Moment Capacity... Center Left End Richt End X:Neutral Axis 2.145 in 1.640 in 1.640 in a=beta*Xneutral 1.823 in 1.394 in 1.394 in Compression in Concrete 37.194 k 28.438 k 28.438 k Sum[Steel comp.forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -37.200 k -28.286 k -28.286 k Find Max As for Ductile Failure... X-Balanced 5.622 in 1.480 in 1.4796 in Xmax=Xbal*0.75 4.217 in 1.110 in 1.110 in a-max=beta*Xbal 4.779 in 1.258 in 1.258 in Compression in Concrete 73.120 k 19.242 k 19.242 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 73.120 k 19.242 k 19.242 k AS Max=Tot Force/Fy 1.219 in2 0.321 int 0.321 int Actual Tension As 0.620 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 3.050 in Mcr 6.57 k-ft Igross 1,152.00 in4 Ms:Max DL+LL 9.73 k-ft [cracked 315.25 in4 R1 =(Ms:DL+LL)/Mcr 0.675 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 9.73 k-ft Fr=7.5*fc".5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 0.675 Z:Cracking 107.615 kfin I:eff...Ms(DL+LL) 572.802 in4 Leff...Ms(DL+LL+ST) 572.802 in4 Eff. Flange Width 8.00 in ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I 1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Title: 941 NE 91st Terrace. Miami,FL 3313 Job#H120070 Dsgnr: AM Date: 6:41 AM, 16 MAY 12 Description:Addition&Renovations for Residence at: 941 NE 91st Terr. Miami Shores, FL 33138 Scope: Rev: 580008 User:KW-0606355,Ver 5.8.0,1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 1 (01983.2003 ENERCALC Engineering Software addition for 941 ne 91 st st.ecw:Calculations Description New TB-1 (8"X 12") General information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Span 11.33 ft fb 3,000 psi Depth 12.000 in Fy 60,000 psi Width 8.000 in Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Pinned-Pinned Beam Weight Added Intemally Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size 'd'from Top Count Size 'd'from Top Count Size 'd'from Top #1 2 5 9.50in #1 2 5 2.50 in #1 2 5 2.50 in Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 uniform Loads Dead Load Live Load Short Term Start End #1 0.230 k 0.280 k k 0.000 it 11.330 ft Summary j- Beam Design OK Span=11.33ft,Width=8.00in Depth= 12.00in Maximum Moment:Mu 14.98 k-ft Maximum Deflection -0.1258 in Allowable Moment:Mn*phi 23.96 k-ft Maximum Shear:Vu 5.12 k Max Reaction @ Left 3.44 k Allowable Shear:Vn*phi 29.52 k Max Reaction @ Right 3.44 k Shear Stirrups... Stirrup Area @ Section 0.220 int Region 0.000 1.888 3.777 5.665 7.553 9.442 11.330 ft Max.Spacing 4.750 4.750 Not Req'd Not Req'd Not Req'd Not Req'd 4.750 in Max Vu 5.118 3.553 1.777 1.734 1.734 3.511 5.076 k Bending &Shear Force Summary Bending... Mn*Phi Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 23.96 k-ft 14.98 k-ft 11.23 k-ft 4.72 k-ft @ Left End 3.89 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 3.89 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.C-' Vu,Eq.C-1 Vu,Eq.C-; @ Left End 29.52 k 5.12 k 3.84 k 1.61 k @ Right End 29.52 k 5.08 k 3.81 k 1.60 k Deflection Deflections... Upward Downward DL+[Bm Wt] 0.0000 in at 0.0000 ft -0.0337 in at 5.6650ft DL+LL+[Bm Wt] 0.0000 in at 0.0000 ft -0.1258 in at 5.6650ft DL+LL+ST+[Bm Wt] 0.0000 in at 0.0000 ft -0.1258 in at 5.6650ft Reactions... @ Left [?a Right DL+[Bm Wt]] 1.851 k 1.851 k DL+LL+[Bm Wt] 3.437 k 3.437 k DL+LL+ST+[Bm Wt] 3.437 k 3.437 k JOB YHCE, Inc. Youssef Hachem Consulting Engineering SHEET NO. OF 12151 SW 128th Court,Suite 104 = +v' • Miami, FL 33186 CALCULATED BY DATE , www.yhenglneering.com (305)969-YHCE/www.yhengineering.com CHECKED BY DATE SCALE _.. �'..�• .....�� :'. ...�j,;�F'�).... � "� 1;.� =�..r.-••rte' �� r'.�9'� �� L•f� zl le P _ ,• r i '� ' ••' - '��' 'f �` ��.�� rill'= <�.'�,�' t �� L;�� -•,_ -, ., ' �,-,i /J moi? _ �•-�r��c�. ��.. �,�. �- _ .;�__ - _�E . ��•a , �..::._ �1-� rlc� /r� rte.- �.��, r . .'Y=x-, .� _- � �• �; r �„'. •- Cd,�/.ems . r � 4 2: cr FCS c� %' C(...t '//1"-L a j PRODUCT 2D4-1(SkO Sheets)205-1(Padded) YHCE, Inc. JOB%liAto Youssef Hachem Consulting Engineering SHEET NO. OF 12151 SW 128th Court,Suite 104 DATE •hen 1� Miami, Fl-33186 CALCULATED BY A11 g ng.com (305)969-YHCE/www>yhengineering com CHECKED BY DATE SCALE �'�-moi`'' Tc�'.•-- . . _:., � �,, ' ^. /041 r r G � r _ __... . e. - -- - v s' fl 6i J 9 PRODUCT 204-1(&QSheets)205-1(Padd4 . , ADDITION & RENOVATIONS FOR RESIDENCE AT: 941 N.E. 91st Terrace Miami Shores, FI 33138 CONCRETE & STEEL BEAM DESIGN (CHAPTER 3 ) Job. No. H120070 May 15th, 2012 H 1C E E www.yhengineering.com 17l Page 10 of 10 ESR-2549 TABLE 9—ALLOWABLE LOADS FOR THE HSUR/HSUL SERIES JOIST HANGERS DIMENSIONS' FASTENERS2 ALLOWABLE LOADS3.4 (inches) (Quantity-Type) (Ibs) MODEL NO. Uplifts Download W H B Al A2 Header Joist CD=1.33 or = CD= Co=1.15 Co=1.25 1.6 HSUR/1-26-2 3'/8 4'6/,e 27/1, 1% 23/le 12-16d 4-16dx2'/2 715 1,610 1,850 2,000 HSUR/L210-2 3'/8 811/16 27/16 1'/< 23/16 20-16d 6-16dx2'/2 1,070 2,680 3,080 3,350 HSUR/L214-2 3'/8 1211/16 27/16 1'/423/16 26-16d 8-16dx21/2 1,430 3,485 4,005 4,355 HSUR/L46 39/16 43/4 27/16 1 23/,6 12-16d 4-16d 715 1,610 1,850 2,000 HSUR/L410 39/16 81/2 27/16 1 23/16 20-16d 6-16d 1,070 2,680 3,080 3,350 HSUR/L414 39/,6 121/2 27/16 1 23/,6 I 26-16d 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 nail 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 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 loads must be reduced when other load durations govern. AZ A, m ° a ° 0 ° N m` 0 ° o ° m FIGURE 9—HSUR/L SERIES HANGER 129 Page 9 of 10 ESR-2549 TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS DIMENSIONS' COMMON NAILSz ALLOWABLE LOADS3,4 (inches) (Quantity-Type) (Ibs) MODEL Uplifts Download W H B Header Joists Co=1.33 or CD 1.0 CD=1.15 Co=1.25 =1.6 HHUS26-2 3/,s 5/18 3 14-16d 6-16d 1,550 2,580 2,965 3,225 HHUS28-2 3s/16 7'/2 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS210-2 3!1e 9/s 3 30-16d 10-16d 2,855 5,190 5,900 5,900 HHUS46 3/. 5/4 3 14-16d 6-16d 1,550 2,580 2,965 3,224 HHUS48 3/a 7'/e 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS410 35/s 9 3 30-16d 10-16d 2,855 5,190 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 loads must be selected based on duration of load as permitted by the applicable building code. 4.Where HUS series hangers support solid-sawn joists having a maximum 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(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam 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. 4- h 2" m ° Az ° i m FIGURE 7-HHUS SERIS HANGER(see Table 7) FIGURE 8-SUR/L SERIES HANGER(see Table 8) TABLE 8-ALLOWABLE LOADS FOR THE SURISUL SERIES JOIST HANGERS DIMENSIONS' FASTENERSz ALLOWABLE LOADSg" (inches) (Quantity-Type) (Ibs) MODEL NO. Uplifts Download W H B Al A2 Header Joist Co=1.33 or =1.6 Co=1.0 Co=1.15 Co=1.25 SUR/1-24 19/1e 31/18 2 1'/8 1% 4-16d 4-10dx1 /z 450 530 610 665 SUR/1-26 19/18 5 2 11/8 1'/4 6-16d 6-10dx1'/2 720 800 960 1,000 SUR/1-26-2 3'/8 415/,s 25/8 11/2 23/8 8-16d 4-16dxl'/2 710 1,065 1,225 1,330 SUR/1-210 --i/,e 8/is 2 11/8 1'/4 10-16d 10-10dxl'/2 1,200 1,330 1,530 1,660 SUR/1-214 19/16 10 2 1'/a 114 12-16d 12-10dx1'/2 1,440 1,595 1,835 1,995 SUR/L210-2 3/8 8"/,e 2/a 1 /z 2/8 14-16d 6-16dx2/z 1,065 1,860 2,140 2,330 SUR/L414 3/1e 12/z 2/a 1 2/a 18-16d 8-16dx2'/2 1,420 2,395 2,500 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,B).These hangers have a 45°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 applicable 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 loads must be reduced when other load durations govern. Page S of 10 ESR-2549 TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS DIMENSIONS COMMON NAILS2 ALLOWABLE LOADS`4 inches Quantl -T a lbs MODEL Upllftg Download NO. W H B Header Joists Co=1.33 or =1.6 Co=1.0 C0=1.15 Co=1.25 MUS26 19/16 53/16 2 6-10d 6-10d 1,090 1,310 1,505 1,640 MUS28 1 /16 --6r/4 2 8-10d 8-10d 1,555 1,750 2,010 2,185 For SI:1 inch=25.4 mm,1 Ibf=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 nail 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.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 header/beam(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. fJ 0 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 NAILS ALLOWABLE LOADS3,4 (inches) (Quantity-Type) (Ibs) MODEL Uplifts Download W H B Header Joists Co=1.33 or Co--1.0 Co=1.15 Cl) 1.25 =1.6 HUS26 1% 53/8 3 14-16d 6-16d 1,550 2,565 2,950 3,205 HUS28 1% 71/16 3 22-16d 8-16d 2,000 3,585 3,700 3,775 HUS210 1% 91/16 3 30-16d 10-16d 2,845 3,775 3,920 4,020 HUS46 39/16 4x/16 2 4-164 4-16d 1,080 1,005 1,115 1,255 HUS48 39/16 615/16 2 6-16d 6-164 1,550 1,505 1,730 1,885 HUS410 39/16 8"/,e 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS412 39/16 10/4 2 10-16d 10-16d 2,700 2,510 2,885 3,140 HUS26-2 31/6 53/,6 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS28-2 31/6 73/16 2 6-16d 6-16d 1,550 1 1,505 1 1,730 1,885 HUS210-2 31lg 9/16 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS212-2 1 31/8 1 11 1 2 10-16d 10-16d 2,560 2,510 2,885 1 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 nail 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 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 header/beam(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 7 of 10 ESR-2549 TABLE 4-ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS DIMENSIONS' COMMON NAILSZ ALLOWABLE LOADS3,4 MODEL (inches) (Quantity-Type) (lbs) NO. Uplifts Download W H B Header Joists CD=1.33 or =1.6 CD=1.0 CE)=1.15 CD=1.25 LUS24 1"/16 31/, 13/4 4-10d 2-10d 465 640 735 800 LUS26 19/16 4% 13/4 4-10d 4-10d 930 830 955 1,040 LUS28 1 /,6 6% 13/4 6-10d I 4-10d 930 1 1,055 1,215 1,320 LUS210 19/16 7"/,6- 1-3/' 8-10d 4-10d 930 1,275 1,465 1,595 LUS24-2 3'/e 3'/s 2 4-16d 2-16d 440 765 880 960 LUS26-2 3'/s 4'5/,e 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS28-2 31/s 7 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS210-2 3'/e 8'/1e 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS214-2 3'/s 1015/,e 2 10-16d 6-16d 1,710 2,030 2,335 2,540 LUS44 39/16 3 2 4-16d 2-16d 440 765 880 960 LUS46 39/16 4'/4 2 4-16d 4-16d 1 1,140 1,000 1,150 1,250 LUS48 39/16 6% 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS410 39/16 8'/4 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS414 --T1,6 10:'/4 2 10-16d 6-16d 1,710 2,030 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 selected 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 header/beam(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. 1'�1� ax. m 0 m � � H C o � 0 FIGURE 4-LUS SERIES HANGER Page flof 10 ESR-2549 TABLE 3-ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS HANGER DIMENSIONS' FASTENERS ALLOWABLE LOADS(lbs)3,4,5 MODEL (inches) (Quantity-Type) NO. Uplifto Download W H B Header Joist Co=1.33 or Co=1.0 CD=1.15 CD=1.25 =1.6 HU26 19/,e 3'!Te 2'/< 4-16d 2-10dxl'/2 240 535 615 670 HU28 19/16 5% 2'/4 6-16d 4-10dx11/2 480 805 925 1,005 HU210 1 9/16 7'/e 2'/e 8-16d 4-10dx1 /2 480 1,070 1,230 1,340 HU212 19/18 9 21/4 10-16d 6-10dx1'/2 720 1,340 1,540 1,675 HU214 19/16 101/6 2% 12-16d 6-10dx11/2 720 1,610 1,850 2,010 HU34 29/1e 3/8 2'/2 4-16d 2-10dx1 /2 240 535 615 670 HU36 2/,a 5T/8 2'/2 8-16d 4-10dxl'/2 480 1,070 1,230 1,340 HU38 2"/16 71/a 2'/2 10-16d 4-10dxl'/2 480 1,340 1,540 1,675 HU310 2/18 8!8 2% 14-16d 6-10dx1 /2 720 1,875 1 2,155 2,345 HU312 2/,e 105/8 2 Y2 16-16d 6-10dxl'/2 720 2,145 2,465 2,680 HU314 29/ie 12 le 2 Y2 18-16d 8-10dx1'/2 960 2,410 2,770 3,015 HU316 2w/is 14'/8 2 Y2 20-16d 8-10dx11/2 960 2,680 3,080 3,350 HU44 39/16 27/8 2'/2 4-16d 2-10d 300 535 615 670 HU46 39/16 53N 2 Y2 8-16d 4-10d 605 1,070 1,230 1,340 HU48 39/18 6'/1s 21/2 10-16d 4-10d 605 1,340 1,540 1,675 HU410 39/,6 85/6 2 Y2 14-16d 6-10d 905 1,875 2,155 2,345 HU412 39/16 105/16 2 Y2 16-16d 6-10d 905 2,145 .2,465 2,680 HU414 39/16 125/8 21/2 18-16d 8-10d 1,205 2,410 2,770 3,015 HU416 39/16 13/8 2 Y2 20-16d 8-10d 1,205 2,680 3,080 3,350 HU66 51/2 4/16 21/2 8-16d 4-16d 715 1,070 1,230 1,340 HU68 5Y2 5'/16 21/2 10-16d 4-164 715 1,340 1,540 1,675 HU610 51/2 7/8 2% 14-16d 6-16d 1,070 1,875 2,155 2,345 HU612 51/2 93/,3 2 Y2 16-16d 6-16d 1,070 2,145 2,465 2,680 HU614 5'/ 11 !6 2% 18-16d 8-16d 1,430 2,410 2,770 3,015 HU616 5% 12"/18 21/2 20-16d 8-16d 1,430 2,680 3,080 3,350 HU24-2 3'/e 3r/18 21/2 4-16d 2-10d 300 535 615 670 HU26-2 3'1. 5/8 2 Y2 8-16d 4-10d 605 1,070 1,230 1,340 HU28-2 31/8 7 21/2 10-16d 4-10d 605 1,340 1,540 1,675 HU210-2 3'!8 8"/% 2'/2 14-16d 6-10d 905 1,875 2,155 2,345 HU212-2 1 31/8 10/16 21/2 16-16d 6-10d 905 2,145 2,465 2,680 HU214-2 31/8 1213/16 21/2 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-2 3'!e 13'/8 2 Y2 20-16d 8-10d 1,205 2,680 3,080 3,350 HU310-2 51/8 8'/e 21/2 14-16d 6-10d 905 1,875 2,155 2,345 HU312-2 51/8 105/8 2% 1 16-16d 6-10d 905 2,145 2,770 2,680 HU314-2 5'/e 12-/,, 2 Y2 18-16d 8-10d 1,205 2,410 2,770 3,015 HU210-3 1 4"/,e 8/18 21/2 14-16d 6-10d 905 1,875 2,155 2,345 HU212-3 411/16 TOT/,-,- 21/2 16-16d 6-10d 905 2,145 2,465 2,680 HU214-3 4"/18 121/16 21/2 18-16d 8-10d 1 1,205 2,410 2,770 3,015 HU216-3 411/16 131/8 21/2 20-16d 8-10d 1,205 2,680 3,080 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 HUC#. 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 govern. i j?age 5 of 10 • ESR-2549 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS DIMENSIONS' FASTENER S2 ALLOWABLE LOADS3A3 lbs MODEL (inches) (Quantity-Type) No Uplift Download W H B Header' Joist Co=1.33 or Co=1.0 Co=1.15 Co=1.25 =1.6 10d 16d 10d 16d 10d 16d U24 1911e 31/8 2 4 2-10dxl'/2 240 445 530 510 610 555 665 U26 19/1, 43/4 2 6 4-10dx11/2 480 665 800 765 920 830 1,000 U210 19/18 713/16 2 10 6-10dx11/2 720 1,110 1,330 1,275 1,530 1,390 1,660 U214 19/16 10 2 12 8-10dx11/2 960 1,330 1,595 1,530 1,835 1,665 1,995 U34 29/1e 33/6 1 2 4 2-10dxl'/2 240 445 530 510 610 555 665 U36 29/16 53/a 2 8 4-10dxl'/2 480 890 1,065 1,025 1,225 1 1,110 1,330 U310 29/16 87/6 2 14 6-10dx11/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U314 29118 10'/2 2 16 6-10dxl'/2 720 1,775 2,130 2,040 2,450 2,220 2,660 U44 39/16 27/8 2 4 2-10d 295 445 530 510 610 555 665 U46 39/16 47/8 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U410 39/16 8318 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U414 39/18 10 2 16 6-10d 890 1,775 2,130 2,040 2,450 2,220 2,660 U24-2 31/8 3 2 4 2-10d 295 445 530 510 610 555 665 U26-2 31/8 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U210-2 3118 81/2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U66 51/2 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U610 51/2 81/2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U210-3 51/2 73/4 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U24R 21/16 3% 2 4 2-10dx11/2 240 445 530 510 610 555 665 U26R 2'/16 55/8 2 8 4-10dx11/2 480 890 1,065 1,025 1,225 1,110 1,330 U21OR 21/16 91/8 2 14 6-10dx11/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U44R 4/18 25/8 2 4 1 2-16d 355 445 530 1 510 610 555 665 U46R 41/16 4% 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330 U41OR 41/16 81/8 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 1,225 1,110 1,330 U610R 6 8'/2 2 14 6-16d 1,065 1,555 1,860 1,790 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 nail 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 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.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"l 6d"columns. 6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails 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. 04) ii I H u e may/ 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,4 of 10 ESR-2549 TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS' FASTENERS2 ALLOWABLE LOADS"4"(lbs) (inches) (Quantity-Type) MODEL Uplif a Download No. W H B Header° Joist Co=1.33 Co=1.0 C0=1.15 Co=1.25 or =1.6 10dj 16d 10d 16d 10d 16d LU24 19/16 3'% 1'/ 4 2-10dx1Y 245 445 530 510 610 555 665 LU26 19/16 4% 1 1'/ 6 4-10dx1% 490 665 800 765 920 830 1,000 LU28 19/1e 6% 1%z 8 6-10dx1'/2 735 890 1,065 1,025 1,225 1,110 1,300 LU210 19/16 713/16 1 1% 10 6-10dx1'/z 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 minimum 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 nails specked 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 nails 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 govem. 0 0 6 0 0 0H e e /zu fof FIGURE 1—LU SERIES HANGER page 3 of 10 ESR-2549 # 2003 International Building Code®(2003 IBC) or fire retardant treated lumber must,as a minimum,comply # 2003 International 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 suitable alternatives to what is specified in,the codes listed 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The above,subject to the provisions of Sections 8.2 through 8.7. Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is specified in,those 8.2 Uses: codes listed in Section 8.0,subject to the same conditions of 8.2.1 2003 IBC,2003 IRC,2000 IBC,and 2000 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 IBC,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 3.2.3 as follows: Fasteners used in contact with preservative treated See Section 7.0 of this report. �3 Page 2 of 10 - ESR-2549 3.2 Materials: duration factor, Cp, corresponding with the applicable loads 3.2.1 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(Inch) connectors are installed in wood that will experience No.14 0.0685 sustained exposure to temperatures exceeding 100°F No.16 0.0555 (37.80C),the allowable loads in this report must be adjusted No.18 0.0445 by the temperature factor, C,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, report and the manufacture's published installation also known as "batch" galvanization, in accordance with instructions,this report governs. ASTM A 123,with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/mz), 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 named 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 installed in accordance with this report and the used must be either sawn lumber or engineered lumber manufacturer's published installation instructions. A having a minimum specific gravity of 0.50 (minimum copy of the instructions must be available at the jobsite equivalent specific gravity of 0.50 for engineered lumber),and at all times during installation. 