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RC-09-2069 Miami Shores Village �5� ' s Building Department 1.11 nil 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305)795.2204 tOR�p► Fax: (305)756.8972 May, 6, 2016 To: Mrs. Jacqueline Butler 1421 NE 102 St. Miami Shores,Florida 33138 Re: Certificate of Completion. 1421 NE 102 St. Miami Shores,Florida 33138 Dear Mrs. Butler, According to our records the original certificate of occupancy for your property was issued on April 25, 1956.As result of our approved inspections for the remodeling and addition to your onsite built single family home located at 1421 NE 102 St. Miami Shores,Florida 33138 under permit RC-12-09-2069,I as the building official for Miami Shores Village have issued a certificate of completion for the project. The property may be occupied for is permitted use. Sincerely, s`%/fD Ismael Naranjo,B.O, CFM Building Director .air,�'. ,'#'.- *i Fr. 'T.'.o- r,: n, .s__7.'" -f Y,+Y.';Ty.- "'`i.. -(J�. 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S,1-1ares VII�290 In 17 Is BY A E ERA 'T PT N.B.— 02rl� r OTRmr r _PT PT WIT ALLIFEDERAL (-,0%IP[_IANCE Tr 1 TIO .�AATIONS WATERWAY CANALLOCATION SKETCH Scale 1"= NT.S. OX OF WATER _,--M'SEAWAU N89'PO'54-E 12750'(M)(R) FO AM 1.00- 47 W ME 4765' THE EAn Y2 APR 2 8 ( 16 32. a OF LOT-18 TD W" IZ44*— lar Zck: BLOCK-1 10.0, rZ 0 1 IQ &60' 860 THE NVM Y2 LOT-17 -53. OF LOT-18 LOT-19 ONE WORM R BLOCK-1 BLOCK-1 BLOCK-1 Biocm RESIDENCE *1461 I co 0 .175 rtZ15 19.56' 85' 26. 21.15' V 1 —1 22.W 0.60' 1.00L- FLIP FLIP 1/f 2' A10 av 1P I/ W CAP A F I NO Co IN I I S&r50'54V 127W(M) . . . . y 20712 Pc I I I P.P. FiA 15'PAWAY P-P 19'APKT PAM3W 50' TM RIW N.E. 102nd STREET LEGAL DESCRIPTION: RM MIMT, LOT 19 AND THE WEST 1/2 OF LOT 18 BLOCK 1, OF "MIAMI SHORES MLkW FLORIDA 33138 BAY OF REPLAT OF TRACT "A" MIAMI SHORES BAY PARK ESTATES". - - cint j chg ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 56, Canon a I AT PAGE 86, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, PVMT Pavement IFLORIDA. C Concrete parch R/W.- Righ of Way MR:Found Wan Pipe -0-- Wood Fence I.R.C.- I= Rod and Cap -•-- Chub Link Fence FLooDINFO: CERTIFIED TO: C - Centerilne A/C- Air Conditioner P.L.-.=y= U.E.- Utility Easement JA(XJELJNE BUTLER P.O.L. I.O.B.- Basis of Bearing IP Iran Pipe R.O.H.- Roof Overhang Community.MIAMI-DADE Co. Uninc. Areas Swk Sidewalk Pl. - Planter 120652 Cone Concrete C&Q= Curb & Gutter Map & Panel #12086CO306 CBS Concrete Block ffi�* 42 Suffix:L %Pt'E&IngIVIvotlen RES - Residence Flood Zone: X FH Fire Hydrant F.F.E.- Finish Floor Elev. Base FLood Elevation:N/A' AwSurv, .16has=prepared tar the Roof B.C. Block Comer a hard and am Parkway EN avachnnPent n donot to any unnen ft paN A '== A0.1 A SUR ORFS NOTES: WP WOOD POWER PME LF, LIGHT PME I-ONWERSMP Is SUBJECT TO Oevew or ZIRE jw FIRE HYDRANT ..................... 2--NO WA)MMMM AMOVEME10S NOW LOC47ED SEC SECTION SH 3-E"AIMM ARE REFERRED TO MA"& 0EVOEW CPP, CONC. POWER POLE "W.41. OAnN OF f929(MMSEWM VALVE 4-NIERE MAY BE AMI)ON41.RE"WWO SHONN GV A GAS METER GAS V eb en's IN IM SINWY THAT MAYBE MW X PC COUNTY SAN. • SANITARY MANHO[k %; �,b/ '* FUSUC RECORDS • i -LEGAL DESCWWN PROVIDED BY CUENT Nam* 6-4AMM OVERNME A107ED RECORDED AND MEASURED nIIEFLOODDATAPM 7-BUM ANY CONSMUCWN 7HE SET BACKS DWORMAUMPURPOSESOMIT 7112 Awr BE mckw SMVWM KAM NO GUARAWMASTO CAM.0s, OF TM 24011MATM F%oFxs8x*&4L SVEYOR AND HAPPER UR BALL FIELD A1E4SU11I8IWVT$ TAIW4V FOR NO WINE MAW PROV108DInM ACCURA=MLOCALFAMA.AGECT WIN aECMOANC TRANSIT AND IOR STEEL TX17ACCU. Y.73W 118110311MOSECADMACUIPPOR aj L87612 0340*"15 9-nos sumory s FOR ux As PER Rramr ELE=FELECIDERE814111NEIGIRST11141AMISH AND NOT FOR ANY OVER PIURPOSE =SMOF BEAPJM IBAM &""Is not valid wilthout The signature 10- 711*5 SURVEY Wla PREPARED WWWT VE'B&NERT OF A USNIMENIMAn and and of the Rarkla COAUTAMINTS FOR VTLE#MRANCE R"Waxs0uxsLVffloFWrs18&t9, Land Surveyor and NAMI. IE EMMOMWSWSeWPERMAT The boundary survey of the property shorn hereon Is In accordance with the description furnished by the client No seend of public records has been made by this off" ZZ—o"or amissloruL Subject to opinion title and any dedloatlon% 11raftations,restrictions or easements of record. No underground Improvements end/or utilities me I Hereby That the attached boundary survey of Me property described below to to the best of my knowledge and belief accurate as recently %VdftmN=y dtreetlen;=191 t them an no above ground ancroadmients other then Own shown, and that this survey meets the nArdmurn beein WrW.&set y 1j. k ftrth in IIIIII&I AM=Mai 20"lum 2111"-_____ - OWNER'S NAME 77: NT ADDRESS LICENSE-Nil. PHpNB NO. Guernsey Construction Co., Inc. g JOB LOCATION (ST.OR AVE.) sLocK SUBCIVI�iION 1461 N.E1 102nd Street 1 9®tMS?3P Eft. GENERAL CONTRACTOR AI3DRESS PHONE NO. 1 eNSE NO. R.V. Guernsey BUILD&F2 S sON 97 9-1?--55 PERMI 24.00 UIL IN P I N �ry� T o NE' RE VIRE ENTS U. PLAPd'C HE - 32,,9070 000 it.FT. EST:COST Vill,w►N 'ECI ICATIflNS RBSTRICT ANtS Cu E HK s•' TYPE STORMY ROOF COkV RUCTION INTE#RfoR CBS 1 t�.le marble .tile .and oak �'laors, EW CflN9TRUCTIO - `. DESCR IPTIOIV i J R PAIRs 3 bdrm.`°32 baths—garage-kitch_ en"living room-dining 'room '1: . raom I 1±&CR I PTION � ALTERATlO ` ADDITION 1 APPROVED Rl;,I CTED 'REFERRED TO COUNCIL RF.ASO :UHMITTED TO PLANNING HOARD E•BUBMITTED TO PLANNING BOARD REMARKS UBM TT D T Vtt A I ERTIFICATEF O CUPAN Y I m T � t$ ED Y TO 13UII DING PERMIT AND INSPECTION RECORD—MIAMI SHORES VILLAGE 1 L U.S6 DEPARTMENr OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No.IMO-0008 FEDERAL EMERGENCY MANAGEMENT AGENCY Natiod FbW In�PW= IMPORiANT:Follow the Ernstructions on pages 1-9. Expiration Date:July 31,2015 SECTION A-PROPERTY INFORMATION AL Building Owners Fyne JACQUELINE C BUTLER A2. Building Street Address(Including Apt.Unit,Suite,and/or Bldg.No.)or P.O.Route and Banc No. 1461 NE 102 ST City MIAMI SHORES stems FL ZIP Code 33138 A3. Property Description(Lot and Block Numbers,Tax Parcel Numbs;Legal Description,etc.) MIAMI SHORES BAY PK ESTS AMD PS 56-86 LOT 19&W112 OF LOT 1S BILK 1 LOT SIZE 127.500 X 113 A4. Building Use(e.g.,Residential Nx;O siidentlal,Additbn,Aocx3ssonr.etc)1 KESIDENTYX A5. Latitude/Lore:LaL Lori. W 80 Horizontal Datum: ❑NAD 1927 ®NAD 19s3 A6. Attach at least 2 photographs of the building if the Certificate is beim used to obtain flood msurarnce. A7. Building Diagram Number 8 AS. Far a building with a crawlspace or enclosure(s): WA A9.For a building with an attached garage: 420 a) Square footage of crowispace or enclosures) sq ft a) Square footage of attached garage sq ft b) Number of permanent flood openings in the crawls 15 b) Number of flood openings m the attached garage or enclosure(s)within 1.0 foot above adjaoemt grade within LO adjacent grade NIA c) Total net area of flood openings in A8.b 720 sq in c) Total net area of flood openings in A9.b WA sq in d) Engineered flood openings? []Yes ®No d) Engineered flood openings? ❑Yes ®No SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION Bi. NFlP Community None&Community Number 52.County Nerve 83.State 120652 VILLAGE OF MIAMI SHORES MIAMI DADE COUNTY I FLORIDA 84. Map/Panty Number 85.SuffBc B6.FIRM index Data 67.FIRM Panel Effective/ BB.Flood Zone(s) 89.Base Rood Elevation(s)(Zone 12 L 09/11/2009 Revised Date AE AO,use base flood depth) 09/11/2009 9, 610.Indicate the source of the Base Flood Elevation(BRE)data or base flood depth entered in item 89: ❑RS Profile ®FIRM ❑Community Determined ❑Other/Source: 811.Indicate elevation datum used for BRE in Mom 89: ®NGVD 1929 ❑NAVD 1.908 ❑Other/Source: B1.2.ls the building located in a Coastal Barrier Resources System(CORS)area or Otherwise Protected Area(OPA)? ❑Yes ®No Designation Date: / / ❑CBRS ❑OPA SECTION C-INJILDINQ ELWATMN INFORMATION(SURVEY REQURED) C1. Building elevations are based on: ❑Construction Drawings* ❑Building Under Construction* ®Finished Construction *A new Elevation Certificate will be required when cxxhstructfon of the building is complete. C2. Elevations-Zones At-A30,AE,AH.A(with BRE),VE,V1-f30,V With BFE).AR.AR/A,AR/AE,AR/A1-A30.AR/AH,AR/AO.Complete Items C2.a-h below according to the building diagren specified in item A7.In Puerto Rico only,enter meters. Benchmark Utilimd: SM 0 Vertical Datum: NGVD29 Indicate elevator datum used for the elevations In Items a)through h)below. ®NGVD 1929 ❑NAVD IM ❑Other/Source: Datum used for building elevations must be the same as that used for the BFI:. Check the measurement used. a) Top of bottom floor(including basement,crewispece,or enclosure floor) 79 _ 6 5 3 ®fleet ❑meters b) Top of the next higher floor 8 ®feet 13 motors c) Bottom of the lowest horizontal structural member(V Zones only) N / . A ®feet ❑meters d) Attached garage(top of slab) 7 2 0 ®feet ❑meters e) Lowest elevation of machinery or equipment servicing the building 9 . 2 1 10 feet ❑meters (Describe type of equipment and location in Comments) i) Lowest a4acent(finished)grade next to building(LAG) 8 2 1 ®feet 0 meters g) Highest adjacent(finished)!rade next to building(HAG) 6 8 3 ®feet ❑meters h) Lowest agent grade at lowest elevation of deck or stairs,including N t . A ®feet ❑meters structural support SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and reeled by a land surveyor,engirt or architect authorized by law to certify elevation information.I corti y that the Wormsdon on this Cardfkate represents my bast efforthh to Interpret the data aVapebde. ` A. `,,``` I understand that any false statement may be punishable by Ane or Imprisonment under 18 U.S.Code Section 1001. Check here 9 comments are provided on back of form. Were latitude and longitude m Section A provided by a `,'� �—c- [3 ❑Check here if attachments. licensed land surveys? ®Yes ❑No No.5718 k Ce rs Nam CARLOSHERNANDEZ License 5 NBte�r Title PSM FLORIDA BUILDING ENGINEERING&INSPECTIONS = P Address 2400 MST 80 STREET#5 C�HIALEAH ate ZIP Cotte '� ort � �°�•- FLORIDA I 33016 swieweC-. �'� Dee? 022-24-2016 -81 Telephone �'a•,,,,.nm n,�a�•�`` FEMA Form 086-033(Revised 7/12) See reverse side for continuation. Replaces all previous editions. t c ELEVATION CERTIRICATE,pee 2 tAAPORTAM:In these spaces,copy the corfespooding laillennedon been Seater A. Building Street Address(including Apt..Unit.Suits.and/or Bldg.No.)or P.O.Route and Box No. A911n r 1481 NE 102 ST ZIP Code cityMIAMI SHORES 33138 SECTION D-SURVEI(OR,ENGINEER,OR ARCHITECT CER11FICATION(CONTINUED) Copy bath sides of this Elevation Certificate for(1)community official,(2)insurance agerit/oompan,4 and(3)building owner. Comments NOTE:THIS ELEVATION IS NOT FOR CONSTRUCTION PURPOSES.THIS IS ONLY FOR INSURANCE PURPOSES ALL ELEVATIONS REFLECT HEREON ARE IN NGVD29 SYSTEM. CROWN:5.1,9 NGVD29 Signature Date 02-24-2015 SECTION E-BIRDINO ELEVATION NMRMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND ZONE A(WITHOUT OFE) For Zones AO and A(without BFE).complete Items Ei-E5.If the Certificate is intended to support a LOMA or LOMR-F request,complete Sections A,Band C. Far ftems EI-E4,use natural Rade.if available.Check the measurement used.be Puerto Rico only,enter meters. Ei.Provide elevation information for the following and check the appropriate boxes to show wFather the elevation is above or below the highest adjacent grade(HAG)and the lowest a0cant grade(LAG). a)Top of bottom floor(Including basement,oewlspace,or enclosure)is ❑feet ❑meters ❑above or ❑below One HAG. b)Top of bottom floor(including basement,aawlspace.or enclosure)is Meet ❑meters ❑above or ❑below the LAG. E2.Fax Building Diagrams 6-9 with permanent flood openings provided in Section A Remo 8 and/or 9(see pages 8-9 of lr>stimbons), the next higher floor(elevation C2.b in the diagrams)of the building is ❑feet ❑meters ❑above or ❑below the HAG. E3.Attached garage(top of slab)is ❑feet ❑meters ❑above or ❑below the HAG. E4.Top of platform of machinery and/or equipment servicing the building is ❑feet ❑meters ❑above or ❑below the HAG. E5.Zone AO only.If no flood depth number is available,is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance?❑Yes ❑No ❑Unknown.The local official must certify this information in Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REJsRESENTATIVE)CERTIFICATION The property owner or owners authorized representative who completes Sections A.B,sed E for Zone A(without a FEMA-issued or community4ssi BFE)or Zone AO must sign here.The statements in Sections A.B.and E are correct to the best of my knowledge. Property Owner or Owners Authorized Representative's Name Address City State ZIP Code Signage Date Telephone Comments ❑Check here if attachments. SECTION®-COWUNfI Y INFORMATION(OPTIONAL) The local official who is authorized by low or ordinance to administer the community's floodplain management ordinance can complete Sections A,B,C(or E),and G of this Elevation Certificate.Complete the applicable items)and sign below.Check the measurement used In Items GB-G1O.in Puerto Rico only,enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,engineer,or architect who is authorized by law to certify elevation irdomnation.(Indicate the source arid date of the elevation date in the Comments area below.) 62. ❑ A community official completed Section E for a building located in Zone A(without a FEMA-Issued or commuelty4mued BFE)or Zone A0. G3. ❑ The following information(items G4-G10)is provided for community floodplain management purposes. G4. Permit Number G5.Date Permit Issued G6.Date Certificate Of Complies/Occupancy issued 67. This permit has been Issued for: ❑New Construction ❑Substantial Improvement 68. Elevation of as4)W t kwest floor(Including basement)of the building: ❑fest ❑meters Datum G9. BFE or(in Zone AO)depth of flooding at the building site: ❑feet ❑meters Datum G10.Communfty's design flood elevation: ❑feet ❑m etsm Datum Local Officials Nacre Title Community Name Telephone Signature Date Comments ❑Check here If attachments. FEMA Farm 086.033(Revised 7/12) Replaces all previous editions. ELEVATION CERTIFICATE, page 3 BUILDING PHOTOGRAPHS See Instructions for Item A6. IMPORTANT:In these spaces,copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Bu d ng Street Address(inauding Apt.,Unit.Suite,and/or Bldg. No.)or PO-Route and Box No. Policy Number: 1461 NE 102 ST Cty State ZIP Code Company NAIC Number MIAMI SHORES FL 33138 If using the Elevation Certificate to obtain NFIP flood insurance,affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View" When applicable, photographs must show the foundation with representative examples of the flood openings or vents,as indicated in Section A8- If submitting more photographs than will fit on this page, use the Continuation Page. d mow,, J F ; t y`K4 p� FEMA Form 086-433(Revised 1/12) Replaces all previous editions. Notice of Preventive Treatment for Termites ,. (As required by Florida Building Code (FBV) 104.2.6) r - Krypton hest Control Co. 2215 West 78 Street, Hialeah, Fl. 30016 Dade: (305) 828-2999 / Broward: (954) 779-1535 1461 N.E. 102 ST MIAMI SHORES FL 33138 Address of Treatment or Lot/Block of Treatment 4/28/ 16 8:30 A.M. RAUL RODRIQUEZ Date Time Applicator CYPER TC CYPERMETHRIN 85 GALLONS Product used Chemical used (active ingredient) Number of Gallons Applied 338 .LF Percent Concentration Area Treated (square feet) Linear Feet treated ADJOINING SLAB Stage of Treatment (Horizontal, Vertical, Adjoining Slab, Retreat of Disturbed Area) As per 104.2,6 If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment initial and date this line 4/28/1 `�_C— 'pJ STATEMENT OF INSPECTION CLETTER OF COMPLIANCE) Eduardo Vazquez,P.E. 18930 SW 128 AV. MIAMI, FL 33177 (305) 333-8137 April 1,2016 City of Miami Shores Villages Building Department 10050 NE 2 AVE. Miami Shores Village, Fl. 33138 RE: Jacqueline C Butler 1461 NE 102 ST.NHANH SHORES,FL.33128 Permit#RC-12-092069 Dear Building Official: I Eduardo Vazquez,P.E. #53893,having performed and approved the required inspections,hereby attest that to the best of my knowledge,belief,and professional judgment the structural and envelope components of the above referenced structure are in compliance with the approved plans and other approved permit documents. I also attest that tothe best of my knowledge,belief and professional judgment the approved Permit plans represent the as-built condition of the structural and envelope component of said structure. This document is being prepared in accordance with the Florida Building Code and must be submitted to the Building Department of the City of Miami Shores Village in conjunction with the application for a certificate of occupancy or completion for the above referenced structure. Should you have any question or need any additional information please do not hesitate to contact me. Sincerely Eduardoq uez�.E. License 53893 E VC1 ENGINEERING., INC JAN 2 8820115 Q�� 18930 SW 128 Ave Ph. (?861493 2617 A.-fiand, FL 33.177 Fax (.30.5) 964 7126 Z,O� S(35— 01 SS- tSAZJLUA lwpEc 77 REP oR r Miami, January 18, 2016 To: Miami Shores Villages Building Department From: Eduardo Vazquez, P.E. Subject: LETTER OF COMPLIANCE FOR DRAINAGE WALL Owner: JACQUELINE C. BUTLER Address: 1461 NE 102'. ST. MIAMI SHORES, FLORIDA 33128 Permit#RC-12-09-2069 To avoid the infiltration of storm water from the property to the adjacent lot, a small retaining wall was designed. The wall has enough height to stop the storm water.A plan was submitted and approved by the City of Miami Shores Villages Building Department. The retaining wall was executed according the approved plan. At the best of my knowledge, belief, and professional judgment, the water intrusion to the adjacent lot is avoided and the work is approved. If you have question, do not hesitate to contact me. have question, i U; 10 5f Eduardo P.E. #*5-- 8 9 3 0111812016 Jan 18 11 11:19a Lou Imburgia (305) 891-9579 P.1 ♦�iR�s iG NUB Miami shores Village fi Building Department REDS' 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE 1(We)have been retained by tyn� � to perform special inspector services under the Flo'da ildfng Code at the A - project on the below listed structures as of o (date).I am a registered architect or professional engineer IIcensed in the State of Florida. PROCESS N/UMBERS• i�/SPECIAL NSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20) ECTAL INSPECTOR FOR TRUSSES?35'LONG OR 6'HIGH 2319.17.2.4.2(84409.6.17.2.4.2) SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 21224(84407.5.4) o SPECIAL INSPECTOR FOR STEEL CONNECTIONS,F8C 2218.2(R4408.5.2) o SPECIAL INSPECTOR FOR SOIL COMPACTION,F8C 1820.3.1(84404.4.3.1) o SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) o SPECIAL INSPECTOR FOR Note:Orly the marked boxes apply. The following individualsployed by this firm or me are author ed wamntatyes to perform inspection 2. 3. 4. *Special Inspectors utilizing authorized representatives shall Insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I, (we)will notify Miami Shores Village Builifing Department of any changes regarding authorized personnel performing inspection services. 1, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector.All mandatory inspections,as required by the Florida Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special inspector hired by the Owner are in addition to the mandatory inspections performed by the Department.Further,upon completion of the work under each Building Permit I will submit to the Building inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and professional judgment those portions of the project outlined above meet the Intent of the Florida Building Code and are in substantial accordangg with the approved pians. Signed and S Engineer/Architect Name �,1„� 0' Address./Mly 9 zg 1//O/;/'xzr -"1,7 DATE: 0 Z Phone No. Created on 611012009 Miami Shores Village Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 8972 R• REViNSF(30 )762-4949 FBC 20 BUILDING star Permit No. Rc- 1y)cl - ZO 69 PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING 'REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS [:] CHANGE OF ❑CANCELLATION SHOP ,.\t G CONTRACTOR DRAWINGS 0 JOB ADDRESS: I to 4 I t7, S41 City: Miami Shores County: Miami Dade Zip: 3 3139* / Folio/Parcel#: Is the Building Historically Designated:Yes NO V/ Occupancy Type: Load: Construction Type: ff ,, Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Tiitleholder):��o-It-WP. I�fw.'t"t R d" Phone#: (a `797-53D`1 Address: N(o Ps jOZ S+ City: ` S41c1✓VI State: T L Zip: Tenant/Lessee Name:: L Phone#: Email: t&A'�12C ® (Y66a � , CID\^ {�, G. CONTRACTOR:Company Name: qq 214 4 1� A C"S T • Phone#: i� 1 Address: 1jseW �� 1'`��• City: 4 IAN ,�1��ss State: Zip: �138, Qualifier Name: -A A Ile XV-A A'wy 1 1 Phone#: State Certification or Registration#: C ��1 b 1�1 Certificate of Competency#: DESIGNER:Architect/Engineer: �O e Q 2- OS*-4-e'ejVrP o Hi'c Ing ( one#: 30S-5V S-- ©0'7 9 I Address: 1 5 CL6g.( CL ® I,01w, re+*- 0 cpm City: State: Zip: Value of Work for this Permit: 7,(0X-10-3 Square/Linear Footage of Work: 3 )'I T -i3 '�fa"o Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: N 1 deSON1t- V ��Y1 C p _ km0112h . I Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/cc$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature VVV OWNERorAGENT C TRACTOR The foregoing instrument wes acknowledged before me this The foregoing instrument was ac nowledged before a this _6 day of �i'8 ,20 i 5 ,by day of 'r 20 I.S ,by ��iCAu2,itG' 60-KeX ,who is personally known to LOU1,5 ca ,who is personally known to me or who has produced as m�who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: 0114- r%nvvo .,,, Seal: i * �` COMMISSION i FF 107919 :14, L128 PORRAB Seal: MY COMMISSION B FF 107919 EXPIRES:July�,2018 s � EXPIRES:Jiffy 30,2018 Rli,•2'`` Bored Thru N"PuWic lM s APPROVED BY Plans Examiner /IL Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 NOTICE OF VIOLATION DATE: September 22, 2015 TO: Louis S. Imburgia Imburgia Construction Services, Inc. 12555 Biscayne BLVD. #888 North Miami Florida, 33181 RE: Residence Jacqueline C. Butler ' C( _ W6cl. 1461 NE 102 St. Miami Shores, Florida 33138-2621 FOLIO: 11-3205-024-0140 Legal Description: MIAMI SHORES BAY PK ESTS AMD PB 56-86 LOT 19&W1/2 OF LOT 18 BLK 1 LOT SIZE 127.500 X 113 OR 14140-2680 0689 1 YOU ARE HEREBY NOTIFIED that an inspection of the above premises revealed that you have violated the provisions of the Florida Building Code which have been adopted as the uniform building code for Miami Shores Village,Florida or provisions of the Code of Miami- Dade County. Type of Violation: Building, Electrical, Mechanical, and Plumbing. Chapter: 1 Section: 109.3 and 110.1 of: 2007 Florida Building Code To wilt: Failure to pass required final inspections and to obtain a certificate of completion prior to occupying the building. REQUIREMENTS FOR CORRECTION Revise plans to include the required retention wall on the east side of the property,pass the required inspections and obtain a certificate of completion. Therefore,you are hereby directed that on or before Monday, September 28,2015 you are to correct said VIOLATION and NOTIFY THE UNDERSIGNED BUILDING INSPECTOR that the VIOLATION has been corrected. Failure to make the corrections)will result in one or more of the following actions: Disconnect utilities services, issuance of a ticket(s)in the amount of$500.00 or more,filing of a civil suit or criminal charges against you or initiation of an unsafe structures case requiring demolition of the structure.Also,failure to comply with this notice may result in the department withholding issuance of other permits to you,referral of this matter to the appropriate licensing board or the filing of a lien against your property in the amount of any unpaid ticketing fines. In accordance with the provisions of Section 8-17 of the Code of Miami-Dade County,you are also responsible for the reasonable costs and expenses incurred by the Building Official in enforcing the provisions of the Building Code. In the event further clarification or assistance is required,please contact Ismael Naranjo,B.O at (305)795-2204 between the hours of 8:30 A.M. and 5:00 PM. Except in the case of life-safety hazards,you may be granted upon request an extension of time up to 90 days to correct the violation provided your request is submitted prior to the expiration of this Notice of Violation and enforcement costs incurred by the department to date are paid in full. To request an extension,please contact the Building Department by telephone at(305)795-2207 or by e-mail to naranoi(a7,miamishoresvilla eg com. yo r yo co peration in this matter. 9�'L�5 Isma aranjo,B.O Building Director. Mail By- A_ Date Mailed:gJ23 /,� Posted By Retum Receipf Number:70f3- 3D.2D-(j4®Q-�S/�-,$'32✓� Date Posted: q_W1.r ecna 6� Tc pa_ 20 69. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 NOTICE OF VIOLATION DATE: September 22, 2015 ,,, " • ' ti ' TO: Louis S. Imburgia Imburgia Construction Services, Inc. x- 12555 Biscayne BLVD. # 888 Ln a North Miami Florida, 33181 cc C.GaedPostmark 0 Return Receipt Here RE: Residence 0 (FndorsementRequi Restricted DeliveryJacqueline C. Butler o (EndorsementRequ1461 NE 102 St. oTotal Postage& Miami Shores, Florida 33138-2621 jn Serrtro m11�I�n_.e--c:_ ul --------.................. '� .. 102-�f------- FOLIO: 11-3205-024-0140 0 or PO Box No. 11��_.�,�... -----•--------------'--' .aP! 31 Y Legal Description: MIAMI SHORES BAY PK ESTS AMD PB 56-86 LOT 19&W1/2OFLOT 18BLK1 LOT SIZE 127.500 X 113 OR 14140-2680 0689 1 YOU ARE HEREBY NOTIFIED that an inspection of the above premises revealed that you have violated the provisions of the Florida Building Code which have been adopted as the uniform building code for Miami Shores Village, Florida or provisions of the Code of Miami- Dade County. Type of Violation: Building, Electrical, Mechanical, and Plumbing. Chapter: 1 Section: 109.3 and 110.1 of: 2007 Florida Building Code To witt: Failure to pass required final inspections and to obtain a certificate of completion prior to occupying the building. REQUIREMENTS FOR CORRECTION Revise plans to include the required retention wall on the east side of the property, pass the required inspections and obtain a certificate of completion. Therefore, you are hereby directed that on or before Monday, September 28, 2015 you are to correct said VIOLATION and NOTIFY THE UNDERSIGNED BUILDING INSPECTOR that the VIOLATION has been corrected. Failure to make the correction(s)will result in one or more of the following actions: Disconnect utilities services, issuance of a ticket(s) in the amount of$500.00 or more, filing of a civil suit or criminal charges against you or initiation of an unsafe structures case requiring demolition of the structure. Also, failure to comply with this notice may result in the department withholding issuance of other permits to you, referral of this matter to the appropriate licensing board or the filing of a lien against your property in the amount of any unpaid ticketing fines. In accordance with the provisions of Section 8-17 of the Code of Miami-Dade County,you are also responsible for the reasonable costs and expenses incurred by the Building Official in enforcing the provisions of the Building Code. In the event further clarification or assistance is required,please contact Ismael Naranjo, B.O at (305) 795-2204 between the hours of 8:30 A.M. and 5:00 PM. Except in the case of life-safety hazards,you may be granted upon request an extension of time up to 90 days to correct the violation provided your request is submitted prior to the expiration of this Notice of Violation and enforcement costs incurred by the department to date are paid in full. To request an extension,please contact the Building Department by telephone at(305) 795-2207 or by e-mail to naranjoi@miamishoresvillage.com. com. ank u or y ur cooperation in this matter. Ism 'o, B.b Building Director. Mail By: s 9 Date Mailed:9 �3f Posted By: Return Receip Number:"700.3--3©Aq•- 0,40e_ y �.y7-�`2tjE"` Date Posted: a i=� - RG ®q— ZO bq Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 NOTICE OF VIOLATION •. . A DATE: September 22, 2015 ,,, ru M For delivery TO: Louis S. Imburgia Ln ;information F I Imburgia Construction Services, Inc. r- 12555 Biscayne BLVD. # 888 � Postage $ North Miami Florida, 33181 CerNedFee C3 Postmark Return Receipt Fee G (Endorsement Required) Here RE: Residence 0 Retrioted Delhrery Fee Jacqueline C. Butler G (EndorsemerdRequirer!) 1461 NE 102 St. o Total Postage&Fees $ . Miami Shores, Florida 33138-2621 M Sena M -- �' b�ILzJ -- - ------ FOLIO: 11-3205-024-0140 o crFoeoxlVo. �� fe�l!�.°:......�Ula°----� ----- SDA 3 PS Form 2112006 See Reverse for Instructions Legal Description: MIAMI SHORES BAY PK ESTS AMD PB 56-86 LOT 19&W1/2OF LOT 18BLK1 LOT SIZE 127.500 X 113 OR 14140-2680 0689 1 YOU ARE HEREBY NOTIFIED that an inspection of the above premises revealed that you have violated the provisions of the Florida Building Code which have been adopted as the uniform building code for Miami Shores Village, Florida or provisions of the Code of Miami- Dade County. Type of Violation: Building, Electrical, Mechanical, and Plumbing. Chapter: 1 Section: 109.3 and 110.1 of: 2007 Florida Building Code To witt: Failure to pass required final inspections and to obtain a certificate of completion prior to occupying the building. REQUIREMENTS FOR CORRECTION Revise plans to include the required retention wall on the east side of the property, pass the required inspections and obtain a certificate of completion. Therefore,you are hereby directed that on or before Monday, September 28, 2015 you are to correct said VIOLATION and NOTIFY THE UNDERSIGNED BUILDING INSPECTOR that the VIOLATION has been corrected. Failure to make the correction(s)will result in one or more of the following actions: Disconnect utilities services, issuance of a ticket(s) in the amount of$500.00 or more,filing of a civil suit or criminal charges against you or initiation of an unsafe structures case requiring demolition of the structure. Also, failure to comply with this notice may result in the department withholding issuance of other permits to you,referral of this matter to the appropriate licensing board or the filing of a lien against your property in the amount of any unpaid ticketing fines. In accordance with the provisions of Section 8-17 of the Code of Miami-Dade County, you are also responsible for the reasonable costs and expenses incurred by the Building Official in enforcing the provisions of the Building Code. In the event further clarification or assistance is required,please contact Ismael Naranjo, B.O at (305) 795-2204 between the hours of 8:30 A.M. and 5:00 PM. Except in the case of life-safety hazards,you may be granted upon request an extension of time up to 90 days to correct the violation provided your request is submitted prior to the expiration of this Notice of Violation and enforcement costs incurred by the department to date are paid in full. To request an extension,please contact the Building Department by telephone at(305) 795-2207 or by e-mail to naranjoi@miamishoresvilla ems. Th yo r yo cogperation in this matter. 4-z- f Is aran�o, B.O Building Director. Mail By- 1^nn ,^ i(i�� Date Mailed:qJ Posted By: `'` Return Receipf Number: Date Posted: Gj 9�Ijs VL oq Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 NOTICE OF VIOLATION MR-90 I DATE: September 22, 2015 ,a •. For delivery information visit our website atwww.usps.Corno TO: Louis S. Imburgia Ln F OFFICIAL USE I Imburgia Construction Services, Inc. a 12555 Biscayne BLVD. # 888 Postage $ Norah Miami Florida, 33181 o CertifiedF� Postmark C3 Return Receipt Fee Here 0 (Endorsement Required) RE: Residence r-3 Restricted Delivery Fee Jacqueline C. Butler G (Endorsement Required) 1461 NE 102 St. o Total Postage&Fees Is Miami Shores, Florida 33138-2621 M M e , .�1.Q.t1r..,S.....S.e�ul-------- - FOLIO: 11-3205-024-0140 0 or 0011 , Legal Description: MIAMI SHORES BAY PK ESTS AMD PB 56-86 LOT 19&W1/2 OF LOT 18 BLK 1 LOT SIZE 127.500 X 113 OR 14140-2680 0689 1 YOU ARE HEREBY NOTIFIED that an inspection of the above premises revealed that you have violated the provisions of the Florida Building Code which have been adopted as the uniform building code for Miami Shores Village, Florida or provisions of the Code of Miami- Dade County. Type of Violation: Building, Electrical, Mechanical, and Plumbing. Chapter: 1 Section: 109.3 and 110.1 of- 2007 Florida Building Code To witt: Failure to pass required final inspections and to obtain a certificate of completion prior to occupying the building. REQUIREMENTS FOR CORRECTION Revise plans to include the required retention wall on the east side of the property, pass the required inspections and obtain a certificate of completion. Therefore, you are hereby directed that on or before Monday, September 28, 2015 you are to correct said VIOLATION and NOTIFY THE UNDERSIGNED BUILDING INSPECTOR that the VIOLATION has been corrected. Failure to make the correction(s)will result in one or more of the following actions: Disconnect utilities services, issuance of a ticket(s) in the amount of$500.00 or more, filing of a civil suit or criminal charges against you or initiation of an unsafe structures case requiring demolition of the structure. Also, failure to comply with this notice may result in the department withholding issuance of other permits to you,referral of this matter to the appropriate licensing board or the filing of alien against your property in the amount of any unpaid ticketing fines. In accordance with the provisions of Section 8-17 of the Code of Miami-Dade County, you are also responsible for the reasonable costs and expenses incurred by the Building Official in enforcing the provisions of the Building Code. In the event further clarification or assistance is required,please contact Ismael Naranjo, B.O at (305) 795-2204 between the hours of 8:30 A.M. and 5:00 PM. Except in the case of life-safety hazards,you may be granted upon request an extension of time up to 90 days to correct the violation provided your request is submitted prior to the expiration of this Notice of Violation and enforcement costs incurred by the department to date are paid in full. To request an extension,please contact the Building Department by telephone at(305) 795-2207 or by e-mail to naranjoi@miamishoresvilla eg com. Th ou y7Y1J_ co peration in this matter. � Ismae aran�o, B.O Building Director. Mail By. lLI" FL0f/CLM Date Mailed: Posted By:i s, / N&Ztdojj Return Receipt Number:7,*11g•-�� U� M�✓�/�-��`8 Date Posted:Ouljs- IMiami Shores Village MAR 3 12011 Building Department f0050 N.E.2nd Avenue,Miami Shores,Florida 33138 , k Tel:(305)795.2204 Fax:(305)756.8972 �� BUILDING Permit No. )�GC)q- ebrq PERMIT APPLICATION Master Permit No. FBC 2004 Permit Type(circle): Building Roofing / Owner's Name(Fee Simple Titleholder) n4" Q►1�J 7 Mjjj- �C' Phone#(59-S) 7�j�" $ t� Owner's Address J 4-6 ) WFE city ' statezip Tenant/Lessee Name Phone# mp e (2%) 79 7-55 2Z Job Address(where the work is being done) )+61 Mr- 16 a t} City Miami Shores YEW County Miami-Dade zip / FOLIO/PARCEL# 1 ( — 320 5 — 01+ — 0 l +C� Is Building historically Designated YES NO__V__ Contractor's Company Name � 206 1 �(h S�-�}. Phone#C-so 0 C) 9419 Contractor's Address i - city �� ►��„,� state �L- zip �� l Qualifier Name Phone# State Certificate or Registration No. Certificate of Competency No. Cj j'�� /� Arebited/Engineer's Name(if applicable) l (" Phone# - ✓lJy -V Value of Work For this Pe Square/Linear Footage Of Work: Type of Wo NAlteration ❑New ❑ Repair/Replace r-1Demolition i "1"�CAG� 0 4 C c F� ` **9rarAk&�rtnsrtnsnintdntrrttnirQtrtttilrenttt�tarafnt*rtdr�rF�frGs4trantantrastattretitantiirarAr�nRitrtr#dnrrstkttranirirJrar�nttsRes&er�nt Submittal Fee Permit Fee$ CCF$ CO/CC Notary$ Tndning/Edacation Fee$ Technology Fee$ Scanning$ Radon$ DPBR$ zoning$ Bond$ Code Enforcement$ Double Fee$ Structural Review.$ Total Fee Now Dae S. See Reverse side-� Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in goad faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a cert#kd copy of the recorded notice ocommencement must be poste at the job site for the forst inspection which occurs seven (7) days after the bwl&ng permit is is Int absence of such po d notice, the inspection will not be approved and a reinspection fee will be charged n Signatu Signature Owner or,Agent Contractor �� The forego instrument was acknowledged before me this The foregoing instrument was acknowledged bef a this day of arc�n 20(L,by , day of 201 L,by who o is personally known to m�or who has produced who is personally known to me or who has produced As identiflaWimmd aNanoath as identifi NOTARY PUBLIC: UNS POP" �, � NOTARY PUBLIC:N#DDWQ ;,,� �y oo s 2 T RES'July 14 July 14 fe BMW Nowr Sign: Sign: AWu► Pthrt: O�% Print: UPI- -JCC d My Commission Expires: My Commission Expires: e*,�*,�*rAr**s.a+r**ax�r***r,t*a,x.**,c�*gra►,�+t,�,r,s,�*,est*a►*,�rr,�a,�a*,�s,ray,��rr#*#*r,a�ra,r*r*,�wrt*r*a,�,�*,�,�**+t,►a*t,a*,r�.,�.*,�w** APPLICATION APPROVED BY: 4-X t f jt Plans Examiner Engineer Zoning (Paving mno/M ayd �w rya/\, Miami Shores Village ° zw Buildin De artment 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795.2204 Fax:(305)756.8972 "I�N�S,PECTION'S PHONE NUMBER:(305)762.4949 BUILDING Permit No. PERMn4 APPLICATION Master Permit No.61f FBC 20 ^.._ Permit T IL e: BUDING ROOFING OWNER:Name 1 eholder): %unN.4 - Phone#: Address: KIM 6"4.91 1OZSr City: Yh AAot 1 SH iSq_ES State: V L Zip: 33(�$ Tenant/Lessee Name: Phone#: Email: JOB ADDRESS: 1 (ot City: Miami Shores County: Miami Dade Zip: 9S 133 Folio/Parcel#: 1 1 —3205—o —01-40 Is the Building Historically Designated:Yes NO Flood Zone: CONTRACTOR:Company Name: 741GL4.1-1 1 C40•-S'OLL4tt6w Phone#: Address: IZrJ'�Jr✓' J S C *!I kj*.. S4 v� 1:1115t315 City: N6'Q-Tfi MIAOK) State: GL- Zip: 33116 Qualifier Name: Lc:)J Phone#: 3 I 525 5: 'O State Certification or Registration#: C'(01 Certificate of Competency#: Contact Phone#: Email Address: DESIGNER:Architect/Engineer: ZSstirbW-06E; Phone#: Value of Work for this Permit:$ S4 uare/Linear Footage of Work: Type of Work: OAddition alteration ONew ORepair/Replace ODemolition Description of Work. -T-t CAf-A—�t'L-`nd'W K.5_PA%f- I7;.VAl L.S Ar5 6u 1 L: r Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ tt TOTAL FEE NOW DUE$ RK Bonding Company's Name4if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The for in ment was ackno ledged ore a is day of ,20_,by day of ,20 1 Eby who is personally known to me or who has produced who is pe nally known to me or who has produced As identification and who did take an oath. as identi cation and who did take an oath. NOTARY PUBLIC: NOTA LIC: Sign: Sign: Print: Print: My Commission Expires: My Commission Expires: �. p APPROVED BY 4 Plans Examiner Zoning /7j3 Structural Review Clerk (Revised 07/10/07)(Revised 06/10l2009)(Revised 3/15/09) A L' CERTIFICATE OF LIABILITY INSURANCE DATE(MM�/2O1"5) THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED,the policy(les)must be endorsed. if SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER MTACT Rhonda Sankersingh Florida First Insurance PHONE (954)929-6696 FAX No): (954)929-6694 2515 Hollywood Blvd. ADDRESS6rsankersingh@hotmaii.com Hollywood,FL 33020 INSURER(S)AFFORDING COVERAGE NAIC s Phone (954)929-6696 Fax (954)929-6694 INSURER A: Granada Insurance Company INSURED INSURER B: Skyla Plumbing,Inc INSURER C: 717 NE 10 Street #3 INSURER D: INSURER E Hallandale FL 33009 INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ILTR TYPE OF INSURANCE ADD UBR POLICY NUMBER APIA D E MSP LIMITS © COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 500,000.00 DRENTED ❑ CLAIMS-MADE © OCCUR PREMAGE SE$(Ea occurrence $ 100,000.00 ❑ MED EXP(Any one person $ 5,000.00 A 7-15-0692 07/14/2015 07/14/2016 ❑ PERSONAL&ADV INJURY $ 500,000.00 GEWL AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 500,000.00 ❑ POLICY ❑ SPER& ❑ LOC PRODUCTS-COMP/OP AGG $ 500,000.00 ❑ OTHER $ AUTOMOBILE LIABILITY CEa accidOMBINED entSINGLE LIMIT ❑ ANY AUTO BODILY INJURY(Per person) $ ❑ AUTOSNED ❑ ACUTOSULED BODILY INJURY(Per accident) $ NON-OWNED P�iOP�E�RNMDAMAGE $ ❑ HIRED AUTOS ❑ AUTOS ❑ ❑ $ ❑ UMBRELLA LIAB ❑OCCUR EACH OCCURRENCE $ ❑ EXCESS UAB ❑CLAIMS-MADE AGGREGATE $ ❑ DED ❑ RETENTION$ $ WORKERS COMPENSATION ❑PEROTH- AND EMPLOYERS LIABILITY Y/N STATUTE El ANY PROPREMRIPARTNERJEXECUTIVI17 E.L.EACH ACCIDENT $ OFFICERIMEMBER EXCLUDED? N I A (Mandatory in NH) E.L.DISEASE-EA EMPLOYE $ If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(Attach ACORD 101,Additional Remarks Schedule,i more apace Is required) License#:CFC1427071 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Miami Shores Village Builiding Department THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN 10050 NE 2nd Avenue ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores,FL 33138 AUTHOMMO REPRESENTATIVE Rhonda Sankersingh ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014/01)OF The ACORD name and logo are registered marks of ACORD [,L-6q -2065 JEFF ATWATER STATE OF FLORIDA CHIEF FINANCIAL OFFICER DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS'COMPENSATION "CERTIFICATE-OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS'COMPENSATION LAW•' CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers'Compensation law. EFFECTIVE DATE: 12/10/2014 EXPIRATION DATE: 12/9/2016 PERSON: MCDONALD SAMUEL SR FEIN: 900198914 BUSINESS NAME AND ADDRESS: SKYLA PLUMBING INC 2020 SCOTT STREET HOLLYWOOD FL 33020 SCOPES OF BUSINESS OR TRADE: PLUMBING NOC AND DRIVERS pyuant to Chapter 440.05(14).F.S..an d1tkm of a CorPomflw who elects exemption frmn thIs chepw by ftlbtg acolificate of election under this section may not recover benefits or�►under Oftehap .Pursuant to Chapter 440.05(12),F.S..C of election tobe exempt•-apply roily athin the scope of Ire wntness or bade listed on the notice of eleo>ian to be exempt Puyvmt to Chapter 440.05(13).FS„Notices of election to be axonpt and cWtiticese of ern to be exempt shag be subiect to revocOm ii,at anytime after the ifs of the no**or the ism of the certificate. the person nerned on the notice or certificate no longer meets the requirements of fids sect for fiance of a certilkz1a.the depwWw t shati revoke a DFS-F2-DWC-262 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS?(850)413-16Q8 c Miami Shores Village P TIC a zO1jD L-H g 1 0Eh 1 6 2009 u tb�en Ito vlk�* "' Building Department BY ____�� fo050 N.E.2nd Avenue,Miami Shores,Florida 33138 ...... Tel:(305)795.2204 Fax:(305)756.8972 BUILDING Permit No. '2 PERMIT APPLICATION Muster Permit No. FBC 2004 Permit Type(circle): Building Roofing Owner's Name(Fee Simple Titleholder)_ p.(,We, 9DVQR– Phone# Owner's Address \4(Q( N�, l0�. '�k City l-tnc s6m State �(, zip 33 .3g Tenant/LesseeName PZne9 '- -1& - -Ig '552 J Job Address(where the work is being done) \4(p( A E (02- 2-- city Miami Shores village county MiamEPA* Zip ,3 3 1 3? FOLIO/PARCEL# I�- 39%o�—®a.q--© I , Is Building Historically Designated YES NO V Contractor's Company Contractor's Address J v City �6l Iku A5 -State. Zip20 Qualifier Name 1S yAil\AK G1 Phone# sl _Sn b State Certificate or Registration No`s- = CM 6 0 1 Certificate of Competency No. Architectilingineer's Name(if applicable) Phone# Value of Work For this Permit$ Square/Linear Footage Of Work: Type of Work: JOAddition PDAlteraition QNew N Repair/Replace ❑Demolition Describe Work: d `- O p U gc 2rca�` Submittal Fee$ Permit Fee$ CCF$ Co/CC OL Notary$ TraWng/Education Fee Technology Fee$ Scanning$ Radon$ DPBR$ Zoning$ Bond$ Code Enforcement$ Double Fee$ Structural Review.$ 4P 0. (00• Total Fee Now Due$ See Reverse side-� i�r 4 Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT:' Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recordedUnoticecoaementst be posted at the job site for the first inspection which occurs seven (7) days after the building permiof such p#sted notice, the inspection will not be approved and a reinspection fee will be charged Si Signature,, J Owner or Agent Contractor The foregoing instrument was acknowledged before me this n The foregoing instrument was addmowledged befo e this day of Nw 4w 200c,by fix- ' �o�r day of .20 ( ,by W I J t lit e"041 A, who is Lty known to me_or who has produced who is personally known to me or who has produced_am I t� As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: yy, ,.�..�.. NOTARY PUBLIC. l@fl(�ri,,�,��/ WC0MM00#W57M Sign: A--vwh EORM J*�,2010 Sign: Print: aed Print: My Commission Expires: My Commission Expires: *sem****eta,►,o�*�+t,sit,�a�*f:,�*t*,�,�,�,s*a*,�*,s,aaa,�f.r�,a:*�,t,ra**.t,t,�,a**a�rr*+r**,t*#**Ott***,�,sr,�t*t,�tat**,raE��,�a;ttsrutr,ssti'* `��• %„QFC 0 RID APPLICATION APPROVED BY: j d r'�'y Plans Examiner Engineer Zoning (Revised mnoro ) s Miami Shores Village d 10050 N.E.2nd Avenue NE Miami Shores,FL 331.38-0000 Phone: (305)795-2204 KI, 3 Expiration: 08128/2011 Project Address Parcel Number Applicant 1461 NE 102 Street 1132050240140 Miami Shores, FL 33138-2621 Block: Lot: JACQUELINE BUTLER Owner Information Address Phone Cell JACQUELINE BUTLER 1461 NE 102 Street MIAMI SHORES FL 33138-2621 Contractor(s) Phone Cell Phone Valuation: $ 180,000.00 IMBURGIA CONSTRUCTION SERVICE 305/525-5707 Total Sq Feet: 1500 Approved:Yes Available Inspections: Comments:ELEVATION CERTIFICATE REQUIRED Inspection Type: Date Approved:10/15/2010:Yes Final PE Certification Date Denied:9/23/2010 Shutter Final Type of Construction:ADDITION Occupancy:Single Family Tie Beam Bond Beam Stories: Exterior. Window Door Attachment Front Setback: Rear Setback: Slab Left Setback: Right Setback: Termite Letter Bedrooms: Bathrooms: Framing Certificate Status: Insulation Plans Submitted:Yes Certificate Date: Additional Info: Floor Trusses Drywall Screw Bond Return: Classification:Residential Trusses Plan Submittal Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Roof Sheathing Bond Type-Contractors Bond $300.00 Spot Survey CCF $108.00 Invoice# RC-12-09-36663 Wall Sheathing CO/CC Fee $150.00 12/17/2009 Check#:4703 $250.00 $6,564.00 ShutterAttachment DBPR Fee $81.00 03/04/2011 Check#:4933 $6,564.00 $0.00 Rake Beam DBPR Surcharge $7.50 Bond#:2026 Footing DCA Fee $81.00 Window and Door Buck Education Surcharge $36.00 Roof Trusses Permit Fee $5,400.00 Density Plan Review Fee(Engineer) $60.00 Fill Cells Columns Plan Review Fee(Engineer) $60.00 Wire Lathe Radon Surcharge $7.50 Stem Wall Footer Scanning Fee $129.00 Final Building Submittal Fee $250.00 Technology Fee $144.00 Second Floor Slab Second Floor Tie Bond Beam Total: $6,814.00 Declaration of Use In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings,statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL,PLUMBING,MECHANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work. OWNERS 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. Futhermore,I authorize the above-named contractor to do the work stated. March 04,2011 Authorized Signature:Owner / Applicant / Contractor / Agent Date Building Department Copy March 04,2011 1 Arlenis Sllvera From: Arlenis Silvera Sent: Wednesday, March 02,2011 2:29 PM To: 'cristina@imburgiaconstruction.com' Subject: RE: Insurances as per your request- IMBURGIA Hi Cristina These are the following item that are missing: 1. Licenses—State and Occupational for Wedgewood Air. 2. Payment for permit.Total Due$8726.36. This is the breakdown of permit fees: Building Permit Fee:$6564.00 Electrical Permit Fee:$944.26 Mechanical Permit Fee:$700.34 Plumbing Permit Fee:$517.76 Hope to see you soon. Arlenis Silvera Building Clerk Miami Shores Village 305-795-2204 Inspection Line 305-762-4949 From: cristina@imburgiaconstruction.com [mailto:cristina@imburgiaconstruction.com] Sent: Wednesday, March 02, 20111:06 PM To: Arlenis Silvera Subject: Re: Insurances as per your request-IMBURGIA I can. you don't have it already???? Sent from my Verizon Wireless B1ackBerry From: "Arlenis Silvera" <SilveraA@miamishoresvillage.com> Date: Wed, 2 Mar 201112:13:08-0500 To: Cristina Imburgia<cristina@imburgiaconstruction.com> Subject: RE: Insurances as per your request-IMBURGIA Thank you Cristina for the insurance certificates. Will you be sending Wedgewood licenses today? Arlenis Silvera Building Clerk Miami Shores Village 305-795-2204 Inspection Line 305-762-4949 1 CFN 201OImo°0726435 DR Bk 27467 Ps 2879P (Ips) NOTICE OF COMMENCEMENT RECORDED 10/26/2010 11:08:34 A RECORDED COPY MUST BE POSTED ON THE.OB SITE AT TIME OF FIRST INSPECTION HARVEY RUVI to P CLERK OF COURT MIAMI-DADE CDUNTYP FLORIDA PERMIT NO. I� — 6 TAX FOLIO NO. 37s�5 `0Z'{—01+{o LAST PAGE STATE OF FLORIDA: COUNTY OF MIAMI-DADE: THE UNDERSIGNED hereby gives notice that Improvements will be made to certain real property,and in accordance with Chapter 713,Florida Statutes,the following information is provided In this Notice of Commencement. 1. Legal description of property and streettaddress: Ni,( N1_ 10'25*'- 0-1 i4efti _'ES ,FL 93138 2. Description of improvement: 5��- �-�� ErrWL-I'1"16n►, -.4D11� 1't'IGr►/ "t"(J KTIKi1� 3.Owners)name and address: 115'C QVE_L 1 k&— 'sour—EA— 1%4W 11IIL 10-Z54-- VL 0Z54-- VL 33>3$ Interest in property: OL4-� Name and address of fee simple titleholder. 4.Contractor's name and address: Lou Noe_ N9rh.F_ fiL1,9 4t' 888 r-4 4LtI t >M j4rh t =L 331$1 5.Surety:(Payment bond required by owner from contractor, 'rfanORI DADE Name and address: " STATE O I7A COUNTYWrFR77FY Met this is 94MP .P�o coo,�,y� Amount of bond$ OM i °fes dey ti '� - 6. Lender's name and address: ' �- HARVE VIN,Ci EFtI�,of 7. Persons within the state of Florida designated by Ownen may be served as provided by Section 713.13(1)(a)7., Florida Statutes, Name and address: i 8. In addition to himself,Owners designates the following person(s)to receive a copy of the Lienor's Notice as provided In Section 713.13(1)(b),Florida Statutes. Name and address: (A- 9. Expiration date of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless a different date Is specified) _f c S*1t re f Owner • Print Owner's Name ,ACfa tj J_AAJ�+2 ,u�-`' { Prepared by M r C y 1��.CLi�l Sworn to and subscribed before me this 6 Iwo civ i M_�2 -A ,,c.& r }'h JAM1 MY COMMM4#DD i ]A, cess: EXPIRES:July 30,2014 Notary Public s B=WTinPlolmrPditW Print Notary's Name O My commission expires: v 123.01-52 PAGE 8/02 t JOSE A. MARTINEZ, PE CIVIL STRUCTURAL ENGINEER August 4,2010 RE:Jacqueline Butler 1461 NE 102 St. Miami Shores,Fl PUMOSE The purpose of our inspection is to visually determine the conditions of the existing residence and to determine and examine the soil boring tests and the existing foundation of the residence and the wall reinforcement. . RESULTS OF INSPECTION The building is a one story CBS structure with wood floors in some areas and prestressed precast concrete joists in the back addition to the residence. The walls were checked for reinforcement and there is reinforcement all around the residence in the existing walls. The foundation of the existing residence is a spread foundation continuous all around approximately 14" deep by approximately 16 "to 20" wide. The soils report that was provided was prepared several years ago with the intention of building a two story addition and recommends the use of a pile foundation. CONCLUSION In conclusion, in order to use the recommendations on the sod boring tests the additions to the residence will have to be built on piles as recommended and the residence will have to be reinforced with pin piles to avoid cracks on the connection of the two systems and possible settlement on the existing residence due to the new loadings that will be created when the new residence floor and walls are lifted and the new truss system is installed. According to the information and sketches the proposed redesign will lift the floors approximately one foot and the walls will be lifted to provide in most of the areas approximately nine feet of interior height and in the center approximately 13 feet. The new truss system will be supported by the exterior walls and some new foundations. When you add the new loadings to the existing foundation there could be some settlement and if the new area is going to be on piles that new area is not going to settle there for the existing residence should be reinforce to avoid any type of settlement. The structural engineer involved in the design of the residence shall take those conditions on consideration. Also the residence is built next to a canal with intertidal waters that the 24 EAST 5 STREET MALEAK FLORIDA 33010 TEL:305-887-4417 FAX:305-884-3967 JOSE A. MARTINEZ, PE CIVIL STRUCTURAL ENGINEER tide changes can create some scoring action and that should also be taken inconsideration mostly that when the additions get built the residence is going to be closer to the canal. If I could be of any further assistance in this matter please do not hesitate to contact me at 305-887-1417. Sin JO A. MARTINEZ,PE C.#PE-031509 24 EAST 5 STREET HIALEAH,FLORIDA 33010 TEL:305-887-4417 FAX:305-884-3967 y °Rs Miami Shores Village Building De art ent �► 10050 N.E.2nd venue Miami Shores, Florid 33138 O► Tel: (305)7 5.2204 Fax: (305)7 6.8972 Permit No: 09-2069 Job Name: September 29, 2010 Page 1 of 1 Building Critique Sheet 2nd �► Plans must be approved by HRS for the septic system. Provide receipt from Miami pade plan! iWnd Zoning for impact fees. �• Corrections for electrical, zdning and plumbing must be completed. • Provide sub permit applications for all trades. �• Provide separate permit applications for the driveway, fencing/wall,patio and roofir g. • This structure is located in a flood zone. Add all flood zone criteria to plans and sh Dw compliance with "substantially improved" structure including all flood vents, elevati n of equipment, a site plan showing drainage and maintenance of storm water on site way from house. Provide a new elevation certificate for construction drawings. \• The energy calculations do not match the plans.The roof is not attic vented and r* frigid is not shown in the hand framed exposed ceiling.They must be done for this Douse including windows on all sides. ii Provide roof truss engineering, no review ofthis area will be completed until signed engineering is submitted. The insulation requirements shown on the plan do not match the energy calculations Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Norman Bruhn CBO 305-795-2204 I �a3n— cNC) ♦Stn�RFS Miami Shores Village ones r q,,,t�n Building Department 10050 N.E.2nd Avenue �hZ�.V Miami Shores, Florida 33138 PtoRm0► Tel: (305)795.2204 Fax: (305)756.8972 Permit No: 09- 90Z/'P1 Job Name: WO�`I A .4 Aja /d r- Page 1 of 1 ELECTRIC Critique Sheet cry rs ie eters. , � � Q Plan review is not complete,when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Mike Devaney 305-795-2204 RES�i Miami shores Village $won allot" Building Department 10050 N.E.2nd Avenue .� Miami Shores, Florida 33138 ASR Tel: (305) 795.2204 Fax: (305)756.8972 -ZAP Permit No: 09- U�1 Job Name: zg2oG ' 2009 Page 1 of 1 ELECTRIC Critique Sheet 9 719-14 Ski 6c1-4- S'Cnd,I 'c am lz7Y-4/ AO"/1-4 AAI- ,;Ali f'"A R-Pc�o Z-A c-!r- ee- A-1 r 0 %p c - Plan review is not complete,when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Mike Devaney 305-795-2204 Miami Shores Village .Building Department 10050 N.E.2nd Avenue Miami Shores,Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 Permit No.Q ... 