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 Connected wood members and fasteners must comply, minimum fastener dimensions and bending yield strengths respectively,with Sections 3.2.2 and 3.2.3 of this report. (Fyb): 5.5 Use of connectors with preservative treated or fire COMMON SHANK FASTENER FA retardant treated lumber must be in accordance with NAIL SIZE DIAMETER LENGTH (Psi) Section 3.2.1 of this report. Use of fasteners with (inch) (Inches) preservative treated or fire retardant treated lumber 10d x 1'/Z 0.148 1'/2 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 21/Z 0.162 21/2 90,000 16d 0.162 3'/ 90,000 Data in accordance with the ICC-ES Acceptance Criteria for For SI: 1 inch=25.4 mm,1 psi=6.895 kPa. Joist Hangers and Similar Devices (AC13), dated October 2006(corrected 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-Tie 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: ESR-2549 ES REPORT TM Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BusiressIRegional Office#5360 Worlom M6 Road,Whittir,California 906°1#(562)699.0543 Regional Office#900 Montclair Road,Suite A,Birmingham,Alabama 35213 #(205)599-9800 www°ACC-,e s.ora, Regional Office#4051 West Flossmoor Road,Country Club Hips,Illinois 60478#(708)799-2305 DIVISION:06—WOOD AND PLASTICS hangers having a width equal to or greater than 29/76 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 www.strongtie.corn 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 forthe 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 formed from No. 18 gage galvanized steel. The U-shaped 1.0 EVALUATION SCOPE 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 Code®(IBC) shear nailing in the installation instructions.See Table 5 for # 2006 Intemational Residential Code®(IRC) the hanger dimensions, required fasteners, and allowable loads;Figure 5 for a drawing of a typical MUS series hanger. # Other Codes(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 forthe 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 accordance with 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 7 for the 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 formed from No. 16 gage galvanized steel. See Table 2 for the 3.1.9 HSUR/L Series Hangers: The HSUR/L series hanger dimensions,required fasteners,and allowable loads; hangers are formed 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. FSREPORTS'- are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service.Inc..express or implied,as to any t finding a•other matter in this report,or as to any product covered by the report. RV614aedtmfWW Rio=MOW== Copyright©2008 Page 1 of 10 `7Q 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/SP/LVL/PSL/LSL) W H B CMU Concrete Titen HD SDS Screws (1160) (100/115/125) DOUBLE 2x SIZES LGUM 26-2 12 3 /16 5 4 4-'/8' x 4" 4- '/4'x2'/z" 1430 5595 LGUM 28-2 12 3 /16 7 4 6-'/e" x 4" 6-'/4'x2'/z" 2435 8250 LGUM 210-2 12 3 /16 9 4 8-'/e" x 4" 8-%4'x2'/2" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5'/a 5'% 4 4-'/a" x 4" 4-Wx2'/i' 1430 5610 LGUM 28-3 12 5% 7% 4 6-'/a" x 4" 6-'/4'x2'/2" 2435 8290 LGUM 210-3 12 5'/e 9% 4 8-'/e" x 4" 8-%"x2'/2" 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /16 5 /16 4 4-%" x 4" 4-%"x2'/2" 1430 5625 LGUM 28-4 12 6 /16 7 /16 4 6-W x 4" 6-1/4"x2'/2" 2435 8335 LGUM 210-4 12 6 /16 9 /16 4 8-%" x 4" 8-'/4'x2'/2" 3575 9860 4x SIZES LGUM 46 12 3% 4'/6 4 4-%" x 4" 4-'/4'x2'/2" 1430 5600 LGUM 48 12 3% 6% 4 6-%s" x 4" 6-%"x2'/i' 2435 8260 LGUM 410 12 3% 8'/s 4 8-%" x 4" 8-'/4"x2'/2" 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DUTY HGUM5.25 7 5'/4 5'/4 8-%" x 5" 24-'/4"x2'/2" 10085 14965 16015 HGUM5.50 7 5'/2 11 5 %4 8-%" x 5" 24-'/4"x2'/2" 10125 14940 16015 HGUM7.00 7 7 to 5'/4 8-%" x 5" 24-'/4"x2'/2" 10375 14770 16015 HGUM7.25 7 7 % 30 5%4 8-5/s" x 5" 24-'/e x2'/2" 10415 14740 16015 HGUM9.00 7 9 5'/4 8-5/e" x 5" 24-%"x2'/2" 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 fm= 1500 psi and f'c=2500 psi. n q{ei 4` t /��/� fic TSP e c •I c e�0 .v9 3. O HO v� G •Yt ' - Yr YY LGUM HGUM Typical Wuhl Installation Typical HUM loslaflalion Figure 9 LGUM/HGUM Typical Installation Page 12 of 13 Simpson Strong-Tie �O ESR-2549 Used for Florida State Wide Product Approval# FL 10655 Products on this Report which are SIMPSON STRONG-TIE COMPANY, approved• INC Product FL# Product FL# Product FL# Product FL# HHUS210-2 10655.1 HU36 10655.42 HUC44 10655.82 SUL210 10655.122 HHUS26-2 10655.2 HU38 10655.43 HUC46 10655.83 SUL210-2 10655.123 HHUS28-2 10655.3 HU410 10655.44 HUC48 10655.84 SUL214 10655.124 HHUS410 10655.4 HU412 10655.45 HUC610 10655.85 SUL24 10655.125 HHUS46 10655.5 HU414 10655.46 HUC612 10655.86 SUL26 10655.126 HHUS48 10655.6 HU416 10655.47 HUC614 10655.87 SUL26-2 10655.127 HSUL210-2 10655.7 HU44 10655.48 HUC616 10655.88 SUL414 10655.128 HSUL214-2 10655.8 HU46 10655.49 HUC66 10655.89 SUR210 10655.129 HSUL26-2 10655.9 HU48 10655.50 HUC68 10655.90 SUR210-2 10655.130 HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131 HSUL414 10655.11 HU612 10655.52 HUS210-2 10655.92 SUR24 10655.132 HSUL46 10655.12 HU614 10655.53 HUS212-2 10655.93 SUR26 10655.133 HSUR210-2 10655.13 HU616 10655.54 HUS26 10655.94 SUR26-2 10655.134 HSUR214-2 10655.14 HU66 10655.55 HUS26-2 10655.95 SUR414 10655.135 HSUR26-2 10655.15 HU68 10655.56 HUS28 10655.96 U210 10655.136 HSUR410 10655.16 HUC210-2 10655.57 HUS28-2 10655.97 U210-2 10655.137 HSUR414 10655.17 HUC210-3 10655.58 HUS410 10655.98 U210-3 10655.138 HSUR46 10655.18 HUC212-2 10655.59 HUS412 10655.99 U210R 10655.139 HU210 10655.19 HUC212-3 10655.60 HUS46 10655.100 U214 10655.140 HU210-2 10655.20 HUC214-2 10655.61 HUS48 10655.101 U24 10655.141 HU210-3 10655.21 HUC214-3 10655.62 LU210 10655.102 U24-2 10655.142 HU212 10655.22 HUC216-2 10655.63 LU24 10655.103 U24R 10655.143 HU212-2 10655.23 HUC216-3 10655.64 LU26 10655.104 U26 10655.144 HU212-3 10655.24 HUC24-2 10655.65 LU28 10655.105 U26-2 10655.145 HU214 10655.25 HUC26-2 10655.66 LUS210 10655.106 U26R 10655.146 HU214-2 10655.26 HUC28-2 10655.67 LUS210-2 10655.107 U310 10655.147 HU214-3 10655.27 HUC310 10655.68 LUS214-2 10655.108 U314 10655.148 HU216-3 10655.29 HUC310-2 10655.69 LUS24 10655.109 U34 10655.149 HU24-2 10655.30 HUC312 10655.70 LUS24-2 10655.110 U36 10655.150 HU26 10655.31 HUC312-2 10655.71 LUS26 10655.111 U410 10655.151 HU26-2 10655.32 HUC314 10655.72 LUS26-2 10655.112 U410R 10655.152 HU28 10655.33 HUC314-2 10655.73 LUS28 10655.113 U414 10655.153 HU28-2 10655.34 HUC316 10655.74 LUS28-2 10655.114 U44 10655.154 HU310 10655.35 HUC34 10655.75 LUS410 10655.115 U44R 10655.155 HU310-2 10655.36 HUC36 10655.76 LUS414 10655.116 U46 10655.156 HU312-2 10655.37 HUC38 10655.77 LUS44 10655.117 U46R 10655.157 HU314 10655.38 HUC410 10655.78 LUS46 10655.118 U610 10655.158 HU314-2 10655.39 HUC412 10655.79 LUS48 10655.119 U610R 10655.159 HU316 10655.40 HUC414 10655.80 MUS26 10655.120 U66 10655.160 HU34 10655.41 HUC416 10655.81 MUS28 10655.121 U66R 10655.161 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. y w `'Jax hnQY gy, Inc. Je P.E. p '•R.1E. o. 585 n: 5, 1 9 Page 13 of 13 Simpson Strong-Tie . D Solid Sawn Lumber Connectors • MOUNTFACE SOLID 1 . These products are available with additional corrosion protection.Additional products on ,These products are approved for installation with the Strong-Drive SO Structural- this page may also be available with this option,check with Simpson Strong-Tie for details. Connector screw.See page 30 for the correct substitution and SO screw size. Dimensions Fasteners OF/SP Allowable Loads In tailed Code Joist Min/ Size Model No. Ga W H B Max Header Uplift Floor(100) Snow(115) Root(125) 104 t6d Joist 1(160)1104 16d 104 164 104 16d MCI) Ref. SAWN LUMBER SIZES �LIU24 20 19X6 3'/a 1'h — 4-10d 4-16d 2-10dx1'/: 265 465 555 530 635 575 665 Lowest 2x4US24 181 19/6 3'/e j 13/4 — 4-10d — 2-10d 490 670 — 765 825 — 3% U24 161 19%16 3'/e 1'h — 4-10d A-16d 2-10dx1'h 265 485 575 550 655 595 705 67% HU26 14 19X6 3'/,6 2'/4 — — 4-16d 2-10dx1'/2 335 — 595 — 670 — 720 19 LUS24-2 1'8 3'/a 3'/a 2 — — 4-16d 2-16d 440 — 800 — 910 — 985 Lowest D28� U24-2 161 3% 3 2 — 4-10d 4-16d 2-10d 370 485 575 550 655 595 705 33% HU24 2/HUC24 2 14 3'/e 3'/6 i 2'h — — 4-16d 1 2-10d 380 — 595 — 670 720 240% c LUS26 18' 19/,6 43/4 13/ — 4-10d — 4-104 1165 865 — 990- — 1070 — Lowest LU26 20 19X6 43/ 1'/z — 6-10d 6-16d 4-10dx11/2 565 700 835 795 950 860 1030 1 6% 17,F6,L17 C 2x6 U26 16 19/,6 43/4 2 — 6.10d 6-16d 4-10dxt'/2 585 730 865 825 980 890 1055 43% ® LUC26Z 18 19X6 43/ 13/4 — 6-10d i 6-16d 4-10dxl V2 730 710 845 810 965 875 1040 160% HU26 14; 19/6 3'X6 2'/a — — 4-16d 2-10dx1'/2 335 — 595 — 670 — 720 179% - HUS26 16 15/e 53/e 3 — — 14-16d 6-16d 1550 — 2720 — 3095 — 3335 276% ��►. LUS26-2 18 3'/e 4'/a 2 — — 4-16d 4-16d 1165 — 1030 — 1180 — 1280 U26 2 161 3%a 5 2 — 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 1791 3 �B6 HUS26 -2 ;14' 3'/e 53/6 2 — — 4-16tl 4-164 1235 — -1065 — 1210 _ 1305 , HU26 2/HUC26 2 14 3'/e 5% 2'/2 Min — 8-16d 4-104 1 760 — 1190 — 1345 1445 233% y 14 3'/a 53/a 2'/2 Max, — 12-16d 6-104 1135 — 1785 — 2015 — 2165 254% p LUS26-3 18 4% 4'/a 2 — — 4-16d 4-16d 1165 — 1030 — 1180 — 1280 y U26-3 16 4% 4'/e 1 2 1 — 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 PL 2x 160 HU26 3/HUC26 3 14 4"/,6, 5'/z 2'h Min — 8-16d 4-10d 760 1190 1345 1445 14 41%6 5'/2 — —2'h Max — 12-16d 6-10d 1135 — 1785 2015 2165 LUS26 18 19X6 43/4 ii 13/ — 4-10d — 4-10d 1165 865 — 990 — 1070 — Lowest LU26 1201 19/6 43/4 11'/2 — 6-10d 6-16d !4-10dx1'/2 565 700 835 795 950 860 1030 ! 60 LUS28 181 19/6 65/a 1 — 6-10d — 4-10d 1165 1100 — 1255 — 1360 — 23% LU28 201 19/,6 6% 1'/2 — 8-10d 8-16d 1 6-10dx1'/2 850 930 1 1110 1060 1 1270 ' 1150 1335 39% 2x8 U26 16' 19/6 43/4 1 2 — 6-10d 6-164 410dxt'/z 585 730 865 825 980 890 1055 1 43% LUC26Z 118'III 19/6 43/4 13/4 — 6-10d 6-164 4-104x1'/2 730 710 845 810 965 875 1040 160% HU28 14 1 1 5%4 2'/4 — _— 6-16d 4-10dx1'/z 610 j — 895 — 1005 — 1085 251% i HUS26161 15/8 53/a 3 — — 14-16 d 6-16d 1550 1 2720 — 3095 — 3335 276% 17,F6,L17 `HUS2— 8 zpv -116 1% 7, 3 —t 22-16d — 965 — 4120 — 4220 409% 26-2 181 3'/a 4% 2 — _ 4 - 1165 — 1030 — 1180 — 1280 Lowest 'EU—S28-2 18 3'/e 7 2 — — 6-16d 4-16d 1165 — 1315 - 1500 — 1625 8% DBL U26-2 1161 3'/e 5 2 — 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 65% 2x8 HUS28-2 14 3'/a 73/,a 2 — — 6-164 6-16d 1550 — 1595 — 1815 — 1960 188% HU28 2/HUC28 2 14 3'/e 7 2'/2 Min _ 10-16d 4-10d 760 — 1490 — 1680 — 1805 397% 14 3'/a 7 2'/ Max 14.16d 6-10d 1135 2085 — 2350 — 2530 418% LUS28-3 181 45/a 6'/4 2 — — 6-16d 4-16d 1165 — 1315 — 1500 — 1625 PL 2x U26-3 16 45/a 4'/4 2 — 8-10d ! 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 HU26-3/HUC26-3 '141 4 "Y6. 5'/z 2'/z Min = 8-16d 4-10d 760 t190 1345 1445 160 114141%6 5'/2 2'/2 1 Max' 12-164 — —6-10d 1135 1785 2015 — 2165 QUAD 14 6% 6% 1 2'h 1 Min It — 10-16d 4-16d 900 — 1490 — 1680 — 1805 2x8 HU28-4/HUC28-4 14 6'/a 6% 1 2'/2 1 Max I — 14164 6164 1345 — 2085 — 2350 — 2530 LUS28 18 19/,6 6% 13/ — : 6-104 — 4 104 1165 1100 — 1255 — 1360 — Lowest LU28 20 19/6 6% 1'/2 — 8-10d 8-16d 6-10dx1'h 850 930 1110 1060 1270 1150 1335 13% LUS210 18 19X6 VY16 13/4 — 8-10d — 4-10d 1165 1340 — 1525 — 1650 — 15% 2x10 LU210 20 i9/6 TY161'/2 — 10-10d 10-16d 6-10dx1'/2 850 1165 1390 1325 1585 1435 1715 28% U210 161Y16 713/,6 2 — 10-10d 10-16d 6-10dx1'/z 1110 1215 1440 1375 1635 1485 1685 76% 3/4 — 10-10d 10-16d 6104x1'/2 1100 1185 1410 1345 1605 1455 1735 180% LUC21OZ 18 19/6 7Y4 1 HU210 14 19/6 7'/a 2%4 — — 8-16d 4-10dx1'/2 610 — 1190 — 1345 — 1445 225% HUS210 16 1% 9 3 — — 30 164 10-16d 3000 — 4255 — 4445 — 4575 450% 17,F6,L17 LUS28-2 18 3'/a 7 2 — — 6-16d 4-16d 1165 — 1315 - 1500 — 1625 Lowest LUS210-2 18 3'/a 9 2 — - 8-16d 6-16d 1745 — 1 1830 — 2090 — 12265 34% U210-2 16 3'/a 8'/2 2 — 14-10d 14-16d 6-10d 1110 1705 2015 1930 2285 2075 2465 88% DBL HUS210-2 1-4t 31/a 93/,6 2 — — 8-16d 8-16d 3295 — 2125 — 2420 — 2615 217% 2x10 HU210-2/ 14 3'/a 8/3/,e 2'/2 Min — 14-16d 6-10d 1135 — 2085 — 2350 — 2530 441% HUC210-2 14 3'/a 8'3/6 21/2 1 Max — 18-16d 10-10d 1895 — 2680 3020 — 3250 467%u HHUS210-2 14 35X6 8'/a 3 — — 30 i6d 10-16d 4000 — 5635 — 6380 — 6880 LUS28-3 _'18 45/e 6'/4 2 — — 6-16d 4-16d 1165 — 1315 — 1500 — 1625 160 LUS210-3 18._4_ 8'/e -2-T-- ! — 8-16d 6-16d 1745 — 1830 — 2090 — 12265 TPL U210-3 16' 45A 73/4 2 ' — 1 14-104 14164 6104 1110 1705 2015 1930 2285 2075 2465 —�..— F - 2x10 HU210 3/ 14 4"/,6 89X6 2'/z Min — 14-16d 6-10d 1135 — 2085 — 2350 — 2530 _-- —— 17,F6,L17 HUC210-3 14 4"/,6 89/,6 2'/2 Max 18-16d 10-104 1895 — 2680 — 3020 — 3250 HHUS210-3 14 4'1/,6 9 3 — — 30-16d ! 10-16d 4000 — 5635 — 6380 — 6880 H_GUS210 3 12 4'SX 9'/a 4 — — 46-16d i 16-16d 4095 = 9100 = 9100 — 9100 —T2-3.160 74 See footnotes on page 76. CODES:See page 20 for Code Reference Key Chart. 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 1/2x5" 18-SDS1/4x3 50006 2 4-Titen HD '/2x5" 36-SDS1/4x3 9400 FGTRHL/R 1 2-Titen HD 1/2x5" 18-SDS1/4x3 3850 FGTRE 1 2-Titen HD 1/2x5" 18-SDS1/4x3 46856 FGTRE+FGTR 1 1 Each 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 reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titen HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for corner applications shall be limited to 4685 lbs allowable 7. Loads are governed by the grouted wall capacity based on testing of the products attached to the corner of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. 4. M1 7!1-4MIN o I ID �Y to t 1 i i . Two FGTRs FGTRHL fGTtl FGTR 1 4•> SHOW[J BE SET c' BACK sr _• FGTRE 1= :�_• •_- _ !y'G W, e:4 FGTRHLTOPVIEW Figure 8 FGTR/FGTRE/FGTRHLIFGRHR Typical Installation Page 11 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 NailsLoad MSTAM24 18 1'/4 24 5-'/4X2'/4 5-'/4X13/4 8-10d 1500 9-10d 1500 MSTAM36 16 1'/4 36 8-'/4X2'/4 8-'/4X13/4 10-10d 1870 11-10d 1870 MSTCM40 16 3 40'/4 14-'/4X2'/4 14-'/4X13/4 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 1 16 1 3 591/2 14-1/4X2Y4 I 14-'/4X13/426-16d Sinker 1 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 !'/,' for Titen Masonry Screws 3. Minimum fm= 1500 psi and minimum f',=2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. 0 O 0 C/a" o i � 0 3., 2 ?yD. `�►` I_ �--3 � Typical NISTAM36 MSTAM36 MSTCM40 Installation. Typicai MSTUV160 Installation Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Page 10 of 13 Simpson Strong-Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Uplift Loads Lateral Load S5 Model No. Qty. Application 1 Ply Southern 2 or 3 Ply Southern F, F2 Pine Truss Pine Truss (parallel (perpen. Fasteners Load Fasteners Load to wall) to wall) DETAL20 1 CMU 18-10dx1% 2480 20006 1370 Concrete 18-10dx 1'/z 2480 - 2000 1505 META 2 CMU 10-10dx1'/z 1985 14-16d 1900 1210 1160 Concrete 10-10dx1'/z 1985 14-16d 2565 1210 1 1160 HETA 2 CMU 10-10dx1'/z 2035 12-16d 2500 1225 1520 Concrete 10-10dx1'/z 2035 12-16d 2700 1225 1520 HHETA 2 CMU 10-10dx1'/2 2035 12-16d 2500 1225 1520 Concrete 10-10dx1'/z 2035 14-16d 3350 1225 1520 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum fc is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8"wider than the truss width. 4. Install half of the required number of fasteners in each strap,except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META, HETA, and HHETA anchors apply only to 2-or 3-ply applications with anchors spaced a minimum of 3"apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single-ply application. 6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 Ib. may result in deflection up to 5/32"in the F, direction. Typical Installation y- l with two METAS a #5 Rebar 1 . Figure 6 DETAL and Double META/HETA/HHETA Application Page 9 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 F, F2 So.Pine Truss (parallel to (perpen.to Fasteners Load Fasteners Load wall) wain META12 8 7-10dx1'/2 1450 6-16d 1450 340 725 META14 10 7-1Odx1'% 1450 6-16d 1450 340 725 META16 12 7-10dx1'/z 1450 6-16d 1450 340 725 META18 14 7-1Odx1% 1450 6-16d 1450 340 725 18 6-10dx1% 1270 5-16d 1245 340 725 META20 16 7-1Old x1Y2 1450 6-16d 1450 340 725 META22 18 7-10dx1% 1450 6-16d 1450 340 725 META24 20 7-1Old x11/2 1450 6-16d 1450 340 725 META40 36 1 7-10dx1'/z 1450 6-16d 1450 340 725 HETA12 8 7-1Old x11/2 1520 7-16d 1780 340 725 HETA16 12 9-10dx1'/z 1810 8-16d 1810 340 725 8-10dx1Yz 1735 7-16d 1780 340 725 HETA20 16 16 9-10dx1'/z 1810 8-16d 1810 340 725 HETA24 20 9-1Old x11/2 1810 8-16d 1810 340 725 HETA40 36 9-1Old x1'/Z 1810 8-16d 1810 340 725 HHETA12 8 7-1Odx11/2 1565 7-16d 1820 3406 815 HHETA16 12 10-1Old x 11/2 2235 9-16d 2235 3406 815 HHETA20 14 16 9-1Odx1% 2010 8-16d 2080 3406 815 10-10dx1'/z 2235 9-16d 2235 3406 815 HHETA24 20 10-1Odx11/2 2235 9-16d 2235 3406 815 HHETA40 36 10-1Odx1'/2 2235 9-16d 2235 3406 815 HETAL12 7 10-IOld x11/2 1085 10-16d 1270 415 1100 HETAL16 16 11 14-10dx1'/z 1810 13-16d 1810 415 1100 HETAL20 15 14-1OdxV/2 1810 13-16d 1810 415 1100 LTA1 18 31/6 12-10dx1'/2 1420 12-10dx1% 1420 485 1425 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel-to-plate load towards face of HETAL is 1975 lbs. 4. Minimum fc is 2,OOOpsi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx11W'fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. �.Spy[I.lu1;3fn2r not sna:vn Typical it'iETA Installed vJII TSS Figure 4 Figure 5 Pa META/HETA/HHETA Tvpical Installation LTA1 Typical Installation Simpson Strong-Tie S3 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 160 Model Ga Length Southern Truss/Rafter CMU Concrete Pine/Douglas Fir- Spruce-Pine-Fir (Titen) (Titen) Larch MTSM16 16 16 7-10d 4-%X2% 4-'/4x1'/4 875 755 MTSM20 16 20 7-10d 4-Y4x2Y4 4-%x1'/4 875 755 HTSM16 14 16 8-10d 4-Y4x2Y4 4-'/x1'/4 1175 1010 HTSM20 14 20 10-10d 4-Y4x2Y4 4-%x1% 1175 1010 HM9 18 - 4-SDS%X1'/ 5-Y4x2Y4 5-%xl% 805 690 HGAM1 OJ,b 1 14 - 4-SDS%X1Y2 4-Y4x2Y4 4-Y4x2Y4 850 850 Notes: 1. Loads include a 60%load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs(DFL/SYP)&545 lbs(SFP),and allowable F2 load shall be 200 lbs(DFL/SYP)& 170 lbs(SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs(DFL/SYP)&870 lbs(SFP),and allowable F2 load shall be 1105 lbs (DFL/SYP)&950 lbs(SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2'/i'must be used when framing anchors are installed on each side of the joist or truss. HGAM10 F '7NN� � �'• I Moisture barrier not shown Figure 1 Figure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong-Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13/02 LTA1 F2 02-3616 2/13/02 MSTAM24 Uplift 02-3795 5/17/02, 5/17/02 MSTAM36 Uplift 02-3795 5/17/02, 5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004, 04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHUR Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, 7/13/06, 7/13/06, 7/13/06, 7/14/06, M222, M224 8/03/06 LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, 9/11/06, 9/11/06, 10/20/06, 10/20/06 M217 HGUM Uplift M729, M731 8/3/06, 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 report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perp. to Plate/Allowable Lateral Perp. to Plate < 1.0 10. CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie i 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete, f - 2500 psi Masonry, 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 proportions) 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM 8845, H756 2/27/90, 12/6/00 HTSM 02-3667 1/30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 META Uplift 02-3674, 02-3802, 6/4/02, 6/8/02, 7/24/02, 2/8/04 02-3861, 04-4675 META F1 02-3674, 02-3802 6/4/02, 6/8/02 META F2 02-3674, 02-3802, 6/4/02, 6/8/02, 7/24/02 02-3861 HETA Uplift 02-3803, 02-3862, 6/10/02, 7/26/02, 2/8/04 04-4676 HETA F1 02-3803 6/10/02 HETA F2 02-3803, 02-3862 6/10/02, 7/26/02, HHETA Uplift 02-3676, 02-3863, 6/4/02, 7/29/02, 2/7/04 04-4674 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676, 02-3863 6/4/02, 7/29/02 HETAL Uplift 02-3803, 02-3862, 6/10/02, 7/26/02, 2/8/04 04-4676 HETAL F1 I D793 3/17/94 Page 5 of 13 Simpson Strong-Tie 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 '/z' diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and F„=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and F„=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong-Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong-Drive Screws (which are provided)to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be %" deeper than the specified Titen HD length. The SDS screws are installed best with a low-speed '/2" drill and a'/" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90 requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm)for the LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued-laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce- Pine-Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bending yield strength Fyb: Common Nail Nail Shank Diameter Pennyweight (inch) Fyb (psi) 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 fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member(usually a truss)to a masonry or concrete wall. Embedded truss anchors fasten to a single-ply wood truss with 10dx1'/z nails or to a multiple-ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor(4"for META, HETA, and HETAL, and 51/16"for HETAL). The strap portion of the anchor is 1'/s"wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor.The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 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%" nails. They are embedded in the masonry or concrete wall to a depth of 4% inches. The strap portion of the anchor is 1'/e"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%"and larger members. They are installed with 10d common nails to the wood and either '/4x2%"Titen Masonry Screws to masonry, or%x1%"Titen Masonry Screws to concrete. The MSTCM Strap is 3"wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either%4x2%" Titen Masonry Screws to masonry, or%4x1'/4" Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non-pitch specific girder tie down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 Simpson Strong-Tie ` 0 Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either%X2%"Titen Masonry Screws for a masonry wall, or%x1'/"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%"Titen Masonry Screws for a masonry wall, or%x13/"Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson %X 1'/"SDS screws (provided with the part), and fastens to the wall with either%x2%" Titen Masonry Screws for a masonry wall, or%4x13/4"Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle.The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson %X 1%z"SDS screws (provided with the part), and fastens to the wall with %x2%"Titen 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 • Jax Apex Technology, Inc. FBPE CA NO.7547 4745 Sutton Park Court,Suite 402 Jacksonville, FL 32224/904/821-5200 � I Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code,SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P.Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report.Apex Technology is the prime professional, as defined in Florida Rule 61 G-30.002, authorized to sell the engineering services performed by Jeffrey P.Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P.Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P.Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code.All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG-TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 96-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong-Tie SIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETAL16 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 ;E= Strong-Tie SIMPSON STRONG-TIE COMPANY, INC Masonry Connectors Strapsr r The MTSM and HTSM offer high strength truss to masonry connections. MATERIAL:MTSM-16 gauge;HTSM-14 gauge rW 0° FINISH:Galvanized.See Corrosion Information, F2 ,page 18-19. � INSTALLATION: Moisture barrier not shown •Use all specified fasteners.See General Notes. Typical �I1'/4.�r •Installs with hex head Titen®screws. MTSM20 th �• •Attach to either side of grouted concrete block Installation Min. with a minimum one#5 rebar horizontal. CODES:See page 20 for Code Reference Key Chart. 1"Typ• #5 Rebar Min. Model Fasteners2 DF/SP SPF/HF Allowable Lateral 1 I Allowable Uplift Loads' Allowable Uplift Loads' Loads(DF/SP/SPF/HF) Cade No. L 10d 10dx1'� 10d 10dx1'h F /I ' Truss CMU Concrete 1 F2 Ref. / " (160) 1 (160) (160) (160) (160) (160) MTSM16 16 710d 4'/<x2'/<Titen 4 /<x1%Titers860 860 750 750 N MTSM20 ii 20 710d i 4-Y x2%Titers 14%x1a/Titers 860 860 750 750 HTSMi6 16 ' 8-10d 4-%x2'14 Titers 4-'/ax13/,Titers 1175 1175 1020 1020 2358 gpa FP7 Pilot Hole HTSM20 20 10-10d 4-'/ax2'/4Titen 4 '/axlyTiten 1175 1175 1020 1020 o Fas eners 1.Loads have been increased for wind or earthquake loading with no further increase allowed.Reduce where other loads govern. ® not m ® 1'I TyP 2.Twist straps do not have to be wrapped over the truss to achieve the allowable load. } 3.Minimum edge distance for Titen screw is 1'/z'. ®� a 4.See page 155 for Titen screw information. 5.Table allowable loads were determined using test ultimate/3 or fastener calculation values. 6.Products shall be installed such that the Titen screws are not exposed to the weather. MTSM20 MTSM16 7.Minimum I'm=1500 psi and f'c=2500 psi. 8.Lateral loads apply when on the wall side Titen screws are installed into the first four hexagonal holes from the bend line and on the truss/rafter the first seven nail holes near the bend line are filled.Any other fasteners required can be installed in any open hole. 9.NAILS:10d=0.148'dia.x 3"long,tOdx1'/z=0.148"dia.x 11/2'long.See page 24-25 for other nail sizes and information. er jj The MGT and HGT series are girder tie downs for moderate to high load applications that are typically installed prior to roof sheathing.The MGT wraps over the heel and is anchored on one side of the truss.The HGT straddles the heel and anchors on both sides of the truss.The HGT is field adjustable,making it suitable for trusses with top chord slopes Up to 8/12. I• The HGT is available in sizes for 2-,3-and 4-ply widths. Moisture MATERIAL:MGT-12 gauge;HGT-7 gauge • J banier i• c not shown FINISH:MGT—Galvanized;HGT—Simpson Strong-Tie®gray paint 14'%6" ° INSTALLATION:•Use all specified fasteners.See General Notes. I;tallam •When the HGT-3 is used with a 2-ply girder or beam,shimming is •• of6-god e� required and must be fastened toact as one unitnails into a.ate C . • the face •Attach to grouted concrete block with a minimum one#5 rebar •' v+ horizontal in the top lintel block. 11/4° 3" in.. ° •See page 178 for wood applications. , CODES:See page 20 for Code Reference Key Chart. 65 Rebar Min. _ MGT Typical MGT Installation O.C. Fasteners DF/SP SPF/HF Model W Dim Allowable Allowable Code No. Between Concrete/ Girder Uplift loads Uplift Loads Ref. Anchors CMU (160) (160) 3/4"dia. washers MGT 33/4 — � 1-%6 22-10d 3965 3330 F26 3/a dia.washers required required HGT2 35/,e 5 2-3/4 16-10d 10980 6485 (not supplied) (washers not Moisture supplied) barrier HGT 3 415/,6 7% 2 3/ 16-10d 10530 9035 120 0 not shown HGT-4 69/,6 9 2-3/< 16-10d 9250 9250 � — �4° \- 1.Attached members must be designed to resist applied loads. 2.Minimum f'm=1500 psi and f'c=2500 psi. )` s 3.To achieve the toads listed for the MGT and HGT,anchorage into a 8"wide 3578" 4" concrete tie-beam or grouted and reinforced CMU tie-beam can be made using Vertical reinforcement may be required to transfer the loads per Designer. Simpson Strong-Tie®SET Epoxy-Tie®adhesive with a minimum embedment depth of 12". f 1 4.Allowable loads have been increased for wind or earthquake loading with 1 no further increase allowed;reduce where other loads govern. 1\ —w #5 Rebar , 5.The MGT can be installed with straps vertical for full table load provided all specified \ )16 Min. nails are installed to either a solid header or minimum double 2x6 web. Crescent 6.Table allowable loads were determined using tested lowest ultimate/3 or fastener washer HGT-2 Typical HGT-2 Installation calculation values. supplied (HGT-3 and into Concrete 7.NAILS:10d=0.148"dia.x 3"long.See page 24-25 for other nail sizes and information. and required HGT-4 similar) 163 Masonry Connectors r The embedded truss anchor series provides an r engineered method to properly attach roof trusses to t „ concrete and masonry walls.The products are designed with staggered nail patterns for greater uplift resistance. Information regarding the use of two anchors on single-and multi-ply trusses is included. The TSS. comanionof the META a moisture barrierr betty en product the concrete and truss rThe es i preassembled unit is riveted with no height adjustment. I The DETAL20 is a high capacity embedded truss131/°" °I N anchor for attachment of single-ply trusses to concrete H and masonry walls. It combines dual embedded anchors I N with a structural moisture-barrier seat that is partially I embedded in the concrete or grout.This seat serves to protect the truss and also provides additional lateral and " W uplift capacity.The embedded anchors are pre-attached to the moisture barrier through slots that allow for a slight amount of adjustability,providing flexibility during I s installation to avoid rebar.The moisture-barrier seat 4 0t includes tabs at each end for optional attachment to the beame� E"'betlm �% i m 5 dmen form board in concrete tie-beam applications. E em I' 2''Z" 1 E be MATERIAL:HHETA-14 gauge;HETA-16 gauge;HETAL—stra META-18 gauge;16 TSSe22 gautruss ge; 18 gauge; �a} q' ent DETAL-16 gauge(Barrier—g18 ggauge) Embedrn FINISH:Galvanized.Some products available in ZMAX® META with TSS DETAL20 coating;see Corrosion Information,page 18-19. Model U3Y. HETAL INSTALLATION:•Use all specified fasteners. HETA20 See General Notes. No. (HHETA similar) •The META,HETA and g HHETA are embedded 4"into TSS2 embedded 5% TSS a concrete m DETALtis embedded block dl412'. is I TSS4 2 •The DETAL20 is installed centered and flush on top Fy of an 8"masonry bond beam or concrete tie beam. The moisture barrier seat bears on masonry face shell or concrete tie beam form boards;the two flanges embed into grout or concrete.The two embedded anchors shall be installed vertically F1 into grout or concrete. it •The TSS moisture barrier may be preattached Moisture barrier to the truss using 6d commons. not shown(Typ.) Typical META " •For mislocated truss anchors which are greater Installed with TSS than Ye"but less than 1 Yz"from the face of the truss, a shim must be provided.Shim design by Truss Engineer.When gap is greater than 1112",install new anchors. m •In double embedded anchor installations,do not install fasteners Typical DETAL y where the straps overlap when wrapped over the truss heel. 6 r Installation CODES:See page 20 for Code Reference Key Chart. 4iq Typical HETA20 E Installation o - These products are available with additional corrosion protection.Additional products on Q this page may also be available with this option,check with Simpson Strong-Tie for details. I;I Single Embedded Anchor Installation #5 Rebar '�`.�,� --•� ' SP Uplift Load 160 Load Duration Increase (min.) Model Lateral Loads i No. H 10dx1'/x 16d (160) Code a Quantity Load Quantity Load F1 Fy Ret. i o META12 8 7 1450 6 1450 Straps may be installed straight META14 1 p 7 --- 340 725 or wrapped over to achieve listed loads w 1450 6 1450 340 725 z META16 12 7 1450 ' 6 1450 340 l 725 1.Loads have been increased for wind or seismic loading. 0 META18 14 7 1450 Reduce where other loads govern. z META206 i6 7 1450 6 1450 340 ; 725 2.Minimum f'c=2500 psi.Minimum f'm=1500 psi. META22 18 340 725 3.For simultaneous loads in more than one direction, a 7 1450 - 1450 340 725 the connector must be evaluated as described in Note e, h META24 20 7 1450 6 page 22 under Instructions to the Designer. META40 1450 340 725 4.Five nails must be installed into the truss seat of the HETAL. N 36 7 I 1450 6 ! 1450 340 725 5.Parallel-to-wall load towards face of HETAL is 1975 lbs. ® I1ETA12 g 7 6.It is acceptable to use a reduced number of fasteners i 7 1780 340 725, provided that there is a reduction in uplift load capacity. i� 16 i2 9 8 1810 340 725 See example on page 169.Lateral loads do not apply 0 16 9 10 8 1810 340 725 when fewer than 7 fasteners are used with the HETA and HETA24 20 9 1810 8 1810 340 725 F27 are used with the METAHHETA anchors or less than anchor�6d or 7-10dx1'/:fasteners HETA40 36 9 1810 8 1810 7.The HHETA allowable F1 load can be increased to 435 lbs. HHETAI2 8 7 1565 340 725 if the strap is wrapped over the truss and a minimum of 7 1820 340 815 12 nails are installed. 1 HHETAI6 12 10 2235 9 2235 8.Minimum spacing for multiple anchor installation is 2 times HHETA201 16 340' 815 the embedment depth for full load.See Double Embedded 10 2235 i 9 2235 340' 815 Anchor Installation table on page 162 for loads on closer HHETA24 20 10 2235 9 2235 340' 815 spaced anchors. HHETA40 36 10 2235 9 2235 , 9.Single ply trusses may use either 10dx1 Y2 or 16d nails. HETALI2 7 ° 340 815 2 or 3 ply trusses shall use 16d nails. 10 1085 104 1270 14155 1100 10.Minimum edge distance for HETA/META is 1/2'for concrete HETAL26 11 14^ 1810 13� 1810 4155 1100 11.NAILS:forand 2" masonry,a 0.162*dia.x 3%long, HETAL20 15 14° 1810 13' 1810 4155 1100 10dx1'h=0.148"dia.x 1'/z"long, d See page 24-25 for other nail sizes and information. 161 IS Gauge NVTT Sanibel Truss Strap 18 Gauge NVHC 37 SWAY Grip Clip,(520) Dimensions(maha) Fasteners Schedule Allowable Loads(ft)Product CodeHollow Concrete Nail Schedule Allowable Design loads(lbs) Maso-W B H L Tmss Top Plata y UPMLl PtodactCade Phos Header Joint Uplift NVTT1 1s(, iY4 14 13 2-10dxlA' 6.104 — %8 543 or Plato or Stud Ll L2 16-8d or 12-8dor NVTf--2 1%6 1% 14 13 2-10dxlW — 6-T " 1584 465 NVHC37 SWayClip 16-10d 12-104 702 560 637 1. 1-10dxW nail is placed on each side of the Truss and 3-10daags in cath log are placed in two top plata. 2.34/4"dia.x W"Ion&l)4"embedment topcons are placed in each log and into the hollow concrete masomy. Maintain 2W edge distance from top of the block and spacing of 3' between the topcons. �,hb 1/s" UPLRT UPLIFT L2 L2 Lf Lf 1, 0 9Io • l�j f 4' Na>Zlmle Nan hole Nail hok ;zv. aW"&v 9/6 a+ YloawiiQtePluYu W I �' No .03 ek Product " VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 Nl�l'VIIe In�suies 1>x. 15123 LANTERN CREEK LANE 1053ia EastFlorida Sheet L=1 NV7T1 Assimm HOUSTON, TX 7706$ Hialeah,05)6x33013 NM-2 eoaptoaamoosmaamywidf (305)694-0399 NVMaul2 dpcoaaachm of WbodPleasaodnWa, Fax:(305)694-0398 TRUSS APID TOP PLATE ANCHORS DWO k: Sheet: Date: Revisions: �✓1 F NU-1 4 of 4 2,008 12 Gauge NVTHJ Truss Hip&Jack Hanger 20G Stud Plate Ties ° o ° UPLIFT o L2 H e Left e Is Right e •° o'/" O IKE-1 L, e vlmlro —d— —b (ISOMETRIC) 0 —a sa�16' o Ty p. 'tisk' i---L—�I �I ° •° Typ '7I' H Jack H Header 2-2X \ S—�' '�I 1-2x TYPICAL IKEt INSTALATION IKE-1 IKE-2 NVTHJ-26 as shown — NVTHJ-28 similar U.S.Patent No.4,984,253 Product Allowable Loads Ms)S.Pine Nail Schedule Product Dimensions('inches) Fasteners Allowable Loads(Ibs) Cad Uplift Header 16d HipNail l0d Jack Naill0d Code W H L Stud Plate (e) a b total c d �1 Uplift Ll L2 L NVTH126 1478 16 4 3 7 2 3 5 Bz 1 1% 5 3�e 6-10d 4-104 787 337 337 NVTHJ28 1931 20 5 4 9 2 3 5 1 IKE 2 1YA 611s 3% 6-10d 7-10d 932 451 318 Note: For 1-2x members 10dxly°nails can be used UPLIFT 1 WIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 Nu—Vue • 1053-1059 FAA 29 Street m 15123 LANTERN CREEK LANE HOUSTON, TX 77068 Hialeah,Florida 33013 ^ •.® NVTHJ-28 as shown PROOUCrREVISED (305)694-0397 LO Iap as gy• m•phova Fax:(305)694-0398 %0 N '•o NVTHJ-26 similar 6uditoo& _ v�'• m 0 TRUSS AND TOP PLATE ANCHORS ~ j ° ar �Qr DWGSheet: Dale: Revisions z 1Md 311 Feb 18, NU-1 3of4 2008 \N` Deep Seat Truss Anchor..They are designed to resist lateral and uplift forces. Holden Double Strap Riveted Truss Anchor.. They are designed of 14 gauge steel The strap is made of 14 gauge steel and the seats of 20 gauge steel. plates to resist lateral and uplift forces. The seats are made of 20 gauge steel. UPLIFT UPLIFT Q mm chrd V PW" 60"M Chwd 21, Assembly Dimandon Total No. '—fo-W--No.of Product H offasteam Fasteners in Allowable Loads(Ms) Assembly Dimension Total No. Total No.of Code (ib-) in sbv 20 G&Sea Product of Fasteners Fadeneas in Allowable Loads Qbs) -— — —ii--r—I'Tr 10dx 1%0 ltd 1W fift Code (inches) in two Strap 20 GA.Seat 6 5 6 6 10d.I%- UPlift UPM Ll " L2 NV9rAl2 12 5 6 1046 700 1049 —-4= 6 6 1141 760 NVHTA12 12 10 6 M6 1766 1050 1450 NVSTA16 16 —— 1144 12 6 1695 1997 1181 1631 7 6 1236 823 1239 NVHTA16 16 — -- --- —— --- 14 6 1893 2209 1312 NVSTA20 20 9 6 1331 897 1335 —— NVSTA22 —T4-26—--;Si—-T4-30 NVUrA20 20 16 6 2071 2429 —1444 1944 5 22 6 2259 2649 1575 2171 NVHTA22 22 NVSTA24 24 Notes: "ROMICrAEVISED [NVHTA24�241.Nails are necessary in straps and sod to achieve,dosing loa=ACbftrewiftehe" 2. See note 6,sheet I for combined loading. A j 148"s through chords shall not force the trass plato& -yUnwk%aU52 4. For general notes,see shed I. 5. For higher uplift loads,concrete shall be 3000 psi. 6. Based on min.2500 psi concrete. C—d WIN N. TOLAT, FE (CIVIL) FL REG. it 12847 Nu-Vue 15123 LANTERN CREEK LANE 1053-1059 Fast 29 Street HOUSTON, TX 77068 HWeab,Florida 33013 (305)694-0397 Fax:(305)6940398 TRUSS AND TOP PLATE ANCHORS DWG M Shed : D'to Revisions: 31 NU-1 2f4F2.b0I8' 18 Gauge Angle Clips. GENERAL NOTES: I.Steel shall conform to ASTM A653,structural grade 33(Min.yield 33 ksi)and a minimum galvanized coating of G 60 per ASTM A525. V2 M ax F1 2.Allowable loads are based on National Desing specifications(NDS)for wood construction, 1 2001/2005 Edition. • VOL 3.Design loads are for Southern Pine species with a spedfic gravity of 0.55.Allowable loads for • ' other species shall be adjusted accordingly. • • • L L 4.Common wire nail values are based on NDS table 11P,G=0.55 and have been reduced for • Penetration Depth factor P/IOD. • F2 lift 5.Allowable loads for wind u have already' uplift beat increased by a donation factor of 60%for anchor nail. Load values shown are without 33%steel stress increase 6.Allowable loads for more than a single connection cannot be added together.A design load AB-7 AB-5 Typicil1 Installation which is divided into components in the direction given must be evaluated as follows: Actual Urift + A + <=1.0 Allowable Uplift Al o e LI AllowableL2 7.Allowable loads are based on It/"thick wood members unless otherwise noted 8.All tie beams and grouted concrete masonry shall comply with chapter 21 of FBC.Concrete for tie beams and grout and mortar for concrete masonry shall be a minimimt of 2500 psi.Concrete Product Dimensions(inches) Fastener Schedule Alowable Loads Ohs) masonry shall comply with ASTM C90. Code W 1 W2 L Header Joist Fl F2 9.All tests have been conducted in accordance with ASTM D-1761. AB5 It/2 25546 5 3-10dxlK" 3-lOdxIY2" 511 595 A137 1Y 2%6 7 4-IOdxllz" 4-10dxly," 582 794 uaornrcrltsysu?o Notes: Nail wider angle leg to Joist and Shorter leg to Header. SiF VIPIN N. TOLAT, PE (CIVIL) FL. REG. i) 12847 Nu-Vue ladustries Imo. 15123 LANTERN CREEK LANE 1053.1059 FAA 29 Street HOUSTON, TX 77068 Hisleak norida 33013 (305)694-0397 Fax:(305)694-0395 TRUSS AND TOP PLATE ANCHORS DWG M sheet: Date: Revisions: NU-11 of4 Feb 18, 2,008 Nu-Vue Industries.Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.NU-1,titled"Truss and Top Plate Anchors",sheets 1 through 4 of 4,dated 02/18/08,prepared by Nu-Vue Industries,Inc.,signed and sealed by Vipin N.Tolat,P.E. B. TESTS Test reports on wood connectors per ASTM D1761-88 by Product Testing,Inc.,signed and sealed by C.R.Caudel,P.E. Report No. Wood Connector Load Direction Date 1. 05-5195A AB-5 F1 and F2 06/03/05 2. 05-5196A AB-7 F1 and F2 06/11/05 3. 044995 NVTHJ-26 Upward 01/31/05 4. 04-4996 NVTHJ-28 Upward 01/31/05 5. 05-5612 IKE-1 Upward,L1 and L2 03/20/06 6. 06-5622 IKE-2 Upward,L1 and L2 05/01/06 7. 044908 NVTT Upward and L1 07/21/04 8. 03-4631 NVTT Upward and L1 06/21/04 9. 08-6711 NVHC-37 Upward,Ll and L2 03/14/08 C. CALCULATIONS 1. Shear value of common wire nails and steel plate tensile calculations,prepared by Vipin N. Tolat,P.E., Consulting Engineer, dated 03/20/08, signed and sealed by Vipin N. Tolat,P.E. D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office(BCCO). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Code conformance letters,issued by Product Testing,Inc.,signed and sealed by C. R. Caudel,P.E. G. OTHER 1. Notice of Acceptance No. 03-0224.10,issued to Nu-Vue Industries, Inc.,approved on 04/17/03 and expiring on 05/22/08. Carlos ft Utrera,P.E. Product Control Examiner NOA No.08-0325.02 Expiration Date: May 22,2013 Approval Date: June 5,2008 E-1 MIAMI-DARE MIAMI-DARE COUNTY,FLORIDA • METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER STREET,SUITE 1603 BUILDING CODE COMPLIANCE OFFICE(BCCO) MIAMI,FLORIDA 33130-1563 PRODUCT CONTROL DIVISION (305)375-2901 FAX(305)372-6339 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/buiNingcode Nu-Vue Industries,Inc. 1055 East 29*Street Hialeah,FL 33013 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:Series AB,NVSTA,NVHTA,NVTHJ,IKE,NVTT and NVHC-37 Wood Connectors APPROVAL DOCUMENT:Drawing No.NU-1,titled"Truss and Top Plate Anchors",sheets 1 through 4 of 4,dated 02/18/08,prepared by Nu-Vue Industries,Inc.,signed and sealed by Vipin N.Tolat,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:None LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County,Florida,and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA#03-0224.10 and consists of this page 1 and evidence page E-1,as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M.Utrera,P.E. NOA No.08-0325.02 Expiration Date: May 22,2013 Approval Date: June 5,2008 //� � Page 1 NVHTA Holden Double Shap Riveted Truss Anchors Design Features : * Designed to resist lateral and uplift loads from hurricane wind forces. * Provides a custom connection for trusses or rafters. * Attached beam seat eliminates treated sill or moisture barrier installation. *Allows a 4" minimum embedment in concrete. * Minimum compressive strength of concrete is 2,500 PSI. * 14 gauge galvanized steel and 20 gauge seats. Patent#5,442,887 Assembly Dimension Total No. Total No. Product H of Fasteners of Fasteners Allowable Loads(lbs.) Code (inches) in 2 Straps in 20 GA.Seat U liftb U lift' Ll' L2' 10d x 1 1/2" 10d x 1 1/2" p p NVHTA 12 12 10 6 1506 1766 1050 1450 12 6 1695 1987 1181 1631 NVHTA16 lb 14 6 1883 2208 1312 1812 NVHTA20 20 16 6 2071 2429 1444 1994 T 18 6 2259 2649 1575 1 2175 NVHTA22 22 This table is based on Miami-Dade NOA 08-0325.02 NVHTA24 24 and Florida Appova1599R4. Notes: 1) Nails are necessary in straps and seat to achieve, desing loads. 2) See general notes for combined loading. 3)Nails through chords shall not force the truss plates. 4) For general notes,see sheet 1. 5)For higher uplift loads,concrete shall be 3000 psi. 6)Based on min. 2500 psi concrete. Uplift t L2 x .':e. o ai Ll pro, Tie beam or tie beam formed with concrete filled masonary. 