9 Job Name Date J2ZZ g . d Q nom STRUCTURAL CRITIQUE SHEET v4 Mayid. OrY tvri e c1 A A / ' s1r�� e r�el�e�'ec�• Una' CCu.� s.ioaao��ed ens. 5zrAdte he m stiSg4e f- 14eov iw--e etcceS S tog'" a/ ?40Y' craiw l be e lr��✓ allyl dGw C!o %s hof f Golt�l POI . lie S? Ga Care nta l vW - (?� ?"�ere y ,b� Q ��j��o�a/ �•z�s r,�n v� �e v� tv b� SCS ��`n.i/�a/ • ar""lanning and Zoning Criteria Miami Shores Village Permit No. RC-1 2-09-2069 10050 N.E.2nd Avenue _ q aE Miami Shores,FL 33138-0000 rE3 yf Phone: (305)795-2204 Fax. (305)758-8972 issue Date: Not Issued Expires:Not Issued Folio Number)132050240140 Owner's Name:JACQUELINE BUTLER Owner's Phone: Job Address: 1461 102 Street Total Square Feet:L1810,000 Miami Shores, FL 33138-2621 Total Job Valuation: .00 Contractor(s) Phone Primary Contractor Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 10/15/2010 : Yes Comments: ELEVATION CERTIFICATE REQUIRED PAVEMENT ON WEST SIDE OF HOUSE MUST BE SET BACK AT LEAST 10 FEET FROM SIDE LOT LINE. CIRCULAR DIREWAY CAN NOT EXCEED 12 FEET IN WIDTH WITH 2 FOOT FLARES AT THE INTERSECTION WITH THE STREET PAVEMENT. 10/15/10 NEW PLAN OK Miami Shores Village Building Department 10050 N.E.Znd Avenue Miami Shores,Florida 33138 Tel:(305)795.2204 Fax: (305)756.8972 Permit No. Oct ^ 'Z'O 4 Job Name PLUMBING CRITIQUE SHEET / - ddiv O t �Z&41-1-,4 1� 7 out C Planning and Zoning Criteria Miami Shores Village Permit NO. RC-1 2-09-2069 10050 N.E.2nd Avenue � ;�. . ; , gib. tt„fig Miami Shores,FL 33138+0000 Phone: (305)795-2204 Fax: (305)756-8972 s ., issue Date: Not Issued ww�� Ex ires:l�l' p ®t Issue 3 s r Folio Number)132050240140 Owner's Name:JACQUELINE BUTLER Owner's Phone: Job Address: 1461 102 Street Total Square Feet: 1500 Miami Shores, FL 33138-2621 Total Job Valuation: $ 180,000.00 Phone Contractor(s) Primary Contractor Planning 9 and Zoning Criteria and Comments Approved: No Date Denied: 9/23/2010 Comments: ELEVATION CERTIFICATE REQUIRED PAVEMENT ON WEST SIDE OF HOUSE MUST BE SET BACK AT LEAST 10 FEET FROM SIDE LOT LINE. CIRCULAR DIREWAY CAN NOT EXCEED 12 FEET IN WIDTH WITH 2 FOOT FLARES AT THE INTERSECTION WITH THE STREET PAVEMENT. II R s Miami shores Village soon U1911"1" Building Department 10050 N.E.2nd Avenue .►�� Miami Shores, Florida 33138 fit0 + Tel: (305)795.2204 Fax: (305)756.8972 Permit No: 09-2069 Job Name: January 24, 2010 Page 1 of 1 Building Critique Sheet 4s' • Provide sub permit applications for all trades. • Provide separate permit applications for the driveway, fencing/wall,patio and roofing. • This structure is located in a flood zone. Add all flood zone criteria to plans and show compliance with "substantially improved" structure including all food vents, elevation of equipment, a site plan showing drainage and maintenance of storm water on site away from house. • Provide roof truss engineering, no review of this area will be completed until signed engineering is submitted.(Plans submitted are incomplete). Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Norman Bruhn CBO 305-795-2204 Miami Shores Village .Building Department 10050 N.E.2nd Avenue Miami Shores,Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 Permit No.09'- ZO'("c' Job Name-9-p- Date STRUCTURAL CRITIQUE SHEET T 7�YZdSs -$ U0" 6T TSLIS INCa l n; i -r-� W410 00 1 TRE end 9e 011ee1 by �l�e V es`r��t,2 p R cep c1 'q 2 e-e L �hi�� bud s e a ) ) DEPARTMENT OF PLANNING AND ZONING IMPACT FEE RECEIPT � 201CICTW XL� JAN 12 1 BY:-------------------- PROCESS#: B20091102069.0 BATCH: COLLECTION NO.: 100903 FOLIO#: 1132050240140 SITE ADDRESS: 1461 NE 102 ST FEEPAYER: BUTLER,JACKELINE DATE: 01/1212011 1461 NE 102 ST MIAMI FL 33136 FEE DIST. CAT. CATEGORY UNITS FEE EXTENDED TYPE ID CODE DESCRIPTION AMOUNT ...........................*...................... ............. AREA 1.0 5002 00 UNIT SIZE(SQ FT) 790 0.9180 725.22 TOTAL AMOUNT DUE: $725.22 PAID CHECK: $725.22 PAID CASH: $0,00 IFSRP_0005T Oct 19 10 10:47a Lou Imburgia (305) 891-9579 p.1 STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 IMSURGIA, LOUIS S I]idBVRt IA CONST SERVICES ZNC 1875 NE 1497h STREET NORTS MIAMI FL 33181 Congratulations! With this license you become one of the nearly one rrdllkxr `� ° AW 5a.3�'� Fiaridiens lloensed by the DaMtrnentof Business and Professional Regulation. ;} $ .` 0,: Our professionals and businesses range from archi ects to yacht brokers.from ':, a r ;; •;: c. : :... : boxers to barbeque restaurants,and they keep Florida's economy strong. _�� ,,�_ ,'0'3- 'fix_:__ .• .;:; Every day we work to improve the way we do business In order to serve you better. :: '.:_ .: . .:.. ,••'vr 4• : For lnformadon about our services,please log onto www.myflorNWh�onse.com *vg La . ` TOR There you can find more Ink mabw about our divisions and the regulations that Impact you,subscribe to department '�Y newsletters and It3arn more about the Department's Irdtlathoes. Our mission at the Department le• License Efficiently,Regulate Fairly.We y ,r,• `: onslantly stove to serve you better so tot you can serve your customers. x13•„L' 8TI838D. .'• ft.489 ve (hank you for doing business In Flarlda,and congratulations on your new licansel 1371007.3 `;2'."'"._:_'�'•;..i%!t�j"•"•'fi,'�'. rt �`-• 'moi=.'i•a` �,,�•'� �... 4''F:� • _ DETACH HERE __. - - --• ----- AC>>i: ,yV•,.. :�Y �: � ,.., , t: -• �ST1�1TE�.±�F•F�:�?�tD,A_,;. :,: ��.., �: .; _ _ „/� ''�`r•:-.. ;.Z,. �`•Y•y .P'::F�,lc.. it - rs'ri��`�r:..: t'r%.:� 'G•:,�• ��•'�,I ::Y�' ;'�::i "•9,':t LJ,k 9fZ�J� i'¢l, ,r4< �. E.ti• •,°r+:••-j ,C'-, ,'^• �T•. _ -, _ a •7�b ti . �.ti, ".'•i,' �i•v-+'3 ,f '•`=ii-Jt�`^��'•'�'- OiV :.>•:: .yrs;,- •, . ..-tt .-;-k,:',. •.,!! r•.+.• '.� IJ 0 1�� j..:'-�•. .'i, R:,K'• ;t,.,_ ts:,r' :t.,- "r.9' :!, :4 ,- «: ' ALO .?3_It}O? latu .L`. ;e L'T ,. 1t •+t^r' ':•-, ,."t.' r'b;.• 'j3,.r �:t�, s "07- ^! 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"j�'z• .r. .I, ��'�':.. •:� g.:,�,-. •ti .:'`a t:ti:''�'� s �4.'tt":4 'a •��Jr ••:c r\.Iii' .�,1...J�.,.,1�! A. �2•. .r- ,..)% �.yayz �j;9- _ �sy.S-••.v,,. -h;:Y.,�' -- �1 T •.,- i J.., .�!wioi t, .F,S J.•,. zy p�r � .1,.,),. d� •.oi;�':.'•.SL.,t,-�i�-+� '':p•,., •'�• -�,a.-� ,'s�_p c i�� -�J ^`u4C" <64'•; •fry'' t'; l•,•..r•, �! ',. 1.;.' ids. %�{ q _ :'•' •:'r ,.�'��. `it,,:'1i iA-r r•;:•i•�iS"•� L �ic -,4-�' '_r :•4— .4- >.ot:aQj� j�- ��'�,P¢ ,�y ,� y� •j4'�,',lq•,•e"`..?•- . ea •. :'': ?.• ., t+'ri' �•�eu!!�, 'LJ .LY\ice:: .;n;•:,„ '.",'• _�:.t.si� ••E Oct 19 10 10:47a Lou Imburgia (305) 891-9579 p.1 STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING HOARD (850) 487-1395 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 1110URGIA, LOUIS S 7bHVR0IA CONST SERVICES INC 1875 NE 149TH STREET NORTH MIAMI FL 33181 Congratulations! With this license you became one of the nearly one million Floridians doensed by the Department of Business and Professional Regulation. '� .�� $ � �1r�Ds Ss:'' :;�'-' Our professionals and businesses range from architects to yacht brokers from ° �; a ' '.,�; •' :''`:` boxers to barbpaue:restaurants,and they keep Florida's economy strong. e ��y1, �t�-.• - ..,: E day we work to Improve the way we do business lo order to serve "7 n ° • : ° �y P Y you better. : ' - .. .... �• _.�-• _ .'�• For i Information about our serve lease I o services, ISO MMrW. Oridailcense.c�rn. P o9 TUR . myfl �'at•• There you cern find more Information about our divisions and the regulations that t • .'. Impact you,subscribe to department newsletters and learn more about the '�r -_ Departments initiatives. gtil faµ. •�j��:• �� -•'t�•t 0�� .tl,d.,- ':!•• fir',;1.•4.��.C,• +'L,{.• Our mission at the Department is: License Etfclently,Regulate Fairly.We - ,;,9e''�•: --'•"'�,• -:� ' a' • Yom'£ onstardiy strive to serve you better so that you can serve your customers. ..83Ci3iD• as Qs.4,•9 •m ...-•fieri for dol business M Florida and congratulations on our new license! '•" •••�. x•- • >�� "°";° 9 s Y� � g Y a._. . DETACH HERE __. - - --' --•-- ACS :^!''''.." '�"! :�{. ::ti^i i�'i i' ��'c ,'yW.'J•: 9,'L1�'.;�Y�f, .<•tit C`•t• ':�X stj�•��4�.•:.'::2 :'l• ••W]Y'..' er?�P +.S::•: Ci«�(.. - •sqr:,•' °orf:' .�,rl:.a -;`95•^,•.;v.4 ''•' '•ir.,�"�7' ..A .�t�'(' i `;s%f'• ryS;Y:' n••-• -. _.;;,-• �:'f%"K�;*::e: ,�, :'"r{:K"�.:..ar• .•4:; •,t:{ ;^h�. ti \r:� .fir;,; '.t;'. 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( NORTH: MI1e1'ilitl: • , ' •FL:°-3'��.$1...�,- t:,e.., i:�::;:f�:•�' : , .:� �51r ,(.;j,-�- _ ;'�: '''.'�'y:aj.t `ca �� ..,•'�;irr .1t••L _ :t•..: :N.'�•.'•• ax•.� _ ••i,. .-.}�. P•.'t '•,�:• `1•L. y��i''Ct'°"{?fj,aT?•''" %•/Y+' •.�•' i'S `r tt'�f. i'..a,.`�.,::i. i ai7Y ^^.•'lam-• it.•� .7•v' i :+at .i 5a �:t:�y• -q�..•U•.+mow ;,�.>:-•: ..•a+`+ iia'',•' _ j.. L_''•1•••, - .rJM• ;0 Tp -N'�.. �•• u-;Yom•.. 'Oi f•..,_a .��,-•7' -� r1E. t'�•• iii"' •�•j'_.,yr,�;-L. , << :'n•: `, '.. •a' ?•,p.`'§E 'ICREi ' 1� 'r::ir`• _ •�'itr,�?;1. {�t4_r•+�y.�,.•.�y�L�t-$ �yy��'y J � S -.5:= -�_�F .: �"T•'W"17___N++Iry •-.f.:�•{ •.:. .'-t�: �!�.. � ..r 7 DATE(MMID CERTIFICATE OF LIABILITY INSURANCE OP ID DO 1!J5ww nyBUR 1 07 2:161:L:0 PRODUCER THIS CERTIFICATEIS ISSUED AS MATTE R O INFO (NATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE SIHLE INSURANCE GROUP, INC. HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR P. O. BOX 160398 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. ALTAMONTE SPRINGS FL 32716 Phone:407-869-0962 Fax:407-774-0936 INSURERS AFFORDING COVERAGE NAIL# INSURED INSURERA Vinin s Insurance CoMany 04761 INSURER B: Imbbuvv is Construction INSURER C: 1875 NEe$i49th Street INSURER D: North Miami FL 33181 INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT.TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN.THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS.EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. POLICY effeUT1141d POLICY EDWIRATION POLICY NUMBER DATE LIMITS LTR 'TYPE OF I�IiRANCE (d9drDD1YYY1� DATE IYYY1� GENERAL LIABILITY EACH OCCURRENCE $ wimmI mi COMMERCIAL GENERAL.LIABILITY PREMISES Essoo=zence $ CLAIMS MADE OCCUR MED EW(Any one pin) $ PERSONAL&ADV INJURY $ GENERAL AGGREGATE $ GEML AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMPIOP AGG $ POLICY M LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT AN AUTO (Ee ecddent) $ ALL OWNED AUTOS BODILY INJURY SCHEDULED AUTOS (Wer person) $ HIRED AUTOS BODILY INJURY NON-OWNED AUTOS (Per accident) $ PROPERTY DAMAGE $ (Per accident) GARAGE LIABOM AUTO ONLY-EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC $ AUTO ONLY: AGG $ EXCESS I UMBRELLA LIABILITY EACH OCCURRENCE $ OCCUR CLAIMS MADE AGGREGATE $ DEDUCTIBLE $ RETENTION $ $ WOF AND EMPLOYERS'U ABILI Y X TOtY LIMITS X ER A ANY PROPRIETORIPARTNER/EX oinVE � WCV006316401 03/03/10 03/03/11 E.L.EACH ACCIDENT $1,000,000 OFFICER&934BER EXCLUDED? (Mandatory In NH) E.L.DISEASE-EA EMPLOYEE $1,000,000 99deswibe 1AL PROVISIONS bW= E.L.DISEASE-POLICY LIMIT $1,000,000 OTHER DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES I EXCLUSIONS BY ENDORSEMENT I SPECIAL PIROVMONS Job: Butler Residence East, 1461 HE 102nd St, Miami Shores, FL 33138. *10 days for nonpayment of premium. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION MIAM$HO DATE THERE-OF.THE issu tCi INSURER WRL ENDEAVOR To MAI(. 30* DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT,BUT FAIAIE TO DO SO SHALL IMPOSE NO OBLIGATION OR LUUNUTY OF ANY KIND UPON THE INSURIK ITS ANTS OR Miami Shores Village sENrAMVEs. 10030 NE 2nd Ave. AUTHIORIZED REPRESENTA Miami Shores FL 33138 ACORD 25{2009101} RPORATION. AB ri ft reserved. The ACORD name and logo are registered marks of ACORD CERTIFICATE OF LIABILITY INSURANCE OP ID CR °ATE(Nq�"D� IIrIDIIC01 07 26 10 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE Tanenbaum Harber of Florida HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR 2900 SFT 149th Avenue ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Miramar FL 33027-6605 Phone:954-883-2900 Fax:954-517-7400 INSURERS AFFORDING COVERAGE NAIC0 INSURED INSURERA: Scottsdale Insaranw company 41297 INSURER LL: Evanston Insurance Co. Imburgia Construction INSURER C: gg ces Milstreet1 RI i� INSURER a Miami FL 3 INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR TYPE OF INSURANCE POLICY NUMB DATE DATE SMRAW Lam GENERAL LIABILITY EACH OCCURRENCE $1,000,000 A X C(oHwAERcIALGENERALLImuw CPS1131882 12/05/09 12/05/10 PREMIsESEa- $50,000 CLAIMS MADE a OCCUR MED EXP cant one person) $1,000 PERSONAL&ADV INJURY $1,000,000 GENERAL AGGREGATE s2,000,000 GEM AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP-OP AGG $1,000,000 X POLICY JiECT LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $N/A ANY AUTO (Ea ALL OWNED AUTOS BODILY INJURY SCHEDULED AUTOS (Per pow+) $N/A HIRED AUTOS BODILY $N/A NON-OWNED AUTOS PROPERTY DAMAGE $N/A (Per fit) GARAGE LIABILITY AUTO ONLY-EA ACCIDENT $N/A 3 �=w OTHER THAN EA ACC $N/A AUTO ONLY. AGG $N/A FXCE88/UMBRE11 A LIABILITY EACH OCCURRENCE $1,000,000 B X OCCUR ❑cww MADE XDVA213809 12/05/09 12/05/10 AGGREGATE $1,000,000 $ DEDUCTIBLE $ X RETENTION $NONE $ WORKERS TION AND EMPLOYERS'LIABILITY TORY LIMITS ER ANY PROPRIETORIPARTNERIEXECUTIV�� EL EACH ACCIDENT $N/A OFFICERIMEMBER EXCLUDED? L( (Mandl-Y in NH) EL DISEASE-EA EMPLOYEE $N/A MrPMOUSIOWNS below E.L.DISEASE-POLICY LIMIT $N/A OTHER M=RIPTKXN OF OPERATIONS I LOCATIONS/VEHMM I EXCUSKXWS AWED BY ENDORSEMENT I SPW LL PROVISIONS Shell (Concrete) Construction. Project: Butler Residence East 1461 NE 102nd Avenue; Miami Shores, FL 33138 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION MIAM138 DATE THEREOF,THEISSUING INSUIRER" LL ENDEAVOR TO MAIL 0 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT,BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIAmJTY OF ANY KIND UPON THE INSURER,ITS AGENTS OR Miami Shores Village 10050 NE 2nd Avenue ATIVEE Au Miami Shores FL 33138 Aum REPRESENTATIVE Y ACORD 28(2009101) ®1888-2099 ACORD CORPORATION. All rights reserved. The ACORD none and logo are regbtered marks of ACORD �v CERTIFICATE OF LIABILITY INSURANCE OPID CR � E / II�IDUC01 FT07/26/10_ PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE Tanenbaum Harbor of Florida HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR 2900 SN 149th Avenue ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Miramar FL 33027-6605 Phone: 954-883-2900 Fax:954-517-7400 INSURERS AFFORDING COVERAGE MAIC d Dells INSURER A: eaottedeas xneuramn Company 41297 INSURER B: Evanston Insurance Co. Imburgia Construction Was Inc INSURER c: i 4 Miami FL 33181Street INSURERIX INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED.NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECTTO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR TYPE OF INSURANCE POLICY NUMBER DATE WM% PDOATLEW&W STs GENERAL LIABILITY EACH OCCURRENCE $1,000,000 A X COLUNERCIALGENERALLIASILITY CPS1131882 12/05/09 12/05/10 $50,000 CLAIMS MADE FKOCCUR MED EXP(Any orae p ) $1,000 PERSONAL&ADV INJURY $1,000,000 GENERAL AGGREGATE s2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMPIOP AM $1,000,000 X POLICY ,ELOC AUTOMOBILE LIABILITY COMBINED;INGLE LIMIT $N/A alw nuro ALL OWNED AUTOS BODILY INJURY SCHEDULED AUTOS (pe,P-) $N/A HIRED AUTOS )BODILY $N/A NON-OWNED AUTOS OPROPERTY WDAMAGE $N/A GARAGE LIABILITY AUTO ONLY-EA ACCIDENT $N/A ANY AUTO OTHER THAN EA ACC $N/A AUTO ONLY: AGG $N/A EKCE.BSIUMBRE.I.ALIABILITY EACH OCCURRENCE $1,000,000 B X OCCUR F-�cLABASMADE XDVA213809 12/05/09 12/05/10 AGGREGATE $1,000,000 $ 0 DEDUCTIBLE $ RETENTION $NONE $ TNON AND Yom.LIABILITY TORY LIMITS ER ANY PROPRIETORIPARTNER�CECUTPXO EL EACH ACCIDENT $N/A OFFICERIMEMBER EXCLUDED? L� PhMdalwy in NH) EL DISEASE-EA EMPLOYEE $N/A IAL PROVISIONS below EL DISEASE-POLICY uMIT $N/A OTHER DESCRIPTION OFOPERATIONS I LOCATKMI VEMCLES I EXCLUSONS ADDED BY ENDONSEMENTISPECIAL PROVISIONS Shell (Concrete) Construction. Project: Butler Residence East 1461 NE 102nd Avenue; Miami Shores, FL 33138 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION ML4M138 DATE THEREOF,THE MING INSURER WILL ENDEAVOR TO MAIL 0 DAYS WRITTEN NOTA TO THE CEtT94CATE HOLDER NAMED TO THE LEFT,BUT FAILURE TO DO 80 SHALL IMPOSE NO ONION OR LIABILITY OF ANY MOND UPON THE INSUR13%ITS AGENTS OR Miami Shores Village REPRESENTATIVES. 10050 NE 2nd Avenue AUTHOR®REPRESENTATIVE Miami Shores FL 33138 rp- ACORD 25(2008/01) ©1888-2008 ACORD CORPORATION. A11 rights reserved. The ACORD name and logo are reghtered marks of ACORD a k Rs Miami Shores Village 4 logo Ullot" t" Building De artnhent 10050 N.E.2nd Avenue Miami Shores, Florida 33138 ORs Tel: (305)705.2204 Fax: (305)766.8972 Permit No: 10-1616 Job Name: September 10, 2010 Page 1 of 1 Building Critique Sheet r 1) A demolition permit application for electrical, mechanical and plumbing are required. 2) A demolition permit will not be issued without a renovation permit being submitted.; 3) Provide a shoring plan for all bearing walls interior and exterior. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheeis and include one set of voided sheets in the re-submittal drawings. Norman Bruhn CBO 305-795-2204 F r f h i i f r k i r r IR Miami shores Vi lage BuildingDepart ent swig n�� 10050 N.E.2nd venue Miami Shores, Florid 33138 0 011)A Fax: (305)7 6.8972 Permit No: 10-1616 Job Name: September 10, 2010 age 1 of 1 Building Critique Sheet 1) A demolition permit application for electrical, mechanical and plumbing are require . 2) A demolition permit will not be issued without a renovation permit being submitted.i 3) Provide a shoring plan for all bearing walls interior and exterior. f Plan review is not complete, when all items above are corrected, we will do a complete pl�n review. If any sheets are voided, remove them from the plans and replace with new revised sheeis and include one set of voided sheets in the re-submittal drawings. Norman Bruhn CBO 305-795-2204 - - �cts6se a E C f �Q $$$ w LEGEND U $ ASPH=Asphalt c LL 9 BM =Bench Mark a BRG =Bearing c� c ffi CB =Catch basin "NOTE: m i a CBS =Concrete Block Structure Mean High Water Line(MHWL)provided by the Bureau of Survey 4 m a m r CH =Chord and Mapping of the Division of State Lands of the Florida Chatta=Chattahoochee Department of Environmental Protection,based on the information rt =Center Line BOTTOM at Tide Interpolation Point#133,elevation 0,.1T Nd YE i8(1.72' s CL =Chain F Link Fence WATER ELEV 10.61 r + 0.09' AT NGVD29). =Clear _ °' > CL I 12:30 PM 0 U il y 8$ CDONC.-Concrete lta 12/14/1 WATERWAY o 11G 2 �, w 0 =Diameter I \\\ (80' TOTAL R/W) U 3 �" r �� o DH =Drill Hole Q o o cr3 DME =Drainage 1£Maintenance I o EWA DGERS `W `o �g o _ - DETAIL Easement ' r1i 1---® - c v 8 c E.B. =Electric Box I 'C H LIFT 127.50(M)(P) d. NAI (N.T.S.) w m c c Fd. NA iL 25.5' ko m m v m Enc. =Encroachment ° a ° _ — — _ _ _ _ 8 w �O `�°' `B `o- F.H. =Fire Hydrant — — — TOP BULK tom m m 5 E c Yd 0 u?s 36' �'0 HEAD- �` o E-8 5 m ro ° F.I.R. =Found Iron Rebar ON /L' apo o I ) g0 N I 3.35 MEAH ATER L1GH /NE= +0.09' WATER ELEV. AT m m m iii Ugnt 3 CBS N 0.1 p' EXiSANG 0 TO WAL I CL. I GROUND _ +1.72' _ 12:30 PM ON 12/14/10 s°' c E o and \ ' $ � � � $ Ec z' ht Po / 0.C coo c C esu �ONC I m A 0.8 c ,� 3 : AA . tel F C. i r8.5 21.80 I Mial� Yillage o 9 c` a = anhole " c E c n I 9.65' N THEW 1/2 - - - - - - - - - - - - - W �� ccs --CONC.i "� 29.65 $ ° H o OF LOT 18 I -I I I-I I-I _ - - I I I IJ I I_ I =III-1I L=1 1=1I I-1I _ I p ai i I BLOCK 1 -I - -,,,-, mo = w 3 sv pli REMAINDER L-m m° i3 ;;m m 18.75 ^ u, .2, of LOT l8 ZONING DEPT s1' a z°o P1, f�, Q 1.45' 8.55' .LOT 19 13.65 . ^ K Cd tl BLOCK 1 `�3 9' 3 9 I � I BLDG DEPT �'lVa � £ m O.U.L.=werheadUtility unes L 0 T 20 _a o OH =Overhang BLOCK 1 ONE STORY $ �� SUBJECT TO COMPLIANCE WITH ALL FEDERAL ° pB =plat Book O 0RESIDENCE #1461 I O STATE AND COUNTY RULES AND REGULATIONS `o $ E PC =Point of Curvature � P.C.C.=Point CurvatMureCompound N $ 4` (UNDER CONSTRUCTION g PCP =Permanent Control Point N This property described as: pG =po9 t of Intersection W d } 5• 7i� 2.8? J. I Lot 19 and the West 1/2 of Lot 18,Block 1, $ P =Property Line 0.05' .��C��k' �* t r.9'�+ 0.30' REPEAT OF TRACT A OF ; 'U PL -Planter CL. 8 .ct P.O.B.=Point of Beginning WALL vP `O CL. MIAMI SHORES BAY PARK ESTATES, h POACH rid 26.80' 21.80' a m P.O.C.=Point of Commencement Q I oct 20.oo' ' ' I according to the Plat thereof, m P.P. =Power Pole s 16 Permanent as recorded in Plat Book 56,Page 86, o P.R.M. Monument Reference 4' CBS `Sj _ ,� ro m m z P.R.C.=Point of Reverse o � 2.50' of the Public Records of Miami-Dade County,Florida. � m � S curvature I I.R. 1/2-0 X2.COLUMNS I LL I io o a o v Tangency III ASPHALT N Y m T c E m R =Radius Tan N ASPHALT m ° 2 $'a RIR =Railroad Z I p,�?/o�0 DRIVE OR1VE �0009 ,LR. 1/2"0 I P.C. CERTIFIED TO' � X �� `"� g� PSM =Professional Surveyor i/ go w.Ma _ _ _ _ _ _ J _ tlT �g Jacqueline C.Butler m 8 m 8 Mapper BLOCK JIr 15' 127 50 ON)(P) W.MO q � � �c c b� o RNV =Right-of-Way CORNER 775.50(P) — — — -- — — — — 207.12(P) E ° 6 m >a c a SWK =Sidewalk o W000 kr3 m L c_9 m is Sac. =Section o W0o0 \_O.U.L. 0 207.15(M) P.P. 15'PARKWAY P.P. v—°, 0E. 13 3 a (TYP) =Typical c m t c c c o T =Tangent N 20.5' S9' rs' kv 14 02nd Street,Miami Shores,FL 33138 m - g m U.E. =Utility Easement N.E. 102nd STREET = _ W = W.F. =Wood Fence W 13 �' o E E W.M. =Water Meter FF - 20'ASPHALT PAVEMENT 1 "THIS SURVEY DECLARATION IS MADE ON THE FIELD = e o 0,1? ac, W.V. =water valve (50' TOTAL R/W) tkDATE INDICATED,TO THE OWNER(S)LISTED.IT IS NOT 2 m ' _ g m + =Denotes Spot �'� TRANSFERABLE TO ADDITIONAL INSTITUTIONS OR o a.. $ Elevations Taken SUBSEQUENT OWNERS." z o a m 4:- BOUNDARY SURVEY. I HEREBY CERTIFY:that this survey meets the Alvarez, Aiguesvives and Associates, Inc. minimum technical standards as set forth by the Surveyors, Mappers and Land Planners N/A (reference) N/A FLORIDA BO L SURVEYORS 5701 S.W. 107th Avenue#204, Miami, FL 33173 Bearing, if any,shown based on AND MAPPERS in c!=cZdon .027 Administrative Not valid unless REVISIONS: FLOOD ZONE COMM.No. PANEL No. SUFFIX: ELEVATION NOTE: (IF APPLICABLE) it bears the Code,pursuan lorida statutes. Phone 305.385.0385 Fax 305.385.0623 L.F.Elev.= 8.00 (lowest habitable floor elevation). it and the --� 305.298.2706 / L.B. N0.6867 AE 120652 0306 L Elevation shown hereon refer to N.G.V.D.1929, signature IVES 08/08/11 F.I.R.M.DATE F.I.R.M.INDEX BASE ELEV. Lowest adjacent grade elevation= 5.7 of Florida licensed original raised seal Field Date Scale: Drawn by: Drwg.No. BM. #B-26-RA(Miami-Dade) ,Elev= 7.23 , Surveyor and PF OFESS ON SURVEYOR AND 08/05/11 1"=25' S.I. 11-18811 09/11/09 09/11/09 +9.00 N.G.V.D. Garage Elev.= 5.01 Erp.= N/A Mapper. MAPPER No.4327. State of Florida. EVC/ ENGINEERING, INC 18930 SW 128 Ave Ph. (786) 493 2617 Miami, FL 33177 Fax(305) 964 7126 INSPECTION REPORT Miami, June 21, 2011 To: Miami Shores Villages Building Department From:Eduardo Vazquez, P.E. Subject: Inspection Report for MASONRY WALLS AND CONCRETE TIE-BEAM Owner. JACQUELINE C. BUTLER Address: 1461 NE 102"°'. ST. MIAMI SNORES, FLORIDA 33128 Permit#RC-12-09-2069 In May 30, 20111 personally inspected the entire engineered unit masonry, including, but not limited to: filled cells, reinforcement, tie-beams, concrete pours, and columns, and 1 have found to be in compliance with the Florida Building Code and the approved plans. The inspection PASSED. If you have any question, do not hesitate to contact me. -,ry t a 4 �te _�,�<•�"f._t'. 0 �L.IBV" (\ +ted. f .AY•: Eduardo Vazquez. P.E. #53893 06/21/11 1 s-2 EXISTING CONCRETE BEAM. o 11 0 0 0 e —10i a ci �N (2)2"X12" P.T. WOOD LEDGER ATTACH TO CONCRETE BEAM. NEW (2)L3X3XJ" W/(2)j"b X3" EMBEDMENT 4" BOTTOM EXP.BOLTS. PLATE WELD TO ANGLE. NEW BUCKET FOR WOOD TRUSS WOOD TRUSS(TYP) SCALE:3/4-1'-0" S-1 SHOP DRAWING PROJECT: MRS.-BUTLER-HOUSE DATE: 6-29-2011 DESCRIPTION: NEW-BUCKET. t Eduard z, P.E. 18 1 Ave DRAWN BY: MIGUEL ORDER M 0211 MMI,Florm W1 If License#53893 •w. 4 WOOD TRUSS(TYP) EXISTING(2)2"X12" P.T. FWOOD LEDGER ATTACH TO CONCRETE BEAM. 3 NEW (2)L3X3X4"X2'-0" L.G. EXISTING CONCRETE W/(2)j"O X3" EMBEDMENT BEAM. EXP.BOLTS. 3° a SIN M I L3X3XJ" WELD TO (2)ANGLES. J" BOTTOM ^-- PLATE WELD TO ANGLE. � DETAIL 3-2 SHOP DRAWING PROJECT: MRS.-BUTLER-HOUSE DATE: 6-29-2011 w v DescRIPTioN: NEW-BUCKET. ` ` ue o : 128 Ave DRAWN BY: MIGUEL ORDER#: 0211 I. 1,1ni"Ida %i:,. .,.a#5M MIAMaE�4DE MIAMI-DADE COUNTY,FLORIDA METRO-DADE FLAMER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)372-6339 NOTICE OF ACCEPTANCE (NOA) www.mimnidade.gov/buildin cg ode Nu-Vue Industries,Inc. 1053-1059 East 29 Street Hialeah,Florida 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.BCPRC reserves the right to revoke this acceptance, if it is determined by Miami-Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION:Series NVTA,NVTAS,NVBH,NVUH,NVRT and NVTH Wood Connectors. APPROVAL DOCUMENT:Drawing No.NU-2,sheets 1 through 4,titled"NVTA and NVTAS,NVBH 24 and NVUH,NVRT and NVTH",dated 02/13/03,with last revision on 07/19/06,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(NOA)number and expiration date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING:None LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date 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#05-0701.04 and consists of this page 1 and evidence pages E 1 and E2,as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M.Utrera,P.E. NOA No:08-0326.11 MAM _ Expiration Date: August 21,2013 • Approval Date:May 22,2008 Page 1 / pg Eduardo Vazquez, P. 18930 SW 128 Ave Miami, Florida 33177 f License#53893 #11 Nu-Vue Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.NU-2,sheets 1 through 4,titled"NVTA and NVTAS,NVBH 24 and NVUH,NVRT and NVTH",dated 02/13/03 with last revision on 07/19/06,prepared by Nu Vue Industries,Inc.,signed and sealed by Vipin N.Tolat,P.E. "Submitted under NOA No.05-0701.04" B. TEST Test reports on wood connectors per ASTM D 1761 by Product Testing,Inc.,signed and sealed by C.R- Caudel,P.E.and S.E.Black,P.E. Report No. Wood Connector Direction Date 1. PT 02-4073 NVTA Upward 11106/02 2. PT 02-4075 NVTA Upward 11/07/02 3. PT 02-4074 NVTA Upward 11/06/02 4. PT 02-3938 NVTA Upward 08/06/02 5. PT 03-4177 NVRT36 Upward 02/03/03 6. PT 03-4202 NVRT36-T Upward 02/19/03 7. PT 03-4271 NVRT36-T Upward 03/27/03 8. PT 03-4270 NVRT24-T Upward 03/27/03 9. PT 02-4095 NVUH26 Up&Downward 01/17/03 10. PT 02-4096 NVBH24 Up&Downward 12/03/02 11. 31-22456.0002 NVTA&NVTAS Lateral 07/06/02 12. PT 04-4698 NVTH24 Upward Parallel/Perpendicular 04/15/04 13. PT 04-5036 NVTH24 Upward Load 12/10/04 C. CALCULATIONS Report of Design Capacities prepared by V.N. Tolat,P.E. Product Model No.of Pages Date Signature 1. NVBM24 7 through 8 05/05/03 V.N.Tolat,P.E 2. NVRT 9 through 14 05/05/03 V.N.Tolat P.E. 3. NVTA&NVTAS 1 through 6 05/05/03 V.N.Tolat,P.E. 4. NVTA&NVTAS 1 through 14 02/06/03 V.N.Tolat,P.E. 5. NVRT 15 through 15 07/07/03 V.N.Tolat,P.E. "Submdtted under NOA No. 04-1202.01" D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office(BCCO). 45%6? arlos M.titiera,P.E. Product Control Examiner NOA No:08-0326.11 Expiration Date: August 21,2013 Approval Date:May 22,2008 E-1 Nu-Vue Industries.Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED EMATERIAL CERTIFICATIONS E. STATEMENTS 1. No Financial Interest and code compliance letter issued by Vipin N.Tolat,P.E.,on 03/26/03 signed and sealed by V.N.Tolat,P.E. "Submitted under NOA No. 04-1202.01" 2. Letter to Nu-Vue Industries issued by Building Code Compliance Office on 08/10/04 and signed by C.F.Font,F.E. "Submitted under NOA No. 04-1202.01" G. OTHER 1. Notice of Acceptance No.08-0326.11,issued to Nu-Vue Industries,Inc.,approved on 09/14/06 and expiring on 08/21/08. /eg Carlos M.Utrera,P.E. Product Control Examiner NOA No:08-0326.11 Expiration Date: August 21,2013 Approval Date:May 22,2008 E-2 TABLE 1 TABLE 2 Truss Anchors NVTA and Riveted Truss Anchors with Seat WAS _ Truss Anchors NVTA and Riveted Truss Anchors with Seat WAS H Maximum Allowable Lao Ibs H Maximum Allowable Load Obs) Product Gauge Gouge No, of Len Product Gouge Gauge No. of Length Code seat strap Fasteners Uplift Uplift Li Single L2 Singl (in)tin Code seat strap Fasteners Uplift Uplift L1 Single L2 Single in each strap Single Doubie & Double&Double each strap Single Double & Double&Double 16 NVTA-16 NVTAS 212 20 14 10d Strop NVTA Straps Straps 16 NVTA-18 NVTAS 212 20 14 10d x 1.5* Strap NVT s' Strops Straps 18 NVTA-18 WAS 214 20 14 5 757 1514 250 500 t8 NVTA-18 WAS 214 20 14 5 1032 2236 250 500 20 NVTA-20 WAS 216 20 14 8 805 1610 250 500 20 NVTA-20 NVTAS 218 20 14 6 1127 2254 385 565 1 854 1708 250 500 7 1136 2272 520 630 22 NVTA-22 NVTAS 218 20 14 8 902 *1804 250 500 22 NVTA-22 NVTAS 218 20 14 8 1144 *2288 520 630 24 NVTA-24 WAS 220 20 14 9 951 *7902 250 500 24 NVTA-24 WAS 220 20 14 9 1153 "2306 520 630 26 NVTA-26 NVTAS 222 20 14 10 999 *1998 250 500 26 NVTA-26 WAS 222 20 14 10 1161 *2322 520 830 11 1048 *2096 250 500 11 1170 '2340 520 630 28 NVTA-28 NVTAS 224 20 14 12 1096 *2742 250 500 28 NYTA-28 WAS 224 20 14 12 1178 *2356 520 630 30 NVTA-30 WAS 226 20 14 13 1145 *2290 250 500 30 NVTA-30 WAS 226 20 14 13 1187 1*2374 520 630 36 NVTA-36 WAS 232 20 14 /4 1193 *2290 250 500 36 NVTA-36 WAS 232 20 14 *Note: For 8 or more nails per strap, use double tm= for double straps. 48 NVTA-48 NVTAS 244 20 14 *Note: For 8 or more nolle per strap,use 4g NVTA-48 WAS 244 20 14 double truss for double straps. l80WICfi�YI889 1� stNs�sUl�awM IlsMlid6e Perpendicular his to wall �>M AnobsestIll+ 8 ,—�',,� General Notes larL2 1.Steel dnoil conform to ASTM AM structural grade 33(Min.yield 33 kill)and tlotewn � 11 a it a minimum galvanized coating of G 60 per ASTM A525. 1�'„r 2.Allowable loads are basad an National Dosing specifications(NDS)for wood Ilz`liz.d'c" H Rek�forcarnant8 Required Z, O construction,2001 Edition and Florida Building Code 2004. 3.psa�foods are for Southern Pine species with a specific gravity of 0.55. MIN 4' ~• 0 2r Agow a bods for other species shag be adjusted accordingly. EMS. 'e---Concrete Tie Boom 4.Nob values we tweed on NDS table IIP.G®0.55 for common wire nags and parallel Lt or Tie Benin famed hove been reduced for Penetration Depth factor CD. WAS 1* to wail mea concrete fill 0 rROODUCIrROMWED Hiles Ola. 5.Allowable loads for wind uplift have already been increased by a duration wi9ndls@iaii0s NVTA, NVTAS * tor of factor 1.6 for anchor nags. 3%3steel etroae Increase ease not used In the 1" 7 factor of vduea �ih.1i.',, VIPIN N. TOLAT, PE (CIVIL) AoaapsessNo FL REG. #12847 S.Allowable loads for more thanore direction for a single connection cannot be 15123 LANTERN CREEK LANE added together.A design load which can be divided Into components M the HOUSTON, TX 77068 directions ghwn must is evoluated os follows: n( V/ _ + ,,, j+ <=1.0 (V u— u a industries, inc. 7.Allowable loads ore based an 1r thick wood members unless otherwise noted 7053eahEast 28 Street Hialeah,Florida 33413 &Ali tie beams and grouted concrete masonry affil comply with chapters 19H yaC' PHONE (305)694-0397 and 21 of 20%Mconcrete for tie beams and grout and mortar for concrete `2� FAX: (305)694-0398 mgr"dab be a min.of 2500 pill.Concrete masonry shall comply with ASTM NVTA AND WAS TRUSS ANCHORS MIN. 4' 9. All testa hove been conducted in accordance with ASTM D-1761. EMB' DM Sheet. Date. Revisions:.hsy 7,2003 June 1s.2005 NVTA 1* NU-2 1 of 4 Fs.13.2003 ,may 19.2� TABLE 5 TABLE 6 NVRT Flat and Twisted Rafter Ties NVRT Twisted Rafter Ties to Concrete Tie Beams or Concrete Filled Masonry Length Product 16d Fasteners Maximum Uplift Load (lbs) Product No. of 16d nails No. of }° diameter Maximum Uplift in Code Gauge n Length Code Gouge to Wood Framing Tapcons to Concrete Load (lbs) ( ) TOTAL • Flat Ties Twisted Ties (in) 12 NVRT-12 14 8 4 725 724 12 NVRT-12 14 4 6 722 16 NWT-16 14 10 5 861 860 16 NVRT-16 14 5 7 856 12 6998 998 61 1 8 891 18 NVRT-18 14 14 1 7 1135 1132 18 NVRT-18 14 7 9 1125 F. 20 NVRT-20 14 20 NVRT-20 14 1'Ra0�®i1Cy�yARINSM 22 NVRT-22 14 22 NVRT-22 14 AemptmwNo J1 „Ll II 24 NWT-24 14 24 NVRT-24 14 2� 0 1" 30 NVRT-30 14 30 NVRT-30 14 1 jp o 36 NVRT-36 14 36 NVRT-36 14 sia+6 a 1p 48 NVRT-46 14 48 NVRT-48 14 I I NVRT Anchor Notes: Notes ,,, Holes dio. ` 1. Specify'F' for Flat and'T' for Twisted when ardering. 1. ITW topcons shall be embedded a minimum of 1j- into concrete tiebeam or tiebeaen formed with concrete filled masonry.ITW topcons shall Do not 2. Fastener values are based on a minimum W thick wood mambo". have a min.edge distance of 2r and minimum mmoing of 1� as shown. Use circled holes 3. •indicates no. of nails in each connected wood manber. 2.See General Notes,sheet t. 16d 4. See Oeneral Notes, sheet i. UPUFT 3. AD tapcane must be In the some row space at 1Pi'on centers. Do not use holes in the opposite row. Strop must be long enough to accommodate required topcons. 0 J Topcons 0 1. )•}•: O I_ LENGTH WE too owe FLPI REG. 2847E (CIVIL) Nota a3 ° �t}' 15123 LANTERN CREEK LANE HOUSTON, TX 77068 HALF HALF I V u— V u a Industries, Inc. Connected Connected to truss to wall 1053-1059 East 29 Street Hialeah,Florida 33013 PHONE: 694-0397 2� Min.edge distance >G )FAX (305)694-0398 P LENGTH p' Reinforcement required �C2� NVRT FLAT AND TWISTED RAFTER TiES Tie Bean formed with DWG i9- Sheet: Date: Revisions-.my 7.2043 concrete filled mosonary or im 2006 16.ZD 6 concrete tie boom NU-2 3 of 4 MR 13,zoos M.10, awy 19,2006 TABLE 7 Truss Anchors NVTH14. u4> F1 Maximum Uplift Loads (lbs Trues plater ped Length Product Gauge Gauge o. of Fasteners to transfer load to (in) Gude seat strap in each Strop Single Strop Double Straps bottom chard 10d x 1.5" on on ReMforcemente 12 NVTH-16 t8 14 Single Truss Double Truss '' Required 5 1032 2064 stet o.1OTx r H 14 NVTH-18 18 14 s 1222 2444 '• 16 NVTH-20 18 14 7 1275 2550 60N.4" Single S� 18 8 1329 2658 Single Truss NVTH-22 t8 14 NVTFI 1 concrete Boom formed 9 1383 2786 with concrete filled 20 NVTH-24 18 14 masonry 10 1437 2874 22 NYTH-26 98 14 11 1490 2980 24 NVTH-28 18 14 12 1544 3088 13 1598 3196 26 NVTH-30 18 14 Truss plate required f to transfer chard to bottom 32 NVTH-36 18 14 W Reinforcements L 44 NVTH-48 18 14 Yt" O Required t1< 214" o 0 e t�.+ Nage on Front&Back p Shell be off centered r VIPIN N. TOLAT, PL (MVIL) Haas Olo, J' fly Double strap concrete rre Beam FL REG. # 12847 0 Double Truss or Tie Bean formed 5 Naas in Front(bin.) 15123 LANTERN CREEK LANE With concrete filled Naas god x t5" KOUSTON. T% 77058 NM Nu—Vu e Industries, Ina. o�pbirh.fJsae ally �� 108.9-low ttaet a Street dA� HWeak Florida 93019 ►� ' Phone: I3 sob) 894-03970b00 ^t�� Feta (905)684-0998 Qoaeis9 Z 1 " NM ANCHO918 DTFO sheet: Date: �R�ffisims:of oa r: aoc TABLE � s TABLE 3 TABLE NVBH 24 BUTTERFLY HANGER NVUH 26 JOIST HANGER ALLOWABLE FASTENER ALLOWABLE LOADS(Lbs.) FASTENO Wm SCHEDULE LOADS(it-) 10 �y' SCHEDULE 7A �25 < i7f � T; ,4DOWNWAI� WIND UPLIFT � � GR OWNWAR DSGRAVITY LOADS LOAD _ 2x4 NVBH2 18 12 6 1113 2x6 NVUH26 14 20 10 2233 1213 Notes: Notes: 1.Use all specified fasteners in schedule to achieve values 1.Use all specified fasteners In schedule to achieve values Indicated. Indicated. 2. Values are based on 1j'header and Joist thickness. 2.Values are based an 3-header thklmess and 1r Joist thickness. 3.See General Notes, Sheet 1. 3.See General Notes.Sheet 1. SYMM.®Mid Span tiygYMre I SYMM.0 Mid Span 21' UPLIFT tt>I.i�a oe o 0 • o o • e -_ QQ ' • • • • ° • X00 O ° o ° 0 oolo 3r . ' AoapsseeeNe s 7 '"' • 2i. VIPIN N. TOLAT, PE (CIVIL) ° DOWNWARD LOAD FL REG. $12847 DOWNWARD LOAD 15123 LANTERN CREEK LANE ° • • • HOUSTON, TX 77068 0 • o • o N u— u e Industries, Inc. • ° 2j' � 1053-1059 East 29 Street - • licfech. Florida 33013 PH• 15 FAX.(33005)$94-03398 1jr 2r 1 NVBH 24 AND NVUH 28 HANGERS DWG #-. Sheet: Date: Revisions:July7,goat June 15,2005 2 , 4 fE9.is Jam 1Q 2005 NU-2 July 19,zoos Q USPOSTAGE y— or 09.79° Foosoo.e.Rz�o'nvDucA IN. 33i38 mst-cfass Mailed From 33138 7013 3020 0000 8517 5325 09/23/2015 032A 0061800478 IMBURGIA CONSTRUCTION SERVICE INC LOUIS IMBURGIA 9822 NE ; —— — MIAMISH NIXIF- 333 CE 1909 �� /��-r'15 RETURN TO SENDER UNCLAIMED UNABLE TO FORWARD 8C= 33138238299 *AR06-09270-24-40 ffi 1111f fill �I��1�1!{#�111�1.1�fi1�1>>1 �11�I a a i Miami Shores village D 70i Building Department JvL � 6 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795.2204 Fax:(305)756.8972 INSPECTION'S PHONE NUMBER:(W 762.4949 FBC 20 WELDING \ Permit No. l PERMIT APPLICATION Master Permit Nu�- 09 Permit Type: Electrical JOB ADDRESS: I y w N V.. r s2 St City: Miami Shores County: Miami Dade Zip; 13$ Folio/Parcel#• Is the Building Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): Phone#: Address: 1461 AX" 1-Ot 7-�r- city: State: �Pl zip: 3313 TenanvUssee Name: Phone#: Email: CONTRACTOR:Company Name: y P Phone#: 30S 75J lJ/l Address: t'f q,5 State: L zip: -3 city: M,q.n-„ � .s��c S i`G Qualifier Name: /tai G �4 P Phone#• 2::T- 2" t�a State Certification or Registration#: fz=L 13 0-227 Z3 Certificate of Competency#: Contact Phone#: Email Address: DESIGNER:Architect/Engineer Phone#: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: OAddress XAlteration ONew ORepair/Replace ODemolition DewriptionofWork• tZ&L-CCA-n" C-d1%'1W-n't0f0n-' moi? 1 Submittal Fee$ Permit Fee CCF$ CO/CC$ Senning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ Bonding Company's Name(if applicable) Bonding Company's Address City State zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 11WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT:' Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged 1 d. Signature Signature i Owner or Agent Contractor The foregoing instrument was acknowledged before me this 1( The foregoing instrument was acknowledged before me this /(7 day of'?tk ,20 (3,by 7ntc��u w� "� � - — day of I ,20 L,by �✓� who is personally known to me or who has produced who is persov known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLI Sign: Sign: - Print: '+�-H'q'� Print: Notary Pubic State of Florida Notary Public Sten of Fbride My Commission Expires: � My Michael Robert Jaer My Commission Earp MidieUe Perez rNr Cos+zoEs es1saT �s , � ro&M0My Cmmission 17 000a2t a�a Exftw 0000�oe��i<000*�e00000*�aaoesoa�aaaaaaas�s*a�aao�o*000�a�*aoa*0000�oa�o��o�*aooaoo*a��*o�aa�ooa**o*osoo**eoe��oa )Wl APPROVED 1116�A� Plans Examiner Zoning Structural Review Clerk (Revised 3/1=012)(Revised 07/10/07)(Revised 06/10/ M)Aevised 3/15/09) Miami Shores Village rJUL ua1 `a�3 �( Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY°® ®®ppppOOOOO�� Tel:(305)795.2204 Fax:(305)756.8972 I�I13'� t'uD 11 ru-Afr, INSPECTION'S PHONE NUMBER:(305)762.4949 BUILDING Permit No. t_ PERMIT APPLICATION Master Permit No.Qs.--0i Zdo*l FBC 20 Permit Type: MECHANICAL OWNER:Name(Fee Simple Titleholder).•7311LQL LJ kA-%OREA- Phone#: Address: 1,q(o1 City: VL4 V 0r^..k 'e- State: 4:7L Zip: 331-58 Tenant4zssee Name: Phone#: Email: JOB ADDRESS: 14 6( kjlr,— City: Miami Shores County: Miami Dade Zip: 3 21138 Folio/Parcel#• t l - 1201;- 01 L0 Is the Building Historically Designated:Yes NO �" Flood Zone: L��ru�ti •�- 252-- �o��'i CONTRACTOR:Company Name: AI IL04 Q'wA ukl� Phone#: Address: 1q(05 �`I1Sf- caTrL�v>�7L� City: M 14A-,-t 13 4rW1 State tel, Zip: 3�e Qualifier Name: ��-"`-� W+4ovt N Phone#: State Certification or Registration#: CAL-C6(OZ-92- Certificate of Competency#: Contact Phone#: Email Address: DESIGNER:Architect/En ' '` - 1.- �' - Phone#: Value of Wo r Square/Linear Footage of Work: Type of . .; OAlteration ONew ORepair/ReplaceODemolition D61 o ' < `v �Y J 4cam - trkz Z CA C.c` 1 :c.wct'S �l'13 -coo aad3 A40 &-Fv 4 W ip `tw.. 101�►�►' •.."ny M' ty'yuypau,.::hpy�.+..y;^..- y'.p.^yyRy.yyyyy yy yy y yy�y.y pg �yy p y __♦yyyp. TY•P4TT•P�*4•P*BT�8S9WPPTTPTTP�AiBkW4 � kT41�9�*k4W$W�M$#��T�044k9�k8k�V#$PP9•WT•P Submittal Fee$ Permit Fee$ �/ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ 1ponding 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 f Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 6WAItNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the Building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Signature Sigc Own�,rentContractor The foregoing instrument was acknowledged before me this may` The foregoing instrument was acknowledged before me this( day orJVCX— ,2013 ,byMA� day ofd— t3 ,by US-4^J (y,lgy%+I'N , who is rsonally kno to me or who has produced who is personally knownt me or who has produced As identification and who did take an oath. identification and who did take an oath. NOTARY PUB!4,C: NOTARY PUB Q Sign: Sign: Print: M'L&A-4-9't,, ILrr5fir�T Jgrt-- Prin vti.1c�141prc�.�m +4� My Commies' Pltft l � My n I��tobett.I� �� EE 831847 MY Cprtunbsion EE 831847 08/03/2018 + ' E 0 038018 e+ *1** **ITIans APPROVED BY 4 Examiner Zoning Structural Review Clerk (Revised 07/10/07)(Revised 06/10=09)(Revised 3/15/09) I"�rrr FrC�'aj-rl r i e r J SUBMITTAL DATA Pro ect 24ACB760/FV4CNB006 Date Saturday, June 29, 2013 Customer CHANIN MECHANICAL JASON CHANIN • t Table Of Contents Project~UntMed4 06/29/2013 Pre ared :JASON CHANIN 03:OOPM AC-AH U-1 ......................................................................................................................................................................3 UnitReport.......................................................................................................................................................................................4 PerformanceSummary.....................................................................................................................................................................5 AcousticSummary...........................................................................................................................................................................7 CertifiedDrawing..............................................................................................................................................................................8 GuideSpecifications.......................................................................................................................................................................11 AIR-COOLED,SPLIT-SYSTEM AIR CONDITIONER 24ACB 14/2 TO 5 NOMINAL TONS......................................................11 Residential Carrier Products Bldr 1.19k Page 2 of 12 AC-AHU-1 Project:—UntitleM 06/29/2013 Prepared By,JASON CHANIN 03:OOPM AC-AH U-1 Submittal Cover Sheet Unit Report Performance Summary Report Acoustic Summary Certified Drawings Guide Specifications Residential Carrier Products Bldr 1.19k Page 3 of 12 Unit Report For AC AHU-1 Project:-Untitled4 06/29/2013 Prepared :JASON CHANIN 03:OOPM r� 9 Outdoor Unit Parameters Indoor Unit Parameters UnitQuantity:..................................................1 Unit Quantity:..................................................1 UnitModel:.............................................24ACB Unit Model:...............................................FV4C Unit Size:................................................5 Tons Unit Size:.................................30-60,000 Btuh Voltage:.........................................2081230-1-60 V Ph-Hz Cabinet Insulation:AAodularwith 14n.super thick insulation ............................................................................. e:.........................................208/230-1-80 V-Ph-Hz System Parameter System Quantity:.............................................I Heating Size:........................................No Heat Outdoor Unit Dimensions and Weight Indoor Unit Dimensions and Weight UnitLength:....................................................3' Unit Length:...........................................1'10.1" Unit Width:..............................................3'3.0" Unit Width:..............................................1'9.0" Unit Height:...........................................T 10.0 Unit Height:...........................................4'11.0" Unit Shipping Weight:..................................373 Ib Unit Shipping Weight:..................................207 Ib Note:Outdoor unit dimensions may vary depending on the minor series sent from the factory...................... Warranty Information Indoor FV4C First Year-Parts Only(Standard) Warranty Information Outdoor 24ACB First Year-Parts Only(Standard) Ordering information Part Number Description Quantity Outdoor Unit 24ACB76OA003 Comfort Air Conditioner with Puron Ref i erant 5 Tons Cooling 1 Base Unit 17 SEER 0 ARI Conditions 1 Standard 1 Accessories TP-PRH01 A Thermidistat Performance Programmable Control 1 Base Unit-Indoor FV4CNBO06T00 FV4C Performance Series Fan Coil with Puron 36000 BTU Cooling 1 Base Unit Modular with 1-in.super thick insulation 1 Armor Coat 1 Accessories KFCEH2601 C10 10 kW Electric Heater vdth Circuit Breaker 1 Residential Carrier Products Bldr 1.19k Page 4 of 12 Performance Summary For AC-AHU-1 Project-Untitied4 06/29/2013 Prepared :JASON CHANIN 03:00PM System:.......................................24ACB/FV4C System Quantity:.............................................I Altitude:........................................................0.0 It Linear Pipe Length:.......................................0.0 ft Actual SEER:.............................................17.0 EER @ ARI Conditions:..............................13A Outdoor Unit Parameters Indoor Unit Parameters UnitQuantity:..................................................I Unit Quantity:..................................................1 Unit Model:...............................24AC87SOA003 Unit Model:...............................FV4CNB006T00 Unit Size(Nominal):................................5 Tons Unit Size(Nominal):.................30-60,000 Btuh Voltage:.........................................208f230-1-60 V-Ph-Hz Voltage:.........................................2081230.1-60 V-Ph-Hz Clg Ent Air DB Ambient:..............................95.0 °F Actual Airflow:.........................................2000.0 CFM Standard Airflow.....................................2000.0 CFM Total Net Clg Capacity:.............................60.91 MBH Net Sensible Clg Capacity:........................45.38 MBH Ent Air DB:...............................................80.00 °F Ent Air WB:...............................................67.00 °F Ent Enthalpy:............................................31.44 BTU/lb Lvg Air DB:...............................................58.99 °F Lvg Air WB:..............................................57.44 °F Lvg Enthalpy:...........................................24.67 BTU/lb Heating Size(Nominal):........................No Heat Indoor Unit External Static:..........................0.50 in wg Total System Power:...................................4.57 kW Clg Coil Note:***Ahflow adjusted to high(400 cfmfton). Outdoor Electrical Data Indoor Electrical Data: Unit Voltage:..................................2M230-1-60 V-Ph-Hz (For units with no factory installed electric heaters) Fan Motor FLA:..........................................1.30 Amps Unit Voltage:..................................2081230-1-60 V-Ph-Hz MCA:........................................................30.06 Amps Unit FLA:......................................................6.8 Amps Max Fuse:.....................................................50 Amps Unit MCA.....................................................8.5 Amps Operating Range Min:..................................197 V Unit MOCP:................................................15.0 Amps Operating Range Max:.................................253 V Unit Min Wire Size:.....................................14.0 Compressor RLA:.......................................23.0 Amps Unit Fuse/Ckt Bkr Amps:.............................15.0 Amps Compressor LRA:.....................................118.0 Amps Motor HP:.....................................................34 HP Min Wire Size @ 60C:......................................8 :Notice:Indoor Elect data is for 208/2304-60 voltage Min Wire Size @ 75C:....................................10 Max Length Wire Size @ 60C:.......................93 ft Max Length Wire Size @ 75C:.......................57 ft Accessory Electric Heater Data (Single point power for unit WITH electric heaters) EH Part Number:.....................KFCEH2601C10 Electric Heater WV:.....................................10.0 kW :For 2 wire operation(single circuit):.......................... Heater Amps:......................................36.2(40.0 Amps Heater+Motor MCA:...........................53.8f58.5 Amps Heater+Motor MOCP:.............................60/60 Amps :For 4 wire operation(dual circuit):............................ Accessory Voltage:........................20af230-1-60 V-Ph-Hz Acoustics Sound Power Levels,db re 10E-12 Watts Outdoor Unit d6 indoor Unit dB DBA Levet 74.0 NA 63Hz NA 70.0 125Hz 52.4 66.0 250Hz 62.4 62.0 Residential Carrier Products Bldr 1.19k Page 5 of 12 Performance Summary For AC-AHU-1 Project:-untitleM 06/29/2013 Prepared :JASON CHANIN 03:OOPM 500Hz 62.3 59.0 1000Hz 65.5 57.0 2000Hz 65.5 55.0 4000Hz 58.0 51.0 8000Hz 51.9 NA Sound Message Residential Carrier Products Bldr 1.19k Page 6 of 12 Acoustic Summary For AC-AHU-1 Project:~Untitied4 06/29/2013 Prepared :JASON CHANIN 03:OO13M Outdoor Unit Parameters: TagName:.........................................................................................................................................................AC-AHU-1 UnitModel:..............................................................................................................................................................24ACB UnitSize:.................................................................................................................................................................5 Tons Variations:...........................................................................................................................................................Standard Octave Band Center Frequency,Hz 63 1 125 1 250 1 500 1 1 k I 2k I 4k8k dBA Sound Power,dB 0.0 52.4 62.4 62.3 65.5 65.5 58.0 51.9 A-Wei hted Sound Power,dBA 74.0 Indoor Unit Parameters: Tag Name: AC AHU-1 Unit Model: FV4C Unit Size: 30-60,000 Btuh Cabinet Insulation: Modular with 14n.super thick insulation Octave Band Center Frequency,Hz 1 63 1 125 1 250 1 500 1 1k 2k 4k 8k I dBA Sound Power dB 170.0 166.0 162.0 159.0 157.0 155.0 151.0 1 0.0 A-Weihted Sound Power,dBA 1 0.0 Residential Carrier Products Bldr 1.19k Page 7 of 12 � 'u'u y m � C. DITWENSIONS - ENGLISH �D� lA@T SEAS A B C D E F a K L N N P WEWT as)YnBGKT Ow DONS x W x z p 24ACB724 0 X 0 1 0 0 31 3116' 39 1/8' 3 7/8' 3/4° 6 9116• 124 11116• 9 1/8• 2 15116• 518' 14 1/4' 17 1/4' 19 114• 204 243 32 318•X 35 1/2'X 42 314• n 24AC8736 0 X 0 0 0 31 3116' 39 1/8' 3 T/8' 7/8' 6 9116• 24 11116' 9 1/8' 2 15116• S/8' 14 1J4' 17 1/4' 79 1/4• 204 243 32 318•X 35 112'X 42 314• 2498748 0 X 0 0 0 35' 39 1/8' 3 118' 718° 6 9118' 28 T/I6' 9 1/8• 2 15116' $/8• 18• 17 1/2' 19 112• 306 363 36 118'1 39 5/16.1 42 3/4• 1 24ACBIOO 0 X 0 0 0 35• 45 7/8' 3 118' 7/8° 6 9116' 28 7116' 9 1/8' 2 15116• 5/8' 17 7/8' 18 5/8' 20 114' 316 373 36 116•X 39 5116'X 46 3116• O Z Q NOTES: � %:YES 1. ALLOW 24°CLEARANCE TO SERVICE END OFUWT. 0=NO 48"ABOVE UNIT,G•ON ONE SIDE,12'ON REMAINING SIDE, 0 AND 24"BETWEEN UNITS FOR PROPER AIRFLOW 2 MINIMUMOUTDOOROPERATING AMBIENT IN COOLING Wm MODE 16 S8°F,MAX.128•F. Q. 3, � S TNISTHS 13TH POSITIONOFTHE T M NUMBER. "S 4. CENTER OF GRAVITY®. CD 5. ALL DIMENSIONS ARE IN INCHES*UNLESS NOTED. .=�..NK.�. =i co A C AIR AIR IN DISCHARGE Q AIR DISCHARGE D v e � 0 FIELD CONTROL B S 119�HO"E AIR IN F aA FIELD @SUPPLY CONN. ••--AIN IN ;- PO�NrE7/8'HOLE 61TN 1.. q�t i/8•KNOCKOUT e N r - 7 IN 3/8• LIQUID LINFCONR. C P 3' E C 3 vz i T/8• L 5/16• 00 VAPOR L[NE CONN. K IN IN 0318*71EPOWN INDCXOUT WT SM MOUNTM PAD 121 PLACES 24, 36 31 112'X 31 112' 48,60 35•%35' CD 00 QWp m 0 O N $to M -o v $ , a CL n `v z Q n .0 z Ai/R',1 3f 3Y' • Y� FOR NIGH VOLTAGE POWER WI RIMi FOR'NX.O. P"rP I tle• FOR LOXOW VOLTAGE NI/ CONTROL MIRING MOTE: Q I.SERIFS DESIONAT10N IS THE IV.POSITION 0 OF UNIT PRODUCT NUMBER 1 15116' 1' a TOP VIEW 36 —22"IS• 10 3/'S.— co /16'co 15116' 2 If8• 1 WtLET AIR 3/4' ISCOIIVECT OP Q CIRCUIT BREAKER NOTE:ALLOW 21•FROW FRONT LOCATION NOTE: SERVICE v LTEepATE UNIT CONNECTION SIZES LOIER.COWTROL. T/S'.I 3132'.I'DIA,N.0,'S NOTE:MODULAR b(LECTR it NEATER SUCTION:002 4 003-$14'1,0.SWEAT FOR NI6N Yq.TAGE UNITS NILI AAV( ACCESS PANEL 003 8 006 118'I.D.SWEPT ALTERNATE POWER WIRING A TM]-PIECE L10DID:3/4'1 0.SWEAT Tl8•DIA.M.O. OPPOSITE SIDE CABINET COMU[XSATF:314'FPT fOR to.VOLTAGE CONTROL WIRING �0111011 L FIELD CONVERTED B16NT SIDE RETURN OPENING �X IMEi AIP tSLOPE COIL UNITS OMT' 3 PANELACCESS 1 III' 2 S!R' !11116' nN� A MING IWID LINE CONNECTION OU ID tI NE E IOUID LIVE O PAMEL 3 1/16' COMNECTIOW CWNNECTIOW OCiIOW LINE<OtlNECt10N J H 1 7/16' MIEN • 19• MODUtAN URI IS " 0 7116' SUCTION LINE -TION ION LI 9 1!2' i 314• 6 3116• AN r 5' FILTER ACCESS OPENING I. � OPE ING PANEL ACCESS PA � FTG fog I I!4' 19 13118' 2'It- _D SLOPE COIL DETAILS SLOPE 0� ILS RIGHT SIDE VIEW CONNECi101 LOCATIONS SHOWN fW INIET AIP OR Catz. DOW L0N OR LEFT APPLICATIONS -4011ig112 INLET AIR FRONT VIEW AlmA° COILS SHOWN NILM•A•COIL DETAILS CONNECTION WXNFLOW APPLICATIONS LOCATIONS FOR UPFLON OR NORIZ.APPLICATIONS j DIMENS IONS AN1T S12E A B C D E I3 J in mm m mm m mm in mm m mm in mm in mm FV4CNB003 53-7/16 1357 21-1/8 537 19-1/4 489 19-1/8 486 19-3/16 487 28-5/16 735 19 483 FV4CNB005 53-7/16 1357 21-1/8 537 19-1/4 489 19-1/8 486 19-3116 487 28-5/16 735 - - FV4CNB006 59-3/16 1503 24-11/16 627 22-3/4 578 22-11/16 576 25-1/4 642 34-1/16 865 - '0 FV4CW002 42-11/16 1084 17-5/8 448 15-3/4 400 15-5/8 397 10-3/4 273 - - - FV4CW003 53-7/16 1357 21-1/8 537 19-1/4 489 19-1/8 486 19-3/16 487 - - 19 483 FV4CNF005 53-7/16 1357 21-1/8 537 19-1/4 489 19-1/8 486 19-1/2 495 - - - to W om R O L O N i!w � �° co m SLOPE COIL C ODIC CORDEN8ATE PAX OMEN CAPS NOT SIAM FOR CLARITY. T(16'TTP. a AIRFLOW E2 PLACES], AIRFLON t 3118'TYP. Y. A, IY plACE31r 'A A R © �I•TTP, I T 0 PRIIIAAT DRAT tt PUCCSIr 3 Ila• % SECONDARY DRAIN F PRIMARY DRAIN T 1 Ild• SECOImART ORAI PRI XAHI DRAIN 113!16' z Y^u SE1011.1f DRAIN TIP.- i(P6� 5ECONDARY DRAI 0 PRIMARY DRAT 5 11/1' 2 T/8' 6!B' © ® /16' W TP. Q i/2' 11/1• TYP.•1•T(P. Ii1PtACFSP. 112' 0 iTP.r 18/8• 2 6118' 12 PLACEStr I I/C. Tl8' 116' 3 I/4' 1 13(18 2 3 ' TYP.r i/B' 2)I8• TYP. TIP F TIP.. HORIZ. LEFT S• t2 PLACESI. UPFL06 DOUNFLON (AS SHIPPED) (AS SHIPPED) (FIELD CONVERTED} HORIZ. RIGHT (FIELD CONVERTED) ANNEENEEN to T/16•TYP. .