4 Project: Sccisors trusses over bedroom (uplift) Youssef Hachem, YF CE Consulting Engineers May 11, 2012 RBX003 D+0.6W ,+Y 8.5555 980.0000 3.4-2 0.0087 OK RBX006 D+0.75(L+0.6W+Lr) ,+Y -2.4538 980.0000 3.4-2 0.0025 OK RBX004 0.6D+0.6W »+Y -34.0066 980.0000 3.4-2 0.0347 OK RBX002 D+0.6W »+Y -8.5555 980.0000 3.4-2 0.0087 OK RBX005 D+0.6W ,,+Y -2.4538 980.0000 3.4-2 0.0025 OK Design Group: Wood-V Brace-G03 per NDS 2005 ASD Designed As: SSW, Material:\NDS Lumber(Visual)\No.2\Southern Pine (2"4"deep) Strong Deflection Check Member Result Demand dy Capacity dy Code Unity Name Case in in Ref. Check V002 D+L -0.0035 0.1479 IBC 1604.3.1 0.0238 OK V003 D+L -0.0035 0.1479 IBC 1604.3.1 0.0238 OK V004 D+L -0.0073 0.1479 IBC 1604.3.1 0.0492 OK V001 D+L -0.0073 0.1479 IBC 1604.3.1 0.0492 OK Combined Check Member Result Code Unity Name Case Ref. Check V002 0.6D+0.6W ,,+Y 3.9-1 0.3907 OK V003 0.6D+0.6W »+Y 3.9-1 0.3907 OK V004 0.6D+0.6W »+Y 3.9-1 0.4758 OK V001 0.6D+0.6W ,+Y 3.9-1 0.4758 OK Axial Check Member Result Demand Fx Capacity Fx Code Unity Name Case Ib Ib Ref. Check V002 0.6D+0.6W ,,+Y 674.7029 6929.9999 3.8.1 0.0974 OK V003 0.6D+0.6W »+Y 674.7029 6929.9999 3.8.1 0.0974 OK V004 0.6D+0.6W ,+Y 1556.2737 6929.9999 3.8.1 0.2246 OK V001 0.6D+0.6W »+Y 1556.2737 6929.9999 3.8.1 0.2246 OK Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case Ib-ft Ib-ft Ref. Check V002 0.6D+0.6W »+Y 179.7299 600.7170 3.3-1 0.2992 OK V003 0.6D+0.6W ,,+Y 179.7299 600.7170 3.3-1 0.2992 OK V004 0.6D+0.6W »+Y 179.7299 600.7170 3.3-1 0.2992 OK V001 0.6D+0.6W ,,+Y 179.7299 600.7170 3.3-1 0.2992 OK Strong Shear Check Member Result Demand Vy Capacity Vy Code Unity Name Case Ib Ib Ref. Check V002 0.6D+0.6W u+Y -190.1314 980.0000 3.4-2 0.1940 OK V003 0.6D+0.6W »+Y 190.1314 980.0000 3.4-2 0.1940 OK V004 0.6D+0.6W ,+Y -283.1608 980.0000 3.4-2 0.2889 OK V001 0.6D+0.6W ,,+Y 283.1608 980.0000 3.4-2 0.2889 OK Page 2 VisualAnalysis 9.00(www.iesweb.com) Project: Sccisors trusses over bedroom (uplift) Youssef Hachem, YHCE Consulting Engineers May 11, 2012 Result Cases (Extreme Rows Only) Result Case Name Design Checks Design Group Results Design Group: Wood-Column-G01 per NDS 2005 ASD Designed As:SS2x4, Material:\NDS Lumber(Visual)\No.2\Southern Pine (2"-4"deep) Axial Check Member Result Demand Fx Capacity Fx Code Unity Name Case Ib Ib Ref. Check COL003 0.6D+0.6W ,,+Y 36.4389 10574.6130 3.6.3 0.0034 OK COL002 0.6D+0.6W »+Y 193.6049 4017.4975 3.6.3 0.0482 OK COL001 0.6D+0.6W »+Y 36.4389 10574.6130 3.6.3 0.0034 OK Design Group: Wood-Roof X G02 per NDS 2005 ASD Designed As:SS2x4, Material:\NDS Lumber(Visual)\No.2\Southern Pine(2"-4"deep) Combined Check Member Result Code Unity Name Case Ref. Check RBX001 0.6D+0.6W ,,+Y 3.9-1 0.2381 OK RBX003 0.6D+0.6W »+Y 3.9-1 0.0816 OK RBX006 0.6D+0.6W ,,+Y 3.9-1 0.1124 OK RBX004 0.6D+0.6W »+Y 3.9-1 0.2381 OK RBX002 0.6D+0.6W ,,+Y 3.9-1 0.0816 OK RBX005 0.6D+0.6W ,+Y 3.9-1 0.1124 OK Axial Check Member Result Demand Fx Capacity Fx Code Unity Name Case Ib Ib Ref. Check RBX001 0.6D+0.6W ,,+Y 378.7548 6929.9999 3.8.1 0.0547 OK RBX003 0.6D+0.6W »+Y 385.0005 6929.9999 3.8.1 0.0556 OK RBX006 0.6D+0.6W ,+Y 762.7419 6929.9999 3.8.1 0.1101 OK RBX004 0.6D+0.6W ,+Y 378.7548 6929.9999 3.8.1 0.0547 OK RBX002 0.6D+0.6W »+Y 385.0005 6929.9999 3.8.1 0.0556 OK RBX005 0.6D+0.6W ,,+Y 762.7419 6929.9999 3.8.1 0.1101 OK Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case Ib-ft lb-ft Ref. Check RBX001 0.6D+0.6W »+Y -112.3900 588.3727 3.3-1 0.1910 OK RBX003 0.6D+0.6W »+Y 15.9521 588.3727 3.3-1 0.0271 OK RBX006 D+0.6H 2.4490 338.5590 3.3-1 0.0072 OK RBX004 0.6D+0.6W -+Y -112.3900 588.3727 3.3-1 0.1910 OK RBX002 0.6D+0.6W ,,+Y 15.9521 588.3727 3.3-1 0.0271 OK RBX005 D+0.6H 2.4490 338.5590 3.3-1 0.0072 OK Strong Shear Check Member Result Demand Vy Capacity Vy Code Unity Name Case Ib Ib Ref. Check RBX001 0.6D+0.6W ,,+Y 34.0066 980.0000 3.4-2 0.0347 OK Page 1 VisualAnalysis 9.00(www.iesweb.com) Project: Sccisors trusses over bedroom (uplift) 3�1 Youssef Hachem, YHCE Consulting Engineers May 11,2012 Member Extreme Results Member Fx Ic V Ic Mz Ic Ib Ib Ib-ft COL001 -61.77 (37) -0.00 (41) -0.00 41 COL001 17.19 41 0.00 37 0.00 37 COL002 -327.34 37 -0.00 (38) -0.00 (38) COL002 70.60 41 0.00 41 0.00 41 COL003 -61.77(37) -0.00 (37) -0.00 (37) COL003 17.19 41 0.00 41 0.00 41 RBX001 -125.60 41 -9.92(41) -188.81 37 RBX001 640.54 37 56.90 37 26.92 37 RBX002 -126.81 41 -13.45(38 -15.51 38 RBX002 651.04 37 4.44 41 26.92 37 RBX003 -126.81 41 -4.44(41) -15.51 (38) RBX003 651.04 37 13.45 38 26.92 37 RBX004 -125.60 41 -56.90 (37 -188.81 37 RBX004 640.54 37 9.92 (41 26.92 37 RBX005 -213.61 41 -3.44(41 -0.00 (43) RBX005 1286.38 37 3.44 41 3.43 41 RBX006 -213.61 41 -3.44(41) -0.00(43) RBX006 1286.38 37 3.44 41 3.43 41 V001 -474.89 41 -425.09 37 -255.70 37 V001 2627.71 3 476.47(37) 302.79 37 V002 -241.77 41 -321.08 37 -87.88 (37) V002 1141.77 37 264.20 37 302.79 37 V003 -241.77 41 -264.20 37 -87.88 (37) V003 1141.77 37 321.08 37 302.79(37) V004 -474.89 41 -476.47 37 -255.70 3 V004 2627.71 37 425.09 37 302.79 37 Page 1 VisualAnalysis 9.00(www.iesweb.com) 33 Project: Sccisors trusses over bedroom (uplift) Youssef Hachem, YHCE Consulting Engineers May 11, 2012 Member Uniform Loads Load Case Member Direction Offset End Offset Force Moment ft ft Ib/ft ft-Ib/ft D V001 DY 0.0000 4.4370 -20.0000 -NA- D V002 DY 0.0000 4.4370 -20.0000 -NA- D V003 DY 0.0000 4.4370 -20.0000 -NA- D V004 DY 0.0000 4.4370 -20.0000 -NA- W+Y V001 DY 0.0000 4.4370 250.6000 -NA- W+Y V002 DY 0.0000 4.4370 169.4000 -NA- W+Y V003 DY 0.0000 4.4370 169.4000 -NA- W+Y V004 DY 0.0000 4.4370 250.6000 -NA- Pagel Visuak4nalysis 9.00(www.iesweb.com) Project: Sccisors trusses over bedroom (uplift) Youssef Hachem, YHCE Consulting Engineers May 11, 2012 Load Case Summary 2 Service Load Cases 10 Equation Combinations Load Combination Summary Equation Combination: 0.61D+0.6W »+Y Combination:0.60D+0.75Fa*O+0.60W+Y Contributing Cases &Source D(D) W+Y(W+Y) Equation Combination: 0.9D+1.OW »+Y Combination:0.90D+Fa*O+W+Y Contributing Cases &Source D(D) W+Y(W+Y) Equation Combination: 1.2D+1.OW+0.5L+Lpa+0.5Lr»+Y Combination: 1.20D+0.50L*O+Lpa(>100psf*O+0.50Lr*O+ 1.601-1*0+ 1.20F*O+2.00Fa*O+W+Y Contributing Cases &Source D(D) W+Y(W+Y) Equation Combination: 1.2D+1.6L+0.5Lr. Combination: 1.20D+ 1.60L*O+ 1.601-pa(>100psf*O+0.50Lr*O+ 1.60H*O+ 1.20F*O+ 1.20T*O Contributing Cases &Source D (D) Equation Combination: 1.2D+1.6Lr+0.5W »+Y Combination: 1.20D+ 1.60Lr*O+ 1.60H*O+ 1.20F*O+0.50W+Y Contributing Cases&Source D (D) W+Y(W+Y) Equation Combination: 1.4D+0.9H Combination: 1.40D+0.901-1*0+ 1.40F*O Contributing Cases &Source D(D) Equation Combination: D+0.6H Combination: D+0.601-1*0+F*O Contributing Cases&Source D (D) Equation Combination: D+0.6W ,+Y Combination: D+H*O+F*O+ 1.5OFa*O+0.60W+Y Contributing Cases &Source D (D) W+Y(W+Y) Equation Combination: D+0.75(L+0.6W+Lr) ,+Y Combination: D+0.75L*O+0.751-pa(>100psfl*O+0.75Lr*O+H*O+ F*O+ 1.5OFa*O+0.45W+Y Contributing Cases &Source D (D) W+Y(W+Y) Equation Combination: D+L Combination: D+L*O+Lpa(>1 00psf)*O Contributing Cases &Source D (D) Page 1 VisualAnalysis 9.00(www.iesweb.com) Project: Sccisors trusses over bedroom (uplift) Youssaf Hachem, YHCE Consulting Engineers May 11, 2012 Nodes Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft N001 0.0000 0.0000 0.0000 Yes Yes Yes No No No N002 3.8950 0.6250 0.0000 No No No No No No N003 7.7900 1.2500 0.0000 No No No No No No N004 11.6850 0.6250 0.0000 No No No No No No N005 15.5800 0.0000 0.0000 Yes Yes Yes No No No N006 3.8950 2.1250 0.0000 No No No No No No N007 7.7900 4.2500 0.0000 No No Yes No No No N008 11.6850 2.1250 0.0000 No No No No No No Member Elements Memb Section Material (1)Node (2)Node Length Weight Ry1 Rz1 Ry2 Rz2 One Way er ft Ib COL00 SS2x4 Southern Pine (2"-4"deep) N002 N006 1.5000 1.8900 Fre Fre Fre Fre Normal (2-way) 1 e e e e COL00 SS2x4 Southern Pine (2"-4"deep) N003 N007 3.0000 3.7800 Fre Fre Fre Fre Normal (2-way) 2 e e e e C01-00 SS2x4 Southern Pine (2"-4"deep) N008 N004 1.5000 1.8900 Fre Fre Fre Fre Normal (2-way) 3 e e e e RBX00 SS2x4 Southern Pine(2"-4"deep) N001 N002 3.9448 4.9705 Rigi Rigi Rigi Rigi Normal (2-way) 1 d d d d RBX00 SS2x4 Southern Pine(2"-4"deep) N002 N003 3.9448 4.9705 Rig! Rigi Rigi Rigi Normal (2-way) 2 d d d d RBX00 SS2x4 Southern Pine(2"-4"deep) N003 N004 3.9448 4.9705 Rigi Rigi Rigi Rigi Normal (2-way) 3 d d d d RBX00 SS2x4 Southern Pine(2"-4"deep) N004 N005 3.9448 4.9705 Rigi Rigi Rigi Rigi Normal (2-way) 4 d d d d RBX00 SS2x4 Southern Pine(2"-4"deep) N006 N003 3.9921 5.0300 Fre Fre Fre Fre Normal (2-way) 5 e e e e RBX00 SS2x4 Southern Pine(2"-4"deep) N003 N008 3.9921 5.0300 Fre Fre Fre Fre Normal (2-way) 6 e e e e V001 SS2x4 Southern Pine(2"-4"deep) N001 N006 4.4370 5.5906 Rigi Rigi Rigi Rigi Normal (2-way) d d d d V002 SS2x4 Southern Pine(2"-4"deep) N006 N007 4.4370 5.5906 Rigi Rigi Rigi Rigi Normal (2-way) d d d d V003 SS2x4 Southern Pine(2"-4"deep) N007 N008 4.4370 5.5906 Rigi Rigi Rigi Rigi Normal (2-way) d d d d V004 SS2x4 Southern Pine(2"-4"deep) N008 N005 4.4370 5.5906 Rigi Rigi Rigi Rigi Normal (2-way) d d d d Page 1 VisualAnalysis 9.00(www.iesweb.com) Sccisors trusses over bedroom(uplift) YHCE Consulting Engineers,Youssef Hachem May 11,2012;01:18 PM Design View,Unity Checks IES VisualAnalysis 9.00.0026 0 023 16 0 0 0 o O� 0a l 0 O' 01� O� 0 0 0 w O Y Z Ungrouped Failed Warning I ............. i 0.0000 0.2500 0.5000 0.7500 1.0000 Sccisors trusses over bedroom(uplift) YHCE Consulting Engineers,Youssef Hachem May 11,2012;01:16 PM Result Case:0.9D+1.OW»+Y IES VisualAnalysis 9.00.0026 n LLrn r u r .... gib y,. L2 1161P, 74LL 2/ =77 499r /� ' Sccisors trusses over bedroom(uplift) YHCE Consulting Engineers,Youssef Hachem May 11,2012;01:17 PM Result Case:0.6D+0.6W»+Y IES VisualAnalysis 9.00.0026 n r` co rn m u LL LL zr i- m rn rn �� Y y } LL z Sccisors trusses over bedroom(uplift) YHCE Consulting Engineers,Youssef Hachem May 11,2012;0 1:17 PM Result Case:D+0.6W>)+Y IES VisualAnalysis 9.00.0026 0 r` 0 m u r y C�1. 4 _n 0 0 rn 11 Y LL LL �z Sccisors trusses over bedroom(uplift) YHCE Consulting Engineers,Youssef Hachem May 11,2012;01:15 PM Load Case:W+Y IES VisualAnalysis 9.00.0026 169 401b�, f z Sccisors trusses over bedroom(uplift) YHCE Consulting Engineers,Youssef Hachem May 11,2012;01:15 PM Load Case: D IES VisualAnalysis 9.00.0026 s f � i i i i X j; r Y err., z Sccisors trusses over bedroom(uplift) YHCE Consulting Engineers,Youssef Hachem May 11,2012;01:15 PM Load Case: D IES VisualAnalysis 9.00.0026 a 0a 86 pB ' o %Q� CD i f, z Sccisors trusses over bedroom(uplift) YHCE Consulting Engineers,Youssef Hachem May 11,2012;01,15 PM Load Case: D IES VisualAnalysis 9.00.0026 !bPR { F 1 ' nO y /i 23 Sccisors trusses over bedroom(uplift) YHCE Consulting Engineers,Youssef Hachem May 11,2012;01:15 PM Load Case: D IES VisualAnalysis 9.00.0026 E � Z Sccisors trusses over bedroom(uplift) YHCE Consulting Engineers,Youssef Hachem May 11,2012;01:14 PM Load Case: D IES VisualAnalysis 9.00.0026 Z Project: Sccisors trusses over bedroom (DL+LL) Youss,bf HacHem, YHCE Consulting Engineers May 11, 2012 RBX003 D+L -45.0286 612.5000 3.4-2 0.0735 OK RBX006 DA 2.4538 612.5000 3.4-2 0.0040 OK RBX004 DA 64.2999 612.5000 3.4-2 0.1050 OK RBX002 DA 45.0286 612.5000 3.4-2 0.0735 OK RBX005 DA -2.4538 612.5000 3.4-2 0.0040 OK Design Group: Wood_V Brace-G03 per NDS 2005 ASD Designed As:SS2x4, Material:\NDS Lumber(Visual)\No.2\Southern Pine(2"-4"deep) Strong Deflection Check Member Result Demand dy Capacity dy Code Unity Name Case in in Ref. Check V001 D+L -0.0334 0.2218 IBC 1604.3.1 0.1504 OK V002 Live -0.0099 0.1479 IBC 1604.3.1 0.0671 OK V003 Live -0.0099 0.1479 IBC 1604.3.1 0.0671 OK V004 D+L -0.0334 0.2218 IBC 1604.3.1 0.1504 OK Combined Check Member Result Code Unity Name Case Ref. Check V001 D+L 3.9-3 0.4913 OK V002 DA 3.9-3 0.4253 OK V003 D+L 3.9-3 0.4253 OK V004 D+L 3.9-3 0.4913 OK Axial Check Member Result Demand Fx Capacity Fx Code Unity Name Case Ib Ib Ref. Check V001 D+L 1589.6477 5720.9837 3.6.3 0.2779 OK V002 DA 795.0701 5720.9837 3.6.3 0.1390 OK V003 D+L 795.0701 5720.9837 3.6.3 0.1390 OK V004 DA 1589.6477 5720.9837 3.6.3 0.2779 OK Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case lb-ft lb-ft Ref. Check V001 D+L -140.7082 374.1246 3.3-1 0.3761 OK V002 DA -140.7082 374.1246 3.3-1 0.3761 OK V003 D+L -140.7082 374.1246 3.3-1 0.3761 OK V004 DA -140.7082 374.1246 3.3-1 0.3761 OK Strona Shear Check Member Result Demand Vy Capacity Vy Code Unity Name Case Ib Ib Ref. Check V001 DA -197.1903 612.5000 3.4-2 0.3219 OK V002 D+L 180.5907 612.5000 3.4-2 0.2948 OK V003 D+L -180.5907 612.5000 3.4-2 0.2948 OK V004 D+L 197.1903 612.5000 3.4-2 0.3219 OK Page 2 Vlsual4nalysis 9.00(www.iesweb.com) i Project: Sccisors trusses over bedroom (DL+LL) YoussO Hachem, YHCE Consulting Engineers May 11, 2012 Result Cases (Extreme Rows Only) Result Case Name Design Checks Design Group Results Design Group: Wood Column_G01 per NDS 2005 ASD Designed As:SS2x4, Material:\NDS Lumber(Visual)\No.2\Southern Pine(2"-4"deep) Axial Check Member Result Demand Fx Capacity Fx Code Unity Name Case Ib Ib Ref. Check COL003 D+L 112.6170 4331.2499 3.8.1 0.0260 OK COL002 D+L 268.7968 4331.2499 3.8.1 0.0621 OK COL001 D+L 112.6170 4331.2499 3.8.1 0.0260 OK Design Group: Wood-Roof X G02 per NDS 2005 ASD Designed As:SS2x4, Material:\NDS Lumber(Visual)\No.2\Southern Pine(2"-4"deep) Combined Check Member Result Code Unity Name Case Ref. Check RBX001 D+L 3.9-3 0.2050 OK RBX003 D+L 3.9-3 0.1331 OK RBX006 D+L 3.9-3 0.1074 OK RBX004 D+L 3.9-3 0.2050 OK RBX002 D+L 3.9-3 0.1331 OK RBX005 D+L 3.9-3 0.1074 OK Axial Check Member Result Demand Fx Capacity Fx Code Unity Name Case Ib lb Ref. Check RBX001 D+L 428.1711 2339.9740 3.6.3 0.1830 OK RBX003 D+L 432.4267 2339.9740 3.6.3 0.1848 OK RBX006 D+L 726.4150 2289.5360 3.6.3 0.3173 OK RBX004 D+L 428.1711 2339.9740 3.6.3' 0.1830 OK RBX002 D+L 432.4267 2339.9740 3.6.3 0.1848 OK RBX005 DA 726.4150 2289.5360 3.6.3 0.3173 OK Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case lb-ft Ib-ft Ref. Check RBX001 D+L 62.5156 375.2830 3.3-1 0.1666 OK RBX003 DA -35.9622 375.2830 3.3-1 0.0958 OK RBX006 D+L 2.4490 375.1754 3.3-1 0.0065 OK RBX004 D+L 62.5156 375.2830 3.3-1 0.1666 OK RBX002 DA -35.9622 375.2830 3.3-1 0.0958 OK RBX005 D+0.6H 2.4490 338.5590 3.3-1 0.0072 OK Strong Shear Check Member Result Demand Vy Capacity Vy Code Unity Name Case lb Ib Ref. Check RBX001 D+L -64.2999 612.5000 3.4-2 0.1050 OK Page 1 Visua/Analysis 9.00(www.iesweb.com) Project: Sccisors trusses over bedroom (DL+LL) ly 1Youssdf Hachem, YHCE Consulting Engineers May 11, 2012 Member Extreme Results Member Fx Ic V (IC) Mz Ic Ib Ib Ib-ft COL001 14.71 11 -0.00 (36) -0.00 (36) COL001 141.02 36 -0.00 ( l) 0.00 (l) COL002 96.25 11 0.00 (l) 0.00 (l) COL002 361.05 36 0.00 36 0.00 36 COL003 14.71 11 0.00 (l) 0.00 (l) COL003 141.02 36 0.00 36 0.00 36 RBX001 -603.49 36 -82.17(36) -45.11 36 RBX001 -190.66 (l) 43.43 38 88.89 36 RBX002 -609.53 36 -55.70 (38) -45.11 36 RBX002 -192.59 ( l) 60.23 38 18.22 38 RBX003 -609.53 36 -60.23 (38) -45.11 36 RBX003 -192.59(l) 55.70 38 18.22 38 RBX004 -603.49 36 -43.43 (38) -45.11 36 RBX004 -190.66 (l) 82.17 36 88.89 36 RBX005 -1028.64 36 -3.44(38) -0.00 ( l) RBX005 -332.96(l) 3.44 38 3.43 38 RBX006 -1028.64 36 -3.44(38) -0.00 (l) RBX006 -332.96 (l) 3.44 38 3.43 38 V001 -2255.03 36 -287.61 36 -205.48 36 V001 -654.60 (l) 232.42 36 147.36 36 V002 -1129.77 36 -255.94 36 -205.48 36 V002 -289.43 (l) 264.09 36 91.98 36 V003 -1129.77 36 -264.09 36 -205.48 36 V003 -289.43 (l) 255.94 36 91.98 36 V004 -2255.03 36 -232.42 36 -205.48 36 V004 -654.60(l) 287.61 36 147.36 36 Page 1 VisualAnalysis 9.00(www.iesweb.com) Project: Sccisors trusses over bedroom (DL+LL) 18 Youssof Hachem, YHCE Consulting Engineers May 11, 2012 Member Uniform Loads Load Case Member Direction Offset End Offset Force Moment ft ft Ib/ft ft-lb/ft D RBX001 DY 0.0000 3.9448 -20.0000 -NA- D RBX002 DY 0.0000 3.9448 -20.0000 -NA- D RBX003 DY 0.0000 3.9448 -20.0000 -NA- D RBX004 DY 0.0000 3.9448 -20.0000 -NA- D V001 DY 0.0000 4.4370 -30.0000 -NA- D V002 DY 0.0000 4.4370 -30.0000 -NA- D V003 DY 0.0000 4.4370 -30.0000 -NA- D V004 DY 0.0000 4.4370 -30.0000 -NA- L V001 DY 0.0000 4.4370 -60.0000 -NA- L V002 DY 0.0000 4.4370 -60.0000 -NA- L V003 DY 0.0000 4.4370 -60.0000 -NA- L V004 DY 0.0000 4.4370 -60.0000 -NA- Page 1 VisuaAnalysis 9.00(www.iesweb.com) Protect: Sccisors trusses over bedroom (DL+LL) i Youss6f Hacliem, YHCE Consulting Engineers May 11, 2012 Load Case Summary 2 Service Load Cases 8 Equation Combinations Load Combination Summary Equation Combination: 1.2D+1.6L+0.5Lr Combination: 1.20D+ 1.60L+ 1.601-pa(>100psf*0+0.50Lr*0+ 1.601-1*0+ 1.20F*0+ 1.20T*0 Contributing Cases&Source D(D) L(L) Equation Combination: 1.2D+1.6Lr+L Combination: 1.20D+0.50L+ Lpa(>100pst)*0+ 1.60Lr*0+ 1.601-1*0+ 1.20F*0 Contributing Cases &Source D(D) L(L) Equation Combination: 1.4D+0.9H Combination: 1.40D+0.901-1*0+ 1.40F*0 Contributing Cases &Source D(D) Equation Combination: D+0.6H Combination: D+0.601-1*0+ F*0 Contributing Cases &Source D (D) Equation Combination: D+0.75L+0.75Lr Combination: D+0.75L+0.75Lpa(>100psf)*0+0.75Lr*0+H*0+F*0+0.75T*0 Contributing Cases&Source D (D) L(L) Equation Combination: D+L Combination: D+ L+Lpa(>100psf*0+H*0+F*0+T*0 Contributing Cases &Source D (D) L(L) Equation Combination: D+L Combination: D+L+Lpa(>100psf*0 Contributing Cases&Source D (D) L(L) Equation Combination: Live Combination: L+Lpa(>100psf*0+Lr*0 Contributing Cases&Source L(L) Page 1 VisualAnalysls 9.00(www.iesweb.com) Project: Sccisors trusses over bedroom (DL+LL) ,Youssgf Hachem,YHCE Consulting Engineers May 11, 2012 Nodes Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft N001 0.0000 0.0000 0.0000 Yes Yes Yes No No No N002 3.8950 0.6250 0.0000 No No No No No No N003 7.7900 1.2500 0.0000 No No No No No No N004 11.6850 0.6250 0.0000 No No No No No No N005 15.5800 0.0000 0.0000 Yes Yes Yes No No No N006 3.8950 2.1250 0.0000 No No No No No No N007 7.7900 4.2500 0.0000 No No Yes No No No N008 11.6850 2.1250 0.0000 No No No No No No Member Elements Memb Section Material (1)Node (2)Node Length Weight Ryi Rz1 Ry2 Rz2 One Way er ft Ib C01-00 SS2x4 Southern Pine (2"-4"deep) N002 N006 1.5000 1.8900 Fre Fre Fre Fre Normal (2-way) 1 e e e e C01-00 SS2x4 Southern Pine (2"-4"deep) N003 N007 3.0000 3.7800 Fre Fre Fre Fre Normal (2-way) 2 e e e e C01-00 SS2x4 Southern Pine (2"-4"deep) N008 N004 1.5000 1.8900 Fre Fre Fre Fre Normal (2-way) 3 e e e e RBX00 SS2x4 Southern Pine (2"-4"deep) N001 N002 3.9448 4.9705 Rigi Rigi Rigi Rigi Normal (2-way) 1 d d d d RBX00 SS2x4 Southern Pine (2"-4"deep) N002 N003 3.9448 4.9705 Rigi Rigi Rigi Rigi Normal (2-way) 2 d d d d RBX00 SS2x4 Southern Pine (2"-4"deep) N003 N004 3.9448 4.9705 Rigi Rigi Rigi Rigi Normal (2-way) 3 d d d d RBX00 SS2x4 Southern Pine(2"-4"deep) N004 N005 3.9448 4.9705 Rigi Rigi Rigi Rigi Normal (2-way) 4 d d d d RBX00 SS2x4 Southern Pine(2"-4"deep) N006 N003 3.9921 5.0300 Fre Fre Fre Fre Normal (2-way) 5 e e e e RBX00 SS2x4 Southern Pine(2"-4"deep) N003 N008 3.9921 5.0300 Fre Fre Fre Fre Normal (2-way) 6 e e e e V001 SS2x4 Southern Pine(2"-4"deep) N001 N006 4.4370 5.5906 Rigi Rigi Rigi Rigi Normal (2-way) d d d d V002 SS2x4 Southern Pine (2"-4"deep) N006 N007 4.4370 5.5906 Rigi Rigi Rigi Rigi Normal (2-way) d d d d V003 SS2x4 Southern Pine (2"-4"deep) N007 N008 4.4370 5.5906 Rigi Rigi Rigi Rig! Normal (2-way) d d d d V004 SS2x4 Southern Pine (2"-4"deep) N008 N005 4.4370 5.5906 Rigi Rigi Rigi Rigi Normal (2-way) d d d d Page 1 VisualAnalysis 9.00(www.iesweb.com) /S Sccisors trusses over bedroom(DL+LL) YHCE Consulting Engineers,Youssef Hachem May 11,2012;01:01 PM Design View, Unity Checks IES VisualAnalysis 9.00.0026 5 N OZO 0 0 �1 N 1$5 p31 0� O� 0 0 N O' Y Z Ungrouped Failed Warning ............. 0.0000 0.2500 0.5000 0.7500 7.0000 e� Sccisors trusses over bedroom(DL+LL) YHCE Consulting Engineers,Youssef Hachem May 11,2012; 12:59 PM Result Case: D+L IES VisualAnalysis 9.00.0026 <�\Q ,130 r . coco rn w JL Er Y < Z m F� rn w 00 v f3 Sccisors trusses over bedroom(DL+LL) YHCE Consulting Engineers,Youssef Hachem May 11,2012; 12:58 PM Load Case:L IES VisualAnalysis 9.00.0026 �i. Y 'z /2 Sccis�ors trusses over bedroom(DL+LL) YHCE Consulting Engineers,Youssef Hachem May 11,2012; 12:58 PM Load Case:D IES VisualAnalysis 9.00.0026 r` Y z ' Sccisors trusses over bedroom(DL+LL) YHCE Consulting Engineers,Youssef Hachem May 11,2012; 12:57 PM Load Case:D IES VisualAnalysis 9.00.0026 a a� a� � Pial�-2 A s etre rn .a -_ ��_ ro CL � t I Y 4� z �D ' Sccisors trusses over bedroom(DL+LL) YHCE Consulting Engineers,Youssef Hachem May 11,2012; 12:57 PM Load Case: D IES VisualAnalysis 9.00.0026 --5S i Y r z ' Sccisors trusses over bedroom(DL+LL) YHCE Consulting Engineers,Youssef Hachem May 11,2012;01:04 PM Load Case: D IES VisualAnalysis 9.00.0026 i W i Y .YY , z Scaisors trusses over bedroom(DL+LL) YHCE Consulting Engineers,Youssef Hachem May 11,2012 12:57 PM Load Case:D IES Visuaftaiyrais 9.00.0026 SS2X4 :iS2%4, \. A S rn ik c cnca `0 � 5e g5�'b 5 5ry 5 A L�' �i r 'moo Z t Sw6ors buses over bedroom(DL+LL) YHCE ConsubV Engineers,Youssef Hachem May 11,2012;01:04 PM Load Case:D IES VrsualAnalysis 9.00.0026 VUO4 w V003 p0°Y \ J R J O U o �b v�o3 tj J n O r c c- O� JO J1 J h Iz 93 Title: 941 NE 91st Terrace. Miami, FL 3313 Job#H120070 ' Dsgnr: AM Date: 12:50PM, 11 MAY 12 Z Description :Addition& Renovations for Residence at: 941 NE 91 st Terr. Miami Shores, FL 33138 Scope: Rev: 580005 Page 1 User.KW-0606355,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist g (c)1983-2003 ENERCALC Engineering Software — addition for 941 ne 91st st.ecw.Calculations I' Description New 2"X 12" &@ 16"o.c over kitchen/family expansion (Uplift) 05-11-12 Timber Member Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined. Timber Section 2x12 Beam Width in 1.500 Beam Depth in 11.250 Le:Unbraced Length ft 4.00 Timber Grade Southern Pine, No.2 2-4 Thick, Fb-Basic Allow psi 975.0 Fv-Basic Allow psi 175.