� r HORIZONTAL MOUNT LOCATIONS-DIMPLES PRDVIDED 11 TOP PANEL. AIRFIOI 16 PLACE31 AIRFLOA Q AND BACK ON CABINET I/CA31XET BOTTON.HOLES PROVIDED � 2 3116'TIP. .136'DIA.0011201TAL RANGING NARDNARE TO BE FIELD SUPPLIED. t2 PLACES/r E0 © It PLAD[SI 1100N0AN1 DRAIN j H P'IMABT ORAll ECONOART DRAI1 BINARY BRAIN PRIXART GRAIN I IJ/16' SI18' X EF C ARMY DRp I1 1TPr TTp• SECONDARY DRAIN PRIMNRY 6 O © O O I O 3'1J8 © IP PLK[Slr ~ © j— 1 112' T R� I/2' i I/2' Sll6' 3 1116' ?1 16'TIP, S TIB' 1 3116' 112'J TYPr S Tib' 2 I1/16' iiPr 16 PLACES tr T 716' TIP.. T/8' 1 3116' t 3/16' 6 Ila• 1 13/IB' TYPr 12 PLACEW DOWNFLON TTP. 118' HORIZ. RIGHT P.r HORIZ. LEFT UPFLON (FIELD CONVERTED) (FIELD CONVERTED) (AS SHIPPED) (AS SHIPPED) 2 A-COI i c DIMENSIONS � UNITSIZE F mm vF G mm COIL TYPE BSHIPPING WEIGHTin kB FV4CNB003 26-15/16 684 27-1/2 699 SLOPE 150 68 FV4CNB005 26-15/16 684 27-1/2 699 A 172 78 FV4CNB006 32-15/16 837 32-5/8 829 A 207 94 FV4CNF002 18-9/16 471 18-1/4 464 A 135 61 FV4CNFW3 26-15/16 684 27-1/2 699 SLOPE ISO 68 FV4CNFOOS 1 27-1/4 1 692 1 26-15/16 684 A 172 78 OJ � O O g� N Guide Specification for AC-AHU-1 Project-Untitied4 06/29/2013 Prepared :JASON CHANIN 03:OOPM GUIDE SPECIFICATIONS GENERAL 24ACB System Description Outdoor-mounted,air-cooled,split-system air conditioner unit suitable for ground or rooftop installation. Unit consists of a hermetic compressor,an air-doled coil,propeller-type condenser fan,and a control box.Unit will discharge supply air upward as shown on contrail drawings. Unit will be used in a refrigeration circuit to match up to a packaged fan coil or coil unit. Quality Assurance —Unit will be rated in accordance with the latest edition of ARI Standard 210. —Unit will be certified for capacity and efficiency,and listed in the latest ARI directory. —Unit construction will comply with latest edition of ANSI/ASHRAE and with NEC. —Unit will be constructed in accordance with UL standards and will carry the UL label of approval.Unit will have c-UL approval. —Unit cabinet will be capable of withstanding Federal Test Method Standard No. 141 (Method 6061)500-hr salt spray test. —Air-cooled condenser coils will be leak tested and pressure tested. —Unit constructed in IS09001 approved facility. Delivery,Storage,and Handling —Unit will be shipped as single package only and is stored and handled per unit manufacturer's recommendations. Warranty(for inclusion by specifying engineer) — U.S.and Canada only. PRODUCTS Equipment —Factory assembled,single piece,air-doled air conditioner unit.Contained within the unit enclosure is all factory wiring,piping, controls,compressor,refrigerant charge Puron(R-410A),and special features required prior to field start-up. Unit Cabinet —Unit cabinet,including louvered coil guard,will be constructed of galvanized steel,bonderized,and coated with a powder coat paint. Fans —Condenser fan will be direct-drive forward-swept propeller type,discharging air upward. AIR-COOLED,SPLIT-SYSTEM AIR CONDITIONER 24ACB 1-1/2 TO 5 NOMINAL TONS —Condenser fan motors will be totally enclosed, 1-phase type with class B insulation and permanently lubricated bearings.Shafts will be corrosion resistant. —Fan blades will be statically and dynamically balanced. —Condenser fan openings will be equipped with coated steel wire safety guards. Compressor —Compressor will be hermetically sealed. —Compressor will be mounted on rubber split-post vibration isolators. —Compressor will be covered with a sound absorbing blanket. Condenser Coil —Condenser coil will be air cooled. —Coil will be constructed of aluminum fins mechanically bonded to copper tubes which are then cleaned, dehydrated,and sealed. Refrigeration Components —Refrigeration circuit components will include liquid-line back-seating shutoff valve with sweat connections, vapor-line back-seating shutoff valve with sweat connections,system charge of Puron(R-41 OA)refrigerant,and compressor oil. —Unit will be equipped with high-pressure switch,low pressure switch and filter drier for Puron refrigerant. Operating characteristics —The capacity of the unit will meet or exceed Btuh at a suction temperature of _F.The power consumption at full load will not exceed kW. —Combination of the unit and the evaporator or fan coil unit will have a total net doling capacity of Btuh or greater at conditions Of CFM entering air temperature at the evaporator at _F wet bulb and F dry bulb,and air entering the unit at _F. —The system will have a SEER of Btuh/watt or greater at DOE conditions. Electrical Requirements —Nominal unit electrical characteristics will be v,single phase,60 hz.The unit will be capable of satisfactory operation within voltage limits of v to V. —Unit electrical power will be single point connection. —Control circuit will be 24v. Special Features Refer to section of this literature identifying accessories and descriptions for specific features and available enhancements. Residential Carrier Products Bldr 1.19k Page 11 of 12 r . . Guide Specification for AC-AHU-1 Project:—untitied4 06/29/2013 Prepared :JASON CHANIN 03:OOPM Guide Specifications — Fan Coils — Fixed Speed Guide Specifications for (See the most recent edition of publication for data for the specific model to be specified). Furnish and Install direct expansion fan coil(s)equipped with cooling control kit and (with) (without)electric heater in the location and manner shown on the plan. Unit shall operate properly in (vertical upflow) (horizontal right) (horizontal left) (vertical downflow) position and is to be installed with ductwork. Total cooling capacity shall be Btuh or greater,and.sensible heat capacity shall be Btuh or greater,at conditions of cfin, degree F wb degree F db air entering unit,and a coil refrigerant temperature of degree F. Efficiency shall be when matched with outdoor unit (per ARI ratings certification). Unit enclosure shall be insulated with a 1 inch foil faced,high density,R4.2 insulation,and be constructed of prepainted galvanized steel. Large front service access panels shall provide easy access to all components. Unit shall be (factory), (field) equipped with reusable type filters. Filter shall be inches(X) inches. Fan shall be forward curved with double inlet,mounted on motor shaft,dynamically and statically balanced. The fan shall deliver cfin with in.wg external static pressure operating at hp. Fan-motor assembly shall be removable for service. Blower motor shall be induction type,of hp. Cooling coil shall have a face area of not less than sq.ft.and be constructed with brazed copper tubing with aluminum lanced fins. Coil shall have TXV(thermal expansion valve); refrigerant line fittings which permit braze connections. Condensate pans shall be equipped with primary and auxiliary drain connections with brass inserts,sloping,with minimal standing water retention. Refrigerant to be used will be (R-22) (R4I Oa). Blower controls include control board with time delay relay,a 5 amp replaceable automotive-type circuit protection fuse,and motor speed tap selection terminal(SPT). Electric heater shall be (factory) (field)installed wired for (single) (multiple)supply circuit and (single) (3-phase)operation on fixed speed fan coil units. Standard heater control wiring shall be single stage with optional multiple staging capability. All heaters shall be equipped with thermal overload device,current overload for heater above 10 kw. Cooling control system includes 40-VA control circuit(24 v)transformer,with replaceable 5 amp blade-type auto fuse. Low voltage connections shall be point-to-point"wire"connections. Maximum dimensions: length inches;width inches;height inches. Electrical requirements: volts, (single phase) (three phase),frequency (60) (50)hertz. Residential Carrier Products Bldr 1.19k Page 12 of 12 • Miami Shores Village p Buildin De artm sFP 2 4�0" gp entL� 10050 NB.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795.2204 Fax:(305)756.8972 BY. J ------•---- ` INSPECTION'S PHONE NUMBER:(305)76U%9 B DING Permit No. PERMIT APPLICAT s Permit Nok Q IBC 20 Permit Type:MECHANIC OWNER:Name(Fee Simple Titleholder): Pho ? Address: / city: state: /=G.-- Zip:3'7/ 7 Z Tenantnessee Name: Phone#: Email: JOB ADDRESS: 4242 City: Miami Shores County: Miami Dade Zip: Folio/ParceW. Is the Building Historically Designated:Yes NO Flood Zone: CONTRACTOR:Company Name: �J v l� G �Pho Address: j �✓ 7-5 I�� City: ,�7 stater Zip: Qualifier Name: Phone#: c 4 Sfate Cordfication or Registration#: Certificate of Competency#: Contact Phone#: Emil Address: DESIGMMi ArchitectlEngineeY. 4:y?AJ D Phone#: 306=G1c>'9 y90 S Valued Work for this Permit:$ Square lLiaear Footage of Work: Type of Work: []Address []Alteration []New []Repair/Replace []Demolition Desci3ptlon-of Work: SIf— GC_-ocl Vey � + n 15.1 0k) SublaitW Fee$ Permit Fee$ •0 -CCF$ CO/CC$ Scanting Pee$- Radon Fee$ DBPR$ Bond$ Notary$ Training/Edncadon Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE I Bonding Company's Name(if applicable) Bondjni Company's Address Y' ' City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORA PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT:.I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construe n lien law brochure will be*livered to the person whose property is subject to attachment. Also, a certified copy of the recorded ce of commencement must posted at the jolt site for the first inspection which occurs seven (7) days after the building pennit sued n e abse a of h posted notice, the inspection will not be approved and a reinspection fee will be charged Signature Si Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregog instrument was acknowledged beforeme N day of 20_,by day of 20L�,by Lo4t5 � bpi who is personally known to me or who has produced who is personally knmto me or who has produced,_-- As identification and who did take an oath. Ias identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC:. Sign: Sign: A'A"f 3- " Print: Print: My Commission Expires: My Commission Expires: � `' H SAM 111'M1Q1i#EES * EXPIRES:February 15,2017 'f BMW Ra&*NOM S APPROVED BY CP Examiner a Zoning Structural Review Clerk r ' (Revised 07/10/07XReviwA 06/10=09)Mevised 3/15/09) Miami Shores Village Building Department 10050 N2 2W Avenue,Miami Shores,Florida 33138 Td:(305)795MM Fs$:(305)756.8972 INSPECTION'S PHONE NUMBER:(305)762A%9 BUILDING Permft No. PERMIT APPLICATION Master Pam*No. - 9 FBC 20 Pan*Type:MECHANICAL OWNER:Name(Fee Simple Titleholder): V Phone#: Address: City; i�sd9+tit 5�-(�I~9�rJ� State: - Zip:__ 13 Tenautd,eftee Name: Phone#: Eimail: dOB ADDRESS: 14(y( A�� ~ City: Maw Sboms County: Miami'Dade Folio/Parcew. Is the Building Historfeaft Dated:Yes NO Flood Zone: CONTRACTOR:Company Name: Address: 1 5 ✓�l S C — mal, City: X25°2 A" Stater-- zip: QaalifierName: I ,* _ ►°os Phone#: State Certification —Certificate of Competency#: i Contact I'hone , Email Address: DESIG7eer: ]'hone#: Permit: ©� Footage of Word: ,O � DAddress OAlteration Mew ORepair/Replace ODemolition pesuipOn of Wer: `�4 ea " a«aesee �wr�s�s �sss*eF�s��wa�eaeegsssaar*ess+�ae �seeses�ses SabndW Fee$ Perm#Fee$ CCF$ CO/CC$ Fee$ Radon Fee$ DBPR$ $ Notary$ Training/Ldaratim Fee$ Tahnology Fee$ Double Fee$ Review$ TOTAL FEE NOW DUE$ I I-w Bonding Company's Name(if applidable) 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 SCA) WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that alt 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 JWROVEMENTS 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$2300, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law,b.rochure will be,delivered to.the.person whose property is subject to attachment. Also, a certified copy of the recorded notice Af comm' cement must be posted at the jolt site for the first inspection which occurs seven (7) days after the building permit is is d. In he bsen a of such sted notice, the inspection will not be approved and a reinspection fee will be charged 0 t Signature Signature / �wner or Agent Contractor The foregoing instrument was acknowledgedbeforeme this The foregoing instrument was acknowledged be e e this day of t: tl84 ,201 ,by �P.49 , day of -� 20 3 by l.6ruti� ter, who is personally known to me o.-w o has produced _ who is .® .. a,ly knov to me or who has produced_.,,- who identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: LIN POFFM NOTARY PUBLIC:. eav( Is�1t#DD e EXPIRES:July 30,2014 • BaMedTlsuttoWyPub�ClkB Sign: Sign: Print: Print, My Commission Expires: v 9 t ®1 , 't I My Commission Expires: ' i ate,puwn stfe a eta My Cotmbsion EE 08!032018 831847 APPROVED BY / 1 Plans Examiner Zoning Structural Review Clerk (Revised 07/10/07)(Revised 06/1=009XRevised 3/15/09) i SPARK MODERN FIRES LATION AND OPERATING INST DIRECT VENT GASF worm S�oge OATS WITH ELECTRONIC IGN TION MODELS: 19N- WA , WA, ANG®�pT ®, , fire c e 7-O� 3 fe �, 13L.0G mf'PT �. -F-os�- venting before S01333E 0 any horizontal runs D rnt modern fires- WARNINGS 1 IF THE INFORMATION IN THESE INSTRUCTIONS IS NOT FOLLOWED EXACTLY, A FIRE OR EXPLOSION MAY RESULT CAUSING PROPERTY DAMAGE, PERSONAL INSTALLER:Leave this manual with the appliance. INJURY OR LOSS OF LIFE. CONSUMER:Retain this manual for future reference. - Do not store or use gasoline or other flammable ��u � ` y "'` � ' " vapors and liquids In the vicinity of this or any other . : a , appliance. HOT GLASS WILL f - WHAT TO DO IF YOU SMELL GAS CAUSE BURNS.DO ._.,.� �� • Do not try to light any appliance. r NOT TOUCH GLASS �� ,� � UNTIL COOLED. • Do not touch any electrical switch;do not use any y } NEVER ALLOW CHILDREN phone In your building. TO TOUCH GLASS. • Immediately call your gas supplier from a neighbor's phone. Follow the gas suppller's instructions. DUE TO HIGH TEMPERATURES, THE • If you cannot reach your gas supplier,call the fire department. TRAFFIC SHOULD BE LOCATED OUT OF TRAFFIC AND AWAY FROM FURNITURE AND - Installation and service must be performed DRAPERIES. by a qualified Installer, service agency or the gas supplier. CHILDREN AND ADULTS SHOULD BE ALERTED TO THE HAZARDS OF HIGH WARNING:Improper installation,adjustment,alteration, SURFACE TEMPERATURE AND SHOULD services or maintenance can cause Injury or property STAY AWAY TO AVOID BURNS OR CLOTHING damage. Refer to this manual. For assistance or IGNITION. additional Information consult a qualified Installer, service agency or the gas supplier. YOUNG CHILDREN SHOULD BE SUPERVISED WHEN THEY ARE IN THE SAME ROOM AS This appliance Is only for use with the type of gas THE APPLIANCE. Indicated on the rating plate. This appliance Is not CLOTHING OR OTHER FLAMMABLE convertible for use with other gases, unless a certified MATERIAL SHOULD NOT BE PLACED ON OR kit Is used. NEAR THE APPLIANCE. This appliance may be Installed in an aftermarket*, KEEP THE ROOM AREA CLEAR AND permanently located, manufactured home, where not FREE FROM COMBUSTIBLE MATERIALS, prohibited by local codes. GASOLINE, AND OTHER FLAMMABLE *Aftermarket:Completion of sale, not for purpose of resale,from the Inas toren VAPORS AND LIQUIDS. r .._ v, t a Important Safety Information .......................... 3 Electrical Installation.................................... 28 Product Features............................................ 5 Electrical Wiring ........................................ 28 Code Approval................................................ 5 Glass Removal ............................................. 29 Pre-Installation Information6 Final Installation........................................... 31 ............................. Installing Above 2000 Feet .......................... 6 Burner Media .......................................... 31 Orifice Sizes, Pressures and BTUs................ 6 Media Tray Placement.................................. 32 BeforeYou Install........................................ 6 Operating Instructions.................................. 33 Fireplace Framing........................................ 7 Fireplace Dimensions g What To Do if You Smell Gas...................... 33 Fireplace Location ....................................... 9 Lighting Pilot for the First Time................... 33 Leak Testing ............................................. 34 Securing Fireplace to Floor or Framing.......... 10 Operating Instructions................................... 34 To Turn Off Gas......................................... 35 Clearances................................................... 11 Cleaning and Maintenance............................ 36 Installation Information................................. 12 Burner, Pilot and Control Compartment....... 36 Pilot Flame ............................................... 36 VentInstallation................................................... 12 Burner Flame ...... 36 ...................................... Installation Precautions ............................. 13 Vent System ............................................. 37 Installation Planning.................................. 14 Glass Panel............................................... 37 Rear Wall Vent Installation ......................... 17 Stones, Media ........................................... 37 Horizontal Termination Configuration........... 19 Replacement Parts....................................... 38 Below Grade Installation............................ 21 Vent Components...................................... 38 Vertical Through-the-Roof Installation.......... 22 Firebox Components.................................. 39 Installation for Vertical Termination..............23 SIT Profiame Wiring Diagram....................... 41 Cathedral Ceiling Installation...................... 24 FireplaceInstallation.................................... 25 Troubleshooting............................................ 42 CheckGas Type Warranty..........................................................45 Installing Gas Piping to Fireplace/Burner Gas Connection .......................................... 26 Checking Gas Pressure................................. 27 IMPORTANT This fireplace is designed for a minimum 3 feet of vertical vent pipe rise before any horizontal vent pipe run. See pages 13-24 for Vent Installation details. 2 INSTALLER OWNER Please leave these instructions with the owner. Please retain these instructions for future reference. • Read this owner's manual carefully and completely before trying to assemble,operate, or service this fireplace. • Any change to this fireplace or its controls can be dangerous. • Improper installation or use of this fireplace can cause serious injury or death from fire, burns,explosions,electrical shock and carbon monoxide poisoning. This fireplace is a vented product.This fireplace must be properly 4. Never install the fireplace installed by a qualified service person.The glass panel must be • in a recreational vehicle properly seated and sealed.If this unit is not properly installed • where curtains,furniture,clothing,or other flammable by a qualified service person with glass panel properly seated and objects are less than 42"from the front,top,or sides of sealed,combustion leakage can occur. the fireplace CARBON MONOXIDE POISONING: Early signs of carbon • In high traffic areas monoxide poisoning are similar to the flu with headaches,diz- • in windy or drafty areas ziness and/or nausea. If you have these signs,the fireplace may 5. This fireplace reaches high temperatures.Keep children and not have been installed properly.Get fresh air at once!Have the adults away from hot surfaces to avoid burns or clothing fireplace inspected and serviced by a qualified service person. ignition.Fireplace will remain hot for a time after shutdown. Some people are more affected by carbon monoxide than others. Allow surfaces to cool before touching. These include pregnant women,people with heart or lung dis- 6. Carefully supervise young children when they are in the ease or anemia,those under the influence of alcohol,and those room with fireplace. at high altitudes. Propane/LP gas and natural gas are bath odorless. An odor- 7. Do not modify fireplace under any circumstances.Any parts removed for servicing must be replaced prior to operating making agent is added to each of these gases.The odor helps fireplace. you detect a gas leak. However, the odor added to these gases can fade.Gas may be present even though no odor exists. 8• Turn fireplace off and let cool before servicing, installing, or repairing.Only a qualified service person should install, Make certain you read and understand all warnings.Keep this service,or repair the fireplace.Have burner system inspected manual for reference.It is your guide to safe and proper opera- annually by a qualified service person. tion of this fireplace. 1. This appliance is only for use with the type of gas indicated 9. You must keep control compartments, burners, and cir- culating air passages clean. More frequent cleaning may on the rating plate.This appliance is not convertible for use be needed due to excessive lint and dust from carpeting, with other gases unless a certified kit is used. bedding material, per hair, etc.Turn off the gas valve and 2. For propane/LP fireplace,do not place propane/LP supply pilot light before cleaning fireplace. tank(s) inside any structure. Locate propane/LP supply 10. Have venting system inspected annually by a qualified tank(s)outdoors.To prevent performance problems,do not service person. If needed, have venting system cleaned or use propane/LP fuel tank of less than 100 lbs.capacity. repaired.See Cleaning and Maintenance,page 37. 3. If you smell gas 11. Keep the area around your fireplace clear of combustible • shut off gas supply. materials,gasoline,and other flammable vapor and liquids. • do not try to light any appliance. Do not run fireplace where these are used or stored.Do not • do not touch any electrical switch;do not use any phone place items such as clothing or decorations on or around in your building. fireplace. • immediately call your gas supplier from a neighbor's phone. Follow the gas supplier's instructions. Continued on page 4 3 t IMPORTANT SAFETY Continued from page 3 IMPORTANT: 12. Do not use this fireplace to cook food or barn paper or PLEASE READ THE FOLLOWING CAREFULLY other objects. It is normal for fireplaces fabricated of steel to give off some 13. Never place anything on top of fireplace. expansion and/or contraction noises during the start up or 14. Do not use any solid fuels(wood,coal,paper,cardboard, cool down cycle.Similar noises are found with your furnace etc.) in this fireplace. Use only the gas type indicated on heat exchanger or car engine. rating plate. 15. This appliance, when installed, must be electrically grounded in accordance with local codes or in the absence of local codes, with the National Electrical Code, ANSI/ IMPORTANT: NFPA 70,or the Canadian Electrical Code, CSA C22.1. PLEASE READ THE FOLLOWING CAREFULLY 16. Do not obstruct the flow of combustion and ventilation air It is not unusual for a gas fireplace to give off some in any way.Provide adequate clearances around air open- odor the first time it is burned. This is due to the ings into the combustion chamber along with adequate manufacturing process. accessibility clearance for servicing and proper operation. Please ensure that your room Is well ventilated during burn off—open all windows. 17. The firebox may be installed directly on a It is recommended that you bum your fireplace for at least non-combustible floor or raised on a platform of an ten(10)hours the first time you use it.Place the fan switch appropriate height. When the firebox is installed directly in the"OFF"position during this time. on combustible material,the firebox shall be installed on 1" thick "M" board with a K factor of 0.84 or 2" thick cement board extending the full width and depth of the enclosure. 18. Do not use this appliance if any part has been under water. Immediately call a qualified service technician to inspect the appliance and to replace any part of the control system and any gas control which has been under water. 19. Do not use a blower insert,heat exchanger insert, or any other accessory not approved for use with this fireplace. 20. Do not operate the fireplace with glass panel removed, cracked,or broken. 21. Young children should be carefully supervised when they are in the same room as the appliance. Toddlers,young children,and others may be susceptible to accidental contact burns. A physical barrier is recommended if there are at risk individuals in the house. To restrict access to a fireplace or stove,install an adjustable safety gate to keep toddlers,young children,and other at risk Individuals out of the room and away from hot surfaces. 22. Any safety screen or guard removed for servicing an appliance must be replaced prior to operating the appliance. 23. Installation and repair should be done by a qualified service person. The appliance should be inspected before use and at least annually by a professional service person. More fiequent cleaning may be requited due to egressive lint from carpeting,bedding material,eta It is Imperative that control compartments,burners,and circulating air passageways of the appliance be kept clean. 4 PRODUCT SPECIFICATIONS FIREPLACE CONTROLS (see Figure 1) • This appliance has been certified for use with either natural or 1. Main On/Off Switch propane gas. See appropriate data 2. Power Outlet to Connect Control System plates. 3. Main Gas Control Valve • This appliance is not for use with 4. Ignition Control solid fuels. 5. Variable Speed Blowers 6. Flue Restrictor • The appliance is approved for bed- 7. Air Intake Restrictor room or bedsitting room installa- For complete parts list see pages 38-41. cions. • The appliance must be installed in accordance with local codes if any. If none exist use the current instal- 1 lation code.ANSI Z223.1/NFPA 54 in the USA,CAN/CGA B 149 in Canada. • This appliance is mobile home approved. • The appliance must be properly connected to a venting system. • The appliance is not approved for closet or recessed installations. 3 5 6 7 2 4 .rya; 13 4 2 JEW t Figure 1 - Fireplace controls CODE APPROVAL Direct Vent type appliances draw all combustion air from outside of the dwelling through the vent pipe. The installation must conform with local codes or,in the absence of local codes,with the National Fuel Gas Code,ANSI 2223.1/NFPA 54, or the Natural Gas and Propane Installation Code,CSA B149.1 LISTED VENTED GAS FIREPLACE HEATER TESTED TO: ANSI 221.88-2009/CSA 2.33-2009 CGA 2.17-M91 (R2009), CSA P.4.1-09. 5 INSTALLING ABOVE 2000 FEET • In the USA,the appliance must be derated 4%for every 1,000 ft above 2,000 ft elevations (at the factory). • In Canada, these appliances are certified for altitudes of 0—4,500 ft. ORIFICE SIZES, PRESSURES AND BTUs NATURAL GAS PROPANE GAS Manifold Press: (WC.) 4.0" (102 mm) Manifold Press: (WC.) 10.5" (267 mm) Maximum Supply Pressure 10.5" (267 mm) Maximum Supply Pressure 13.0" (330 mm) Minimum Supply Pressure 4.5 014 mm) Minimum Supply Pressure 11.0" (279 mm) Modeli Orifice Size Input Number .- As Shipped I M77 19N-E Natural 2x 64,500 40.000 #33 19P-E Propane 2x 64,500 37,000 #51 BEFORE YOU START Read this homeowner's manual thoroughly and follow all instructions carefully. Inspect all contents for shipping damage and immediately inform Spark Modern if any damage is found. Do not install any unit with damaged, incomplete, or substitute parts. Check your packing list to verify that all listed parts have been received.You should have the following: • Fireplace(Firebox and Burner System) • Floor media(optional) • Stones(optional) ITEMS REQUIRED FOR INSTALLATION Tools: Building Supplies: • Phillips Screwdriver • Framing Materials • Hammer • Wall Finishing Materials • Saw and/or saber saw • Caulking Material(Noncombustible) • Level • fireplace Surround Material (Noncombustible) • Measuring Tape • Piping Complying with Local Codes • Electric Drill and Bits • Tee Joint • Pliers • Pipe Sealant Approved for use with Propane/LPG • Square (Resistant to Sulfur Compounds) • Pipe Wrench 6 .z y... „= a r.. .�:� '1- -�;-.. s�*� .N��-3 �f✓,z�'g`�vA�fi"��r :.r„�'a Vit. �. �>-e .�.. .,ra_-;»`u <_a �', .rrr z„ „.fit..s,�:-,< Firebox framing can be built before or after the appliance is set in place.Construct firebox framing following Figure 3 and the chart below for your specific installation requirements.See Figure 4 on Page 8 for firebox dimensions.The framing headers may rest on the top of the firebox standoff. The firebox may be installed directly on a non-combustible floor or raised on a platform of an appropriate height.When the firebox is installed directly on combustible material, the firebox shall be installed on 1”(25 mm) thick"M" board with a K factor of 0.84 or 2"(51 mm) thick cement board extending the full width and depth of the enclosure. • IMPORTANT:The following must be taken into consideration if you decide to cover over the fireplace face: Do not fill simces around firebox with insulation or other materials.This could cause a fire. 1.The covering material must be non combustible,maximum 3/4" (19 mm)thick. 2.Minimum outside dimensions of the material over the facing are 82.25"x 38"(2089 x 965 mm) (see Figure 2). 3.The inner opening in covering material must be minimum 72.75"(1848 mm) wide, 16.875" (429 mm) tall and centered over the fireplace opening to allow for glass door removal. 4.The cover should maintain an air gap of at least 1/8"(3 mm) between covering material and fireplace to allow for metal fireplace front to expand and contract during operation. 5.PLEASE NOTE:Natural stone products may react to heat b discoloring or .Spark Modern Fires is not sable for P y Y � � Paz' �P° any damages due to covering materials used. FIREPLACE FRAMING COVERING FIREPLACE FACE cONSUMm.E comeWrIBLE 14.25^ NON coMauST&E NON cONBUSME 136 mm) 38.00' 38.00" (965 mm) caMausrakt 72.75' (965 mm) (1848 mm) NON rnMB 5MF NON coma TIBLE 8225" (2089 mm) 6.875" 82.25" (I75 mm) (2089 mm) IMPORTANT: THE FIREPLACE MUST BE INSTALLED ON A 2"THICK CEMENT BOARD OR Figure 2-Minimum dimensions 1°THICK"M"BOARD WITH A K FACTOR OF 0.84 for the covering material Note-These dimensions arefor combustible framing. Allow for additional thickrew of material("M"board.cement board) beneath the fireplace. INSIDE CHASE INSTALLATION RECESSED INSTALLATION AES®® B�a�l 24.75" Em EMm 24.75• E EM EM (629 mm)) Lf am LM (629 mm) 82.0" 12083 mm) 8225' (2089 mm) Figure 3-Framing Dimensions 7 00 SPARK MODERN FIRES TOP VIEW ®,®;® EM ®,n. 220D• �• RIGHTSIDEVIEW ® a EM Y&. (i n.tns�I �I x". FRONT VIEW B• r; r RIM I saoa (962 mm) By B: ,600 (818 m n] (99i mm( -N Gas and electrical 687s access holes p75 mn] 7275• aa2 Note:Gas line access is from left side of fireplace mn _ whenever possible for ease of installation. f` r, 5 g Figure 4-Fireplace Dimensions PRE-INSTALLATION INFORM I FIREPLACE LOCATION Plan for the installation of your appliance.This includes determining where the unit is to be installed,the vent configuration to be used,framing and finishing details.Consult your local building code agency to ensure compliance with local codes, including permits and inspections. The following factors should be taken into consideration: • Clearance to side-wall,ceiling,woodwork,and windows.Minimum clearances to combustibles must be maintained. • This fireplace may be installed along a wall,across a corner,or use an exterior chase. • Location should be out of high traffic areas and away from furniture and draperies due to heat from appliance. • Never obstruct the front opening of the fireplace. • Do not install in the vicinity where gasoline or other flammable liquids may be stored. • Vent pipe routing.See Venting section found in this manual for allowable venting configurations. • These units can be installed in a bedroom or bathroom. See National Fuel Gas Code ANSI Z233.I/NFPA 54 (current edition), the Uniform Mechanical Code—(current edition),and Local Building Codes for specific installation requirements. 9 ,�..8^-`: __ '.� ....�:, _-r^� 4 �_-;`,�,�` ,...7 � e�1" ;8.;;`," �•;5... 't -�_�z= F _ �.�:..:;�i.t r'- � 'sy' °yr .�;:r:., SECURING FIREPLACE TO FLOOR OR FRAMING The fireplace must be secured to the floor and/or to framing studs as shown in Figure S. Use two (2)wood screws or masonry/ concrete screws to secure fireplace to the floor.Use four(4)screws to attach fireplace to framing.The side brackets are adjustable from 1/2"to 5/8" to accommodate different thickness of material. Framing Framing Side adjustable bracket Screws Screws Side adjustable bracket -` t Screws V thick"M"board 0.84K factor or 2" thick cement board required underneath if the fireplace is placed on any combustible surface. Figure 5-Securing Fireplace to Floor and Framing Studs 10 CLEARANCES TO COMBUSTIBLES Follow these instructions carefully to ensure safe installation. Failure to follow instructions exactly can create a fire hazard. Clearance to Combustibles ")IMPORTANT: Sides 0"(0 mm) Floor must be non-combustible.Otherwise a Floor minimum 1"(25 mm)thick"M"board of 0.84 K Back 1"(25 mm) Factor or 2"(51 mm)thick cement board Standoff 0"(0 mm) must be placed under the fireplace. Front 36"(814 mm) 90"(2286 mm) C�MQ(J minimum 3r/Q�E MANTE 14" (356 mm) minimum / 12"(305 mm) maximum l depth 6"(152 mm minimum from both side walls The fireplace face may be completely covered with any non-combustible ma- terial.Allow clearance for removal of front air panel Figure 6-Clearances and glass door. MANTEL CLEARANCES NOTE. The combustible area above the facing must not protrude more than 314" (19 mm)from the facing. if it does,it is considered a mantel and must meet the mantel requirements listed in this manual. 11 FINISHING MATERIAL NOTE.Any remote wiring to the appliance must be done prior to final finishing to avoid costly reconstruction. Never obstruct or modify the air inlet or outlet. This may create a fire hazard. Only noncombustible materials(i.e.brick,tile,slate,steel,or other materials with a UL fire rating of Zero)may be used to cover the black surface of the appliance.Any material must be fastened to surrounding framing,NOT to the face of the fireplace.If joints between the finished wall and the fireplace surround are sealed,a 300°F minimum sealant material(General Electric RTV103 or equivalent)must be used. VENT INSTALLATION • Read all instructions completely and thoroughly before attempting installation. Failure to do so could result in serious injury,property damage or loss of Ile.Operation of improperly installed and maintained venting system could result in serious injury, property damage or loss of life. State of Massachusetts: The installation must I • be done by a licensed - plumber or gas fitter in Failure to follow these instructions will void the Commonwealth of the warranty. Massachusetts. INSTALLATION PRECAUTIONS Consult local building codes before beginning the installation.The installer must make sure to select the proper vent system for installation.Before installing vent kit,the installer must read this fireplace manual and vent kit instructions. Only a qualified installer/service person should install venting system.The installer must follow these safety rules: • Wear gloves and safety glasses for protection. • Use extreme caution when using ladders or when on rooftops. • Be aware of electrical wiring locations in walls and ceilings. The following actions will void the warranty on your fireplace: • Installation of any damaged venting component. • Unauthorized modification of the venting system. • Installation of any component part not manufactured or approved by Spark Modern Fires • Installation other than permitted by these instructions. 12 • • S This fireplace must be vented to the outside.The venting system must NEVER be attached to a chimney serving a separate solid fuel burning appliance. Each gas appliance must use a separate vent system. Do not use common vent systems. Horizontal sections of this vent system A Minimum of 4"(102 mm)Clearance to the require a minimum clearance of 4" 102 mm Top Is Required Along Horizontal Length of eq ( ) i from the top of the pipe and 1"(25 mm) Pipe until Flue Pipe Goes Through Nearest minimum to the sides and bottom.Vertical Wall. Clearance Is Acceptable at the sections of this system require a minimum of Outside Wall. 1"(25 mm)clearance to combustible materials on all sides of the pipe. A= 1" (25 mm) s B =4" (102 mm) Ads Figure 7-Combustible Clearances br Vent P/pe 13 INSTALLATION PLANNING There are two basic types of direct-vent installation: • Horizontal Termination • Vertical Termination It is important to select the proper length of vent pipe for the type of termination you choose. It is also important to note the wall thickness. FOR HORIZONTAL TERMINATION Select the amount of vertical rise desired.All horizontal run of venting must have 114"rise for every 12"of run towards the termination. Never run the vent pipe level or downward. You may use up to three 900 elbows in this vent configuration. See This may cause excessive temperatures which Horizontal Termination Configurations on pages 19 and 20. could cause a fire' FOR VERTICAL TERMINATION Measure the distance from the fireplace floor to the ceiling.Add the ceiling thickness, the vertical rise in an attic or second story, and allow for sufficient vent height above the roof line. NOTE:You may use two 450 elbows in place of a 90°elbow.You must follow rise to run ratios when using 45°elbows. The appliance is approved for use with three 90°elbows maximum or a combination of 900 and 45°elbows up to a maximum of 270°. For two-story applications,firestops are required at each floor level. If an offset is needed in the attic,additional pipe and elbows will be required. You may use a chase with a vent termination with exposed pipe on the exterior of the house.See Installing VentSystem in a Chase below. If pipe is enclosed in chase,it is not exposed. It is very important that the venting system maintain its balance between the combustion air intake and the flue gas exhaust. Certain limitations apply to vent configurations and must be strictly followed. INSTALLING A VENT SYSTEM IN AN OUTSIDE CHASE A chase is a vertical boxlike structure built to enclose venting that runs along the outside of a building.A chase is required for such venting. e Treatment of firestops and construction of the chase may vary from building type to building type.These instructions are not substitutes for the requirements of local building codes. You must follow all local building codes. When installing in a chase,you should insulate the chase as you would the outside walls of your hone.This is especially important in cold climates. Insulation should be considered a combustible material. Maintain proper clearances to all combustible materials. 14 • �m='� .� ,.s T., ,r�3��`s,.�;�M�7.,`w�rm �trn. ��"irww%a�s s ,. ,zr, -- -. ,. - ,� v �.�" u- F'., >. �µ. FOR HORIZONTAL TERMINATION Inside Comer Detail Ham'~ A D Z® E 0F ® 0 r M A J �-- K A ® Vent Terminal ®Air Supply Inlet ,.f Area Where Terminals Not Permitted Rgure 8-Hoftnid Vent Terminabon WcaHon MINIMUM DISTANCES A= Clearance above the grade,a veranda,porch,deck,or balcony[*12" (305mm)minimum]. B= Clearance to window or door that may be opened [*12" (305mm)minimum] C= Clearance to permanently closed window[*minimum 12" (305mm)recommended to prevent condensation on window] D= Vertical clearance to ventilated soffit located above the terminal within a horizontal distance of two (2)feet(610mm)from the centerline of the terminal [18" (457mm)minimum]. E= Clearance to unventilated soffits[12" (305mm)minimum].Clearance to vinyl soffit[30" (762mm)]. F= Clearance to an outside corner. [*36" (915mm)minimum]. G= Clearance to an inside corner. [*18" (457mm)minimum]. H=*Not to be installed above a gas meter/regulator assembly within three(3)feet(914mm)horizontally from the centerline of the regulator. I = Clearance to service regulator vent outlet [*3' (914mm)minimum]. J= Clearance to non-mechanical air supply inlet to building or the combustion air inlet to any other appliance [*12" (305mm)minimum]. K= Clearance to a mechanical air supply inlet[*6' (1829mm)minimum]. L= Clearance above a paved sidewalk or paved driveway located on public property[**7' (2133mm)minimum]. M=Clearance under veranda,porch,deck,or balcony[*12" (305mm)minimum***]. N=Clearance above a roof shall extend a minimum of 24" (610mm)above the highest point when it passes through the roof surface and any other obstruction within a horizontal distance of 18" (457mm). * As specified in CAN/CGA B149 Installation Codes.Note: Local codes or regulations may require different clearances. ** A vent must not terminate directly above a sidewalk or paved driveway,which is located between two single-family dwellings and serves both dwellings. *** Only permitted if veranda,porch,deck,or balcony is fully open on a minimum of two sides beneath the floor. Always maintain minimum clearances around vent systems.The minimum clearances to combustibles for horizontal vent pipe are 4" at the top and 1"at the Ades and bottom of the vent system until the pipe penetrates the nearest vertical wall.A 1"minimum clearance all around the pipe must be maintained. Do not pack the open air spaces with insulation or other materials.This could cause high temperatures and may present a fire hazard. 15 2": NP D rp= M Flue Restrictor Position#3 Air Intake Restrictor Position#3. E For minimum venting,it is recommended that the Flue restrictor be set at Position#3 (Open)and the Air Intake Restrictor be set to Position#3. For venting configurations referenced on the chart below,various combinations of the 3 different settings for the Air Restrictor and Flue Restrictor may be-required.As the Flue and Air restrictors are adjusted,look to confirm the flame and pilot flame light off cor- rectly and do not show any signs of lifting or ghosting. C=Maximum depth of 48"(1219mm) For venting runs approaching the maximum venting allowed,Position#1 on both the for alcove location Flue and Air Restrictors may be required. 0=Minimum width for back wall of alcove location Is 120"(3050 mm) E=Clearance from comer In alcove location Is 36"(912 mm) Y syFigure 9-Alcove location 7; Flue Restric or Position*IIntake Restrictor Position: "M 6D HOW TO USE THE VENT GRAPH so :310 48 The Vent Graph should be read in conjunction with the following 46 44 3 vent installation instructions to determine the relationship between 42 Q the vertical and horizontal dimensions of the vent system. 40 0 38 Determine the height of the center of the horizontal vent pipe exit- 36 — kL ing through the outer wall.Using this dimension on the Sidewall 34 — :7-n 32 M j3 Vent Graph below,locate the point intersecting with the slanted 30 =3 graph line. 28 0 5r 26 p (D 2. From the point of this intersection, draw a vertical line to the 24 M bottom of the graph. 22 0 20 3. Select the indicated dimension, and position the fireplace in 18 :3 accordance with same. 16 14 =7. Example: If the vertical dimension from the floor of the 12 1 J-1 fireplace Is 11' (3.4 "the horizontal run to the face of the 8 10 1 1 (D 0, outer wall must not exceed 11' (3.4 m) 6 W 0 4 :3 Example:If the vertical dimension from the floor of the unit 2 CD Is 7' (2.14m), the horizontal run to the face of the outer !Z wall must not exceed 4'(1.22 W. S12 4 6 11 1012 14 16 Horizontal Dimension(Ft)From the Outside of Sidewal.1 Vent Graph showing the relationship between vertical and Termination to the Back of the Fireplace horizontal dimensions for a Direct Vent flue system Figure 10-Allowable Venting Chad 16 REAR WALL VENT INSTALLATION When installed as a rear vent unit this appliance may be vented directly to a termination located on the rear wall behind the appliance with 3'(0.9 m)of vertical rise minimum. • The maximum horizontal distance between the rear of the appliance and the outside of termination is 20" (508 m). See Figure 11. • NOTE:A3 foot(0.9 meter)minimum vertical pipe is required for this configuration 20"(508 mm)mmimum (280 mm) I I 11" _ (280 mm) Figure 11-Rear Vent Application, 5.5" Maximum Horizontal Distance (140mm), i 1. Locate and cut the vent opening in the wall.For com- bustible walls first frame in opening.See Figure 11. Combustible Walls: Cut a 11"H x 11" W (280mm x 280 mm) hole through the exterior wall and frame as shown. See Figure 12. 9" (230mm)- Noncombustible 230mm)_Noneombustible Walls: Hole opening should be 9" (230mm)in diameter. ----------------- 2. Rigid vent pipes and fittings have special twist-lock connections.Assemble the desired combination of Faure 12-Vent Opening Requirements pipe and elbows to the appliance adaptor with pipe seams oriented towards the wall or floor. Female Locking Lugs Twist-lock Procedure:The female ends of the pipes and fittings have three locking lugs (indentations). �- These lugs will slide straight into matching slots on Note:Horizontal runs of vent must the male end of adjacent pipes and fittings. push be supported every three feet the pipe sections together and twist one section (914mm). Use wall straps for this clockwise approximately one-quarter tum until the �„� purpose. sections are fully locked.See Figure 13. 3. Attach vent pipe assembly to the fireplace.Set fire- Male Slots place in front of its permanent location to insure ~ -� minimum clearances. Mark the wall for a 11"H x 11"W (280mm x 280 mm) square hole (for noncombustible material such as masonry block or concrete,a 9" [230mm]diameter hole is accept- able). See Figure 12. The center of the hole should Figure 13-Rigid Vent Pipe Connections line up with the center line of the horizontal rigid vent pipe end.Be sure to allow for minimum rise.Cut a 11"x11"(280mm x 280mm)square hole through combustible exterior wall(9" [230mm] diameter hole if noncombustible). Frame as necessary.Allow 114"(6 mm) minimum rise per foot.See Figure 12. 17 "',SO REAR WALL VENT INSTALLATION (continued) 4. Apply a bead of non-hardening mastic around the outside edge of vent cap.Position the vent cap in the center of hole on the exterior wall with the word "UP" on the vent cap facing up. Insure proper clearance of 1" to combustibles is Vent Cap maintained.Attach the vent cap with four wood screws sup- plied.See Figure 14. 00 ,\ Wood Screw Do not recess vent termination into any wall. Apply Mastic to All This will cause a fire hazard. Four Sides Figure 14-Instafling Horizontal!Vent Cap NOTE.Replace the wood screws with appropriate fasteners for stucco, brick,concrete,or other types of siding. Cut Vinyl Siding Away to Fit Standoff For vinyl siding,stucco,or wood exterior use vinyl siding stand- offs between vent cap and exterior wall.The vinyl siding standoff Deflecting Shield prevents excessive heat from melting the vinyl siding material.Bolt Standoff the vent cap to the standoff.Apply non-hardening mastic around \ outside edge of the standoff instead of the vent cap assembly.Use wood screws provided to attach the standoff.See Figure 15. Vent Cap 5. Slide the wall thimble over the vent pipe before connecting ( � the horizontal run to the vent cap.See Figure 16. VV ® 6. Carefully move the fireplace with vent assembly attached Apply Mastic / I toward the wall and insert the vent pipe into the horizontal to Sildes Four \\ termination.The pipe overlap should be a minimum of 11/4". Nut Bolt Apply silicone to the outer pipe connection.Fasten all vent Wood Screw connections with screws provided. Figure 15-Installing Vinyl Siding Standoff 7. Slide the wall thimble against the interior wall surface and attach with srews.See Figure 16 Interior Wall Surface r\ Decorative Wall Thimble Vent Cap (Horizontal C\ Termination) / Horizontal Screw Vent Pipe Figure 16-ConnecHng Vent Cap with Horka tat Vent Pipe 18 • «:et „psi i Pry^.re _ - < t» ,,y.. a q,, '< r yr F .�. - s, uu, HORIZONTAL TERMINATION CONFIGURATIONS—RIGID VENTING Since it is very important that the venting system maintain its balance between the combustion air intake and the flue gas exhaust,certain limitations as to vent configurations apply and must be strictly adhered to. The Vent Graph, showing the relationship between vertical and horizontal side wall venting,will help to determine the various dimensions allowable. Seepage 16 Minimum clearance between vent pipes and combustible materials is 4"(102 mm) on top and 1" (25 mm) from bottom and sides unless otherwise noted When vent termination exits through foundations less than 20"(508 mm) below siding outcrop,the vent pipe must flush up with the siding. It is best to locate the fireplace in such a way that minimizes the number of offsets and horizontal vent length. The horizontal vent run refers to the total length of vent pipe from the flue collar of the fireplace (or the top of the Transition Elbow) to the face of the outer wall. FOR STATE OF MASSACHUSETTS: The in Commonwealth of Massachusetts requires the installation and USE of Carbon Monoxide detectors t the rooms of ALL direct vent units which utilize a SIDE WALL VENTING TERMINATION • The maximum number of 90"elbows per sidc wall installation is thrcc (3),the maximum horizontal run is 20"(508 mm) (Figures 18, 19). 3x90° Elbows 20"(508 mm) Max. 3 x 900 3'(0.9 m)min Elbows r Figure 18-Mcurlmum Three(3)90 Elbows Figure 19-A9ox/mum Horizontal Run wfth 3 foot rise Per InstdWon 19 HORIZONTAL TERMINATION CONFIGURATION — 900 RIGID VENTING (continued) _ ''F-�B • If a 900 elbow is used in the horizontal vent run(level height A..� maintained)the horizontal vent length is reduced by 36"(914 mm) (Fig.21 A and B)This does not apply if the 90°elbows are used to increase or redirect a vertical rise.See Figure 19. Example:According to the vent graph(page 16)the maximum horizontal vent length in a system with a 10' vertical rise Is 8' (2.44 m)and It a 90'elbow Is required In the horizontal vent It must be reduced to 5'(1.52 m). In Figures 20 and 21, Dimension A plus B must not be greater than 5' (1.52 m). 10, • The maximum number of 45°elbows permitted per side wall installation is two(2).These elbows can be installed in either the vertical or horizontal run. • For each 450 elbow installed in the horizontal run,the length of the horizontal run MUST be reduced by 18" (45cm).This does not apply if the 450 elbows are installed on die vertical part of the vent system. • The maximum number of elbow degrees in a system is 2700. Figure 20-Horizontal Run Reduction See Figure 22. Example. Elbow 1 = 90" Elbow 2 = 45° Elbow 3 = 450 Elbow 4 = 900 Total Angular Variation = 2700 A r'`t!11'�BQ 3 m) 4' 1.2 m) 2 3 a 900 Elbow=3' (0.9 m) 1 2 A+B=5'(1.5 m)Maximum 3 4 1 +2+3+4=270° Figure 21 -Maximum Vent Run with Elbows Figure 22-Maximum Elbow Usage 20 W ' BELOW GRADE INSTALLATIONS— RIGID VENTING When it is not possible to meet the required vent terminal clearances of 12"(305 mm)above grade level,a snorkel kit is recommended. It allows installation depth down to 7" (178mm)below grade level.The 7" (178mm) is measured from the center of the horizontal vent pipe as it penetrates through the wall. Ensure that sidewall venting clearances are observed.If venting system is installed below ground,we recommend a window well with adequate and proper drainage to be installed around the termination area. If installing a snorkel,a minimum 24"(610 mm) vertical rise is necessary.The maximum horizontal run with the 24"(610 mm) vertical pipe is 36" (914 mm). This measurement is taken from the collar of the fireplace(or transition elbow) to the face of the exterior wall.See the Sidewall Venting Graph for extended horizontal run if the vertical exceeds 24"(610 mm). 1. Establish vent hole through the wall.See Figure 12,page 17. 2. Remove soil to a depth of approximately 16"(406 mm)below base of snorkel. Install drain pipe. Install window well (not supplied). Refill hole with 12"(305 mm) of coarse gravel leaving a clearance of approximately 4"(102 mm)below snorkel. See Figure 23. 3. Install vent system. 4. Ensure a watertight seal is made around the vent pipe coming through the wall. 5. Apply high temperature sealant caulking(supplied)around the 4"(102 mm) and 7"078 mm)snorkel collars. 6. Slide the snorkel into the vent pipes and secure to the wall. 7. Level the soil so as to maintain a 4"(102 mm)clearance below snorkel.See Figure 23. IMPORTANT: For below grade installations IMPORTANT: a 12"minimum clearance above grade for the ter- a Do not back fill around snorkel. mination vent must be maintained for all termina- . Aclearance of atieast4"must be(102 mm) tions including the snorkel vent application for maintained between the snorkel and the soil. If the foundation is recessed,use recess brackets(not supplied)for securing lower portion of the snorkel.Fasten brackets to wall first,then secure to snorkel with self drilling#8x1/2 sheet metal screws. It will be necessary to extend vent pipes out as far as the protruding wall face.See Figure 24 Screws CLEARANCES Firestop 4"(102 mm)Minimum 12"(305 mm)Minimum Ground Snorkel Window Well Foundation 36"(914 mm)" �O�°go Gravel Recess Wall Screws Minimum u Drain ,i 12"(305 mm)Minimum Watertight Seal Sheet Metal Around Pipe Screws Foundation Wall Figure 24-Snorkel IrWallafioon, Figure 23- Below Grade insfadlatlon Recessed Foundartlan 21 ;r y:�'- '=:- i - � .;i:, ..'s.;'uz.€`st-},rrry=-'"ars,� .a.1„:�lni fi.':�.:3Ye txn�s�'. ._�.. ..r, �.. ,.,n.:,..e-;-M..,,. ,,„�s!r.✓,�i,.sv�"3s::b+„}'y '�''-_,g��a,s-,#`:2_ brmr�,rK!.-..a=3:! , VERTICAL THROUGH-THE-ROOF APPLICATIONS This Gas Fireplace has been approved for, • Vertical installations up to 50' (15.2 m) in height.Up to a 10' (3m)horizontal vent run can be installed within the vent system using a maximum of two 90°elbows.See Figure 25. Support 10'(3 m) _ Straps Maximum Every 40'(12.2 m)Maximum Height 10'(3 Maximuum 5' m) � Verrtictic al 8'(2.4 m)Minimum Height 40'(12.2 m)Maximum Height 8'(2.4 m)Minimum Height Support S raps Every 3'(0.9 m) Support Straps Every 3'(0.9 m) Figure 25-Support Straps for Horizontal Runs • Up to two 450 elbows may be used within the horizontal run. For each 45' elbow used on the horizontal plane, the maximum horizontal length must be reduced by 18” (450 mm). 2 Example:Maximum horizontal length No elbows = 10' (3m) 3 1 x45° elbows = 8.5' (2.6m) 4 2x45°elbows = 7' (2.1 m) • A minimum of an 8' (2.5 in) vertical rise is required. • Two sets of 450elbows offsets may be used within the vertical sections. From 0 to a maximum of 8' 1 (2.5 m) of vent pipe can be used between elbows. See Figure 26. 2 Example. Elbow 1 = 450 • 19 Series fireplaces allow for offsets.This Elbow 2 = 450 3 application will require that you first determine the Elbow 3 = 90° roof pitch and use the appropriate starter kit. Elbow 4 = 900 4 • The maximum angular variation allowed in the Total Angular Variation = 270' system is 270°. See Figure 26. E- • The minimum height of the vent above the high- est point of penetration through the roof is 2' (610 mm). Figure 26-Maximum Elbow Usage 22 .ya,2 ra r.>c,a., ? .esu r.w.+ .-„e _.-f. � .-'-. `r ...,2�•�_ � ;�"s,�'z.ti' �`„?✓"aid,`.�;� .,. ...� .'""Y+z:.�}.� � a_ x P..n- Wit, xtie> .,,? e., zawr.�„r-,dd�$��". INSTALLATION FOR VERTICAL TERMINATION 1. Determine the route your vertical venting will take.If ceiling joist, Roof roofrafters or otherframingwill obstruct theventingsystem,consider Flashing an offset.See Figure 27 to avoid cutting load bearing members. ' NOTE.Pay special attention to these installation instructions for required clearances (air space) to combustibles when passing Wall Strap through ceilings, walls, roofs, enclosures, attic rafters, etc. Do not pack air spaces with insulation.Also note maximum vertical rise of the venting system and any maximum horizontal offset limitations. Offsets must fall within the parameters shows in. 45°Elbows Figure 10,page 16. 2. Set fireplace in desired location.Drop a line plumb down from the ceiling to the position of the flue exit.Mark the center point where the vent will penetrate the ceiling.Drill a small locating hole a this point. Drop a plumb line from the inside of the roof to the ceiling locat- ing hole in the ceiling.Mark the center point where the vent will Ceiling Firstop penetrate the roof.Drill a small locating hole at this point. FLAT CEILING INSTALLATION Ferre 27-Offset with Wall Strap and 45 Elbows 1. Cut a 11" (280mm)square hole in the ceiling using the locating Nails hole as a center point.The opening should be framed to 11"x11" (280mm x 280mm)inside dimensions as shown in Figure 12,page 17 using framing lumber the same size as the ceiling joist. If the area above the ceiling is an insulated ceiling or a room,nail firestop / t from the top side.This prevents loose insulation from falling into the required clearance space.See Figure28.Otherwise,install firestop 4n below the framed hole.The firestop should be installed with no less than three nails per side.See Figure 29. 2. Assemble the desired lengths of pipe and elbows necessary to reach Firestop from the burner system flue up through the firestop.Be sure pipe and Figure 2$-H area above is a room,insfall$restop elbow connections are fully twist-locked.See Figure 13,page 17. above framed hole as shown 3. Cut a hole in the roof using the locating hole as a center point. (Cover any exposed open vent pipes before cutting hole in roof). The 11"x11" (280mm x 280mm)hole must be measured on the 11 horizontal.Actual length may be larger depending on the pitch of \ the roof. There must be a 1" minimum clearance from the vent pipe to combustible materials. (Insulation should be considered a / combustible material)Frame the opening as shown in Figure 12 on page 17. irestop Nai Figure 29-If area above is not a room,lnstcdIirestop below framed hole as shown Continued on next page 23 t , • 4. Connect a section of pipe and extend up through the hole. NOTE. If an offset is needed to avoid obstructions,you must support the vent pipe every three (3) feet Use wall straps for this purpose. See Figure 25,page 22. Whenever possible, use 45°elbows instead of 90°elbows. The 45° elbow offers less restriction to the flow of the flue gases and intake air. 5. Place the flashing over the pipe section(s)extending through the roof.Secure the base of the flashing to the roof and framing with roofing nails.Be sure roofing material overlaps the top edge of the flashing.There must be a l" clearance from the vent pipe to combustible materials. 6. Continue to add pipe sections until the height of the vent cap meets the minimum building code requirements. NOTE. You must increase vent height for steep roof pitches.Nearby trees,adjoining roof lines,steep pitched roofs, and other similar factors may cause poor draft or down-drafting in high winds.Increasing the vent height may solve this problem. NOTE.If the vent pipe passes through any occupied areas above the first floor,including storage spaces and closets, you must enclose pipe. You may frame and sheetrock the enclosure with standard construction material.Make sure to meet the minimum allowable clearances to combustibles. Do not fill any of the required clearance spaces with insulation. CATHEDRAL CEILING INSTALLATION Level Cathedral IMPORTANT Review all information on previous page Ceiling Support before planning this installation. Cathedral ceiling r a e I Box installations can be very tricky. 1. Remove shingles or other roof covering as necessary to cut 2"Minimum the rectangular hole for the support box.Mark the outline Below of the cathedral ceiling support box on the roof sheathing Finished using the locating hole as a center point. Ceiling 2. Cut the hole 1/8" larger than the support box outline.See Figure 3D gu Cut Hole 1/8"Larger 3. Lower the support box through the hole in the roof until than Support Box ' the bottom of the box extends at least 2" (mm)below the when Projected onto ceiling.See Figure 30.Align the support box vertically and Roofline. horizontally using a level.Temporarily tack the support box in place through the inside walls and into the roof sheet- Figure 30-Cofhedro►Cuing Support Box Insfo►foflon ing. 4. Using tin snips,cut the support box from the top corners down to the roofline and fold the resulting flaps over the roofsheeting.SeeFigure3l.Apply a bead ofnon-hardening 0 mastic around the top edges of the support box to make a o seal between the box and the roof.Nail in place with roof- ing nails.Remove any combustible material that might be inside the support box. Apply Non-hardening Mastic Under all Edges of 5. Complete the cathedral ceiling installation by following Support Box before Nailing the same procedures outlines in steps 2 through 6 for Flit Ceiling Installation,page 23 and above. Figure 31 -Instated Cathedral Gelling support Box 24 �i CHECK GAS TYPE Use proper gas type for the fireplace you are installing.If you have conflicting gas type,do not install fireplace.See dealer where you purchased the fireplace for proper fireplace for your gas type or conversion kit. INSTALLING GAS PIPING TO FIREPLACE! BURNER SYSTEM LOCATION A qualified installer or service person must CA appliance to gas supply. Follow all local codes. • For propane/LP units, never connect fireplace directly to the propane/LP supply. This burner system requires an external regulator(not supplied). Install the external regulator between the burner system and propane/LP supply. INSTALLATION ITEMS NEEDED Before installing fireplace and burner system,make sure you have the items listed below. - External regulator(supplied by installer) - Piping(check local codes) - Sealant(resistant to propane/LP gas) - Equipment shutoff valve* - Test gauge connection* - Sediment trap (recommended) - Tee joint - Pipe wrench approved flexible gas line with gas connector(if allowed by local codes—not provided) * A CSA design-certified equipment shutoff valve with 1/8" NPT tap is an acceptable alternative to test gauge connection. Purchase the CSA design-certified equipment shutoff valve from your dealer. For propane/LP connections only, the installer must supply an external regulator.The external regulator will reduce incoming gas pressure.You must reduce incoming gas pressure to between 11 and 13 inches of water. If you do not reduce incoming gas pressure,burner system regulator damage could occur.Install external regulator with the vent pointing down as shown in Figure 32. Pointing the vent down protects it from freezing rain or sleet. External Q 100 Ib.(min) Regulator Propane/LP Use only new black iron or steel pipe. Internally Supply Tank tinned copper or copper tubing can be used per National Fuel Code, section 2.6.3, providing gas meets hydrogen sulfide limits,and where permitted by local codes. Gas piping system must be sized to provide minimum inlet pressure (listed on data plate) at the maximum flow rate (BTU/hr). Undue pressure loss will occur if the pipe is too small. Vent Pointing Down When using copper or flex connectors use only fittings approved for gas connections.The gas control inlet is 3/8"NPT. a v< w< < Figure 32-External Regulator w!#h Vent Pointing Down alropa►ne/1.P 0*) 25 n.,;�. ?s ,.i-�'Q ^';�. .��.- ,:;,A,. $ �'n".'{pg e".':'�^*.° '..,N„n�3�✓'�''s7€a,--adm Y '"� 1'.x � _ c.« , -- .;.. t ! ! Only persons licensed to work with gas piping A manual shutoff valve must be installed upstream may make the necessary gas connections to of the appliance. Union tee and plugged '/a" this appliance. NPT pressure tapping point should be installed upstream of the appliance. See Figure 33. NOTE : The gas line connection may be made using 1/2"rigid tubing or an approved flex connector. Since some municipalities have additional local codes If Is always best to consult your local authorities and the current edition of the National Fuel Gas Code ANS12223.1,NFPA54.In Canada CAN/CGA-B149(9 or 2)Installation Code. A listed manual shutoff valve must be installed upstream of the appliance. Union tee and plugged 1/8" NPT pressure tapping point should be installed upstream of the appliance.See Figure 33. IMPORTANT.Install main gas valve(equipment shutoff valve)In an accessible location. The main gas valve is for turning on or shutting off the gas to the fireplace. Check your building codes for any special requirements for locat- ing equipment shutoff valve to fireplaces. !U-% Apply pipe joint sealant lightly to male threads.This will prevent excess sealant from going into pipe. Excess sealant in pipe could pipe joint sealant that is resistant to liquid result in clogged burner system valves. oleum (LP)gas. We recommend that you install a sediment trap/drip leg in supply line as shown in Figure 33. Locate sediment trap/drip leg where it is within reach for cleaning. Install in piping system between fuel supply and burner system. Locate sediment trap/drip leg where trapped matter is not likely to freeze.A sediment trap traps moisture and contaminants.This keeps them from going into the burner system gas controls. If sediment trap/drip leg is not installed or is installed wrong,burner system may not run properly. CSA Design-Certified Equipment Shutoff Valve with 1/8"NPT Tap"` Approved Flexible Gas Line Natural Go From Gas Meter Tee JNipple (5-W.C.to 10.5-W.C.Pressure) Sediment Trap/Drip Leg PipePropane/LPCap From External Regulator ihlhtyh,(11-W.C.to 13-W.C.Pressure) Figure 33-Gas Connection 26 1'.�, ,r! N:»✓�a �Y-F,"''>. k ",A ,?f:: -.h �, .� �.' kr. 1�,1"QP 4,.'�.(" ✓J,,.t. >S: � n ?``�,� s;d�of,n,. ty q_''"�'s �,r sem.�` �.mx--� �,�"�,.A;r.1v1„� Yw', � Yr••,., 1. Check gas type. The gas supply must be the same as Inlet Pressure Tap Outlet Pressure Tap stated on the appliance's rating decal. If the gas supply is different from the fireplace,STOP!Do not install the appliance. Contact your dealer immediately. W 2. To ease installation,a 30" (mm) flex line with manual O shut-off valve has been provided with on this appliance. Install and attach X12"gas line onto shut-off valve. 0 3. After completing gas line connection, purge air from d ° gas line and test all gas joints from the gas meter to the fireplace for leaks. Use a solution of 50/50 water and Pilot Adjustment soap or a gas sniffer. 4. To check gas pressures at valve, turn captured screw Figure 34-Gas Pressure Check at Gos V471VO counter clockwise 2 or 3 turns and then place tubing to pressure gauge over test point.Turn unit to high.See Figure34.After taking pressure reading,be sure and turn captured screw clockwise firmly to reseal. Do not over torque.Check test points for gas leaks. ' Do not use open flame to check for gas leaks. The appliance and its appliance main gas valve must be disconnected from the gas supply piping system during any pressure testing of that system at test pressures in excess of psi (3.5 kPa). The appliance must be isolated from the gas supply piping system by closing its equipment shutoff valve during any pressure testing of the gas supply piping system at test pressures equal to or less than 1/2 psi (3.5 kPa). BLOWER/FAN LOCATION Spade Velcro V Terminals Strips O <C ° � m U- Lower Firebox Cavity Side View Blower Location Exhaust Port (see page 5) FAN ASSEMBLY DIAGRAMS 27 i A i ELECTRICAL WIRING This fireplace requires 110V AC electrical supply for normal operation in order to power up the Ignition Control Module that is required to operate the Remote Control. However, during a power outage situation, its electronic system (Ignition Control)can temporarily be powered with a 9V DC battery. The convection blowers will not function in a power outage. Electrical connections should only be performed by a qualified,licensed electrician.Main power must be off when connecting to main electrical power supply or performing service. All wiring shall be in compliance with all local, city, and state codes. The appliance, when installed, must be electrically grounded in accordance with local codes, or in the absence of local codes,with the National Electrical Code ANSI/NEPA 70(latest ecffion) and Canadian Electfical Code, CSA C22.1. Label all wires before disconnecting when servicing controls. Wiring errors can cause improper and dangerous operation. Verify operation after servicing. 28 ..2x`s..k„�,.t.��.u..,sx�.Cu:abSr,a;_r.,ae .'u.'�.Q.t.�.�,.x,ii;a.resew...t:::S.S'az�,,..ha.,r'�>w.,;v�.�-. *:..ase..^,6.».a�4fs.<.an...0"�.�,. u..,k✓.:aF�.teb,5s+i1;x,..�exYu..;.,tr-S,s' -` ,;.��.,a7�"�� _�- ��'��,:,3 GLASS REMOVAL NOTE: Avoid contacting the glass to any surface and be careful)to not damage any of the controls in the lower cavity. 3. Remove the Component Heat Shield 25 Cover by lifting up and toward you. 1. Remove the front air 2. Remove the left and panel using a screw right side panels by lifting driver to lift from center up and moving to the if necessary. center slightly. 4. By pulling forward and up,unclip the 6 glass frame retainers at the top of the glass frame. s 5. Lift the glass frame up out of the glass 6. Carefully lift the right hand side of the glass frame retainer and onto the glass support frame off of the glass support flange allowing the flanges on the front of the fireplace. glass frame to move down and to the right within the enclosure. 29 x{+ 7 r^ 7. Carefully lift the left hand side of the glass frame 8. Lift the glass frame out of the opening of the en- off of the glass support flange allowing the glass to closure beginning with the top left corner while an- sit on the floor of the enclosure. USE CAUTION gling the glass frame toward you. NOT TO LET THE GLASS FRAME REST ON ANY COMPONENTS OR WIRES. 9. Continue to lift the rest of the glass out of the en- 10. Once the glass is removed from the unit,lay the closure opening using caution not the damage the glass on a flat surface so as not to put stress on any lo- edges of the enclosure. calized area of the glass or glass frame. 30 • 2w+:,�5c"�3.r`.s .'ss�'.r,. �.�:�'.,�:, k5: s2�� . .�r's'3.FE, �t'+��:,�2''"3;��''`.3,�5 '� `,.. �,;.,.;�",- �41F,�.z�:�;'.`.- s3�..�.a � 6ss��:a��- ,C� PLACING THE BURNER GLASS MEDIA (OPTIONAL) The optional burner glass media comes packaged in a poly-bag and contains the correct amount of glass material to cover the burner. The entire contents of the bag should be evenly distributed over the burner tray. 1. Locate the burner in the fireplace. Refer to the adjacent illustration. 2. Carefully clip one corner of the poly-bag to form a pouring spout. The opening should be large enough to allow the glass media to flow but not so large that you M 4 can't control the flow. 3. You will notice that the burner surface is designed with turned-up edges that form a tray to hold the glass media. 4. Starting at one end,pour the glass media onto the burner tray, keeping the pouring spout of the poly-bag towards the center of the burner to avoid spillage of glass pieces over the sides of the burner. See the adjacent illustrations. 5. Once you have poured all the glass burner media into the tray, carefully smooth the glass pieces out so they have a uniform depth over the entire surface of the burner. When the burner glass media is properly placed, it should look like the adjacent illustrations. 6. Note: If a few pieces of glass escape over the edges of the burner tray during installation, it is not a problem. They will simply land in the area below the burner and will do no harm. BURNER PANEL REMOVAL I OPTIONAL MEDIA TRAY INSTALLATION 1. Grip the burner panel in the center and pull 2. Once disengaged, lift straight up and remove towards the front of the fireplace to disengage. through the front of the fireplace t 3. Remove burner panel brackets on front lip before installing media tray. 4. Place media tray(see figure 37)on support brackets as shown in figure 38,and screw down the 11 screws provided. 5. Fill the tray with media supplied. Do not place media in such a way as to block air flow between burner and tray. See figure 39. Figure 37- One piece media tray r` Figure 38-Placing media tray Figure 39-Filling the tray with media 32 FOR YOUR SAFETY READ BEFORE OPERATING Do not operate appliance with the glass If you do not follow these instruction exactly, front removed, cracked, or broken. Re- a fare or explosion may result causing property placement of the glass should be done by damage,personal injury or loss of Ike. a licensed or qualified service person. A. This appliance is equipped with an ignition device which automatically lights the pilot. Do not try to light the pilot by hand. B. BEFORE OPERATING smell all around the appliance area for gas. Be sure to smell next to the floor because some gas is heavier than air and will settle on the floor. WHAT TO DO IF YOU SMELL GAS: • Do not try to light any appliance. • Do not touch any electric switch;do not use any phone in your building. • Immediately call your gas supplier from a neighbor's phone. Follow the gas supplier's instructions. • If you cannot reach your gas supplier,call the fire department. C. Main gas valve in this appliance is not serviceable and does not have any control knobs or switches to operate. Do not remove heat shields covering the valve and electronic devices;do not try to repair or modify the valve as it may result in a fire or explosion. Call a qualified service technician if you have any safety concerns. D. Do not use this appliance if any part of it has been under water. Immediately call a qualified service technician to inspect the appliance and to replace any part of the control system and any gas control that has been under water. LIGHTING FOR THE FIRST TIME INITIAL LIGHTING Purge air from the supply fine as follows: 7Never an open flame to check for gas leak. • Open main shutoff valve. • Unscrew main pressure test point. • Leave inlet test screw open until gas comes in. • When gas is flowing, tighten inlet screw immediately. LEAK TESTING 1. Follow the pipe from the gas supply line connection to the gas valve. Check connection for leaks with soap and water mixture. 2. Next check for gas leaks at the burner with soap and water mixture. 3. Check the pilot for gas leaks with soap and water mixture. 33 LIGHTING FOR THE FIRST TIME APPROVED LEAs(TESTING METHOD You may check for gas leaks with the following methods only: • Soap and water solution . • An approved leak testing spray If using a soap and water solution to test • Electronic sniffer for leaks, DO NOT spray solution onto electronic parts. Never use an open flame to check for gas leak. NOTE.Remove any excessive pipe compound from the connections.Excessive pipe compound can set off electronic sniffers. Check for gas leaks in each of the following locations: • Pipe from the gas supply line connection to the gas valve • Burner connections, pilot • Field made joints/gas shutoff valve • All joints on valve and control body • Factory made joints, each joint and connection OPERATING INSTRUCTIONS STOPI Read the safety information on previous page. 1. Turn off all electric power to the appliance. Press the on/off switch on the fireplace to the off position. q�� 2. Do not attempt to light the pilot by hand. 3. Wait five (5) minutes to clear out any gas.Then smell for gas, including near the floor. If you smell gas,STOP!Follow Step 3 F in the safety information(see page 3). If you don't smell gas, go to the next step. ` 4. Press the on/off switch on the fireplace to the on position. 5. Read and follow instructions in how to set up and to use remote control described in supplied with remote control booklet y7 "Use and Installation Instructions for PROFLAME 2 SYSTEM." 6. If the appliance will not operate, follow the instructions "To Turn Off Gas To Appliance" and call your service technician or gas supplier. 34 - j c y ,� <1 x�er.y ,may n L� �•�°"a�+��.�^aY �� h J ��:'�.i �' �5, �sE� "`�s,,:. TO TURN OFF GAS TO APPLIANCE m�7 1. Turn off all electric power to the appliance if service is to be performed. 2. Remove Air Panel from the appliance,and unplug the power cord. 3. Turn the gas control valve to the full OFF position. 4. If necessary,replace Air Panel. 35 ,� i G`- $ R fa s _" 1'✓ $,� h�. '�"fu7+ ��r 'm (,P i �,.�•,K4�> ffTurnff gasbefore servicing fireplace. It ommended that a qualified service technician perform these check-ups at the beginning of each heating season. BURNER, PILOT AND CONTROL COMPARTMENT Keep the control compartment and burner areas clean by vacuuming or brushing at least twice a year. Make sure the burner porting,pilot air opening and burner air opening are free of obstructions at all times. PILOT FLAME Ignitor The flames from the pilot should be visually checked as soon as the heater is installed Flame Sensor and periodically during normal operation.The pilot flame must always be present when the fireplace is in operation.See Figure 45.The pilot flame has 2 distinct flames,one engulfing the thermopile, and the other reaching to die main burner. BURNER Inspect area around the injectors. Remove any lint or foreign material with a brush or vacuum. Figure 45-Phot Rome BURNER FLAME The flames from the burner should be visually checked as soon as the heater is installed and periodically during normal operation.In normal operation,at full rate,and after operat- ing for about 15 to 30 minutes,the flame should be yellow z. M W and up to 6 inches high. See Figure 46. If the flame is blue and only in the center, turn off unit and contact your service technician. 5- Figure 46-Sumer Flame Appearance NOTE: The type of installation, vent system configuration, and wind effects may cause the flame patterns to vary. 36 ✓.. _. ... sr f - .i r,-a F r ,, it 't`b ,.nk,J-t I .r<,e� ,:x,�x�-.s� n':y_ _ ,��i'ri 3� CLEANING AND MAINTENANCE VENT SYSTEM The fireplace and venting system should be inspected before initial use and at least annually by a qualified field service person. Inspect the external vent cap on a regular basis to make sure that no debris is interfering with the airflow. Inspect entire venting system to ensure proper function. GLASS PANEL Thoroughly clean the inside of the glass panel after using the fireplace for ten hours. Periodically clean the glass panel as neces- sary. When cleaning the glass,remember: • Do not remove the glass when hot.Allow glass to cool before removal. • NEVER use abrasive materials. • Keep children and pets a safe distance away. • Never operate the fireplace without the glass door properly secured. • Never operate the fireplace if the glass is broken. • Replace any glass that is chipped,cracked,or broken.Replacement glass door assemblies MUST be supplied by the fireplace manufacturer—No substitute materials may he used. • Handle glass door with care to avoid striking or scratching it on hard objects. To clean glass door,follow"Glass Removal" procedure outlined in the Gloss Removal section. Film deposit on the inside of the glass should be cleaned off using a nontoxic,non-corrosive,non-abrasive,mild-cleaning solution.Simply apply an adequate amount to the glass and wipe off with a damp cloth.After all maintenance has been completed,re-install glass door. MEDIA Replace or add media as required following installation instructions in the Final Installadon section of this manual. ® CAUTION: Label all wires prior to disconnection when servicing controls.lNiring errors can cause improper and dan- gerous operation.Verify proper operation after servicing. 37 ra •>3. a-,+^. t.��-ff .'=s• €'N'6r• ti� .o"+,�"�hv ,¢u„4:-., ,r. '+-r ..�. 9,. w,14� a ILLUSTRATED PARTS LIST RIGID VENT COMPONENTS (not supplied with fireplace) /1 4 7 8 3 i9 1 ,Q� / L3 10 5 2 \ 1i — l M&G Duravent Direct Item Qty/Box Description Vent Pro or Spark Modern Part# 1 Model 19 5X8 Starter "Supplied with fireplace 1 1 High Wind Horizontal Termination 58DVA-HC 2 1 Vertical Termination 58DVA-VHC 3 6 6"Pipe Length 58DVA-06 3 6 9" Pipe Length 58DVA-09 3 6 12"Pipe Length 58DVA-12 3 6 24"Pipe Length 58DVA-24 3 6 36"Pipe Length 58DVA-36 3 6 48"Pipe Length 58DVA-48 4 6 91/2"to 151/2"Pipe,Adjustable 58DVA-17TA 4 6 151/2"To 221/2"Pipe,Adjustable 58DVA-24TA 5 6 450 Elbow 58DVA-E45 6 6 901 Elbow 58DVA-E90 7 6 Flashing,0/12 To 6/12 Roof Pitch 58DVA-F6 8 6 Storm Collar 58DVA-SC 9 6 Firestop 58DVA-FS 10 1 Vinyl Siding Standoff 58DVA-VSS Item Qty/Box Description ICC Excel Part# 2 1 ICC Excel 5X8 High Wind Vertical Termination TMSVT 38 • • t. Y,.' �t�r' ,t.. 5... P us"✓+;'�., ...� ,F_- x?v ,i ,:f ..�'.::� .b�''ri,,i r�.;r i Y IN,"w PARTS LIST This list contains replaceable parts used in your fireplace. KEY PART NUMBER No. DESCRIPTION QTY 19N-E 19P-E 1 RA901 RA901 MAIN ON/OFF SWITCH WITH HARNESS 1 2 C100020 C100020 DUPLEX OUTLET 1 3 C200001 C200002 MAIN GAS VALVE WITH 5/8" FLARE FITTING 1 r 4 0.584.306 0.584.306 IGNITION CONTROL MODULE 1 5 A100010 A100010 BLOWER 2 6 XXXXXX XXXXXX FLUE RESTRICTOR 1 7 XXXXXX XXXXXX AIR INTAKE RESTRICTOR 1 8 D200022 D200022 VALVE BRACKET 1 9 24-078-33 24-078-51 ORIFICE 2 10 M19BLN M19BLP BURNER LEFT 1 11 M19BRN M19BRP BURNER RIGHT 1 12 C200003 C200004 PILOT ASSEMBLY 1 13 30-3131-30 30-3131-30 30"X 5/8" FLARE FLEX CONNECTOR 1 14 T6-24 T6-24 3/8"X 24"SS HOSE-COMPRESSION W/FITTINGS 1 15 M19001 M19001 BURNER MANIFOLD 1 16 M19012 M19012 BURNER PANEL 1 17 M19008 M19008 MEDIA TRAY(OPTIONAL) 1 18 M19017 M19017 FRONT AIR PANEL 1 19 M19015 M19015 LEFT SIDE PANEL 1 - M19016 M19016 RIGHT SIDE PANEL (NOT SHOWN) 1 20 M19023 M19023 GLASS DOOR WITH GASKET * 1 21 XXXXXX XXXXXX VARIOUS TRAY MEDIA ("M" MODELS ONLY) SET 22 0.584.042 0.584.042 TRANSMITTER 1 23 0.584.920 0.584.920 MAIN WIRE HARNESS 1 24 M19032 M19032 MAIN POWER CORD 1 25 M19036 M19036 COMPONENT HEAT SHIELD COVER 1 *Shall only be replaced as a complete unit as supplied by the manufacturer 39 .; .:,.. ..,,.,.. Y...n -.. ._-?�..�'� .-�+.z-,�.#ra�'�,.-�.� �'..-i.� i:,`rr;r:..� .t,nn,�tt.,t:.._.�.F..+�•:.r.` r, 5 ... Y,.��.. .��s2�-"'u` w ,��s�.n.,.o-�, x.<'`k'�"..r,,.�Jv • t #2 W ext c ,r • r. `W..,A�s.. -;rr �''x.<I,,;M- Proflame Wiring Diagram This diagram shows replaceable SIT Proflame parts used in your fireplace. - SPA 1P1 Pilot t 42 Valve Main on/off y« " Switch " Main wire Harness 23 0 0 Transmitter ® Ignition Control 00000000000 Main ower Cord / 1 Blower&Harness rEI6Ct.ri.CaI,.Gr,ounding Instructions is pine is equipped with a three-prong (grounding) plug for your protection against shock hazard and should be plugged directly into a properly grounded three-prong receptacle. Do not cut or remove the grounding prong from this plug_ 41 - H TROUBLESHOOTING SYMPTOM POSSIBLE CAUSE ACTION 1. Spark ignitor will not A. On/off switch in off position. A. Turn on/off switch to on position. light pilot after repeated B. Wire disconnected. B. Open door and check to make sure wire is connected to ignitor. triggering of piezo. C. Defective ignitor. C. Check for spark at electrode and pilot. If no spark and electrode wire is properly connected,replace pilot assembly. D. No gas or low gas pressure. D. Check remote/manual shut off valve from fireplace. Low pressure can be caused by bent lines,restricted lines,low line pressure. Consult with plumber or gas supplier. E. No Propane/LPG in tank. E. Check Propane/LPG tank. Refill tank. 2. Frequent pilot outage A. Pilot flame may be too high or A. Clean and adjust the pilot flame for maximum flame impingement problem. too low,causing pilot safety to on thermocouple. drop out • 3. The pilot and main A. Inner vent pipe leaking exhaust A. Check for flue product leak.Replace defective pipe section. burner extinguish while gases back into system in operation B. Horizontal vent improperly B. Check horizontal-venting piping is running upward 1/4"per foot. pitched Do not run the pipe level or downward. C. Improper vent cap installation C. Check for proper installation and freedom from debris or blockage. 4. Flame burn blue and A. Insufficient oxygen being supplied A. Ensure that the vent cap is installed properly and free of debris.Ensure that lifts off burner(ghost- the vent system joints are tight and have no leaks.Ensure that no debris has ing) been blocking the inner air intake at the bottom back of the combustion chamber.Ensure that the glass is properly secure and latch. 42 -miNSTALLATION RECORD The installer should complete the form below that describes the details of the installation. Having this written record of installation information available will greatly expedite trouble-shooting should any problem arise with your fireplace. The installer should keep a duplicate of this form for their records.Accurate com- pletion of this form is required for warranty coverage and for any technical support by Spark Modern Fires. Date Purchased: Purchaser/Dealer: Installer: Fireplace SIN on product ID tag: Date Installed: FUEL: 0 Natural Gas 0 L.P. Propane Inlet Pressure Measured After Installation: in. W.C. Manifold Pressure Measured After Installation: High Fire: in. W.C. Low Fire: in. W.C. VENTING: Please Verify The Brand And Model Of Venting Used: Vent Termination (Cap): Q Horizontal O Vertical O Snorkel Vent Cap Model No: CONFIGURATION: Vent Configuration Sketch Required Below: Total Horizontal Run: Feet!lnches Total Vertical Run: Feet4nches Quantity 900 Elbows: Quantity 450 Elbows: ALTITUDE: Feet Above Sea Level Was Fireplace Derated? Q Yes Q No If Yes To What Orifice Size? Unusual Structure Near Vent? O Inside Comer Q Trees/Shrubs O Other Termination: (Please Describe) Prevalent Wind Conditions? Other Installation Notes: 43 SMF32011 a • 44 • r WARRANTY INFORMATION KEEP THIS FOR IRIMMU Ttt Model Serial No. Date Purchased Always specify model and serial numbers when communicating with the factory. LIMITED LIFETIME WARRANTY The following components are warranted for life to the original owner,subject to proof of purchase: Firebox, Combustion Chamber,and Steel Burner. BASIC WARRANTY Spark Modem Fires warrants the components and materials in your gas appliance to be free from manufacturing and material defects for a period of two years from date of installation. After installation,if any of the compo- nents manufactured by Spark Modern Furs in the appliance are found to be defective in materials or workman- ship,Spark Modem Fires will,at its option,replace or repair the defective components at no charge to the origi- nal owner.Spark Modem Fires will also pay for reasonable labor cost incurred in replacing or repairing such com- ponents fora period of two years from date of installation. Any products presented for warranty repair must be accompanied by a dated proof of purchase. This Limited Lifetime Warranty will be void if the appliance is not installed by a qualified installer in accord- ance with installation instructions.The Limited Lifetime Warranty will also be void if the appliance is net ope- rated and maintained accetding to the operating instructions supplied with the appliance,and does not extend to(1) firebox/burner assembly damaged by accident,neglet,misuse,abuse,alterations,negligence of others,inclu- ding the installation thereof by unqualified installers,(2)the costs of removal,reinstallation or uansportation of defective parts on the appliance,or(3)incidental or consequential damage.All service work must be performed by an authorized service representative. This warranty is expressly in lieu of other warranties,express or implied,including the warranty of merchi ma- bihty of fitness for purpose and of all ocher obligations or liabilities.Spark Modem Fires does not assume for it any other obligations or liabilities in connection with sale or use df the appliance.In states that do not allow limi- tations on how long an implied warranty lasts,or do not allow exclusion of indirect damage,those limitations of exclusions may net apply to you. You may also have additional right not coveted in the Limited Lifetime War- ranty. Spark Modern Fires reserves the right to investigate any and all the claims against this Warranty and de- cide upon method of settlement. For information about this warranty contact: Spark Modem Fires 53 Chestnut Woods Rd. Redding,CT 06896 U.S.A. Rev.1 11/2012 45 y` To: Truss List IMBURGIA COSNT 1461 N E 102 ST Job Page: 1 of 2 MIAMI SHORES FL Date: 1/27/2011 Pro ect: Project 1 OL12 Model: Deliver To: Block No: Account No: Lot No: 1461 N E 102 ST Designer-.° atm, -m Contact sue Office Sales , FL Quote ` Name: Phone: Fax: Tentative Delivery Date: j E• f. Material Summary Includes the following The truss drawing referenced below,have been prepared under my direct supervision based on parameters by Arch.or Eng.of record using MiTek 2020 software Pages or sheets covered by this seal:0001 thru 0109 Total:109 drawings With my seal affixed to this sheet.I hereby certify that this serves as index sheet in conformance with the required building code Chapter 61G15-31 section 003 of The Florida Board of Professional Regulations.Building code being use is ASCE 7-05 per FBC 2007.Wind speed 146 mph.Exp.-C Category II:Importance factor=1.00. JOSE MA C .E. JAN 2 7 2011 Consulting En ' I ructural 2A et a 10 Poe(305) (Florida P.E. 031509) Truss Truss Truss Truss 0001 CJI0 0002 CJ10A 0003 CJ2 0004 CA 0008 CA 0008 CJ7 0007 CRA 0008 CJ78 0009 GRI 0010 GR2 0011 GR3 0012 H1 0013 H12 0014 H13 0018 HZ 0018 H3 0017 H4 0018 H8 0019 H8 0020 H7 0021 H8 0022 H9 0023 HG1 0024 HG2 0028 HG3 0028 HG4 0027 HG5 0028 HG8 0029 HG7 0030 HHI 0031 HH10 0032 HHII 0033 HH12 0034 HH13 0038 HH14 0038 HH15 0037 HH16 0038 HH17 0039 MIS 0040 HH19 0041 HH2 0042 HH3 0043 HH4 0044 HH5 0048 HH8 0048 HH7 0047 HH8 0048 HH9 0049 HHG1 0050 J1 0081 AA 0082 JIB 0053 J1C 0084 J2 0058 J2A 0088 J2B 0087 J2E 0058 J2F 0059 J2G 0080 J2H 0081 J2' 0082 J2J 0083 J3 0084 J3A 0088 J38 0088 J3D 0087 J3DD 0088 J4 0089 J8 0070 MA 0071 J88 0072 Joe 0073 J5D 0074 J5E 0075 J7 0078 VA 0077 J7B 0078 VC 0079 J7D 0080 81 ,{ 1 To: Truss List IMBURGIA COSNT 1461 N E 102 ST Job Page: 2 of 2 MIAMI SHORES FL Date: 1/27/2011 Pro ect: Project 1 OL12 Model : Deliver To: Block No: Account No: Lot No: 1461 N E 102 ST Designer: mtm Contact Site Office FL Salesperson Quote Name: Phone: Fax. Tentative Delivery Date: Material Summary Includes the following The truss drawing referenced below,have been prepared under my direct supervision based on parameters by Arch.or Eng.of record using MITek 2020 software Pages or sheets covered by this seal:0001 thru 0109 Total:109 drawings With my seal affixed to this sheet.I hereby certify that this serves as Index sheet in conformance with the required building code Chapter 61G15-31 section 003 of The Florida Board of Professional Regulations.Building cede being use Is ASCE 7-05 per FBC 2007.Wind speed 146 mph.Exp.-C Category II:Importance factor-1.00. JOSE Yl . JU 2 7 2011 Consultin ivIVStructura. 4 �troot ia►aah, 10 Phony(305)657'6797 (Florida P.E.031509) Truss Truss Truss Truss 0081 82 0082 T1 0083 T10 0084 T10A 0088 T11 0086 T12 0087 T13 0066 T2 0089 T3 0090 MA 0091 T4 0092 T5 0093 T8 0094 T7 0095 Ta 0096 T9 0097 V10 0098 V11 0099 V12 0100 V13 0101 V15 0102 V2 0103 V4 0104 V4A 0105 V5 0106 V6A 0107 Ve 0106 V7 0109 V8 t To: Production List MOURGIA COSNT Job Number. 1461 N E 102 ST Page: 1 Project: Block No: MIAMI SHORES, FL Date: 01-27-2011-10.46:00 AM Model: Lot No: Project ID: l OL12 Contact: Site: O1ice Deliver To: Account No: Name: 1461 N E 102 ST Designer: mtm Phone: MIAMI SHORES. FL Salesperson: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By: 35 BF-Ea 35 Total 1 CJ10 10-10-12 MONO TRUSS 2.48 3-3-10 0-0-0 70 ft.each 2X4/2X4 0.00 31 BF-Ea 31 Total 1 CJ10A 10-10-12 MONO TRUSS 2.48 3-3-10 0-0-0 60 lbs.each 2X42X4 0.00 12 BF-Ea 12 Total 1 CJ2 2-9-3 MONO TRUSS 2.48 3-3-10 0-0-0 22 lbs.each 2X4/2X4 0.00 13 BF-Ea 27 Total 2 CD 3-11-5 MONO TRUSS 2.48 3-3-10 0-0-0 26 lbs.each 2X4/2X4 0.00 21 BF-Ea 41 Total 2 CJ6 6-7-14 MONO TRUSS 2.48 3-3-10 0-0-0 40 lbs.each 2X4/2X4 0.00 21 BF-Ea 85 Total 4 CJ7 7-0-2 MONO TRUSS 2.48 3-3-10 0-0-0 .0-00 41 U each 2X4/2X4 0.00 26 BF-Ea 26 Total 1 CJ7A 7-0-2 MONO TRUSS 2.48 3-3-10 0-0-0 � 50 ft.each 2X4/2X4 0.00 21 BF-Ea 85 Total 4 CJ7B 7-0-2 MONO TRUSS 2.48 3-3-10 0-0-0 41 lbs.each 2X4/2X4 0.00 (1) 2-Ply 49 BF-Ea 97 Total 2 GRI 18-8-0 ROOFTRUSS 3.50 2-4-0 2-4-0 %lbs.each 2X4/2X4 0.00 83 BF-Ea 83 Total 1 GR2 27-11-12 ROOF TRUSS 3.50 2-4-0 0-0-0 166 U each 2X4/2X4 0.00 (1) 2-Ply 64 BF-Ea 129 Total 2 GR3 27-11-12 ROOF TRUSS 3.50 2-4-0 0-0-0 135 M&each 2X4X4 0.00 47 BF-Ea 47 Total 1 H1 18-8-0 ROOFTRUSS 3.50 2-4-0 2-4-0 93 ft.each 2X42X4 0.00 39 BF-Ea 39 Total 1 H12 18-8-0 ROOFTRUSS 3.50 2-4-0 2-4-0 ®tea 83 lbs.each 2X4/2X4 0.00 39 BF-Ea 39 Total 1 H13 18-8-0 ROOF TRUSS 3.50 0-0-0 0-0-0 81163.each 2X4/2X4 0.00 47 BF-Ea 47 Total 1 H2 18-8-0 ROOFTRUSS 3.50 2-4-0 2-4-0 95 lbs.each 2X42X4 0.00 Q2-4-0 92 BF 2 To 0 1 H3 2031ba.each 2X6X6R'JATff O.a811 2-4-0 2 4 s L Consult 00-A(Stru ura 1 H4 29-8-0 ROOF TRUSS 3.50 2-41-0 2-4- 4 E. 5th 181 Ups.each 2X62X4 0.00 1hC 0 ROOF TRUSS U 2-4-0 2-4 176 Um each 2X6 X4 00 � (FI dP. a E. 0315097 77 BF-Fa 77 Total 1 H6 29-8-0 ROOFTRUSS 3.50 2-4-0 2-4-0 161 lbs.each 2X4/2X4 0.00 51 BF-Ea F Ea SI Total 1 H7 21-4-0 ROOF TRUSS 3.50 2-4-0 2-4-0 108 lbs.each 2X42X4 0.00 TO: Production List IMBURGIA COSNT Job Number. 1461 N E 102 ST Page: 2 Project: Block No: MIAMI SHORES, FL Date: 01-27-2011-10:46:00 AM Model: Lot No: Project ID: 1OL12 Contact: Site: Office: Deliver To: Account No: Name: 1461 N E 102 ST Designer: tntm Phone: MIAMI SHORES, FL Salesperson: Quote Number: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By- 51 BF-Ea 51 Total 1 H8 21-4-0 ROOFTRUSS 3.50 2-4-0 2-4-0 106 tbs.each 2X4/2X4 0.00 63 BF-Ea 63 Total 1 H9 26-9-0 ROOFTRUSS 3.50 2-4-0 2-4-0 136 lbs.each 2X4/2X4 0.00 59 BF-Ea 59 Total 1 HG1 18-8-0 ROOFTRUSS 3.50 2-4-0 2-4-0 123 lbs.each 2X6/2X6 0.00 (1) 3-Ply 80 BF Ea 240 Total 3 HG2 29-8-0 ROOFTRUSS 3.50 2-4-0 2-4-0 173 Fm.each 2X6/2X4 0.00 67 BF-Ea 67 Total 1 HG3 21-4-0 ROOFTRUSS 3.50 2-4-0 2-4-0 141 lbs.each 2X6/2X6 0.00 (1) 2-Ply 75 BFEa 150 Total 2 HG4 26-9-0 ROOFTRUSS 3.50 2-4-0 2-4-0 158 lbs.each 2X6/2X4 0.00 54 BF-Ea 54 Total 1 HG5 18-1-0 ROOF TRUSS 3.50 2-4-0 2-4-0 109 lbs.each 2X4/2X6 0.00 29 BF-Ea 29 Total 1 HG6 11-8-0 ROOFTRUSS 3.50 2-4-0 2-4-0 �s 56 lbs.each 2X4/2X4 0.00 71 BF-Ea 71 Total 1 HG7 26-9-0 ROOFTRUSS 3.50 2-4-0 2-4-0 152 Urs.each 2Xa/2X6 0.00 21 BF-Ea 21 Total 1 HH1 7-0-0 RoOFTRUSS 3.50 0-0-0 0-0-0 1� 40 lbs.each 2X4/2X4 0.00 67 BF-Fa 67 Total 1 HH10 27-11-12 ROOFTRU33 3.50 2-4-0 0-0-0 142 tbs.each 2X4/2X4 0.00 69 BF-Ea 69 Total 1 HH11 27-11-12 ROOF TRUSS 3.50 2-4-0 0-0-0 150 VW.each 2X4/2X4 0.00 73 BF-Fa 73 Total 1 HH12 27-11-12 ROOFTRUSS 3.50 2-4-0 0-0-0 154 Ups.each 2X4/2X4 0.00 71 BF-Ea 71 Total 1 HH13 27-11-12 ROOFTRUSS 3.50 2-4-0 0-0-0 152 lbs.each 2X4/2X4 0.00 73 BF-Ea 73 Total 1 HH14 27-11-12 ROOFTRUSS 3.50 2-4-0 0-0-•0 156 lbs.each 2X4/2X4 0.00 67 BF-Ea 67 Taff 1 HH15 27-11-12 ROOFTRUSS 3.50 2-4.0 0-0-0 142 Pos.each 2X4/2X4 0.00 AA 7 200 juZIM C. 1 HH16 27-11-12 ROOFTRUSS 3.50 2-4-0 Cc qsW#ng 8 Strutt r�. 144 lbs.each 2X4/2X4 0.00 1 HH17 27-11-12 ROOFTRUSS 3.50 2-4-0 0- 1 151 tba each 2x4/2x4 0.00 6�tto a(305)667-6797 1 HH18 27-11-12 ROOFTRUSS 3.50 2.4.0 0-0-0 155 Ups.each 2X4/2X4 0.00 71 BF-Fa 71 Total 1 HH19 27-11-12 ROOF TRUSS 3.502-4-0 0-0-0 153 Ups.each 2X4/2X4 0.00 TO: Production List t RVMURGIA COSNT Job Number. 1461 N E 102 ST Page: 3 Project: Block No: MIAMI SHORES, FL Date: 01-27-2011-10.46:01 AM Model: Lot No: Project ID: IOL12 Contact: site. office Deliver To: Account No: Name: 1461 N E 102 ST Designer: mtm Phone Salesperson:MIAMI SHORES, FL Quote Number: Tentative Delivery Date- Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By: 61 BF-Ea 61 Total 1 BM 23-10-0 ROOF TRUSS 3.50 2-4-0 0-0-0 12816s.each 2X4/2X4 0.00 62 BF-Ea 62 Total 1 HH3 23-10-0 ROOFTRUSS 3.50 2-4-0 0-0-0 132 lbs.each 2X4/2X4 0.00 64 DF-Ea 64 Total 1 HH4 23-10-0 ROOFTRUSS 3.50 2-4-0 0-0-0 133 lira.each 2X4/2X4 0.00 67 BF-Ea 67 Total 1 HH5 23-10-0 ROOFTRUSS 3.50 2-4-0 0-0-0 140 lbs.each 2X42X4 0.00 64 BF-Ea 64 Total 1 HH6 23-10-0 ROOF TRUSS 3.50 2-4-0 0-0-0 136 lbs.each 2X42X4 1 0.00 64 BF-Ea 64 Total 1 HH7 23-10-0 ROOF TRUSS 3.50 2-4-0 0-0-0 135 lbs.each 2X42X4 0.00 61 BF-Ea 61 Total 1 HH8 23-10-0 ROOFTRUSS 3.50 2-4-0 0-0-0 130 lbs.each 2X4/2X4 0.00 65 BF-Ea 65 Total 1 HH9 27-11-12 ROOF TRUSS 3.50 2-4-0 0-0-0 140 lbs.each 2X4/2X4 0.00 71 BF-Ea 71 Total 1 HHG1 23-10-0 ROOF TRUSS 3.50 2-4-0 0-0-0 148 lbs.each 2X4/2X6 0.00 5 BF-Ea 144 Total 27 J1 1-0-0 ROOFTRUSS 3.50 2-4-0 0-0-0 10 lbs.each 2X42X4 0.00 6 BF-Ea 12 Total 2 J1A 1-0-0 ROOFTRUSS 3.50 2-4-0 0-0-0 ® 11 lbs.each 2X42X4 0.00 7 BF-Ea 7 Total 1 JIB 1-0-0 ROOFTRUSS 3.50 2-4-0 0-0-0 SIC 12 lbs.each 2X42X4 0.00 6 BF-Ea 12 Total 2 J1C 1-0-0 ROOF TRUSS 3.50 2-4-0 0-0-0 ® i l lbs.each 2X42X4 0.00 8 BF-Ea 16 Total 2 J2 2-10-0 ROOFTRUSS 3.50 2-4-0 0-0-0 0014 15lbs each 2X42X4 0.00 5 BF-Ea 9 Total 2 J2A 2-10-0 ROOF TRUSS 3.50 0-0-0 0-0-0 as 8%a.each 2X42X4 0.00 4 BF-Ea 16 Total 4 J23 2-8-0 RoOFTRUSS 3.50 0-o-0 o-0-0 EI 8 lbs.each 2X4/2X4 0.00 2 q 1 J2E 2-0-0 ROOF TRUSS 3 �' S.0 qjuin,( '�' a UStru Ura 13 tbs.each 2X42X4 0.00 '4' E. r H! oftwu 3 J2F 2-0-0 ROOFTRUSS 3.50 0-0-0 0-0-1? 1 797 8 each 2X42X4 0.00 1 V21 rno% 5 BF-Ea 5 To M'- 1 J2G 2-0-0 ROOF TRUSS 3.50 1-8-0 -0-0 si 11 16s.each 2X4/2X4 0.00 11 8 BF-Fa 24 Total 3 J2H 2-6-8 ROOFTRUSS 3.50 2-4-0 0-0-0 14 ft.each 2X42X4 0.00 TO: Production List y IMBURGIA COSNT Job Number. 1461 N E 102 ST Page. 4 Project: Block No: MIAMI SHORES, FL Date: 01-27-2011-10:46:01 AM Model: Lot No: Project ID: l OL12 Contact• Site: Office Deliver To: Aunt No: Name: 1461 N E 102 ST Designer. mtm Phone: MIAMI SHORES, FL Salesperson. Quote Number. Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By- 8 BF-Ea 8 Total 1 J2I 2-6-8 ROOFTRUSS 3.50 2-4-0 0-0-0 a0 14 Are.each 2X4/2X4 0.00 11 BF-Ea 21 Total 2 JU 2-6-8 MONO TRUSS 3.50 2-4-0 0-0-0 ® 20 Are.each 2X4/2X4 0.00 8 BF-Ea 8 Total 1 J3 3-0-0 ROOFTRUSS 3.50 2-4-0 0-0-0 16 Are.each 2X rM 0.00 10 BF-Ea 10 Total 1 J3A 3-0-0 ROOFTRUSS 3.50 2-4-0 0-0-0 l9ep 20 Are.each 2X4/2X4 0.00 8 BF-Ea 176 Total 22 J3B 3-0-0 ROOFTRUSS 3.50 2-4-0 0-0-0 004 16%a.each 2X4/2X4 0.00 9 BF-Ea 9 Total 1 J31) 3-0-0 ROOFTRUSS 3.50 2-4-0 0-0-0 16 lbs.each 2X4/2X4 0.00 10 BF-Fa 10 Total 1 J3DD 3-0-0 ROOFTRUSS 3.50 2-4-0 0-0-0 20 Are.each 2X4/2X4 0.00 11 BF-Ea 21 Total 2 J4 4-9-0 ROOFTRUSS 3.50 2-4-0 0-0-0 a199 21 lbs.each 2X4/2X4 0.00 11 BF-Ea 181 Total 17 J5 5-0-0 ROOF TRUSS 3.50 2-4-0 0-0-0 ®91-1 22 tbs.each 2X4/2X4 0.00 11 BF-Ea 32 Total 3 J5A 5-0-0 ROOFTRUSS 3.50 2-4-0 0-0-0 ea; 22 lbs.each 2X4/2X4 0.00 15 BF-Ea 15 Total 1 J5B 5-0-0 ROOFTRUSS 3.50 2-4-0 0-0-0 31 tbs.each 2X4/2X4 0.00 I I BF-Ea 32 Total 3 JSC 5-0-0 ROOFTRUSS 3.50 2-4-0 0-0-0 e� 22 Are.each 2X4/2X4 0.00 7 BF-Fa 51 Total 7 J5D 5-0-0 ROOF TRUSS 3.50 0-0-0 0-0-0 .� 15 Are.each 2X4/2X4 0.00 12 BF-Fa 210 Total 17 J5E 5-0-0 ROOFTRUSS 3.50 2-4-0 0-0-0 26 Ara.each 2X4/2X6 0.00 18 BF-Ea 54 Total 3 J7 7-0-0 JACKTRUSS 3.50 2-4-0 0-0-0 e� 37 Fos.each 2X4/2X4 0.00 20 BF-Ea 20 Total 1 J7A 7-0-0 ROOF TRUSS 3.50 2-4-0 0-0-0 .9919 41 lbs.each 2X4/2X4 0.00 .tom 1 J7B 7-9-0 ROOF J1cS 012-4-o sb�n9 Drift, a6 Are.each 2X4/2xa 2 -C 2 J7C 7-0-0 RooF TRUSS o o0 0-0-0 0- ho (305) "i-fi797 sum 33 Are.each 2X4/2X4 0.00 F- 3 2 J71) 7-0-0 ROOF TRUSS 0.00 0-o-0 0-o-o CM1 36 Are.each 2X4/2X4 0.00 121 BF-Fa 728 Total 6 S1 40-8-0 ROOFTRUSS 3.50 2-4-0 1-8-0 257 Are.each 12X&M I 1 1.50 TO: Production List DABURGIA COSNT Job Number. 1461 N E 102 ST Page: 5 Project: Block No: MIAMI SHORES, FL Date: 01-27-2011-10.46:01 AM Model: Lot No: Project ID: 1OL12 Contact Site: Office: Deliver To: Account No: Name: 1461 N E 102 ST Designer: tram Phone: MIAMI SHORES, FL Salesperson. Quote Number. Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By. 137 BF-Ea 412 Total 3 S2 40-8-0 RoOFTRUSS 3.50 2-4-0 1-8-0 293 lbs.each 2X6/2X6 1.50 49 BF-Ea 49 Total 1 T1 18-8-0 ROOF TRUSS 3.50 2-4-0 2-4-0 93 lbs.each 2X42X4 0.00 41 BF-Ea 41 Total 1 T10 18-1-0 ROOFTRUSS 3.50 2-4-0 2-4-0 84 lbs.each 2X42X4 0.00 37 BF-Ea 75 Total 2 T10A 18-1-0 ROOF TRUSS 3.50 2-4-0 0-0-0 e� 77 lbs.each 2X4/2X4 0.00 70 BF-Ea 70 Total 1 T11 27-11-12 ROOF TRUSS 3.50 2-4-0 0-0-0 143 lbs.each 2X4/2X4 0.00 71 BF-E& 71 Total 1 T12 27-11-12 ROOFTRUSS 3.50 2-4-0 0-0-0 146 lbs.each 2X4/2X4 0.00 72 BF-Ea 72 Total 1 T13 27-11-12 ROOFTRUSS 3.50 2-4-0 0-0-0 148 lbs.each 2X4/2X4 0.00 45 BF-Fa 134 Total 3 T2 21-4-0 ROOFTRUSS 3.50 2-4-0 0-0-0 93 ft.each 2X42X4 0.00 69 BF-Fa 137 Total 2 T3 29-8-0 RoOFTRUSS 3.50 2-4-0 2-4-0 146 lbs.each 2X42X4 0.00 65 BF-Ea 326 Total 5 T3A 29-8-0 ROOFTRUSS 3.50 2-4-0 0-0-0 139 lbs.each 2X4/2X4 0.00 60 BF-Ea 120 Total 2 T4 21-4-0 ROOF TRUSS 3.50 2-4-0 0-0-0 124 lbs.each 2X42X4 0.00 66 BF-Ea 66 Total 1 T5 23-10-0 ROOF TRUSS 3.50 2-4-0 0-0-0 138 lbs.each 2X4/2X4 0.00 63 BF-Ea 63 Total 1 T6 23-10-0 ROOFTRUSS 3.50 _ 2-4-0 0-0-0 130 ft.each 2X4/2X4 0.00 4 83 BF-Ea 83 Total 1 T7 27-11-12 ROOF TRUSS 3.50 2-4-0 0-0-0 170 ft each 2X42X4 0.00 79 BF-Ea 79 Total 1 T8 27-11-12 ROOFTRUSS 3.50 2-4-0 0-0-0 166 ft.each 2X42X4 0.00 73 SF-Ea 73 T 1 T9 27-11-12 ROOF TRUSS 3.50 2-4-0 0-0-0 150 ft.each 2X4/2X4 0.00 JOSEI IAM r 0 1 V10 10-0-0 GAdAN 27 2111 0-0-0° 0 0+024 ® 34 lbs.each 2X4/2X4 0.00 6&C7 2 VII 12-0-0 ROOF TRUSS 3.50 0-0-0 0- n m 35 Is.each 2X4/2X4 0.00 (Flo ' F �-F 13=509N 19 BF-Fa 19 Total 1 V12 12-0-0 ROOFTRUSS 3.50 0-0-0 0-0-0 ® 40 FW.each 2X4/2X4 0.00 23 BF-Ea 23 Total 1 V13 13-6-8 ROOFTRUSS 1 3.50 0-0-0 0-0-0 ® 46 lbs.each 2X4/2X4 0.00 TO: Production List IMBURGIA COSNT Job Number. 1461 N E 102 ST Page: 6 Project: Block No: MIAMI SHORES, FL Date: 01-27-2011-10.-46:01 AM Model: Lot No: Project ID: IOL12 Contact: Site: Office: Deliver To: Account No: Name: 1461 N E 102 ST Designer: mum Phone: MIAMI SHORES, FL Salesperson. Quote Number. Tentative Delivery Date.- Profile: ate:Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By- 23 y23 BF-Ea 45 Total 2 V15 16-0-0 ROOFTRUSS 3.50 0-0-0 0-0-0 48 lbs.each 2X4/2X4 0.00 2 BF-Ea 4 Total 2 V2 2-0-0 GABLE 0.00 0-0-0 0-0-0 4 lbs.each 2X4/2X6 0.00 4 BF-Ea 8 Total 2 V4 4-0-0 ROOFTRUSS 3.50 0-0-0 0-0-0 .. 61bs.each 2XV2X4 0.00 6 BF-Fa 12 Total 2 WA 4-0-0 ROOFTRUSS 3.50 0-0-0 0-0-0 ® I l lbs.each 2X4/2X4 0.00 I l BF-Fa 11 Total 1 V5 5-10-0 ROOFTRUSS 3.30 0-0-0 0-0-0 r� 20 lbs.each 2X6I2X4 0.00 15 BF-Ea 15 Total 1 V5A 5-10-0 ROOF TRUSS 3.50 2-4-0 0-0-0 ® 29 lbs.each 2X4/2X4 0.00 9 BF-Ea 19 Total 2 V6 6-0-0 ROOFTRUSS 3.30 0-0-0 0-0-0 .did 18 lbs.each 2X4/2X4 0.00 I I BF-Ea 21 Total 2 V7 8-0-0 ROOFTRUSS 3.50 0-0-0 0-0-0 ® 21 N.each 2X4/2X4 0.00 13 BF-ER 13 Total 1 V8 8-0-0 GABLE 3.50 0-0-0 0-0-0 ® 1 27 N.each 12X4aX4 1 0.00 JAN 2 7 2011 2(Flodds Cotura: !n.q1t5091 JobTruss Truss Type my PW IMBURGIA CONST.SERVICES 10L12 CJ2 MONO TRUSS 1 1 0003 Job BEST TRUSS CO.,K MI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Wdustries,Inc. Thu Jan 2710:53:88 2011 Page 1 3310 2-943 3310 2-9.3 zXa u 4 8 249 12 3 20 II 10 4X9= 1.e 38 1 e II 9 7 1$ 3X4= 9 2X4 I I 1 2-9.3 1 24" Plate Offsets MY): N:0.1.8,0.1-3],[2:0.2-0,0.1-01,[3:0.2-0,0.1-4I LOADING(psf) SPACING 240 CSI DEFL in poo) Udsfl Ud PLATES GRIP TCLL 30.0 dates bwfeaee 1.00 TC 0.81 Vert(LL) .0 01 3.7 X989 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.34 Vert(TL) -0.01 3.7 >999 180 BCLL 0.0 Rep Strass Incr NO WB 0.00 Horz(TL) 0.00 7 nfa n1a SCOL 10.0 Code FBC2007/rP12007 (Mob" Weigh:22 Ib FT m 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2-Exc%r TOP CHORD Struahasl wood sheatMrp directly applied or 243 oc purlins, 1-2:2 X 8 SYP No.2 except end verticals. BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid calling directly applied or 6.00 oo bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ibfsb:e) 3=437/08.0 (ndn.0.141),7-3010.2-0 (min.0.1.8),2oiWO-1-8 (min.0.14Q Max Hors 3-W2(-C 3),2=979(LC 3) Max UpUR3¢727(LC 3),7-30(LC 1) Max Grey 3=437(LC 1),7-229(LC 8) FORCES pb)-Mwdmum Cornpreselon4bothmun Tension TOP CHORD 1-10}9811/886,3.10-9621688,3.4=}189196,4-5=-",4.7-28182.1-2a8 IW7 BOT CHORD 341=4111179,7-9-W79,43-7=010 NOTES 1)Wind:ASCE 7-05;148mph(34econd gni;TCDL=9.0peft,BCDL=B.W,W011;Cat.9;Exp C;Kd 1.00;erxdomW;C-C Automatic;Lumber DOL=1.33 plate grip DOW-00 2)Provide adegnunte drainage to Prevent water ponding. 3)This tnum has been designed for a 10.0 psf bottom chord live load nonconctmult with any other tine loads 4)Provide mechanical connection(by others)of truss to bearing plate at JoInt(s)7,2. 5)Provide nmctmrdcal connection pry curers)of truss to bearing plate capable of ung 727 Ib uplift at Joint 3 amt 30 lb uplift at Joint 7. 8)Beveled plate or shim nxitdred to provide full bearing surface with trams chord at joint(s)2 7)This tams has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottorn Chord,no nconcurernt with any other live loads. 8)Design asewnes 4x2(flat orientation)purtinm at oc spacing Indicated,fastened to bum TC W 2-10d naffs. 9)In the LOAD CASE(S)section,Ion applied to the face of the tams are noted as front(F)or back(9). LOAD CASE(S)Standard 1)Regula,:Lumber Ir1.33,Plate Increese=1.00 Uniform Loads 0" Vert:1-10=-N Trapezoidal Loads(pif) Vert:3-2V-9,B=*to-0-14(F=3,134),10=0(F=48,8=4*to 4=$6(F=17,8=17),4-86W-17,B=17)-to4--"F=13,8=13) Job �Tiuse �TruTwwe �QY Ply �IMBURGIACONST.SERVICES 1 OL12 CJ3 MONO TRUSS 2 1 0004 Job Reference copoonap BEET TRUSS CO,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 Mrrek InduWIo%Inc.Thu Jan 2710:64:00 2011 Pagel -3310 3-11-8 3.3-10 311-8 acme=rna.3 2x6 11 4 8 24912 20 II 10 3 47 11-1 4x9= 3$ e I I 9 7 a5 14 3x4= 9 21611 1r8 311-8 1 311-8 PIffie Offsets MY): [1:0.1-8,0.1-31,[2:0.2-0,0.1-8],[3:41.8,0.149,C/:0.1-12,Od-0] LOADING(pot) SPACING 260-0 CSI DEFT. In (loc) Udcil Lid PLATES GRIP TCLL 30.0 platesInci 1.00 TC 0.88 Vert(LL) 402 37 :,,999 360 KM 244190 TCDL 18.0 Lumber Increase 1.33 BC 0.28 VwI(I'L) 402 37 =999 180 BCLL 0.0 Rep Stress Icor NO WB 0.00 ftgM) 0.00 7 Na n fa SCOL 10.0 Code FBC2=1171312007 (Lim" Weight:26 Ib FT a 0% LUAER BRACING TOP C ORD 2 X 4 SYP No.2*Except' T COP ORD Structural wood sheathing directly wiled or 311-8 cc purlins, 1-2:2 X 8 SYP Nc.2 excepted vwticala BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8.40 cc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS QbWW) 3 148.0 (min.0-140,7=8&1-2-0 (min.4148),2 0/41-8 (min.4141) Max Hohn 3=4"LC 3),2a1004(LC 3) Max UpIM=- 1(LC 3),7s.-104(LC 3) Max Grav 3=430(LC 1),7=2615"8) FORCES pb)-Maximum Tendon TOP CHORD 1-10 ,310}987x98,34=.128/59,4-8-W0,4.7=9MS4,1-2=-GM002 BOT CHORD 39a-54f92,7-9 64/9%8.7-M NOTES 1)Whin:ASCE 7-08;146nipt(3eecand gust);TCDLa9.W,BCDL S.0psf;1a151g Cat 11;Exp C;Kd 1.00;eniosed;C-C Automatic;Lumber DOL=1.33 plate grip DOLa1.00 2)Provide adequate drainage to prevent water Ponding. 3)This truss has been designed for a 10.0 pot bottom chord Ove load nonconcumord with any other Ove loads. 4)Provide mechanical connection(by others)of tune to bearing plate at joints)7,2. 6)Provide mechanical connection(by otters)of trues to bearing plate capable of widtciading 891 Ib uplift at joint 3 wdl 104 Ib up lift at joint 7. 8)Beveled plats or aMm rule red to provide full bowing suriae with tuns chard at johnt(s)2. 7)This tries has been designed for a moving concentrated load of 2W.01b dead located at all mid penis and at all panel points Wong the Bottom Chard,nonconcurrent with any other live toads. 8)Design assumes 4x2(flat orientation)p urlIns at cc spacing indicated,fastened to tune 7C had 210d stalls. 9)In the LOAD CASE(S)section,loads appalled to the face of the tuns are noted as trent(F)or back(8). LOAD CASE(S)Standard 1)Regular:Lumber Incr1.33,Plate Increasea1.00 Uniform Loads(pit) Vert:1.100-90 Trapezoidal Loads(pIQ Vert:3=-2(F=9,B=9)-to-8-W(R=0,Baq,10=0(F=45,B=4WtowI -WF=4,",4-824Fc4,Bao}too Fal,0a1) Job Truss �TruesType IMBURGIA CONST.SERVICES 1 OL12 10 �Cie MONO TRUSS 2 1 0005 Job Rete+erwe BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industries,Inc.Thu Jen 2710.6402 2011 Pagel -3.310 33.13 -- 8.7.14 3.3.10 3-3-13 3.4-1 scmenmsa 2M u 8 7 243 is a s se 2[4 II t4 3 17 840 8,8 4x9= ' 12 10 13 9 +Y 24 II 3.8= 14 3x8= 8 -OrU8 33-13 8.7--14 0. M3-3.13 3.41 Plate Offsets(X,Y): 11:0.140.1.31,[2:0.2.OAOSI LOADING(per SPACING 2-0.0 CSI DEFL in poo) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.65 Vert(LL) OAS 9.10 0988 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.33 Vert(M) OAS 3.10 0888 ISO BCLL 0.0 Rep Stress I n r NO WB OAS Horz(TL) -0.01 9 n1a n/a BCDL 10.0 Code FBC2W7/rP12007 p hdrix) Weight:40 Ib FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2"Exkepr TOP CHORD Structural wood sheathing directly applied or 80.0 oc pur*uk 1-4:2 X 8 SYP No.2 except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4.1142 oc Ding. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS pb/dw) 3=43SM 8.0 (min.01-8),9401102-0 (min.0.1-8),2=1020-7.8 (min.0.1.8) Max Honz 30.481(LC 3),2a744(LC 3) Max Upiifq}1070(LC 3),9x1002(LC 3),2x211(.0 3) FORCES pb)-Mandmwn Conqx9seloriffilindnumv Tension TOP CHORD 1-14}721/478,314x714/478,380.53M315,5.80.98128,8.7x910,8*m-219/408,1.2_r454l160,2-4=0 BOT CHORD 312¢1427/499,10.12x1427/499,10.13}1427/499,9.13¢1427/499,"010 WEBS 5.100.499/244,5.90$20/1487 NOTES 1)Wind:ASCE 7-05;146mph(3-second gum;TCDL=9A)psP,BCDL=B.Opd6,hal li t;Cat.11;Exp C;Kd 1.00;enclosed;C-C Autanmtic;porch right w posed;Lumber DOL-1.33 piste grip DOL-1.00 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 pat bottom chord live load nourent with any other live loads. 4)Provide mechanical connection ply others)of truss to bearing plate at jdn")9,2. 5)Provide nneceadad con ecdon pry others)of trues to bearing Piste capable of ung 1070 lb q Mt at joint 3,1002 ib W Mt at Joint 9 and 211 Ib uplift at joint 2. 8)This fuss has been designed for a moving coeaeetrated load of 200.Mb deaf located at all mid panels and at all panel points along the Bottom Chord,nonconcurruft with any oder On loads. 7)Design assumes 4x2 plat tion)purlhs at oc spacing indicated,fashoW to fres TC w/2.1 Od nails. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Regular Lumber Increasewl.33,Plate hwreaea01.00 Uniform Loads OM Vent:1.14x90,2-40.90 Trapezoidal Loafs OM Vert:3x2M4,B=9)-to4-33(Fx7,Bx7),14e0(F=48,B04*to4l-143(=x28,0-20),8-143(F-29, Bx2*to-7x16%Fx30,8030) Job Tensa TruasT"w ft IMBURGIA CONST.SERVICES 1OL12 CP MONO TRUSS 4 1 Job Reference(optional) 0006 BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 a Apr 22 2010 MITelk hwtushies,Inc.Thu Jan 2710:54:03 2011 Page 1 -3-3-10 3.8.15 7-0.2 3.3.10 3-&15 38.3 aemeot:te.9 20611 8 7 248 12 2x4 13 a as 2x4 1112 3 17 4x8= 34 1 11 e 1-4 396_ 8 -0r1r8 7.02 01.8 7-0.2 Plate Offeeta(X,Y): [1:0.1-8,01.3],[2:020,0-0.89,[5:0214,004] LOADING 0" SPACING 2-0-0 CSI DEFL In (Ioc) Udell Ltd PLATES GRIP TCLL 30.0 Plates Increase 1A0 TC 0.44 Vert(Lla -0.08 3-9 >999 380 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.43 Vwt(TL) 4LU 3.9 >497 180 BCLL 0.0 Rap Stress bw NO WB 0.23 Hors(TL) -0.01 9 Na nfa BCDL 10.0 CodeFBC2007/rPMW (NMW Weight:41 lb FT 0% TOLUMBER ORD 2 X 4 SYP No.2*Except' TOP CHORD Structural wood sheathing directly applied or 8-0-0 ac ptwWmk 1-4:2 X 8 SYP No.2 a mm"end Vwuoals. BOT CHORD 2 X 4 SYP 88 BOT CHORD Rigid calling directly applied or 7-9.2 oc Facing. WEBB 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS pblslza) 3=45710," (min.01.8),9=444/0.2-0 (min.01-8),2=10310.1-8 (ntin.0140 Max Hors 3=458(LC 1),2w458(LC 1) Max Uplift3--270(LC 3),9--878(LC 3),2--181(LC 3) FORCES (Ib)-Matdmum CompreaefordMmtinxan Tension TOP CHORD 1-12=-4231481,3.12-4181481,3.13=-48815H8,5.13x 588,5$ 109/31,8.7-10/0,8.9--2831451,1-2 441, 2-40 BOT CHORD 3-11--720450,9.11--7291450,S.90 WEBS 5.9--4831750 NOTES 1)Wind:ASCE 7-05;148mph(3-second gust);TCDL=9.0pW6,BCDL=B.Opni;Im15f4 Cat.U;Exp C;Kd 1.00;enclosed;C-C Autonmtic;Lumber DOW M plate grip DOL=1.00 2)Provide adequate drainage to prevent wars'ponding. 3)Title buss hes been designed for a 10.0 psi bottom oinord live load noncormurent with any atrmr Iive toads. 4)Provide mechanical oor ectlon(by others)of bum to bearing plate at JoInt(s)9,2. 