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status Repetitive Center Span Data Span ftl 15.83 Dead Load #/ft 13.30 Live Load #/ft -113.10 Dead Load #/ft! 'r 4 Live Load #/ft -53.50 -� Start ft11.080 � //^ End ft, 15.830 �o �Results �-- ---Ratio= - -0.4894----- ----- --- --- ---- ---- - - — J' Mmax @ Center in-k! 0.00 @X= ftl, 15.83 fb:Actual psi' 0.0 Fb:Allowable psil 1,059.6 Bending OK fv:Actual psi! 85.6 Fv:Allowable psii 175.0 Shear OK Reactions @ Left End DL lbs! 105.27 LL lbsi -933.31 Max. DL+LL lbs -828.04 @Right End DL lbs; 5.27 L IIJ& -1,11 .18 Max.DL+LL lbs -1,005.91 / Deflections j- Ratio OK Center DL DO in, -0.066 UDefl Ratio 2,878.7 Center LL DO in! 0.615 /(® �/a1c) L/ efl Ratio 308.8 Center Total Defl in 0.549 Location ft8.042 L/Defi Ratio 345.9 �� :no e4s > Title: 941 NE 91st Terrace. Miami, FL 3313 Job#H120070 Dsgnr: AM Date: 12:44PM, 11 MAY 12 • Description :Addition&Renovations for Residence at: 941 NE 91st Terr. Miami Shores, FL 33138 Scope Rev: 580005 User.KW-0606355,Ver 58.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983.2003 ENERCALC Engineering Software T — — addition for 941 ne 91st st.ecw Calculations Description New 2"X 12" &@ 16"o.c over kitchen/family expansion (D+L) Timber Member Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowabies are user defined. Timber Section 2X12 Beam Width in 1.500 Beam Depth in 11.250 Le:Unbraced Length ft 4.00 Timber Grade Southern Pine, No.2 2-4 Thick, Fb-Basic Allow psi 975.0 Fv-Basic Allow psi 175.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status Repetitive Center Span Data Span ftl 15.83 Dead Load #/It 33.20 —` �° 4 Live Load #/ftl 39.90 ^ Results Ratio= 0.8195 Mmax @ Center in-k 27.48 @ X= ft, 7.91 fib:Actual psi! 868.4 Fb:Allowable psi; 1,059.6 Bending OK fv:Actual psi 45.7 Fv:Allowable psi; 175.0 Shear OK Reactions @ Left End DL lbs; 262.78 LL 1* 315.81 Max. DL+LL lbs! 578.59 @ Right End DL lbs, 262.78 LL lbs 315.81 Max.DL+LL lbs 578.59 Deflections Ratio OK Center DL DO in, -0.165 UDefi Ratio 1,153.2 Center LL DO in -0.198 UDefi Ratio 959.6 Center Total Defi inl -0.363 Location ft7.915 LIDO Ratio i 523.8 7, /Z, JOB YHCE, Inc. Youssef Hachern Consulting Engineering SHEET NO. OF Als flCA E 12151 SW 128th Court,Suite 104 CALCULATED BY DATE w� yhsngln"dngxam Miami,FL 33186 (305)969-YHCE www.yhongineering.com CHECKED BY DATE SCALE 74 11 ............. ........ ............... ....... .......... .......... .................. ......................................... ...... . ........... .................. ........... .............. ........... ............ . .............. ............ ..... ............ .......... .......... .......... .... ... .............. ................... ........... ........... ............. .......... ................... .......... .... ......................... ....... PRODUCT 2D4-1 PO Sheets)205-1(POdW) YHCE, Inc. JOB Youssef Hachem Consulting Engineering SHEET NO. OFAfr�5� Ms E 12151 SW 128th Court,Suite 104 CALCULATED BY DATE WWW.Yh&Mirmring.com Miami, FL 33186 (305)969-YHCE/www.yhengineering.com CHECKED BY DATE SCALE 4PFJ 0:y, ; � e R =....ices' ell 11416) F _ ✓� r ✓ 77 � ' _ _ _ _ _ sir i?•. .. _ ' TCS . :. ...... .. ...... :.... 4 ... ... .... 4z p —_ L .__ ...... ..__. .... ..__ ... ..... ' S/ / � s .... ......... ...✓. C '......... .... .... ..... tl.-^ .. ,._.i_. '......�..: ......-...,...............�,.:. .>_...... .._.. .. .... .... .ti .2"/ L. .... 6( Wit-:' ep PROUCT 2D4-1(%* W)205.1 Oaaed) G (--L t �1 1 ADDITION & RENOVATIONS FOR RESIDENCE AT: 941 N.E. 91st Terrace Miami Shores, FI 33138 ROOF FRAMING DESIGN (CHAPTER 2 ) Job. No. H120070 May 15th, 2012 Imw. 'cA www.yhengineering.com t , : XECAWind Version 2 . 1 . 0 . 6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2012 ;mr.mecaenterprises.com Date : 5/11/2012 Project No. H120070 Company Name : YHCE Designed By AM Address : 12151 SW 128 Ct Suite 104 Description Residence's addition & renovat City : Miami Customer Name 3Design Architecture State : Florida Proj Location 941 NE 91St Terr. Miami Shores File Location: C:\Program Files\MECAWind\Default.wnd d >L_1 I , _,J_ I - 1 1=- 1 I = 13 A.001notI I t I shovil 1 I L -JrJ 7- -1---n r- I I I I 1 2 1 3 131 2 1 1 -ills �dultis��-in Gable Roof 8 =::= la (Refer to Fig 6-11) Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of . 6 Width of Pressure Coefficient Zone "a" = 5.052 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft"2 GCp GCp psf psf -------------------------------------------------------------------------- Zone 1 1.00 1.00 1.0 1 0.30 -1.00 21.63 -53.17 Zone 2 1.00 1.00 1.0 2 0.30 -1.80 21.63 -89.22 Zone 3 1.00 1.00 1.0 3 0.30 -2.80 21.63 -134.28 Zone 4 1.00 1.00 1.0 4 0.90 -0.99 48.67 -52.72 Zone 5 ' 1.00 1.00 1.0 5 0.90 -1.26 48.67 -64.89 Zone 19 1.00 1.00 1.0 1H 0.30 -1.70 16.00 -76.60 Zone 2H 1.00 1.00 1.0 2H 0.30 -1.70 16.00 -76.60 Zone 3H 1.00 1.00 1.0 3H 0.30 -2.80 16.00 -126.17 3 � `� 1 1 � �i. I � :;'� 7 �1�; 1��•1' g � � k� i,. it `' � moi• �� F- � �� f '� � _ _ e��_ F— .. � ^.. .. i a � c �1 MriJFRS-Wall Pressures for Wind Normal to 53.42 ft wall L/B = 1.57 ph: Net Pressure at top of wall (windward + leeward) = 35.84 psf p0: Net Pressure at bottom of wall (windward + leeward) = 35.84 psf ps: Side wall pressure acting uniformly outward = .6 * ph = 21.39 psf pl: Leeward wall pressure acting uniformly outward = .32 * ph= 11.37 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 24.46 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 24.46 psf See Fig 27.6-2(or Parapet ,-iiad Roof Pressures pressure5 _ See Table 21.6-2 Mean root ht- Wind Pressures _4 ----,3 8 Sep Table 27.6.1 h ;I Plan i P, -41 Elevation, Net Wind Pressures on Roof (Table 27.6-2) : Exposure Adjustment Factor = 1.000 Zone Load Casel Load Case2 Psf Psf ---- ---------- ---------- 1 .00 .00 2 .00 .00 3 -36.05 .00 4 -32.18 .00 5 -26.37 .00 Note: A value of ' 0' indicates that the zone/load case is not applicable. Roof Overhang Loads (Figure 27.6-3) : Load Case 1: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 = -27.03 psf Load Case 2: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 = .00 psf f i ADDITION& RENOVATIONS FOR RESIDENCE AT: 941 N.E. 91st Terrace Miami Shores, FI 33138 WIND ANALYSIS (CHAPTER 1 ) Job. No. H120070 May 15th, 2012 www.yhengineering.com ADDITION& RENOVATIONS FOR RESIDENCE AT: 941 N.E. 91 St Terrace Miami Shores, F133138 TABLE OF CONTENTS CHAPTER TOPIC PAGES 1 WIND ANALYSIS 1 to 4 2 ROOF FRAMING DESIGN 5 to 71 3 CONCRETE&STEEL BEAM DESIGN 72 to 82 4 MASONRY WALL DESIGN 83 to 93 5 FOUNDATION DESIGN 94 to 99 �G�1C61f r�, i•�b G` �ri• s . . • q • Job. No. H120070 ��'V` •••••• •• •• •° May 15th,2012 •,.L. ,•' • � N$ •�'• 2j e / s � RoV �/l %0 Youssef H. Hachem, Pliff, P.E. P.E. License No.43302 12151 SW 128 Ct.,Suite 104 . Miami, Florida 33186 (305)969-YHCE www.yhongineering.com yh@vhengineering.com 1112; liv! ;I Hill LL LOCATION SKETCH I n SCALE: NTS I ,��O� cyn z •�., I o ` iv 144.60' ( M ) Y z o8ro H I o n 150.36' ( la) C.L.F. r`y, �;.a p� r' �uuLr b �tv 110 25.00' — e _ P :..., � I •9?0 — --" —_ O•H EL_EC_T, o c. I1' .� O GAS 'iC Y p W4 N r-rrF rrrrrr r 28' " STONE n 12' , Nr PAVERS_ . r F DRIVA'Y-1- F 6701' , 6.53 iiz -iN �F F r i- F �� FFr - - - - - - - - - - - - - - - - ACL in � 50.30' 7.00' 0 3' I: �I If O 23.80' J w T� a �I tton * m zgo M N O� a to <. r r < i O N j 7D p b. ,9 por r 01 dI m� ... 10.00, o0 7.85' moo, k Y i OT Off' p HHO J I 19.10' 18.01' - J M ' J I �y5�10 5� 0 15.00' ON PL a �� PAVERS 't! �`r J .i IV 7.13' 25.00' I z „ 152.93' ( R) Y C.B.S.WALL145 y ro v S w 06 N.E. 10t AVE UE V C R° or- 0 p SURVEY OF: 941 N.E. 91ST TERRACE, MIAMI SHORES, FL. 33138. LEGAL DESCRIPTION: LOT 6 & THE E 22' OF LOT 7 & W 3' OF LOT 5 BLOCK: 1 OF PLAT OF BISCAYNE RIDGE SUBDIVISION ABBREVIATIONS: ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 39 AT PAGE 41 SVW=SIDEV\ALK,CBS=CONCRETE BLOCK STRUCTURE,CLF=CHAIN LINK FENCE,PL-PROPERTY LINE,DUE-DRAINAGE UTILITY EASEMENT,IP=IRON P;PE. MIAMI—RADE F=FOUND,A/C-AIR CONDITIONER PAD,PIC=PROPERTY CORNER.D/H=DRILLED HOLE,WF=MODEN FENCE,RES-RESIDENCE,CL-CLEAR,RB=REBHR. OF THE PUBLIC RECORDS COUNTY, FLORIDA UE=UTILITY EASEMENT, CONC=CONCRETE SLAB. RMI=RIGHT OF WAY, DE=DRAINAGE EASEMENT. C/L=CENTER LINE, O=DIAMTER, TYP=TYPICAL. - M=MEASURED.R=RECORDED,ENCR=ENCROACHMENT,COMP=COMPUTER,ASH=ASPHALT,N/D=NA.IL&DISC,S=SET,FEE=FINISH FLOOR ELEVATI NN, - NOTVAUDUNLESSEMBOSSEDWITH O/S=OFFSET,P/P=POMRPOLE.OHP=OVERHEADPOAERLINE,VW=VATERMETER SINCE 1987 SURVEYOR'S STEAL vwoo°FENCE= _i HEREBY CERTIFY That the survey represented �; MAsoNRYWA L= ELEVATION BASED ON LOC. #3251 N thereon meets the minimum technical requirements BLANGO SURVEYORS ING. CONCRETE= ..;:•.:• :..: •::: .:••: .:••: .:•.: •:.•: +•. CBM# a MAINTENANCE&DRAINAGE EASEMENT-M&D.E. A-400 ELV. 14.75'TYPE OF SURVEY:BOUNDARY SURVEY adopted by the STATE OF FLORIDA Board of Land Surveyors pursuant to Section 472.027 Florida Engineers•Land Surveyors•Planners•LB#0007059 SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2)NOT VALID WITHOUT THE SIGNATURE Statutes. 555 NORTH SHORE DRIVE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS NOT There are no encroachments, overlaps,easements COVERED BY PROFESSIONAL LIABILITY INSURANCE. 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. 5) appearing on the plat orvisible easements otherthan MIAMI BEACH,FL 33141 UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC as shown hereon. {305}865-9200 Emall:blancosurveyorsinc@yahoo,com F,,: (305}865-7810 VERTICAL DATUM OF 1929. 7) OWNERSHIP OF FENCES ARE UNKNOWN. 8) THERE MAY BE ADDITIONAL �I REVISED: RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYBE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 9) I� FLOOD ZONE: g SUFFIX: L DATE: 9 11 09BASE:N A CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING INFORMATION. 10)EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED ADIS N.NUNEZ PANEL: 0306 COMMUNITY# 120652 INSTRUMENTS IF ANY.AFFFCTING THIS PROPERTY. 39 i-GiSTERED LAND SURVEYOR vr�t SCALE: OVJv.Ei'i: JGo iJo BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF SAID PB PAGE 41 STATE OF FLORIDA#5924 11 10/11 1'=20' F.Blanco I 11-786 Ap- ,• 4 .• HINGE LOCATED FLUSH AGAINST JAMB MAIN FRAME s1 :or r 5" MAX 12" MAX AT HEAD AND SILL SILL :�;::::;:.;;;: ':::��:..,+f;: AT HEAD SILL °D� OF MAIN FRAME DESIGN PRESSURES CHART-PSF r:::::::. v'... :... AT HEAD/SILL 10 ' , ttti ;:�itr{ CORNERS � �� .:. e IMPACT RESISTANT GLASS C aniCT Surtshkm Windows HINGE LOCATION y� ANCHORS 5116"L�g Mmufactudho, Inc. AT HEAD/SILL DIM�DTStION 1745 W. 33rd Place CORNERS. /� 0 0 0 0 oe o * Makafi. Flortdo 31012 MAIN FRAME PER pgR Pte (305)384-9962 SEE HINGE / JAMB HEAD rk JAMS EXT. INT. Fow(305)NO-8118 LOCATION DETAIL. I I► WIDTH HEIGHT SILL eaa�amgpmmmmmama 19 1/8" 2 90.00 90.00 I1t!! HINGE LOCATION DETAIL FALSE MUNTINS 'j , 26 1/Y 28' 3 3 90.00 90.00 MAY BE USED !! a 37" 4 90.00 90.00 (SURFACE APPLIED) i / t/1 ama „dam @mamamm t9 1/8" 2 90.00 90.00 ♦'I y{ r� 0 26 1/2" 38 3/8" 3 4 90.00 90.00 � A p\ 6 LOCK �3 37' 4 90.00 90.00 i \ OPERATOR LOCATED 19 1/s" 2 90.00 90.00 ON INTERIOR WALL �+ OF WINDOW FRAME SILL 28 1/2" 60 8/a• 3 OPERATOR LOCATION MAIN FRAME 37" 4 90.00 90.00 Q V� AT HINGED SILL CORNER. JAMB W SEE OPERATOR MAX. WINDOW 19 1/s" 2 90.00 90.00 LOCATION DETAIL. WIDTH = 37" 12 26 1/2" 83". 3 6 90.00 90.00 F N • , 37" 4 90.00 90.oD � U SINGLE.-VENT CASEMENT WINDOW MAIN FRAMs: 3 7/8" SILL 24 24" 3 3 90.00 90.00 36" 4 90.00 90.00 24" 36" 3 4 90.00 90.00 OPERATOR LOCATION DETAIL 0 90.00 36' 4 9 .00 GENERAL NOTd . 24" 46" 3 5 F .00 90.00 1.- THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2010 F8C. 3s" 4 .04 90.00 2.- SHUTTERS ARE NOT REQUIRED. 3.- HINGE LEFT OR HINGE RIGHT CONFIGURATION. 2a" �, 3 6 .00 90.00 4.- FOR NUMBER OF ANCHORS FOR EACH UNIT SIZE REFER TO DESIGN PRESSURES CHART. 38' 4 90.00 90.00 R S.- FOR ATTACHMENT INTO CONCRETE OR MASONRY WITH 1 BY USE 1/4" DIAM. UI.7RACON BY ELCO WITH 1 1/4" MIN. EMBEDMENT INTO CONCRETE/MASONRY AND 2 1/2" MIN EDGE DIST.. FOR ATTACHMENT INTO 2 BY OR WOODEN STRUCTURE USE 1/4" DIAM. ULTRACON BY ELCO WITH 1 1/2" MIN. EMBEDMENT INTO WOOD AND 1" MIN EDGE DISTANCE. FOR ATTACHMENT INTO METAL USE 1/4- DIAM. GRADE 5 SHEET METAL SCREWS WITH 1" MIN. EDGE DISTANCE. N 6.- CONCRETE STRENGTH f'c-3,200 psi MIN., CMU PER ASTM COO., FILLED CMU fm-2,000 psi MIN. 7.- USE NON SHRINK NON METALLIC GROUT 3 KSI MIN. AS REQUIRED. i 8.- WOOD (HOST STRUCTURE SHALL BE "SOUTHERN YELLOW PINE" Gs 0.55 OR GREATER DENSITY. o �r 9.- THE THICKNESS OF THE STEEL/ALUMINUM HOST STRUCTURE SHALL BE NO LESS THAN 1/8". PRODUCT REVISED r ALUMINUM SHALL BE 6063-T6. STEEL SHALL BE FY- 36 KSI MIN. �� I N with the plaid& DRAWNG No. 10.- WOOD BUCKS (BY OTHERS) SHALL BE PROPERLY ATTACHED TO TRANSFER GLAZING SYSTEM LOADS AcceptenceNo O C$O9-�� TO THE STRUCTURE AND SHALL BE APPROVED BY BUILDING OFFICIAL PRIOR TO WINDOW INSTALLATION. ratlonDate " rA OA1E: 12-Q' 08_ 11.- ALUMINUM IN CONTACT WITH DISSIMILAR MATERIALS SHALL BE PROTECTED (BY OTHERS) AS SPECIFIED By SCALE: NTSIN SECTION 2003.8.4 OF THE 2010 FBC. M ttd - FRANCISCOSC6.k1F.ZRNAN ANDEZ SHEET 1 of s FLORI*',PF # 8.1393 5 21 2 21 C 6 Sunshine Windows s 2 Manufacturmg, Inc. UISE47— 7 1741E W. 33rd Place IM och. ftorldo 33012 22 I 3 4 rax.`h. 30;a8118 1 20 3 4 if I U , Z z ______________ I 2, � I I NDN I rn V Egg B 1 I 12 � @ 13 14 I W x ( o � 11 10Li N 1 VERTICAL SECTION o N PRODUM RBVISMI as Cmpwn8 ww lite Fwtts DRAWING No. Buitdft Cade .1� Acrevtaaaerb . CS09--o1 lcm� ►4 HORIZONTAL SECTIONS DATE: 12-o3-Os 4gtAiadac: 3— «1v SCALE: 1/2"-1" FJZANCISCNl NANDEZ SHEET 2 OF j]Lj FLOE)DrA: 813$$ 4 MATERIAL LIST MATERIAL LIST ITEM# PAR317+1 QTY DESCRIPTION MATERML RmYI M ITEM# PART# QTy DESCRIPTION MATERIAL RKdARKS .. .. 1 OC-3430 4 FRAME 6063-T5 12 23.01 1 SINGLE ARM OPERATOR STEEL TRUTH HARDWARE :t„vim ;: r„?;;+;r�? 2 OC-3428 1 VENT 6063-T'S 13 24.30 1 TRUTH HARDWARE MULTI-POINT LOCK ZINC ..`�:.•...:�:• ........... 3 OC-3427 AS RCIDI CURVED GLAZING BEAD 6063-T3 14 11901-22 1 TIE BAR STEEL TRUTH HARDWARE SI 4�Ine VA*w3 Manufacturing, Inc. 4 OCA-3427 A AS RECTANGULAR GLAZING BEM 6083-15 16 1 31848 AS RODI KEEPERS STEEL TRUTH HARDWARE 1176 7 W. 33rd Pku 5 - 1 .057” THICK CORNER KEY STAINLESS STEEL 16 03144 AS ROD TIE BAR GUIDE NYLON ULTRA HARDWARE Phe (305)384-9962 6 -- 1 .057' THICK CORNER KEY STAINLESS STEEL 17 4808 AS ROD GLAZING BEAD BULB VINYL TRUTH HARDWARE rax(30s)82s-5118 7 - 1 .087` THICK CORNER KEY STAINLESS STEEL 18 E20310KN AS ROD WEATHER STRIP BULB VINYL ULTRAFAB 8 _ 1 .057' THICK CORNER KEY STAINLESS STEEL 19 - AS RQD GLAZING TAPE FOAM FRANK LOWE g _ 16 ASSEMBLY SCREWS B X 1- PH SMS 20 AS RQO SNUBBERS NYLON y 10 38.13.00 1 EGRESS 4 BAR HINGE STAINLESS STEEL TRUTH HARDWARE 21 - 4 SHEAR PLATE 8063-75 FULL LENGTH 11 30175 1 TRACK STAINLESS STEEL TRUTH HARDWARE 22 SEALANT AS RQD PECORA 898/DOW CORNING 899 SILICONE 1.818 0.601 S4 1.f68 0.738 0.738 2. 0,520 2.60 0.810 Q� 0.749 ii 2, 260 V 1.814 1. 9 0 0.876 2,000 0.168 N E* 2. 76 0• 2 0.070 V1 U 2.978 2. 71 0' W 0 I�fT'Jj 0. S 1.188 1.188 1.870 1,162 a 1.0m GWf� +-2.760 60 2.240 0.988 0.740 GLAZING BEAD GLAZING BEAD0.840 1.300 SHEAR PLATE OC-3427 OC-3427 A FRAME SASH FRAME 6063-T5 8083-T8 2.7 8063-T5 OC-3430 OC-3428 3 6063-75 8063-TS O 7 8 0 o Q CORNER KEYS 21 N Z '— PRODUCT RBVISBR as compbftwithft FlWWa DRAWING No. :p=Nwo 1F'�' DATi�EvEI'm SCALE: 1/2"-1* OOA E0I 'P # 3 SHEET 3 OF 8 i ��j 2 1/2" MIN. 2 1/2" MIN. 1" MIN. 1/4° SMS. THROUGH METAL :;; ;r""t •v 1/4" ULTRACON WITH 1 1/4" MIN. EMBEDMENT (FOR NUMBER OF ANCHORS AND "''' j'"'"''....... INTO MASONRY THROUGH 1" BY WOOD BUCK AND MAX SPACING ' (FOR NUMBER OF ANCHORS AND MAX. FACING REFER TO DESIGN PRESSURES CHART j'"'"''' d d e .........:;ry ...y,u.r 4a REFER TO DESIGN PRESSURES CHART METAL STR TURAL MEMBER BY OTHERS r AND ELEVATION ON SHEET 1 OF 6). (SHALL WI ANO ANCHOR SHEAR FORCES) AND ELEVATION ON SHEET 1 OF 6). Sunshin Win ows 1" BY WOOD BUCK WOOD BUCKS BY OTHERS MUST BE PROPERLY MINIMUM TH KNESS 1/8° � � SEALED AND ANCHORED TO TRANSFER LOADS TO k. 1745 W. 33rd THE STRUCTURE. HEolaah, Flo►il0 3=2 w SHOULD BE APPROVED BY BUILDING OFFICIAL Pta (305)384-8952 d PRIOR TO WINDOW INSTALLATION. FOM(305)828-5118 N 6 I C3 a I 1" MIN. I I 1/4" ULTRACON WITH 1 1/2" MIN. PENETRATION INTO WOOD. I I (FOR NUMBER OF ANCHORS AND MAX. SPACING I REFER TO DESIGN PRESSURES CHART AND ELEVATION ON SHEET 1 OF B). 0 ATTACIONENT TO MASONRY ATTACHMENT TO METAL STRUCTURE DETAIL V W 2" BY WOOD BUCK N �i WOOD BUCKS BY OTHERS MUST BE PROPERLY (H SEALED AND ANCHORED TO TRANSFER LOADS TO Q1 THE STRUCTURE. SHOULD BE APPROVED BY BUILDING OFFICIAL PRIOR TO WINDOW INSTALLATION. r X1w I a I ATTACHMENT TO WOOD v N 1 i Z PRODUCE REVISED as wmplying wffi dw fotislAa DRAWING No >sa,I0m ceo CS09-01 Acceptauoe Nov t+R1�e".�ril- • DATE• 12-43-08 TYPICAL SECTIONS AT HEAD $_ ; SCALE: 1 2"•1" FANANDU SHEEP 4 OF 8 FL(31�I�A' PEt 151. 93 1/4" ULTRACON WITH 1 1/4" MIN. EMBEDMENT ..... INTO MASONRY THROUGH 1" BY WOOD BUCK :i::v'r'riS:'r} ;'•v ;{;.";•;}s} (FOR NUMBER OF ANCHORS AND MAX. SPACING METAL STRUCTURAL MEMBER BY OTHERS REFER TO DESIGN PRESSURES CHART (SHALL WITHSTAND ANCHOR SHEAR FORCES) �r ''" AND ELEVATION ON SHEET 1 OF 6) •j ,"•, 1 4" MAX. : r':; :v�� 5�:�n; : MINIMUM THICKNESS m 1/e" SHIM SPACE Sunshine VAndows 1" BY WOOD BUCK q WOOD BUCKS BY OTHERS MUST BE PROPERLY " I�mufaCturing, InC' 1/4 SEALED AND ANCHORED TO TRANSFER LOADS TO 1/4 SMS. THROUGH METAL 1743 W. 33rd Place SHIM SPACETHE STRUCTURE. (FOR NUMBER OF ANCHORS AND MAX. SPACING Weak FloNo 33012 SHOULD BE APPROVED BY BUILDING OFFICIAL REFER TO DESIGN PRESSURES CHART Ph. (305)384-8932 if 1Z PRIOR TO WINDOW INSTALLATION. AND ELEVATION ON SHEET 1 OF 6) Fax(3QS)828-St t8 04 ATTACHMENT TO METAL STRUCTURE 4p Q y y N 1/47 H.S. GLASS 0.09 BUTACITE POBY DUPONT o V W ATTACHMENT TO MASONRY a 4 GLAZING BEAD 1/8• H.S. GLASS eV H 1/4" ULTRACON BY ELCO WITH 1 1/2" MIN. PENETRATION INTO WOOD. GING 19 (FOR NUMBER OF ANCHORS AND MAX. SPACING REFER TO DESIGN PRESSURES CHART I W AND ELEVATION ON SHEET 1 OF-6). I 2" BY WOOD BUCK WOOD BUCKS BY OTHERS MUST BE PROPERLY I 0.73" 1/4" MAX. SEALED AND ANCHORED TO TRANSFER LOADS TO ( TYPICAL GLASS SITE SHIM SPACE THE STRUCTURE, I SHOULD BE APPROVED BY BUILDING OFFICIAL PRIOR TO WINDOW INSTALLATION. SILICONE PECORA 885/ 22 0 DOW CORNING 899 GLAZING: 5/15" IMPACT (1/8" H.S. + 0.09 PVB + 1/8" H.S.) _ GLAZING DETAIL Z V N r r ATTACHMENT TO WOOD PRODUCrREVISM Z r as complying witH dna Fkdb DRAWING No. EhAdibs Godo Accep CS09-01 DATE12-03-08 TYPICAL SECTIONS AT S SCALE: 1 2 ®1 FRANCIS4;0 i HE— ])EZ SHEET 5 OF 6 FLQ DSI rp 'I I5195 tlli a r.:ts�::w:.•r :.... I i v��'r'r:ti }'r'r:• I I Sunshine Windows I Manufacturing, Inc. I 1746 W. 33rd Ra" "Ohl F"d 33012 C, Ph: (305)384-9962 * H v"-(308)828-8118 � tn < '4 4. o• X00 4' e 4 METAL STRUCTURAL MEMBER BY OTHERS —� (� (SHALL WITHSTAND ANCHOR SHEAR FORCES) ..,��. a •� M 4- MINIMUM THICKNESS 1/ I ° 3R N '4, S" a e 1' MIN. 1/4" SMS. THROUGH METAL I ° e .•'0p . .a (FOR NUMBER OF ANCHORS AND MAX. SPACING REFER TO DESIGN PRESSURES CHART I 4 : H AND ELEVATION ON SHEET 1' OF 6). M 2 1/2- MIN. 2 1/2" MIN. W ATTACHMENT TO METAL,STRUCTURE Q u� 1/4' TAPCONS WITH 1 1/4° MIN. EMBEDMENT $ V INTO MASONRY (FOR NUMBER OF ANCHORS AND MAX. SPACING N H I EVPRESSURES EETR CHART MD ELEVATION ON SHOF 6). w ATTACHMENT TO PRE-CAST SILL W 1/4' ULTRACON 1 1/2" MIN. PENETRATION INTO,WOOD (FOR NUMBER OF ANCHORS AND MAX. SPACING REFER TO DESIGN PRESSURES CHART Par AND ELEVATION ON SHEET 1 OF 6). 2" BY WOOD BUCK 4 WOOD BUCKS 8Y OTHERS MUST BE PROPERLY SEALED AND ANCHORED TO TRANSFER LOADS TO THE URE. 1" MI SHOULDRBE APPROVED 13Y BUILDING OFFICIAL PRIOR TO WINDOW INSTALLATION. NTTOWOOD r'• ,,• •i 3/4 MAX. NON SHRINK QROUt ATTACHNXE " Q OR I. BY WOOD BUCK 2 1/2" MIN. 2 1/2" MIN. 1/4' ULTRACON WITH 1 1/4" MIN. EMBEDMENT INTO MASONRY THROUGH 1° BY WOOD BUCK OR NON SHRINK NON METALLIC GROUT (FOR MAX. ANCHOR SPACING AND NUMBER •RODUCTRRVlSW Pei OF ANCHORS REFER TO SHEET 1 OF 6). as complytag with the 1?totW9 DRAWING No. tfug 006 ATTACHMENT TO MASONRY i 2� CS09-01 TYPICAL SECTIONS AT SILL DATE: ,2-03—ars I� •FhlOd� •} �"'�..�?�. SCALE. 1 2watw FRANCISCO;H1 NAN EZ 93 SHEET 8 OF 6 F1Al�IF)h,; ' 11, 1, ,• ti DESIGN• PRESSURES ` I �•.•: CHART- PSF Ir MIN. ,•,r,?;r,;{ri{.=;. .},,};r,;::c,,{f WINDOW 4"MAK. 10 tdAX" CORNER DETAIL 1ORNER DETAIL 1 �:,J�'r'l ; r }j 4 MAXMAK. O t�AX• SIZB ROME OF L ANCHORS CORNER DETAp. SunsWine Windows r:::?r.S::r: :•:•:?r?v is INCMS LONG INCLINE SHORT POS. NEG. MOIIIIfOCtWlrg, Inc. SIDE SIDE SIDE .� IM w 93rd Place 108 X 26 11 12 3 90.00 90.00 " .. Phi CM)36h. 9 012 96 X 26 10 11 3 90.00 90.00 'b -� A, �' -� F=(305)SN8-GliS 91 X 20. 