5)Provide mechanical connection(by otlwtre)of truss to bearing plate capable of witetending 270 Ib uplift at joint 3,576 lb uplift at joint 9 and 181 db uplift at joint 2. 8)This buss has been designed for a moving concentrated dead of 20MO1b dead located at a8 mid panels and at all panel poUds along rte Bottom Chord,non Trent with any other live Ices. 7)Design assumes 4x2(flat orientedw)purlins at of spacing Indicated,Meted to truss TC W 210d nails. 8)In the LOAD CASE(S)section,loads applied to the face of tie truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber er btarease=1.33,Plate Incr 1.00 Uniform Loads 0" Vert-1-12=.K 2.4c-90 Trapezoidal Loads(pif) Vert:3--2(F=9,s-}to4=-35("".12=0(F=45,8=46}to-8=.151M-A B=-WL 8=.151(F--30, s--3*W7--158(F=-34,8=.34) Job Tnres TnseType Oty Pq IMBURGIA CONST.SERVICES 1GL12 CPA MONO TRUSS 1 1 0007 .lob BEST TRUSS CO„MM,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Indt9rle%Ino- Tho Jan 2710:54:052011 Pawl 33.10 2-11-113.1618 , 7.62 33-10 2-11-11 611-4 3.1.3 8081601:189 20411 7 8 2AB 12 4X 2X4 II 6 4 7-10 1.8 2 612 10 4a9= I I + U4= 13 1s. 1 18 10 I = 1 1-8 14 11 9 29411 3X9= 3.4-15 2-11-11 3.1616 7.0.2 2.11-11 1 080 3-13 61-7 Plate Offsets MY): [1:0.1-6,0.1-3],[3:0.2-0,0-0.87,[8:0.3.3,0.1-121[12:0.2-4,0.1-g] LOADING(pef) SPACING 2.0-0 CSb DEFL in (loo) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.01 11 >909 360 MT20 244/180 TCDL 15.0 Lumber increase 1.33 BC 0.68 Vert(TL) -0.0210.11 >999 180 13CLL 0.0 Rep Stress Inor NO WB 0.40 Horz(TL) 0.01 10 We n/a SCOL 10.0 Code PBC2W7/TP12007 (Melt) Weight:5193 FT a 0°/6 PIER C ORD 2 X 4 SYP No.2*Except' TOP BRACING TO ORD Structure]wood 8freaW ng directly applied or 3.11-4 co purline, 1-5:2 X 8 SYP No.2 except end verticals. OT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 8-"00 bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS pb►sW 10=8502-0 (min.0.148),3=67/).1.8 (min.0.1-4,12 1-40 (min.0.140 Max Harz 3=1112(LC 3),120.807(LC 3) Max UplRI00.76(LC 8),3=•144(LC 3),12o-1784(LC 3) Max Gray 10=283(LC 12),3=57(LC 1),12wS55(LC 1) FORCES (lb)-MMdmum CompresdonSIOXdnwm Terrey TOP CHORD 1-2o-1099l572,2-4e•234411139,4 0=-227?11119,8.7=$7/23,7-8=-1010,7-10--201/357,1-3 -5 1114,3-600 BOT CHORD -13=$90F1248,1213o-~248,12-140-5=139,11.140.530/1139,11-18=-5=139,10.1&,-W 1139,9.10 WEBS 8.11 ,8.100.1205/580,8-12=-88911312,4-12w-1551283 NOTES 1)Wbnd:ASCE 7-05;146nph(3-second gust);TCDL=9.Opsf;ODL=B.Opsf-,h=1511;Cat 9;Exp C;Kd 1.00;enclosed;C-0 Automatic;cantilever left exposed;Lumber DOW.33 plate grip DOL=1.00 2)Provide adequate drainage to prevent water pond ft 3)This truss has been designed for a 10.0 pot bottom chord live load noncorumrrent with any otirer No loads. 4)Provide meahedcal connection(by oti s)of trues to bearing plate at jolnt(s)10,3. 5)Provide mechanical correction(by o#ws)of truss to bearing plate capable of ung 78 Ib uplift at joint 10,144 Ib upon at joint 3 and 1784 Ib uplift at joint 12. 8)This truss has been designed for a moving concentrated load of 200.01b deed located at all mid panels and at all parte points along the Bottom Chord,nonconcurrent with any otiw live loads. 7)Design aestanes 4x2(flat orientation)purlins at oc spacing Indicated,fastened to teres TC w/2-10d nalls. 8)In the LOAD CASE(S)section,toads applied to the face of the tures are noted as front(F)or back(B). LOAD CASE(S) Shwdwd 1)Regular:Lumber b" 1.33,Plate Incr1.00 Unifom Lands(o Vat,1-2=-90 Trapezoidal Loads a" Vert:2-0"%1Ba45}to-7o-151(Fo-30,Bo-30),7o-151(F=-3Q Ow-W)-to-8o-156(F=•34,B-.34),2-0(F=10, B=1o}to-9=•35(F0 8, 8e4),3o-87(F=12,B=12}to•5}74(R:A" Job Tn TruseType F PlyIIWBIJRGIACONST.SERVICES101.12 CJ7B MONOTRUSS 1 0008 Job Reference BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2MO WTek hulusttes,Inc.Thu Jan 2710:54-M 2011 Page 1 -3.3.10 3.6.18 7.0.2 3310 3&18 3.9.3 Bede a 1c1W 29411 6 7 2AS 12 axe= s 6,6 2041114 3 17 640 4x6= Lim 1 12 10 13 0 Y 2t4 II 3x8= 1.4 3X9= 8 1 316 7-0-2 s.1 3518 3S3 Plate Offsets(XV): 11:0-140-14%, 2.0-2-0,04S) [8.0212,01-11),[8:0-2-14A" LOADING(pen) SPACING 2600 CSI DEFL In ([cc) 9defl L/d PLATES GRIP TCLL 30.0 Plates Ire 1.00 TC 0.57 V"LL) 0.09 9.10 >998 390 KM 2441190 TCDL 18.0 Lumber Increase 1.33 BC 0.38 Vet(TL) 0.09 3.10 >999 180 BCLL 0.0 Rep Stress Inar NO WB 0.50 Hors(TL) -0.02 9 Na Na BCDL 10.0 Code FBC2007/TPI2W7 (Matrix) Weight:42 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2"Except' TOP CHORD Structure]wood bathing directly applied or 8"cc purlins, 1-4:2 X 8 SYP No.2 except and verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly apptled or47-14 oc bm*tg. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS pNstas) 0 (min.0-14%9=44310.30 (min.0-1.5),2x1020.1-8 (min.04-5) Max Hors 3-{50(LC 1),2a732(LC 3) Max Upfl t3-1109(LC 3),9;-1082(LC 3),2-2W"3) FORCES (Ib)-Maximum Coinixeseloriffilaxinuun Tension TOP CHORD 1-140-70(9478,3.14 70?/479,35}874/1488,5.8}104/29,8.7=-1010,9-9-232f439,1-2"541738,2-4x(90 BOT CHORD 3120-18 841,10-12=-lGWN1,1a130-15W"1,9.130-15 1541,8.9-M WEBS 5.100-527/281,s-9}584N851 NOTES 1)Wind:ASCE 7-05;148mph(3-second gum;TCOLa9.0psh,,BCDL=8.0psf;h=15f t;Cat 0;Exp C;Kd 1.00;enclosed;C-C Automatic;parch right exposed;Lumber DOL-1.33 plate grip DOW AD 2)Provide adequate drainage to prevent water ponding. 3)This trusa has been designed fo'a 10.0 patbottom chard Ihne load nonconcurrent with any other live loads. 4)Provide mechanical connection(by others)of trues to bearing plate at Iolnt(s)9,2. 6)Provide mechanical connection(by others)of miss to bearing plate capable of wlttmdanding 1109 lb uplift at Joint 3,1082 Ib uplift at Joint 9 and 209 Ib uplift at joint 2. 0)This trues has been designed for a moving concentrated loaf!of 200.0Ib deal located at all mid panels and at all panel points along the Bottom Chord,nonconmurent with any other live kms. 7)Design assume 4x2(flat orientation)purlins at ere spacing indicated,fastened to bum TC%W 210d halls. 8)In the LOAD CASE(S)section,Wade applied to the face of the trues are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Regular:Lumber Ir1.33,Plate Increase= .00 Uniform Loads(pit) Verb 1-140-90,241=.W Trapezoidal Loads 0" Vert:30-2(Fa9, B=-",8}151W-4% 80-30)-to-7=-158(F0-3t,B�34) Job Trues Tn=Type MY Ply IMBURGIA CONST.SERVICES 1OL12 CJ1O MONO TRUSS 1 1 0001 Job Reference(optionan BEST TRUSS CO,11111AW,FL,BE8T TRUSS CO. 7.230 s Apr 22 2010 MITek 1nduslrkvk lnc.Thu Jan 2710:64:08 2011 Pagel 3310 2-108 433 7.64 10.10.12 3,310 2-10.8 1.4-10- 3.2-1 3.69 scete.I:= 249 12 4X0-n 9 9 60 7 7.8 W 1 3W 9 11 4 7. 1 17 1 2 2 Bis= 7110 GH4 240 0 3x0= 14 19 1s 11 44' 1'e 12 10 4 1 4X= 3x$_ 2-108 2- 383 4.33 10-10-12 2-106 1 0-7 2 08-0 0-7-9 Plate otfoets(X,Y): [1:0.2-0,0.2.5] [3:048,0.641,17:0.2-8,0.3.0,[e:0.312,0.2-0],[12:0.2-0,0.2-0] LOADING(pot) SPACING 2-0-0 CSI DEFL In (10c) Wall Ud PLATES GRIP TCLL 30.0 Plain Increase 1.00 TC 0.65 Vwt(LL) 0.04 13 :411 380 KM 244M90 TCDL 18.0 Lumber Increase 1.33 SC 0.54 Vwt(TL) -0.1911-12 >398 180 MfISH 244/190 BCLL 0.0 Rep Stress Inor NO WB 0.73 Horr(M) 0.00 11 We We BCDL 10.0 Code FBC20071TP12007 (Matrix) WelI fth 70 Ib FT=0% TOPER BRACING CHORD 2 X 4 SYP No.2•Except' TOP CHORD Structural wood dmWng directly applied or 3-9.0 oc purlins, 1-5,2 X 6 SYP No.2 except end verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid coiling directly applied or 8-0-0 oo bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SVP No.3 REACTIONS #Wblae) 11-6ZW2-0 (min.0.1-8),12=1231/1-0-0 (ndn.01.0,3=100-0.1-8 (min.0.14Q Max Hors 12=738(LC 1),3=1147(LC 3) Max UpOft11= LC 3),12-I M(LC 3),3o-218(LC 3) FORCES (Ib)-Mmdnwm Tenslon TOP CHORD 1-2=-1116/788,34=.l 2SVW 4.8}2444/1038,8.7=-2347/1058,7-8=-166J0,8.9}16/0,8.11¢ )M I-3=-74NI181, 3.8=M BOT CHORD 314o-423/690,1314a423B90,13.15�4231590,1318}4231690,1318}189/317,11-18}159/237,10.11r WEBS 8.1Z,3031480,7-12m.1402MM,7-11=-188/172,4-1&4427,4-12o-284/877 NOTES 1)VAn d:ASCE 7-05;146mph(3-second gust);TCDL=9.0poh,BCDL wS.Opoi;h=15ft;Cat.11;Exp C,Kd 1.00;enclosed;C-C Automatic;cantilever left exposed;Lumber DOL=1.33 plate grip DOW W 2)Provide adequate drainage to prevent water Ponding. 3)All plates are MM plates unless oftrwise Indicated. 4)This fume has been designed fora 10.0 pot bottom clam live load nonconounuft with any otine live loads. 6)Provide mechonical connection(byothers)of trues to bowing plate at Joint(s)11,3. 0 Provide nm mnical connection(by others)of truss to beanies plate cgmble of meg 8091b upiM at joint 11,1888 Ib uplift at Joint 12 and 218 Ib uplift st joint 3. 7)This truss has been designed for a moving concentrated load of 200.OI1:dead located at all mid panels wW at all parol points Wong the Bottom Chord,nonconowyent with any oUw Ove loads. 0 Design acemas 4x2(flat orientation)purOne at cc spacing Indicated,fastened to tunas.TC w/310d rails. 9)in tie LOAD CASE(S)section,loads applied to the face of the team are noted as fronnt(F)or back(B). LOAD CASE(S)Stwelard 1)Regular Lumber Inenmeftl.33,Plate Incr 1.00 Uniform Lands s 011) Vert 1-2e-90 Trapezoidal Loads am Vert:2=0(F=W,B=48}to-8=-238(Fa74,B}74),8a238(F-74,0-74)-to-9-245(F-78,0-78),2=0(F=10, 0=10)4o-10}84(Fa17,B-17),3-"F-13,0=13}to-5}71(F=9,BA Job Tnes Trues Type MY Ph IMBURGIA CONST.SERVICES 1 OL12 CJ10A MONO TRUSS 1 1 0002 Job Refiennwe BEST TRUSS CO.,MUM,FL.,BEST TRUSS CO. 7M0 s Apr=2010 Wrok Induafale%Inc.Thu Jan 2710.54:10 2011 Pagel -33-10 394 7-1.4 10.10.12 3310 39.5 340 39.8 scale-Ims 2A ff2— Orr u 7 s Me SO s 20 c 9 -1 ,w n s o 2 18 3 1.8 exe_ 113 11 14 10 1¢ 3A_ 1-4 3x4= 9 1-s 5.5.4 10.10.12 011-La 5-5-4 5.68 Plate Offsets MY): [1:0-2-0,0-M[2:0.2-0,0 0.8] [6.0.312,03-0] [7•0.38.0-0.121 LOADING(pst) SPACING 2.0.0 CS! DEFT. In (loc) Udefl Lid PLATES DRIP TCLL 30.0 Plates Increase 1.00 TC 0.77 Vert(LL) 0.09 11 499 380 MT20 244/190 TCDL 15.0 lumber Increase 1.33 SC 0.88 Vert(TL) -0.181011 >780 180 BCLL OA Rep Stress UKx NO WB 0.47 Hrnz(TL) -0.03 10 n/a Na SCOL 10.0 Code FBC2007/TP12007 (Meow Weight:81 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2*Except° TOP CHORD Mural wood atmthing directly applied or 4.1015 cc purls e, 1-4.2 X 8 SYP No.2 eKaept and Ventiode. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4.7-1 cc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS pbWn) 3=758108.0 (ndn.01-0,10=107810.2-0 (min.01-8),2m123/01-8 (ndn.0140 Max Hoz 3=347(LC 1),2=534(LC 3) Max UpM3¢788(LC 3),10}1228(LC 3),2e-237(LC 3) FORCES pb)-Mwdmam CompressknUa)dmum TenOw TOP CHORD 145=-WWJ?l,315e40?=,3-6 -1570/140%S-B=-143411180,67=451/0,741=42✓0,7-10 807,1-2-353M 2-40 BOT CHORD 31 1785/148,11-13¢178S1485,1144a1507/1221,1014=-1507/1221,9.10=010 WEBS 611=414/315,8.11=01434,8-10-122WINY NOTES 1)Wind:ASCE 7-05;146mph(34econd gnat);TCDL=9Apaf;BCDL.=8Apeh,h=15%Cat.II;Exp C;Kd 1.00;enclosed;C-C Automatic,Lumber DOL=1.33 Plate grip DOL=1.00 2)Provide adequate drainage to prevent water ponding. 4 This truse has bem designed for(tea others)boof w at )rto bearing plateIt with any other live kms. 2. 5)Provide mechanical connection(by others)of bum to bearing plate capable of withstanding 788 Ib uplift at joint 3,1226 lb uplift at joint 10 and 237 Ib uplift at joint 2. 8)This teras has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points Wong the Bottom Chord,aamrsnt with any other live lads. 7)Design assures 4x2(flat orientation)purism at cc spacing indicated,fastened to truss TC wf 2-10d nails. 8)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as fret(F)or back(B). LOAD CASE(S)Stan dwd 1)Regular Lumber Ir1.33,Plate Incr1.00 Unflo i Loads(pit) Vert-145w4%2.4=.W Trapezoidal Loads am Vert:3}2(F=8,B=9)-to-10=-54(Fa17,0 -17),10=-34(F=-17,0-17)-U)9.35(F�18,8=-10),15=0", 0-4*o-7-241(F-78,6-78),7-181pF-78,0 -78}to•8=-188(Fa79,8¢70) Jon Trees Trim Pty IMBURGIA CONST.SERVICES 1 OL1 Y GRI ROOF TRUSS 1 2 0009� ,� BEST TRUSS CO.,11 AfI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 Iffek IrAmbtes,Inc. Thu Jan 2710.64:14 2011 Page 1 -24-0 2to-0 540 9+h0 1240 iFr10-0 1880 21.0-0 2-40 2.10-0 38-0 30-0 3-0-0 38-0 2-10-0 240 acme=,x10 US_ s soo 12 = 50= fee= se= 3 4 8 7 2 18 198 n 266 11 264 11 '} � 8 20 15 21 14 13 12 22 11 23 10 Z6 264 11 368= sac un8 ws= 3X8= 266 11 3610= 2.10-0 5.4.0 210-0 380 30.0 380 38-0 210-0 Plate Offede MY): [2:04.%0.1-11[3:0.6.12,0.2-8],[4:034,0.212],[6:0.2-9,0.247,[8:0.3-4,0.212],p:0.8.12,0.251,[8:0 4-3,0.1-11,[11:0.21$0.149,[14:0.2-12,0.1-8] LOADING(pet) SPACING 2-00 CSI DEFL in pod) Ude Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.72 Vert(LL) OA31214 0608 350 MT20 244/190 TCDL 16.0 Lumber Increase 1.33 BC 0.84 Vwrt( Q -OAS 1214 0452 180 MT15 1711147 SCLL 0.0 Rep Strias Ircr NO WB 0.51 Hor4n) 0.09 S Na Ne BCDL 10.0 Code FBC2007fn3m 7 (Matrbc) Weight:194 Ib FT=0% TOP CHORD 2 X 4 SYP No.2 TORP CHORD Structural wood sheathing directly applied or 4.7-0 oc purfire. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling ng directly applied or 634 0o bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (ib✓si2s) 2e22911011)" (min.0.1-8,80226610.8-0 (min.0.1.4 Max UpW12-2221(LC 3),8-2221(LC 3) FORCES (Ib)-MaxlmumConq9xM I mg bramiTbrialon TOP CHORD 1-2x0/42,219_4741/3818,3-18-473WJM 34=-MOMM 44 i-5=4494,5 626914454,8.7=-791816 2, 7-19�47301383;i,8-19=4741/3815,8.9 42 BOT CHORD 2' 3142/4317,16-20}3142/4317,16.21=-320;#/4404,14.210.320314404,131*PMWM,12-13a40MG91, 12.2b*-G M,11- 1N1,11-23 4403,10.23=.320N4403,10.24=-3142!4317,8.24=-3142/4317 WEBS 315 9,314-3131/3351,4-14=637/484,4.12=4713WA 7,6.12=-21WMAI%5.12=-275812277,8.11¢637/484, 7-11x~3131/3381,7-1 NOTES 1)Special connection required to distribute web kade equally between all plies. 2)2-ply truss to be connected together with t Od(0.148-x3-)nalis as follows: Top chords connected as folkno,2 X 4-1 row at 0.9-0 or. Bottom chords connected as follows:2 X 4-1 row at 0.9-0 os. Webs connected as follows:2 X 4-1 row at 0.9-0 or. 3)All Wds are considered equally applied to all pees,except If rated as front(F)or back(B)face In the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads rated as(F)or(B),unless otherwise indicated. 4)Unbalanced root On loads have been considered for this design. 8 Wind:ASCE 7-05;146mph(3—second gust);TCDI.Pi9.0psf;BCDLx&W.h=16ft;CaL p;Exp C;Kd 1.00;enclosed;C-C Automatic;Lumber DOL=1.33 plate grip DOL=1.00 8 Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unkeen other1W m Indicated. 8 This trues has been designed for a 10.0 pot bottom duxd live load rt anent with any ober We fools. 9)Provide mechanical connection n>ection(by otters)of Mans to bowing plate capable of withstanding 2221 Ib uplift at joint 2 and 2221 Ib uplift at joint S. 10)This buss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,ronconc urrent with any other Ilve loads. 11)Girder carries hip end with 210-0 right side sotback,2100 left side setback and 7-00 end setback. 12)Hanger(s)or oUer connection device(e)shall be provided sufficient to support concentrated load(o)2881b down and 282 ib up at 15.10-0,and 265 Ib dorm and 282 lb up at 210-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of otters. LOAD CASE(S) Standard Continued on page 2 Job Tnree Tnm Type GLy MyIMBURGIA CONST.SERVICES 1 OL12 GRI ROOF TRUSS 1 2 ,& rence0009 BEST TM88 CO.,MUNI,R.BEST TRUSS CO. 7 I 22 2010 Mrrek MduWM%lm Thu Jan 2710.64:14 2011 Page 2 LOAD CASE(S)Standard 1)Regular:Lumber htCr 1.33,Plate Increaeftl.00 Uniform Loads(pit) Vat 1-%-W,3.4�4G(F= ,4-5�45(F t&8-45(Fr_45),8.7=-"F-45),74-4A 2-15-20,10-16-184(F-164),8-10--20 Gated toads(ib) Vert 16-28M 10-26%F) Job Tn�a Tn�aType Oly ft IMBURGIA CONST.SERVICES 1 OL12 GR2 ROOF TRUSS 1 1 0 Job Reference BEST TRUSS Co.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek 111du ,Inc. Thu Jen 2710.64:18 2091 Pagel -2-4-0 2-0-0 41-11 8.3-7 109.0 18.0 0 20.6.9 233-1 28-0.8 27-11-12 2-40 2.0-0 2-1-11 2.1-11 4-6.8 53 0 4.5.9 2-8.8 2-8.8 1-11-4 acaMm1�3.0 40= ,lie= 8 7 380 V2 4973X8= 44X5408= 3X4= 21411 33X6_ = 3 4 8_ ::28 9 29 10 11 yJ 229 841 1 2 I4~ 20 11 1 � 1 119 >31 _ 49= M 44713 �1a 214 II 23 22 21 2D19 18 17 18 18 14 3X4 II 31 32 33 34arW II 35 36 4X9= US= 3X4= 3X8= 4X5= 3x4= 416= 21411 3X9= 20 11 2-0-0 41-11 8.3.7 109-0 18-0-0 206.9 23 3-1 28 08 27-11-12 20-0 2.1-12 2 1-11 530 4.6 9 2-9 8 2-9.8 1-11.4 Plate Offasis(X,Y) [3 0.3-8,0.2-4] [8 034,0.2.0] p•0�4,0.2-4] [8.0.6.4 0.2-0],[9.0.1 12,0.1-8],[13.0.2.8,0.3.4],[21.0.1 12,0.1-8],[22:0.2-B4O.1-8] [24.0.1-12,0.2.47 LOADING W SPACING 2-0-0 CSI DEFL in (lac) YM L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.81 Veht(LL) 0.15 20 >999 360 MT20 244/190 TCDL 16.0 Lumber Incmw 1.33 BC 0.61 VwKTL) -0.2718.20 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(rQ 0.01 13 n1a We BCDL 10.0 Cam F-BC2007frPMW (Metric) Weight:186 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP Not-Except- TOP CHORD Structural wont sheatblng directly applied or 41-8 oc putina, 1-3:2 X 4 SYP SS except and VWtI08a BOT CHORD 2 X 4 SYP No.2-Except" BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. Except: 3-23,10-14,22-26:2 X 4 SYP No.3 10.0.0 ax bracing:2324 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lbf0b�e) 12=•69411-10.12 (min.0.1-10),2=1420!0.8-0 (min.0.1-11),13=198411.10.12 (min.0.1-10) Max Has 2=175(LC 3) Max UpIMt12- 694(LC 1),281183(LC 3),1381043(LC 3) Max Grev 120284(LC 3),2=1420(LC 1),13=1984(LC 1) FORCES (Ib)-Maximum CornIxessionlModmum Tension TOP CHORD 1-2=Qf43,2-28=-2012f249,3.28e•1 ,34 1998/604,4-bv-2343/1047,5.882130/1048,8.70$01611044, 746=.202911026,8.90.7/3/412,9.298697/1274,10.298897/1274,10.11=-830f1318,11-12=.XMW BOT CHORD 2.30=813911718,24308137/1718,232485/148,324=.30?/910,2331872/203,22-31872!203,22.32=.887/1889, 21-32=-867/1869,21-33=.1077/2389,20.3381077/2389,20.348935 1913,19.34e•9Wl913,18.19893SJ1913, 17-18}987/1947,18.17¢487/1947,18.35898VI95%16.35=~95%15.368122183,1438=-122!83,131481/220, 10.138342!285,13378182/80,1237818280 WEBS 22-248743/1771,424=01454,4-22-4 000430,4218818-984,5.210.845✓417,5.20=.4471132,8.69/283, 7-M-43MAII,7-1&,-&M,81882131229,8.18=2,8.16814581707,9.16=-1751469,13158628-881, 9.1382138/1054,11-13812251693 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;140nph(3-secmnd gust);TCDL=9ApM;BCDL=6.0pefi,hw15it;Cat.11;Exp C;Kd 1.00; lased;C-C Automatic;Lumber DOL=1.33 ate grip DOL=1.00 3)Provide adeclusts"nap to pr iwd water pondI ng. 4)This tnae Inas been designed for a 10.0 pot bottom chord five loaf nonconcurrant with any ober live loads. 5)Provide mechanical cxxuection(by otters)of truss to bearing plate capable of rNtiatareng 594 Ib uplift at joint 12,1183 Ib uplift at joint 2 and 1043 Ib uplift at joint 13. 8)This brae has been designed for a moving cornuted load of 200.0b dead lasted at a8 mid pads and at all penal points along the Bottom Chard,nonconcturent with any other live loads. 7)Girder carries hip anted with 0-0-0 right side setback,2-0-0 let side sok,and 2.0-0 and sok. 8)Hanger(e)or ober connection device(s)shall be provided sufficient to support concentrated Ioad(s)18 Ib down and 18 It;up at 2.1-12 on bottom chard. The desigNssiection of ouch comection device(s)Is the responsibility of otters, 9)In the LOAD CASE(S)sectiay loads applied to the face of the hum are noted as front(F)or back(B). LOAD CASE(S) Staniland Continued on page 2 Job Truss TnussT"w m' Ply IMBURGIA CONST.SERVICES �� 1OL12 GR2 ROOF TRUSS 1 1 BEST TRUSS CO,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MlTek lndt ,hr-Thu Jan 2710-64.19 2011 Page 2 LOAD CASE(S)SMndefd 1)Regular:Lumber Irmenee-1.33,Plate truer 1.00 Uniform Loads(pit) Vert:1-3=-90,3-5-75(F=15),5-6-75(F=16),8.7-75(Fa16),7-8-76V-15),8-110-75(Fa14 2 24 c 20,14-23o-17(F-M,12.13}17(F-M CoruoMrated Loads(Ib) Vert:24a48(F) 0 Job Tr1es TnresT"mar �PIY2 ,lob IMBURGIA CONST.SERVICES10L12 GR3 ROOF TRUSS 11 Reference BEST TRUSS CO.,MWA FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 Mirek Imiustrtes,Inc.Thu Jen 2710:84:212011 Page 1 .2.4.0 48 4 a." 1 1238 1858 19512 2311-0 28510 27j.2!;112 24.0 434 44.4 3 3-0 33-0 424 .2-4 1-10.10 Sceie=122 4x6= 3,60 F{2' 4 3x42X4 II 2X4 a 22 6 3 426= 09= 6x8 we= so= 413 I I III 12 6 7 8 9 23 10 11 321 2 $ 2X411 g 1 26 19 1825 17 29 18 1s 27 14 28 13 29 12 3x3= 3x4= 3110= 2K4 11 402= 2x411 so= 3X4= 25.9.10 948 18Se 19e-02 2311-0 24-30 27-11-12 948 8." 4424 42-14 OW01610 ' 2-22-'2 Plate offsets(X,Y): [5.0.1-4,0.1-5],[8.04AEdgel [10:0.2-8,0.312] [11•Edga x3-8] [12:0.3=0.312],[14.04*k2-0],[17.0.2.12,0.1-81 LOADING(pet) SPACING 2-0-0 CSI DEFL In Qoc) Well L!d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.84 Vert(LL) 0.3017-19 x941 380 Arm 244(190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) 4),4117-19 >M 180 BCLL 0.0 Rep Stress Incr NO WB 0.89 Hotz(1'L) 0.04 14 Na We SCOL 10.0 CodeFBC2W7frPMW (AA Ir" Weight:271 Ib Fr=0% LUER BRACING TOPE ORD 2 X 4 SYP No.2 TOP ORD Structural wood sheathing directly applied or 8-0-0 oc purlins, BOT CHORD 2 X 4 SYP No.2 except and verticals. WEBS 2 X 4 SYP No.3'Except' BOT CHORD Rigid calling directly applied or 8.0-0 00 bracing. 9.14.2X0SYP No.2 OTHERS 2 X 4 SYP Nc.3 REACTIONS Qb/alze) 12a19A)-2-0 (mit.0.1-8),WWII*" (min.0.140,14=3783!0.8-0 (min.0.2-4) Max Hort 2=188(LC 3) Max UpHM 2=-1433(-C 3),2=.1275(LC 3),14}4036"3) Max Gray 12=383(LC 4),2=1358(LC 1),14-37W"1) FORCES Qb)-Maximum ConlMmdmwn Tension TOP CHORD 1-2-&43,321e$45911517,3210.244911542,322=-2M/1387,4.22=-2017/1402,4 =-2052f1421,54-436VZM, 8-7=-39M493,7.8..27W4111,8.9¢2798/4111,9.23x}279814111,10.23=-27W4111,lD4l=-158f429, 11-12a532f1026 BOT CHORD 3240.1410/2243,19.24o-1410/?243,18.19=-181 ,18-25¢1812=5,17-25=481912738,17-28=4721 9, 18.28=- 15-180.272 15.271- 14270 14281}1 1328=-120810,1329=-120810, 272/739, , 272f139, 272>7�, 20810-1 1329x-1208/0 WEBS 349--415M97,449=479/741,5.19=449/11110,5-171}94311847,8.171-1497/1047,7-17-227?/3308,7-18}4/228, 7-1*A96M45,9.140,8=225,10.14e.MW3941,10.13-119M38,10.12=QN472 NOTES 1)3ply truss to be ownected together with 10d(0.1,Wx3°)nalle ae follows: Top chords connected as follows:2 X 4-1 row at 03-0 0c. Bottan chards connected as follows.2 X 4-1 rase st 04W or. Webs coin P,ted as follow 2 X 4.1 row at 0.9-0 oc,2 X 8-2 rows at 0.960 oc. 2)All loads are considered equally applied to all plies„except H rated as front(F)or back(8)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loeds noted as(F)or(0),unless otherwise Indicated 3)Unbalanced roof M loads have been considered for this dealgm 4 Whit:ASCE?-0&1 349connd ;TCDL=9. ,BCDL=&Opsf6,h=15N;Cat.II;Exp C;Kd 1.W,enclosed;C-C Autonatic• •Lumber DOL-1.33 DOL=1.00 r Porch right eoxPosedr �9NP 5)Provide adequate drainage to Prevent water Ponding. for a 10.0 bottan chord live load with other Ilve loads. 8)This truss hes been designed paf arty 7)Provide mechanical connections Qty others)of truss to bearing plate at Icings)12. 8)Provide mechanical connection(ry othes)0f trees to bearing plate capable of withstanding 1433 Ib uplift at joint 12,1275 Ib uplift at joint 2 and 4035 Ib uplift at joint 14. 9)This trues has beet designed for a moving concentrated land of 200.01b dead located at all mid panels and at all panel points along the Bohan Cha nonconcurrent with any other live loads. 10)This truss has large uplift reaction(s)from gravity load case(s).Proper connection Is required to secure tr'ces against upward move and at the bearing&Sulkling designer mum providefar uplift rations indicated. tt Job Tn T TM Ow Pry IMSURGIA CONST.SERVICES 10L12 GR3 ROOF TRUSS 12 •0011 �,, BEST TRUSS CO.,MLAk%FL,BEST TRUSS CO. 7.230 a Apr 22 20M0 MITek lndusbie9,Inc. Thu Jan 2710.54:22 2011 Page 2 LOAD CASE(S)Standard 1)Regular:Lumber Inweaeftl.33,Plate Inorsaoftl.00 Urdbrm Lomas OM Vert:1-4-4A 4.6-90,6*9-90,5.11-440(F¢4W),2-14-20,1214}44(F-24) Jam, Tru9s Truss Type M IMBURGIA CONST.SERVICES 1OL12 H1 ROOF TRUSS 1 1 2 Job Refarwxe BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 a Apr 22 2010 WTM Indushies,Inc. Thu Jan 2710:84:24 2011 Page 1 -2-40 350 7.0-0 11.5-0 18-0-0 1850 21.0-0 2-40 350 3-40 4.5-0 3440 350 2-40 scale-IMI 7x10 MT18H= AAO Mn$H= 3.80 NY 4 5 2X411 U4 If 3 6 2 15 1 107 214 11 2X411 Mi 9 1 17 12 18 11 10 19 9 20 so= 3p4= U4= 344= 3Y4= ens 350 9.4 0-0 0 15. 1850 350 850 550 350 Plate Offsets(X,Y): [4.0812,0.2 8),[5 12,0.2-8) LOADING(per SPACING 20-0 CSI DEF[. In pars) Mail Ud PLATES GRIP TCLL 30.0 Plates Inarease 1.00 TC 0.78 Vert(LL) 0.40 9.10 >-W 380 WIM 2441190 TCDL 15.0 Lumber hxsrease 1.33 Be 0.88 Vert(TL) 0.33 9.10 4853 180 MT18H 2441190 BCLL 0.0 Rep Stress hxx YES WB 0.14 Horz(M) -MOO 7 We Na BCDL 10.0 Code FBC2007/TPE007 (maw Weight:94 Ib FT a 0% LUBER BRACING TOP CHORD 2 X 4 SYP SS"Except" TOP CHORD Structural wood ehatldng directly applied or 4.613 oc pu111ns. 45:2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-0.11 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS pblsme) 2=1230/048-0 (min.0.1-8),7=1230/049.0 (min.0.1-8) Max UpIMt2-2373(LC 3),70.2373(LC 3) FORCES (Ib)-Mmdnasnr CompasslorMiudmum Tension TOP CHORD 1-2=0143,215}2041/37 ,3.15=-203Ql3794,3.4x.193313718,4-5a-18343722,548-193313718,618-ZOWr3784, 7-M-2041/3785,7-8-043 BOT CHORD 217=4MW1835,1217a=WI8.36,1218a.2971/1752,11-18=407111752,10.11¢2971/1752,10.190.2971/1752, 9.19}2971/1752,9.20=-331811835,7-20=-3318N835 WEBS 3.120.283/101,412n-4181380,410x•8181240,610-41WA,5.9-4180380,84I:m.253/101 NOTES 1)Unbalanced root live loads have been considered for O11s design. 2)Wind:ASCE 7.05;148mph(34econd gust);TCDL=9.Opci,BCDL=8.0pet,h=15ft;Cat.It;Exp C;Kd 1.W,enciosed;C-C Bdarior(2)-2.40 to 0.8.0,Interlo41)050 to 18-0-0,Exterior(2)18-0-0 to 21-0-0;porch lett cKposed;Lumber DOL=1.33 plate grip DOL=1.00 3)Provide adequate drainage to premd water pond[ng. 4)All plates are MT20 plates unless othwvdee Indicated. 5)This fres has bowl designed for a 10.0 poi bottom chord M load nonconctuTent with any other IWO 108ds. e)Provide mechanical connection(by others)of thea to bring plate capable of wiltistanding 2373 Ib uplift at Joint 2 and 2373 Ib uplift at Joint 7. 7)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other[We load. LOAD CASE(S) wand Job Tnas Truss Type Ply IMBURGIA CONST.SERVICES 1 OL12 H2 ROOF TRUSS 1 1 5 Job Reference BEST TRUSS CO.,MWA M_BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industries,Inc. Thu Jan 2710:54:25 2011 Page 1 -2.40 4-84 9-0-0 a44Q 1440 --- 184-0 21-0-0 2-4-0 4" 4.4.0 440 48-0 2-40 Scale 1.4(L1 W4- 4 g 3.60 12 394 y 2"II 3 6 1 aP 1 °S 2 10 1 167 29411ri 29411 1 2.11 7.11 8 17 12 16 11 t0 16 6 20 696= 294 II M— M= 3X4= 6d8 44-0i 940 , 14.0-0 , 4-8-0 440 5440 4.840 Plate Offsats(X,Y): 14:0.7-Ok210] LOADING(pot) SPACING 24.0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.87 Vert(LL) 0.38 940 >820 360 MT20 2441190 TCDL 15.0 Lumber Inoue 1.33 BC 0.69 Vwt( L) 0.28 940 >762 180 BCLL 0.0 Rep Stress Inar YES WS OAS Horz(TL) 409 7 n/a nfa BCDL 10.0 Code FBC2W71TPl2007 (Matrix) Weight:96 lb FT=0% LUMBER TOP CHORD 2 X 4 SYP 98-Excepr TOOPACHORD Sbuct u d wood sheathing directly applied or 441-11 oc purUns. 45:2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 340.1 oc bracing. SOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No-3 OTHERS 2 X 4 SYP No-3 REACTIONS (IbW=) 2=1230/0.8.0 (min.0.1-Q,7=1=1-" (min.0.1-8) Max UpUft2=-2354(LC 3),7e-23S4(LC 3) FORCES (Ib)-Maximum CompresMatlMaxinwm Tension TOP CHORD 1.2 43,2-15=-210313731,3-15=-2M 3754,3.4=-1S3iI13019,4-5=4531=87,546=- ,8.18 -208813774, 7-18=-2107/3750,7-8&43 SOT CHORD 2-17=-33MWO,12-17a-332811908,1218 t190S,1148=43MM908,10.11=-332811906,1049*.2585/1518, 9.19--25WS18,9.20--3343/1909,7-20=-3343/1909 WEBS 3.12=460128$3-10--460/774,4-10--022441,5.10o-34 MO,54 413OI827,841=23913 NOTES 1)Unbalanced root live loads have bowl considered for this design. 2)Wind:ASCE 7-05;146mph(3-second gam;TCDL=9-Opsf;BCDL=GAW,W 51t;Cat.11;Exp C;Kd 1.00;enclosed;C-C Exterior(2)-2-4-0 to 0.",Intefor(1)0.8-0 to 1$04 Exterior(2)1840-0 to 21-0-0;porch lett exposed;Lumber DOW.33 plate grip DOL=1A0 3)Provide adequate drainage to prevent water ponrAng4 4)This truss has been designed for a 10.0 pot bottom chord M land nonconcurnwit with any otter Iive loads. 5)Provide mechanical connection(by offers)of truss to boning plate capable of withstanding 2354 lb uplift at joint 2 and 2354 Ib uplift at joint 7. 6)This trans has been designed for a airing concentrated load of 20OAlb dead located at all mid panels and at all panel points along the Bottom chord,noi»cumnt with any othm 11w loads. LOAD CASE(S)Standard Job Teres Tnm Type My Piy IMBURGIA CONST.SERVICES 10L12 H3 ROOF TRUSS 1 1 6 Job Reference BEST TRUSS CO.,MIMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Indwries,Inc. Thu,Ian 2710:64:29 2011 Pagel -2-4-0 3.11-8 7--0 12-3.4 17.4.12 , 22-8-0 2687 298-0 32-0-0 , 2-4.0 3.11-9 38 7 634 6.1-8 634 3-0� 3-11-9 Scale-Is" 8x18Mr18= aeo Ff2f 2011 10xl41In18H= 8x1oRMS-- 4 8 8 7 3X4 3x4 a 3 8 1 2x4 I I 221 241 ,q 1 10 Irq 26 8x18= 28 18 17 18 1825 14 1812 28 11 v We= ee 20 11 3x4= 7x8 Wa= 3x8= 2x4 11 WOMB= WO= 2x4 II 3.11-9 7.0-0 12-3.4 17.412 , 22-8.0 26•B-7 , 311-9 3-0.7 634 81,8 544 387 3-11-9 Plate O(fads MY): [4:0.10-0--4-0!,[8:05-,06-0],17:0.4-12,04.01 112:0.412,01-e1,[16:0.3-,0.149 LOADING(pot) SPACING 2-0-0 CSI DEFL in (Ioc) Well IJd PLATES GRIP TCLL 30.0 Plates Increase 1.00 O 0.91 Vent(LL) 0.881415 >394 380 MT20 2441190 TCDL 16.0 Lumber Increase 1.33 BC 0.30 Vert(TI.) 0.891415 >5M 180 MT78H 2441190 BCLL 0.0 Rep Shwa Ircr YES WS an Hw4M) -0.17 9 We We MT18 1711147 BCDL 10.0 Cod FBC2007/TP12007 (Ilfetrix) Weight:203 lb FT=0% LUMBER BRACING TOP CHORD 2 X 6 SYP M 28"Except' OP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 8.7:2 X 6 SYP No.2 BOT CHORD Rigid calling directly applied or 3.2-15 oc bracing. BOT CHORD 2 X 8 SYP M 28 WEBS 1 Row at midpt 415 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (IbWn) 2=18360.8-0 (min.01.8),9=1838/080 (min.01-8) Mex Up1Ut2-.310W 3),9-3184(LC 3) FORCES (ib)-Mwdmum ConquessloIlMadmum Tension OP CHORD 1-24157,2-21¢3878(8241,3-21w%WW 1,34w 409=788,4.6 6202/8784,"::-82!11/8784,8.7¢ 7, 74W 4077W58,8.2?:-3888!82821,9-22-418710042,111-10=4W BOT CHORD 2.23¢5893!3805, 18-24--6 ,17-241-4 (3805,18.17-STI 13936,15.18c-8312 935, 15.2So-84905219,142&ANO 6219,1314=849016219,12.13=449016219,122&m-6 ,11-211c4694OWS, 11.27 ,9.27 WEBS 318°}1441143,3.17 ' 1471,417¢4474/282,415}230711494,5.18 .48,8.15=417J202,414°-50 276, 8.12=•148312319,7-12=.IM 12,8.12m.=466,8.11 1341147 NOTES 1)Unbalanced roof live loads have bean considered for this design. 2)Wird:ASCE 7.05;148mph(34ecmnd gust);TCDL=9.0pd:,,BCDL:c:8.0pd:,WWI;Cat.ll;Exp C;Kd 1.00;enclosed;C-C Ederlor(2)-2-40 to"-0,InUdor(1)080 to 29.00,Bderlor(2)29.00 to 32.0-0;porch left exposed;Lumber DOL=1.33 plate grip DOL=1A0 3)Provide adequate drainage to prevent water ponding. 4)AO plates are MT20 Plates unless otherwise indicated 5)This bums has been designed for a 10.0 pat bottom chord live load nonconeunwit with any other live load. 8)Provide mechanical connection(by otters)of truss to bearing Date capable of withstanding 31841b uplift at joint 2 and 3184 lb upltlt at joint 9. 7)This buss has been designed for a moving concentrated load of 200.ab dead located at all mid pardsis and at all panel points Wong the Bottom Chord,nonconcurfent with any other live load. LOAD CASE(B)Standard Job Tnars TnmType �QIY �Ply1IMBURGIACONST.SERVICES1OL1t H4 ROOF TRUSS 1 7 Job Refntx e BEST TRUSS CO.,MUM,Fl—BEST TRUSS CO. 7.230 a Apr n 2010 Mrrek Industries,Inc.Thu Jan 2710.84:32 2011 Pae 1 -2.40 450 9-0-0 14100 2050 260-0 2950 32.0-0 2-4.0 48.0 4-40 510.0 6.10-0 440 4-80 2-40 Scale-USM 7x10 tiff 18� 20 11 7x10 RMS_— 3.80 12 4 5 8 3x4 1: 3x4 r 3 7 218 1 SM 2011 2"II 8 1 402= 21 1822 18 14 13 12 1123 10 24 4x12— 2r4 II 0x4= 8x10 rate Ws= 3X9— 8x101rr18 We= 2K= 2c4 I I 48.0 9-0-0 14-10-0 2080 26-0-0 2950 450 440 5100 510-0 4.4-0 48-0 Plate OBeets MY): [2:01013,002) [4.04.8,04.0] [8.04.8,0401 [8:01013,0-0.2] LOADING(pot) SPACING 24-0 CS! DEFL In (lop) lide8 1./d PLATES GRIP TCLL 30.0 Plates l 1.00 TC 0.97 Velt(LL) 0.8713-15 >401 380 AR120 2441190 TCDL 15A Lumber Increase 1.33 BC 0.72 Vert(TL) 0.68 13-15 0509 180 MT18 171/147 BCLL 0.0 Rep Stress hxc' YES WB 0.79 Hor4M) -0.27 8 Na n1a BCDL 10.0 Code FBC2007/TPI207 (Mall" Weight:182 Ib FT a 0% LUMBER BRACING TOP CHORD 2 X 6 SYP M 28'Exch' TOP CHORD Structural Wood sheathing directly applied or 2.2-0 oc purlhm 48:2 X 8 SYP No.2 BOT CHORD Rlgld calling directly applied or 2-2.0 oc bracing. BOT CHORD 2 X 4 SYP Not WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Iblebs) W836014 (min.02-3),8=1835/08-0 (min.0-2-3) Max Upli =-M 48(LC 3),8-3145(L.0 3) FORCES (ib)-Mmdmum Canpresdo durum Tenelarn TOP CHORD 1-2-60,219-3881 215,3.19=-3871/8240,3 4-3883/80118,4.6"15417019,6$e-415411019,6.70- , 7-20---M/SM,8-20c4'36Ef0/8215,850150 BOT CHORD 2 21mM430M,1521aM4313679,16.22=4643/3679,1522=4643f3579,1415-SB01MW,13.14a-6601AM, 12-13}6601/3530,11-12=.5801/3530,11-23}6843/3579,1023-5843I3579,1024e�79,8-24}6843f3879 WEBS 3-18-384/ 1,3.15-2i14t198,416¢810P312,413-11801883,513-4981388,513-11WAW,8.11-810/312, 7.11-294/198,7-1lkw, Z61 NOTES 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-05;148mph(3 escond gust);TCDI x&0psft,BCDL=SApet,h=15f4 Cat.6;Exp C;Kd 1.00;enclosed;C-C Exterior(2)-2-4-0 to 050,InU rlor(1)050 to 29-0-0,8dim 11)29.00 to 3240;parch left exposed;Lumber DOL=1.33 plate grip DOL-1A0 3)Provide admitete drainage to gent water ponding. 4)A8 plates are MT20 plate=unless otierwim indicated. 6)This trams has been designed for a 10.0 petboltom chard Eve load noncornwrmrt with any Other live bads. 6)Provide medrm*W owwwtlon(by otham)of truss to bearing plate capable of withstanding 3145 lb uplift at Joint 2 and 3145 Ib uplift at Joint S. 7)This truss two bear designed for a moving concentrated load of 2W.01b dead located at all mid panels and at all panel pointe along the Bohan Chard,noncore ma t with any other Ihre bale. LOAD CASE(S)Standard Job Truss Truss Type Oh Ph IMBURGIA CONST.SERVICES 1 OL12 HS ROOF TRUSS 1 1 8 ' Job Reforerua BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITelt Industries,Inc.Thu Jan 2710:84:38 2011 Page 1 , -2-40 2-40 6S0 6.40 3-10-0 3.10-0 6.40 6S0 2.40 ' Smk=1�A 3.80 V2 8x10 Kn9= 3A= 8d0lrT18= 9310 IMS 8 8 7 8x10 RM6-- W-- 4 8 3X4 a 3 9 2X411 218 i S'1 10 19 2X411 ,q 1 4x12= 20 /8 21 14 22 13 23 12 24 4x12_ ee 2X4 11 9x12= 8x12= 2X4 II 6.5-0 11.0-0 18.8-0 240-0 21}8-0 5.8-0 540 7.841 6.40 6.8.0 Plate Offsets MY): [W1-6,0-0.21,R.0.8-0,EdgoL[6:0",04OL[7:0.8.0,0.4-01,W06AEdgel,[10:0.11-8,0.0.21,[13:0.40,0.3.01,[14:0.4.0,0401 LOADING(per SPACING 2-0-0 CSI DEFL in (loc) Udell b!d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.90 Vat(LL) 0.93 13-14 >372 380 MT20 2441190 TCOL 15.0 Lumber Ing 1.33 BC 0.90 Vert(TL) 0.751314 >486 180 M718 1711147 BCLL OA Rep Stress Inor NO WB 0.30 Horz(TL) -0.24 10 n/a n1a SCOL 10.0 Code FBC2W7/TPMW (Matrbx) Welght:177 Ib FT=0% TOP CHORD 2 X 8 SYP M 28*Except' TOPPCCH RD Structural wood shventi ft d rectly applied or 444 oc pudbuL 5.7:2 X 8 SYP No.2 BOT CHORD Rigid calling directly applied BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP Nc.3 REACTIONS pb►stm) 2=1S3510.8.0 (min.0.2-3),10=1S/0.8-0 (min.0.2.3] Max Upffft2-3127(LC 3),lO=.M27(LC 3) FORCES pb)-Maximum Compresskm Mwdmwn TenWm TOP CHORD 14451),218e-398818310,318 3977/8337,"w.340916831,46=-33738860,"w=/561 0,8.7=-3237/8510, 74x33731686Q 8.9=-3408/5831,9.19=41977/8337,10.18a398818310,10.11=WW BOT CHORD 2-2M-MW3694, 15.21=618813W4,1421—VOW3694,1422¢8139!=l,1322=$139/3341, 1323¢878813O94,12.23=-6788I3N4,12-24=678813894,10.24=5788/3894 WEBS 31b=-451/280,314a824fT18,6-14x1021/411,8.14=-384/80,8.13 384/80,7.13=-1021/411,9.13=r5241T18, 9.12=461280 NOTES 1)Unbalanced root Itve loads have been cdered for this design. 2)WOW:ASCE 7-05;148mph(3-second gust);TCDL=9.Opef;BCDL=.Opst;h=lffl%Cat.0;Exp C;Kd 1.00;dosed;C-C Mderlor(2)-2-4-0 to 04A Intedor(1)0&0 to 29-0-0,Mderlor(2)29-0-0 to 3240;porch left eked;Lumber DOL-1.33 plate grip DOL=1.00 3)Provide adequate drainage to prevent water ponding. 4)Ali plates are MT20 plates unless otherWee huticated. 6)This trues has bean designed fora 10.0 pot bottom chord We load noncoruwrrent with any other five loads. 8)Provide naciard W connection(by others)of truss to bowing plate capable of whtludanding 3127 lb uplift at Joint 2 and 3127 Ib uplift at Joint 10. 7)This truss has been designed for a marking conceftated load of 2W.0.b dead located at all m1d panels and at all panel points along the Bottom Chord,nonconcurrent with any other On loads. LOAD CASE(S)Standard 1 Job Tnws TnweType ay MY IMBURGIA CONST.SERVICES 10L12 H6 ROOF TRUSS 1 1 9 ' Job Reference o Bit T TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek hdushies,Inc.Thu Jan 27 1064:37 2011 Page 1 -2-4-0 4.811 8-9-b 1300 188-0 20.1011 261-6 2950 32-00 2.4.0 48.11 42.11 42-11 350 4211 4211 4$11 2.40 scde-1:01.0 3.8017 7jd0Wne11= 7hA01rr19-- 9x18ArI18% 8 9 8x191YR18c 4 7 204 Q 204 G a 8 719 9 210411 214 11 1 10 71 19 22 19 14 23 13 12 24 11 28 2= 3X4 �wa= � 3X4 — _ 3304= 8ffi WB= e-e-0 1350 1850 23.0-0 2950 850 8.40 350 8.4.0 68-0 Plate Offsets(&In: [2.'0.810,Edm3,[5:0-2-4,04-Q,[8.0$8,0.2121,[9.0.8.10 Edged [14.0.1-12,0.148] LOADING(ped SPACING 2-0-0 CSI DEFL in poo) 1/deft Lid PLATES GRIP TCLL 30A Plates Increase 1.00 TC 0.93 Vert(LL) 0.881418 >395 380 MT20 244(190 TCDL 16.0 Lurnber Increase 1.33 BC 0.82 Vert(rL) 0.701418 a496 180 MT1SH 244(190 BCLL 0.0 Rep Stress In r YES WS 0.33 Hon n) -0.23 9 1118 We MT18 171(147 BCDL 10.0 Code FBC2007RPI2007 (Matrb* Weight:182 Ib FT=O% LUMBER CING TOP CHORD 2 X 4 SYP No.2'Except' TOP CHORD Structure!wood sheathing directly applied or 2-2-0 oc purlins. 68:2 X 8 SYP No2,1-4,7-10:2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 248.10 oc tracing. BOT CHORD 2 X 4 SYP SS-Mmepr 1215:2X48YPNo2 WEBS 2 X 4 SYP Nc.3 OTHERS 2 X 4 SYP No.3 WEDGE LaW.2 X 4 SYP NoA Right:2 X 4 SYP No.3 REACTIONS pWstm) 2=1836084 (min.0.23),9=1838/0.8.0 (min.0.23) Max Up11ft2a310t1(LC 3),9-3108(LC 3) FORCES (lb)-Mmdmum CoinIxesslonrlMictinuun Tension TOP CHORD 1-2-&43,2-19=-384016918,3.16403m6941,3 4/8108,4-5g298814916,68}2842/4818,67a-298914921, 7-9:4673(6104,8-241,9- 40/BgiS,9.10 43 BOT CHORD 221=r83T1MM,1621¢6MM534,18.22c-5165Wn,1622=-M5 3373,1418}6156FJ373,1423}434 , 13-2364349/2838,1213}6164/3372,1224=8164fMM 11-24=-6164/3372,11-26=-W 13634,9.25=-W613634 WEBS 318=-228 ,418=884/370,414=-W1995,614=4032(481,613¢237/248,813}1028/443,7-13=47318t14, 7-11=-882 ,8.11=-224/88 NOTES 1)Unbalahced roof live loads have been considered for tnls design. 2)Wind:ASCE 7-W;146inph(34sco nd gust);TCDL=9.OpW6,BCDL=8.0psh,h=16ft;Cat.0;Exp C;Kd IAW,enclosed;C-C Exteutor(2)-2-40 to 050,hhtertor(1)050 to 29.00,Eiderior(2)29.0.0 to 320-0;porch left exposed;Lumber DOLp1.33 plate grip DOL.=1.00 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)This truss has been designed for a 10.0 pot bottom chord live load nonconcurrent with any other live loads. 6)Provide irnacluinical connection(by others)of truss to bealtrg plate capable of wtludarding 3108 Ib uplift at joint 2 and 3108 lb uplift at joint 9. 7)This tr use has been designed for a moving concentrated load of 200.0Ib did located at all add panels and at all pante points along the Botonn Chord,rnoncorcurrent with any other live loads. LOAD CASE(S) Standard Job pies Truss Two 01y Fly IMBURGIA CONST.SERVICES 1 OL12 7 ROOF TRUSS 1 1 0026 ' Jab Reference BEST TRUSS CO.,MIAMI,R_BEST TRUSS CO. 7MO s Apr 22 2010 MITek Irldtugries,inc.Thu Jan 2710:84:39 2011 Page 1 -2-40 3S0 7.0-0 1080 1440 17.8-0 21-4-0 23-&0 2.40 3.8-0 3." 3.8-0 3$0 34 0 3-8.0 2.40 acme u 1:44.7 417= axa 417= = &W 12 4 6 2w4, 20 9 7 1 1 2 78 188 29411 $ 21411 8 g 1 _ 17 t2 18 11 10 18 Sx6 3x8_ go We= 3X8 7-" 1440 21-4-0 7-0-0 7-40 7.0-0 Plate Offsets(X,Y): 14:03$,0.241[8:038,0.2-4] LOADING(per SPACING 260.0 CSI DEPL in Poe) Well Lid PLATES GRIP TCLL 30.0 Plates Inge 1.00 TC 0.53 Vert(LL) 0.20 10-12 >999 380 KM 2441190 TCDL 16.0 Lumber Increase 1.33 BC 0.76 Vert(TL) -0.4610.12 0-538 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.08 8 We refs BCDL 10.0 Code FBC2W?f PMW PktMx) Weight:108 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP 98"Except" TOP CHORD Mural wood sheatift d1rectly applied or 4.141 oc purlins. 4.6:2 X 4 SYP No.2 BOT CHORD Rigid ceigrrg directly applied or 5.10.14 oc bmdm BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (IbUze) 2=13770-841 (min.0.140),8=137710.8-0 (ndre.0.140) Mart Uplift2-.1170(LC 3),8-1170(LC 3) FORCES (Ib)-Mmdm m Contieressloriffilmdereurre Tension TOP CHORD 1-2=043,2-18¢2415/1086,3.15=-2404/1074,3.4=.2338/1178,4.6=.2234!1181,&6m-2234h181,6.7=-233811178, 7-16}240411074,8.18-241511066,8.9=4/43 BOT CHORD 2-17:r7MM79,12-17¢76M79,1218=.lO 12488,1148=408204ft 10.11-1082M488,10-19}7 2179, 8.19-76812179 WEBS 342m-112=4,442-W30%5.124981246,5.10}3981248,8.10 8,7-10-1121 4 NOTES 1)Unbalanced roof live loads have been oweldered for this design. 2)Wind:ASCE 7-05;148mph(34econd gtasl)p TCDL=9.Opaf;BCDL=&W,ho16ft;Cat 8;Exp C;Kd 1.00;enclosed;C-C MdeNarM-2-40 to 044 Interior(1)O•BO to 20-8-%Ex[erior(2)20"to 23.8.0;Lumber DOL=1.33 plate grip DOL=1.00 3)Provide adequate dnaInW to prevent water Pending. 4)This buss has been designed for a 10.0 psf bottom chord live load noruon4cturent with any other Ove loads. 5)Provide mwJmrdcal connection(by others)of bums to bearing plate capable of ung 11701b uplift at joMt 2 and 11701b uplift at joint 8. 8)This buss has been deelgned for a moving costed fool of 200.0-b dead located at a6 mid panels and at all pared points slang to Botterr Chord,noncorecurrent with any other live leads. LOAD CASE(S)Standard Job Tnais Truss Two OLy FWIMBURGIA CONST.SERVICES 10L12 H8 ROOF TRUSS 1 1 0021 ' Job Refenmxe BEST TRUSS CO.,MUM FL,BEST TRUSS CO. 7.230 s Apr 22 2010 Mrrek trplushie%Inc. Thu Jan 2710:54:412011 Pap 1 -2-4-0 4841 9-0-0 12-40 1850 21-40 2350 2.40 450 440 340 4.40 450 2-40 Scat=1:aa7 4x7= 4X_ 4 $ 3.90 12 2r4 a 2ia4 3 6 1 1p e1 2 14 187 2t4 11 2►4 II S 1 16 11 17 10 8 1s 3x= W2 We= - 9-0-0 12-4-0 21.44 80-0 340 9." Plate Offsets(X,Y): [2:a40,a1-187 :o54,a2 47,[7:0-40,0-1-151,[10:O.&%04q LOADING(psi) SPACING 2-" CS! DEFL in poo) 1/defl Lld PLATES GRIP TCLL 30.0 Plates hxWease 1.00 TC 0.53 Vert(I.la 0.15 9.11 >999 380 MT20 244/190 TCDL 15.0 Lumber Incram 1.33 BC 0.89 Vert(TL) -0.61 7-9 a409 180 BCLL OA Rep Stress Incr YES WB 0.15 Horz(TL) 0.08 7 tela n1a BCDL 10.0 Code FBC2007/iP12007 (Mab" Welght:107lb FT=0% LUMBER TOP CHORD 2 X 4 SYP 86-ExeW TOPC ING cCHORD Mural wood sheathing directly applied or 42-9 oc purlim 45:2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8.1-7 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (ibdw) 7=137//0-S0 (mftL a1-10),W377/a8.0 (min.a1-10) Max UpRR7¢1151(LC 3),2-1152(LC 3) FORCES (ib)-Maxlmtmt CornIxesdom4hotimum Tendon TOP CHORD 1-2.&43,2-14ar250'd11148,3.14}2493x1170,34---2104/1040,4.5¢7977x1054,5.8=-210311041,8.15=-2493x1170, 7-15¢280311148,7-8=Qf43 BOT CHORD 2.18w8762286,11-18m5768,11.17=-59811978,10.17o885F1978,9.10w~078,9-18:--878/ZZ 7-187612288 WEBS 3.11=.=R87,411=WM,5.11¢1781178,5.9=40,809¢388/188 NOTES 1)Unbalanced roof Dive loads Dere been considered for this design. 2)Wind:ASCE 7.05;14 f(34econd gust);TCDL=9.Opaf;BCDL=8.Opsf;W lilt;CaL 11;Exp C;Kd 1.00;enclosed;C-C EgerlorM-2-40 to 0-8.0,Interior(1)050 to 2050,Exterior(2)2x8.0 to 2350;Lumber DOL=1.33 plate grip DOL.=1.00 3)Provide adequate drebrege to Present water Ponding. 4)This truss fres been designed for a 10.0 pet bottom chord Ow load noncarcurwt with any other five loads. 5)Provide mechanical connection nection(by otters)of trues to bearing plate capable of withstanding 1151 Ib uplift at joint 7 and 1152 lb uplift at joint 2. 8)This trues has been designed for a moving abated Imo!of 200.OIb dead located at a0 mid panda and at all panel points a"the Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S)Standard Job Tnare Trues Type QIy MyIMBURGIA CONST.SERVICES 0022 1 OL12 H9 ROOF TRUSS 1 1 Job Refee ce o nso BEST TRUSS CO.,MIAMI,Fl_BEST TRUSS CO. 7.230 s Apr 22 2010 MITak Industries,Inc.Thu Jan 2710:64:441011 Pagel -2-40 23 380 7-0.0 11-3-0 1580 18.9-0 .1-0 28.9-0 29.1-0 2-4-0 380 3.4-0 43-0 43-0 43-0 3.4-0 380 2-40 acme=1�aa 3x4= 8x8= 415_ 3X4= 8x8= &W to 4 8 8 7 8 294-- 2W 3 s 2x4 II 21941 X10 24411 1 11all Sx6= 21 18 1F91W1 /IMWI 22 15 14 13 23 12 24 so= 3x8= 8x10 NRPB Ys= 8x10 NR18 wB= 318— W= 7.00 13.4-8 196" 26-9-0 7-00 648 84$ 7.0-0 Plate Ofteete MY): [4.0.3.8,0.2121,[8.0.2-8,Edoel,18.038,0.2-121 LOADING(pef) SPACING 2-0-0 CSI DEFT. in (Ioc) Udell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.56 Vwt(LL.) 0.38 14 =831 380 MT20 244(190 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vwt(TL) -O.S814-16 2-535 180 MT18 Mt147 BCLL 0.0 Rep Strese Incr YES WB 0.41 H=z(TL) 0.18 10 n(a We SCDL 10.0 Code FOC2=11312007 (Matrbn) Welgtd:136 Ib FT=O% LUMBER BRACING TOP CHORD 2 X 4 SYP SS Tzospr TOP CHORD Structural woad sheathing directly applied or 2-11-2 oc purlins. 5.8,48:2 X 4 SYP No.2 BOT CHORD Rigid Ceiling directly applied or 43 8 oc tradM BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Iuises) 2=1875108.0 (ndn.02-0),10=1675(080 (min.02-0) Max UWdt-.l360(L.0 3),10=130%LC 3) FORCES (lb)-Mandnwm ConrpresslonAWntum Tendon TOP CHORD 1-2=W43,2-I&4WQtl680,3-19}3191111578,"-,T 11781,45=-3/3811754,5.6 8,8.7¢3=x2=, 748e-313811754,8.9:7(1781,9.20}3198/1b78,10.20o-3201111880,10.11-W43 BOT CHORD 221=.IM 29/8,18.21¢123612818,16.22c-2024/3 %15.22=202 ,1415w•2024/3930,13.14=-202413930, 13-23=2024=,12-23=Z024=30,12.24=123612918,1024=123812918 VVESS 3.16=2131380,418=121870,11-18=4012W,5.14.0220,7-14 0,7-12=401201157,11-12=421/510, 9.12=213!380 NOTES 1)Untmlwwed roof Live loads have been considered for Uds design. 2)VA d:ASCE 7-W;148mph(349cond gush;TCDL=9.Opst;BCDL=&0pd:,,h=15ft;Cat.ll;Exp C;Kd 1.00;enclosed;C-C Exterior(2)-2-40 to 08Q Intefor(1)Cl."to 28.1-0,Ederlor(2)MI.0 to 28.1-0;Lumber DOL=1.33 plate grip DOL-1.00 3)Provide adequate drairsge to prevent water ponding. 4)Ali plates are WT20 plates unless oth whw Indicated. 5)This bias has been deslWred for a 10.0 psi bottom d ord Live load nonconctu ent with any otfsr Five loads. 6)Provide madsnioal connection(by otlws)of trues to ba=ring plate capable of ung 1380 Ib uplift at joint 2 and 1360 lb uplift at joint 10. 7)This fuss has been designed for a moving concentrated load of 200Ab deal located at all mid panels and at all pard points Mang the Bottom Chord,nomcurrent with any o0w Live loads. LOAD CASE(S)Standard Job �Tnw Tn=Type Gly Ply IMBURGIA CONST.SERVICES 1OL12 , H12 ROOF TRUSS 1 1 0013 Job Retererxoe BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 WTek Industries,IM Thu Jan 2710:84:45 2011 Page 1 -2.40 0.10-0 1140-0 18$-0 2t-0-0 2-4.0 0.10-0 5-0-0 0.10-0 2-40 8e�e o 1•rJ0.1 4x12= 4e_ 3.68 12 3 94 4 a 212- 135 2c4 11 2Qd 11 9 1 14 9 18 8 7 18 2411 M- 3X4= 6.10-0 114" ___ 18-8.0 6.10-0 S-0-0 8.10-0 Pete Offsets(X,Y): [2:0!4.0,0.1487,[3:0$-0,0.1.127.[4:0.4-12,0.2-47,[8:04-0,01-187 LOADING 0" SPACING 2-0-0 C81 DEFL in (lad) UM L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.83 Ver*4 0.13 7-9 >990 360 MT20 244/190 TCDL 18.0 Lumber Increase 1.33 Sc 0.69 Vwt(IL) -0.33 2-9 >658 180 BCLL 0.0 Rep Stress Inor YES WB 0.10 Hw4TL) 0.06 5 nla We BCDL 10.0 Cade FBC2W7/TPI2007 (Matrk) Weigh:83 Ib FT a 0% LUM13ER BRACING TOP CHORD 2 X 4 SYP SS"Except' TOP CHORD 9buctural wood sheathing directly applied or 4.4.12 od purlins. 3.4:2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 7-3.1 oc bracing. BOT CORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS pbWn) W230/08.0 (min.0140,Sa1230/08.0 (ndn.0.140 Max 1.101112a1078(LC 3),5-1078(LC 3) FORCES (Ib)-Mwdn nun CompresWm mdmum Ten Wm TOP CORD 1-2mW43,2-12=.2"878,3.12=.X"81S,3.4=-18521 3,413¢2034/913,5.13m-2044/875,5.6 43 BOT CHORD 2-14-03W18%9.14.830h844,9.15-OMM&15a•MRS52,74-.M 3/1852,7-18=-GM845,5.16=-OM845 WEBS 3-9=M4,3.7-207r^47=4242 NOTES 1)Unbalanced root Imre loads have been considered for this design. 2)Wind:ASCE 7-08;146mph(3-second gust);TCDLa9. ;SCDL=S.0pst;WWI;Cat.8;Exp C;Kd 1.W,enclosed;C-C Extwh*2)-2-40 to 04A Interior(1)0$-0 to 18-0-0,F.xerio(2)1 S-"to 21-00;Lumber DOLa1.33 plate grip DOL=1.00 3)Provide adequate drainage to Prevent water Ponding. 4)This truss has been designed for a 10.0 pet bottom chord live load nonconowunt with any other live loads. 5)Provide mechanical connection(by othms)of trues to bearing plate dyable of withstanding 1078 Ib uplift st joint 2 and 1078 lb uplift at joint L 0)This pros has been designed for a moving concentrated load of 200.01b dead located st a8 mid panda and at all Panel points along the Bottom Chord,nonconcurrent with any other live lone. LOAD CASE(S)Standard Jas Truss TnseType OLy PlyIMBURGIACONST.SERVICES 1 OL12 H13 ROOF TRUSS 1 1 4 ` Job Reference BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek hulustries,Inc.Thu Jan 2710.64:47 2011 Page 1 47-0 8.10-09.10-0 145 1-0 180 47-0 4" 1-0-0 4.30 47-0 8ceb=10.8 mn= as= 3 4 &w ff2- 2r4 a 20 9 z a 10 b r 8 a3 1 I� 8 12 T 13 tea= = 4s, 8.10-0 9.10-0 1850 8.10-0 1-0-0 8.10-0 Plate Offsets(X,Y)• [1:g ft%O.0.11] [4.0.8.4,0.2-01 [8.0.9,0.1-8] p•04-00.3-M LOADING(per SPACING 2.0.0 C81 DEFI. in (loc) 1/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.42 Vert(LL) 0.14 8.7 =999 380 MT20 244(190 TCDL 18.0 Lumber Increase 1.33 BC 0.83 VwKM) -0.84 8.7 5.403 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horc(TL) 0.07 8 We We BCDL 10.0 Code FBC2007/TPI2007 Web" Weight:82 Ib FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structurd wood sheathing directly applied or 3-10.5 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8.48 oc bracing. WEBS 2 X 4 8YP No.3 REACTIONS (ib/stw) 1=99064.0 (min.0.141),64900" (min.0.140 Max UpOftt=.883(LC 3),8-.8W(LC 3) FORCES pb)-Mmdnwm ConupressiorvWaudmumu Tension TOP CHORD 149--22M478,2 9-.2190!1491,2-3=-l=N088,3.4=188811108,4 1799/1097,8.10 2191/1491,8.10--228911478 BOT CHORD 141c•129712118,&11=•1297!2118,8-12=.M3/1 4,7-12=$13!1884,7-13¢1297/2118,8.13¢1297/2118 WEBS 2-e=-MW11,3.8}102 338,441:: H8,47=4705113,8.7=•813813 NOTES 1)Unbalancedd roof live loads have been considered for Udo design. 2)Wimt:ASCE 7.05,148mph(34econd gust);TCDL=O.Opst;BCDL=B.Opsf;h=1 W,Cat.O;Exp C;Kd 1.00;enclosed;C-C Exterior(2)0.4-0 to 3.44 Intehor(1)34.0 to 18.4-0,Bdwlor(2)18.4-0 to 18.4%Lumber DOW.33 plate grip DOL,-1.00 4 Provide adequate dralnelle to prevent water poncft This truss has bow designed for a 10.0 Pat bottom chord Oure load nonconcurrent with any other Ove loafs. 8)Provide mechanical connection(by others)of ftm to bearing plate capable of withstanding 883 Ib upOft at Joint 1 and 883 ib upOR at Joint& 8)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at aO panel pants along the Bottom Chord,noncoranrent with any other live loads. LOAD CASE(S)Standard Job Truss Truss Type My PhIMBURGIA CONST.SERVICES 1 OL12 HG1 ROOF TRUSS 1 1 0023 ' Job Reference 0191*TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MiTek Industries,Inc.Thu Jan 2710:64:49 2011 Pagel 5.0.0 9.4.0 13.8-0 1850 21.0-0 2.40 5-0-0 4.4-0 4-40 5.0-0 2.40 8ce�=199 ads U ns= 2K4 11 sxlskme= 3.50 FiF 3 4 8 2 13 14 s *4 II 19 2�II . � 1 7 10 9 17 a 18 18 5x18= 2x4 II 7x10= 2c4 II Sxts_ 880 940 1350 i 1850 5.60 440 440 5." Plate Offsets MY): [3.0.7-8,04Q.[5:0.7-%04.67 06404-M LOADING(pot) SPACING 2-0-0 CSI DEFL in (loo) Mail L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.S Vet(LL) 0.49 9 x442 380 MT20 244/190 TCDL 1&0 Lumber Increase 1.33 BC 0.85 Vert(I1) 0.37 9 >"= 180 MT18 171/147 BCLL 0.0 Rep Stress Imx NO WB 0.82 H=47L) -0.11 8 n(a n/a BCDL 10.0 Code FSC2007/TP12007 (Matt) Weight:123 ib FT=0% WMBER TOP CHORD 2 X 8 SYP No.2*Except" TOWING CC ORD Struchael wood sheathhg directly applied or 3-9.10 oo purlins. BOT CHORD call dl o'3-0.11 oo 3.8:2 X 8 SYP M 28 Rigid Ing redly applied bracing. BOT CHORD 2 X 8 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (IbWw) 8=182710-8.0 (min.0-2-2),2=182710-8-0 (m1n.0.2.2) Max UpOfl8-2984(LC 3),2 -2984(LC 3) FORCESnb)-Maximum Contin no slaniMindmum Tension OP CHORD 1-2x(/87,213¢4147/5990,3.13=-41==4,3.4}60 W523,4 =,.r 01 /523,5.14=.4138X013,8.14=41471110M 8.7a M BOT CHORD 215=$493M",10.15=449313877,10.18=• 572=4,9.18-557?/3914,9.17x-887213914,8.17o4572M4, 8.18=84930877,8.18c*549313677 WEBS 3.10-8121430,3-9x.1778/1242,4 --4U848,5.9=.177811242,5.8=.812/430 NOTES 1)Unbalanced roof ilve loads have been oonaldered for this design. 2)Wim!:ASCE 7-05;14"(3-seonrl gust);TCDL=9. ,SCDL=&0psy Wilft;Cat.11;Exp C;Kd 1.00;eciosed;C-C Automatic;porch let exposed;Lumber DOL=1.33 plate grip DOL=1.00 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)This muss has been designed for a 10.0 pal bottom shred live load nonconcurrent with any ottfer live loads. 8)Provide mechanical connection(by oters)of truss to bowing plate capable of ung 2984 Ib uplift at joint 8 and 2984 Ib uplift at joint 2 7)TMs truss has been designed for a moving concentrated load of 2W.01b deet located at a8 mid panels and at a8 panel points Wong ire Bottom Ctiord,gyred with any other live loads. 8)Girder carries trip and with 5.0-0 end setback 9)Harger(s)or otter connection devke(s)alell be provided sufficient to support concentrated load(s)321 Ib down and 317 ib up at 134A and 321 Ib down and 317 lb up at 5.0-0 on bottom chord. The daWselectlon of such connection dsvl*s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the two of is buss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular Lumber Incr1.33,Plate Itsr1.00 Uniform Loads(1M Verh 1.3-90,34-442(F-M,5.7x.90,2-10}20,8-10}32(F=.12),88=.20 Concentrated Loads(lb) Vert:10-321(F)8=-321(F) J�1 Tnm TMWTWM 1 Ph IMBURGIA CONST.SERVICES 0024 10L12 HWROOF TRUSS 1 � 3JOb BEST TRUSS CO.,MUM,R—BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industries,Inc. Thu Jen 2710:54:83 2011 Page 1 -2.4-0 5-0-0 9.1144 1410-0 19.9.2 2450 29.8.0 32-0-0 2-40 5-0-0 41144 41x2 41x2 411-14 5-0-0 godeald&4 3.50 12 MO= 2X411 7x10= 2x4 11 MO= 3 4 8 8 7 T 21g 1 1 1 ow 1 264 II 264 II g j� 11� 1244 8 3x10= 21 16 1S1423 13 2112 11 25 10 23 2110— 2x0 11 3d0=Qa0 Kn6 WB= 2x4 11 600 Kae W11=200= 264 11 5-0-0 9.11-14 1410-0 ___ 19.82 248-0 , 5-0-0 411.14 41x2 41x2 411-14 5-0-0 Place Offsets MY): M04 4,Edoel,[3:0-7-404-121,15:04-0, V:0-740.4121,[8:0-5-4,Edgel t11:044,a1-9,115:0440-1.9 LOADING 63d) SPACING 26a0 CS! DEFL in (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.82 Vert(LL) 0.98 13 >3W 360 MT20 244/190 TCDL 14.0 Lumber Increase 1.33 BC 0.40 VwI(TL) 0.72 13 a483 180 M716 171/147 BCLL 0.0 Rep Straw[nor NO WB 0.43 Horz(TL) 40.17 8 n(a fila BCDL 10.0 Code FBC2007/TPI2W (Matrik) Weight:520 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 800 oc puffins. BOT CHORD 2 X 4 SYP 88 BOT CHORD Rigid calling directly applied or 83.1 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (IbIbb s) ZW8510-84 (nolo.0-1.8),8=4785/0-80 (min.0-140 Max UpINt2-4124(LC 3),8¢4124(LC 3) FORCES pb)-Mmdmwn CornpressionfMaximurn Tension TOP CHORD 1-2=0150,219=-7004/9537,3.19}6994/9881,3.4-10804/14904,4-8-10804/14904,58=-106=4904, 87¢10804/14904,7-20=41984RS81,820¢700419569,8-9=0/60 BOT CHORD 2.21 8,1821/1- 8,182 8/8596,1822=09618695,1415 -18251fifi11710,1423=.IMM1710, 13-23=}162SM1710,13.24=.16WM1710,1224}162M1710,11-12-*-182b6/11710,11- , 10- 10- 5,S-26=41112518558 WEBS 3.186}773/482,3.15 4295,416}744/800,814=-1211/1698,643=443f334,5.11=}1211/1698,9-11¢744/800, 7-11s 4269,740=7731482 NOTES 1)3-ply buns to be commcted together with 10d(0.148°x3°)nails as follows: Top chords connected as follows:2 X 8-2 rows at 041-0 or. Bottom chords connected as follows,2 X 4-1 row at 0-7-0 oc. Webs connected as follows:2 X 4-1 row at 050 or. 2)All Wads are considered equally applied to all plies,except N noted as frond(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise Indicated. 3)Unbalanced roof live low have been considered for this design. 4)Wind:ASCE 7.05;148mph(34wwond gust);TCDL=9Apsf;BCDL=6.0peft,h=16ft;Cat.11;Exp C;Kd 1.00;encknsed;C-C Automatic;porch Jolt exposed;Lumber DOL=1.33 plate grip DOW.00 6)Provide adequate drainage to prevent water ponding. 8)All plates are MTW plates unless otherwise Indicated. 7)This Moss has been designed for a 10.0 pot bottom chard live load rarrconcnreat with any other live loads. 8)Provide mechanical connection(by otlrere)of buss to beefing plate capable of withstanding 4124 lb uplift at joint 2 and 4124 lb uplift at joint S. 9)This Mass has been designed for a movhnf concentrated load of 200.01b dead located at ati mid panels and at all panel points Wong the Bottom Chord,nonconcurrent with any other Ile loads. 10)Girder carries hip end with 5.0-0 and setback 11)Hanger(e)or otic connection device(e)shall be provided sufficient to support concentrated load(s)321 Ib dorm and 317 Ib up at 24.8-0,and 321 Ib dorm and 317 Ib up at 80-0 on bottan chord. The desigNselectlon of such connection dsvioe(s)is the responsibility of others. LOAD CASE(S)Standard Continued on page 2 Job Trm Tres Trac Qw ft IMBURGIA CONST.SERVICES 1 OL12 HG2 ROOF TRUSS 1 •0024 3 Job R s BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 Mrrdc Induatriea,lnc. Thu Jen 2710:64:83 2011 Page 2 LOAD CASE(S)Standard 1)Regular:Lumber Increase-1.33,Plate Increase-1.00 UM m Loads 04 Vert:1-3-90,3-7¢142(F=-",74}90,2-10=-20,10-18=42(Fai-12),8-10=-20 Coed Loads(lb) ver:18—321(F)10c-321(F) Join Tri TITAN 01Y MY IMBURGIA CONST.SERVICES 0025 1 OL12 ,' HOW ROOF TRUSS 1 1 Joe Reference(aptional) BEST TRU88 CO.,MIAMI,FL,BEST TRUSS CO. 7.x30 s Apr n 2010 MiTek Inde Wr"Inc. Thu Jen 2710:64:66 X11 Pap1 -2-40 S-0-0 8.9.16 12$1 18�F0 21-40 2350 2-40 5.00 3-9.16 3.8-3 3x&16 5.0-0 2-40 80aIe n 1:44.1 8x10= 204 II 3x8= 8x8= 3SD 12 3 4 8 6 34 1 1 1 177 2 18 2,411 $ 204 II 8 j� Sx12= is 12 19 iz 11 20 is 2f 9 22 8x12= 20411 8x10AMG= 2x411 Us= 3x10= 6-0-0 8.916 1a-81 184-0 21.40 80-0 3-915 353 3.916 80-0 Plate Otteets MY): [2.04-110-021,[3.0$12,0441,16.0.1-8,0.1487,(8.03.0 0.341 [7•0.3.11,OA-2],[12:0.4-0,0.145] LOADING(per SPACING 2-0-0 CSI DEFL In poo) Well L/d PLATES GRIP TCLL 30.0 Plates trema 1.00 TC 0.79 V"L.l.) OA610-12 X538 360 MI20 244(190 TCDL 15.0 Lumber Increase 1.33 BC 0.97 Vwt(TL) -0.681012 >429 180 Ml`18 171/147 BCLL 0.0 Rep Stress Ina NO WB 0.64 HorgM) 0.12 7 Na n1a BCDL 10.0 Code FBC2W7/iPMW Waft) Wdght:141 Ib Fr=O% LUMBER BRACING TOP CHORD 2 X 8 SYP Not TOP CHORD Structural wood sheathing directly applied or 911-0 oo pnatrer. BOT CHORD 2 X 8 SYP No.2 BOT CHORD Rigid calling directly applied or 37-8 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ibl n) 24050080 (min.02-7),7= -8.0 (min.02.7) Max UpIMi2e-1868(L.0 3),7-18W"3) FORCES (Ib)-Mmdmum CompreaslonVAftdmum Tendon n TOP CHORD 1.2-87,218}4879/3379,318}4870'3402,3-�4610,4-814610,S-8}4884/. 21,8.17a-4 , 7-17xo-4871/3383,7-8=W BOT CHORD 2-18a300m4673,1318-3000/4673,1319}3014/4610,12-19x}3014/4610,11-1b"361101=. 20 4386 , 10-x,10.21 ,921c438811M 922=4984/4666,7-22¢298414688 WEBS 3.13=.141/424,3.12=.1421/1798,4-12,}628/688,6.12¢799/193,11-1"211S,5.9--1781/1422,89 1083 NOTES 1)Unbalantced roof Ilve loads have been considered for No design. 2)Wind:ASCE 7-05;148mph(34ec and gust);TCDL=9.0paf;BCDL=6Apsf;WWI;Cat.II;Exp C;Kd 1.00;enclosed;C-C Automatic;Lumber DOL=1.33 plate grip DOW.00 3)Provide adequate dram to prevent water po clig. 4)Ali plates are M 20 plates unless oUmwwhn Indicated. 5)This truss has been designed for a 10.0 psi bottom chord five load noncorawrre nt with any other five bade. 8)Provide mechanical connection(by others)of Dun to bearig plate capable of ung 1866 lb uplift at joint 2 and 1888 Ib uplift at joint 7. 7)This buss has been designed for a moving concentrated load of 2W.0Ib dead located at all mid panels and at a9 parol points Wong the Bottom Chad,nonc onncurr+ent with any ollw five trade. 8)Girder carries hip and with 5-0-0 end setback 9)Hanger(e)or other connection device(e)slag be provided sufficient to support concentrated load(e)321 Ib down and 317 Ib up at 1840,and 321 ib down and 317 lb up at 5.0-0 on bottom chord. The deelgnleelectlan of such connection device(s)is the respondof others. 10)I LOAD SC section,keds applied to the face of the truss are noted as front(F)or tack(B). LOAD CASE(S) Standard 1)Regular:Lumber Ince 1.33,Plate Increasewl.W Uniform Loads(pif) Vat 1-3x}90,VIc-143(F-",6-8-90,2-13=-2D,913xr32(Fc-12),7-9x}20 Concent rated Loads Pb) Vert-13w=(F)9=-321(F) Job Tres TrteeType �MY SERVICES1OL12 HG4 ROOF TRUSS 1 0026 2�IIWBURGIACONST. Job Reference(opflonel) BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MlTek hdustries,lnc.Thu Jan 2710:84:88 2011 Page 1 -2.4.0 9.3.2 13'48 17-614 21-9-0 28-&0 20.1-0 2-40 8.0.0 43.2 41-8 41.6 43.2 660 2-40 Sade-1s3.4 390 V2 WOMB= 2xd 11 3x8=8x10Mrn8= 20411 MOMS= 3 4 8 8 7 8 9 P- 220 1 1 1 1 1 s21 W 1 ' 2x4 II 043 10 1 3110= 22 17 23 1s 24 18 14 13 28 12 28 11 27 3d0 20 11 3110= 8x10 Mrns ws= Sd0lme MIs= 3x10= 214 11 20 11 5-0-0 93.2 1348 1T-8-14 21-9-0 269.0 !'►00 432 41.8 41.6W2 60-0 Plate OHeets MY): [2'0.8-0,0.1-4]. '044,0.3-121 18.0",Edgel [8.0.64,03127 [9'0.8.0,01-4],[12'0.2-12,0.148] 118.04-12,0440 LOADING(per SPACING 240.0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.88 Ver*4 0.88 14 >302 380 Iffm 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.92 Vert(I'L) -0.75 14 1417 180 Mie 171/147 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 418 9 nla n1a 13CDL 10.0 Code FBC200 1`12120(17 (Matrix) Weight:316 lb FT a O% LUMBER BRACING TOP CHORD 2 X 6 SYP Not TOP CHORD Sural wood sheathing directly applied or 5-5-1100 purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 310.3 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (]Metre) 2e2831/O8-0 (min.01-8),9z631ffi-8.0 (min.0140 Max Upilft2c-3270(LC 3),9-3270(LC 3) FORCES Pb)-Alodn um CornixeselowNexinuan Tension TOP CHORD 1-2a&b0,220-818&8983,320-8140/7017,3.4-8787/10238,4.8-8788f1023S,68-8788fIW%6.7e.8788N0238, 743--8767/1=16,8.21--814M017,9.21=-S`l6(W0983,9.10-0180 BOT CHORD 2 22-8348/8741,17-ZW434615741,17-2&436418778,18.23-8384/8778,18.24-10711/94 ,15.24-107110190, 1415-10711/94 ,1314-10731/9489,1325-10711/9489,12211=40711010,12-ZW43S4WM 11-28-6384WM 11-27-83456741,9.27-8348 5741 WEBS 317-42&445,318e•3T4?J3248,418 •881/1030,5.18-821/878,5.14 . ,5.12-821/878,7-12-881/1030, 8.12-W42/3248,8.11x42&448 NOTES 1)2-ply truss to be connected together with 10d(0.14W)W)raps sefollows: Top chords connected as follows,2 X 8.2 rasa at 09-0 oc. Bottom chords connected as follow.2 X 4.1 row at 0.7-0 oc. Webs connected as folkw a.2 X 4-1 row at 0.9-0 or. 2)All low are considered equally applied to all piles,except 9 noted as front(F7 or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted=(F)or(B),unless otherwise indicated. 3)Unbalanced root live loads haw been considered for this design. 4)Wird:ASCE 7-05;148mph(3-second gust);TCDL=9.Opst;BCDL=6.0psf,halon;Cat.II;Exp C;Kd 1.00;enclosed;C-C Automatic;Lumber DOL=1.33 plate grip DOL=1.00 5)Provide adequate drainage to prevent water Ponding. 8)All plates are MM plates unless Wo wise indicated. 7)This truss has bean designed for a 10.0 pef bottom chord live load no nco current with arty otter live loads. 8)Provide mechanical connection(by otters)of teas to bearing plate capable of widstandirg 3270 Ib uplift at Joint 2 and 3270 Ib 9)This trnm has been designed for a moving concentrated load of 200AIb deed located at all mid parols and at all panel points Wong the Bottom Chord,nordoncurrent with any other live loader 10)Girder carries hip and with 5-0-0 and edback. 11)Hanger(s)or otter connection device(s)shall be provided sufficient to support concentrated oad(s)321 Ib down and 552 Ib up at 21-9-0,and 321 Ib down and 552 Ib up at 5-0-0 on bottom cid.The dlesigNssiection of such connection device(e)Is the responsibility of others. LOAD CASE(S)Standard Continued on page 2 Job Truss Truss Type MY ply IMBURGIA CONST.SERVICES 1 OL12 HG4 ROOF TRUSS 12 0026 �, BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2090 MITek Industries,Ino.Thu Jan 2710:84:88 2011 Page 2 LOAD CASE(S)Standard 1)Regular:Lumbw Incrl.3:i,Plate increaset1.00 Uniform Los"(pity Verb 1-3w4k 3$e-142(Fc-b2),8.10--90,2-17¢20,1147=410(Fa-12),9.11=$0 Concenbuted Loads(ib) Vert:17=-=(P)lloo- 1(F) Job Truss TnwsType CRY Ph IMBURGIA CONST.SERVICES 101-12 r` HG5 ROOF TRUSS 1 1 0027 Job Reference MM TRUSS CO.,MIAMI,FL,BUT TRUSS CO. 7.230 s Apr 22 2010 Wait Industries,Inc.Thu Jan 2710:0 0 2011 Page 1 488 7-9-0 10.4.0 , _ 14.0.5 19.1-0 YO�S O 2-40 488 3.8.8 2-7-0 3,8.8 488 2-4.0 sedeot al MOM OMIT- MOhnl9H 4 g 3.90 F12- 20 II 2c4 II 3 6 1 1 2 16 1 167 2W n 24 u 1 9 17 12 18 11 19 10 20 9 21 sx12= 3X= 3%6 I I 7,9= 3u4= HA2= 488 7-9-0 10.4-0 1488 18.1-0 48$ 38-B 37-0 3.8.8 488 Plate Offsets MY): [2:0-11-2,0-1-111,[4:04-0,0-M[5:0.60,0.2-3b E7:0.11-ZO-1-111,[10.,44 ,0.4.81,[11:0.4- 0.1411 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Mail Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.88 V"Lla 0.31 10.11 =892 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.93 Vwt(iL) -0.381411 >674 180 MT18H 244/190 BCLL 0.0 Rep Stress I cr NO WB 0.38 Horin) MOO 7 We n1a BCDL 10.0 Code FBC2007/TPOW 0411b" Weight:109 Ib FT=0% LUMBER TOP CHORD 2 X 4 SYP SS-Exempt" TORP CHORD Structural wood sheathing directly applied or 2-8 8 ac purlins. 4-8:2 X 4 SYP Not BOT CHORD Rigid ceiling directly applied or 39.8 oc bracing. BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS pbibb s) 7zZM0-" (min.42.11),206" (min.4211) Max Uplift7-2104(LC 3),2-2104(LC 3) FORCES (Ib)-Mmdmhmh Tension TOP CHORD 1-2=0149,2.18¢491111MI8,316}497813830,3.4--488VJ 4,48�4998f4181,84i=-4 82,8.18 4976/3838, 7-1849013818,7-8=0149 BOT CHORD 2-17x•322814844,1217aM28!4844,1218=-W6f4918,11-19=-377814918,11-19}3841/4990,1419}3841/4990, 1420=-3781/4928,9.20}37131/4928,9-21-41MI4841,7-21=-3227/4841 WEBS 312o-18M77,442e-611/01,4.11=-10631i1S3,410 149/171,6.10=4080/1284,"$*622/868,8415.15/179 NOTES 1)Unbalanced roof live loads how been considered for this design. 2)Wind:ASCE 7-0&146mph(34econd gust);TCDL=9.Opsf;BCDL=ILOpst;h=1 Oft;CaL U;Exp C;Kd 140;enclosed;C-C Autornaft Lumber DOL=1.33 plate grip DOL=1.00 3)Provide adequate drainage to prevent water ponding. 4)A0 plates are MT20 plates unless otherwise indicated. 5)This trues has been designed for a 10.0 psi bottom chord live load mohmorrrent with any other Ove fools. 8)Provide mechanical connection(by others)of trues to bearing plate capable of erg 2104 lb uplift at joint 7 and 2104 Ib upOft at joint 2. 7)This truss has beef designed for a moving concentrated load of 200.0I1:dead lasted at all mid pansis and at all panel points Wong to Bottom Chord,fxxwon ourmd with any other Ove loads. 8)Glyder carries hip end with 7-9-0 and setback. 9)Hager(e)or other connection devie(s)shall be provided sufficient to support concentrated load(s)868 lb dam and 878 Ib up at 104A and 888 lb dam and 878 lb up at 7-9-0 on bottom chord. The designbelectah of such connection device(s)is the responsu ty of others. 10)In the LOAD CASES)section,loads applied to the face of to truss are noted as front(F)or beck(B). LOAD CASE(S)Standard 1)Regular:Lumber IncreaeftlJ3,Plate Incr 1.00 Untiam Loads(pip) Vert 14x90,4.8=-126(F=M,&&,-90,211x.20,1411=433(R:413),7-10=40 Caxehtrated loads(lb) Vet 11-48B(F)10=-8880 Job Truss �TrussTylw MY PM IMBURGIA CONST.SERVICES 10LI: HG6 ROOF TRUSS 1 1 0026 ' Jin Reismnnce BEST TRUSS CO,MIAMI,FL.,BEST TRUSS CO. 7.230 9 Apr 22 2010 MITek Irk,Inc.Thu Jan 2710:86:0112011 Page 1 -2-4-0 4-" 20 , 11.5-0 140-0 2-4-0 49-0 2.2-0 49-0 2-40 aceta=128.1 4X8= ffxe= 3 an P-2 4 34 0 12 a 7. a ++ +� 3.8 a7 48 8 214 II a e 8213 II IO 13 8 14 7 18 = 21411 3X4= ! 49-0 8.11-0 11.8-0 49-0 Wo 490 Plate OfIed8 MY): [3:0440-241 LOADING(per SPACING 2.40 CSI DEFL in (loc) Well L/d PLATES DRIP TCLL 30.0 Plates Increase 1.00 TC 0.81 Vet(LL) 0.18 2.8 X894 380 MT20 2441190 TCDL 18.0 Lumber Increase 1.33 Be 0.88 Vert(M -0.11 2-9 2988 180 BOLL 0.0 Rep Siwe Inor O WS 0.12 Hors(TL) 409 6 Na rile BCDL 10.0 Code FBC2W?frPMW (MBMII) Weight:56 Ib FT a 0% LUMBER TOP CHORD 2 X 4 SYP SS*Except" TORACING ORD Structural wood sheathing directly applied or 484 oo pudic. 3-4:2 X 4 SYP Nc.2 BOT CHORD Rigid calling directly applied or 380 oc tracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS pbletze) 2=11820" (min.0.14Q,9=118110" (min.0.1.8) Max Upltt12-2103(LC 3),6-2103(LC 3) FORCES (Ib)-Mandmum Canpresdarv?Amdnwm TwWm TOP CHORD 1-2-W42,2.11=-1 71,3-11¢194 ,3.4 1 7,412a19ti2119W,412a1982M78,8=0142 BOT CHORD 413¢517/1797,8.13=.2517/1787,8.14=-2880/1797,7-141.26M797,7-18}2621/1770,8.19}2621/1770 WEBS 3-8 ,37-M/178,4-7-89M401 NOTES 1)Unbalanced roof On loads have been considered for this design. 2)Wind:ASCE 7-05;146mph(34eond gust),TCDL=9.0psfi,BCDL=SA pef,WWI;Cat.II;Exp C;Kd 1.00;enclosed;C-C Automatic;porch left exposed;Lumber DOL=1.33 plate gdp DOL=1.00 3)Provide adequate drainage to prevent water ponding. 4)This tress has beau designed for a 10.0 pot bottom chord live load nonconcturent with any other live toads. 6)Provide mechanial connection(by otters)of buss to bearing plate capable of withstanding 2103 Ib uplift at joint 2 and 2103 Ib uplift at john 6. 6)This buss has been designed for a moving concentrated load of 200Ab dead I xWW at all mid panels and at all panel points along the Bottom Chad,nononcurrent with any otter live loads. 7)Girder carries hip end with 49-0 and setback 8)Hanger(e)or other connection devke(s)shall be provided sufficient to support concentrated load(9)283 Ib down and 324 Ib up at 6.11-0,and 283 Ib down and 3241b up at 4-9-0 on bottom chord. The deelgr 0belectlar of such connection device(s)is the responsibility of otters. 9)In the LOAD CASE(S)section,loads applied to the face of the trues are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Regular:Lumber Inae1.33,Plate Incr1.00 Uniform Loads(plf) Vat 1-3-90,3.4-137(F"n,49-90,241-20,74-30(r--10),6.7¢20 Concentrated Loads(Ib) Vert:8=-26M 7-2SXF) Job �Tnm �TnMTYM7 Pb �IMBURGIACONST.SERVICES 0029 1OL12 HG7 ROOF TRUSS 1 Job BEST TRUSS CO,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industries,Inc.Thu Jan 2710:88:04 2011 Page 1 -2-4-0 483 8.7.81348 161-8 21-11-13 269.0 29.1-0 2+1-0 4.53 310.5 48-0 4.80 3105 483 2-40 eaele a 10.0 WORMS= W= 8z100r118= 3.80 12 4 g 2x4 a 2*4 3 7 442 140 215 818 2x4 II 2x6 II rw 8 t3 1 1� 8x12= 17 12 18 11 10 18 Sx12 3x8— 7x8 wB= ad_ 67-8 161.8 67-8 880 67-8 Place Ottssia MY): [2:060,0.32),[4.0-5-OA-2-11,E&O. O.0.2-11 [8.054 0.3.21 LOADING(pot) SPACING 2400 CSI DEFL in Poe) Mail Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.62 Vert(LL) 041110-12 0987 380 MT20 2441190 TCDL 18.0 Lumber Increase 1.33 BC 0.88 Vert(TL) -0.4710.12 x872 180 Will 1711147 BCLL OA Rep Stress Inor NO WB 0.20 HOWL) 0.10 8 Ma We SCOL 10.0 Code FBC2007/TPMW? (Matrix) WWgM:153 lb FT=0% LUMBER BRAG Oe P CHORD 2 X 4 SYP SS-Ecc " OP CH RD Structural wood sheathing directly ailed or 344 oc ptMbre. 4-6.2 X 4 SYP N0.2 BOT CHORD Rigid calling directly applied or 8.10.5 oo bracing. BOT CHORD 2 X 6 SYP Not WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (IbW=) 2=16781060 (ndn.02-0),8=1618!0-8-0 (min.02-0) Max UWM2-1348(LC 3),8-1348(LC 3) FORCES (lb)-Mwdmucn Compression MmMu m Teton TOP CHORD 1-2-M 318-360!3/1823,3-1&..N h848,3 =.MO4/1697,4-883049/1888,68¢3049/1888,67mP319411697, 7-18-349811848,618-360811823,880 BOT CHORD 317-1828/3246,1317=45WW AS,12,180.188?/3418,11-1ae-1882P3418,10.11}1semi 6,10.19--1m/3248, 619-1620246 WEBS 312-269/P11,412-92/484,612m-8811384,610-581/384,610¢9?/484,7-10-2891211 NOTES 1)Unbalanced root live bade have been considered for this design. 2)Wlnnd:ASCE 7-08;148rriph(3-second gam;TCDL=O.W,BCDL=8Apsf;h=18ft;Cat II,Exp C,Kd 1.W; ;C-C Exterior(2)-2-40 to 084,Intrelor(1)08-0 to 2614 Exterior(2)261-0 to 29.1-0;Lumber DOL:4.33 plate grip DOL=1.00 3)Provide admitude drainage to prevent water ponding. 4)All plates are LTM plates unless otherwise Indicated. 8)This macs has been designed for a 10.0 pot bottom chord live load rear ent with any allm Iive loads. 6)Provide meefanical connection(by othere)of truss to bearing plate capable of withstanding 1348 Ib upM at joint 2 and 1348 ib uplift at joint& 7)This truss has been designed for a moving concentrated load of 20M01b dead located at all mid panels and at all panel points akxg the Bottom Chord,nonconctumd with any otim live loads. LOAD CASE(B)Standard Job mess Tnm Type CIy Ph IMBURGIA CONST.SERVICES 1 OL12 HHI ROOF TRUSS 1 1 0030 ' Job BEST TRUss Co.,MIAMI,FL.,BEST TRUSS Co. 7.230 a Apr 22 2010 MITek Industries,Inc.Thu Jan 2710.55:05 2011 Page 1 o-aa 38.14 7.60 0$4 2.11-10 332 acment:�as 3m f2 40= 2X4 a 394= 29411 2 3 4 1 1z a Ll w 2-7 2-e ss a$ as a 63X3_ 9 g 7 2011 3X3= 3-8-14 7-" 3.6.14 3-32 LOADING(pd) SPACING 2.60 CSI DEFL in Poe) Udall L/d PLATES GRIP TCLL 30.0 Plates Ire 1.00 TC 0.28 Vart(LL) .0 01 8.7 >999 380 Km 244/190 TCDL 15.0 Leanber Increase 1.33 BC 0.31 Vert(TL) -0.08 8.7 >999 180 BCLL OA Rep Stress In r NO WB 0.14 Horc(TL) -0.00 8 We We BCDL 10.0 Cede FBC2W7/rPM2007 obb" Weight:40 lb FT a 09/o LUMBER BRACING TOP CHORD 2 X 4 SYP Not TOP CHORD Structural wood sheathing directly applied or 8-0.0 oc purlins, BOT CHORD 2 X 4 SYP Not except am verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid calling directly applied or 1000 oc bracing. REACTIONS PbWn) ,7-361100-8411 (min.0.1.80 Max Has 7=31(LC 3) Max Upli(tto418(LC 3),7LC 3) FORCES (lb)-ModnunnCojiquesdonMwdnnunTwmdon TOP CHORD 1-208117,2-:7=-303/384,34=-38&384,441=- 1428,1-ho-28B0 BOT CHORD 7 128/103,84=-128f103,8-9=K 849 0 WEBS 2-8-30.VJA 3.8}3331483,4-6-449448,2 7 NOTES 1)Wlnd:ASCE 7-08;148mph(3-second gust);TCDL=9ApW6,BCDL=911psf;1o18ft Cat.ll;Exp C;Kd 1.00;enclosed;C-C Bdwla(2)0.1-12 to 04A Intedor(1)69.4 to 348.14,Exterior(2)3144 to 8.164;Lumber DOL-11.33 plate grip DOL9a1.00 2)Provide admiumte drainage to prwerd water'pondInX 4 Thisgirder(s) buss to r trues has been designed ofa 10.0 chord live load noncotcur�ent with any other live loads. 5)Provke me hwgcal connection(by others)of tom to bearing plate capable of wfflmt xft 418 lb uplift at joint b and 330 Ib uplift at joint 7. 8)This truss has been deelgned for a moving concentrated load of 200.Gb dead located at all ndd panels and at all panel Points along the Bottom Chord,noncormurrent with any otlrer Ilve loads. LOAD CASE(S) Standard Job Thais Truss Type �OIY �IMSURGIACONST.SERVICES 0041 I OL12 HH2 ROOF TRUSS 1 1 Job s BMT TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 a Apr 22 2010 MITek IndustrIM Ino.Thu Jen 2710:66:07 2011 Page 1 -2.40 2.10-0 7-0-0 12-7-15 18.2-1 23.10.0 2.40 2.10-0 42-0 6.7--18 6.8.3 6.7-16 acmefll:4ea 402= 20 11 4x8= 3x8= 4X5I I 3.5012 4 8 8 7 8 4X7 3 v A41 1411 ,b 2 19 v e4 2X411 1 1 3x5 8 14 21 13 2212 11 2310 26qq 3�W 11 'X7— 3x4= 3x8= 211 20 II 18 2-8-0 -1Q-0 7.60 12-7-16 18.2-1 23.10.0 040 42-0 6.7--16 683 6.7-16 Plate Offenis(X,Y): [4,04W -1-12],[8:028,Edol,[7:0.2-0,048] - ,[8:Edga,03-81[9:048,0.1-8],[11:0.2-12,0.1-8],[13:0.1-12,0.1-12] LOADING(pet) SPACING 2-0-0 CS1 DEFL In (loc) Mail Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC M78 Vart(LL) 0.191011 >999 360 MT20 244/190 TCDL 16.0 Lumber Increase 1.33 BC 0.88 Vert(TL) -0.331011 >762 180 BCLL 0.0 Rep Stress Inor YES WB 0.92 Hwz(TL) 0.13 18 We nfa BCDL 10.0 Code FBC2W7/rP12W7 ) Weight:129 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3.7-8 oc purlkm, BOT CHORD 2 X 4 SYP No.2 eancept and Verticala WEBS 2 X 4 SYP No.3 BOT CHORD Rlgld ceiling directly applied or 6.1016 oc bracing. OTHERS 2 X 4 SYP No.3 WEBS 1 Rae►at midpt 7-9 REACTIONS (11*lze) 14=1730108-0 (min.021),18=10881088 (min.01-8) Max Hat 14=316(LC 3) Max UpHM4=.1808(LC 3),18¢813(LC 3) FORCES (Ib)-Maxftnm CompresdonA&odmum TonWm TOP CHORD 1-2 48,219}2514/1103,3.19=-261011178,34x16081270,46m-2518/1216,64g2i1BR216,8.7¢2516fl218, 74�=-132f82,9.18x10881813,84-2481218 BOT CHORD 220=-1075f2637,1420}107612637,%21=4076f2221,1321=407II&M,1322o-4811(1367,12-M-290/1387, 11-12x280f1367,11-23x111WAS2,1023x111812082,1024=1118/2081,9.24=4118P2062 WEBS 314x184(li6113,313= ,4.13¢4831877,4.11x1026/1231,6.11x610/487,7-11x108/487,7.10=QW% 7-9=r2078P1116 NOTES 1)Wind:ASCE 7-05;148mph(3-secant gust);TCDl c&0psf-,BCDL=B.Opsf;h=16ft;CaL 8;Exp C;Kd 1.00;enclosed;C-C Exterlor(2)-2-40 to 040,Intern")08-0 to 2384;Cantilever les exposed;Lumber DOL=1.33 plate grip DOLo1.00 2)Provide adequte dram to prevent water ponding. 3)This truss has been designed for a 10.0 palbottom chord On load nonconcurrent with any other live loans. 4)Bearing at Johnt(s)18 camidars parallel to grain value using ANSVrPI 1 angle to grain fommla. Building designer should verify capacfty of bearing sulfa e. 6)Provide mechanical oomwdon(by others)of truss to bearing plate capable of withstanding 1808 Ib uplift at Joint 14 and 813 lb upint at Joint 18. 8)This truss has been designed for a moving concentrated load of 20M01b dead located at all mid pants and at all panel pointe along the Bosom Chad,nonconourrent with any other Ove loads. LOAD CASE(S)Standard Job Truss TnasType CRY PlyIMBURGIA CONST.SERVICES 1 OL12 HH3 ROOF TRUSS 1 1 0042 ` Job Retet+BtlCe o BEST TRUSS CO.,MWA FL.,BEST TRUSS CO. 7.230 8 Apr 22 2010 MITek Industries,Ina.Thu Jan 2710:86:10 2011 Page 1 -2-40 2-10-0 8.11-0 9-0-0 18.60 23.100 2.4 0 2-10-0 31-0 31-0 7-60 7-60 8mN o 1:448 2x4 II 402= 818 Wa= 8x10= 8 8 7 8 3.80 12 4� 7 7 4 2x4 11 ° 3 1 1 e 2 18 t 2t4 II 1 18 20 12 11 21 10 22 13 11 1 4X= M= 8x8 11183— 3x10= 17 2$0 1 0." 1660 2310-0 2-8-0 6.2-0 7-8-0 7-60 Plate Offsets MY): [4.02-8,0.2.0], .*0.7-0,0.2.0] p•04-0,Edgel I10*0.2-4,01-81[13.0.1-12,01-12] LOADING(psf) SPACING 2.0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Platesincl 1.00 TC 0.94 Vet(LL) 0.181012 >999 3W KIM 244/190 TCDL 15.0 Lumbar Increase 1.33 BC 0.92 VwgW -0.461012 >5W 180 BCLL OA Rep Straes Incr YES WB 0.78 Horz(TL) 0.15 17 We n1a BCDL 10.0 Code FBC2W7/TP12W7 (Mau" Weight:133 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 37--7 00 purlins, BOT CHORD 2 X 4 SYP No.2 except and vedoabu. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid calling directly applied or 7-11-9 oc bracing. OTHERS 2 X 4 SYP No.3 WEBS 1 Row at midpt 847,8-10 REACTIONS (Iblelze) 13=1730108-0 (min.021),17=108810.8.0 (min.0140 Max Horz 13-369(LC 3) Max UpM"3-1788(LC 3),17-815(LC 3) FORCES (Ib)-Madnrmn CoxnpresaloNMaxinaxm?erasion TOP CHORD 1-2.&46,'318=.2666I1107,319x255111182,3.4-2424/1136,4.8=-169715 ,6$a1965/1058,8.7=-1989N058, 748=.198411058,9.17¢10881815,8.9}10021844 BOT CHORD 2-19-107VAM,1319-107512893,1320=6991,12.20m81,11.12=-50811507,11-21=-508 W7,1021¢808 W7, 10.22-9td155,9.22-851156 WEBS 313x,.M421,413-24211 24,412-798x/28,5.12°.2291499,610}48V382,8.10 840,8.10-1028!1938 NOTES 1)Wind:ASCE 7-05;148mph(Seexxnd gust);TCDL=9Ap0;BCDL=S.W,h=15ft;Cat 11;Exp C;Kd 1.00;dosed;C-C Extelor(2)-2-4-0 to 08.0,Intelor(1)0.8.0 to 23.8.4,cantilever let exposed;Lumber DOL=1.33 plate grip DOL=1.00 2)Provide adequate drainage to prevent water Ponding. _ _ any other live kxd& 4 Boxing at joint(sThIstruse has�)17 sparalld grain value �SVrPI i�grain formulst. Building designer should vwft capacity of bearing surface. 6)Provide mecherdcal connection(by othee)of buss to bearing plate capable of withstanding 1786 ib uplift at joint 13 and 815 Ib uplift at joint 17. 8)This truss has been designed for a moving concentrated load of 200.01b del located at all mid patens and at all panel points dong the Bottom Chord,nonconcurrat with any other live loads. LOAD CASE(S)Standard Job Tnws TnMTypee M IMBURGIA CONST.SERVICES 0043 10L12 HH4 ROOF TRUSS 1 1 Job s BEST TRUSS CO.,MWA FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 M1Tek industries,lure.Thu Jan 211085:112011 Pagel -2-40 310-0 8.11-0 11.10 17-8-0 2310.0 2t1010 41-0 41-0 8.5.0 660 Stele a 1:44.9 350 12 402= 20 II 3X4= 8x8= 6 7 g 9 rl _ 4X 3x4 Z 6 4 v 2x4 I I 3 1 1 1 v oS 2 19 1 2011 12-12 'W12 a 20 21 13 12 22 11 23 10 4 II 14320 417— 3x4= 4x5— 3f10= 4' is 2-8-0 2-1Q-0 11-0-0 17-5-0 2310-0 2$0 O�FO 8-2-0 8-5.0 S." Plate Offsets MY): LOADING(pef) SPACING 2-0-0 C81 DEFL In (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.88 VWM.L) 0.1211-13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.95 VerM) -0.471314 >628 180 BCLL 0.0 Rep Stress[nor YES WB 0.83 Horr(TL) 0.14 18 Na n/a BCDL 10.0 Code FBC2W7/rPt2007 (Natio) Weight:134 lb FT=0% LUMBER BRACING OP CHORD 2 X 4 SYP No.2 OP CHORD Structural wood shuetld g directly applied or 37-8 oc purlfs, BOT CHORD 2 X 4 SYP Nc.2 except enol verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid calling directly applied or 7-5.9 oc bracing. OTHERS 2 X 4 8YP No.3 WEBS 1 Row at midpt 5.14 REACTIONS Make) 14=1730/08-0 (min.031),18=1088108-0 (min.01-5) Max Has 14=422(LC 3) Max UpDft14=-17W"3),1S:-M8(LC 3) FORCES lib)-Maximum CornIxessiordMaximum Tendon TOP CHORD 1-2-&48,2-19}2686/1021,319=-2551/109S,3.4}2413/969,48¢2400/1078,56--1884/8696 6-7¢148811894, 748}14881814,8.9rr1488/814,1018=.IM 89S,9.10}10131843 BOT CHORD 220 $ ,1420=-91IMM /,1421=-28W 25%1321=-280/1258,12.13 88411658,1222 1519, 11-'12=.GM569,11-2&--SM,102Li¢b3189 WEBS 314405/454,5.142547/2767,6.13=470/340,8.13-9/321,11-11=431185,741=4=5157,9.11=r884N587 NOTES 1)Wird:ASCE 7-05;146mph(34econd gust);TCDL=9.Opef;BCDL=B.W,WfIft;Cat 11;Exp C;Kd 1.00;enclosed;C-C Exterlor(2)2-4.0 to 0.8.0,Interior(1)084 to 238.4;candlever lit exposed;Lumber DOL=1.33 plate grip DOW AD 2)Provide adequate drainage to prevent wdw ponding. 3)This buss las been designed for a 10.0 poi bottom chord We load nonconcurrent with any other live loads. 4)Bearing at joint(s)18 considers parallel to grain value tuft AN81/TPI 1 angle to grain formula BulldUg designer should verify city of bearing surface. 5)Provide mechanical connection(by others)of Inas to bearing plate capable at withstanding 1788 Ib uplift at joint 14 and 618 Ib uplift at joint 18. 8)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid pads and at all penal points along the Bottom Chord,nonconcurrent with any other live loads. LOAD CASES)Standard Job Trues �TrussTrie Mr ply IMBURGIA CONST.SERVICES 1 OL12 HH5 ROOF TRUSS 1 1 0044 Job Reference BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 M rek lndustrlea,Inc. Thu Jan 2710:55:13 2011 Page 1 -2.4-0 2-10-0 7-11-01380 , 18.60 2310.0 5.1-0 61-0 65-0 - S." scale=1:4x.6 &W rly 4%9= 2c4 11 sxe= 6 7 6 3z4 318% 6 4 v 4es7% 1 8 1 0 3 1 2 16 1 1 2K4 11 1 2021 13 2Z 11 1123 10 24 _ 14 4 3z4 I I 4x6= 3x4 3x$= �= R 20 If 1s 2.8-0 2-1Q-0 7-11-0 138-0 18ds0 2310.0 29-0 640 61-0 5.1-0 5.60 660 Plate Offsets MY): [8:0.64,0.2-41.[8:0.3-0,0430,[8:0.2-0,EdgeL[10:0.1-8,0.1-81,[13:03-0,0.2-01 LOADING(per SPACING 2-0-0 CSI DEF, in (loc) 11" Lid PLATES GRIP TCLL 300 Plates Increase 1.00 TC 0.85 Vsrt(LL) 0.1011-13 :--M 380 MT20 244/190 TCD, 150 Lumber Increase 1.33 Be 0.90 Vart(TL) -0.2211-13 >999 180 BCLL 0.0 Rep Stress Inca YES WB 0.75 Hors(TL) 0.11 18 We nfa BCDL 10.0 Code 100C2007/TP12007 (Matsu) Welght:140 lb FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP Nc.2 TOP CHORD Structural wood siaatMng directly applied or 37--13 oo purlins, BOT CHORD 2 X 4 SYP No.2 eucept end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD R1gid calling directly applied or 8-0-0 oc lauding. OTHERS 2 X 4 SYP No.3 WEBS 1 Row at midpt 313 REACTIONS (IWsms) 14=17301)68-0 (min.0.2-1),18=1085/0.8-0 (min.0.14Q Max Houz 14=475(LC 3) Max Updif 14}174S(LC 3),18=-817(LC 3) FORCES pb)-Maximum Cornpressloriffilialdmum Tension TOP CHORD 1-2 48,2.19}2489f1023,319-2454/1098,34o-1502K 46m-1525 M,6,8=4531/878,8.7=.11281818, 74=1125/818,9.18=4MYS17,84=40MM BOT CHORD 2-20=4800W,1420b-99012487,1421¢980=2,1321a-990/2012,1322=-453/1484,1322=453/1484, 11.12=453M484,11-23=-700ft415,10.23=-700N415,10.24}3?/52,9.24=4WW WEBS 314=4838/1853,313=2810/2498,5.13=-3981881,5.11¢280f70,8.11 ,8.10102,7-10--501/483, 8.10-73311343 NOTES 1)Wind:ASCE7-05;148ncph(3-second gust);TCDL=9.W,BCDL=SApsf;WSft;Cat.ll;Exp C;Kd 1.00;enclosed;C-C Exterior(2)-2-4-0 to 0$-0,Inter kw(1)0S0 to 238.4;cantilever left exposed;Lumber DOL=1.33 plate grip DOW 00 2)Provide adequate drainage to prevent water ponding. 3)This lues has been designed for a 10.0 pef bottom chord live load nonconcu rent with any other M loads. 4)Bearing at joint(s)18 considers parallel to grain value using ANSl1TW 1 angle to grain fommla Building designer should verity capeft of bearing surf 5)Provide mechanical connection(by others)of truss to bearing plate capable of ung 1748 Ib uplift at joint 14 and 617 Ib uplift at joint 18. 8)This truss hall been designed for a moving concentrated load of 20001b dead located at a9 mid pars and at all panel points along the Bottom Chord,rmnconcuurent with any other live loads. LOAD CASE(S)Standard Job T►uss TnmTrpe OtyIMBURGIA CONST.SERVICES 101-12, . HH6 ROOF TRUSS 1 1 0045 Job Reference BEST TRUSS CO,MIAMI,FL,BEST TRUSS CO. 7.230 a Apr 22 2010 MITek IndushU a,Inc. Thu Jan 2710:55:15 2011 Page 1 -2-4-0 2-10-0 844 13.106 1885 23100 2.4-0 2-10-0 SSa 564 410.0 61-8 s�=1X16.0 340 12 4X7= 3X9 11 6 7 6 3X4 c 314 s4 4 a 417 z:: 1 0 a 3 2 18 , 2X4 n a941 11 16 20 12 21 11 10 22 13 4X5 3X4 11 4x9- _ 3x6_ 2X4 it 17 2$0 21Q-0 84.4 13108 2310-0 2 04.0 5.84 + 554 6.11-6 Place Ornate My): [6•034,0.2-4] 16.0,W. ,0,0.4] [6*0-3o Edge] [I 2:0-2-8,0-2-M LOADING(pal) SPACING 24x0 CSI DEFL in (loo) Well Lld PLATES GRIP TCLL 30.0 Platee Increase 1.00 TC 0.78 Vat(LL) -0.17 9.10 >999 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 SC 0.91 Vert(M) 40.75 9.10 >332 180 BCLL U Rep Stress Inor YES WB 0.90 Horz(TL) 0.25 17 nfa We SCOL 10.0 Code FBC2007/rP12007 (Mebfx) Weight:137 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 37-10 oc pudic, BOT CHORD 2 X 4 SYP No.2 swept end verticals. WEBS 2 X 4 SYP No.3"Except' BOT CHORD Rigid calling directly applied or 8.0.0 oc bracing. 8.17:2 X 4 SYP No.2 WEBS 1 Row at midpt 312 OTHERS 2 X 4 SYP No.3 REACTIONS (fiyetzs) 13=1730/0.8.0 (min.x2.1),17=10WM41.0 (min.0.1-8) Max Horz 13=498(LC 3) Max Upfirtl3-1740(LC 3),17-818(LC 3) FORCES pb)-Maximum ConqueselonAllaximurn Tension TOP CHORD 1-2cW8, 49=2459f890,3166.2444/1088,3.4-18481344,441-11473W,5$ 1403/M 67=4344/859,748o-108f8, 9.176-1088/818,89-217/185 BOT CHORD 2-19-8b612474,131% 96812474,1320-95811978,12-20}95611978,13216.53511513,11-21=.L 5 513, 1x116.535H513,1x22-584/8811,9.22-584A)80 WEBS 313-1828h85Q 312-2580f2807,412x-371/b38,4.110=401t29,840--77=16,7-10-101/490,7-9-11941758 NOTES 1)Whxl:ASCE 7-05;148mph(3-second gust);TCDL=9.0pW:,SCDLr-SApd:,h=15ft,Cat.ll;Exp C;Kd 1.00;enclosed;C-C Exterior(2)-2.40 to 0.80,Intenfor(1)08.0 to 2384,cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.00 2)Provide adequate drain age to prevent water po dng. _ any other live loade. 4 Beady joint(sThis trues has�)17 considers designed spparallel a 10.0 to tograin�nre using ANSVrPI 1chord live land�grain formula Building designer strand verily capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1740 Ib uplift at Joint 13 and 818 Ib uplift at joint 17. 0)This tncs has been designed for a moving concentrated ated load of 200.01b dead located at all mid panels and at all panel points Mang the Bottom Chord,rcnconcument with any other five loads. LOAD CASES)Standard Job Tnais TnesType 01y PhIMBURGIA CONST.SERVICES 0046 10L12 , ` HH7 ROOF TRUSS 1 1 Job Reference BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek IndustrIM Inc.Thu Jan 2710.66:17 2011 Page 1 -2.40 2108 7.44 11-108 17-IM 23-10.0 2-40 210-0 48.4 48.4 6.11-12 6-11-12 state=1:44.8 3.80 12 419_ 2x4 II 8x8= 8 7 8 402 3x4% 8 4 a 2x4 IId 3 1 s 1 8 d 2 17 1 2K4 11 1 11 18 19 11 10 9 3.6 1112 ad 18 2-8-0 21Q-0 11-10.8 17-104 2310-0 r 28.0 OI 94)-S 5.11-12 6.11-12 Place oU.�a»• [6•o-3-saa-o� [e:a�ao-2a�,[s•o3oa3-o�,[9•o-3oa1-o� no•a1-B,a1-9�,n1•a212,a3-a� n2:a3oaa-o� LOADING(per SPACING 2.00 CSI DEFL in poo) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.65 Vert(LL) 40.1311-12 >988 360 MT20 2441190 TCDL 16.0 Lumber Increase 1.33 SC 0.96 Vert(M -0.8211.12 AM 180 SCLL 0.0 Rep Stress Inox YES WB 0.85 HaWQ 0.13 18 n1a We BCDL 10.0 Code FBC2007/TPMW pub" Weight:136 Ib FT=0% WMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Mural wood sheathhg directly aWled or 37-2 oc IxaNre, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-4.12 oc breoing. OTHERS 2 X 4 SYP No.3 WEBS 1 Rory at midpt 6.12 REACTIONS pbAfte) 12=173WO40 (min.0-21),18=1088108-0 (min.0.1-M Max Hofz 12=445(L.0 3) Max UpOft12x176%LC 3),18}8170LC 3) FORCES pb)-Mwdmum Coinixesslow0lodmum Tension TOP CHORD 1-2-148,217¢2884/979,317-.25MO54,3.4-24061940,4.6=,-n 1042,6$}18211888,8.7--.1317/76, 74=4317f t^9.16x10881817,S-9=-1017/842 BOT CHORD 218*-961/2673,1218-951MM 1216-311WIW7,11-19 -39?/1337,11-2"W511,10-Z"M611, 10-21x41/70,9.21x41/70 WEBB 312x420/473,6.12x2887/2827,6.11¢341/226,8.11mW=,8.10 298/0,7-10=-681/617,8.10}808/1467 NOTES 1)Whpl:ASCE 7-06;146mph(3-second gust);TCDL=9.Opd;BCDL=B.Opsh,h=181t;Cat.II;Exp C;Kd 1.00;enclosed;C-C Exterfor(2)-2-4-0 to 041-0,Inter"1)0.8.0 to MIA cantilever Heft a ximsed;Lumber DOL=1.33 plate grip DOW.00 2)Provide adequate drainage to prevert crater Ponding. 3)This truss has been deigned for a 10.0 pet bottom chord live lel nonconcdarent with any otler Ove loads. 4)Bearing at jolnt(s)18 considers paradel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity cap of bearing surface. 6)Provide mecimrdca;domsectlon pry others)of truss to bow"plate capable of wMadan ding 1759 Ib uplf t at joint 12 and 817 lb uplIft at joint 16. 6)We buss hes been designed for a moving concentrated load of 200.0Ib dot located at all mid pards and at all panel points along the Bottom Chord,nonconcumd with any odw live loads. LOAD CASE(S)Standard Job Trues TnresTAX MY Ply IMBURGIA CONST.SERVICES 1 OL12 HH8 ROOF TRUSS 1 1 � ` Job BEST TRUSS Co.,mum,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 Mrrek 1ndudrM%Inc. Thu Jan 2710:55:19 2011 P8981 -2.40 210-0 9.10.8 16104 2310.0 2-40 2100 7.08 61142 81142 acme a 1:44s 390 12 1M2rmec= 2011 axe= 6zco= 6 6 7I 111 74 a W 4 m 4117 3 141 114) 2 1e 1 fA 2X4 u 16 2D 12 11 21 16 22 18 _ [4 a B00= � 3x10= 2X4 u 3 17 r 2.8-0 21¢0 9.10-8 1610.4 23.10.0 2$0 0.40 7-" 81142 81142 Pate OBshis MlO: [5.0.60,0.1-121 [sr [10-0-2.9,a149,[12:04AO-2-0-9 LOADING(psf) SPACING 260-0 CSI DEFL in poo) Well Lid PLATES GRIP TCLL 30.0 plates Increase 1.00 TC 0.98 Vert(LL) 0.1710-12 >999 360 MT20 244N90 TCDL 15.0 Lumber Increase 1.33 BC 0.94 VerWL) -0.3910-12 >837 180 MT18H 244/190 SCLL 0.0 Rep Stress hrcr YES WB 0.92 Hort(TL) 0.13 17 nla Na BCDL 10.0 Code FBC2W7/rP12007 (Mwk) Weight:130 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD structural wood sheathing directly applied or 3-6-11 oc purlins, BOT CHORD 2 X 4 SYP N0.2 except and Vodcala. WEBB 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. OTHERS 2 X 4 SYP No.3 WEBS 1 Ran at midpt 342 REACTIONS p elm) 13=1730/0-60 (min.0-2-1),17-1081100-114 (nilm 0-1-M Max Hors 13=392(LC 3) Max UpIHt13¢1779(LC 3),17=415(LC 3) FORCES pb)-Mm&mu h CompuessioNNsximum Tension TOP CHORD 1-2 48,2180.23711878,318}23561940,340.178111811,4.5¢7700!843, 732MM,67¢1732/808, 748}17M4/938,9.170.10881815,8.9}10081844 BOT CHORD 219 /2375,1319=412MM,1320--822/1003,12 1983.ll42e870/11f22,11-210870/1822, 10-21=-870flM 1a22=-M23,9.22=-M23 WEBS 3-13=46=730,342=470M2477,612co-2M478,5.10}293399,8.10m1590,810-944//780 NOTES 1)WInd:ASCE 7-M-,148mp h(3eecond gusl);TCDL=OA)psf,BCDLpB.Opsf;h=15ft;Cat.11;Exp C;Kd 1.00;enclosed;C-C Exterlor(2)-2-40 to 0",Interior(1)040 to 2384,cantilever left exposed;Lumber DOL=1.33 plate grip DOL.=1.00 2)Provide adequate drainage to prevent water Ronnnf. 3)All plates are MT20 plates unless otherwise Indicated. 4)This Mas has been designed for a 10.0 phi bottom chord live bad nonconourrent with any other live toads. 5)Bearing at joint(s)17 considers parallel to grain value d=aft ANSVrPI 1 angle to grain formula. Building designer should voHy capacky of bearing surface. 8)Provide mechanical connection(ri otters)of traces to bearing plate capable of withoandirg 1779 Ib uplift at joint 13 and 815 lb uplift at joint 17. 7)This Maas has been designed for a moving concentrated load of 200.01b dead located at a8 mid panels and at a5 panel pointe along the Bottom Gerd,n000nurrent with any other live loads. LOAD CASE(S)Standard Job Three Tn,oeType Oty Ply IMBURGIA CONST.SERVICES 0048 1 OL12 HH9 ROOF TRUSS 1 1 Job BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industries,Inc.Thu Jan 2710:86:212011 Pegs 1 -2.40 1 100-0 1610-12 2148.8 27-1142 2-40 62-0 410-0 610-12 61x12 62.4 9ode m 152.1 3.80(�' WORMS=RMS= 3x4— 41e= 3X= W11 SKS WB% $ 8 7 8 17 8 2x4 a 4 3 1 3 2x4 11 216 rw 4044 18 14 13 18 12 11 20 10 3d= SX6 We= 3x4= 68= 8x,0 Rrr18= 10.0.0 18.10-2 27-1142 10.0.0 610.2 9.140 Plate Offsets MY): [2:0-3.0,0-2-12],14.03-0 Edge] 16.860,82.11 [Pa2 8,Edge],18:0-2-12,0-1481 W-04 NAPA LOADING(pot) SPACING 240.0 Cill DEFL In (hoc) ydefl Lid PLATES GRIP TCLL 30.0 Plates Inure 1.00 TC 0.99 Vert(LL) 0.371214 >897 380 KT20 244/190 TCDL 18.0 Lumber Increase 1.33 BC 0.98 Vwt(TL) -0.88 214 >383 180 IWI T18 1711147 13CLL 0.0 Rep Stress I crr YES WB 0.63 Horc(TL) 0.14 10 nla n(a SCOL 10.0 Code FBC2W7/TPl2007 (Matrix) Weight:141 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2-Except" TOP CHORD Structure)vxmd dwmd hrg directly applied or 3-3.4 oc purlins, 1-4:2 X 4 SYP SS except end verticsis. BOT CHORD 2 X 4 SYP No.2-Except- BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. 613:2 X 4 8YP SB WEBS 1 Row at midpt $40 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 10=160Va2-0 (min.8142),2=178048.0 (min.0-31) Max Hort 2=386(LC 3) Max Up#M O-991(LC 3),2m.1409(LC 3) FORCES (Ib)-Maximum CompessloNMmdnwm Tension TOP CHORD 1-2 43,2-1 461934,318-383611969,34.32M828,4-8-320711841,6.8-309BI1836,67-288511748, 7-8-288611748,617-1406$9.17=•144/82,9.10-2854278 BOT CHORD 2.18}200!,1418=-200 ,13.14-2070/3288,1319}207WJ2S5,12-19}2070 ,11.12-182 V=4, 11-20=-1825!2324,10-20-162112=1 WEBS 314=~78,6140-38/424,614-213/288,612=410470,x12=424/817,8.10-248711859 NOTES 1)WIn d:ASCE 7-05;148mph(34econd gust);TCDLm9Apsf;BCDL=8.0peN,WWI:;CaL 8;Exp C;Kd 1.00;enclosed;C-C Bdolor(2)-2.4.0 to 0.",Intsla(1)0-8.0 to 2410-0,Exterior(2)2410-0 to 27-10.0;Lumber DOL-1.33 plate grip DOL=1.00 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless offiervAse irAlcated. 4)Tido tress has bear designed for a 10.0 pd bottom ctrord live load ramxmmarent with any ohne-live)cads. 6)Provide mechardcal connector(by otare)of trues to bo=ring plate at Idrn(s)10. 8)Provide meclsnksl cansction(by otars)of truce to boring plate capable of withstanding 991 Ib uplift at joint 10 and 1408 Ib uplift at Joint 2. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points slang the Bottom Chord,wnwo cu rent with any other live loads. LOAD CASE(S)Strulard Job Truss OW Ply IMBURGIA CONST.SERVICES 10L12 1 HH10 ROOF TRUSS 1 1 0031 Job RefeneHxe BEST TRUSS CO.,MWMI,FL.,BEST TRUSS CO. 7.230 s Apr z2 2010 MITek Mdustries,Inc. Thu Jan 2710:56:23 2011 Page 1 -2-40 8.2-0 12-40 , 19.1144 -_ ,_- - 27-1142 -J 2.40 8.2-0 5.10-0 -- -- 7-1144 - - 7-1144 scale o 1:62A 3.5012 10M AMeH= 54= 8x1018r18= 4x8% 5 8 14 7 4 3x4 ir 3 1 2 11 213 LLJ 16 11 18 10 17 8 18 e 20 a eye= 5x12= exlo rna u 6-2-0 12.0-0 19.1144 27-1142 6-2-0 6.10-0 7-11.14 7-1144 Plate Offsets MY): [2:0j!0A2-121,[4:0.2-8,Edge],[5:0440.1421,[80".043.4117:Ed9e,0.240,18:044ACIge1[9:0 0,0.3-01,LIM04-0,04M LOADING W SPACING 2-0.0 CSl DEFL in poo) Well 1./d PLATES (TRIP TCLL 30.0 Plates Increase 1.00 TC 0.88 Vwt(LL) 0.3210.11 >999 360 MM 244/190 ODL 15.0 Lumber Increase 1.33 BC 0.85 Van KN -0.S 9.10 2"510 180 WISH 244/190 BCLL OA Rep Stress In er YES WB 0.76 Horr(TL) 0.11 8 We We MTIS 171/147 BCDL 10.0 Code FBC2W7/rP1207 (Raub=) Wdgft 142 lb FT=0% WAMER CING TOP CHORD 2 X 4 SYP N0.2"ExceTOP pt' CHORD Structural wood sheathing directly applied or 31-7 oc purlins, 1-4:2 X 4 SYP SS www and VwdcahL BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 3.1144 oc brach. WEBS 2 X 4 SYP No.3•Except" WEBS 1 Row at mddpt 5.%7-9 7-8:2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 REACTIONS ObW=) 8=1501/0.2-0 (min.0.1.12),2=1784/0.8-0 (min.0.2-1) Max Hoz Z439(LC 3) Max Upllif80.991(LC 3),2=-1391(LC 3) FORCES pb)-Mmd wm Conpresekm/Mmdnman TsWon TOP CHORD 1-2=0/43,213=-3712fl811,3-13o-3702/1845,34=-28g011712,4.6=-2BM728,5 241911520,S-14-2421/1522, 7-14=4421/1522,741=4412f1020 BOT CHORD 215=-196513428,11-150.196503426,1148=-ISS 3428,10.16}198 rJM 10.17=473512824,9.17=-173612824, 9-18=,-M31,8.18}98/131 WEBS 311 3,310=-84>V232,5-10=-17/438,5.9=447/237,8.9=-74MU,749}157912531 NOTES 1)Whit:ASCE 7-05;146mph(3-second gust);TCDL=9Aps1;BCDL=B.Opr#;h=15ft;CaL 11;Exp C;Kd 1 A0;enclosed;C-C E dwk)r(2)-2.4.0 to 0.841,Interlor(1)0.8.0 to 24104%Bderio(2)2410-0 to 27-1000;Lumber DOL=1.33 plate grip DOL=1.00 2)Provide adequate drainage to prevent water ponding. 3)A8 plates are MM plates unless otherwise indicated. 4)This truss has bean designed for a 10.0 pot bottom chord live load rKwoonomn d with any other live loads. 5)Provide mechanical connection pay others)of fres to bearing plate at joh*9)S. 8)Provide mechanical correction(ri others)of truss to bearing plate capable of wlthetardng 981 Ib upUft at joint 8 and 1391 Ib uplift at joint z 7)This truss has been designed for a moving wed loo!of 200.0116 dead located at all mid panels and at all Patel points along the Bottom Chord,mono current with any other five loads. LOAD CASE(S)Standard Job �Truse Truss Type �Qly Ply �IIYIBURGIACONSL SERVICES 1 OL12 HH11 ROOF TRUSS 1 1 0032 .lob Reference BEST TRUSS CO.,MWA FL,BEST TRUSS CO. 7.230 s Apr 22 2010 Mrrek lndt a,Inc. Thu Jan 2710:55:25 2011 Pagel 4-10-119.5.8 14.0-0 20.11-14 27-11-12 2-40 4.10-11 4.8.11 48-01 6.11-14 8.11-14 80018=1:81A &w 12 4x0-= 3x8=3x8= 47 I 8 67 8 7 8 8x8 4 294 J 1 1 3 210 20 II 1 1s 14 19 13 12 11 20 10 21 — e 3x4= on We= 26= 3x4= 29411 a 7-2-0 14.60 1 20-11-14 27-11-12 7-2-0 610.0 8.11-14 8.11-14 Plate Offsets MY): [2:0.3-0,0-2-12],[4:038,0.3.0].[5:0.4.12,0-2-4],[8:0-1-8,0-1.8],[8:0-3-S,Edge],[9:0-3. 04q LOADING(pd) SPACING 2-0-0 CSI DEFL M (loc) Well lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.291214 >989 380 MT20 244/190 TCDL 15.0 Lumber hams 1.33 BC 0.80 Vert(TL) -0.531214 >024 180 BCLL OA Rep Stress hxx YES WB 0.89 HorWQ 0.12 9 n1a We SCOL 10.0 Code FBC2W77TP1200T (h Aft) Weight:150 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2*Except' TOP CHORD Strucbusl wood sheatldt directly applied or 3-&2 oc pudins, 1-4:2 X 4 SYP SS except and verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Right tailing directly applied or 3-11-10 oc breol g. WEBS 2 X 4 SYP No.3 WEBS 1 Ron►at midpt 69 OTHERS 2 X 4 SYP No.3 REACTIONS pblde) 9=1501!0.2-0 (min.0-1-12),2=178410.8.0 (min.0-61) Max Hors 2492(LC 3) Max UplNl9-980(LC 3),2-1373(LC 3) FORCES (Ib)-Maximum Tension TOP CHORD 1-2=&43,218-3871/1770,3-18-3881/1798,3-40%3428/1719,45=-280811517,5.8=-2484►1811,67=-7788, 7-17¢7788,617¢7788,8-9=2W J298 BOT CHORD 219=198&3381,1418}198&3381,14-19}1874/3088,13.19=-1874/3088,12.13--187 ,11-12-120&1900, 11-20=420&1900,10-20-120&1900,10-21¢120&1900,621=120&1900 WEBS 3.14=1781158,4.14=0418,4-12=726/428,5.12=01279,612-387881,6101338,69--2151/1350 NOTES 1)Whit:ASCE 7-05;146mph(3-second gust);TCDL=9.W,BCDL=8.W,WWI;Cat.I;Exp C;Kd 1.00;dosed;C-C Exterior(2)-2-4-0 to"A Werior(1)0.8.0 to 2410-0,Bderior(2)2410-0 to 27-100,Lumber DOL=1.33 plate grip DOL=1.00 2)Provide alegtuate drainage to prevent water ponding. 3)Thls truss has been designed fora 10.0 pot bottom chord live lamd nonconcurrart with any other live loads. 4)Provide mwhwdcat cm=Ual(by oM=)of trials to bem b plate at joints)9. 5)RvAde mechanical connection(by others)of truss to bearing plate capable of withstanding 990 Ib uplift at joint 9 and 1373 Ib upm at joint 2. 6)This tures has been designed for a moving concentrated load of 200.01b dead located at all mid panels auxd at all panel points along the Bottom Chord,rpt with any other live lis. LOAD CASE(B)ward Job Tnata Trum Type Qh PvIMBURGIA CONST.SERVICES 0033 1 OL12 ,` HH12 ROOF TRUSS 1 1 Job Reference BEST TRUSS CO.,MIAMI,FL..,BEST TRUSS CO. 7.230 s Apr 22 2010 MTek Industries,Inc. Thu Jan 2710:88:28 2011 Pagel -2.40 8$-11 i1095 18-0-0 21-11-14 27-11-12 2-4-0 84-11 8.2.11 5.2-11 8-11-14 8.11-14 aC818a1�1A &60 12 4x9= aao= 3x8 n 8 7 17 8 4x8 0 326 8 4 7 2144* 3 1 2 1 4 216 & $ 2ra II $ t941 18 14 13 12 19 11 10 20 = 3x4= 8x10 NRPB MIB= 3X8= US= 2x0 11 W98_ 8.2-0 16-0-0 21-11-14 27.11.12 8.2-0 7-10-0 5.11-14 5.11-14 Plate Offsets MY): [2:gI 0.2-121 [4.0.2-8,6dgel [8.0.3.0,0.0.4] [9.030,0.30] LOADING(psf) SPACING 2.0-0 CSI DEFL in poo) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.88 Vert(LL) 0.2912-14 X989 380 KM 244/190 TCOL 15.0 Lumber Increase 1.33 BC 0.90 Vett(TL) -0.8512-14 D5W 180 MT18 171/147 BCLL 0.0 Rep Stress Incr YES WB 0.87 Hon n) 0.12 9 nla rnfa BCDL 10.0 Code FBC20071TPI2007 (Metrix) Welght:154 Ib FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2'Excepr TOP CHORD Structural-road sheathing directly.applied or 3-3.10 oo purlins, 1-4:2 X 4 SYP 89 except and verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid colli g directly applied or 3.10.13 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 7-9 OTHERS 2 X 4 SYP No.3 REACTIONS (Ibibbs) W50110-2-0 (min.0.1-12),2ml754%4-0 (min.0.2-1) Max Hort 2445(LC 3) Max UpIM-M(LC 3),2-1350(LC 3) FORCES (lb)-Maximum Tension TOP CHORD 1-2=0143,?-18}370?!1772,318 ?/1802,3.4 1841,44=-3200/1858,5.8=-2288!1299,8.7m-211Wl301, 7-17=•47/35,8.17¢47/35,8-9=-230fM BOT CHORD 2.18m-2019/3418,1418=4MIM341%13.14=4797W0,1213=4797f2910,12-19--OM46%11-19=-93811480, 10.11=93811480,10.20=-93111480,9.20}93811480 WEBS 3.14m%301/287,5.14=493,5.12=-946W 0-1 2mWM 7-12m47401%7-1 OZW.V%7-90.180011178 NOTES 1)Wind:ASCE 7-08;148mph(34econd gust);TCDL=S.Opst;BCDL=8.0psf•,h=15ft;CaL II;Exp C;Kd 1 A0;enclosed;C-C Emwlor(2)-2-4-0 to 0.8-0,hderior(1)041-0 to 24.10-0,Mderkmt2)2410-0 to 27-10-0;Lumber DOL=1.33 plate grip DOLm1.W 2)Provide adequate drainage to prevent water ponding. otherwise tridloated. 4 This truss has been designed All plates we MT20 plates unless a 10.0 pof bottoin chord live load nmaconcument with any other live toad. 5)Provide mectenket connection ply others)of mans to bearing plate at JohWs)9. 8)Provide neahmftd connection ply others)of tees to basting plate capable of withstanding 989 ib uplift at Joint 9 and 1358 Ib uplift at JblM 2. 7)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points elong tie Bolcom Chord,nmxm parent with any other live loads. LOAD CASE(S)Standard Job Tnsa Trues Type OLy PlyIMBURGIA CONST.SERVICES 1OL32 HH13 ROOF TRUSS 1 1 0034 BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek hxlusbie%Inrc.Thu Jan 2710:88:28 2011 Pagel 82-11 121-0 18.0-02210-2 27-11-12 2-40 8.2-11 8-10-11 8.10-11 410.2 81-10 somem,a,.e = US I I iso ria Sae= 8 7 16 $ 3X4 Sae WBS 8 4 7-S MJ 3 8 1 3 215 3 $ 29411 �l , 17 13 12 1s 11 10 19 _ 8 3X4= 8x8 WB= 30-8= 394= 8x10 AM6= 9.2-0 i 180-0 27-11-12 9.2.0 810.0 9.11-12 Plate Offset=(X,Y)• [2'0-30,0.2121,[4.0-30,Edue],[8'0.3.4,0-2-41 LOADING W SPACING 2-0-0 CSI DEFL in (Iod) Mail Ud PLATES GRIP TCLL 30.0 Plates Incrom 1.00 TC 0.91 Vw*4 0.2911-13 >999 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.94 Vert p -OJT 9.11 >388 180 MT1e 171/147 BCLL 0.0 Rep Stress Inor YES WB 0.48 Horx(M) 0.11 9 nrla nda BCDL 10.0 Code FBC2W7/TP12W7 (LIWIX) Welght:162 Ib FT=05/6 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2-Exd W TOP CHORD Structure!wood sheathing directly applied or 31-14 oc purihm, 1.4:2 X 4 SYP SS eo:aept end verticals. BOT CHORD 2 X 4 SYP No.2-Except' BOT CHORD Rigid calling directly applied or 2-2-0 oc brachg. 2-12:2 X 4 SYP SS WEBS 1 Ras at midpt 5.11,7-9 WEBS 2 X 4 SYP No.3 2 Rowe at 1/3 pts 89 OTHERS 2 X 4 SYP No.3 REACTIONS pbkbe) 9=1501-0.2-0 (adn.0-1-12),2=1784/0.8-0 (min.0-21) Max Has 2=898(LC 3) Max Uplif19-4118(LC 3),2e-1339(LC 3) FORCES lib)-Mwdmum Con preseladMan lm mn Terelon TOP CHORD 1-2 43,215=-37 /1759,31e}38M793,34--328=/1882,4-8¢317811879,641=4931/1085,87¢1781/1079, 7-18}7818,8.18a*7e18,8.9}213/221 BOT CHORD 217=-2063/3424,1317=-206VJ424,1213=-1701/2738,1218=-1701/2738,11-18=4701MM,10-11=-757/1137, 10-19=.787/1137,9.19x787/1137 WEBS 313¢4381378,5.13=}701552,811¢110d728,811173,7-11¢494!988,7-9=-181811111 NOTES 1)Whit:ASCE 7-05;148mph(3-second gust);TCUall.0psf;BCDL=B.OpeN h=15ft;Cat.5;Exp C;Kd 1.00;enclosed;C-C Exterior(2)-240 to 0-8-0,Interior(l)0-80 to 2410-0,Exterlor(2)2410-0 to 27-10-0,Lumber DOLA.33 plate grip DOL=1.00 2)Provide adequate drainage to prevent water ponding. 3)AS puss are MT20 plates unless otherwise hued 4)This truss has bean designed for a 10A pot bottom chord live loaf rronconauretnt with any other live loader 5)Provide mechanical connection ply others)of trues to bowing plate at Id nt(s)9. e)Provide mechanial commotion ply otters)of trues to boring plate capable of withstanding 986 Ib up1Nt at joint 9 and 1339 lb uplift at johTt a 7)This buss has been designed for a moving wed load of 200.0Ib dead located at all mid panele and at all pand points alalg On Bottom Chad,nonconowent with any otter live loads. LOAD CASE(S)Standard Job Truax Truss Time MY PhIMBURGIA CONST.SERVICES 035 1OL12 HH14 ROOF TRUSS 1 1 0 ' Job Reterenoe loptionag BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 a Apr 22 2010 MITek Industries,Irmo.Thu Jan 2710:85:30 2011 Pagel -2-40 5.3-0 10.2-0 15.1-0 200.0 27-11-12 2.40 6-3-0 411-0 411-0 411-0 7-11-12 scale-1:51.6 IW2 masa= WORMS= 390 12 7 18 8 7-8 3x4 8 3x4 0-x4 8 zw4w- 17 4 2x4 3218 2e11 rn1 13 19 12 11 19 10 3X4= 9x8 WB= 3x4= 8x19 2= MORMON 8-10-11 13$8 20-0-0 27-11-12 8.10-11 5.8.11 80-11 7-11-12 Plate Offsets(XY)' [1,04 0,0.2-12] m04AO.1-121,[8•Edge,0-2-12],[9*.0-3-8,Edge],II .0.8.12,0.3-0] LOADING(psfJ SPACING 24).0 CSI DEFL in pods) Udell Lid PLATES GRIP TCLL 30.0 Plates trow a 1.00 TC 0.74 Vwt(LL) 0.2811-13 >988 380 MT20 244/190 TCDL 15.0 Lumber Indxessai 1.33 BC 0.78 Vert(TL) -OAS 11-13 X881 180 M718H 244/190 BCLL 0.0 Rep Stress Inca YES WB 0.86 Horz(TL) 0.10 9 n/a n1a MT18 171/147 BCDL 10.0 Coe FBC20071TPI2W7 pub Weight:167 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2-Except* TOP CHORD Structural wood sheathing directly applied or 3.3-10 0o Inulin, 1-4:2 X 4 SYP SS sadden end wocats. BOT CHORD 2 X 4 SYP Nc.2 BOT CHORD Rigid calling directly applied or 3.11-3 oc bracing. WEBS 2 X 4 SYP No.3•Excepr WEBS 1 Row at midpt 8.9,&10 8-9:2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 REACTIONS pb►stw) 9=1501/0.2-0 (min.0-1-12),2e1784/0.5.0 (min.0-&1) Max Hors 2a851(LC 3) Max Uplifts-988(LC 3),2e-1322(LC 3) FORCES (Ib)-Mwdmum CaigxesdorvMmdmwn Teralon TOP CHORD 1-2 43,21&,.M /1823,3.1&-.W !1852,3-40-34=587,"---3=11581,548=-26=367,8.7--.1572W% 7-160-1488/914,8-180-14881914,8-11=-141311018 BOT CHORD 2-17=4980M,1347=4 ,13.18=-184812908,12180-184812998,11-12n-184VM6,11-19-13 , 10.190-1385MMIS,10.200-5WS,9.200-68/78 WEBS 3-13¢204/198,6.13=QN83,5.110-7331497,8.11=3131888,6.10--1057/845,7-10--215=,6.10--108511755 NOTES 1)Wind:ASCE 7-05;146mph(3-second gust);TCDL=9.Opeft,BCDL=6.Opaf;h=15ft;Cat.11;Exp C;Kd 1.00;enclosed;C-C Exterfor(2)-2-4-0 to O-8.0,Interior(1)0.8-0 to 2410-0,Fidedar(2)2410-0 to 27-10-0;Lumber DOL=1.33 plate grip DOL=1.00 2)Provke adequate drainage to Present water ponding. 3)All plates are MT20 plates unless otherWee indicated. 4)This truss has been deeWW for a 10.0 pet bottom chord Iive load naxoncurr ent with any other We loads. 5)Proems mechanical commotion(by others)of tnes to bearing plate at Jolnt(s)9. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withetatding 986 Ib uplift at Joint 9 and 1322 ib uplift at joint 2. 7)This trna8 has been designed for a moving concentrated load of 200.O1b dead located at all min panels and at all panel points Mang the Bottom Chord,noraoncurrsnt with any attar live loads. LOAD CASE(S) Staniland Jar Tnaas Trues Two JOLY �PIY �IIYIBURGIACONST.SERVICES 0036 1 OL12 , HH15 ROOF TRUSS 1 1 Jab Wase BEST TRUSS CO.,MUM,FL.,BEST TRUSS CO. 7.230 a Apr 22 2010 MITek Industries,Inc.Thu Jan 2710.58:32 2011 Page 1 -2-4-0 , 5.5-4 108.8 1831 , _ 214141 27-11-12 x-40 5.5.4 81.4 5.8.9 5&8 amteot�.t 3.6012 mdolms= 3x4= 408= 3X9= 4411 we 6 6 7 8 t8 8 3x6, 4 3 141 11 a t7 1 0x4 u t 18 is 20 14 13 at 12 11 as Ll —_ to 2x4 II 3x8= 4x8— 3x4— 6x101Ms= 65= 5.54 10$8 19.1- 27-1142_ 5.5.4 5.1-4 8$14 810-6 Plate Offsets MY): [2:03-0,02121,[4.03-0,Edge],[5:0-15-0,0.2-1],[7:0.2 B,Edge],[9:Eckn04-ffl LOADING(pot) SPACING 20-0 C81 DEPL in pot) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.92 Vet(LL) 0.31 1415 >999 380 Km 2441190 TCDL 15.0 Lumber Ire 1.33 Be 0.93 Vet(TL) -0.741214 >443 180 MT18 171/147 BOLL 0.0 Rep Stress Ina YES WB 0.59 Horz(TL) 0.14 10 We We BCDL 10.0 Code FBC2007/TPMW (Mab" Weight:142 Ib FT=05/9 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2"Except* TOP CHORD Structural wood steatift directly applied or 3.40 oc putfine, 1-4:2 X 4 SYP SS except and verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 220 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 810 OTHERS 2 X 4 SYP No.3 REACTIONS OWdw) %4601/0.2-0 (ndrL 0.1-12),2=1784-0.8-0 (min.0.21) Max Harz ZA00(LC 3) Max UpWH O-981(LC 3),2c-1404(LC 3) FORCES (Ib)-Maximum ConquessionlMexhnum Tendon TOP CHORD 1-2 43,217=-3898/1818,3-17--388811848,3.4-3172(1515,445-'W 15J1S32,"o•3005/1825,8.7=-2708f1833, 749=-270811833,8-1&2-127/49,9-18--127149,9-10--255M BOT CHORD 219=-1921/3411,15.19-1921/3411,15.20-192113411,1420=-1921/3411,13-14-196 M 1321-19H0 AN, 12-21=491101191), WEBS 3.15=01274,3.144881104,8.14=-87/390,814=-1451157,812=388/498,814,810=-2385J1584 NOTES 1)Vignd:ASCE 7-08;148mph(34econd gust);TCDL=9ApM6,BCDL=SApW;fo15tt;CaL 5;Exp C;Kd 1.00;enok)sed;C-C Exterlor(2)-2-4.0 to 0.8.0,lnterior(1)050 to 2410-0,Mdolor(2)2410-0 to 27-10-0;Lumber DOL=1.33 plate grip DOL=1.00 2)Provide adequate drainage to Prevent water ponding. 3)All plates are MT20 plain unless otherwise Indicated. 4)We bums tm been designed tare 10.0 pet bottom chard Iive load rrer>conaarent with any ottrer live loads. 6)Provide mechanical connection(by oftn)of truss to bearing plate at joint(s)10. 8)Provide mechanical connection(by others)of braes to bearing Plate cable of wlittafanding 991 Ib uplift at joint 10 and 1404 lb uplift at joint 2. 7)This truss has been designed for a moving concentrated load of 200Ab dead located at all ndd panels and at a0 pand points along the Bottom Chad,moment with any other live loads. LOAD CASE(S)Standard Job Tnse Truss Two Q1y PiyIMBURGIA CONST.SERVICES 1 OL12 t� HH16 ROOF TRUSS 1 1 0037 BEST TRUSS CO.,MIAMI,FL-,BEST TRUSS CO. 7.230 a AW 22 2010 Mirek Induce,Ire.Thu Jan 2710:68:34 2011 Page 1 -2-4-0 8.5.4 12$8 20.3-2 27-11-12 2.40 8.8.4 8.14 748.10 74510 acmeolsaa 390 12 10A2 Nn8H= so= WO bri18= 5x8 VM-_ 04 S e 15 7 4 3" 3 1 1 214 $ 2011 64 B 941 F11 $ 1 18 12 17 11 to 18 9 18 _ 8 20 n SM MIB= W2= ado hme I I 55.4 12$8 203.2 27-11-12 554 51-4 748.10 74.10 Plate Offaeta MY): [2.0.3.0 0.2121,[4.04AEdgel [8.0.54,0.1.12] [8.04.0 0.3.4],n•Edt,O 2.12] [8.0.3.