10 11 3 90.00 90.00 B B 84.X 20 9 10 3 90.00 90.00 78. X 37 8 9 4 90.00 90.00 "•r "'* cool 78 X 26 a 9 3 90.00 90.00 10" �` 4• 78 X 19 8 9 3 90.00 90.00 63 X 46 7 8 5 76.30 76.30 SHORT SIDi: (S) SHORT SIDE (S)(' A 63 X 39 7 8 5 98.00 90.00 63 X 37 7 8 4 90.00 90.00 &- RECTANGLE TRAPEZOID 63 X 26 7 8 3 94.00 90.00 -- E-+ 63 X 19 7 8 3 90.00 90.00 TYPICAL ELEVATION TYPICAL ELEVATION N 48 X 48 5 6 5 73.10 73.10 A 53 X 46 6 7 5 76.30r76.30 EMILr 8 x 1" OENLRAL NOr1B3:53 X 39 6 7 5 90.00 1.•- THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2010 FBC.53 X 37 6 7 4 moo A I D f J 2.- SHUTTERS ARE NOT REQUIRED.53 X 26 6 7 3 90.Q0 Ca 3. PRESSlU1RLB'S.E C OHAANCHOR5 FOR EACH UNIT SIZE REFER TO DESIGN 53 X 19 6 7 3 90.00 90.00 4•- FOR ATTACH ENT. INTO CONCRETE OR MASONRY WITH 1 BY USE 1/4" DIAM. ULTRACON QY L.0 WITH 1 1/4" MIN. EMBEDMENT INTO CONCR /MASONRY 46 X 38 5 6 5 90.00 90.00 AN 2 .1 2. -MI1 . EDGE DIST. 46 X 37 5 6 4 90.(X) 90.00 FOR AT1' H�1ENT. INl`C 22 BY OR WOODEN STRUCTURE USE 1/4" DIAM. ULTRA N gY ECO yyITI 11 112 MIN. EMBEDMENT INTO WOOD 46 X 26 5 6 3 90.00 90.00 CORNBR Pm IL#I_ AND I Nm ED E DISTANCE. FOR ATTACHMENT INTO METAL USE 1/4- DIAM. GRADE 5 SHEET METAL SCREWS 46 X 19 5 .6 3 90.00 90.00 WITH 1" MIN. EDGE DISTANCE. 38 X 37 4 5 4 80.00 90.00 K 5.- CONCRETE STRENGTH f e-3,200 psi MIN., CMU PER ASTM C90, 38 X 26 4 5 3 90.00 90.00 ALUMINUM WELD INTERIOR FILLED CMU fm-2,000 Psi MIN. 38 X 19 4 5 3 90.00 90.00 L ME N� 6.- USE NON SHRINK NON METALLIC GROUT 3 KSI MIN. AS REQUIRED. o 7.- WOOD HOST STRUCTURE SHALL BE "SOUTHERN YELLOW PINE" G- 0.55 26 X 26 3 4 3 90.00 90.001OR GREATER DENSITY. 26 X 18 3 4 3 94.00 90.00 8.- THE THICKNESS OF THE STEEL/ALUMINUM HOST STRUCTURE SHALL BE NO LESS THAN 1/8". a 74 X 39 8 9 5 90.00 90.00 ALUMINUM SHALL BE 6063-T6. STEEL SHALL BE Fy- 36 KSI MIN. �r 74 X 37 8 9 4 90.00 90.00 9.- WOOD BUCKS (BY OTHERS) SHALL BE PROPERLY ATTACHED TO TRANSFER GLAZING SYSTEM LOADS TO THE STRUCTURE AND SHALL BE APPROVED N 74 X 26 8 9 3 90.00 90.00 BY BUILDING OFFICIAL PRIOR TO WINDOW INSTALLATION. 74 X 19 8 9 3 190.00 1 90.00 10.- ALUMINUM IN CONTACT WITH DISSIMILAR MATERIALS SHALL BE PROT PIED CORNER DETAIL#2 (BY OTHERS) AS SPECIFIED IN SECTION 2003.8.4 OF THE 2010 F Al Imomc-r Mom CLASS: as cemplom with On Flus DRAWING No. ldibg0.34" OVERALL LAMINATED GLASS USING TWO LITES OF 1/8" HEAT A NO . 1 PW08-01 STRENGTHENED GLASS WITH A 0.090 SAFLEX IIID INTERLAYER FILM BY SOLUTIA. m*Fineog .r®r cDA.TE- 08-18-08 ALE: FOR WITH 1ORt/ER WELDED EE MUM CONNECTIONS LENGTH MADE USE 1 8" FILLET EILLER ALLOY.WELD e pr t 0 x d FS�C S �PIN�}NDEZ �-- FLt�r�A:„�I � 4, 93 SHEET 1 OF 8 CORNER DETAIL 2 DESIGN PRESSURES WDMOW CHART- PSF � S. S:s•�:.ti•+•' r.•rr�:::�:s: �f JI�ILr X91:{S yrA ii5 iR.1�::J'yti SEM NUM MOF W x H ANCHORS Pos. NEG. Sunshine Vindows INCms SILL JAMBS CIRCLE - ,- / b --®-• manutoctwtig, etc. TOP B 8 1745 W. 33rd Place 26 X 108 3 11 4 90.00 90.00 ,UM i (3 Wife 33 012 A (306)384-896251 26 X 96 3 10 4 90.00 90.00 Fax:(300SM-5118 26 X 91 3 10 4 90.00 90.00 -.. 26 X 84 3 9 4 90.00 90.00 CORNER DETAIL 1 37 X 78 4 6 6 190.00 90.00 26 X 78 3 8 4 90.00 90.00 W. MAX AAATTT SILL 19 X 78 3 8 3 90.00 90.00 WINDOW WIDTH 46 X 63 5 7 7 76.30 76.390 39 X 63 5 7 6 90.00 90.00 1® A 37 X 63 4 7 6 190.00 90.00 26 X 63 3 7 4 90.00 90.00 UPRIGHT RECTANGLE WITH CIRCLE TOP 19 X 63 3 7 3 90.00 90.00 TYPICAL ELEVATION c 48 X 48 5 5 7 73.10' 73.10 M �] ALUMINUM 46 X 53 5 6 7 76.30 76.30WELD INTERI �+ S WELDIND, NOTE GENERAL NOTES: 39 X 53 5 6 6 90.00 90.00 1.- THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2010 FBC. 37 X 53 4 6 6 90.00 90.00 2.- SHUTTERS ARE NOT REQUIRED. 26 X 53 3 6 4 90.00 90.00 3. FOR NUM COHF ANCHORS FOR EACH UNIT SIZE REFER TO DESIGN y 19 X 53 3 6 3 90.00 90.00 4.- FOR ATTACHMENT INTO CONCRETE OR MASONRY WITH 1 BY USE 1/4" DIAM. 39 X 46 5 5 6 90.00 90.00 �D zOON 2QMINC WIEEDGE WITH 1/4- MIN. EMBEDMENT INTO CONCRETE/MASONRY 37 X 46 4 5 6 90.00 90.00 UL'RACON BY ELCO WITH 1� 0/2"WM N. EMBEEDDMENNTR N O��WOOD DIAM. 26 X 46 3 5 4 90.00 90.00 CORNER DETAIL#2 AND 1 MIN EDGE DISTANCE. 19 X 46 3 5 3 90.00 90.00 FOR ATTACHMENT INTO METAL USE 1/4- DIAM. GRADE 5 SHEET METAL SCREWS WITH 1" MIN. EDGE DISTANCE. 37 X 36 4 4 6 90.00 90.00 5.- CONCRETE STRENGTH f'cm3.200 psi MIN.. CMU PER ASTM C90, 26 X 38 3 4 4 90.00 90.00 ASSEMBLY SCREWS #e X i" FILLED CMU im=2.000 Pei MIN. 19 X 38 3 4 3 90.00 90.00 6.- USE NON SHRINK NON METALLIC GROUT 3 KSI MIN. AS REQUIRED. o 7.- WOOD HOST STRUCTURE SHALL BE "SOUTHERN YELLOW PINE" Gm 0.55 26 X 26 3 3 4 190.00 90.001 OR GREATER DENSITY. 19 X 26 3 3 3 90.00 90.00 8.- THE THICKNESS OF THE"STEEL/ALUMINUM HOST STRUCTURE SHALL BE NO LESS THAN 1/8 . 39 X 74 5 8 6 90.00 90.00 ALUMINUM SHALL BE 6063-176. STEEL SHALL BE Fy- 36 KSI MIN. 9.- WOOD BUCKS BY OTHERS) SHALL BE PROPERLY ATTACHED TO TRANSFER 37 X 74 4 8 8 90.00 90.00 GLAZING SYSTEM LOADS TO THE STRUCTURE AND SHALL BE APPROVED a 26 X 74 3 8 4 90.00 90.00 BY BUILDING OFFICIAL PRIOR TO WINDOW INSTALLATION. 19 X 74 3 8 1 3 190.00 190.0011 10.- ALUMINUM I CONTACT WITH DISSIMILAR MATERIALS SHALL BE PROTECTED CORNER DETAEL#1 (BY OTHERS AS SPECIFIED IN SECTION 2003.8.4 OF THE 2010 FBC. 2 - PRODUCT REVISED GLASS: as compiyfi*v4 ift FtarMa DRAWING No. 0.34" OVERALL LAMINATED GLASS USING TWO LITES OF 1/8" HEAT Acaeppttum 90&4 1) PW08--01 STRENGTHENED GLASS WITH A 0.090 SAFLEX RIG INTERLAYER FILM BY SOLUTiA. DATE: 08-18-08 WBLDING: $ 9.. L .SCALE.- 2rr1 r FOR CORNER WELDED CONNECTIONS USE 1/8" FILLET WELD WITH 1 1/4" MINIMUM LENGTH MADE WITH ER4043 FILLER ALLOY. FRANCIS0;.r1ftNANDEZ FLOI,tJt�r• :� � 51 X393 SHEET 2 0l: 8 DESIGN PRESSURES p► CORNER DETAIL f 2 .' CHART- PSF • ,e 4ti}.. } ...... .. WINDOW ' :k^ S" ;s slzE NUU[BEEt of ., ANCHORS = Suns�ane Windows w x H CIRCLE POS. NEG. �� SILL TOP �aMes Manufacturmg, Inc. 1748 W. 33rd Placa 108 X 26 11 16 3 190.00 90.00 Q / B hflclaah. Fleft 33012R#u (305)364-002 96 X 26 10 14 3 90.00 90.00 Fax:(305)828-5t 16 91 X 26 10 14 3 90.00 90.00 84 X 26 9 13 3 90.00 90.00 rqCDRNER 78 X 37 8 12 4 90.00 90.00 1` A DEWL 0 1 78 X 26 8 12 3 90.00 90.00 78 X 19 8 12 3 90.00 90.00 4" MAX. 1D' MAX. 63 X 46 7 10 5 76.60 76.301 WINDOW WIDTH (W) U► 63 X 39 7 10 4 90.00 90.00 63 X 37 7 10 4 190.00 90.00 63 x 26 7 10 3 90.00 90.00 SIDEWAYS RECTANGLE WITH CIRCLE TOP 63 x 19 7 10 3 190.00 90.00 TYPICAL ELEVATION c 48 X 48 5 7 5 73.10 73.10 ALUMINUM WELD INTERIOR)A 53 X 46 6 9 5 76.30 76.30 SEE WELDING GENERAL NOTES; 53 X 39 6 9 4 90.00 90.00 1.- THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2010 FBC. 53 X 37 6 9 4 90.00 90.00 2.- SHUTTERS ARE NOT REQUIRED. 53 X 28 6 9 3 90.00 90.00 3.- FOR NUMBER OF ANCHORS FOR EACH UNIT SIZE REFER TO DESIGN PRESSURES CHART. 53 X 19 6 9 3 90.00 90.00 4.- FOR ATTACHMENT INTO CONCRETE OR MASONRY WITH 1 BY USE 1/4" DIAM. ULTRACON QY ELCO WITH 1 1/4" MIN. EMBEDMENT INTO CONCR /MASONRY 46 X 39 5 7 4 90.00 90.00 AND 2 1 2 MIN. EDGE DIST. 46 X 37 5 7 4 90.00 90.00 FOR ATTACHMENT INTO 2 BY 0 WOODEN STRUCTURE USE 1/4" DIAM. ULTRACON BY ELCO WITH 1 12" MIN. EMBEDMENT INTO WOOD 46 X 26 5 7 3 90.00 90.00 CORNER DETAIL#2 AND 1 ' MIN EDGE.DISTANCE. 46 X 19 5 7 3 90.40 90.00 FOR ATTACHMENT INTO METAL USE 1/4" DIAM. GRADE 5 SHEET METAL SCREWS WITH 1" MIN. EDGE DISTANCE. 38 X 37 4 6 4 90.00 90.00 5.- CONCRETE STRENGTH f'c-3,200 psi MIN., CMU PER ASTM C90, 38 X 26 4 6 3 90.00 90.00 FILLED CMU fm-2,000 psi MIN. 38 X 19 4 6 3 90.00 90.00 ASSEMBLY SCREW58 X 1" 6•- USE NON SHRINK NON METALLIC GROUT 3 KSI MIN. AS REQUIRED. o 7.- WOOD HOST STRUCTURE SHALL BE SOUTHERN YELLOW PINE" Gm 0.55 Q 26 X 26 3 4 3 90.00 90.001 OR GREATER DENSITY. 26 X 19 3 4 3 90.00 90.00 8.- THE THICKNESS OF THE STEEL/ALUMINUM HOST STRUCTURE SHALL BE NO LESS THAN 1/8', z 74 X .39 8 12 4 190.00 90.00 ALUMINUM SHALL BE 6063-T6.'STEEL SHALL BE Fy- 36 KSI MIN. 74 X 37 8 12 4 90.00 90.00 9.- WOOD BUCKS (BY OTHERS) SHALL BE PROPERLY ATTACHED TO TRANSFER g 74 X 26 8 12 3 90.0d 80.00 GLAZING SYSTEMM LOADS TO THE STRUCTURE AND SHALL BE APPROVED a BY BUILDING OFFICIAL PRIOR TO WINDOW INSTALLATION. 74 X 19 8 12 3 90.50 90.00 10.- ALUMINUM IN CONTACT WITH DISSIMILAR MATERIALS SHALL BE Plt T CTED CORNER DETAIL#1 (BY OTHERS) AS SPECIFIED IN SECTION 2003.8.4 OF THE 2010 . "c3 GLASS: I'ItODUCT REVISen as coa►piyLng with the FhtrWa DRAWING No. 0.34" OVERALL LAMINATED GLASS USING TWO LITES OF 1/8" HEAT 13ulMtasC:ode PWQ8-0'I STRENGTHENED GLASS WITH A 0.090 SAFLEX IIIG INTERLAYER FILM BY SOLUTIA. A�Da •J113 DaTE:,pa-l8-os WELDING: i, -,-t;Y �'�••d 7G SCALE: 1 FOR CORNER WELDED CONNECTIONS USE 1/8" FILLET WELD M►aa �>'� a ®f WITH 1 1/4' MINIMUM LENGTH MADE WITH ER4043 FILLER ALLOY. FRANCISCtQ:H NANDEZ / F`LQR'hA)t PI' 161. 93 SHEET 3 OF 8 . 4 t DESIGN PRESSURES f:; "jrr• .:{ v:itr{{r.•. CHART- PSF ::;�.,. ....•��:. ::• V4NDOW �►A .9� {'r„ry SIZE N UM M OF : W X H ANCHORS {:L.. .. � j' Sunshine Windows INCHES SILL ARCH POS. NEG. _. - �_ i�anufUCtuiring, Inc. ^ 1743/ 33rd Plat Cj ren.. Baa aso,s 108 X 26 11 14 90.00 90.00 Phu (305)384-9952 96 X 26 10 1 13 90.00 90.00 �.� Fox:{soa�aa-at to 91 X 26 10 13 90.00 90.00 _ 84 X 26 9 12 90.00 90.00 78 x 37 8 14 90.00 90.00 CORNER o>:Tat. #t ►A 78 X 26 8 12 90.00 90.00 r MAX. to y 78 X 19 8 t 1 90.00 90.00 WINDOW VADTM (W) 63 X 32 7 12 90.00 90.00 Vr 63 X 26 7 10 90.00 90.00 63 X 19 7 9 90.00 90.00 ARCH 48 X 24 5 9 90.00 90.00 TYPIC ELEVATION H 53 X 27 6 10 90.00 90.00 53 X 19 6 8 90.00 190.00 A N 46 X 23 5 9 90.00 90.00 QENERAL NOTES: v! H 46 X 19 5 8 90.00 90.00 1.- THIS PRODUCT MEETS THE REQUIREMENTS OF THE 201.0 FBC. VQ, 38 X 19 4 7 90.00 90.00 2.- SHUTTERS ARE NOT REQUIRED. 26 X 13 3 5 90.00 90.00 3.- FOR NUMBER OF ANCHORS FOR EACH UNIT SIZE REFER TO DESIGN PRESSURES CHART. 74 X 37 8 14 90.00 90.00 4.- FOR ATTACHMENT INTO CONCRETE OR MASONRY WITH 1 BY USE 1/4" DIAM. 74 X 26 8 11 90.00 90.00 ANT zCON2VYME� E��1 1/4" MIN. EMBEDMENT INTO CONCRETE/MASONRY 74 X 19 8 10 90.00 90.00 FOR ATTACHMENT INTO 2 BY 0 WOODEN STRUCTURE USE 114" DIAM. ULTRACON BY ELCO WITH 1 1�2" MIN. EMBEDMENT INTO WOOD AND 1 MIN EDGE DISTANCE, FOR ATTACHMENT INTO METAL USE 1/4" DIAM. GRADE 5 SHEET METAL SCREWS WITH 10 MIN. EDGE DISTANCE. 5.- CONCRETE STRENGTH f'c=3,200 psi MIN„ CMU PER ASTM 090, FILLED CMU fm-2,000 psi MIN. ASSEMBLY SCCRE4YS 8 X 1' 8.- USE NON SHRINK NON METALLIC GROUT 3 KSI MIN. AS REQUIRED. ,a 7.- WOOD HOST STRUCTURE SHALL BE "SOUTHERN YELLOW PINE" G= 0.55 OR GREATER DENSITY. 8.- THE THICKNESS OF THE STEEL/ALUMINUM HOST STRUCTURE SHALL BE NO LESS THAN 1/8". rill, ALUMINUM SHALL BE 8063-T6. STEEL SHALL BE Fy= 36 KSI MIN. 9.- WOOD BUCKS (BY OTHERS) SHALL BE PROPERLY ATTACHED TO TRANSFER a GLAZING SYSTEM LOADS TO THE STRUCTURE AND SHALL BE APPROVED BY BUILDING OFFICIAL PRIOR TO WINDOW INSTALLATION. �p� CTED CORNERDETAIL#1 10.- BY OTHERS AS SPECIFIEDHIN DISSIMILAR 2MATERIALS 03 8 4 OF THE 2010 PBC. • � a PRODUCT REVISED GLASS: as complying with the Fbdh DRAWING No. 0.34" OVERALL LAMINATED GLASS USING TWO LITES OF 1/8" HEAT AnNom o.141 . PWOB- 0 1 STRENGTHENED GLASS WITH A 0.090 SAFLEX IIIG INTERLAYER FILM BY SOLUTIA. DATE: 08-18-08 WELDING: By " Miaaa ttdeProd�tM 8N "° •"� SCALE: 1/2"-Ip FOR CORNER WELDED CONNECTIONS USE 1/8 FILLET WELD FRAN015Co HERNANDEz BEET 4 of s WITH 1 1/4" MINIMUM LENGTH MADE WITH ER4043 FILLER ALLOY. t� FLQeIby� )• ! ` &139 rrrrrs�t CORNER DETAIL 2 i}'r::...,.u:•r A ► A ••:�a : }: Sunshine Windows �� • B �TBManufacturmg, Inc. • •�. +a ,��+ ..®_ � � —®— 1745 W. 33rd Ptan E4atsoh, Florida 330+2 B B Phs (345)384—UN CORNER DETAIL #1 ►A J�A CORNER DETAIL 1 Fax:atN FWM tit 12 18 4' 12• 4• Max MAX `� A 39• MAX, 39 MAX t%! QUARTER ROUND (QUARTER ROUND FULL ROUND TYPICAL ELEVATION TYPICAL ELEVATION TYPICAL ELEVATION DESIGN PRESSURES DESIGN PRESSURES DESIGN PRESSURES H POSITIVE=+90.00 PSP POSITIVE=+9Q00 PSP POSITIVE=+9000 PSP NEGATIVE=-90.00 PSP NEGATIVE=-90.00 PSP NEGATIVE=-90.00 PSP M Q to �t GENERAL NOTES: v1 H 1.— THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2010 FBC. 2.— SHUTTERS ARE NOT REQUIRED. 3.— FOR NUM ER 0�ANCHORS FOR EACH UNIT SIZE REFER TO DESIGN PRESSUR C 4.— FOR ATTACHMENT INTO CONCRET,� OR MASONRY WITH 1 BY USE 1/4" DIAM. ULTRACON JY ELCO WITH 1 1/4 MIN. EMBEDMENT INTO CONCRETE/MASONRY AND 2 1 2 �INEDQE DIST. FOR ATT WMENT• INTO 2 BY0 WOODEN STRUCTURE USE %4" DIAM. ULTRAC.ON BY ELCO WITH 1 172 AND 1 MIN EDGE DISTANCE. FOR ATTACHMENT INTO METAL USE 1/4" DIAM. GRADE 5 SHEET METAL SCREWS WITH 1" MIN. EDGE DISTANCE, 5.— CONCRETE STRENGTH f c=3.200 psi MIN., CMU PER ASTM C90. ALUMINUM WELD INTEND FILLED CMU fm-2,000 pel MIN. 6.— USE NON SHRINK NON METALLIC GROUT 3 KSI MIN. AS REQUIRED. SEE WELOM NOTE ASSEMBLY SCM 18 X 10 7.— WOOD HOST STRUCTURE SHALL BE 'SOUTHERN YELLOW PINE" G•+ 0.55 OR GREATER DENSITY. a: 8.— THE THICKNESS OF THE STEEL/ALUMINUM HOST STRUCTURE SHALL BE NO LESS THAN 1/8". ALUMINUM SHALL BE 6063—T6. STEEL SHALL BE Fy= 36 KSI MIN. S.— WOOD BUCKS (BY OTHERS) SHALL BE PROPERLY ATTACHED TO TRANSFER GLAZING SYSTEM LOADS TO THE STRUCTURE AND SHALL BE APPROVED BY BUILDING OFFICIAL PRIOR TO WINDOW INSTALLATION. CORNER DETAIL#1 CORNER DETAII.#2 10.— ALUMINUM IN CONTACT WITH DISSIMILAR MATERIALS SHALL BE PROTECTED (BY OTHERS) AS SPECIFIED IN SECTION 2003.8.4 OF THE 2010 PBC. GLASS• PRODUCT'REVI%D as complying with*a Ftartda DRAWING No. 0.34" OVERALL LAMINATED GLASS USING TWO LITES OF 1/8" HEAT BuildibaCo& Pf�08_0 STRENGTHENED GLASS WITH A 0.090 SAFLEX IIIG INTERLAYER FILM BY SOLUTIA. A6xpu�n Date j !� DATE: 08-18-•OS WELDING: By " FOR CORNER WELDED CONNECTIONS USE 1/8• FILLET WELD M Dade Pm 'uatC SCALE: 1 2 •1 WITH 1 1/4" MINIMUM LENGTH MADE WITH ER4043 FILLER ALLOY. F�q(� SCO;HEEtNMDEZ SHEET S 8F 6 �Lq IDA .PE•# 51383 . CORNER DETAIL # 2 � %?. CORNER DETAIL 2 A 2 ANCHORS PER SIDE (TYPICAL) ..... : 2 ANCHORS PER SIDE (TYPICAL.) Sunshine Windows Manufacturing, inc. B B B B 1743 W.Pbfie 3301122 Ph: (305)384-8952 l fax:(305)IM-5118 ISA I® A 39" MAX 39" MAX OCTAGON HEXAGON y TYPICAL ELEVATION TYPICAL ELEVATION DESIGN PRESSURES DESIGN PRESSURES S POSITIVE=+90.00PSF POSITIVE=+90.00P8P ty NEGATIVE_-9000PSF NEGATIVE=-90.00PSF R GENERAL NOTES: 1.— THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2010 FBC- 2.— SHUTTERS ARE NOT REQUIRED. 3.— FOR NUMBER OF ANCHORS FOR EACH UNIT SIZE REFER TO DESIGN PRESSURES CHART. 4.— FOR ATTACHMENT INTO CONCRETE OR MASONRY WITH 1 BY USE 1/4" DIAM. ULTRACONICY ELCO WITH 1 1/4" MIN. EMBEDMENT INTO CONCR /MASONRY AND 2 1 2 MIN. EDGE DIST. FOR ATT CHMENT INTO 2 BY OF WOODEN STRUCTURE USE 1[4" DIAM. ULTRAC60N BY ELCO WITH 1 12" MIN. EMBEDMENT INTO WOOD ALLINNUM WELD KUM AND 1 MIN EDGE DISTANCE. FOR ATTACHMENT INTO METAL USE 1/4- DIAM. GRADE 5 SHEET METAL SCREWS WITH 1" MIN. EDGE DISTANCE. 5r CONCRETE STRENGTH f'c=3,200 Pei MIN., CMU PER ASTM C90, FILLED CMU fm=2,000 psi MIN. 8.— USE NON SHRINK NON METALLIC GROUT 3 KSI MIN. AS REQUIRED. o 7.— WOOD HOST STRUCTURE SHALL BE "SOUTHERN YELLOW PINE" G- 0.55 OR GREATER DENSITY. S.— THE THICKNESS OF THE STEEL/ALUMINUM HOST STRUCTURE SHALL BE NO LESS THAN 1/8". ALUMINUM SHALL BE 8083--T8. STEEL SHALL BE Fy- 36 KSI MIN. CORNER DETAIL#2 9.— WOOD BUCKS (BY OTHERS) SHALL BE PROPERLY ATTACHED TO TRANSFER GLAZING SYSTEM LOADS TO THE STRUCTURE AND SHALL BE APPROVED N BY BUILDING OFFICIAL PRIOR TO WINDOW INSTALLATION. 10.— ALUMINUM IN CONTACT WITH DISSIMILAR MATERIALS SHALL BE PR&(� CTED (BY OTHERS) AS SPECIFIED IN SECTION 2003.8.4 OF THE 2010 FB z° GLASS: PRODUCT REVISED 0.34" OVERALL LAMINATED GLASS USING TWO LUTES OF 1/8" HEAT Idf��°0t DRAWING N0. STRENGTHENED GLASS WITH A 0.090 SAFLEX IIIG INTERLAYER FILM BY SOLUTIA. Accepmnceiai° PF08-01 E' ira ion Date WELDING: DATE_Q 18 8_08 FOR CORNER WELDED CONNECTIONS USE 1/8" FILLET WELD M Da I?to t°tQeriro "3"'�"t — SCALE. 1/2"-1 WITH 1 1/4" MINIMUM LENGTH MADE WITH ER4043 FILLER ALLOY. FRANCISCO;kIERNANDEZ #LORIDA, # *;1.3$3 SHEET 6 OF 8 .r s 1 V 213Y WOOD BUCK BY OTHERS. 1 BY WOOD BUCK BY OTHERS.. MUST 8E PROPERLY ATTACHED TO ��TOMUST BE PROPERLY ATTACHED TO TRANSFER GLAZING SYSTEM LOADS 1/4" MAX. TRANSFER GLAZING SYSTEM LOADS TO THE STRUCTURE. SHALL BE APPROVEDSHIM SPACE THE STRUCTURE. SHALL BE APPROVED BY BUILDING OFFICIAL PRIOR TO •• �:�':i•: :;•';: BY BUILDING OFFICIAL PRIOR TO WINDOW INSTALLATION. } ws{t;?'svi:� ';r... ••;r:. 00 WINDOW INSTALLATION, of ..... s'»•':?svi: TYPICAL. ANCHORS Sunshine Windows TYPICAL ANCHORS 1/4" MAX. 1/4" ULTRACON 1 1/2' MIN, PENETRATION INTO WOOD. (FOR MAX. ABHOR SPACING AND NUMBER mardoCtudng Inc. 'o 1/4" ULTRACON 1 1/2" MIN. EMBEDMENT SHIM SPACE /-OF ANCHORS REFER TO ELEVATIONS AND MIAMI-DADS COUNTY APROVED 1749 W. 33rd Placa INTO MASONRY THROUGH 1 BY WOOD BUCK DESIGN PRESSURE CHARTS ON SHEETS t r=��MULLION (UNDER SEPARATE APPROVAL). lW� a X12 ft. (FOR MAX. ANCHOR SPACING AND NUMBER 1, 2, 3. 4. $, AND 6 OF e). TYPICAL ANCHORS P+' C30S?�-9052 • OF ANCHORS REFER TO ELEVATIONS AND TYPICAL FOR JAMBS. HEAD AND SILL. i 1/4' SMS THROUGH METAL Fax:(345�828-8118 DESIGN PRESSURE CHARTS ON SHEETS I (FOR MAX. ANCHOR SPACING AND NUMBER Z 1, 2. 3. 4, $ AND6OF8) TYPICAL FOR JAMBS, HEAD AND SILL. a Z OF ANCHORS REFER TO ELEVATIONS AND .t,•. \ •- DESIGN PRESSURE CHARTS ON SHEETS 1, 2, 3. 4. S. AND 8 OF 8). TYPICAL FOR JAMBS, HEAD AND SILL ' ATTACHMENT TO WOOD r•`] ATTACHMENT TO MULLION DETAIL ATTACI]N SNT TO MASONRY I- 3 MAX. HIGH STRENGTH GROUT M Q 1/4" MO. MUST BE MIN. 3 KSI d' NON-SHRINK, NON-METALIC, SHIM SPACE OR 1B WOOD BUCK BY OTHERS. H TYPICAL ANCHORS MUST BE PROPERLY ATTACHED TO U 1/4" SMS THROUGH METAL TRANSFER GLAZING SYSTEM LOADS Qc (FOR MAX. ANCHOR SPACING AND NUMBER TO THE STRUCTURE. SHALL BE W OF ANCHORS REFER TO ELEVATIONS AND APPROVED BY BUILDING OFFICIAL DESIGN PRESSURE CHARTS ON SHEETS PRIOR TO WINDOW INSTALLATION. $I 1, 2, 3, 4, $, AND 8 OF 8). 1. a\ TYPICAL FOR JAMBS, HEAD AND SILL •- - .;�•.... M ,, .'•,.t,` :t '"'�,sh`••�1/4" MAX. • a X.r Z '•:• ^'•'.:{'.�'•''��.i t V w e.,:,l } SHIM SPACE Ic +e' ATTACHMENT TO METAL-STRUCTURE " - N M d' °$ (STEEL OR ALUMINUM 1/8" MIN. THICKNESS) 2 1/2 MIN. TYPICAL ANCHORS mrwl a ' 4• a a4' 0 1/4' ULTRACON 1 1/2" MIN. EMBEDMENT °• INTO MASONRY THROUGH 113Y WOOD BUCK OR NON-SHRINK NON-METALLIC GROUT 2 1/2" MIN. \-7/4 PICAL ANCHORS (FOR MAX. ANCHOR SPACING AND NUMBER " ULTRACON 1 1/2" MIN. EMBEDMENT OF ANCHORS REFER TO ELEVATIONS AND INTO MASONRY DESIGN PRESSURE$ � CHARTS ,N SHEETS (FOR MAX, ANCHOR SPACING AND NUMBER 1. 2,OF ANCHORS REFER TO ELEVATIONS AND TYPICAL FOR SILL ONLY. DESIGN PRESSURE CHARTS ON SHEETS } ATTACHMENT TO MASONRY 1. 2. 3, 4. $, AND80F8 . TYPICAL FOR SILL ONLY. ATTACHMENT TO PRS-CAST SILL 0 r PRODUCT RBVmSBD as camplyin8 with the Floma I .. DRAWING No. AWdkNo •03 .!!! PWO8-01 . �1• na16 3 . DATE; oo-18—os By ade P+ac cctCo tsa! 3w�- 47. SCALE: 1 2"m1• 'TYPICAL SECTIONS FRANCIS00,HoNANQEz FLOj�iDA ;Q t , 51 393 SHEET 7 OF 8 t MATERIAL LIST;'f•:.:: «if'ri.0 PART DESCRIPTION MATERIAL :x' ;,•;:'�tt❖:::• ! 1 ITEM# : 4 2 1 SW-101 HEAD, SILL AND JAMB 8083-T8 Sinhin@ Endows 6 7 Manufadking, Inc. ° 1745 W. 33rd PIN* g 2 SSW--101 GLAZING BEAD 6083-T6 Weak FbrNo 3.1012 Ph: (305)394-9932 FCK(305)828-8118 3 ANCHORS SEE ELEVATION SHEETS 5 4 8" X 1" PH S.M.S ASSEMBLY SCREW 1 1 � 5 .340" LAMINATED GLASS/HEAT STR. SEE GLAZING DETAIL SHEET 8 2 3 4 4 4 -- 2 6 5 6 2 - — 3 g _ STRUCTURAL SILICONE DOW CORNING 899 E-+ '--D A . � N SECTION A - A SECTION B - B GLAZING DETAIL 0.LEX INTERLAYER aODI0.304 SAFLd( IlIG BY SOLUTIA T 0.395 1.392" p, 1/8" HEAT 1/8" HEAT STRENGTHENED STRENGTHENED �82� 0.050 REM No. 1 ITEM No. 2 PART SW-101 PART SSW-101 FRAME GAZING BEAD o a N_ 3/8" GLASS BITE sscppp1 (MINIMUM) JUCT REVISED as complying with the FlarWa DRAWING No. Building Code AcceptanoaD/�?• • ! PW0$-01 DOW CORNING 899 DATE: 08-18-08 BY SCALE: 2"01" FRANC_I�SCf),'.NF.�lNL-K BEET 8 OF 8 FL'0, DA)•PE S •1 sunswas v[dows Mmufoctumo, Inc. GLAZING UNIT. SEE NOTE 1 tray W. 33rd Place OF GENERAL NOTES o 3NI2 P . L/a°C ') � r N W ip GLAZING UNIT. SEE NOTE 1 c Lcrt OF GENERAL NOTES !R fi eN V� 20 1^ 2° M V VER11CAL VERTICAL HORIZONTAL MULLION APPLICATIONS PROCEDURE FOR MULLION SELECTION GENERAL NOTES: 1. DETERMINE DESIGN PRESSURE BY COMPUTING THE WIND 1. MULLIONS SHALL BE USED ALONG WITH MIAMI DADE LOAD IN PSF ON MULLION AS PER FLORIDA BUILDING CODE, APPROVED GLAZING UNITS. 2. TUBE MATERIAL SHALL BE ALUMINUM ALLOY 6063—T5. 2. USE TABLES ON SHEETS No.2 AND 3 TO DETERMINE THE MULLION SIZE REQUIRED TO ACHIEVE THE DESIGN 3. FOR DETAILS OF ATTACHMENT BETWEEN MULLION AND PRESSURE. STRUCTURE REFER TO SHEETS No.5 AND 6 OF THIS PRODUCT APPROVAL. Drown ey: RF 3. USE TABLES ON SHEET No. 4 TO DETERMINE THE TYPE 4. DESIGN PRESSURES SHOWN ON GRAPHS ARE BASED ONLY ON Cato9—LO-05 OF CONNECTION BETWEEN MULLION AND STRUCTURE REQUIRED TUBE STRENGTH. NO CONTRIBUTION OF ATTACHED GLAZING UNITS TO ACHIEVE THE DESIGN PRESSURE. scoter 1 2"=1" ARE CONSIDERED. Ravleton: ReWsioru Neuilcr tl;>VMD 1t tCT1tl�N8VY =compb*wfthdwrsdft chm►lying with the NOW ! JrW flN3 Ne: Itag Calc . IVs D 12 A�w�n Naar° —U1 --47 OWN M4XCt0 HMNAMM SHEET jM�g, t a� i?,nttaNgoa sc ► PE f 51393 1 OF 7 .. 