%Ec�el,[9.0.3.8,04-%[11.0.2-12,0.3.4] LOADING(per SPACING 2-0-0 CSI DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Ire 1.00 TC 0.82 V"LL) 0.321012 >999 360 MT20 244/190 TCDL 15.0 Lumber Irk 1.33 BC 0.82 Vert(TL) -0.69 9.10 >5W 180 MT18H 2441190 BCLL 0.0 Rep Stress hwr YES WS M73 Hort(TL) 0.11 8 nfa n(a MT18 171/147 BCDL 10.0 Code FBC2W7/TPMW (Mwk) Weight:146 lb FT=O% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2"Ext OW TOP CHORD Structural wood sleathhM directly applied or 33.10 oc purlirm, 1-4:2 X 4 SYP SS except and Verticale. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3.11-13 cc bracing. WEBS 2 X 4 SYP No.3-Excepr WEBS 1 Row at midpt 5-9,7-9 7-8:2 X 4 SYP Nc.2 OTHERS 2 X 4 SYP No.3 REACTIONS pbWw) 8=1501 2-0 (mU.01-12),2=17849-8.0 (min.02-1) Max Horz 2=463(LC 3) Max UpWtO..M(LC 3),2=-1388(LC 3) FORCES ob)-Mmdmum CompreasmVMmdmum Terelon TOP CHORD 1-24/43,2614=47=812,3.14=-371011847,34=-2903/1858,45¢2784/1873,5.8c,.22M423,516}2283/1423, 7-16=4201423,7-8}141811018 BOT CHORD 218}197WJ434,12-18 w-l111 3434,1217-1=0434,11-17=1970/3434,1011=-197013434,1018x188312738, 9.18-1883P1735,9.19=-84/118,519=-84/118 WEBS 3-12=0M3,11-10=452004,5.10aW44$54=4 28/290,8.9-72=%7-9-1504(2410 NOTES 1)VAn d:ASCE 7-05;146mph(3-second gust);TCDL=9.OpoP,BCDL=&Opni;h=15ft;Cat.11;Exp C;Kd 1.00;enclosed;C-C Exterlor(2)-240 to 0-",InteMar(1)0."to 2410-0,Exterfor(2)2410-0 to 27-100;Lumber DOL=1.33 plate grip DOL.=1.00 2)Proves adequate dreirap to prevent water porHiing. 3)AO plates are MT20 plates unless otherwise Indicated. 4)This tress has bear designed for a 10.0 psf bottom chord On load nonconcLuvent with any other Ihre loads. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)S. 8)Provide mecfanical connection(by others)of tress to beartrrg plate capable of ung 991 Ib uplift at joint S and 1386 Ib uplIft at joint 2. 7)This tress has been designed for a moving concentrated load of 2W.0Ib dead located at a8 mid panels and at all panel points Wong the Bottom Chad,nonce oument with any otter Ihre loads. LOAD CASE(S)Standard Job Truss TnusaType OLY IMBURGIA CONST.SERVICES 0038 1 OL12 HH17 ROOF TRUSS 1 1 Job BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 Mrrehu Indushies,Inc.Thu Jan 2710:55:36 2011 Page 1 -2.40 5-0.1389.11 1458 21-3-2 27-11-12 2-40 5-0.13 4513 48.13 6510 88.10 acme=tela 3.90 12 429= 34= 3x4= 4x911 8 7 so 1 8 18 9 3x4 4 8 7- 414-Zt� 1 1 1 3 1 2 17 29411 1042 1 19 is 20 14 13 21 12 11 22 = 3x4= 8x10 MT18 WB= 3X8= 3X6= 20 11 9x8= 7-54 146$ 213-2 27-11-12 74-4 7-1.4 68-10 6410 Plate Offsets MY): [2:030 x212],17.0.1-12,0.1-5) [9-Edge,l)" [10.04AO4.0) LOADING(pot) SPACING 2.0-0 CSI DEFT. in (loo) WWI L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.70 V"LL) 0.2913-15 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 SC 0.82 Vet(TL) -0.581315 >589 ISO M716 171/147 BCLL 0.0 Rep Stress Inor YES WB 0.84 Hors(TL) 0.12 10 We We BCDL 10.0 Code FSC2W7/rPMW (Mat" Weight:152 Ib FT=O% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2*Except" TOP CHORD Strultrurel wood sheathing directly applied or 3.4.11 oc purlins, 1-4:2 X 4 SYP SS except and verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3.11-8 oc bracing. WEBS 2 X 4 SYP N0.3 WEBS 1 Rohr at rNdpt 7-10 OTHERS 2 X 4 SYP No.3 REACTIONS (IbIbbs) 10=1501/0.20 (min.0.1-12),2=1784/0.8-0 (min.0.21) Max Holz 2=606(LC 3) Max UpWt10a9IW 3),2-1369(LC 3) FORCES (Ib)-Maldmum ConqxesdorvVWdnnan Tension TOP CHORD 1-2-W43,217¢388311773,3.17-30WIS01,3.4-3408/1690,"=-3297/1704,8.8-2514/1459,67-2367/1454, 74}98149,61S:*-W49,81S-4W49,810}2701288 BOT CHORD 219-1975 ,15.19w.1979/3398,15.20}1885PJ027,1420-185 IM,13-14-1 27,13.21=-112311778, 12 21-1123/1779,11-12-112311778,11.22-1123/1778,10.22-1123/1778 WEBB 3-15-213/187,5.15=W438,5.13-7881471,6.13 ,7-1&AW712,7-11> ,7.10-2088/1297 NOTES 1)Wind:ASCE 7-08;146mph(349cond gust);TCDL=9.0pd;BCDL=S.0pW:,W 5 ;Cat.ll;Exp C;Kd 1.00;enclosed;C-C Exterior(2)-24-0 to 050,Interior(1)0.8-0 to 2410-0,Exterior(2)2410-0 to 27-10-0;Lumber DOL=1.33 plate grip DOW1.W 2)Provide adequate drainage to prwent water poudhg. 3)AS plates are MTS plates unless otherwise indicated. 4)This truss has been designed fo'a 10.0 pat bottom chord On load nonconowTent with any other Ilve loads. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 990 lb uptttt at Joint 10 and 1309 ib uplift at joint 2 7)This truss has been designed for a moving concentrated load of 2W.01b dead located at all ndd panels and at all panel points Wong the Bottom Chard,nonconcurrent with any other live loads. LOAD CASE(S)Standard Joh Trac Truss Type y Piy �IMBURGIACONST.SERVICES 0039 1 OL12 MIS ROOF TRUSS 1 1 Job Reteeice BEST TRUSS CO.,MUM,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 Wait Irnlustries,Inc.Thu Jan 2710:88:37 2011 Page 1 -2.40 5513 11-1-11 188.8 22-3-2 27-11-12 2-40 58-13 6413 5.4.13 68-10 58-10 Scale o UMA 3.W r2 419— 3X9= 308 11 6 7 17 8 3x4 8 4 7 2Xd Q S 1 2 1 4 2 1s 3' 29411 1 1s 14 13 19 12 2D 11 10 21 3X4= 8x10 Ants we= 3X9= 4X5= 29411 ! _ 844 1888 22-3.2 27-11-12 8.64 8-1.4 6&10 5510 Plate Offsets MY): [2.030,0.2-12],[4.0.24kEdge] 17.0.2-0.0.149 [8:0.3-0,OOq W-0414,041-0 LOADING(pan) SPACING 2.0-0 CSI DEFL in Poe) Mail Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.58 Vert(LL) 0.2912-14 >990 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.92 Vert(TL) -0.8912-14 >478 180 16T18 171/147 BCLL 0.0 Rep Stress Incr YES WB 0.78 Hwx(TL) 0.12 9 We nfa BCDL 10.0 Code FBC2007/TPMW7 (Nab" Weight:156 lb FT=05/9 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2-Except" TOP CHORD Structural wood shsathing directly applied or 3.2-15 oc purlins, 1-4:2 X 4 SYP SS encept end vertcals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigld calling directly applied or 2-2-0 oo tracing. WEBS 2 X 4 SYP No.3 WEBS 1 Raw st midpt 7-9 OTHERS 2 X 4 SYP No.3 REACTIONS pbhft) 9=1501/0.2-0 (min.0.1-12),2=1784/0.8.0 (min.O.2-1) Max Harz 2.W%LC 3) Max Upli(19-489(LC 3),2-1351(LC 3) FORCES (Ib)-MMdmum ColigXUWmum Tension TOP CHORD 1-2-/43,318}3708/1788,3-16=.~799,3-0=.3331/1820,44=-=1/1838,S,4=-217311239,6.7¢2023✓f 244, 7-17842/30,8.17-4M,8.9}2281248 BOT CHORD 218--2D31/3422,1418=.2031/3422,13.1401773/2884,1319}1773/2884,12-19=-1773 2884,12.20=475M380, 11-20=-87GM380,10.11=-VM380,10.21¢875/1380,9.21=4875/138D WEBS 314}3431298,514}131813,51?-�,8.12=01211,7-12--497/887,7-10W=,741=4803M138 NOTES 1)Wind:ASCE 7.08;148mph(3-second gust);TCDL=9.W,BCDL=S.W,,h=1614 CoL II;Exp C;Kd 1.00;enclosed;C-C adwk %2)-2-40 to 04A Intefor(1)050 to 2410-0,fbderior(2)2410-0 to 27-10-0;Lumber DOL=1.33 plate grip DOL=1.00 2)Provide adequate drehege to prevent water ponding. 3)At plates are KM plates tailless otherwise indicated. 4)This mans has been designed for a 10.0 psi bottom chord live load nonconourraft with any other live loads. 5)Provide mechanical connection(by others)of tiles to bearing plate at Joints)9. 8)Provide mechanical connection(by others)of trues to bearing Mate capable of withstanding 989 Ib uplift at joint 9 and 1351 Ib uplift at joint 2. 7)This buss has been designed for a moving concentrated toad of 200.01b dead located at all mid ponds and at a8 panel points along the Bottom Chord,noncurrent with wry other live loads LOAD CASE(S)Standard Job rn,eg Truss Two Oty PtyIMBURGIA CONST.SERVICES 0040 10L12 HH19 ROOF TRUSS 1 1 Job SWT TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MiTak IndueMes,Inc. Thu Jan 2710:55:39 2011 Pagel -2-4-094.13 12-b-11 1858 23.1-9 27-11-12 2.406-4-13 90.13 9013 4514 4108 acareetats 40= 3x3 II 3.90 12 _ 9 7 18 9 3x4 8x8 WBS 5 4 7JH 2x3 3 8 1 1 3 215 3 2x1 II 1 17 13 12 1s 11 10 19 = 3x4= 5x9 We= 3x8= 4x5= ad 9.94 1858 _ 27-1142 9.5.4 9.1.4 9.5.4 Plate Otrteta(X111: [2:03-0 02121,[4:030,Eduol lO*O-M,0.2-41,W.EdMO-3-m,[l1:0.2-%O-I-M LOADING(per SPACING 2-0-0 CSI DEFL in (Iw) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Ire 1.00 TC 0.91 Vert(LL) 0.291143 X999 380 MT20 244/190 TCDL 18.0 Lumber Increase 1.33 BC 0.98 VeK(TL) -0.831143 X398 180 BCLL 0.0 Rep Stress Irwr YES WB OA7 Hori(TL) 0.11 9 n1a Na BCDL 10.0 Code FBC2007/TPMW web" Weight:153 ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2-Except* TOP CHORD Structure!wood sheatift directly applied or 3-141 oc purlhuh 1-4:2 X 4 SYP SS except end ver icais. BOT CHORD 2 X 4 SYP No.2-Except* BOT CHORD Rigid 4 WkV directly applied or 2-2-0 oc bracing. 2-12:2 X 4 SYP SS WEBS 1 Row at midpt &11,7-9 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (IWelas) 9 1501/0.2-0 (min.01-12),2=1784/08.0 (adrL 021) Max Horz 2=812(LC 3) Max UpWt9-987(LC 3),2-1334(LC 3) FORCES (Ib)-Mardn u n Compreadon4Mardmunl Terudo n TOP CHORD 1-2 43,218=-3704N780,3-113 17S5,Me•3229/1838,"-- 153N583,8 .183811008,97-1881IM023, 7-18-611117,918o4W,8On-21X 1211 B T CHORD 217-208913424,1317-2003424,1213-1874/2885,12.18-1874/Z81115,11-18¢18742885,1011-701/1068, 10-19--701/1056,946-401/105111 WEBS 313-4891404,5.13-4573,5.11-11751780,911=0/155,7-11=-521/1018,74=4582(1078 NOTES 1)Wind:ASCE 7-05;148mph(349cond gust);TCDL=9.Opsf,BCDL=B.Opst,h=15ft;Cat.ll;Exp C;Kd 1.00;enclosed;C-C Exterior(2)-24-0 to 0-8-0,Interior(1)0."to 24100,Exterior(2)2410-0 to 27-100;Lumber DOL==1.33 plate grip DOL=1.00 2)Provide adequate"nap to prevent+eater poridho 3)This truss has been designed for a 10.0 pot bottom chord live load noncorwurrent with any other Me loads. 4)Provide mechm*M darmection(by othere)of trues to bearing plate at Icings)9. 5)Provide mechardoal commctlaf(by otlrers)of trams to bear"plate capable of witfatarfdfng 987 Ib uplift at jdn 9 and 1334 ib uplift at join 2. 8)This truss has been designed for a moving corn rated load of 200.Gb dead located at a0 mid panels and at all pand point alorng the Bottom Card,notwormurmit with any other live loads. LOAD CASE(S)Standard Job T Tn=Twm MY Ph IMBURGIA CONST.SERVICES 10L12 HHG1 ROOF TRUSS 1 1 0049 Job Reference(aptional) BEST TRUSS CO.,MUM,Ft-BEST TRUSS CO. 7.230 s Apr 22 2010 MiTek industries,Inc. Thu Jan 2710.66:412011 Pagel -2-4-0 210-0 6 0-0 9-98 146-0 19-0.10 23-10-0 240.0 2 2 O 488 4.7-10 - 47-10 4-9 8 scam-t as 1OL14MMSH= 3.80 12 2nd'•11 3110= 9x10IMM9 WB= 20 11 W2= 4k?s 3 e 1 11 1 d a 21 0x4 II II 3X81 _ 1 9 10 1s 23 18 4 24 14 13 12 20 11 26 erS q 3x9 11 �_ X12— 8x10 91M9= 2x4 II sxta= 9' 20 II 2.8-0 21Q-0 60-0 9.98146-0 190.10 2310-0 280 040 2 2-0 48$ 47-10 47-10 4-" Plate Of eM(X,Y): [2:0.7-11,008J,[3:03-8,0.1-5),[4:0.10-0,0.2-4],[MOSO,Edge],[9:Edge,O"L[10:0.2-4,0-0.12),[11:0440.4-0J,[14:0612,0.2-12],[15:0.2-W2-O], [18:04-12,0.1-8] LOADING(per SPACING 2-" CSI DEFL in (oc) Udell Ud PLATES GRIP TCLL 30.0 Plates ince 1.00 TC 0.97 VO*4 0.641214 X484 380 MT20 244/190 TCDL 16.0 Lumber Increase 1.33 BC 1.110 Vat(TL) -OAS 1214 X387 180 Mf`ISH 244190 BCLL 0.0 Rep Stress Inor NO WB 0.96 Hotz(TL) 0.24 20 n/a We MT18 171147 BCDL 10.0 Code FBC20077TP12W7 (Matrix) Weight:149 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP N0.2 TOP CHORD Struct rel wood sheathing directly applied or 3212 0o purlins, BOT CHORD 2 X 8 SYP Not except etdd Verticate. WEBS 2 X 4 SYP No.3'Excepr BOT CHORD Rigid ceiling directly applied or 3-8.4 oc bracing. 920:2 X 8 SYP Not,3.16,911:2 X 4 SYP No.2 WEBS 1 Rohr at mldpt 414 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/sdzs) 18:4644/043-0 (min.03-M,20=m6I0&0 (ndn.01-8) Max Hotz 18a272(LC 3) Max Uptlft18}2835(LC 3),20}1293(LC 3) FORCES (lb)-MmdmtonCoi.qxesebrvlimdmmmTemdm TOP CHORD 1-2-0/63,2-21¢24631060,3.21¢24491129,3.4}2287/878,46}61M330,6.8=4104/3330,67=4049/2909, 74¢4049/2809,69=4049909,1020-1775(1293,910--16701231 BOT CHORD 2-22--10481 13,1622-.104M13,1623=.lW8/2241,1623¢104812241,1624=-781/2107,14240.781/2107, 13.14=4162I5938,1213¢41528 8,12-26=415?/$91111,11-25}416MIM,11.2&,.0✓448,1028--3W448 WEBS 3.18=-x 511=87,3.15w434VJ465,416a4MG71,414x'267813147,614=•88 /2$614x48751888,612 , 611¢19871309,911¢812/874,911¢270b/3800 NOTES 1)Wind:ASCE 7.0;146mph(34econd gust);TCDL=9.0psN BCDLr-8.0pofi,WWI;Cat.11;Exp C;Kd 1.00;dosed;C-C Automatic;cortillever left oKposed;Lumber DOL=1.33 plate grip DOL=1.00 2)Provide adequate drainage to prevent water ponding. 3)Ali plates are MT20 plates unless otherwise Indicated. 4)This truss las been designed for a 10.0 pot bottom chord On load nonconcurrent with any other live loads. 5)Bearing at joint(s)20 cenolders parallel to grain value using ANSUTPI 1 angle to grain fonmda. Building designer should vatfy capacity of boating surface. 8)Provide mechanical oonnection(by others)of truss to bearing plate tame of ung 2636 ib uplift at joint 16 and 1293 Ib uplift at joint 20. 7)This truss las been designed for a mwAng wed load of 200.0Ib dead located at all mid panels and at all panel points Wong the Bottom Chwd,nonconounard with any other live loads. 8)Gin der cartes hip and with 0."right side 60-0 deft side suck,and 600 end setback. 9)Hager(s)or other connection device(s)mall be provided arffiolent to support concerrtrated taad(s)321 Ib down and 317 lb up at 600 on bottom chord. The deslgrVsNecton of such connection device(s)Is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the buss are noted as front(F)or basic(B). LOAD CASE(S)Stamlard 1)Regula:Lumber 1x1.33,Plate Incraee-1.00 Uniform Loads 0" Verh 1.490,49=-143M-0,2-15=40,1016-32(F=-12) Continued an page 2 Job Truss Tn"Type Oty Ply IMBURGIA CONST.SERVICES 0049 1 OL12 HHG1 ROOF TRUSS 1 1 ' r + I Job Retere� BEST TRUSS CO.,MUM,FL.,BEST TRUSS CO. 7.230 s Apr 22 20MO MITek ftWuWlw Imo. Thu Jan 2710:88:412011 Page 2 LOAD CASE(S)Standard Concentrated Loads(Ib) Vert:M8m-32M(F) a Job Tres Truax Type Oty PW IMBURGIA CONST.SERVICES 0050 1 OL12 A ROOF TRUSS 27 1 Job Reference BEST TRUSS CO.,MUM,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industries,Inc. Thu Jan 2710:55:42 2011 Pap 1 -2-40 1.0-0 2.4.0 1-0-0 aea�ot:rs 3 2 ' 3.80 12 1.3 2-4 1 2[4 II >< ` a 1-8 _ 8 1-0-0 Plate Offsets(X,10: [2:0.2-4 0.2-5] LOADING(psf) SPACING 2-0-0 CSI DEFL in (foe) Udetl L/d PLATES GRIP TCLL 30.0 Pledse Increase 1.00 TC 0.82 Vw*4 -0.00 2 >999 360 MT20 244H90 TCDL 15.0 LimberInci 1.33 BC 0.07 VwtM -0A0 2-4 a999 160 BCLL OA Rep Stress In cr YES WB 0.00 Hwa(TL) 0.00 3 nda n/a BCOL 10A Code FBC2007/TP12007 (Minix) Wdght:10 lb FT a 0% TOPER BRA CHORD 2 X 4 SYP No.2 TOPCCHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. SOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 1040 oo bracing. OTHERS 2 X 4 SYP Nc.3 REACTIONS pbWm) 244M)40 (min.0.1450,4 chranical,3-240111eclumi al Max Hort 2=183(LC 3) Max U01112-10"I.0 3).3-240(LC 1) Max Gray 2448(LC 1),4 LC 5),3n512(LC 3) FORCES Pb)-Maximum Compr I Tension OP CHORD 1-2=142,2-3¢761=9 BOT CHORD 2-8:/0,4-0:411() NOTES 1)YVind:ASCE 7-05;146mph(3-second gust);ODL=9.0p9h,BCDL=&Opsf,ha158;Cat 11;Exp C;Kd 1.W,enclosed;C-C Ext ( ;porch bit exposed;Lumber DOLe1.33 plate grip DOL-1.00 2)This truss has been designed fora 10.0 pet bottom chord live load nonconcurrent with any other live kms. 3)Refer to~a)for tree to trues comactlora. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1096 Ib uplift at joint 2 and 240 Ib uplift at)dM 3. 5)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panda and at all pend points along the Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S)Standard Join Truss Truss Type Ouy Ply IMBURGIA CONST.SERVICES 0051 IOL32 J1A ROOF TRUSS 2Job Reform=(optionap 1 BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industries,Inc.Thu Jan 2710:88:43 2011 Paye 1 -2.40 1.0.0 --- — -� 2-40 1.0-0 Scale-W.2 3 2 3.80(f2 i 13 2+r 21A II 8 4 4O= 18 1.0-0 1-0-0 Plate Offeets(X,»: [2:0.240,0.2.0] LOADING(pal) SPACING 2-0-0 CS! DEFI. In (Ioo) Udefl Lid PLATES GRIP TCLL 30.0 Plain increase 1.00 TC 0.77 V"LL) -0.00 2 nh 120 MT20 244f190 ODL 18.0 Lumber Increm 1.33 13C 0.40 Vert Q 400 2 Wr 90 BCLL 0.0 Rep gess[nor YES WB 0.00 Hors(TL) 0.00 Na We BCDL 10.0 Code FBC2W?f P12007 (Matrix) Weigh:12 Ib FT a 0% OPBER BRACING ORD 2 X 4 SYP No.2 TOP CH RD Structure!wood dwM ft directly applied or 140-0 oc puriirs. BOT ORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 1000 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (IbIblas) 4x100.1-8 (min.0.1-8),3-301111ftchanical Max Hors 4-2401(LC 3),3-2219(LC 3) Max Upli t4=-72(LC 3),3-4180(LC 3) Max Gray 4=210(LC S),3=310(LC df) FORCES (Ib)-Maximum ConqnseelarNexinuan Tension TOP CHORD 1-2 42,2.3=2MM081 BOT CHORD 246=.103812401,4ao-103WA&I NOTES 1)WIC:ASCE 7-08;146mph(3-second gust);ODL=9.Opaf,BCDL=8.0psf;fd18f4 Cat.6;Exp C;Kd 1.00;enclosed;C-C Extedor(2);cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.00 2)This fres has been designed for a 10.0 psf bottom chard Ihre load nonconcu Trent with any other fin loads. 3)Refer to gtrder(s)for tree to tests cormectlorns. 4)Provide mechanical connection(by otfres)of towas to bearing plate at jolrnt(s)4. di)Provide mactmrdcal connection(by otfiers)of fres to bearing plate capable of witivelandIng 72 ib uplift at joint 4 and SW lb uplift at joint 3. 8)Nan Standard bearing condition. Review required. 7)TIft truss has been designed for a moving concentrated entrated bad of 2W.01b dead located at all mid pansis and at all panel points along the Bolton Chord,nonoorwurrent with any oiler live hada LOAD CASE(S)Standard Job Tress Truss Two Oly Pyr IMBURGIA CONST.SERVICES 1 OL12 t JIB ROOF TRUSS 1 1 0052 Job Reterence BEST TRUSS CO.,MAN,FL-,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industries,Inc. Thu Jan 2710:55A5 2011 Page 1 -2-40 1.00 2-40 8ceie=11.7 7 3 390 12 n a 29411 1.3 2-5 14 77 axes= as 8 4 :411 II 1-0-0 Plate Offsete MIN [2:O"k2-0] LOADING(per SPACING 2-0-0 CS! DEFL in (1m) UdeA L/d PLATES GRIP TCLL 30.0 Plates ire 1.00 TC 0.92 Vert(LL) 0.00 5 >999 380 MT20 2441190 TCOL 15.0 Lumber Increase 1.33 BC 0.07 Vet(fL) -0.00 S >999 180 BCLL 0.0 Rep Stress Imx YES WB 0.00 Horz(TL) -0A2 3 Na n/a BCDL 10.0 Code PBC2007/TP12007 (Matrbc) Weight:12 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural Wood sheathing directly applied or 1-0-0 ods purlins, BOT CHORD 2 X 4 SYP Nat except end verticats. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oo bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Iblze) 5m9IMectmnk:al,4-37/MedmNcal,3}24WAschanical Max Horz 5=183(LC 3) Max U 9MLC 3),4-5RLC 3),3=-245(LC 1) Max Grav 5=698(LC 1),4=193(LC 8),3=426(LC 3) FORCES Ob)-Madman CornImesdonAbutinnan Tension TOP CHORD 248¢849!997,1-2 182,2-7=4Ml8,3.7¢77!120 BOT CHORD 54mK 4-8=010 NOTES 1)Whnt:ASCE 7-06;148mph(3esc and gus);TCDL=9.Opsh,BCDL=B.Opsh,W511;Cat.5;Exp C;Kd 1.00;enclosed;C-C Exerla(2)-2-40 to 0.8.0,Interior(1)0."to 0.11-14;Lumber DOL-1.33 plate grip DOL=1.00 2)This tams has been designed for a 10.0 pat bottom chard No bad nonc oncurrent With any other[We loads. 3)!later to girders)for truss to truse cmnnectlons. 4)Provide nuwhm*W connection(by others)of truss to bearing plate capable of witlmtarcding 929 Ib uplift at joint 5,58 lb uplift at joint 4 and 245 Ib WM at joint 3. 5)This bum has been designed for a moving concentrated loan!of 200.01b dead located at all mid paresis and at all panel points along the Bottom Chard,noncormurrert with any other live bads. LOAD CASE(S)Standard Job Tn Tru esT"w my PI7 IMBURGIA CONST.SERVICES 10L12 J1C ROOF TRUSS 2 1 0053 Job Reference BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek indusbie9,Inc.Thu Jan 2710.88:46 2011 Pagel 2.4-0 1.0-0 ' scale m 1:7.2 3 2 3M 12 i 1,4 1 2X4 11 8 4 40= 1.8 1-0-0 1-0-0 Plate Offsets MY): [2:0.5.12,0-014] LOADING(per SPACING 2-0-0 CSI DEFL in poo) Udsfl Lid PLATES (TRIP TCLL 30.0 Plates Increase 1.00 O 0.75 V"LL) -0.00 2 Nr 120 NTf20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.45 VefWQ -0.00 2 r* 90 BCLL 0.0 Rep Stress Inca YES WB 0.00 Hors(TL) 0.00 nfa Wa BCDL 10.0 Code FBC20071TPI2007 (Nwft) Walght 12 Ib FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOPCHORD Structural wood sheathing directly applied or 14.0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 1040 oc bring. OTHERS 2 X 4 SYP Nc.3 REACTIONS pbldw) 4-1010.1-8 (min.0.1-8), Max Horz 4:=29WLC 3),3¢2454(LC 3) Max UpIBt4a72(-C 3),3¢H qLC 3) Max Grov 4=210(LC 5),3=310(LC 5) FORCES pb)-Madman Co oMNmdmmn Tsnelon OP CHORD 1-2-W48,2-3¢2845N173 BOT CHORD 241=4150F2588,448-115012885 NOTES 1)Wind:ASCE 7-W;148mph(34edmr d gust);ODL=9Apst;BCDL=6.0psh,t SII;Cat.II;Exp C;Kd 1.00;enclosed;C-C Extw ior(2);cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.00 2)This truss has bear designed for a 10.0 pot bottom chord live load nonconcurrerit with any otter live loads. 3)Raw to~a)for trues to truss conuectlarm 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 5)Provide necNadcal connection pry others)of truss to beaming plate capable of w ittetandirg 72 Ib uplift at joint 4 and ON lb uplift at john 3. 8)Non Standard basrhg condition. Review required. 7)This tees has been designed for a moving concentrated land of 200.Oib dead located at all mid panals and at all panel points along the Bottom Chord,noeoncurrent with any otter Ihre laude. LOAD CASE(S)Standard Job TnM Truss Type y Pyr �IMBURGIACONST.SERVICES I OL12 J2 ROOF TRUSS 2 1 0054• Job Reference BEST TRUSS CO.,MIAMI,M-BEST TRUSS CO. 7.230 8 Apr 22 2010 Mriek kxiuh'le%Inc. Tiro Jan 2710:68:47 2011 Pagel -2-" 2-10.0 2-" 210-0 scmea1:10.0 3 3.80 12 2 vi 14 b 24 2w�11 1 8 4 18 3xe= 210-0 210-0 Plate Offsets MY): f2.0-140.1-51 LOADING(pot) SPACING 240-0 CSI DEFI. in poc) Well Ud PLATES GRIP TCLL 30.0 Plates hncrease 1.00 TC 0.83 Vert(LL) -0.00 2-4 >999 380 KM 2441190 TCDL 18.0 Lumber Incl 1.33 BC 0.21 VerKM .0.02 2-4 >999 180 BCLL 0.0 Reil Stress Irma YES WB 0.00 Horz(M) -0.003 We We BCDL 10.0 Code FBC2007/TPI2007 (VA&k) Weight:16 lb FT a 00/6 TOPBER BRACING CHORD 2 X 4 SYP SS TOPCHORD Structural wood eheadcing directly wiled or 210-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rlgld calling directly applied or 104-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (IbWn) 3¢2MIschimical,20.8.0 (min.0.148),4=24/Mechardcal NMx Horz 2a273(LC 3) Max UpIM3-22(LC 1),2=-MG(LC 3) Max Grav 3=84(LC 3),2a508(LC 1),4a224(LC 8) FORCES pb)-Mandmum Co 4nesslonlViodmum Tension TOP CHORD l-2-W43,2-3=-W9 BOT CHORD 2.8a A 4 4mM NOTES 1)What:ASCE 7-0;148mph(3-second gust);TCDLa9.0psf;SCMxG W;h=15it;Cat.11;Exp C;Kd 1.00;enclosed;C-C Extedor(2);Lumber DOLa1.33 plate grip DOL=1.00 2)This trema hes;been designed for a 10.0 pef bottom chard Ove food nonconowent with any other 11M loads. 3)Refer tofor truse to truse connections. 4 Providemech anrder(sical connection(by o8ars) trussof to bearhq plate capable of withstanding 221b uplift at John 3 and 918 Ib uplift at john 2. 5)This inns has been designed for a moving concentrated loaf of 200.01b dead located at all mid parcels and at a0 penal points along the Bottom Chord,noncono urent with any other Hve hada. LOAD CASE(S)Standard Job Teras Truse Type CIy PhIMBURGIACONST.SERVICES 1 OL1�2 . J2A ROOF TRUSS 2 1 0055 Job Refer BEST TRUSS CO„MIAMI,FL.,BEST TRUSS CO. 7.230 9 Apr 22 2010 MITek InrluWb%Inc-Thu Jan 2710:55:48 2011 Page 1 210-0 2-10.0 ' eche=1�.3 2 neo 12 > 14 14 4 3 U4= 210.0 2-10-0 LOADING W SPACING 2-0.0 CIN DEFL in (Ioc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.20 Veit(LL) .0.00 1-3 >999 380 MT20 244/190 TCDL 18.0 Lumber Increase 1.33 BC 0.21 Ver M) 402 1-3 >999 180 BCLL 0.0 Rep Stress Inca YES WB 0.00 Hotz(TL) -0.00 2 n/a We SCOL 10.0 Core FBC2007/rP12007 (Haft) Weight:9 Ib FT m O% LUMBER ING TOP ORD 2 X 4 SYP No.2 TOPCCHORD Struchnal wood dwMng directly applied or 2-10-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1040 oc bracing. REACTIONS Wake) 1=1341-8-0 (min.0.140,2010/Mectu n cal, Max Harz 1=178(LC 3) Max UpIM I-139(LC 3),2¢227(LC 3) Max Grav 1.M(LC 5),2=110(LC 1),3=224(LC 8) FORCES Pb)-Mwd u m Congmessforiftudmian Tension TOP CHORD 1-2=402134 BOT CHORD 14=00,3-40t) NOTES 1)VA d:ASCE 7-05;146nph(34omW gust);TCDL=9.Opsf,BCDL=S.Opsf;h=15it Cat.11;Exp C;Kd 101, kneed;C-C ExWor(2);Lumber DOL=1.33 plate grip DOL=1.00 2)This truss has been designed for a 10.0 pot bottom chord live load rncurrent with any other live loads. 3)Refer to gtrder(9)for bums to trues conrnecdons. 4)Provide mechanical connecdo n(by oUwa)of bum to bowing plate capable of will1tatencling 139 ib uplift at joint 1 ars!227 lb uplift at Joint 2. 5)Title trues has been designed for a moving concentrated knad of 200.0Ib dead located at all mid panels and at all panel points along Uve Bottom Chord,noncoma vent with any oUm live krada. LOAD CASE(S)Standard Job piss T�T"m Pty IMBURGIA CONST.SERVICES101-12 B ROOF TRUSS 4 1 0056 Job Reference BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 a Apr 22 2010 Urrok Industries,Inc. Thu Jan 2710:88:49 2011 Page 1 2.8-0 2-8-0 s�=tet 2 380/2 t -2 1.3 4 3 2[4= 2-8-0 , 2.8-0 LOADING(pot) SPACING 24-0 CSI DEFL In (loc) IkW L/d PLATES DRIP TCLL 30.0 Plates Increase 1.00 TC 0.18 Vwt(LL) -0.00 1-3 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.19 Vwt(TW 402 1-3 >NO 180 BCLL 0.0 Rep Stress bw YES WB 0.00 Horz(TL) -0.00 2 Na We BCDL 10.0 Code FBC2007/TP007 (Mau) Weight:8 Ib FT a 09/6 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP ORD Shuchmd wood sheathing directly applied or 2.8-0 cc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 104W cc bracing. REACTIONS pblsixa) 1e1280" (min.0.1-0),2e101Ai Ischanical,3-231N whwdcal Max Hors 1e187(LC 3) An UpIHl1-128(LC 3),2a-213(LC 3) Max Grav 1e257(LC 5),2e102(LC 1),3si:23(LC 0) FORCES pb)-Mwdmsn Compeaslon AAmdmum Tension OP CHORD 1-2¢97/32 BCT CHORD 1.410,34=0 NOTES 1)Wird:ASCE 7-05;148mph(3-second gust);TCDLn9.Ops,,BCDL=.Opst;WWI;Cat.g;Exp C;Kd 1.00;enclosed;C-C Extedor(2);Lumber DOLe1.33 plate grip DOW.00 2)This truss has been designed for a 10.0 pot bottom chord Iive load nonan/with any offer We loads. 3)Refer to girder(s)for hues to truss comsctio s. 4)Provide maclsnical coneclim(by offers)of truss to bearing plate capable of wMwtaWng 126 lb uplift st Joint 1 amt 213 Ib uptlft at Joint 2. 5)This truss has been designed for a moving con envated load of 200.01b dead located at all mid panels and at all pare)points akxng the Bottom Chord,nonconcurreM with any outer live leads. LOAD CASE(S)Standard Job Tnree Trues Type Qty �Ply �IMBURGIACONST.SERVICES 1 OL12 J2E ROOF TRUSS 1 1 0057 Job Rene BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek hxIustrlea,Inc.Thu Jan 2710:86:80 2011 Pagel -1-8-0 2.0-0 1-8-0 2-0-0 semeat:t2.s 3 :&W 12 ma n 2 13 294 u 1 t$ 20= 46 7 31411 8 4 2-0-0 2-0-0 Plate Otrseca MY): [2:0.240.1-M LOADING O" SPACING 2-0-0 CSI DEFL M poo) Vdefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.86 Vert(LL) 0.00 S >999 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.13 Vert(TL) -0.01 4-5 >999 ISO BCLL 0.0 Rep Stress Inor YES WB 0.00 Horr(TL.) -0.02 3 n/a n fa BCDL 10.0 CodeFBC2W71TPI2007 (Metric) Welght:13lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Struaturel wood sheathing directly applied or 240.0 oc purlins, BOT CHORD 2 X 4 SYP No.2 except and verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS pb/slae) 5446/MechoMcai,4=NMwlm tical,3-17/Mecfmrdcal Max Hors 5-201(LC 3) Max UPIi(t8=-474(LC 3),4a41(LC 3),3-M(LC 3) Max Grav 5-345(LC 1),4-213(0 0),3-17(0 1) FORCES Pb)-Mmdmnmr Tension TOP CHORD 24Sa-312637,1-2-148,2-3¢42J2 BOT CHORD &7-00,4-7--M NOTES 1)Wind:ASCE 7.0;148mph(34wond gust);TCDL-9Apef,BCDL=6Apeh WWI;CaL 11;Exp C;Kd 1 AD,closed;C-C E Wdor(2);Lumber DOL=1.33 plate grip DOL-1.00 2)This true has been deed for a 10.0 pat bottom chord live ked noncormnrent with any other Lim Ioads. 3)Refer to~a)for truss to true connections. 4)Provide mechardcal connection(by others)of truss to bomb ng plate capable of withstanding 474 Ib uplift at joint 8,41 ib uplift at joint 4 and 86 Ib uplift at joint 3. 6)This true has been designed for a moving concentrated load of 200.01b dead located at a8 mid panels and at all panel points along the Bottom Chord,nonconcurreft with any other live loads. LOAD CASE(S)Standard Job Truss Truss TYR FY FY IMBURGIACONST.SERVICES1OL12 . ' J2F ROOF TRUSS 1 0058 Job o BEST TRUSS CO.,MIAMI,PL,BEST TRUSS CO. 7.230 s Apr 22 2010 WTek Industries,Inc.Thu Jan 2710:58:812011 Page 1 2.0-0 r 240 390 12 8m10 m 1128 2 2r4 u 1 12 1.4 34 s 216114 3 2'0'0 r 2.0.0 Plate Offsets MY): [4:0.2-0,0.1-0] LOADING(per SPACING 2-0-0 CSI DEFL in (loc) Udetl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.00 4 >990 380 MIM 244!190 TCDL 15.0 Lumber Increase 1.33 BC 0.14 VwUM) -0.01 3.4 >999 180 BCLL 0.0 Rep Stress Inor YES WB 0.00 HmgM) -0.03 2 Na We BCDL 10.0 Code FBC2=1713I11O7 p lafrlx) Weight:8 Ib FT a 0°k LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheatffing directly applied or 24-0 oc purlins, BOT CHORD 2 X 4 SYP No.2 except ad VertMsis. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid calling directly applied or 1000 oc bracing. REACTIONS (1blsb:e) 4=10IMechanical,3-VA11schedad,2-791Mectsnical Max Hoz 4a94(LC 3) Max Upldit4a43(LC 3),3r 3 C 3),2a-188(LC 3) Max Grev 4=248(LC 5),3a219(LC 8),2a79(LC 1) FORCES (Ib)-Mwdmum Com-----oNMaxlmum Tendon TOP CHORD 1-4=-081102,1-2w-80118 BOT CHORD 4640,3 --W NOTES 1)Wind:ASCE 7-05;14 (3 escond gust);TCDLa9.W,13CDLaB.Opeh ha15ft;Cat.0;Exp C;Kd 1.00;enclosed;C-C Extelor(2);Lumber DOLa1.33 plate grip DOLa1.00 2)This truss has been designed for a 10.0 pet bottom chord live load nornconaurent with any other u1re loads. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by othere)of truss to bearing plate capable of ung 43 lb uplift at joint 4,30 ib uplift at Joint 3 and 188 Ib uplift at joint 2. 5)This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at a8 panel points along the Bottom Chord,urreft with any otter live loads. LOAD CASE(S)Standard Job TnmTrlre IMBURGIA CONST.SERVICES 1 OL12 J2G ROOF TRUSS 1 1 0059 .lob Reference(optionso BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 Mffek Industries,Inc.Thu Jen 2710:88:82 2011 Page 1 -148-0 _ 2-" 1-8-0 2.0-0 8mle v 1:7.8 3 3.80 12 2 1-3 20 u a4 8 4 1-5 >< 20= 2-0-0 2-0-0 LOADING Oml) SPACING 2-0-0 CSI DEFL in poo) YM L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.00 2 >999 380 A f20 244190 TCDL 18.0 Lumber Increase 1.33 Sc 0.18 Vwt(fL) .0.01 2-4 >099 180 BCLL 0.0 Rep Stress hwr YES WB 0.00 Hori(N 40.00 3 n/a n/a BCDL 10.0 CodeFOC2007frPM07 MAU" Weight:11 lb FT=O% TOLUMBER ORD 2 X 4 SYP No.2 TOP CH RD SbucturM wood slrea<Fdrtg directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS #blabs) 2=33M" (min.0.141),4=19/Meolmnical,3=101MechwftW Marc Hors 2=194(LC 3) Max UpWI2-893(LC 3),3-28(LC 3) Max Gray 24MLC 1),4=219(LC 8),3=18(LC 1) FORCES (lb)-Mmdmum ConqxssaIon1MwdmLffn Tension TOP CHORD 1-2=0/28,2-3}89 BOT CHORD 24m-M,4.8=-W NOTES 1)Wind:ASCE 7-W;148mph(S escmnd gust);TCDLo9.W,SCOL=B.Opsf;WWI;Cat.9;Exp C;Kd 1.00;enclosed;C-C Exterior(2);Lumber DOL=1.33 plate grip DOL.=1.00 2)This truss has been deed for a 10.0 pet bottan chord live load nonconcurrent with any otlwr live loads. 3)Refer to girder(s)for buss to buss connections. 4)Provide med ardcal connection pry others)of buss to bearing plate capable of ung 883 ib uplift at joint 2 and 26 lb Uplift at joint 3. 8)This tures has been designed for a moving aoncem rated load of 200.01b dead located at all mid panels and at all panel points Mang the Bottom C oml,noncxnfcu net with any other live loads. LOAD CASE(S) Standard Job Truss Truss Two CRY Ply IMBURGIA CONST.SERVICES 1 OL12 J2H ROOF TRUSS 3 1 0060 Job Reference BEST TRUSS CO,MIAMI,FL.,BEST TRu88 CO. 7.230 s Apr 22 2010 M1Tek Industries,Inc. Thu Jan 2710:88:83 2011 Pagel -2.4-0 2.68 2-40 2$8 scmemlgu 3 3.30 12 2 1 a4 1 20 u >< 8 4 1$ 31,8= 2-8.5 2$8 Plate Otfesto MY): [2:0-0.12,0.140 LOADING(pef) SPACING 2-0-0 CSI DEFL In (loc) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.63 vert(LL) -0.00 2-4 >999 380 MT20 244/190 TCDL 16.0 Lumbo lrxn a 1.33 Be 0.18 Ven KM 40.01 2.4 %M 180 BCLL OA Rep Stress Inor YES WB 0.00 HmWQ 4XW 3 n/a n/a SCOL 10.0 Code FBC207/rPMW (Mab" WNght:15 Ib FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP SS OP CHORD Structural wood sheathing directly applied or 2-8.8 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/W=) 3¢6WAwhani al,2=607/0$0 (min.0-14Q,4a21/lIftc arlcal Max Hors 2=59(LC 3) Max U83(LC 1),2a934(LC 3) Max Grev 3a117(LC 3),2-607(LC 1),4a221(LC 8) FORCES (Ib)-Maximum C x.gxesalorvVAximwn Tension TOP CHORD 1-2-W43,2-3--.W/45 BOT CHORD 2-84100,4.8-010 NOTES 1)Wind:ASCE 7-0;14 r(3,second gam;TCDLp9.W,,BCDLa8.W,h=16ft;Cat.11;Exp C;Kd 1.00;enclosed;C-C Exterior(2);Lumber DOLa1.33 plate grip DOW.00 2)This truss has been designed for a 10.0 poi bottom chord live load rrorconqurent with any otter five foods. 3)Refer to gb+dm(s)for truss to trues connections. 4)Provide mechanical connection(by others)of truss to bearing{late capable of withstanding 63 Ib upillt at Joint 3 and 934 Ib uplift at Joint 2. 6)This truss has been designed for a moving wed load of 200.01b dead located at a0 mid panels and at a0 panel pointe along de Bottom Chord,nonconcurreht with any oder live loads. LOAD CASE(S) Standard Jot Truss In=Type My Ply IMBURGIA CONST.SERVICES 101.12 im ROOF TRUSS 1 1 0061 Job Pmhww ce BEST TRUSS CO.,MUM,FL.,BEST TRUSS CO. 7.230 a Apr 22 2010 MITek Imlusalee,Inc.Thu Jan 2710:65:84 2011 Page 1 -2-4-0 2-8$ 2-40 2.88 Sam 01:9A 3 &W[f2- 2 b 1'3 2i 23 2r4 II 1 18 _ 8 4 2$8 2$8 Plate Offsets( Y): [2:0.1-4,0441] LOADING 0" SPACING 2-0-0 CSI DEFL in pod) Udefl Ud PLATES GRIP TCLL 30.0 Pieties Increase 1.00 TC 0.77 Vert(LL) 400 2-4 >990 380 MTS 244/190 TCOL 16.0 Lumber Irmwea a 1.33 BC 0.22 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress hncr YES WB 0.00 Honz(7L) -0.00 3 We We 13CDL 10.0 Code FBC2007/TP12007 (IUeb" Wstght:15 Ib FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2$.8 oc purlins. BOT CHORD 2 X 4 SYP Not BOT CHORD Rigid calling directly applied or 1040 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/dw) 3=19268.5 pain.0.141),30=41.5 (min.0.148),2=44812$8 (min.0.1-8),4m25246$ (n t.044Q Marc Horz 2=2W4LC 3) Max UpIBt3¢21(LC 3),2-79XLC 3) Max Grey 3=18"1),3-18"1),2=448(LC 1),4a225(LC 0) FORCES (lb)-Mmdmum ConcpresdorMmdmum Tendon TOP CHORD 1-2-&42,2-3=-73f0 BOT CHORD 2-8wM 4-6== NOTES 1)Wind:ASCE 7-05;148mph(3-aecond gust);TCDL-&0pd;BCDL--& pe1,WWI;Cat.ll;Exp C;Kd 1.00;ancloaed;C-C Extedor(2);Lumber DOLP1.33 plate grip DOW.W 2)This bums has been designed for a 10.0 psf bottom chord qve load rawonounaft with any other live loads. 3)PrwAft mechwdoal connection(by others)of mats to bearing plate oapable of ung 21 Ib uplift at joint 3 and 795 Ib uplift at joint 2. 4)This Vasa has been designed for a moving ounce nbated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,rwncorxurrent with any other live leads. LOAD CASE(S)Standard Job T Truss Type ah Ply IMBURGIA CONST.SERVICES 10LW J2J MONO TRUSS 2 1 0062 Job Reference(op*m=D BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MRsk Industries,Inc. Thu Jen 2710:88:85 2011 Pagel 2-40 2.8-5 Soft o 1A3 3 aso-2 2 r-3 24 '2"II 7 3x8= pan 4-6 -X 14 n 2.8.5 2-68 Plate OffBsts MY): [4:0.64,0.8-01.[4:0.1-12,0.240 LOADING(pot) SPACING 2-0-0 CS! DEFL in (loc) Well L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.00 2-4 rah 120 MT20 244/190 TCDL 111.0 Lumber Increm 1.33 BC 0.67 Vert(M) -0.01 2 ndr 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hori(R.) 0.00 Na Na BCDL 10.0 Code FBC2W7frPMW (Matrix) Weight:20 Ib FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP Nc.2 TOP CHORD Strucbaal wood sheathing directly applied or 2411.7 oc purlim BOT CHORD 2 X 4 SW Nc.2 except end Verticsis. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid calling directly applied or 10,"co bracing. OTHERS 2 X 4 SYP N0.3 REACTIONS (Iblsizs) 4=2410.1-8 (min.0.141),U460A w mttical Max Hoz 4-2=1(LC 3),3-2828(LC 3) Max UpU t4-174(LC 3),3-982(LC 3) Max Grav 4v224(LC 6),3=450(LC 1) FORCES pb)-Mmdmwrn Com,quessfortiMaxinnan Tension TOP CHORD 1-2=W42,2-3=-26M/1266,"00 BOT CHORD 2-7o-1153PAM 4.7o-11 S NOTES 1)Whrd:ASCE 7-W;14ft"($escond gust);TCDL.=9ApW:,BCDL=6.W,h=151t;CO.II;Exp C;Kd 1.00;Toned;C-C Exterlor(2);cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.00 2)This bum has been designed for a 10A pot bottom chord live load rorwoncurrent with any other live loads. 3)Refer to girders)for trams to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 6)Provide metal plate or equivalent at bearing(s)3 to support reaction shown. 0)Provide mechanical connection(by others)of trios to bem h plate capable of withstanding 174 Ib uplift at joint 4 and 982 Ib uplift at joint 3. 7)Nan Standard bearing conclitlom Review required. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points Wong the Bottom Chord,nor rent with any otter Iive loads. 9)Gap between Upside of top chord bearing and first diagonal or vertical web shall not exceed 0Mft LOAD CASE(S)Standard Job Truss Truss Type �Qiy Ply �IMBIJRGIACONST.SERVICES 1OL49 c J3 ROOF TRUSS 1 1 0063 .lob Reference BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Indus%s,Irx:-Thu Jan 2710:85:56 2011 Pagel -2-40 3-" 2.40 3-" 8oale o 1:108 a a8o fiT 2 1� $ 2x4 u 24 1 4s _ 3198 4 3.0'0 3." Plate Offsets MY): [2:0.1-4,&1-8] LOADING(per SPACING 2-0-0 cm DEFL In Voc) Udeff L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.77 Vert(LL) 4A0 2-4 >999 380 MT20 2441190 TCDL 15.0 LrmrberIncr1.33 Sc 0.27 Vwt(iL) -0.04 24 >891 180 BOLL 0.0 Rep Stress lm YES WB 0.00 Hwz(TL) -0.00 3 n1a rda BCDL 10.0 Code FBC2007/TP12007 of eft) Weight:16 lb FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 34&0 oc purlins. BOT CHORD 2 X 4 SLIP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS Webs) 3=63/3460 (min.&1-0,3=63/3-&0 (mM.0-148),2a457/3.0.0 (min.0-1-8),4=3034)-0 (min.014D Max Hoa 2=286(LC 3) Max Up6ftS=-M(LC 3),2¢70NLC 3) Max Gray 3=53(LC 1),3=83(LC 1),2-67(LC 1),4=230(LC 8) FORCES Qb)-Mmdmum CompreseoNMmdnwm Tension TOP CHORD l-2-&42,2-3--7319 BOT CHORD 2-&M,4.8m0 NOTES 1)Wirral:ASCE 7-06;148mph(3-second gust);TCDL=9.0psf;BCDL=G.Opsf;Willi;Cat.II;Exp C;Kd 1.00,enclosed;C-C Exterlor(2);Lumber DOL=1.33 plate grip DOL=1.00 2)This truss has been designed for a 10.0 pot bottom chord live loot nonconcurrent with any otter live loads. 3)Provide nm dsnioal connection(by ohms)of truss to bearing plate capable of withstanding 91 Ib uplift at Joint 3 and 793 Ib uplift at IM 2. 4)This truss has bear designed for a moving concentrated land of 200.Gb dead located at all mid gels and at a0 panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S) Standard Job truss Truss Type IMBURGIA CONST.SERVICES 101.12 MA ROOF TRUSS 1 1 0064 Job Reform=(opponeg BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITalc Industries,Inc. Thu Jan 2710:86:67 2011 Pagel -2-40 3-0-0 2-40 3-0-0 ' scateatat.t 3 390/2 a 1.3 20 II 2+1 1 3r8- 8 4 2X6 II 1J 2-9-0 3-0-0 Z" 0.3-0 LOADING a" SPACING 2-0-0 CSI DEFT. M (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.00 24 n1r 120 MT20 2441190 TCDL 18.0 Lumber Increase 1.33 SC 0.78 Vert(TL) 4).02 2 Wr 90 BCLL OA Rep Stress Mor YES WB 0.00 Haz(Tt.) 0.00 WIN rda SCOL 10.0 Code FBC2W71TPI2007 patrbc) Weight:21 Ib FT 0% LUMBER TOP CHORD 2 X 4 SYP No.2 TOP CIORD Structure!wood sheathing directly applied or 2.811 oc purlins. OT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS pbWn) 3=801IMechaalcal,4=2710.84 (min.0.1-M Max Hors 3g2789(LC 3),4=3071(LC 3) Max UpIM2-1088(LC 3),4a194(LC 3) Max Gray 3=8010LC 1),4=W(LC 0) FORCES (Ib)-Maximum Tension TOP CORD 1-242,2-3¢301011343 BOT CHORD 241=420110W1,4-11=42116=1 NOTES 1)Wind:ASCE 7-08;148mph(34*cond gust);TCDL=9.0pht;BCDL=BAM&,h=181t;CaL 11;Epp C;Kd 1.00;enclosed;C-C Exterior(2);cantilever left ax=ed;Lumber DOW.33 plate grip DOL=1 AO 2)This truss hug been designed fora 10.0 pet bottom chord live load noncorcurrent with any other live loads. 3)Rotor to girders)fo'tress to teres connections. 4)Provide nredrerdcM connection(by others)of teres to bearing plate capable of Mibi ng 1088 Ib uplift at joint 3 axd 194 Ib uplift at joint 4. 5)Nos Standard berhng condition. Review required. 0)This buss has been designed for a moving concentrated toad of 20MOIb dead located at a9 mid panels and at all parsd points atoag the Bottom Chord,nonconcurrent with any other live Io ds. LOAD CASE(S)Standard Job Truss Truss Type Gly Pb IMBURGIA CONST.SERVICES 101-19 J30 ROOF TRUSS 22 1 ' Job Reference BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industries,Inc. Thu Jan 2710:55.56 2011 Page 1 -2-40 30.0 2.40 340 Scale o 1�OZ 3 3.80(1 2 1-3 2O 2c4 II 1 8 4 1� 3fe= 3." 3-00 Plate Offsets(X,Y)• mo-140-1-6] LOADING 0" SPACINQ 2-0.0 CSI DEFL in poo) Udefl L/d PLATES GRIP TCLL 30.0 PlatesI'mm 1.00 TC 0.54 Vert(LL) 0.02 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.23 Vwgn) -0.03 2.4 >M 180 BCLL 0.0 Rep Stress I cr YES WB 0.00 Horz(M) -0.00 3 n/a n/a BCDL 10.0 Code FBC200yfnn a07 (Matrix) Weight:16 Ib FT=O% LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 340 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid oeiling dlrecty appiied or 10-0-0 oe tracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ibdsixe) 3w&Mechanical,2=5000.840 (min.0.1480,4411IMechanical Max Hors 24(LC 3) Max Up0 t3=}8(LC 1),2e.1116(LC 3),4-192(LC 3) Max Grav 3m2Y(LC 3),2 4KWLC 1),4=226(LC 8) FORCES pb)-Mmdnnim Coi.qxosskxvVmdmwn Tendon TOP CHORD 1-2-&43,2-3w-W BOT CHORD 24}OIO,4-0--W NOTES 1)Wind:ASCE 7-05;146mph(3-second gust;TCDLm9.Opah BCDL=S.W,h=15ft;Cat.II;Exp C;Kd 1.W,enclosed;C-C Exterlor(2);porch lett exposed;Lu nber DOL-1.33 plate grip DOW.00 2)This truss has been designed for a 10.0 pat bottom chord live load concurrent with any other live Ioade. 3)Refer to Oder(s)for truss to truss connections. 4)Provide mschanicat connection(by others)of trtms to bearing plate capable of withetandlM 6 Ib upm at Joint 3,1116 Ib uplift at IM 2 and 192 Ib uplift at joint 4. 5)This truce ha bomb designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points Wong the Bottmn Chord,nonconrxmad with any other live loads. LOAD CASE(S)Standard Job Truss Truss Type �Oky Ph �INIBURGIACONST.SERVICES 1 OL12 J30 ROOF TRUSS 1 1 0066 Join Reference BEST TRUSS CO.,NMI,FL,BEST TRUSS 00. 7.290 s AW 22 2010 MITek Industries,Inc. Thu Jan 2710:50:-W 2011 Page 1 -2-40 1-" 3400 2-40 1.6-0 1-8-0 acme=�:raa 4 3411 3 3.00 f2 2 co 3a b1-4 25 mw u 1a 3.s= s s s s 3-0-0 3-" Plate Offede MY): [2:0.1-OP1-8) 3:0.140041 LOADING(pef) SPACING 2-0-0 CSI DEFL in poo) 10M Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.59 Veit(LL) -0.00 2 x989 350 MTW 244(190 TCDL 15.0 Lumber Incr1.33 BC 0.10 Vwt(TL) 40.00 2-6 -999 180 BCLL 0.0 Rep Stress hm NO WB 0.03 Hwz(TL) -MOO 4 We n1a BCDL 10.0 Code FBC2007/TPt2007 (Mau" Weight:17 lb FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood ahwaNuhg dhectiy applied or 34)-0 oc purlirts. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rlgld calling directly applied or 1040 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (IbWW) 4-924-0-0 (min.0.1-5),4-92/3.0-0 (min.0.1-M,2-476I3.0-0 (min.0.148),5-11/34).0 (min.0.1.0,6=4100.0-0 (min.0.140 Max Hors 2-287(LC 3) Max UpIN14--1 S(LC 3),2-0WLC 3),b-7(LC 4),6-39(LC 1) Max Gray 4-MLC 1),4-92(LC 1),2-476(LC 1),6-211(LC 8),6-218(LC 3) FORCES pb)-Maximum Coi.qxesdonMWnwm Tension TOP CHORD 1-2-0/46,2.3--93(19,355122 BOT CHORD 2-5-010,&8:00 6.9-M0,8.9-M WEBB 3.6g196fl7 NOTES 1)What:ASCE 7-05;148mph(34econd gust),TCDL=OAp d*,BCDL-8.0p9f;WWI;CaL 11,Exp C;Kd 1.00;enclosed;C-C Exterior(2);Lumber DOL-1.33 plate grip DOL-1.00 2)This buss has been designed for a 10.0 pat bottom chord live load rrorwroncurrent with any oUm We toads. 3)Provide nmclasrdcal connection(by ogwrs)of truss to bearing plate capable of wlthetancling 185 Ib uplift at joint 4,906 lb uplift at joint 2,7 Ib uplift at joint S and 39 Ib uplift at joint& 4)Non Staraiard bearing conditim Review required. 5)Ttds lovas has been designed for a moving wed load of 2W.Olb dead located at all mid panels and at a0 panel points along the Bolton Chord,mart with any otluer Ove loads. LOAD CASE(S) Standard Job Tnare TnMType Qty �Ply1IMBURGIACONST.SERVICES1OL12 J3DD ROOF TRUSS 1 0067 Job Reference BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MiTek Industries,Inc. Thu Jan 2710:88:01 2011 Page 1 -2.40 30.0 2-" 3-" Soak m tAOb 3 3.80 12 2 2d 2X4 II 349 8 [U-7] >< 2X4 II 0. , >< 1-7 4 2.80 r 2-60 0$0 LOADING W SPACING 2-0-0 CSI DEFT. in poo) Ydefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.78 Vwt(LL) 400 2.4 n1r 120 MT20 244/190 TCDL 18.0 Lumber Incl 1.33 BC 0.78 Vert(R.) 402 2 r* 90 BCLL OA Rep Stress Incr YES WB 0.00 Hon" 0.00 n/a We BCDL 10.0 Code FBC2W7/TP12007 (Matrix) Weight:21 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sb ctural wood sheathing directly applied or 28.7 oc purine. BOT CHORD 2 X 4 SYP No.2 BCT CHORD Rigid ceiling directly applied or 1000 0 oh tracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 3=501/Mectrenical,4=27/0.80 (min.0.140 Max Hors 3}2937(L.0 3),4=XM(LC 3) Max UpIHl3=-1088(LC 3),4=-194(LC 3) Max Grev 3=801(LC 1),4=227(LC 8) FORCES (lb)-Mmdmum CoinixeselonlMadnoun Tension TOP CHORD 1-2mW46,2-3--314BF1400 BOT CHORD 2-8=1317/3E21,48=-1317/3221 NOTES 1)Wind:ASCE 7-05;148mph(34econd gust);TCDLm9.Opsf;BCDL=B.OPW;h=181t Cat.11;Exp C;Kd 1.W;enclosed;C-C Exteriar(2);cantilever left exposed;Lumber DOL=1.33 plate grip DOW.00 2)This truss has been designed for a 10.0 pot bottom chord live ked noncontaurent with any ober live loads. 3)Rater to girdm(s)for trues to truss aonnectoe. 4)Provide meclumical connection(by otters)of buss to bowing plate capable of ung 1086 Ib uplift at Joint 3 and 194 Ib uplift at Joint 4. 8)Non Standard bearing condition. Review required. 6)This truss hes been designed for a moving concentrated load of 200.OIb dead kxcted at all add panels and at a0 panel pointe along the Bottom Chord,novo cutTenht with any otter live kinds. LOAD CASE(S)Standard Job Truss Truss Type ow PhIMBURGIA CONST.SERVICES 0068 1 OL12 A ROOF TRUSS 2 1 Job Reference BEST TRl7SS CO.,MUM,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industries,Inc. Thu Jan 2710.68 02 2011 Pagel 2-4-0 49-0 Scale-1.13.3 3 3.a, 12 2 14 21411 2.4 1 8 4 3X8_ 4-" 4-9-0 Plate Offsets MY): [2:0-0.12,0-149 LOADING(psf) SPACING 2-0-0 CSI DIPI- in (loc) Udell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.53 Vert(LL) 0.13 2-4 0396 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.30 Vwt(TL) -0.12 2-4 >444 180 BCLL 0.0 Rep Stress Inor YES WB 0.00 Horz(TL.) -0.00 3 nth We BCDL 10.0 Cod FBC2W7/rP12007 090&k) Weight:21 Ib FT a 00/9 LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 44-0 oc purlins. BOT CHORD 2 X 4 SYP SS BOT CHORD RIg1d Ceiling directly applied or 1040 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ibldw) 3a1220echenical,2=5114W 8.0 (min.0-148),4a40111w odcal Max Horz 2a371(LC 3) Max Up IM3a-232(LC 3),20.120NLC 3),4=-M7(LC 3) Max Grav 3a122(LC 1),2a663(LC 1),4a244(LC 0) FORCES Pb)-Mmdnuan CompressionAWmum Tension TOP CHORD 1-2=043,24=4011419 BOT CHORD 241imM 4.9=0/0 NOTES 1)Wind:ASCE 7-W;148mph(349cond gam);TCD1.4. ;BCDLFS.Opsh ha15ft;CaL 9;Exp C;Kd 1.00;enclosed;C-C Exterior(2);porch lett exposed;Lumber DOL-1.33 plate grip DOL-1.00 2)This truss has Leen designed for a 10.0 pot bottom chord Uva load nonconaurent with any other live load. 3)Refer to girders)for truss to trues conectlous. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 232 Ib uplift at joint 3,1260 lb uplift at joint 2 and 317 lb uplift at joint 4. 5)This tees has been designed for a moving wed load of 200.0Ib dead located at all mid pansis and at all panel points along the Bottom Chord,noncxruuurrent with any otter live load. LOAD CASE(S) Standard Job Tna<s TruasType IMBURGIA CONST.SERVICES 0069 1 OL12 J5 ROOF TRUSS 17 1 Job Refenercce BEST TRUSS CO.,MWMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industries,Inc.Thu Jan 2710:88:03 2011 Page 1 -2.4.0 i 54)-0 2-4-0 8-0-0 aemeoln3.a 3 3.so 12 2 13 3�a n s.4 6 4 3ie= Plate OHaets MY): :0-0.12,01-87 LOADING(psi SPACING 2-0-0 CSI DEFL in (loo) UdA I./d PLATES (TRIP TCLL 30.0 Plates harease 1.00 TC 0.83 Ver LL) 40.02 2.4 >999 380 MT20 2441190 TCDL 180 Lumber Urcre 1.33 SC OAS Vert(IL) -0.18 2.4 >349 180 BCLL 00 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nfa n/a BCDL 100 Code FBC2W7f'PI2007 Waft) WBIQht.22 Ib FT=0% TOPER BRACING CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc purllrre. Bar CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1080 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS 010161n) 3=1381Mwhwdcal, 8-0 (min.0.1-8),*AWAechenical Max Horz 2e384(LC 3) Max UpIMt3=-=2(LC 3),2-428(LC 3) Max Grav 3=138(LC 1),2 AW(LC 1),4z248(LC 8) FORCES Pb)-Mardmum CompreoMcnAMardmum Terson TOP CHORD 1-2=143,2-3}118132 BOT CHORD 2-8:4A 4-8:00 NOTES 1)1NInd:ASCE 7-0048mph(3-second gust);TCDLe9.0pet;BCDL=B.Opsf;h=181t;Cat.8;Exp C;Kd 100;enclosed;C-C Marlor(2);Lumber DOL=1.33 plate grip DOL=1.00 2)This buss has been designed for a 100 Pat bottom elm live load nonconcurr ent with any odw live toads. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by otliers)of trues to bearing plate capable of witladanding 282 Ib uplift at joint 3 mW 928 Ib uplift at joint 2. 5)This trews Inas been designed for a craving concentrated load of 200.Oib dead located at all mid panels and at all parte parts along the Bottom Chord,nmrcoraun ent with any other live loads. LOAD CASE(S)Standard Job Truss Truss Type �Gty �Ply �IMBUWGIACONST.SERVICES 101.12'' J5A ROOF TRUSS 3 1 0070 BEST TRUSS CO.,MI M1,FL,BEST TRUSS CO. 7.230 s Apr'22 2010 Urrek Industries,Inc.Thu Jan 2710.88:04 2011 Page 1 -24-0 5-0-0 2-40 500 aemee,n3s 3 390 12 2 1,3 24 20 II B 4 3fe= r 40„0 Plate Offsets(X,Y): [2:0.0.12,0.141 LOADING(psf) SPACING 2-0.0 CSI DEFL M ow) NO Lid PLATES GRIP TCLL 30.0 Plates Incl 1.00 TC 0.53 Vert(LL) 40.02 2-4 >999 380 MT20 2441190 TCDL 15.0 Lumber Its 1.33 BC 0.48 Vert(1L) -0.18 2-4 >344 180 BCLL OA Rep Stress[nor YES WS 0.00 Horr(TL) -0.00 3 Na We BCDL 10.0 Code FBC2007/TP= (MaMx) weight:22 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP 88 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oo purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigld calling directly applied or 1040 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (It0bbe) 3-111SNechankal,2-883/0.8-0 (min.0.140, Max Hoz 2484(LC 3) Max UpIHG3}282(LC 3),2-425"3) Max Grov 3=138(LC 1),2=583(LC 1),4-248(LC 0 FORCES (lb)-Maximum CanpretatonAftdmum Tension TOP CHORD 1-2r&43,2%1--116W BOT CHORD 2-8=,441=W NOTES 1)Wind:ASCE 7-05;148mph(3-second gust);TCDL-9.0pef;BCDL-B.Opaf;h=15it Cat.II;Exp C;Kd 1.00;dosed;C-C Exterior(2);Lumber DOL=1.33 plate grip DOL=1.00 2)This tree has been designed fora 10.0 pot bottars chord live load nonconcurrent with any other Jim loads. 3)Refer to girder(s)for trans to truss co<mectlorm. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 282 Ib uplHt at joint 3 and 925 Ib uplHt at joint 2. 5)This truss has been designed for a moving concentrated load of 200.0116 dead located at all mid panels and at all parsec points along the Bolton Chord,mhos rent with any other Iive loads. LOAD CASE(S)Standard Job Tna38 TnmsType My Ply IMBURGIA CONST.SERVICES 0071 10LIZ J513 ROOF TRUSS 1 1 Job Reece BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Indusbies,Ina.Thu Jan 2710:55-05 2011 Pagel -2-4.0 6 &rete=113.8 o°= 4 2[4 u 3 3.8012 40 1.4 2 s$ 2*4 a 2-s 10 11 e 71- 8 4Xr= 2-9-03-1-0 5-0-0 2-9-0 040 1-11-0 Plate Otfeds MY): [4:0.2-3,0.2-07,[8:0.2-8,0.1-121 LOADING(per SPACING 2.0-0 CSI DEFL in (loc) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.01 5-0 :--M 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.88 Vert(TL) 0.01 " a999 180 BCLL OA Rep Shan hpx YES WB 0.89 Horr(TL) 0.02 4 We We BCDL 10.0 Code FBC2007/fP12007 (Matrix) Weight:31 Ib FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Struchnal+Mood sheathing directly applied or 24968 oc pwihe. BOT CHORD 2 X 4 SYP No.2 BOT CORD Rigid ceiling directly applied or 10-0-0 oc brachy. WEBS 2 X 4 SYP Not*Except°' 3.8.2 X4SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS pb0size) 5= dcal,8a14520041W (min.0.1-11), Max Hoz 8a378(LC 3) Max Up1UM-48(LC 4),8-3="3),4a-088(LC 1) Max Gray Sa198(LC 8),Ba1452(LC 1),4a1482(LC 3) FORCES (Ib)-Mmdmum ConquesaioMYlmdmum Tension TOP CHORD 1-2-&42,2-3=280811261,3.4-2627h220 BOT CHORD Z10=118312870,8.10=118312870,8.11aN0,5.1110 WEBS 4.8=•1581/3388,341=2881528 NOTES 1)Whit:ASCE 7-W,148mph(3-second gust),TCDL=9.0pd,BCDLPB.Opsh t=151t;Cat.11,Exp C,Kd 1.00;enclosed;C-C ExterlOr(2);cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.00 2)This buss has been designed for a 10.0 pef bottom chord Ove load nonconowrent with any other live loads. 3)Refer to~a)for thea to tees connections. 4)Provide mechanical connection(by others)of bums to bowing plate capable of withstanding 48 Ib uplift at joint 5,3235 Ib uplift at joint 8 and 885 Ib uplift at joint 4. 5)This trues has been designed for a moving concentrated load of 200.Olb del located at all add panels and at all pan=t points alae the Bottom Cited,rrorconcurent with any otter Ilve loads. 8)Gap between Inside of top chord boring and first diagonal or vertical web stall not exceed O.SOOin. LOAD CASE(S) Standard Job Truss TnresType, �Gty �Y �IIYIBURGIACONST.SERVICES 0072 1 OL12 J5C ROOF TRUSS 3 1 Job moomm BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industrtae,Inc.Thu Jan 2710:58:08 2011 Pagel 2-4.0 5-0-0 2-40 8mEe o 1A88 3 sero F12- 2 18 a4 11 2d 8 4 3x8= 5-0-0 Plate Offsets MY): [2:00.12,0.1.8] LOADING(pef) SPACING 2-0-0 CSI DEFL in poc) Udell Lid PLATES GRIP TCLL 30.0 Plates Inane 1.00 TC 0.54 Vert(LL) -0.02 2-4 >999 380 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) 418 2-4 a349 180 OLL OA Rep Stress In cr YES WB 0.00 Horz(TL.) 40.00 3 n1a n(a BCDL 10.0 Code FBC2007/TPI2007 (Mabw Weight:22 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOPCHORD Struatu al mood sheathing directly applied or 5.0.0 oc pudbns. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 10.0.0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS pblsb:e) 3AMMoolmdod,2-66310-" (min.0.141),4m481Mechwdcat Marc Honz 2030"3) Max Up6ft3-25B(LC 3),20.929(LC 3) Max Grev 3=138(LC 1),Ze883(LC 1),4m248(LC 8) FORCES (ib)-Mmdniu n Tension TOP CHORD 1-2=W47,2-3¢111/31 BOT CHORD Ze=010,441m= NOTES 1)Wind:ASCE 7.0;148mph(3-second gust);TCDL m9JW,SCDL=8.0psf;h=lM4 CaL ii;Exp C;Kd 1.00;enclosed;C-C Extertor(2);Lumber DOL=1.33 plate grip DOLm1.00 2)This bum has been designed for a 10.0 pot bottom chord live load nonconcurrent with any other live loads. 3)Refer to girders)for trues to truss connections. 4)Provide mednardcal connection(by others)of bums to bearing plate capable of wit ng 258 Ib uplift at joint 3 and 929 Ib uplift at joint 2 5)This truss has been designed for a nerving concenvated load of 200.01b dead located at all mid ponds and at all panel points aloes the Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S)Standard Job ;ms TnwTnw � ply IMBURGIA CONST.SERVICES10LIX D ROOF TRUSS 7 1 0073 Job Reference BEST TRUSS CO.,MUWI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MiTek indusUles,Inc Thu Jan 2710.WW 2011 Pagel 660 6-0.0 acme v 1:10$ 2 &W 12 1.2 1 14 4 3 294= S." 5" LOADING(pot) SPACING 2.0-0 CSI DEFT. in (ft) Udetl Lid PLATES GRIP TCLL 30.0 Plates hwrsm 1.00 TC 0.78 Vert(LL) -0.02 1.3 >999 380 MT20 244(190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 VW(TL) 40.18 1-3 -349 180 BCLL 0.0 Rep Stress Urcr YES WB 0.00 Horz(TL) -0.00 2 We We BCDL 10.0 Code FBC2007f TPMW7 (Matron) W941M:15 lb FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP Nat TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc pin ins. BOT CHORD 2 X 4 SYP Nat BOT CHORD M&od"directly applled or 160-0 oo bracing. REACTIONS (IbIbbs) 1-263/0$-0 (Min.0.14Q,2a207/Mechanlcal, Max Hoz 1=277(LC 3) Max Upllttl¢284(LC 3),2-407(LC 3) Max Gray 1=315(LC 6),2e207(LC 1),3a246(LC 8) FORCES pb)-Madnwm ColgqXeodorMMdMWn Tendon TOP CHORD 1-2m-15884 BUT CHORD 1-4-M 341=110 NOTES 1)Wind:ASCE 7-05;148mph(34econd gust);ODL-9.0pM;SCOL=9A)pM;h=1511t;Cat.II;Exp C;Kd 1.00;enclosed;C-C Exterlor(2);Lumbar DOL=1.33 plate grip DOL=1.00 2)This tnvea has been designed for a 10.0 pot bottom chord No load nonconounuft with any Oliver Iive loads. 