4 OEM TUBE SPANTM! WEsPArt N w SPA11 TUBE SPAN N TUBE W4rr Irm Manshim r ng,In 90 39.20 90 79.81 90 - 90 73.65 90 - 80 44.10 80 69.79 80 - 80 8296 80 25.74 1745 W.�7rd Ptoa2 iRoieo tQo Sao z Ph: 3b4-9J�2 70 50.40 70 102.81 70 - 70 94.69 70 29.42 Fa 305 5116 60 58.80 60 119.71 GO - 60 110.47 60 34.32 HORIZONTAL MULLION- so ULLION PROGLA� � 38.38 38.38 74.25 6063 $4.00 5o 70.58 so 143.66 50 27.84 50 132.57 50 41.18 40 88.19 40 179.57 40 34.81 40 165.71 40 $1.48 t� VERWAL VULUON a+ 30 117.59 30 239.43 30 48.41 30 ' 220AS 30 88.64 'dt 20 176,39 20 399.14 20 69.61 20 331.42 20 102.95 PB�QLw� LUCT 90 - 90 45.86 90 - 90 60.20 90 - w 8o - 80 51.59 so - 80 67.73 80 - 0 70 - 70 SIM 70 - 70 71.40 70 - 5063 eO2rL61 50.63 60 88.79 84.00 So - 55.00 80 90.30 96.00 60 - MULU{N4 SPAN 50 3073 50 82.55 50 - 50 106.36 50 27.59 40 3842 40 103.19. 40 - 40 135.45 40 34.49 TRIBItiARY IMfDTH�� ++ 30 81.22 30 137.58 30 32.05 30 180.61 30 45M 20 7684 20 208.38 20 48.08 20 270.91 20 68.97 1X2 1X3 1X3 1X4 1X4 90 - 90 36.08 90 - 90 47.57 90 - i ILUON O BO - 80 4056 80 - 80 53.51 80 - 70 - 70 46.56 70 - 70 61.16 70 - 60 - 60 54.09 60 - 60 7135 6o - moo 50 - 58.00 90 64.90 95A0 50 - 63.00 50 ,65.82 Moo oo 50 - GLAZINGr PRODUCTOIXICT W 40 28.E 40 81.13 40 - 40 107.03 40 - 30 37A 30 108.17 30 - 30 142.70 30 32.29 20 56.78 20 162.28 20 32.21 20 214:05 20 48.44 90 - 90 28.32 90 33.13 wt 8o - 50 28.49 80 37.27 ~'T 70 - 70 32.56 70 42.59 TRIBUTARY 1N0IH= 83.00 so - 63.00 60 37.99 74� 80 49.E 3 5o - 50 4898 50 59.63 40 - 40 56.96 40 74.54 omwn or,_ RF 30 26.59 30 75.97 30 99.36 Oatlx 9--30-©5 20 39.88 2Q 20 149.07 S0a16: '.....ls-- -. . . . RsvlBtotC pDODUCS li�Y1S1;D MaMPOLATE FOR INTERMEDIATE VALM OF SPAN AND/OR TRIBUTARY `' D �� asDAN" W. WMH TO DETERMINE DESIGN PU, Muldinas gCod wlth ltkd8mi Cede D SW-01-07 ExplraUaa Date 3 I"/'✓ my, SHEET I�l Da+� 01 • �� 2 0 F 7 . Y SEE CLUSTERS DETAILS DESIGN PRESSURES 13" MAX ON SHEET 10 OF 14 AND ANCHOR DISTRIBUTION CHART �....s% .'. 5" MAX F f«ifis' :1'rt�'r'f:'.• —�- Sunshine •Window s 5" MAX PANEL s3012 DIMENSION NUMBER OF ANCHORS I�mlufactululg, Inc. Plue 41 3/8' 14� MAXIN'Y<Vma 1743 w. 33rd • DESIGN PRESSURE Mach, Flo�iea soMa MAX D.L.O WIDTH (PSI) Ph: (308)384-9952 AT HEAD AND AT SILL fm(305)828-51 18 A B C D F' AT (INCLUD98 ANCHORS AT CLUSTM e "TDTH HEIGHT JAMB EACH CLuftpm OR/Xx OOXIOXO axxo EXT. INT. 0 a tgmc 0 ausmm to cu=m) �� 24 6 10 18 26 CA ,/�/ • . ./ �% ./ ,/ / 30 8a 12 6 14 22 30 => 36 8 16 26 38 a 4 X X O 4s s 20 32 44 93.3 125.0 24 6 10 18 26 30 6 14 22 30 v M36 96 14 a 1B 26 36 ©© H 5. MAX D M 48 $ 20 32 44 F� 15" MeX 24 6 10 18 26 MAX. DOOR WIDTH v 192" � 30 6 14 22 30 OXXO (4 PANELS — 2 TRACKS) U, 36 80 12 8 16 26 36 V MAX PANEL WIDTH - 48" � dl 48 8 20 32 44 110.0 125.0 ELEVATION 24 8 10 18 26 30 8 14 22 30 p c 36 96 14 S 16 26 38 GENERAL NOTES �' 48 8 20 32 44 ANCHOR INSTALLATION NOTES 1. THIS PRODUCT MEETS THE REQUIREMENTS OF THE 2010 FLORIDA BUILDING CODE. 2. SHUTTERS ARE NOT REQUIRED. 1. ALL INSTALLATION SCREWS SHOWN ON ELEVATIONS ARE IN PAIRS (DOUBLE ROW). 2. FOR TYPICAL, ANCHOR MAX. SPACING SEE DOOR ELEVATIONS ON SHEET 2 OF 14, 3. REFERENCE TEST REPORT FTL — 5856 DATED ON NOV. 4TH, 2009. 3. TYPES OF TYPICAL ANCHORS: FOR ATTACHMENTS INTO CONCRETE / MASONRY / 1" BY AND Ll I 2" BY WOOD BUCKS USE 5/16" DIA. ULTRACQN PHILLIPS FLAT HEAD ANCHOR BY "ELCO" o 4. USE PANEL DIMENSIONS IN DESIGN PRESSURES AND ANCHOR DISTRIBUTION CHART FOR (Fy - 155 KSI, Fu - 177 KSI). FOR ATTACHMENT INTO METAL STRUCTURE USE 5/16" DLA. ALL DOOR CONFIGURATIONS. SHEET METAL SCREWS. x 5. FOR NUMBER OF ANCHORS SEE DESIGN PRESSURES AND ANCHOR DISTRIBUTION CHART 4. FOR ANCHORS REQUIRED EMBEDMENT AND MIN. EDGE DISTANCES SEE TYPICAL SECTIONS ON ON SHEET 1 OF 14. 1SHEETS 12, 13 AND 14 OF 14. S. FOR INSTALLATION SEE TYPICAL SECTIONS ON SHEETS 12, 13 AND 14 OF 14. 5. CLUSTERS OF 6 ANCHORS AT CENTER OF EACH VERTICAL INTERLOCK STILE AT HEAD AND SILL FOR DOORS MADE OF PANELS UP TO 30r WIDE WITH ANY APPROVED CONFIGURATION, 7. WOOD BUCKS BY OTHERS. MUST SUSTAIN IMPOSED LOADS BY GLAZING SYSTEM! 6. CLUSTERS OF 8 ANCHORS AT CENTER OF EACH VERTICAL INTERLOCK STILE AT HEAD AND SILL a AND SHALL BE APPROVED BY BUILDING OFFICIAL PRIOR TO DOOR INSTALLATION. FOR DOORS MADE OF PANELS FROM 31" UP TO 48" WIDE WITH ANY APPROVED CONFIGURATION. S. ATTACHMENT INTO METAL STRUCTURE MEMBERS: FOR ALUMINUM MIN. THICKNESS OF 1/8" 7. SEE CLUSTERS OF-TAILS ON SHEET 10 OF 14. (8063—T5 MIN.); FOR STEEL 12 GA MIN. (Fy a. 38 KSI MIN.). SHALL WITHSTAND ANCHOR of SHEAR FORCES AND SHALL BE APPROVED BY BUILDING OFFICIAL. PRIOR TO DOOR z INSTALLATION. 9. GROUT UNDER SILL MUST TRANSFER SHEAR LOADS IMPOSED BY GLAZING SYSTEM. PRODUCTIUMSED DRAWING No. MUST BE HIGH STRENGTH MIN. 3 KSI, NON SHRINK, NON METALLIC as oompiyt with the FioridsC (SEE SHEET 14 OF 14). �� SGD09 OMS 10. DOORS REQUIRING FULL USER PASSAGE SHALL COMPLY WITH EORESS REQUIREMENTS •t3 PER 2010 F.B.C. SCALE: 1/2"-11* 11. NO 33.3% STRESS INCREASE HAS BEEN USED IN DESIGN OF ANCHORS. 9S`�^TNA Ha +oi uctGntn FRANCISSCt),HERNANDZ FLOR4bk�;PA • 51.393 SHEET 1 OF 14 .. u SEE CLUSTER DETAILS SEE CLUSTER DETAILS SEE CLUSTER DETAILS ;{{ 16" MAX ON SHEET 10 OF 14 i60 MAX ON SHEET 10 OF 14 15' MAX ON SHEET 10 OF 14 s? •s�} {', ::::},?„:: 8” MAX F 8" MAX F 8" MAX F ?•'r.':{:;}ii» r.'•' i:i:.'a f 8' MAX �6" MAX g- ``�" Sunshine 1�ndo�rs —Tie MAX :1, MAX �14" MAX N011ufactudng, lnc. 1745 W. 33rd Plaa A B C D E A B Ci C B1 C1 Moab, =2 Phi (385)U4-M2 '% '%• j% �/' %� - $ %% %� Fm:(308)828-6118 / /01 i / 0 X X 0 0 X X X A4 G G G DOOR 'MOTH DOOR WIDTH DOOR NAOTH 04 OXXO (4 PANELS — 2 TRANS) OX / XO (2PANElR — 2 TRACKS) XX (2PANELS 2 TRACKS) FSI � Ll SEE CLUSTER DETAILS SBE CLUSTER DETAILS SEE CLUSTER DETAILS 1B' MAX ON SHEET 10 OF 14 18' MAX ON SHEET 10 OF 14 18' MAX ON SHEET 10 OF 14 y 8" Max F 8' MAX F' 8- AJAX _�6- MAX ", 8' MAX 80 MAX :[t4- MAX jW MAX 14" MAX Al C D E C D B2 1 Al D B C1 /ii ii� ii' iii• iii ii� ,,! /,! /�,• 0 x 0J . -J x o 0 0 o x G G I. . . G DOOR WIDTH DOOR WIDTH DOOR WIDTH 0X0 (3 PANELS — 2 TRANS) X00 (3 PANELS — 2 TRACKS) OW (3 PANELS — 2 TRAW) APPROVED CONFIGURATIONS " PRODUCTREVISED DRAWING No. as complyn:$WM Me Florida S G D09 Bumns coA ©e No I 0 .!3 DATE; 12=L •. ''�"a M ti; SCALE: t 2"m1. 1 Con FRANCISCO,H7NANDEZ F=, 1, .:' PE`,# 51393 SHEET 2 OF 14 j:rr:lt 't:•'r •:'r'r.'FrX�}'t't� �1'rh :�4:r 'J7!•'J1S''!ti :•ri:r':ii: .. $Wi Wne adows Mal dacwq, Inc. 1745 W. 33rd Placa FQctech. FWft 33012 Ph: (308)384-9952 Fm:(305)828-5118 2� aQ is 17 � 8 2 a G) N H Vr V —gel AAtl a 9 19 �$ 9 AT SOTFOM AND TOP RAIL 7 9 7 iS 3 215 t-� A B OXX O 4 PANELS - Z TRACKS z • cit i HORIZONTAL SECTIONS DRAt�iM G NO. PRODUCMMSM SGD49 �lyimwith1t�Ft�da t�at�cast co No�Z-�314'I� DATE: 1 Z-a,7—OA a SCALE: >k �, FRANCISCO'HERNANDEZ SHEET 3 OF 14 FI:QRIDI�; 'P ''' S 4 MP3 �. i7, . 2t:41::a!•Y: }tit•:• to :'a:::.:;•,rt SunWine %endows Wflaactong, Inc. 1743 W. 33rd Plea Moak Florida 37012 PIM (30384-9982 20 Fam(303)828-311S S 8 1 O 8 � 3 6 38 19 V1 S AT BOTroM AND TOP RAIL a' 13 7 -1000" 3 JHM= OX OR XO 2 PANELS • 2 TRACM ' N r HORIZONTAL SECTIONS z r PRODUCrPXMBD ORAVVINti No. a convayft`'rft'1eFlosid' SGD09 No M-03141.3 DATE: -117-09 S . N71e1� ContiM. FRANC{SCO, HCRNANDEZ SHEET 4 DF 14 FL()RID6. tPl •,# 51393 s •''� 7'1541{t •:114 ff:5 Sunshine Whims Manufacturing, Inc. 1745 W. 33rd Plan* Moab. RwWs 33012 Ph: (305)384-99312 20 Fox:(305)828-5118 8 � ti g0 18 38 (� N [•1 19 r^n ai � V 17 7 9 35 2 ig C� B1 C1 XX (2 PANELS - 2 TRACKS) e� w HORIZONTAL SECTIONS Zw MOD=PZVSW DRAWING No. ascamAyt*wMftFiodds SGD09 DATE: 12-47-09 '�1...jt� Z SCALE: 1 2aa'I• Miami C�� FRANCISCO' rx11:DEZ FLQ�IOA :. t. 3!$3 SHEEP 5 OF 14 Sunshine Windows Manufacturing, Inc. 1748 W. 33rd Pias HW ah, Florida 302 Ph: (308)364-9982 Fm-(305)828-51 18 20 g 3Q 19 1 34 8 Xr— I AR _. 98 29 Q, 5 10 28 S4 N H � � N 11 9 35 � 9 31 AT BOTTOM AND TOP RAIL lg 3 q A� v OXO 03 PANELS - 2 TR ACKs 02 HORIZONTAL SECTIONS 2 PR0MJCTRRVISBD DRAWING No. 0 co8tplyi�with tho Florida SGoo9 AmpammNo {Z+O '4•13 DATE: 12-17-9 9, a Ss SCALE; UMProdoalCINfro .; WCiSCO� FtERNAN� SHEET 6 OF 14 �LORIO� :of ! 51393 rrl�i�ti�+► a {Y .YtY t flit:• SURShinO WHO MOtIUfOC", (l'IC. 1745 W. 33rd 01=6 tWed4 MwWa 33012 2p PFa (305)3e4-0952 Fma(365)526-511 e AT BOTTOM AND TOP BAIL $ 17 2t3 804 8 R � 32 35 N 5 38 11 A �WW B 31 AT BOTTOM AND TOP RAIL 7i3 7 3 C3 D B2 E1 XOO 3 PANELS - 2 TRACK N i HORIZONTAL SECTIONS z � p �•ggV13gp ORAININO No. as covVbft with tie Florida SG O09 j g DATE: 12-17—W BY ptnQactCauntro FRANOSCO; H.E:ANANDEZij FLORIDA). pE; '57X93 SHEET T 0P i 4 i.. .. ......... ::i{{.•::::.. {.t;:.:;.;.}err:: SunsKine Vmdows Mmufachiring, Inc. 1745 W. 33rd Pim HkIW. Fbft 33012 Ph: (305)384-9952 20 Fm(305)UO-5112 $ AT BOTTOM AND TOP RAiL 31 g Ga Cn V! s 1g r..y is tN 13 38 ® � q r•i 11 19 � 35 � y 13 7 AT BOTTOM AND TOP RAL 31 Al D1 B C1 OOX @ PANELS - 2 TRACKS) 0 - x N_ 1 HORIZONTAL SECTIONS mwucrp.Bmfv DRAWING No. HieCM* Q`h dw fgcdb SGD09 AuepteneeNo -03��1•�3 DATE: 12-17-09 =I:W SCAM.- 1 2rr1r PrdAut FRANCiSt'A'HE13NANDEZ FLO�IDA-, K;I� 51303 SHEET 8 0>: 14 SILL OF MATERLUS :: ITEII[ PART # QTY. DL3SCRIPTiON NOTES {:: 1 SSW-001 1 FRAME HEAD 6063—T6 ALUM ?is{ 's L '' 'r,'.•r 2 SSW-002 1 FRAME SILL 6063—T6 ALUM $IlI1Wm8 Was3 sSw-003 a FRAME JAMB 0063—T6 ALUM i�anllfacMing, Inc. 4 SSW-004 8 PANEL TOP & BOTTOM RAIL 6005-T6 ALUM iM W. 33rd Piga IlW4 5 SSW-005 2 PANEL LOCK/FIXED STILE 6005-T6 ALUM Phi (3ah, 5)36rbdd33012 F Phi cans>3e4-s9az 6 SSW-008 2 INTERLOCK STILE - INTERIOR 6005-T6 ALUM Fws(305)=-Sits 7 SSW-007 2 INTERLOCK STILE - EXTERIOR 6005-T6 ALUM 8 SSW-008 1 ASTRAGAL STILE 6005-•T6 ALUM 9 SSW-009 1 ASTRAGAL LOCK ADAPTER 6005-TG ALUM 0 2L9 1D SSW-010 1 ASTRAGAL INTERNAL RDNF. TUBE 6005-T8 ALUM O rn 11 SSW-011 1 FIXED PANEL JAMB CLIP 6063-T6 ALUM a 12 SSW-012 2 FXD. PANEL BOTTOM RAIL GUIDE RIGID VINYL. 18 13 SSW-013 AS REQUIRED GLAZING BEAD - 7/16" 6063-T6 ALUM 14 SSW-014 NOT USED a"V' 15 SSW-018 NOT USED EXTERIOR EXTERIOR 16 SSW-016 1 SILL RISER 6063-T6 ALUM w 3I3 2 4 17 08150BOl 1 MORTISE LOCK DELTA INDUSTRIAL SYSTEMS V� 13 13 18 3411 1 MORTISE LOCK KEEPER DELTA INDUSTRIAL SYSTEMS Ca/� tWYi 22 2 19 3182 1 LOCK EXTERIOR HANDLE /PUL.L. DELTA INDUSTRIAL SYSTEMS 20 3182 1 LOCK INTERIOR HANDLE /PULL OELTA INDUSTRIAL SYSTEMS ��} 5" 21 1 2003 4 TANDEM ROLLER (STAINLESS STEEL) DELTA INDUSTRIAL SYSTEMS M . G22 AS REQUIRED SILICONE DOW CORNING 899 3 4" 23 AS REQUIRED INTERLOCK WEATHERSTRIP .229 X .220 FIN SEAL .L 12 1 24 AS REQUIRED TOP/BOT. RAIL WEATHERSTRIP .229 X .200 FIN SEAL 25 AS REQUIRED FRAME JAMB WEATHERSTRIP .229 X .220 FIN SEAL 26 AS REQUIRED ASTRAGAL PILE PAD .562" x 1.500' x 2.000" 27 S.M.S. 12 FRAME ASSEMBLY SCREWS #8 X 1" P.H. PHILLIPS 12 21 21 28 S.M.S. 8/PANEL PANEL ASSEMBLY SCREWS #10 X 1" P.H. PHILLIPS 29 S.M.S. AS REQUIRED FXD. PANEL CLIP SCREWS #10 X 1/2" P.H. PHILLIPS 30 S.M.S. AS REQUIRED ASTRAGAL ADAPTER SCREWS #10 X 1" P.H. PHILLIPS 31 ANGLE AS REQUIRED FXD. PANEL RETAINING ANGLE (ALUM) 2 1/2" X 2 1/2" X 1/8- 1-5/8- /8"1518" WEEP NOTCH 1 " X 1/4" WEEP HOLE 32 S.M.S. AS REQUIRED FXD. PANEL RETAINING ANGLE SCREW #10 X 1/2" P.H. PHILLPS AT EACH END OF AT EACH END OF EACH SCREEN TRACK (TYPICAL) PANEL TRACK AND 33 S.M.S. AS REQUIRED FXD. PANEL RETAINING ANGLE SCREW #10 X 1" P.H. PHILLPS PANEL GUIDE (1YPICAL) 34 AS REQUIRED DOUBLE FACE FOAM GALZING TAPE 1/4" X 1/8" $ 35 AS REQUIRED VINYL BULB 3008 MELTPOINT N $" SILL 3 3/4" SILL 36 AS REQUIRED VINYL BULB 3025 MELTPOINT 0 PRODUCTRBV[SBD DRAWING No. VERTICAL SECTIONS IRS�mPlyingag code" " L° SGD09 P� o I2-OSlIA3 g 5^ DATE; 12-17-09 SCALE. 1/2"-1 A+Daurl Con FRANCISCO •HERNANDEZ FLORIDA, PL:•J 51393 SHEEtr 9 OF 14 .. . 1 ��........: I I ! Sunshine mndaws I Manufacturing, Inc. All, 2 10 BY 1" PH. sMS 1745 W. 33rd Plaft Hlalaal:, 33012 Ph: (30s)354—"62 3 8 BY 1" PH. SMS 41 3 8 BY 1" PH. SMS Foxs(3aa?sea—x118 sYM. I � C4 c PANEL CORNERS O CONSTRUCTION DETAIL FRAME UPPER CORNER FRAME BOTTOM CORNER CONSTRUCTION DETAIL CONSTRUCTION DETAIL � U CENTER UNE. CENTER LINE. 0,09" SENTRYGLAS PWS INTERLAYER INTERLAYER 1 3 DOUBLE ROWS OF 5/16" ULTRACONS I 4 DOUBLE ROWS OF 5/16" ULTRACON 3/16' H.S. GLASS. I 3/16" H.S. GLASS. 3 1/213 1/2" 3 1/2"31'/2"13:.1/2" wNYL B ' GLAZING TAPE SILICONE — — — --- — -- — -- — r n EXTERIOR DOW CORNING 899 d � CLUSTER DETAIL(6 ANCHORS) CLUSTER DETAIL(8 ANCHORS) $ N FOR DOORS WITH PANELS UP TO 30" WIDE. FOR DOORS WITH PANELS FROM 31" UP TO 48" WIDE. USE FOR HEAD AND SILL AT ASTRAGAL AND / OR INTERLOCK. USE FOR HEAD AND SILL AT ASTRAGAL AND / OR INTERLOCK. I PRtODUC7"REVISED DRAVANG No. r,=,, a' us11w>tondo SGDO9 GLAZING DETAIL Aempteawbio IZ i3 a 1� DATE 12-17-09 BY �Pratuct ~�` �Z SCALE: 1 2"°'1" FRA" rs-b''NE'RNANDEZ FLO�j1 A�, Rg-i If HEET 10 OF 14 3.62 r'5.842 TI 124 r.079 093 a93 .068 1.150 n 1.M4 1.1102 1., 0,726 1141 1508 1!101 J16 1,816 1-0.187 Wndows F .391 �3841 .03 ...,1 _.123 0.456 r-2.08 2.07 -4 1.1196 2.149 2. 69 0.124 1743 W. 33rd Plus* a-.31 2-5J� 23 .1 O_L 2 ,1-.287 a I Md"Fbft 3XI2 -.078 ir -0.438 PhS (30WA84-Mg .200- .082J 880 1.10 .125--2.500- 0 5 .090 8 1.629 2.274 3.'750 1. 94 1. 08 1.1,122193 1. 407- r2- 1.100 .2 3 375 .379- .299 �-93 .332 0 0 2..'04 2. 23 2. 50 .9 a .083- 1. 13 -.937 0.100 .12 L .140 147 r F31, .384 .937 321 .798 2.49 0 r.385 .784 r.312 .828---4 T 1-2.049:1 Md 1. M 00 1.104 IM0 'Coll I 3 239 @ @ L---------------i � 4-.093 L .400 .977 L -2.06 2.07 - 5,.662 - .129 0 0 .500 .829 - 1.3 .125 -.220 + L 11 25 12&- 253+- 82 .486 3.000 ,F 9 !11 �.078 1 -r-Q3.829 1� .385 .093.093 1.337 3.164 ,T '00 .2211 8249 *093 _:��75 M00 3.0 0 r .874 .062 .39A- 2.313- LL.186 SYM. PRODUCT RBV933 1.882 ��mi�YwlththeFtotida SGDO9 LqSD DRWNO No. 1.42 1.92 r DATE U--MM SCALE Control ANIQI 0 H LN " gIN, Z SHErr I 1 .3 E14] FT1 ti YM spm ° TIDE SAN 1U� spm Tum sPMI IfaCkuri% Inc. 90 10749 90 33.39 90 95.30 90 3243 80 120.93 60 37.56 80 107.22 80 38.48 PIL W. 33rd Maes t4 Fr�tda 3JOtz 70 138.20 70 42.93 70 12LW 70 41.70 p �4-�sz Pa 3GS' -5118 60 161.23 60 50.09 80 142.96 60 48.64 1020MAL MUWON P��DIq.'T 50.63 84.00 63.00 108.00 50 198.48 50 80.10 50 171.55 so 58.3.7 40 24125 40 75.13 40 214.43 40 72.07 VEnCAL MUwON a 3fl 32x.47 30 100.17 30 28521 30 97.29 � 20 463.70 20 15026 20 426$7 20 145.93. 90 87.86 90 - 90 68.61 90 2&27 W 80 96.85 80 25.46 80 77.19 80 29.5,5 3 t 70 112.97 70 28.76 70 86.21 70 33.77 n 56.00 60 131.79 96.00 60 33.55 74� 60 102.92 120.00 60 39.40 I i1Ulm SPAN Sa 158.15 90 40.28 50 123.80 50 47.28 � 40 197.69 40 50.33 40 154.38 40 59.10 �VJTARY�D�''�'2 30 263,59 30 87..11 30 205.83 30 76.80 ,�IxaNia�11t11L10N 20 395.38 20 100.66 20 308.75 20 118.21 2 X 4 2X4 2X6 2X6 90 69.42 so - 9a 53.64 90 - MULLbN 0 80 78.10 80 - 80 80.31 80 - 70 89.28 70 - 70 68.02 70 - 60 104.13 60 - 84.00 60 8041 13200 80 326 6300 80 124.96 108.00 50 28.28 50 96.49 50 3948 GLAMPRODWT OWNG T W 40 156.20 40 35.35 40 120.62 40 48.85 30 208.27 30 47.13 30 18682 30 65.13 20 312.40 20 70.70 20 241.24 20 87.69 90 4825 90 - 90 41.04 90 - Wl W2L 80 54.39 80 - 80 46.17 80 - 70 82.16 70 - 70 52.77 70 - TR19tifARY WVM= Wt + R2 74.25 60 72.52 120.00 60 - 60 61.57 60 27.38 WWON 50 87.02 so - 96'00 50 73.86 144.00 50 32.84 40 108.78 40 26.77 40 92.35 40 41.04 Drat,. gy1 RF - 30 143.04 30 34.36 30 123.13 30 54.73 Dotes 20 217.56 21 51.54 20 184.70 52.09 Seams T$ k-. R9visla� NOTIL, .�iZ0131lCT Rwawi 7? WERPOM FOR 04UMEQIATE VALUES OF WM MQ/0R 7MBUTAR�f as comp1�+6 0ft 16e� NO. MOM TO DETERM OEWN PRESSURFS. AuldiadCode; JAL me M D214.02 Acceptance No `5 sw--0 9 --o SHEET FLORM P1� 3 OF 7 ,, o�. ••'A Sunshine Windows Manufabi m$ Inc. 1246 W. tido J3012 Pir � z Fam tt8 1Y�PER SPAN �R �� 0l 1 SPAN P SPAN mmm OESI�iGN HOR90M MUL ON GLAZING � 85 64.90 43 6661 85 •98.82 66 48.18 60 92.05 40 71.61 70 119.63 70 56.08 o' Ari 38.36 40 136.07 74.00 30 95.48 �'� 60 139.57 1082 50 78.51 M�- MUWON � 20 278.14 20 143.22 48 174.48 40 08.13 � PRODlJCT � Mill 65 $4.42 39 64.70 85 87.$0 22 178.42 W 50 83.74 30 8411 70 108.25 85 41.58 �� ., 50'63 30 139.57 84.00 20 128.17 �'� 60 123.98 70 80.47 2- 20 Z09. i 34 64.94 50 14975 120.0050 70.86 � A do 0 ��Ade 0 P"""'�""-ON SPAN V?w 57 65.24 96.00 30 73.80 42 17798 40 68'32 50 74.37 20 10 85 70.17 30 117.78 TRIBUTARY WIDTH 10:4 570 30 123.98 30 65.42 65 103.63 20 176.64 20 185.94 25 78.51 63.0D 50 134.58 78 41.17 � � 108.00 %C& E 52 64.70 2D 98.13 8.0 E 38 171.08 70 45.88 TEAL MULLION & 40 84.11 86 89.27 0 8423 63RD 30 112.15 70 84.11 132.00 40 80.29 72.00 2Q 18M 50 117.76 30 107.05 33 176.42 20 180.58 GLONG Jam w 85 59.37 73 40.33 ppam 70 72.10 60 48.07 Ndt7:: 84'00 50 100,94 50 68.88 INTERPOLATE FOR: 1NIERMEwATE VALUES OF SPAN AND/OR TRIBUTARY 29 174.03 144.00 40 73.60 WITH TO DEMME OESM PRESSURES. 2 j 85 5195 30 98.13 W1 «i• - 70 63.09 20 147.20 TRIBUTARY WiDTHM wt +-W2 2 96.00 50 x.32 40 110.40 25 176.64 m„�„ ey�RF ante,9 3�Q5 P6t0bUCT ta8vt� .VoDEIC'1'ltvawm aseoespl�wa*a DO" ate. a�aC6=plybgwkb the now sdft 8SW-01 -0 81t8ag Code, _ "' • '`�°� J� e2 �'" a i+PErmSt SHEET 4 OF 7 actc� . ANCHOR TYPE "A" ANCHOR TYPE "E" ANCHOR TYPE "C" Sunshine Windows fafonufllctur�lg, Inc. 1- BY OR 2° By WQOD 1746 W. 33rd Pteae 1' BY OR 2'BY WOOD 8Y ( _2"By wow BY OTHERS , Flodb 33012 2° X z" X 1/$° a By OTHERS '2 X 1/8' 4 OTH�t ALUM.ANGLE/8° ° Fax`:taos�s2a s Be ALUM. ANGLE 14 S.M.S. 14 S.M.S. �!4 S.M.S 2) EA ANGLE f2) EA ANGLE (3) EA ANGLE E-= ----- - 1"X3' ALIJM. TUBE i" X 3" . 1' X4" i' X4° ► 'x4" 2"X 4' OR 2' X G&ALUM. TUBE 2' x ALUM. TUBE v a d 4 p lei ti / 14 S.M.S. 1 1/2" MIN. EMBEDMENTIWO WOOD OR 1/4' TAPCONS I t?M INTO WOOD OR 1/r mu 4' TAPCONS 1 1f%4 MN. EMBEDMENT INTO CONCRETE, (2) PER4 ANGLE 1 4"TAENT M 1 1�4'MIN. to r • INTO NtMElE, 2" X 1 B EMBEDMENT WO CONCRETE, (1) PER ANGLE " " (2) PER ANGLE Z S 8 LONG 2 X 2 X 1 ALUM. ANGLE 2 X 2 X 1/8 ALUM. ANGLE 2»5/8• LO FOR 3'• MUI114N 1• By OR 2" By WOOD 3 6/8' 'LAG FOR 4' MWM 14 S.M.S 3 5/8" LGN© FOR 4 MUWON BY ams 5 5/8' LONG FOR 8MUWON (2) EA. ANGLE a 5 5/8- LONG FOR 8' MUWON 1'____ By 2' BY WOOD 14 S.M.S. d 14 S.MS. a BY OTHERS 2) fA ANGLE 3) FA, ANGLE O I_ ..__ _ d ----_�._ -- _-- q NWAWAMMW--- -----A- -lotImomw a i a ® q Rb + ® a b 14 S.M.S. 1 1/2" NN. EMBEDMENT a INFO WOOD OR 1/4"TAPCONS 1 1/4' MIN. '" d EMBEDMEW NTD DONCRETE, (1) PER ANGLE 1 1/2" p 14 S.M.S. 1 1/2- MIN. EMBEDMENT4— -�--- { INTO WOOD OR 1/4'TMCONS 1 1/4" MIN. MUWON 1 EMBEDMENT INTO CONCRETE, (2) PER ANGLE 1/2' �. s --------------� NOTE: 1/4"TAPCONS 1 1/4" MIN. EIA WO 214 S. I (2) s�MANGLE CONNECTIONS a E To TON�at TM (2)(2)PER MOLE coNCRErE, crown qr. RF sHo i HORRO L MULLIONS. Dow:9 34-05 2- WOOD BUCK BY OTHERS MUST BE PROPERLY ALUM. ANGLE ANCHORED TO Await LOAD TO THE STRUCTURE AND TO BI; REVIr:WED BY BULO NG OFFOX Rev�ton: Aq. a 1/4"TAPCONS 2' MIN. Revtatom. `+ El IUME fT KIO CONCRETE PawUCT Rgvmo ?*00tICTRE asamp141Qh FTetdds ° as c6mplytftriN� ORAWtNO do: a 3k3I• t as co W--01-07 b A A. NOTT Act¢ laact d'" Eic latoaDatc 1� �`-tr✓ Q a PRM19 2 112- MIN. DISTANCE: TO EDGEMae dee of core IN ANY DWECTION wiow z SHEET ml g a RMcA PE f 61393 5 OF 7 DETAM OF ATTACHMENT TO PRECAST SML ANCHOR TYPE "A" ANCHOR TYPE "B" ANCHOR TYPIC "C" SunoWme Windows wufactudnj Inc. 1' BY OR 2' BY W000 10 By OR OTHERS BY WOOD 1' BY OR 2` 8Y WOOD 1745 fi33012 4 I oTNERs e A W OT1�Rs F�3oa sae-a�to 4ZOR LIP ,4 ALUM. V CUP ALUM. CLIP id 1' ' fX 31X 4OR 4-1 2"X�BALUM. 1t W1 X 3 M. TUE 2' X 4" OR 2' X t3"ALUM. TUBE IM q 4 cl . - # 14 S.MS. 1 1/4' MIN. EMBEDMENT 14 SAI.S. 1 1/4' W EMBEDMENT 1/4'TAPCONS 1 1/4' M9d. EMBEDMENT INTOINTO WOOD OR /CONCRETE. ((1) PER4 LEG EMBEDMENT INTOIM WOOD OR /CONCRETE.(2) PER LEG E) PER LE ptf0 CONCRETE, (2) PER LEG r Am �G FOR 2" MULLION CLP 2 5/B" LONG FOR 3r MULLION A 5YV I OR " 1' BY OR 2" BY WOOD 3 5 ALUMINUM NG FOR 2 5/fl LONG FOR 3 MULLION 3 5/B"LONG FOR 4" MULLION 4 J 5/8" LANG FOR 4' MULLION BY OTHERS 5 5/B" LONG FOR r MULLION 5 5/t3` LANG FOR B" MULLION 4 1B' o OR S BY 111001) a -- 4 W 11 -6 Q x'14 S.M,& 1 1/4 MRV. EMBEDMENT NO WOOD OR 1/4'TAPCONS 1 1/4" MIN. _.... EMBEDMENT INTO CONCRETE, (1) PER LEG ' --------- -114 S.M.S. 1 1/$MIN, EMBEDMENT 1/4'TAPCONS 1 1/4" MRL INTO WOOD OR 1/4 TAPCONS 1 1/4 MIN; EMBEDMENT INTO COKCRETE MULLION i EMBEDMENT INTO CONCRETE, (2) PER IS (2) PER LEG i_—__--__—�__— NOTE. S '! SHE1 r° APPLE TO SHOWN ON � RF HowzoNTAL MULLIONS. 2- WOOD BUCK BY OTWtS MUST BE PROI'W Doul-30-05 ALUM. CUP MORED TO TRANSFER LOAD TO THE STRUCTURE y AND TO BE REVIENIED BY BUILDING OFflCIAL Seats: �1" ~ 4Q• Q n7 1/4"TAPCONS 2" MIN. R�Tekrt' EMBEDMENT INTO CONCRETE 1lI81tri't � •r•• :. °� a a ' ,$' 'RIAQUCI'R +[:B os a�it)iRttlbo> a d e #A e0iai ybg With the Floddt OWN" ft %wing Cotte lola • N® i �: . aptl�cNi 1 } sw`"'0 ""Q �k�ak OF CONCRETE Sft IN MANY DIRECTION EDGE a MOM HOW= SHEET DAW +:Corm ps f 51m 6 OF 7 DETAII.OF ATTACEMNT TO PRECA"SM � SUi�Slilt!$ WIl1dtfWS Pi A A ® A Iaataf, Inc.. 1748 W. 331d PkW ��Ma 3JO12 -- Ph: 30533flhan T -TFoa �wo T2s-,028-5118I I Till I I I 2a 2„ I 3a /8 5/81 5/ " 518 .8 8 5 1 45/1fia /1'1"7/801.7/87/8 7/8 8 8 16 5 11 N 8 I I I I I I Ll 1. o -sq- IJ: -r -+- I _ 2" 3, 4" 3" 4" 4" �. A , L"U" CLIP (TYPICAL} . a ® A ® ® Q 1a W 75"1,1.125 6 1.750" 1.125" "U" CLIP "a o a l 94" � .094 N �N 1.219" 1.219" "Ir 70 Crown � RF ��g��g �i CLIP r�� y r�� Data:9-3U— 5 SECTION A-A AL V l7 N M 1T " Cilie FOR 1" �E TUBES "V" CUP FOR I" �E TUBES VI V" CUP FOR 2" WIDE TUBES sots.� nffi 7L �OYil1011: :gRlli� � � ORAWlN6 Nx DETAS OF MUI,I.IQN TO MULLION CONNECTIONS '�.00 W--�o1 -�07 FOR V WIDE TUBES 49 ��" �`� SHEET BY, F1 Dade P om PE 8343, 7 OF 7 t • " 8/18" ULTRACON WITH 1 1/4" MIN. EMBEDMENT " 'O 1 3/4 MIN. 2 1/4 1" MIN 2 1/4" S/1g, ULTRACON.WITH 1 1/a MI P BTRATION INTO WOOD. SOME • INTO CONCRETE / MASONRY. vrr rrri}r r / FOR MAX,.ANCHOR'.SPACING SEE. EL;..MIONS ON SHEET 2 OF 14, FOR MAk. ANO..HOR SPACING SEE ELEVATIONS EDGE DISTANCE EDGE DISTANCE. FOR N(1MI3.1 R ON'' ANCHaRS RE R TO't�1*4N PRESSURES ON'SHEET 2 OF 14. FOR NUMBER Of-ANCHORS:REFER TO DESIGN PRESSURES D 'ANCHOR DISTRN ON CHART ON SHEET 1 OF 14. •rrr{.;y,.•�{ }ver j}�} AND ANCHOR DISTRIBUTION CHART ON SHEET 1 OF 14. 2" BY WOOD BUCK BY OTHERS. ° a +6 Q,• $ •° < , g 1" BY WOOD BUCI( BY OTHERS. MUST BE PROPERLY SEALED AND . " MUST BE PROPERLY SEALED AND ANCHORED ANCHORED To TRANSFER LOADS TO SLinshlne , wo N; 44 .• •a TO TRANSFER LOAQS TO THE STRUCTURE. THE STRUCTURE. I�OnUfOC�IJnn�, Inc. SHOULD BE APPROVED BY BUILDING OFFICIAL SHOULD BE APPROVED 1748 W. 33rd Ptaw R INSTALLATION. BY BUILDING OFFICIAL Hid ah,FWWo 31012 PRIOR TO DOOR INSTALLATION. - Phi (303)384-9@62 Fox:(346�818-6118 cm 5/1C SMS. THROUGH METAL FOR MAX, ANCHOR SPACING AND NUMBER N OF ANQHQRS' REFER TO DESIGN PRESSURES y AND ANdHOA 0WRIBUTION CHART y ATTACHMONT TO CONCRM/ MASONRY ATTACHMENT TO WOOD ON SHEEP-1"OF 14. USING I" BY WOOD BUCK 8/16" ULTRACON WITH 1 3/4" MIN. EMBEDMENT " " � V INTO CONCRETE / MASONRY. 1 MIN. 2 1/4 METAL STRUCTURAL MEMBER BY OTHERS. sHALL.WM-WAND ANCHOR SHEAR FORCES. 1 3/4" MIN. 2 1/ FOR MAK. ANCHOR SPACING SEE ELEVATIONS EDGE DISTANCE MINIMUM TH�>ESS - 1/8." / / ON SHEET 2 OF 14. SHbUL.D BE APPRbYW BY BUILDING OFFICIAL. EDGE DISTANCE FOR NUMt3ER OF ANCHORS REFER TO DESIGN PRESSURESoo ANDAN 0 T N 1 OF 14 00 PRIOR 10 DOOR INSTALLATION. 00 .•d a 4 . v 46 I N f ATTACHMENT TO METAL STRUCTURE PRODUCTRIvVISBD DRAWING No. ATTACEMENT TO CONCRETE/MASONRY aVIwin c'do`h the ted$ SG D09 WrMOUT WOOD BUCKS Aac"toceNo •o •13 Dale tS DATE;—A2=17--ft TYPICAL SECTIONS AT HEAD RN fRnNasa MENcANDEz FLOFAID d, , P4 f 51�q3 SHEET 12 OF 14 I BY WOOD BUCK t Y OTHERS. ®----2 BY WOOD QUCK 8Y OTHERS. Y�rS,?li;� . MUST Bi!'PItOpE LY SEALED AND ANCHORED MUST SE• PROPPR Y.SE�I:ED•.:-ANO ANPHORED ,.�{ °i i•lr TO.TRANSF.9R:.LOAD&-TO•THE STRUCTURE. TO tRANS EIc!`I�O. TO:.H STRUCTURE. SHO Lo. SE APPROA0 BY•BUILDING OFFICIAL SHOULD•BE'APP;R41(EO BY; r's{t�Y'`sr'� r�.•'f�'��ia't1'r PRId TO DOOR fWYALLATION. BlliLOEVG OFFICIAf. ° PRIOR TO DOOR INSTALLATIIaN. w vo 8/16" ULTRACON WITH 1 1/4' MIN. EMBEDMENT 5/16» ULTRACON WITH 1 1/2' MIN. PENETRATION INTO WOOD. S0(IShiBB VI1tiOYVB INTO CONCI / MASONRY. FOIL MAX.. ANGOR SPACING SEE••ELEVATIONS ON SHEET 2 OF 14. �URiJfQCtlb'Itlg, �It>r. FOR.MAX. AIV HOR Sp/tC(NG SEE ELEVATIONS ON SWEET 2 OF 14. FOR N.01M8 i- bF.ANOFICRE REFI»R TO DESIGN PRESSURES 1745 W. 33re waa a FOR Nl1NbER3.Ol: AN RS REFB•R TO DESIGN PRESSURES AND ANCHOR DIETRiWT)ON CHART ON SHar 1 OF 14. Hlat� FWD =1St ANf� ANC}ICR DI$TI�IBUIION CHART ON SHEET 1 OF 14. Pht (305)384-9952 R Faxt(305)828-5i1 B N N ' 4.- v� rn ren �-• d� V tttt <G MAX. N r/2 ATTACID4M. TO CONCRWTE/ MASONRY ATTACHMENT TO WOOD 00W USINE# v B''Y WOOD BOCK 00v� � U dv METAL STRU¢TURAL MEMBER BY OTHERS. SHALL WITHSTAND ANCHOR SHEAR FORCES. MINIMUM TH16KNEOS - 1/8". SHOULD BE APPROVED BY BUILDING OFFICIAL a PRIOR TO DOOR INSTALLATION. Q dv 5/16" ULTRACON WITH 1 1/4' MIN. EMBEDMENTINTO CONCRETE ONRY R FOR MAX. ANCHOR SSPPACI 0•SEE ELEVATIONS ON SHEET 2 OF 14. 5/16" SMS. THROUGH METAL 111111111 MIN& a FOR NUMBER OF ANCHORS REFER TO DESIGN PRESSURES FOR MAX. ANCHOR SPACING SEE ELEVATIONS ' AND ANCHOR DISTRIBUTION CHART ON SHEET 1 OF 14. ON SHEET 2 OF 14. N ��•_ .� FOR NUMBER OF ANCHORS REFER TO DESIGN '1 PRESSURES AND ANCHOR DISTRIBUTION CHART 41 ON SHEET 1 OF 14. N � a . .° MAX. . M SPACE tV ATTACHMENT TO METAL STRUCTURE PRODUCTREV081) DRAWING No. ATTACHMENT TO CONCRETE/MASONRY as with dwFb" SGD09 Buildtng Carta 03, V•13 NO s DATE: 12-17-04 TYPICAL SECTIONS AT JAMBS By SCALE: 12"-1» Mlamt Detla Product Contra. FRANCISCO EisIIiFINANQEZ SHEET 13 OF 14 FLO,%� A. ,•P '. •3138.E o � Sunshine V'mdows Inc.Manufacturing, I 1745 W. 33rd Place KWuh. FWda 3=2 Ph: (305).384-9952 Fox:(305)828-5148 a NCH v v v HIGH STRENGTH GROUT `4 HIGH STRENGTH GROUT MUST BE MIN. 3 KSI MUST BE MIN. 3 KSI [NIL,NON MUALIUC, NON SHRINK, NON METAU a FI �G 8/18" UI_TRACON WITH 1 3/4- MIN. EMBEDMENT INTO CONCRETE. 2 1�4- 51 8- ULTRACON WITH 1 3/4- MIN. EMBEDMENT INTO CONCRETE. FOR MAX. ANCHOR SPACING SEE ELEVATIONS ON SWEET 2 OF 14. FOR MAX. ANCHOR SPACING SEE EI.EVATK)NS ON SHEET 2 OF 14. FOR NUMBER OF ANCHORS REFER TO DESIGN PRESSURES FOR NUMBER PF ANCHORS REFER TO DESIGN PRESSURES 3 3/4" HIGH SILL AND ANCHOR DISTRIBUTION CHART ON SHEET 1 of 14. S" HIGH SILL AND ANCHOR DISTRIBUTION CHART ON SHEET 1 OF 14. TYPICAL SECTIONS AT SILL N MOM=RIMSUD DRAWING No. =ging with the Florida S G D09 Banding Cada •13 l A�Qi�;uct s r DaTE: 1z-17—GA B �►r �►w �.2.. SCALE: 1/29-11" pole F Contro F��ISCO 'HINANDEZ FLQ IDA; I N .1#x.'14 3 SHEET 14 OF 14 4 3 2 1 CLOPAY MODELS 84A, 94, 98, H94 ,& _`DETAIL 'D' ®DETAIL 'D' , REV DATE DESCRIPTION IDEAL MODELS 4F 4RST H4ST -�. PAGE Or 8 11/1S/OBJ CORRECTED BRACKET MOUNT DEPICTION; PUSH-NUT FOR 2" ROLLER W t ' ® OPTIONAL DECORATnrt %/l `�� MULTIPURPOSE 19tH BOND TAPE LOCKNUT; ADDED ROLLER TIRE OPTION; REVISED JAMB ATTACHMENT HOLMES MODEL 48A J _ % (eETwEEN mAmE AND rang). TABLE; ADDED IDEAL/HOLMES BRANDS. SECTION B—B �+aP IH `� - ' FOPTIONAL OECORATNE FRONT 9 127/2005 MIN YIELD WAS 38KSI. ADDED BRACKET LOCATIONS. OPTIONAL IMPACT RESISTANT GLAZING _`•`W; 10 12/7/2005 ADDED 1 PIECE DOUBLE END STILE DOOR NUMBER OF � 'fit HEIGHT SECTIONS' ONE ROW OF IMPACT-RESISTANT GLAZING IN EITHER TOP SECTION r cE ssc.DODAC STRUCTURAL 11 05/19/2006 MIN YIELD WAS 37.2KSI; REVISED LOCK NOTE; DWG WAS (2) 60 T 7 0 4 0.188 slucaNE SEALANT. (SHOWN) QR NEXT-TO-THE-TOP SECTION (NOT SHOWN). ��• 1 ,! SHEETS; DESIGN ENGINEER WAS M. WESTERFIELD. D 7 6" TO 8 " 5 MAX. GLAZING SIZE IS 18-1/2" x 11". -._. 9 0 70 10 6 6 GLAZING IS INJECTION MOLDED GE LEXAN SLX2432T AN APPROVED wPACT RESISTANT 12 09/11/2006 UPDATED PER A6—D COMMENTS D ONE-PIECE INJECTION '. POLYSTYRENE RETAINER FASTENED TO FRAME WITH 10"9** TO 1 O 7 MOLDED GE LExaN CC2 PLASTIC IN ACCORDANCE WITH IBC/TBC 2606. i. (lo)/a .s!4`PAN HEAD MACHINE SCREWS. 13 12/13/2006 REVISED MIN YIELD PER M-D COMMENTS WAS 34.6KS1 • - SECTIONS ARE EITHER FRAME FRONT �. ( ) 18" OR 21" HIGH SEE SECTION B-8'FOR ASSEMBLY DETAILS. FRAME &gnzRCC. , A 14 06/16/2008 ADDED OPTIONAL IMPACT RESISTANT LITES. SPECIAL FASTENER REQIREMENTS 1-PC END STILE CID I IGURATION: (SEE ILLUSTRATION BELOW) ONE INTERMEDIATE STILE BETWEEN EACH EMBOSS LOCATION. FOR DOORS w111:1 OPTIONAL IMPACT 16 GA. GALVANIZED 1 o C DOUBLE END STILES ATTACHED TO DOOR SKIN WITH PATENTED TOG-L-LOC SYSTEM, (2) AT TOP INSIDE, (2) BOTTOM INSIDE, (4) ALONG ATTACHED W/ PATENTED TOG-L-LOC SYSTEM (TOP & BOT) RESISTANT LITES FOR THESE (2) OUTSIDE EDGE OF 18"ON ,SECTIONS & (6) ALONG OUTSIDE EDGE OF 21" SECTIONS. AND URETHANE ADHESIVE (ALONG CENTER). LOCATIONS FOR SEE SIDESVIEEWW a-A © ALTERNATE 2-PC CONFIGURATION: (SEE ILLUSTRATION BELOW) r~A FOR DETAILS. 16 GA. GALVANIZED EN STILES ATTACHED TO DOOR SKIN WITH PATENTED TOG-L-LOC SYSTEM [(2) AT TOP INSIDE, (2) BOTTOM INSIDE, (4) ALONG OUTSIDE EDGE OF 18 SECTIONS & (6) ALON OUTSIDE EDGE OF 21" SECTIONS) AND SEPARATE 18 GA GALV. INNER DOUBLE END STILES ATTACHED TO 70P AND BOTTOM RAIL WITH PATENTED TOG-L-LOC SYSTEM. d y rI / 115, r (2) 12 GA. GALV. STEEL TOP ROLLER I-M END STILE CONFIGURATION (ILLUSTRATED) © ALTER 2-PC END STILE CONFIGURATION (ILLUSTRATEDI © BRACKETS (2-,1/2" x 5-3/8"). 16 GA. I-PC DOUBLE END STILE 16 Gk END Ig GA. INNER DOUBLE END STILE 5 EACH BRACKET, ATTACHED W/(4) #14x5/8" SHE44ET METAL SCREWS. ° O TOP ° VIEW „C„ BRACKETBWITH;(2)IDE �1/4"x1/2"HED TBOL S VIEW "B" AND NUTS PER;BRACKET. Luftwalm C o r r 12 GA. GALV. STEEL TOP ROLLER' pr>o C g m W © --I t" 2" THICK FORBRACKET. SEE INSIDE ELEVATION �N0�1 _ ° LOCK POSITION (BOTH SI ES). TWO FOR FASTENER DETAILS. ® d (� POINT LOCKING REQUIRED LOCKS If W HAVE 5/8" MIN. ENGAGE ENT. SEE �r 1 1 LAYOUT OF EACH LOCK pTiON � � 6° CHANNEL n F7777R BELOW. 0 AT THE LOCATIONS NOTED ON DOORS WITH 2" TRACK USE (2) STACKED �m INSIDE ELEVATION, ATTACH THE L-0—A OPTIONAL OUTSIDE KEYED LOCK POSITION LHR BRACKETS (2-1/2'x5'x:12 GA.) AS F 6"4-1/4"x12 GA. STEEL PLATE l ;NNER BOTTOM BRACKET ATTACHED WITH (2) TO THE UNDERSIDE OF THE THE J C-CHANNEL WITH 1/4"x3/4" 6'x2-1/4"x12 GA GALV. STEEL PLATE. SONE PER C-CHANNEL. SEE VIEW "E" 1/4"x3/4" SELF TAPPING SCRiEWS. WS. VIEW E MAX. DOOR WIDTH = 16>-2" ®p00RS WITH 3' TRACK USE PSE (1) 3-IN SELF TAPPING SCREWS. INSIDE ELEVATIONS ROLLER CARRIER (1-1/8"x2-ii/4" x 12 LOCATION OF OPTIONAL 6" VENTS. AREA OF VENTS NOT GA.) AS INNER BOTTOM BRAC�CET ATTACHED ®TO EXCEED 120 SO. INCHES. END WITH (2) 1/4"x3/4" SELF TAPPING SCREWS. SNAP LATCH ENGAGES + STILE } ONE PER C-CHANNEL. SEETV E PLATE. 2-1/2" INTER. ONTO VERTICAL TRACK. --I I—5/8" (TYP.) ONE SNAP LATCH ON SHIP LAP STILE LOCK EACH SIDE OF DOOR. JOINTS BAR SLIDE BOLT VIEW I" B GUIDE INTER. STILE END 14 GA. GALV. ROLLER HINGE. EACH HINGE 6" TALL B OUTSIDE STILE LOCK RTI L FASTENED TO END STILES W/(4) #14x5/8" C-CHANNEL 16 GA. HANDLE INTO VEERTICAL SHEET METAL AND (4) 1/4"x3/4" SELF GALV. STEEL TRACK. ON TAPPING SCREWS. SEE VIEW "B". LOCK BAR OUTSIDE KEYED END LOCK ON EACH ENGAGES IN HANDLE STILE SIDE OF D(�OR. OUTSIDEKEYED LOCK TRACK ON INSIDE HANDLE INSIDE SLIDE BOLT LOCKVP12 ONE 6" TALL C-CHANNEL PER DOOR SECTION. (SEE VIEW "D") C-CHANNEL ATTACHED AT EACH LOCK BAR LOCK OPTION EACH SIDE STILE LOCATION WITH (1) 1/4"x3/4" SELF TAPPING SCREW. OF DOOR. OUTSIDE KEYED LACK 2-3/4' 2-1/4' SNAP LATCH LOCK OPTION 1-1/4" WIDE x 16 GA. GALV. STRAP. (7) PER DOOR SECTION. OPTIONAL: (8) STRAPS ON 2ND (LOCK) ll SECTION (SEE INSIDE ELEVATION). EACH STRAP ATTACHED WITH (3) 1/4"x3/4" SELF TAPPING SCREWS i� 14x5/8" SHEET METAL SCREWS © (TWO SCREWS TO DOOR, ONE SCREW TO C-CHANNEL). 0 SPf&l I& REQUIREM 'I<S_FOR DORS WITH-OPTIONAL IMPACT RESISTANT LITES: FOR STRAPS AT CENTER 24 GA (0.0239" MIN. THICK) DOS STEEL (MIN. YIELD STRENGTH: OF DOOR, TOP AND BOTTOM SCREWS SHALL BE REPLACED BY 1/4-20x5/8 AND FASTENED WITH (1) 7-1/2' I O I I 7-1/2' 37.2 KSI) EXTERIOR SKIN WITH G-40 GALVANIZING, BAKED-ON1/4" NUT EACH. A CLEARANCE HOLE (9/32" DIA.) MAY BE DRILLED FOR EACH FASTENER. ®©®®PRI AND A BAKED-ON POLYESTER PAINTED TOP COAT 0 O 0 SIDES OF STEEL SKIN. (ASTM No. A653). EW $.' BOTTOM BRACKET (3-1/2" x 5-1/2") ATTACHED WITH (2) 14x5/8" SHEET , � EWS. A 1/4"x3/4" SELF �`d TAPPING SCREWS �� -(�..• •.. T + L4 GA. ENO HINGES 18 GA. INTERMEDIATE HINGE `,� +�� ,✓�Cy 1~ °•.� . ' °i�, ALUMINUM EXTRUSION.& VINYL WEATHERSTRIP. J� A VIEW "B" V! , r SECTION A-A (SIDE VIEW) -.✓ ' °4 p° :00 *.03 AGE MAX. SIZE ' TOLERANCES SCALE P r` >• •" NOTED INSTALLER RETAIL �, •'. I 000 1.015 " MODEL MODEL DESCRIPTIONt :. unless stated Otnenrise 0060 *.007 DATE- 2/15/95 1 OF 3 162"W x 12'0 H 4RST,9H45T 84A, 48 WOODGRAIN TEXTURE, RAISED PANEL, GALV. INTER. STILES �SOTT IsNGI �� dl,h ! pa y Degrees *1/2' DESCRIPTION �' r GLOPAY BUILDI G PRODUCTS DRAWN BY+ DOUBLE CAR WS HURRICANE PAN DOOR 98, 4F - WOOOGRAIN TEXTURE, FLUSH PANEL GALV. INTER. STILES �L`QRiQA 1 ENSE No 6,3Buildingp MWW >1 � [ l<}F. . B u I f d i n g F ro d u c is 8585 DUKE BLVD. DRAWING , > . NUMBER+ MASON, OHIO 45040 CHECKED 10300P.S.F. Com an 513 770-1800DESIGN SH B MDVER. 4 :.;.; •:"3"" 2 �= 4 3 2 1 CLOPAY MODELS 84A, 94, 98, H94 ® REV DATE DESCRIPTION PAGE 2 OF 3 14 -- SEE REVISION HISTORY ON SHEET ONE HMESMODEL DOLMODELS 448®RST, H4ST'& TRACK AND JAMB CON FIGURATION c ) TRACK CONFIGURATION: DOORS UP TO 8'0" HIGH TRACK CONFIGURATION: DOORS 8'3" TO 12'0" HIGH 5jA_ND_RD HEIGHT MODELS 48, 84A, 94, 98, 4RST, 4F EXTENDED HEIGHT MODELS H94, H4ST, 98, 4F A D ® HORIZONTAL ANGLE ATTACHED TO FLAG BRACKET CENTER HANG REQUIRED FOR D WITH (1) 3/e" X 3/4" CARRIAGE BOLT. ® DOORS OVER 8' HIGH. HORIZONTAL TRACK SUPPORT © J�HORIZONTAL TRACK ® BY DOOR INSTALLER (TO SVR). 1-1/2" X 1-1/2" :' SUPPORT BY DOOR HORIZONTAL ANGLE ATTACHED TO FLAG BRACKET HORIZONTAL ANGLE. INSTALLER (TO SUIT). i4WITH (i) 3/8" X 3/4" CARRIAGE BOLT. 3" GALV. TAPERED STEEL TRACK AND ANGLE. TRACK THICKNESS: 0.101". ANGLE THICKNESS: 0.080". 7-1ZNOTE: DOUBLE TRACK LOW HEADROOM IS AVAILABLE AS AN OPTION 2" 13 GA GALV. STEEL FLAG BRACKET. VERTICAL HORIZONTAL TRACK 1 14" MAXIMUM SPACING ----AHORIZONTAL TRACK ATTACHED TO VERTICAL TRACK SECTION VIEW OF TRACK JUNCTION. TWO BOLTS FROM LAST MOUNTING WITH (2) 1/4" X 3/4" BOLTS AND NUTS. & NUTS FOR EACCHH TRACK. © 2' X 2" AND HORIZONTAL ANGLE. t9 SLOT TO TRACK JUNCTION. HORIZONTAL ANGLE. TRACK FASTENED TO ANGLE w w 76-(7-6-H & $'0"H DOORS t ONLY " x WITH 1/4 RIVETS AT 24" � ADDITIONAL MOUNTING SLOTS °C DOOR MAX. O.C. SPACING. _LF SPACED AT 12" CENTERS. DOOR VERTICAL 3- " HEIGHT TRACK LENGTH 2" GALV. STEEL TRACK, g IGg l u TRACK THICKNESS: 12" ON CENTER 1 SECTION VIEW-OF).TRACK 50" 0.083". 7-6 8 1 -0 132' AND HORIZONTAL ANGLE. 46" TRACK FASTENED TO ANGLE C y 38 s WITH 1/4- RIVETS AT 24" J�4 -; MAX. O.C. SPACING. Z TYP. 2-1/2"K12 GA. GALV. STEEL TRACK BRACKETS. ? 24" (6 TRACK BRKTS PER SIDE FOR DOORS UP TO 7'0" HIGH). w 34" Ya" TRACK BOLT AND NUT AT 0 (7 TRACK BRKTS PER SIDE FOR DOORS 7'3" TO 8'0" HIGH). a EACC H MOUNTING SLOT LOCATION. 0 10" 22" ONE 5/16" x 1-5/8" LAG SCREW SPACED AT THE SAME DISTANCES AS THE TRACK BOLTS (I.E. 3-1/2", 10". 22", 34 10" 46", ETC.). ADDITIONAL LAG SCREWS LOCATED AT 16", 28", & , 40" FROM BOTTOM. ALSO TWO LAG SCREWS LOCATED ABOVE ' t 3-1/2" VERTICAL/HORIZONTAL TRACK JUNCTION. flow"mawav= JAMB CONFIGURATION: DOORS UP TO 8'0" HIGH JAMB CONFIGURATION: DOORS 8'3" TO 12'0" HIGH , STANDARD HEIGHT MODELS 48, 84AA,, 94, 98, 4RST, 4F EXTENDED HEIGHT MODELS H94, H4ST,®8, 4F &Aft 006 -=11y BB I" DOOR OVERLAP (EACH SIDE) STOP MOULDING BY DOOR INSTALLER (TO SUIT). 1" DOOR OVERLAP (EACH SIDE) A A2-1/2" MIN. 16 GA. GALV. I-PC DOUBLE STEEL END STILE (OR ALTERNATE 2-PC CONFIGURATION, ® A2-1/2" MIN. STOP MOULDING BY DOOR INSTALLER (TO SUIT}. 2x6 SYP W000 JAMB, SEE SEE SHEET ONE)A 2x6 SYP WOOD JAMB. SEE 16 GA. GALV. I-PC DOUBLE STEEL END STILE (OR ALTERNATE 2-PC JAMB PREPARATION NOTE" ON A 20 GA. GALV. STEEL INTER. STILE. (1) INTER, JAMB PREPARATION NOTE" ON SHEET THREE. CONFIGURATION, SEE SHEET ONE) STILE BETWEEN EACH EMBOSS (SEE INSIDE SHEET THREE. 20 GA. GALV. STEEL INTER. STILE. (1) ELEVATION ON SHEET ONE). DOORS 16'2" WIDE A INTER. STILE BETWEEN EACH EMBOSS e2-1/2"x12 GA. GALV. STEEL TRACK HAVE (7) INTER. STILES PER SECTION. (SEE INSIDE ELEVATION ON SHEET ONE). BRACKETS FASTENED TO WOOD ® 18 GA, GALV. STEEL CENTER HINGE ANGLE. SEE " MIN. xx 0.080* TAPERED DOORS 16'2" WIDE HAVE (7) INTER. JAMB WITH 5/16-xi-5/8 LAC ® STILES PER SECTION. SCREWS NOT TO EXCEED 14" O.C. PUSH I.D. ROU!ND 1FASTENED TO INTER. STILES NUT FASTENER. �14x /$" SHEET METAL SCREWS) EACH CONFIGURATION. 7/16" I.D. ROUND 18 CA. GALV. STEEL CENTER HINGE MIN. OF (9) LAG SCREWS REQUIRED. PUSH NUT FASTENED TO INTER. STILES W/(4) EACH A2" GALV. STEEL TRACK FASTENED TO 14 GA. GALV. STEEL ROLLER HINGES FASTENED TO END STILES W/(4) EACH #14x5/8" FASTENER. 14x5/8" SHEET METAL SCREWS. 12 GA. GALV. STEEL TRACK BRACKETS. SHEET METAL SCREWS AND (2) 1/4" SELF TAPPING SCREWS PER END HINGE. 0.101" THICK 3" GALV. STEEL TRACK FASTENED 14 GA. GALV. STEEL ROLLER HINGES FASTENED TO END TRACK ATTACHED TO EACH BRACKET TO TAPERED ANGLE. TRACK ATTACHED TD STILES W/(4) EACH #144/8" SHEET METAL SCREWS WITH TWO 1/4- DIA. RIVETS. A TAPERED ANGLE WITH ONE 1/4-x5/8" BOLT & AND (2) 1/4" SELF TAPPING SCREWS PER END HINGE. 2" 10 BALL LONG STEM STEEL ROLLER WITH t t ti t t t t NUT AT EACH MOUNTING SLOT. STEEL OR NYLON TIRE. `\,�t`( H:� /�� , 3" DIA. 8-1/2" LONG STEM BALL BEARING STEEL ROLLER. A r A TOLERANCES OD - t.03 SCALE, PAGE, MAX SIZE rf , ' .000 - t.01s NOTED 16'2"W x 12.0"H Unless Stored Otherwise 2 OF 3 ' - �;�'-� w .DODO ti 1.007 DATE 2/15/95 Degrees a ti/2' DESCRIPTTDN• SC FIA't(T0 ,,:i?:E= ;�;� DRAWN BY, DOUBLE CAR W8 HURRICANE PAN DOOR �L fOA. L N` .632$$ . -� 8585 DUKE BLVD. $ :. �'� Building Products M1""' DRAWING NUMBER. VI R• • • �l MAsoN, oHlo a5o4o CHECKED BY. 101300 DESIGN i� '' acs P.s:F. ;�;,sb�?S.F. Company 513 77o—a800 sH MD �irtlttllStlt��tt� 4 3 2 1 • LOPAY MODELS 84A, 94, 98, H94 ® REv DATE DESCRIPTION IDEAL MODELS 4F, 4RST, H4ST® PAGE 3 OF 3 1141 JSEE REVISION HISTORY ON SHEET ONE HOLMES MODEL 481 t > JAMB ATTACHMENT AND SUPPORTING STRUCTURE D 2x6 JAMB TO SUPPORTING STRUCTURE ATTACHMENT: NOTES p 1) ALL THE LOAD FROM THE DOOR IS TRANSFERRED TO THE TRACK AND THEN FROM THE TRACK TO THE 2x6 VERTICAL SYP (GRADE #2 OR BETTER) JAMBS. NO LOAD FROM THE DOOR IS TRANSFERRED TO THE HORIZONTAL (TOP) JAMB. 2) ALL JAMB FASTENERS MAY BE (BUT ARE NOT REOUIRED TO BE) COUNTERSUNK TO PROVIDE A FLUSH MOUNTING SURFACE. 3) EACH VERTICAL JAMB SEES A MAXIMUM DESIGN LOAD OF +372.8 LB & -416 LB. PER LINEAR FOOT OF JAMB. WOOD FRAME BUILDINGS A 4) A 1/3 STRESS INCREASE FOR WIND LOAD WAS NOT USED IN THE CALCULATION OF ALLOWABLE LOADS FOR ANCHORS AND FASTENERS FOR STEEL. CONCRETE AND MASONRY. STUD WAILS OF DOOR OPENING SHALL BE FRAMED SOLID BY NOT LESS THAN (3) 2x6 PRESSURE TREATED GRADE #2 OR BETTER WOOD STUD OF A STRESS GRADE NOT LESS THAN 12DO PSI NDMINAL EXTREME FIBER STRESS IN BENDING (F.) FOR DOORS UP TO 8'0" HIGH AND NOT LESS THAN (4) 2x6 PRESSURE TREATED GRADE #2 OR BETTER WOOD STUD OF A STRESS GRADE NOT LESS THAN 1200 PSI NOMINAL EXTREME FIBER STRESS IN BENDING (F•) FOR DOORS 8'3" TO 12'0" HIGH. STUD WALLS TO BE CONTINUOUS FROM FOOTING TO TIE BEAMS AND IN ACCORDANCE WITH THE FLORIDA BUILDING CODE. HORIZONTAL JAMB BLOCK WALL OR CONCRETE (NO LOAD FROM DOOR) 2x6 WOOD JAMB SHALL BE ANCHORED TO GROUT REINFORCED BLOCK WALL OR CONCRETE COLUMN. BLOCK WALL CELLS SHALL BE FILLED WITH CONCRETE AND REINFORCED WITH /5 BAR EXTENDING INTO THE C FOOTING AND INTO TIE BEAMS. ALL BARS SHALL BE CONTINUOUS FROM THE TIE BEAMS TO FOOTING PER BLOCK WALL OR CONCRETE COLUMN. BLOCK WALLS AND CONCRETE COLUMNS TO BE DESIGNED BY 0 o BUILDING PROFESSIONAL OF RECORD AND IN ACCORDANCE WITH THE FLORIDA BUILDING CODE. JAMB PREPARATION NOTE 0 o THE METHOD OF ATTACHMENT TO THE SUPPORTING STRUCTURE OF THE PRESSURE TREATED 2x6 WOOD JAMBS SHALL BE APPROVED BY THE PROFESSIONAL OF RECORD FOR THE STRUCTURE AND IN FASTENER ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. PREPARATION OF JAMBS BY OTHERS. ALL MOUNTING OF TRACK. ANGLES, HORIZONTAL TRACK SUPPORTS, AND ALL OTHER DOOR o HARDWARE TO BE INSTALLED PER CLOPAY INSTALLATION INSTRUCTIONS SUPPLIED WITH DOOR SYSTEM UNLESS OTHERWISE NOTED. 0 0 B 2x6 JAMB TO SUPPORTING STRUCTURE MINIMUM FASTENER REQUIREMENTS B MAX. 0.C. 2x6 VERTICAL JAMB (NOT TO BE USED FOR ATTACHMENT OF TRACK BRACKETS OR ANGLE TO 2x6 VERTICAL JAMBS OR SUPPORTING STRUCTURE) 0 0 • MAXIMUM ON CENTER DISTANCE STEEL BUILDING TYPE FASTENER TYPE BETWEEN WASHERS F FASTENERS REQUIRED? "PSIIN. HOLLOW OR 1/4" x 3" (1-1/4" EMBED) ITW TAPCON CONCRETE ANCHOR (2-1/2" MIN. EDGE DISTANCE) 6-1/4" 1" O.D. 0 0 . . CONCRETE 1/4" x 4 (1-3/40 EMBED ITW TAPCON CONCRETE ANCHOR (2-1/2" MIN. EdGE DISTANCE 18 1" O.D. . CONCR 142- x 4 (2-la- EMBED ITW REO H£AQ TRUBOLT WEDGE ANCHOR 2 MIN. EDGE DISTANCE 24 INC Q D SYP 0.55 SG 1 2" x 4" 1-5 8" EMBEQ LAG SCREW ASTM A307 GRADE A 2-1 2' MIN. EDGE DISTANCE 14 1 O.d. . 3 8 x 5 1- 4 EMBEQ WEJ-IT SLEEVE ANCHOR 2-1 2 MIN. EDGE DISTANCE 14w IRCLUOTr ACLOPAY DOES NOT SUPPLY ,IAMB ATTACHMENT FASTENERS. C± o • -- FIRST ANCHOR/SCREW STARTING FROM BOTTOM AT NO MORE THAN HALF OF MAXIMUM ON CENTER DISTANCE. 1/2 MAX. O.C. PROW"0111411110 .�; iAAfA ' b 3 s ' _ 3?s l: •' TOLERAANCES .00 a t.03 SCALE- Pang. MAX. SIZE I •' p" unless Stated Otherwise 000 t.OtS NOTED 3 OF 3 ' 1 ► � }. .0000 - t.007 DATE- 16�2"W x 12 0"H N,. G 019pay 2/15/95 *... ._..... " .. L!f Degrees t1/2' DESCRIPTION -WbTT'HA*MIL-- WE :11!N, PROMS-DRAWN BY. F OQipA .t �t�`E Na,BI Building Products 8585 DUKE BLVD. MWW DOUBLE CAR WS HURRICANE PAN DOOR -r 4 ' MASON, OHIO 45040 CHECKED By, DRAWING NUMBER. MD DESIGN tOf�, �q+4tl�F $�F:' �a 0'P.S.F. Company p n 513 770-4800 SH [-B 101300 4