3)Refer to girder(s)for truss to truss ownectlo s. 4)Provide mechanical connection(by othere)of bum to bearing plate capable of wit ng 284 Ib uplift at Joint 1 and 407 Ib uplift at Joint z 5)This trues has been designed for a moving concentrated load of 2WAlb dead located at all mid panels and at a0 panel points along live Bottom Clmrd,current with arty other live loacg. LOAD CASE(S)Standard Job Tnws TnesType IMSURGIA CONST.SERVICES 0074 10LIZ J5E ROOF TRUSS 17 1 Job Reterenoe BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Indushies,Inc.Thu Jan 2710:88:08 2011 Page 1 -2.40 1 580 2-40 acme=1:13.8 3 iso 12 2 14 2.4 20 n 1 6 4 3x3= 500 Plate Offsets MY): M04.12,0.1481 LOADING(pot) SPACING 2-00 CSI DEFL M (loo) Ildefl Ud PLATES (TRIP TCLL 30.0 Plates Increase 1.00 TC 0.54 VwgLL) 0.05 2-4 >999 380 MT20 244/180 TCDL 15.0 Lumber Increase 1.33 BC 0.29 Vert(TL) 404 2.4 >999 180 BCLL OA Rep Stress lncr YES WB 0.00 HorgTL) -0.00 3 rda We BCDL 10.0 Code F18C200711"P12007 (Metrix) Weight:26 lb FT=0% WMBER BRACING TOP CHORD 2 X 4 SYP 88 OP CHORD Structural Mood sheathing directly applied or 5-0-0 oc qualms. SOT CHORD 2 X 8 SYP No.2 BOT CHORD Rigid oei9rp directly applied or 1080 ac buahng. OTHERS 2 X 4 SYP No.3 REACTIONS pb✓sb:e) 3a138IMsclumical,2=68310.8-0 (min.0.1-11),4=481111echanloal Max Hors 2 4"LC 3) Max UpIHl3=-256(LC 3),2-1295(LC 3),4m-335(LC 3) Max Grav 3=138(LC 1),2-SM"1),4-248(LC 8) FORCES (lb)-Mardmum CornIx esslor Maximum Tendon TOP CHORD 1-2=OI50,2.3}708x31 SOT CHORD 2-6-M 46-M NOTES 1)Wind:ASCE 7-05;148mph(3-second gust);TCDLng.W,BCDL=G.Opst;1w15ft;Cat.11;Exp C;Kd 1.00;enclosed;C-C Exterior(2);porch lit exposed;Lumber DOL=1.33 plate grip DOL=1.00 2)This truss hes been designed for a 10.0 pot bottom chord live load nonconourrent with any other We loads. 3)Refer to gbdsr(s)for truss to tans connections. 4)Provide mechatdcal mon(by others)of trues to bearing plate capable of withstanding 255 lb uplift at joint 3,1205 lb uplfft at joint 2 and 335 Ib uplift at joint 4. 5)This truss has been designed for a moving concentrated load of 200.OI1;dead located at a5 mid panels and st all parol points along the Bottom Chord,n onconcunwat with any other live loads. LOAD CASE(8)Standard Job Truss Truss Type Pty IMBURGIA CONST.SERVICES 101.12 . J7 JACK TRUSS 3 1 0075 Job Reterern:e o BEST TRUSS CO,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITeiC industries,Inc.Thu Jan 2710:88:10 2011 Pagel -2-40 3S0 7-0-0 2-4-0 3S0 - 3.40 scab=1:17.3 5 &60 12 3:4 4 5x10 s 11 3 1.5 10 47 a 4-8 2X4 u 1 W12 52x4 II 13 7 = 3x9-- 2X4 2X0- 5 35.2 6.10$ 71" 35.2 3-15-8 1 Plate Oftaets MY): [2:04-4,0.1-8],[4:0-0.12,0.1-81,17:03.3,0.1-0] LOADING W SPACING 2-0.0 C81 DEFL in (be) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.81 Vat(14 0.02 8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.w Vat(TL) -0.05 7-8 x988 180 BCLL OA Rep Stress Inor NO WB 0.10 Hors(TL) 0.01 7 n(a n/a BCDL 10.0 Code FBC2W7/TP12W7 (Mau" WeW*.37 Ib FT=01Y* LUMBER P CHORD 2 X 4 SYP 88 RP CH OOORD Structural mood shestift directly applied or 8.0.0 oc purIInL BaT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1040 co bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3141.7 REACTIONS (Ib✓elze) 5=150IMechanIcal,M480" (n*L 0.141),7=170/AMMMioal Max Has 2 A09(LC 3) Max UpIMS-28111"3),2=-877(LC 3),7¢103(LC 3) Max Orae 5-1W"1),2=848(LC 1),7=301(LC 8) FORCES (lb)-Maxum CompresMoNNlindmum Tension TOP CHORD 1-2=0/43,2.10-508It84,3.10--4M84,3.11=.4781157,4.11"68ft84,4-8=-93133 BOT CHORD 212x320/434,8.12-320/434,8.13}321/433,7-13-321/433,8.7=0-0 WEBS 4-7¢48Qf340,44 NOTES 1)VAnd:ASCE 7-05;146mph(34econ d gust);TCDL=9.0psh,BCDL=6.0pst;h=15fh Cat 11;Exp C;Kd I Alk,enclosed;C-C EMer"11)-2-4.0 to"A Interior(1)0."to 2-8.5,Exterior(2)2-8.5 to 8.11.4,Lumber DOLo1.33 plate grip DOL=1.00 2)This true is not designed to support a ceiling and Is not Intended for use where aesdwd s are a consideration. 3)This truss has been designed fora 10.0 pat bottom Chord live load nonconcurrent with any otfw Ova loads. 4)Refer to gMder(s)for mass to trues connection 5)Provide mechanical connection(by others)of mass to bearing plate capable of withstanding 266 lb uplift at joint 5,8771b uplift at joint 2 and 103 lb uplift at joint 7. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,ranoapaurent with arty other Ove loads LOAD CASE(S)Standard Job pies TTS IMBURGIA CONST.SERVICES10LI A ROOF TRUSS 1 1 0076 .lob Reference BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MiTek Industries,Inc.Thu Jan 2710:58:112011 Page 1 -2.40 3-1-0 7.0-0 2-40 31-0 - 311-0 Sade o 1:17.3 s 390 12 4X6 4 6xlo s to 3 1.8 12 2 44 47 29411 Ll 28 1 3X9 4� 14 1s 7 8 = = Lail 11 3X4_ 8 I I 2-8-0 3.1-0 610,8 ____7 1010 2-9-0 368 0.1-8 Plate Offsets MY): [2:0.3.12,0.2-0].[4:0.142,0.2.0,[8:0.2-4,0.140 LOADING 0" SPACING 24.0 CSI DEFL In Poe) Wall L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.77 Veit(LL) -0.06 7.8 >752 360 KM 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.86 VergM) -0.08 7-8 >767 180 BCLL 0.0 Rep Stress[nor YES WS 0.85 Hou(TL) 0.04 5 We Na BCDL 10.0 Code FBC2007/TPM007 Mdit) WOW:42 ib FT a 00/6 LUMBER BRACING TOP CHORD 2 X 4 SYP Nat TOP CHORD Shuctwal wood sheathing directly applied or 3615 oc punfine. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 5.11-7 oc ging. WEBB 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.31-8-0 REACTIONS (Ibsme) 5=120019oienkml,8-28l/Mecfmtnk:al,8=1128105-0 (min.0.140 Max Horst 8a416(LC 3) Max UpiMtS-232(LC 3),6-282(LC 1),8-2141(LC 3) Max Gray 5a129(LC 1),8oi883(LC 3),8=1126(LC 1) FORCES pb)-Mmdmum Coinimesslonffiladmian Tension TOP CHORD 1-2x0/42,2.12-2625/1098,312-2I21M110,31.3m-2512f1171,413=-611/1180,4-6827 130TCHORD 2-14-108312873,614-10Wd6M 615-1083/2187,7-15-1083/2157,67=010 WEBS 44-1047/1921,47-224M132 NOTES 1)VAnd:ASCE 7-05;148mph(34ecmrM gust);TCDLm9.0psh,BCDLmSApsh,105R;CaL II;Exp C;Kd 1.00;enclosed;C-C Extedor(2)-2-"to 060,hctecfor(1)05-0 to 241A Exterior(2)2-8.5 to 611-4;cantilever left exposed;Lumen DOL=1.33 plate grip DOL=1.00 2)This trcm8 has been designed for a 10.0 pot bottom chord live load nonconoment with any ober We loads. 3)Raw to girder(s)for truss to trces compactions. 4)Provide mechanical connection(by otiere)of buss to boring plate capable of witfmtanding 232 Ib uplift at Joint 5,282 lb uplift at Joint 8 and 2141 Ib uplift at Joint S. 6)This tams has been designed for a movbrg concentrated load of 200AMb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcwrrert with any offer five loads. LOAD CASE(S)Slandwd Job Tnws TnreaType My Ply IMBURGIA CONST.SERVICES imu im ROOF TRUSS 1 1 0077 Job Refer BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek hxkwtrie%InL Thu Jen 2710:88:13 2011 Pagel -2.40 3.1-0 7-94 2-" 31-0 484 some-Me 21411 4 &W R2- 319 3 4S 1-4 10 2 3g 2x4 11 24 1 30= 11 1><1 12 s u 2-9-0 3-1-Q 7-941 2$0 4-8-0 Plate OHsois MY): [8:0.2-4,0.1-0) LOADING(psf) SPACING 2-0-0 C81 DEFL in (loo) Mail L/d PLATES GRIP TCLL 30.0 Plain Increase 1.00 TC 0.41 Vert(LL) 0.08 5.8 4878 350 MT20 244M90 TCDL 15.0 Lumber Increase 1.33 BC 0.42 Vert(iL) -0.08 5.8 >8T7 180 BCLL 0.0 Rep Show I= YES WO 0.54 Hors(TL) 0.01 5 We n1a BCDL 10.0 Code FBC2007frPl 07 (Matsu) 1NNght:45Ib FT=0% NG TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 441.11 oc purlins, BOT CHORD 2 X 4 SYP SS sept and vardcals. WEBB 2 X 4 SYP No.3 BOT CHORD Rigid calling directly applied or 5-"oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS pbadze) anical,8=1111/08.0 (min.0.14) Max Hort 6=4M(LC 3) Max UpIMlI:-231(LC 3),8-174%LC 3) Max Gray 5=195(LC 8),8=1111(LC 1) FORCES (Ib)-Mwdmum Compress)nUodmum Tandon TOP CHORD 1-2-&42,2-10}1700/1058,310-1898M152,34=-107/35,41850300 BOT CHORD 311=104BM787,8.110•104BM787,5.12=1048(1355,5.12=.1048(1358 WEBS 38=41SIVI284,38=1395M079 NOTES 1)Wind:ASCE 7-05;148mph(3-second gust);TCDL=9AW,BCDL=6.0psh,h=15ft;Cat.O;Exp C;Kd 1A0;enclosed;C-C Exterior(2)-2-4-0 to 0.8.0,Interior(1)084 to 31-0,Extedor(2)31-0 to 7-7-4,porch left exposed;Lumbo DOL=1.33 plate grip DOL=1.00 2)This Mos Inas been designed for a 10.0 psf bottom chord Ove load noncouc Trent with any odw live loads. 3)Refer to gU 9)for Mesa to tees cmmectlons. 4)Provide mechanical connection(by others)of truss to bearing plate capable of ung 231 Ib uplift at joint 5 and 1740 Ib uplift at joint S. 5)This trams hes bean designed for a moving concentrated load of 200.0ib dead located at a0 mid panels and at all panel points aloe the Bottom Chord,noraxnouurort with any other live loads. LOAD CASE(S)Standard Job Tri Tnw Type Qh IMBURGIA CONST.SERVICES 10LI J7C ROOF TRUSS 2 1 0078 Job Reference BEST TRUSS CO„MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MiTek Industries,Inc. Thu Jan 2710:8&14 2011 Pagel 36-0 7-0.0 3-6-0 3" ecde a 1:132 U4= M 11 eco= 1 7 2 g 3 18 1.5 2-5 34 9 9 10 4 3X_ 2t4 11 2<4 11 X38 0 0 340 LOADING(per SPACING 2-0-0 CSI DEFL in Poe) YM LM PLATES GRIP TCLL 30.0 Plates trwrre 1.00 TO 0.40 Vwt(LL) 0.04 S x989 360 MT20 244!190 TCDL 15.0 Lundler increase 1.33 BC 0.20 Vwt(TL) -0.06 5.8 a998 190 BCLL Mo Rep Stress Incr NO WB 0.22 Hors(TL) 0.00 4 n/a Na SCOL 10.0 Code FBC2007frPM07 (Matrix) weight:33 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP Nc.2 TOP CHORD Structural wood Ow ting directly applied or 8-00 oc pmttrre, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 1000 oc tracing. REACTIONS (IbUze) 8=3 08.0 (min.0-141), Max Uplf tll=-44B(LC 3),4=44B(LC 3) FORCES pb)-Maximum Comprssslon Maximwn Tension TOP CHORD 141c,. 31449,1.7=-713/836,2.7=.713/839,2-8}713839,3$¢713/ 8,X449 BUT CHORD 6-9w-W,$On-Cf0,&10-M,4.10--4110 WEBS 1-8¢872/743,2-8=3681888,3-0=4l7W43 NOTES 1)Wind:ASCE 7-05;146mph(3-second gust);TCDL=9. ;BCDL=.W,,h=15ft;Cat.g;Exp C;Kd 1.00;enclosed;C-C Extedor(2)01-12 to 31-12,Interior(1)3.142 to 3.104,Exterior(2)3104 to 8.104;Lumber DOW M plate grip DOL=1.00 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psi bottom chord live food no concurrent with any Oliver live loads. 4)Refer to gtrder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of wing 446 Ib uplift at int 6 and 440 lb uplift at Joint 4. 8)This truss has been designed for a moving concentrated load Of 200.Gb deer)located at all mid panels and at all panel points along the Bottom Chord,noncorxxurent with any other five loads. LOAD CASE(S)Standard Job Tnea TnrssTrw IMBURGIA CONST.SERVICES 1 OL1�27 . J70 ROOF TRUSS 2 1 0078 Job Referee BEST TRUSS CO.,MIAMI,Fl-BEST TRUSS CO. 7.230 s Apr 22 2010 MITek lmiustries,Mr. TMs Jan 2710:66:16 2011 Pagel 3.6-0 _---7.0-0 380 3$0 Scale-1132 3X4= 2X4 a 3X4= 1 7 2 a 3 t� 1$ 2.5 3-53 4 8 B 10 4 3X3= 2X4 11 2X4 II 380 7-" 34W 3.6-0 LOADING(per SPACING 2-0-0 CS! DEFL in (loo) Udell L/d PLATES GRIP TCLL 30.0 Plates Urease 1.00 TC 0.34 Vw*4 0.02 8 >NO 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.5 Verge -0M 8.8 >999 ISO 13CLL 0.0 Rep Stress Incr YES WB 0.17 Hwz(TL) -0.00 4 n1a We BCDL 10.0 Code FBC20071TPI2007 (Mab" Weight:36 lb FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sbuctu al wood sleatWng directly applied or 6.00.00 oc puling, BOT CHORD 2 X 4 SYP No.2 owept end verekela. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing. REACTIONS (Ib/dw) 6 5.0 (n*L 0.148), Max UpWM-44S(LC 3),4e.446(LC 3) FORCES (Ib)-Mmdmum CompnoslonlVadmum Toulon TOP CHORD 148-339/485,1-7-4711853,2.7¢4711883,2- =-M/B83,$e=-MM3,$4-M4115 BOT CHORD 89-010,8.9-0/0,8.10 ,410 WEBS 1-5-810/820,2.8-367/579,3-b-810/820 NOTES 1)Wind:ASCE 7-05;146mph(Seecond gusQ;TCDL=9.opSh BCDL=B.Cpst;h=15fh CaL II;Exp C;Kd 1.00;emlosW;C-C E)terlor(2)0.1-12 to 3.1-12,Interior(1)3.1-12 to 3.10.4,Exterior(2)3.10.4 to 8.10.4,Lumber DOLA.33 plate grip DOLP1.00 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 petbottom chord We load nonconc unarm with any otter gve loads. 4)Refer to girder(s)for trams to truss comwcdore. 5)Provide macfm"connection(by offers)of truss to beartng plate capable of withstanding 448 lb uplift at joist 6 and 448 lb uplift at joint 4. 0)This truss has been designed for a moving concenbated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,rxxarerd with any otter live loads. LOAD CASE(S) Standard Job Tnan9 Truse Type Ply IMBURGIA CONST.SERVICES Mix S1 ROOF TRUSS 6 1 0080 Job Reference(opflonal) OMIT TRUSS CO.,MM,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek IndustrIM Inc.Thu Jan 2710:88:19 2011 Page 1 24-0 , 32-1 S 8 0 10411 1848 2040 26412 33-1-9 40 8 0 A2.4-Q 2.40 32.1 2-2-18 411-11 411-11 411-11 6412 6412 7$7 1$0 8oab a 1:78.2 3.80 r2 > II 8 65 8x147 29 30 65c 7x10 YMBa 8x8 s g 8 8 947 10 65 a 67 11 430-- 4X5 30r4x8, 4 12 4x8 3 36 17 37 1- 31 2x4 II 2 19 16 Ws RMS= 18 13 2z4 II e� 38 14 ,p 1 � 34 20 2A a 8x10 Af1'18 WB= 8x/811M8= 18 � I� a &91.5012 2x4a We= 4X5 �= ea a 402= W2= 2x4 II 8$0 32-1 400 10x411 1848 2040 i 26412 i 33.1-9 i 4o3A ��1.8.1w 411-11 411-11 411-11 9412 84-12 747 0.8.0 Plate Offsets(X,Y): [5:0.8.18,0.2.0],[8:0.3-12,0.2-81[8:0.4.4,0.2.81,[10:06AEdol[13:1-7-3,0.2-0,[13:03-0,0.3.0],[13:0.11-0,EdgeL[17:0.7-8,0387,[21:0.412,0.2.12] LOADING(psf) SPACING 2-0-0 CS! DEF, in poo) MW Idd PLATES GRIP TCL, 30.0 Plates Increase 1.00 TC 0.74 Vwt(LL) 0.8818.18 x477 360 MT20 2441190 TCD, 18.0 Lumber Ing 1.33 BC 0.86 VwVW 4.3818.18 x305 180 MT18 171/147 BCLL 0.0 Rep Stress Incr YES WS 0.84 Hwz(TL) 0.62 13 Na We BCDL 10.0 Code FBC2007/fPI2W7 (Matrix) Welght:256 lb FT=0% LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Structural Wood sheathing directly applied or 2.48 oc purlins. BOT CHORD 2 X 4 SYP No.2 Mwepr BOT CHORD Rigid calling directly applied or 342 oc bracing. 422:2 X 6 SYP No.2,16-17,1318:2 X 4 SYP 88 WEBS 1 Row at midpt &21,9-17 WEBS 2 X 4 SYP No.3"Except' JOINTS 1 Brace at Jt(s):23 5.21:2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 SLIDER Right 2 X 4 SYP No.3 3.48 REACTIONS (Ibfsbni) 22478tb0.8.0 (min.04-M,13w=8040 (min.0.248) Max Horz 22.WLC 3) Mans Up;ff= -2723(LC 3),13-1505(-C 3) FORCES pb)-Maximum CoinpreselonMaximurn Tendon TOP CHORD 1-2=0150,2-28=-26W338,3.28 -2881!1418,""161IM78,4-8--4070/1794,""594005,2105,8.7=-458112127, 7-29-4496x2485,8-29-430=487,8-30"44=478,930-A52312456,9.1 M,10.11> 601, 1142-712313902,12-Mw-7248138e8,13-31=-728813872,13-14 BOT CHORD 2420.131812788,23.32-131802758,23.33-80711240,ZM=-80711240,21-22-280112712,421 21-340- 4,20.34-69PJ0Sll, 73 ,1045= TI,18.19=4=76,1044--1810/4413, 17-38=-1804/4419,17-37¢30[19/8122,1837=-301S18114,1"&z- WSl192,1S-3B-3604/8882,11149= Mllll, 1349=460118878 WEBS 323-781/318,3210.724/1488,21-23--7461'1581,8.21-8174/4820,8-200.9/244,5.18-158111379,7-18}3981828, 7-17x-3791179,8.17-74111954,9.17-1917/1247,9.18=-461398,11-18-IM1483,1145=W04 NOTES 1)Unbalanced rood live loads hove bowl considered for this design. 2)Wind:ASCE 7-0; (34wond gum;TCDL=9.Opdt BCDL=B.Opsd;ho15ft;Cat.II;Exp C,Kd 1.00;enclosed;C-C Ex terfor )-2-4.0 to 1-8.13,bntelor(1)1-8.13 to 1644 Ixtedor(2)1833 to 204A Interior(1)244-13 to 38.3.3;cantilever lett exposed;Lumber DOL=1.33 plate grip DOL01.00 3)All plass are MT20 plates unless otherwise indicated. 4)This trues has bowl designed for a 10.0 ped bottom chord live load nonconourrent with any other We loads. 5)Bearing at joint(s)13 considers parallel to grain vMue using ANSVTPI 1 angle to grain formula Building designer should verify capacity of bearing surkoe. 8)Provide mechanical connection ply Others)of tree to bearing plate capable of withstanding 2723 Ib uplift at joint 22 wed 1505 Ib uplfft at johrt 13. 7)This buss los been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at a0 panel points slog the Bottom Chord,norooneurrwnt with any other Ove loads. LOAD CASES)Standard Job Tnes TrussType My Ply IMBURGIA CONST.SERVICES 10LW . S2 ROOF TRUSS 3 1 0081 Job Reference toquoW BEST TRUSS CO.,MIAMI,R—BEST TRUSS CO. 7.230 s Asn'22 2010 MiTek IndusWes,Inc. Thu Jen 2710:60:22 2011 Page 1 -20-1-0 , 4011 87.8 82-0 , 121011 , 187-5 2040 28 4-12 32-8.8 40$0 42�W 2�-0 4-011 2511 28.11 3.8113.8.11 8012 8.012 8.2.8 150 sale=1:79,2 ase 12 a_ 9 4x9 5x12 s 8 20 65 a 9x10 a 28 10 430-- 3X6 II 0 7 7 10-17 11 4x5 a 40% 5 1 6 12 40 4 4x9% 3 35 17 39 30 8x14= I 200 14 II 2 a 1 18 8310= 10 13 2K4 11 oil 37 I 1 ¢ 419= 7x10- 18 q 0 200 11 39 - BxtS nIr'18= 428= 4x9= 6x10 Rn1811 1.80 12 4x9= 2x4 II 40-11 = 8.7.5 = 86-082-0 149-0 2040 28412 i 32 8$ 40-&0 r 4011 2$11 1-1x11 87.0 87-0 8012 80-12 828 oao Plate Offsets(X,Y): [2:0-2-8,0.2-01[2:0-11.12,52-121,[4:53.4,52-0],[O:O-&O Edge],[S:a2-0,a2-0y[9:0.3-0,52-121,[13:0-7-4,Edge],[15:0.4.12,58.41,[17:0.5.0,53.8], 08:0-240-2-OL 119:0$-4A4-0I,0:154^06%[21:0-1-%0-2-%,[22:0-1-8,0-2.0] LOADING 6" SPACING 2-0-0 CS! DEFL in (loc) Well L/d PLATES (TRIP TCLL 30.0 Pities Irncrease 1.00 TC 0.78 Vet(LL) -0.3715.18 '999 360 MT20 2A4/190 TCDL 15.0 Lumber Increase 1.33 BC 0.91 VwWQ -0.8515.16 >440 180 MT18 171/147 BCLL 0.0 Rep Stress Irta YES WB 0.88 Hwx(TL) 0.30 13 Na nfa SCDL 10.0 Code FBC2007/TP12007 (Ma" WInd(LL) 0.53 2 >204 120 WNW:294lb FT=dye LUMBER BRACING TOP CHORD 2 X 6 SYP No.2 TOP CHORD Stnwchs el-Mood sheatMng Nrecdy applied or 24.14 oc pwilruL BOT CHORD 2 X 5 SYP No.2 Tacepr BOT CHORD Rigid ceiling directly applied or 5.3.5 oc bracing. 5.20:2 X 6 SYP M 26 WEBS 1 Row at midpt 7-19,10-17 WEBS 2 X 4 SYP No.3-Excepr JOINTS 1 Brace at Jt(s):22,21 7-19:2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 SLIDER Lal[2 X 4 SYP No.3 2-4-15 REACTIONS (IbWw) 20=3122/58-0 (n*L 0-3.11),13=17051048-0 (min.0.2-0) Max Haz 20=39(LC 3) Max UpIHY20b-3454(LC 3),13=.1157(LC 3) FORCES (lb)-Maximum CompresslonfMardmum Tension OP CHORD 1-2-Q188,2-27'}294011465,327=4921/1660,3.4 3763/2131,4-8-8540/ 84,5.58570=593,8.7¢88811/3574, 7-26=467442,11-28=4867144,8.9=-28001471,9-29=-26W448,1a29=.WW425,10-11=-4429/154$11-12*-451811528 587212298,13-30=-5985/225t1,1314=037 BOT CHORD 2-31=.14463010,2231=44453010,2242*-1445/31110,2142*-1445/3010,21-33=}791/1429,2533¢791/1429, 19-20*-319Q/3538,5-1 ,19.34=40813180,18.34=-891/3188,18-38=Q11849,1745WIS58,1746=-1086J4312 ,18.38=-107Q/4303,18.37=-1981/5859,16.37*-195816848,15311=19SWA54,13-38o-1963/5546 WEBS 322=-3181268,321=.881/1013,4-21=.193OW2,19-21=.138812744,449=45W2825,7-19-4297/4557, 7-18x1531/1386,9-1881439/1851,817¢11521870,9-17=-011033,10-17=.1891/126%1516167/477, 1216813441893,1218-299 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;148mph(3-second gust);TCDL=O.OpN;BCDL=B.Opsf•,h*15ft;Cat.ll;Exp C;Kd 1.00;enclosed;C-C Exterlcr(2)-2-40 to 148.13,Inte lor(1)1-9-13 to 18.33,Exterlor(2)16-3-3 to 20-40,Interior(1)24.4-13 to 38.33;cantilever left exposed;Lumber DOL=1.33 plate grip DOL=1.00 3)All plates are MT20 plates unless oUmwwl a Indicated. 4)This trues has been designed for a 10.0 pd bottom chord live had rroncorncurrent with any other live loads. 5)Bearing at Jolnt(s)13 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by otters)of trues to bearing plate capable of ung 3454 Ib uplift at joint 20 and 1157 Ib uplift at joint 13. 7)This trues tm been designed for a moving mated loan!of 200.Mb dead located at all mid panels and at an panel points along On Bottom Chad,nonconowrent with any o0w Iive loads. LOAD CASE(S)Stallard Joh Tnma Tn=Ty" Ply IMBURGIA CONST.SERVICES 101.1.2' . + Ti ROOF TRUSS 1 1 0082 Joh Retemhce BEST TRUSS CO.,MIAMI,FL,13EW TRUSS CO. 7.230 8 Apr 22 2010 MITek lndudrhm Inc.Thu Jan V 10-M:W 2011 Pagel 4100 8�4-0 9 A-0104.0 13.10-0 1880 21-0-0 2-40 410-0 380 1-0-0 1-0-0 380 410-0 8eae o 1:41.3 4X_ 3.8012 4X9 4>5 5 4XS 419 3 4 s 7 94 217 1 3 1 1 1 2 4 168 b 2c4 II 2 II 8 1 6 19 14 20 13 21 12 t1 10 22 W 11 3x6= 3x8= 4xS= 20 II 410-0 840 10.40 13100 18.84 410-0 380 2.0-0 380 4100 Plate Offsets(X,Y): [2:0.4.0,0.1.151,[3:084,02-01 r7:04 4,0.2-0],[8:0.4-,0.1451 LOADING(pal) SPACING 2-00 CSI DEFL in (bc) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.53 Vert(LL) 0.1712.13 :-.M 380 MT20 244!190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -02812-13 x824 180 BOLL 0.0 Rep Stress Incr YES WB 021 Hagg) 0.08 8 n/a Na BCDL 10.0 CodeFBC2W7/TP0007 (Matrix) Weight:94 lb FT=0°k LUMBER BRACING TOP CHORD 2 X 4 SYP Not"Except' TOP CHORD Structural wood sheathing directly applied or 3.9.8 oc pur0ns. 14749:2 X 4 SYP 88 BOT CHORD Rigid calling directly applied or 8.2-10 oc bracing. BOT CHORD 2 X 4 SYP Not WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (IblSW W230/D-84 (min.01-8),8=1230/080 (min.01-8) Max UpINY2m-1125(LC 3),8a1124(LC 3) FORCES Ob)-Mandmum ContpresslorAllmdrawn Tension TOP CHORD 1-2x0/43,317¢2114/8b2,3.17c-2104N79,3 40.2481111483,45} 1/1800,56m.11 ?/1800,8.76-2495111483, 7-18=-2104W9,8.18}211412,8.9-0/43 BOT CHORD 2.19--70SH917,1419-70SH917,1420=-Mhg22,13-20--M/1922,13.21=-104 ,12 210-1045 , 1142x•891/1922,1011=•881/1922,1022e-705/1917,8-22=-705/t917 WEBS 3-14=0)27%313}581/838,4-13¢828/83$813¢43W08,812"3WOB,8.120408/83$7.12x.581/838,7-10x,1270 NOTES 1)Unbalanced roof live loads have been considered for We design. 2)Wind:ASCE 7-05;148niph(34econd gust);TCDL=9.0pd:,,BCDL=SApsf,h=15ft;Cat.ll;Exp C,Kd 1.00;enclosed;C-C Exterior(2)-2-4-0 to 08-0,InteNor(1)050 to 84.0,Extwkw(2)8.4-0 to 9.4.0,Interlor(1)10-"to 1310,Extmlor(2)1S."to 21-0-0;Lumber DOL=1.33 plate grip DOL=1.00 3)Provide adequate drainage to prevent water po dhg. 4)This trues hea been designed for a 10.0 pot bottom dim live load nohofwurent with any other live kwls. 5)PromAde nmmhwdcaf connection(by othere)of truss to bearing plate capable of wfflwt rding 1125 Ib uplift at joint 2 and 1124 Ib uplift at joint S. 8)This thane has been designed for a nerving concentrated load of 200.0lb dead kxeted at all mid panels and at all panel points along tine Bottom Chord,nonaorcenent with any ober[We loads. LOAD CASE(8)Standard Job Truss TnMeType Oly IN IMBURGIA CONST.SERVICES 101-12` T2 ROOF TRUSS 3 1 0088 Job Reference(optloryA BEST TRUSS CO.,MUM,Fi-BEST TRUSS CO. 7.230 s Apr 22 2010 MTek Industries,Inc. Thu Jan 2710:68:27 2011 Page 1 -2-4-0 580 1080 16.10-0 21-4-0 2-40 5$0 5.2-0 5.2-0 58-0 scale a 18.4 3.80 V2 we_ 8 8a8 wee 13 14 24� 4 204, 3 8 1s 2 12 3 7 20 it 2.9 7.9 1 18 10 17 98 1s 3X4= 41= 3.= 4fl 7-2-11 141-5 + 21-40 7-2-11 510.11 7-2-11 Plan Olfeds MY): [2:0.40,0.1-157,[4:0..W Edge],[7:089,0.1-8] LOADING(pat) SPACING 240.0 CSI DEFL in Poe) Ildefl Ltd PLATES GRIP TCLL 30.0 Plates Ire 1.00 TC 0.88 Vert(LL) 0.23 8.10 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.77 Vert( Q -0.44 8-10 >559 180 BCLL 0.0 Rep Stress Inor YES WB 0.20 HOWL) 0.08 7 Na n1a BCDL 10.0 Code FBC2007frP12007 (Matrix) Weight:94 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2-Mwepr TOP CH RD Structural wood sheathing directly applied or 3-6.3 oc purflne. 1-4:2 X 4 SYP SS BOT CHORD Rigid calling directly applied or 4-8.1 oc ging. BOT CHORD 2 X 4 SYP Not WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS pb1dw) 7=1121 08.0 (min.0.1-8),2=1392/0.8-0 (min.0.1-10) Max Hoz 2=83(LC 3) Max Up0 t7-S06(LC 3),2=1289(LC 3) FORCES (Ib)-Mardmum CompoNMardnuan Tension TOP CHORD 1-"4 2-12=.25M583,3.12}2888I1N%3.4=-2M114N,413¢2233N471,5.13¢222 1488,5.14=-2309f1703, 6.14=2373/188$8.15=281311878,7-15=2702/1882 BOT CHORD2.18=1346J2375,10.18}134=76,10-17¢1MR778,9-17¢1MM778,8.9=-10941778,8-18=1864/2488, 7-18=185412488 WEBS &SwOW1859,64"=424,5.10 581,3.1 8 NOTES 1)Unbalanced roof M loafs lathe been considered for No design. 2)Wind:ASCE 7-W;146mph(3-second!fit);TCDL=gAW,BCDL.=SAwg,h>=15it Cat II;Exp C;Kd 1.00;enclosed;C-C Exterior(2)-2-4.0 to 080,Intalor(1)080 to 7-8-0,Fxderlor(2)7-8.0 to 1080,Inter"l)13.8-0 to 1800,Lumber DOL=1.33 plate grip DOL.=1.00 3)This tins has been designed for a 10.0 pot bottom chord live load narxx#uxurent with any other live loads. 4)Provide mechanical connection(by others)of truss to bearing piste capable of wltlustend ng 808 lb upitlt at joint 7 and 1289 Ib uplift at joint 2. 6)This truss has been designed for a moving concentrated load of 200.O1b deaf located at all mid panels and at all panel points along the Bottom ChoM no concurrent with any other live loads LOAD CASE(S)Standard Job Th as Truce TWO WYIMSURGIA CONST.SERVICES 101.1;2' T3 ROOF TRUSS 2 1 008.9 Job Refenenos BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 Urrok bMustrlea,Inc.Thu Jan 2710:88:29 2011 Page 1 -2-40 48-0 r2!90 08-0 1410-0 22.1-0 298.0 2 40 4-8-0 42-0 6.2.0 7-30 7-7-0 acme=13.2 3.90 12 Ips= s W2 Ws.% 1 3[4 4 8 7 3x4 s M, 21 3 1 2x411 218 9 2c411 1 10 22 16 14 1S:;1223 11 24 0= — 3ae= 3X— 300= so WB= 20 11 8-841410-0 221-0 298-0 8.90 6.2.0 7-3-0 7-7-0 Plate Offsets MY): [2:0.2-140.145),[8:0.4-8,03.0.[9:04.0,01-16],[13:0.4.0,0.1.8] LOADING(psi) SPACING 2-0-0 C81 DLFI. in (foe) Vdefl L/d PLATES GRIP TCLL 30.0 Plates increase 1.00 TC 0.69 Vert(LL) 0.181143 >999 380 MT20 244/190 TCD. 18.0 Lumber Increase 1.33 BC 0.78 VwM) -0.19 218 >620 180 BCLL 0.0 Rep Stress Inor YES WB 0.78 Hotz(TL) 0.04 9 m!a We BCDL 10, Code FBC2007/TP12007 (Mat" Weight:146 lb FT=0% TOPBER BRACING CHORD 2 X 4 SYP No.2-Except" TOP C OH RD Structural wood sheathing directly applied or 43.4 oc purlins. 1-8,7-10:2 X 4 SYP 88 BOT CHORD Rigid ceiling directly applied or 8.108 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Row at mldpt 8.13 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/dw) 2=441/084 (min.0148),16=195NO41-0 (min.0248),9=1273/090(mM.0141) Max UpIMt2¢723(LC 3),15=4092(LC 3),9}1187(LC 3) Max Gray 2=842(LC 4),15=1958(LC 1),9-1273(LC 1) FORCES (lb)-Mandmum Congnsoolon/Mmdmum Tendon TOP CHORD 1-2 43,218}108/402,318-.107/439,3.4}287/878,4 4,5.19 1819,8.19 740/838,8.20-�79WSW, 7-20}807/805,7.8--900/793,5.21--2187/1272,921--2177/1231,9.1043 BOT CHORD 2 22--388x306,15-x,%16=,.77"43,13-14=.T/U43,12-13=.W/1972,12-==.W/1972,ll-==.967/1072 ,11-24--987/1972,924--987/1972 WEBS 3-15--877/260,415--1632/1144,4-13--987/1698,6-13=162/244,913¢1301/845,8.11=354 NOTES 1)Unbalanced roof live loafs have been conoldered for this design. 2)Whin:ASCE 7-05;148mph(3-second gust);TCDL=9.0phi;BCDL=SApd:,h=1Oft;Cat.0;Exp C;Kd 1.00;enclosed;C-C Extedor(2)-2-4-0 to 090,Inter!")0.90 to 1140-0,Extedor(2)1140-0 to 1410-0,hnterfo(1)17--10-0 to 2900;Lumber DOL=1.33 plate grip DOL=1.00 3)This toss has been designed fora 10.0 psf bottom chord live toad noxxonorrent with any other IIw loads. 4)Provide mechanical connection(by others)of tunas to bearing plate capable of withstanding 723 ib uplift at joint 2,1092 lb uplift at joint 15 and 1187 Ib uplift at joint 9. 6)This fuss has been designed for a moving concentrated load of 200.0116 dead located at all mid panels and at a9 panel points along the Bottom Chord,nornconc Trent with any other Iive loads. LOAD CASE(S)Standard Job Truss TnNs Type City PlyIMBURGIA CONST.SERVICES 0090 101.12 73A ROOF TRUSS 5 1 Job Refermwe BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MfTek InduaMe%Inc.Thu Jan 2110.88:312011 Pagel 14100 22-1-0 291-0 2-4.0 4$0 42-0 8.2-0 7-3-0 7-7-0 scale=1�a.4 ass ITf me= 8 4x8 8x12 WBS 1 187 4 g 3x4 8 c 2x0-- 1 3 1 18 � 216 8 2x4 IIt� 1 1� 2g14 1a 1Z 11 21 10 22 gxs = 3X6= 0x8= axle= mss WB-- 2"I 8.850 1410-0 22-1-0_ 29" a" 8.2-0 7-" 7-7-0 Plate OHaets(X,111- [5.0-0-80-3-0],V:04-8.Ed9e],[12.0440-149 LOADING(per SPACING 2-0-0 CS! DEFL In (lac) Udsfl Ud PLATES QRIP TCLL 30.0 Plates Increase 1.00 TC 0.84 V"LL) 0.23 9.10 0988 380 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.80 Vert(TL) -0.20 214 x808 180 BCLL 0.0 Rep Stress Inor YES WB 0.67 Harm) 0.04 9 We We BCDL 10.0 Code FBC2007RPMW (MWIX) Wdght:139 Ib FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2•Excepr TOP CHORD Structural wood sheathing directly applied or 44)-1 oc pur0ruL 1-5,7-9:2 X 4 SYP 88 BOT CHORD Rigid ceiling directly applied or 411-12 oc bracing. BUT CHORD 2 X 4 SYP No.2 WEBS 1 Row at nddpt 8.12 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REAC71ONS (iblalze) 2=431/084 (min.01-x,1401988/08-0(min.04-5),9 101310-8-0 (min.0.1-8) Max Harz 2-"LC 3) Max UOM2=-880(LC 3),140.1194(LC 3),9—731(LC 3) Max Grev 2w=(LC 4),14=1988(LC 1),901013(LC 1) FORCES (Ib)-Mmdmum Tension TOP CHORD 1-2c143,2-16-233f432,3-16}231/4N,S 4a417AW,44 ,5.17-871/809,8.17-7431824,8.18}797/819, 7-18-8081802,74-9a$f/88,5.19}218911529,9.19-22791150 BOT CHORD 2-20=-4lWJ57,1420-414Pd57,13-14-806!802,12-13-8081802,11-120.1301/2077,11-21m-1301/20771 1021-1301/2077,10.22-1301/2077,9.22=1301/2077 WEBS 3.14-8781257,444=-IG 91237,412=-1103It731,8.12o-151/223,8-12-14010941,8.10=WW NOTES 1)Unbalanced roof live toads have been considered for file design. 2)Wind:ASCE 7-05;146mph(3-mond gust);TCDL09.0pst;BCDLa&W,,h015ft;Cat II;Exp C;Kd 1 Alk,dosed;C-C Extw"2)-2-40 to 08-0,Intwlor(1)0.8.0 to 1140-0,Mderior(2)1140-0 to 1410.%Interior(1)17-10-0 to 28.4.0;Lumber DOL01.33 plate grip DOL01.00 3)This truss has been designed for a 100 pd bottom drond live IoM nwx=wurnmt with any otffe live toads. 4)Provide mechanical wmm*m(by od>ers)of truss to bearing plate cap"of wItIvetwiftV 680 lb up1Ut at joint 2,1194 Ib uplift at joint 14 and 731 Ib uplift at joint 9. 5)This inure las beef designed for a mwA g concentrated land of 200.01b dead located at all mid panels and at all panel points alang the Bottom Chord,nafaonncurrent with any otter live loads. LOAD CASE(S)Standard Jab Tnm T1mTlm MY ply IMBURGIA CONST.SERVICES 101.12' T4 ROOF TRUSS 2 1 Job Reform=(optlonall 0091 BEST TRUSS CO.,UM FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industiles,Inc. Thu Jan 2710:88:33 2011 Page 1 -2.40 8.60 , 13-9-0 J -- 21-" 2.40 684 73-0 7-7-0 Style o 1:40.0 7x10= 3.80 1a 3 8x8 ws_- 18 164 a 14 3x3 2x4 II 14 8 1 940 18 18 17 q 10 8x10- a9 8x141 8 IM &1a 7.8 8 7 2w4 II 8 7 8x8= 8x8= 8x8_ 88-0 1390 21.40 Sm" 7-3-0 7-7-0 Plate Offsets(X,Y): [4.,H!%Edge1 p:0-"A-30],[9:0.2404-4],[10:0.11.9,Edgel LOADING(pot) SPACING 2-0.0 CSI DEFL in (loc) Udefl L ld PLATES GRIP TCLL 30.0 Plain Increase 1.00 TC 0.92 Vert(LL) 0.27 6.7 >938 300 MT20 244/190 TCDL 15.0 Lumber Ire 1.33 BC 0.84 Vert M) -0.49 8-7 >808 180 WILL 0.0 Rep Stress hw YES WB 0.95 Horz(TL.) 0.08 6 Na Na BCDL 10.0 CodeFBC2007/TPMWY (Mahix) Weight:125 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Stnnaturel wood almuthhg directly applied or 2-2-0 oC purlins, BOT CHORD 2 X 4 SYP No.2*Except* swept end verticals. 3.8,8.12:2 X 4 SYP No.3 BOT CHORD Rlgld ceiling directly applied or 4-68 oc bnwft Except: WEBS 2 X 4 SYP No.3 10.60 oc bracing:8.9 OTHERS 2 X 4 SYP No.3 WEBS 1 Rale at midpt 7-9 REACTIONS (IbWza) 10=13830" (min.61-10),8=1134/660 (min.0$14) Max Hoz 10-"127(LC 3) Max UpMO=-1292(LC 3),6-789(LC 3) FORCES lib)-Maxlnrru CompressionfMmdmum Tension TOP CHORD 1-2,-0/82,2-14 2017/1350,1415}2004/1383,3.18=-1932(138$3-18}194811412,4-18=.195W139%46o.2084/1379, 5.17¢2683/1710,617¢2854/18S8,210:-1291/1318 BOT CHORD 10.1&0=,9.15 0,8.9=01191,M?=.124/822,8.19--=94,7-19 194,7-20b.1472/2432,6.20-147?12432 WEBS 7-9}149 98,5.9�87(kf496,5-7=-M412,2 9}129911840 NOTES 1)Unbalanced roof On loads have been considered for this design. 2)Why:ASCE7-05;148mph(3,second gni);TCDL=9.0pmt,BCDL=&W,h=15ft;Cat.0;Exp C;Kd 1.00;enclosed;C-C Exterlor(2)-2.40 to 0.9-0,hltelor(1)684 to 3.60,Extedor(2)360 to 68-0,hte for(1)9.60 to 1660;Lumber DOL.=1.33 plate grip DOL=1.00 3)This Mss has been desoW for a 10.0 pot bottom chord Ow load noncornanrent with any oder live loads. 4)Solid bkx*ft is required on both shies of On buss at Joint(s),6. 5)Provide mealsnical connection(by others)of truss to bearing plate capable of withstanding 1292 lb uplift at Joint 10 and 789 Ib uplut at Joint& 8)This trues has been designed for a nerving mated load of 200.01b dead located at all cold panels and at all panel points slang the Bottom Chord,non concuneut with any other live loads. LOAD CASES) Standard Job Truss T�T� �Qly Ply �IIWBURGIACONST.SERVICES 101.1.2' T5 ROOF TRUSS 1 1 0092 Job Reference BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 M1Tek Industries,Inc.Thu Jan 2710:88:35 2011 Pagel -2.40 20-0 8.0.0 13.10.0 18-0 23-10-0 2-4-0 311NO 8-2-0 410-0 410-0 5.2-0 eceN=1:442 W2= 3.80 1a 4 21 22 3X4. 4X7 a 8 3X8 3 8 20 1 3X3 a a 3 7 29411 1 24M3 25 13 Z$ 1 27 23 P 2WI11 oil MO= 3 34 1 8 20 II 12 11 8 4X8= 300= `X= 2F4 11 4X5 2.8-0 2n11F0 9-0-013-10^0 18-8-0 2310-0 2.8-0 040 8.2-0 410-0 4100 5.2-0 Plate Offsets MY): [8:0.0-U-1-10, [13:044,Edoe].[14:0.2-4,0.1481 LOADING(pef) SPACING 2-0-0 CSI DEFL in (loo) Well Lid PLATES GRIP TCLL 30.0 Plan Increase 1.00 TC 0.89 Vert(LL) M17 9.11 >999 350 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.92 Vert(m) -0.28 9.11 >958 180 BCLI. 0.0 Rep Stress Inor NO WB 0.74 Hors(TL) 0.04 8 We nfa BCDL 10.0 Code FBC2007/rPL? 07 (Matt) Weight,138 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 383 cc purfina BOT CHORD 2 X 4 SYP Not"Except°' BOT CHORD Rigid oiling directly applied or 54-4 cc bracing. Except: 412,12-18:2 X 4 SYP No.3 8-0-0 cc ging:2.14,1314 WEBS 2 X 4 SYP No.3 1000 cc bracing:1213 OTHERS 2 X 4 SYP No.3 WEBS 1 Row at midpt 313 REACTIONS Qbfdw) 8=1075108-0 (min."-0),14=1720080 (min."q Max Hoa 14wW4LC 3) Max UpfiflS-W(LC 3),14=.1907(LC 3) FORCES (1b)-Nadmum C oNMaxinaan Tenalm TOP CHORD 1-2=0148,2.20}2347/949,320 -2332flO24,321a18B/M 421¢180WS4,422¢1540/791,5.22e-185W78, 5.8=�-1818H089,8-7=-l$ 1087,7-23=-2511/1483,8.23¢29011h487 BOT CHORD 2-24=-9102358,1424-91 ,1425}910/2437,1325=,-9l 2437,1213=0/157,413=,1529,12-28-831114, 11-20�WI 4,11-27¢1 0,10.27o-1282f2M,9.10-1262MM 9.28}1282+'239,8.28=-128 0 WEBS 314o-10=111:4 313=-262WA458,1143¢7M7S%5-13¢278/435,5.11¢304/157,7-11 ,74=0298 NOTES 1)Unbalarnced roof five toads hwe been con"wed for We design. 2)Wind:ASCE 7-0;148mph(3sec and gust);TCDL=9.Opst,BCDL=B.Opsf•,h=15ft;Cat.II;Exp C;Kd 1.00;enclosed;C-C Exterior(2)-2-4-0 to 0.8-0,Interior(1)0-0 to 8.0-0,Exterior(2)8-0-0 to 9.00,Interior(1)12.00 to 208-0;cantilever left exposed; Lumber DOL=1.33 plate grip DOLA AD 3)This hum has been destined for a 10.0 pot bottom chord five load noncencurrvint with any ottw five loads. 4)Solid blocldng is required on both aides of the truss at Johht(s),8. 5)Provide meofmrdoal connection(by oftn)of trues to bearing plate capable of witlw1anding 881 Ib uplift at Joint 8 and 1907 Ib uplift at Joint 14. 8)This trues has been designed for a movirp concentrated toad of 200.01b dead located at all mid pars and at all panel points along tiw Bottom Ctoord,nonconcurrent with any otIm We loads LOAD CASE(S)Standard J T Tnm Type my my IMBURGIA CONST.SERVICES 0093 101.12' T6 ROOF TRUSS 1 1 .►ois Reference BEST TRUSS CO.,INIA A FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 Mrrsk Irxiu W1es,Inc. Thu.fan 2710:88:37 2011 Pagel W-2-40 2-10-0 9-0-0 1x1.8 1811-12 23.10-0 210-0 82-0 1-1-8 810.4 810.4 Scdem1:aLIIII MCI= 8x12= W 11 US= WO= 3.BD 12 ° 8 8 7 8 1s 7 M 1 3 1e4 2 1s 1 11 1 w 29411 20 21 12 11 22 10 23 1341 I 1427— 4X6_ '1= 300= 17 2-8-0 21Q-0 10-1.8 1811-12 2310-0 2$0 0 40 7-38 810-4 810.4 Plate Offsets MY): [5:0$-0,03-0].W-0-2-%00-01,[10:x2-0,01-8],[13:0-212,0-2.0] LOADING(pd) SPACING 240-0 CSI OEFL in (loc) Udell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.S Vert(LL) 0.2310-12 >999 380 Mr20 244(190 TCDL 15.0 Lmnber Increase 1.33 13C 0.95 Vert(TL) -0.4310-12 >585 190 BCLL 0.0 Rep Stress Im:r YES WB 0.92 Horz(TL.) 0.15 17 nfa We BCDL 10.0 Code FBC2007/TPI2007 (Matrix) Welght:130 Ib FT a 0% LUMBER BRAG OP ORD 2 X 4 SYP Not TOP CHORD Sirtmituat wood Wwmd ng directly applied or 3.8.7 oc pudlrre, BOT CHORD 2 X 4 SYP Not except and verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 81-7 oc bracing. OTHERS 2 X 4 SYP No.3 WEBS 1 Row at uddpt 4-13,8-10 REACTIONS pblelze) 13--1730/,8-0 (min.0-21),17-10881,80 (min.0-148) Max Has 13480(LC 3) Max UpIR13-1897(LC 3),17-648(LC 3) FORCES (Ib)-Mmdmwn Comq+es loniMmdn u n Tension TOP CHORD 1-2-&46,218x2382/927,318}2347h001,319---2184/823,419=41461IM,4-Se.2177/1124,544-2119(1239, 87¢211911239,7-8=-2119/1239,9.17o-108&W%89}1008 78 BOT CHORD 2 24,1320=-X4,1321-77011538,1221=-770(1538,11.12-.1010008,11.22¢101012008, 10-22e-101=08,10-23:o-M58,9.23x-981158 WEBS 313-539/804,4-13-2823/3043,4.12-881(1431,5.12=-1183/73$5-10--2431211,81 ,810-1217/2088 NOTES 1)Unbalanced root 11ve foods have been considered for this design. 2)YAW:ASCE 7-0,148mph(3-second gust);TCDLa9.0p9f:BCDLm8.0psf;hal5ft,Cat.lip Exp Cp Kd 1.00;enclosed;C-C Exterior(2)-2-40 to OSO,Interlor(1)0.841 to 80-0,Exterlor(2)80-0 to 9-0-0,Intedor(1)10-1-8 to 23-8-4p cantilever left exposed; Lumber DOL=1.33 plate grip DOW.00 3)Provide adequate drainage to Prevent water ponding. 4)This mass has been designed for a 10.0 psi bottom chord live load rnmrconcurrent with any other live loads. 6)Bearing at joint(s)17 considers parallel to grain value using ANSVTPI 1 angle to grain formula Building designer should verity capacity of bowing ewface. 8)Provide msclmnical connection(by oMers)of truss to bearing plate capable of wiliretanding 1897 Ib uplift at Joint 13 and 648 Ib uplift at joint 17. 7)This trues has been designed for a mwAng concentrated load of 200.01b dead located at a8 mid panels and at all panel points Wong the Bottan Chad,noun ent with any other Ohre loans. LOAD CASE(S)Standard Job I n= Tn=Two O1Y Ply IMBURGIA CONST.SERVICES 0094 101.12' f ROOF TRUSS 1 1 Job Refa+arfce BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 a Apr 22 2010 Mrrek Indusbies,Inc. Thu Jan 2710:66:40 2011 Page 1 440 83712-9 0 140 0 18.5.9 23015 27-11-12 2-4.0 40-0 43.7 4.5.9 1-3.0 458 47-6 410.13 scoe Ufts 428= _ 8 g 3.60 12 417% 4x12= 4x7= 328= 326 11 3 4 7 822 8 34 _ae 2 21 1 1 224 I I 1 1 1 4 1 17lag I 2X4 11 18 24 18 25 142513 12 11 1 418= 4k7= &4=30= 6x10 Arr16 VW= 3x8= 6x10 Arr16= 837 12-8-0 1440 18.58 27-11-12 4-0-0 437 459 1-3-0 449 983 Plate OBaets(X,Y)• [3.0.3-140.1.111[5'054 0.2-01[9.0.2-4,04--,[16.0.2-4,0.2.0] 117.0.2.12,0.140 LOADING(per SPACING 2-0-0 CSI DEFL in poo) Udetl Ud PLATES GRIP TCLL 30.0 Plates Ing 1.00 TC 0.59 Vwt(LL) 0.331416 =994 380 MT20 244/190 TOOL 16.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -0.731011 =452 180 M716 1711147 BCLL 0.0 Rep Stress Inor YES WB 0.92 Hors(TL) 0.13 10 n(a We BCDL 10.0 Code FBC20071t'PMW (Mab" Weight:171 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2"Except' TOP CHORD Structural wood sheattdng directly applied or 308 oc purflne, 1-3:2 X 4 SYP SS except end verticals. BOT CHORD 2 X 4 SYP No.2-Excel' BOT CHORD Rigid calling directly applied or 431 oc tracing. Except: 2-17:2 X 4 SYP SS,316,1519:2 X 4 SYP No.3 10-"oc brmdng:18-17 WEBS 2 X 4 SYP No.3-Excepr WEBS 1 Row at midpt 8.10 9.10:2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 REACTIONS pb✓size) 10=1501103-0 (ndn.01-12),2=1784/080 (min.02.1) Max Hinz 2=227(LC 3) Max UpQiCl0=953(LC 3),2 -1421(LC 3) FORCES pb)-Maximum Conqxesslonilillextimen Tension TOP CHORD 1-2mW43,2.21-394711817,321=-393811838,3-4=-3728/1937,4-8¢278711608,"Im-284111824,6.7=-2788II633, 74=386812048,8.22=47501,9-22=475M,9.10}215= BOT CHORD 2-23=47=1110,17-23-17= ,18.17=-?(1K,317=.478II OSI,1524=1711298,1524=-1711298, 1526=181113228,1425=1811/3226,1426=x.1474FAIG,1325=147412818,1213=- =0,11-12=207313590, 11-27=14442288,10.27=14442288 WEBS 1517=1705=1114,417=1691689,4-15=9951887,414¢7581394,514=14U535,513=19(1311,513}230148$ 7-13=1112/881,7-11=8181472,8-11=70411494,8.10}245111808 NOTES 1)Unbalanced roof Iive loads have been considered for tlds design. 2)Wind:ASCE 7-05;148mpf(34econd gust);TCDlm9.Opsh,BCDL=.W,,h=15ft;Cat.II;Exp C;Kd 1.00;enclosed;C-C Exterior(2)-2-4-0 to 0.8.0,Interior(1)0.8.0 to 2410-0,Extmlog1l)24100 to 27-10-0;Lumber DOL=1.33 plate grip DOW.00 3)Provide adequate dnd ap to prevent water ponding. 4)All plates are MTS[dates unless otlanvise Indicated. 5)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any offer live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of witlatanding 953 Ib uplift at joint 10 and 1421 Ib uplift at IoiM 2. 7)Tlds trues hes been designed for a moving cord load of 200.01b dead located at all mud panels and at all parte points Wang the Bottom Chord,nit with any offer live loads. LOAD CASE(S) Staxiand Job Tnm Tru T my Pry IMBURGIA CONST.SERVICES 1�1a' , T8 ROOF TRUSS 1 1 ' Job Rets BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industries,kre.. Thu Jan 2710:88:42 2011 Pagel -2-40 8-0-0 1037 13.48 16.8-9 22-0.1s 27-1142 Z 14.0 800 4-3-7 3.1-1 3 1-1 5.7-5 5.10.13 scow-Me 4><r= 3.80 10- — 818= 8 8x8= 2F4 II 4Xr= 3 4 8 7 20 8 0-19 20411 41 1 1 1 8 18 q 7110 M1 % 2011 14 22 13 xi 12 11 24 10 2 9 419= 402= 4X5= 4x9= 4011 3X9= 8.0-0 10-3-7 18da9 22-0.15 27-1142 8-0-0 43.7 8.2.2 5.7-5 5.10.13 Plate Otfaelis MY): [4:0-&4,0-30],[8:044,0-3-41,[9:044,Edgel,[10:0-24%0-2-01,[13:04-12,0-2-M,[15:0.7.4AS 41 LOADING(pot) SPACING 2-0-0 CSI DEFL in (loc) Udall Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.87 Vw*4 0.4011-13 :,.= 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.86 Vert(TL) -0.5511.13 X800 180 MT18 171/147 BCLL OA Rep Stress[nor YES WB 0.87 Hoz(TL) 0.12 9 n1a n1a SCOL 10.0 Code FBC2007/TPMW (Alletrbr) Walghb:167 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3.04 oc purlins, 1-3:2 X 4 SYP 88 except ami Ver"Cals. BOT CHORD 2 X 4 SYP No.2*Except" BOT CHORD Rigid calling directly applied or 4143 oc bracing. Exch: 314,1417:2 X 4 SYP No.3 37-0 oc bracing:2-15 WEBS 2 X 4 SYP No.3 8.0-0 oC bracing:1445 OTHERS 2 X 4 SYP No.3 WEBS 1 Raw at mldpt 8.10 REACTIONS pWske) 9-150110-2-0 (min.0-1-12),2=1784/0-8-0 (min.0-2-1) Max Horz 2=280(LC 3) Max Uplift11tz-1073(LC 3),2=4536(LC 3) FORCES Ob)-Mandnasn CompressioNMandmunh Tension TOP CHORD 1-2c&43,?-19}4058/2429,319 4047/AS%3.4m4722f2444,4-5=315812282,546e-337612444,8.7=421411562, 7-20b-2214/1552,8.20 2214/155$8H--142WI091 BOT CHORD 2 21-237813753,15.21¢237813785,%16¢SN54,318 48,1422x184/206,1322m.184016,1323=.lW 2491 ,12.23-1808-1491,11-12=480812491,11.24o-224M85,10-24ar224Gf3185,10-25v85187,9•' 87 WEBS 1315-1961/2892,41 ,413¢1537/1140,5.13-47=5%5.11-78511155,8-11-780887,(1.10-109AM 7-10-850/51S,8.10-170312435 NOTES 1)Unbalanced roof live loots have been considered for this design. 2)Wind:ASCE 7-05;148mph(3-second gust);TCDL=9.OpsP,BCDL=6.0poi;h=15ft;Cat.II;Exp C,Kd 1.00;enclosed;C-C Exterlor(2)-2.4.0 to"A Interbor(1)0."to 1037,Exterior(2)10-3-7 to 1344 Interior(1)18.5.9 to 2410-0;Lumber DOL=1.33 plate grip DOL=1.00 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)This truss has been desigrod fora 10.0 psf bottom chord live load normorxxnrent with any other On loads. 6)Provide mechanical connection(by others)of trans to boring plate at Ioint(s)9. 7)Provide mechanical connection(by others)of bums to bearing plate capable of withstanding 1073 Ib uplift at Joint 9 and 1538 Ib uplift at joint 2. 8)This Mm has been designed for a nwing slog the Bolton C with any load of toads 01b dead located at all mid panals and at all panel pointe LOAD CASE(S)Standard Job Tnwa Truss Type Ph► IMBURGIA CONST.SERVICES 0096 101.12' T9 ROOF TRUSS 1 1 Job Reterwroe taimonan BEST TRUSS CO.,MIM,FL.,BEST TRUSS CO. 7.230 s Apr n 2010 Mrrek lnduatries,Inc.Thu Jan 2710-.68:48 2011 Pagel 14-89 2 4.0 42-0 12.4-7 134-9 21.415 27-1142 2~ 42-0 310-0 43.7 1-1-11-11 67-5 81413 aw*-Is" 600 Mr16= so-- 7X9 o=7x6= 6x8= 20 II 3x4= 390 12 4 6 6 7 6 g g 6x12—10 20 a 3 1B 1.15 1 1 1 g 1a e4 g 29411 8 = 20 18 1 16 Zs. 14 23 13 12 Ta 1 6x8= 3x4= 4x6= 4x12= 6x10 Arne ll Bx10 nnle rre= 80.01237 1489 21.0.15 27-1142 80.0 43-7 222 87-5 8.10.13 Plate Offsets(X,Y): [=:0.3-0,02101,[5:084,0.3.0],[7:08.4,Edgel,[10:Edg%0.2-4],[11:0.3-8,Edoe],[12:0.2-12,0.2-47,[15:0442,0.148],[18:0.212,034] LOADING(per SPACING 2-0-0 CS1 DEFL in (loo) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.77 Vert(LL) 0.48 14 >683 360 MT20 2441190 TCDL 150 Lumber Increase 1.33 BC 0.85 Vert(PL) 40111214 =498 180 MT78 171/147 BCLL 0.0 Rep Stress Imx YES WB 0.88 Hwz(TL) 0.14 11 n(a We SCDL 10.0 Code FBC2007/TP12007 (Aid&) Wdght:150lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP Nc.2•Except• TOP CHORD Structure!rood sheathing directly applied or 238 oo pw*mk 1-4:2 X 4 SYP SS except and Verticals. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid cellig directly applied or 3.8-12 oc bracing. WEBS 2 X 4 SYP No.3*Except"' WEBS 1 Row at midpt 1012 1011:2X48YPNo.2 OTHERS 2 X 4 SYP Nc.3 REACTIONS (Ib/stw) 11=1501/02-0 (min.01-12),2=17841080 (min.021) Max Has 2, i- 3) Max Uplift11=-1021(LC 3),2-1459(LC 3) FORCES (lb)-Mwdmum CompressfoNMaxlmum Tension TOP CHORD 1-2-0143,218=-3Nl/l924,3.18—3531/1947,3.4a34581E ,46-329012035,88}=15812751,87-4400928, 7-8-315012057,S*=-31S 2087,9.19=-315012007,1019=41SIMM07,1011=441WI042 BOT CHORD 220-192 M43,18D-19W13243,1821=.MWM,15.21w,-=�6. 6,1822-- 01422=• , 1423-2704/4125,13-23-2704/4125,1213}270414125,1224-1241170,11-24=124H70 WEBS 3.16-1171152,418}158/500,818=-7731860,81 ,8.1&,.G 1000,8.142'.9 1481,744-1252/9 , 7-12-10461882,8.12-X891,1012-207613183 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wird:ASCE 7-05;148mph(3-second gush;TCDL=9.Opsf•,BCDL-B.Opst;WSft;Cat.ll;Exp C;Kd IAD,enclosed;C-C Exterior(2)-2-40 to 0.8-0,Interlor(1)080 to 1237,Exterior(2)12-3.7 to 134.8,Interlor(1)14-5.9 to 2410-0;Lumber DOL=1.33 plate grip DOL=1.00 3)Provide adequate drainage to prevent water ponding. 4)All plates aro MT20 plates unless otherwise Indicated. 5)This blas has been designed for a 10.0 pot bottom chord live load nonconcurrent with any other live loads. 0)Provide mechanical connection(by others)of bum to bearing plate at joint(s)11. 7)Provide mechanical connection(by others)of truss to bearing Plate capable of withstanding 1021 Ib uplift at joint 11 and 1458 Ib uplift at joint 2. 8)This truss has been designed for a nmvIng concentrated load of 200.01b dead located at all mid panda and at all panel points along the Bottom Chord,nonmsnt with any other live loads. LOAD CASE(S)Standard Job OLY PIy IMBURGIA CONST.SERVICES 101.12' T10 ROOF TRUSS 1 1 0083 .la+Rete BEST TRUSS Co.,w4ml,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek hxIusWAs Inc.Thu Jan 2710:58:47 2011 Pagel -2-q-0 5.4-7 W, 12 S-9 18.1-0 50 2-0-0 647 35.1 38.1 6-4.7 2.40 saw=,aes 4fp= 4 am MY 2x4 to 13 2x4 3 8 14 4 2x411 2 11 148 2K4 11 13 � 28 68 7 1a 18 8 18 8x8= _ 9-0.8 18.1-0 9-08 9-0.8 Plate Offsets MY): [2:0.4.0,0.1457,[8:0440.1.157,[8:04.0,0.3-0] LOADING(psf) SPACING 2-00 CSI DEFL In (loo) Well Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.83 Vert(LL) 410 2-8 >999 350 KM 2W90 TCDL 15.0 Lumber Increase 1.33 BC 0.85 VerKM -0.58 2-8 >359 180 BCLL 0.0 Rep Stress Inca YES WB 0.18 Horc(71-) 0.05 8 nfa ria BCDL 10.0 Code FBC20071TPI2007 (Matrbt) weight:85 Ib FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 48.10 cc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly wiled or 844 cc bracbrg. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS pbbbn) 2x1198108-0 (min.0149),8-119910." (min.0140 Max UpIM2--1148(LC 3),8}1148(LC 3) FORCES pb)-Mmdmwn CompreselaulNl .iuv Tension TOP CHORD 1-2 43,2.11¢1972(1128,3.11¢198211154,3-12¢1544/9W,4-12x-149B198D,4-13x-1498f980,5.13¢1544 ,614=.1981/115d,8.14 1972/1128,6.7x0/43 BOT CHORD 2-15=-8BM784,8.1&,.M 1784,8.18}88311754,8.18=-88311784 WEBS 44=-2014880 5.8-437/YHO,34-437/280 NOTES 1)Unbalanced roof Ove loads have been considered for Urle design. 2)Whnb:ASCE 7-0;148n"(SeecaM gust);TCDL=g.W,BCDL=S.0ps;h-15ft;Cat 11;Exp C;Kd 1.00;enclosed;C-C Exterlor(2)-2-40 to 084,Interior(1)0&0 to 6.0.8,Extedor(2)608 to"A Interior(1)12-08 to 17-5-0;Lumber DOW.33 plate grip DOL-1.W 3)This mss has been designed for a 10.0 psf bottom chord Iive load nonconcurrent with any other On loads. 4)Provide mechanical connection pry others)of buss to bearing plate capable of withstanding 1148 Ib up1Ht at joint 2 arab 1148 ib uplift at joint 6. 5)This truss has been designed for a movhv concentrated load of 200.01b dead located at all mid panels and at all pond points along the Bottom Chord,norttconcurrent with any other live loads. LOAD CASE(S)Standard Job Tnm Trwo Type ft IN IMBURGIA CONST.SERVICES 101.1.2 T10A ROOF TRUSS 2 1 0084 Job Refer BEST TRU88 CO,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MiTek hxkwbles,irx. Thu Jan 2710:58:48 2011 Pagel 54.7 9-08 12.8-9 18.1-0 2-40 54-7 3.5.1 3-5.1 54-7 41a= 4 wo Fl / 204 19 ,7 2[4/ 3 8 41 12 11 2 9 8 W 11 27 8.7 I8 13 7 14 811a= 4X5= 908 18.1-0 9-0.8 9-08 Plan Offsets(X,Y): [2:04-0A.145],W.Edge,0a14bl,t7:04-0,a3-M LOADING(pot) SPACING 2-60 CSI DEFL In floc) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.54 V"LL) 0.21 8.7 >989 380 M130 244/190 TCDL 15.0 Lumber Incr1.33 BC on Vert(IL) 484 8.7 >WS 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Hos(TL) 0.08 8 we we BCDL 10.0 Code FBC2W7/TP12007 (Mablx) Weight:78 Ib FT=0% LUMR BG TOP CHORD 2 X 4 SYP 98*ExcW TOCP CHORD Sural wood sheathlrig directly applied or 3.10-0 oc purlln& 4-5:2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 5.2.11 cc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP N0.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/sias) 8440f0.8-0 (min.61-8),2°1218!68-0 (min.O.1-Q Max Harz 2e>89(LC 3) Max UpMO=.702(LC 3),2=.1198(LC 3) FORCES pb)-Maximum CompressloWMadmum Tension TOP CHORD 1-2=&43,Z8m.20 1298,3-9}2MM321,3-10}18061137,4-10-1580F1152,411=.l525f1184,5.111}1813!1148, 5.12x2022/1543,8.12=-20M527 BOT CHORD 213x1081/1843,7-131}1081/1843,7-14x1339/1933,8.14=.1339P1933 WEBS 4.7=.IWK38,5.7x531/834,3-7x437/A3 NOTES 1)Unbalanced roof live loots have been caruddered for this design. 2)VAnd:ASCE 7-05;146nph(3-second gust);TCDL=9Apsf;BCDL=B.Opsf;h=15ft Cat.0,Exp C;Kd 1.00;enclosed;C-C Exter"11)-24.0 to 0.8.0,Interfor(1)0.8.0 to 8-0$,Exterior(2)8-0.8 to 944 Interlor(1)124)8 to 1494);Lumber DOL-1.33 pits grip DOL-1.00 3)This buss has been designed for a 10.0 psf bottom ctwrd live load roncortc um t with any otitar live toms. 4)Provide mochenical conneclkm(by others)of buss to bearing plate capable of withetwi ng 702 Ib uplift at joint 8 and 1198 Ib uplift at joint 2. 5)Tfds buss has been designed for a moving concenlrated load of 200.01b dead located at a0 mid portals and at all panel points atom the Bottom Chord,nortcoowurrent with any ottmr live loads. LOAD CASE(S)Standard Job �Truss �Trussfipo MY Piy IMBURGIA CONST.SERVICES 10L12 T11 ROOF TRUSS 1 1 0085 Job Reference BEST TRUSS CO„MUM,FL,BEST TRUSS CO. 7.230 a AW 22 2010 MITek Industries,Inc.Thu Jan 2710:58:512091 Page 1 -2 Z484 908 13$8 188.12 2311-0 27-11-12 2_ 4-&4 444 48-0 62x1 5.2.4 4-0.12 acmec1�22 ore= 3.80 12 4 2w. zt 22 4x9= 402= 8x9 rre= 21611 3x9= 3 5 8 7 8 23 9 2Z0 1 1 1 1 � $ 2e4 II $ 1 24 18 28 18 14 29 13 12 27 11 3x4= 429= 4x9= 2,4 II 3x4= W2= 3411 294 II 20 II 2.411 2X4 11 8.11-4 1388 188.12 2311-0 24.3.0 27-11-12 8.11-4 8.7-4 62-4 5.2.4 0.40 38-12 Plate Offsets MY): [2:0-0.0,0.1451,[5:04.8)-2-41,[7:030,Edge],[9:0.2-8,0.1-81,[10:02-0,004],CI1:0.2 O,a1-87,[11:08.0,0.3-0],[14:048,0.1-12] LOADING 0" SPACING 2-0-0 CSI DEF[. in (loc) Well LJd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.78 Ver*4 0.451418 X832 380 MT20 244fI90 TCDL 15.0 Lumber Increase 1.33 BC 0.70 Vat(TL) -0.811418 X482 180 BCLL 0.0 Rep Stress Inor YES WB 0.83 Hors(M) 0.07 11 Wa n1a BCDL 10.0 Code FBC2007/f'PMW (haft) Weight:144 Ib FT=00/6 LUMTOP CHORD 2 X 4 SYP No.2'Excepr TORER P CHORD Structural wood shealftIng directly applied or 30.2 oc p4uiUm, 1-4:2 X 4 SYP SS except end verdcakL BOT CHORD 2 X 4 SYP No.2*Exmgrt* BOT CHORD Rigid ceiling directly applied or 47-9 or.brachy. 1619:2 X 4 SYP No.3 WEBS 1 Row at mldpt 611 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS QWdw) 10}887/02-0 (min.01.8),2=1371/080 (min.0140),11 7811084 (min.034) Max Hors 2-241(LC 3) Max UpW0w-887(LC 1),2=.1289(LC 3),11=-2088(LC 3) Max Grav,10=322(LC 4 2=1371(LC 1),11-2781(LC 1) FORCES pb)-Madmum CompresoWr Mmdmum Tenon TOP CHORD 1-2 43,320}2517/1514,320}2608N544 321=-225711443,421=-22M458,4.22=}381812518,622=4817!2503, 58r3293/2243,8.7=-1819/2488,7-8=-18190488,8.23}181912488,9.23=-1811U2488,9.10=-520848 BOT CHORD 2.24=44810=113,18-24=448101=31,18-251381V1938,1626-136g11938,1415¢136WI938,142e=,.M/1328, 1328=-.881/1320,1213}881/1328,12-27¢881/1328,11.27¢889/1328,11-28=-74-38,1028—74/118 WEBS 318—2831158,418 433,414=-1144/1753,614a1391V1079,8-14w4444=55,613ssW4,611 88, 8.11=-5151483,9.11a26SW1818 NOTES 1)Unbalanced roof live loads have been considered for tide design. 2)Wind:ASCE 7-05;148mph(3-second gust);TCDL=9.W,BCDL=8.0psf;h=15f;Cat.d;Exp C;Kd 1.00;enclosed,C-C Exterior(2)-2-4-0 to 080,Interior(1)0-84 to 8.0$Exterior(2)8-08 to 94A Interf")12-08 to 134A Exterlor(2)24100 to 27-100;porch right exposed;Lumber DOL=1.33 plate grip DOL=1.00 3)Provide adequate drainage to prevent water ponding. 4)This tees has been designed for a 10.0 poi bottom chord live load nonconcurrent with any otter live loads. 5)Provide mechanical connection(by otters)of tees to bowing plate at joint(s)10. 8)Provide mactenical connection(by otters)of true to bearing plate capable of withstanding 867 lb uplift at joint 10,1289 ib uplift at joint 2 and 2098 Ib uplift at joint 11. 7)This thea has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all Panel points along the Bottom Chord,-wren[with any other live loads. LOAD CASE(S)Standard I Job Tnutia TnresTAX my PhIMBURGIA CONST.SERVICES 1 OL12 T12 ROOF TRUSS 1 1 0086 Job Rett BEST TRUSS CO,MIAMI,FL_BEST TRUSS CO. 7M0 s Apr 22 2010 MITek l dustr1ee,lnc. Thu Jan 2710:56:83 2011 Pagel -2.40 484 9-0-8 11-88 17-8.12 23.11-027--11-12 2.4-0 484 4.44 2-6-0 82.4 82.4 4012 MOW: .2 4X_ 2.69 1a 4 4x12= 2x9= US= 2*4 II 3x9= 2x4 2D 6 8 7 8 21 9 a 1 1 1 1 v V21 8 2K4 II 1 22 15 23 14 24 1a 12 26 1126 axe= M2= 2X411 415= ane= M u 2x4 a 2Ka u 20 a 2K4 u 811-4 1168 17$12 23.11-0 243-0 27-11-12 5.11.4 6.7.4 ( 2-4 824 040 &&12 Plate Offents(X,Y): 12:040,01-151,[6:0.3.8,02-41[8:02-4,02.01"24kEdge1[10.0-2-0,"41,[11:0680,04-%[11:02-0,0.1-8],[14:04403.0] LOADING(pst) SPACING 2-0-0 C81 DEPL in poo) Ulan Ud PLATES GRIP TCLL MLO Plates Increase 1.00 TC 0.86 V"LL) 0.31 14-15 >920 360 MT20 244/190 TCDL. 16.0 Lumber frumm 1.33 BC 0.80 Vwt(TL) -0.4413-14 :,,M 180 SCLL OA Rep Stress Inar YES WB 0.80 Horr(TL) 0.07 11 Na We SCOL 10.0 Code FBC2007/IP12W7 Manx) Weight:147 lb FT=0% LUMER BRACING TOP BCHORD 2 X 4 SYP Not"Excel* TOP CHORD Structural wood shneatldng directly applied or 3.4.2 oc purlins, 1-4.2 X 4 SYP SS except end verticals. BOT CHORD 2 X 4 SYP No.2 TxcW BOT CHORD Rigid ceiling directly applied or 46.13 ac bracing. 17-18:2 X 4 SYP No.3 WEBS 1 Row at nddpt 811 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS pb/size) 10}817/02-0 (min.01.8),2=13791080 (min.(1-1.10),11-2703/0." (min.033) Max Harz 2=300(LC 3) Max UpHMG-817(-C 1),2-120"3),11-2083p-C 3) Mex Grev 10=290(LC 3),2a1379(LC 1),11=2703(LC 1) FORCES pb)-Madnwm CoinIxeselonflAmdrman Tension TOP CHORD 1-2x0/43,219-25SM1496,3-19—MW622,3.20}2344/1454,4201--Z 1489,4-bc- 1,541--26MS64, 87=.112811711,74Bm.1128/1711,821¢1128N711,9.21-1128/1711,9.10x-503/813 BOT CHORD 2-22-1515030,1822a1616JA30,1823}1404/1936,14.23-1404M935,1424-100011497,13-24=.1000P1407, 1 -13=10OW1497,1226=-100011497,11-28-1000/1497,11-28e.CM36,102%:.W 6 WEBS 3.16-249.180,415 470,414= 1265,814-1190/942,814-937/1283,813==0,811-3 V2249, 811-63M487,9.11-1919/1358 NOTES 1)Unbalanced roof live loade have been considered for this design. 2)Wind:ASCE 7-05;148mph(3-second gust);TCDL=9.0pst;BCDL=B.Opsf;h=15ft;CaL II;Exp C;Kd 1.00;enclosed;C-C Exterlor(2)-2-4-0 to 080,into kKl)0.80 to 808,Extsdor(2)888 to 808,Interior(1)11-88 to 2410-0;Porch right exposed; Lumber DOL=1.33 plate grip DOL=1.00 3)Provide adequate drainage to prevent water Ponding. 4)This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any otter live loads. 5)Provide meclenical connection pay otters)of tr se to bearing plate at jolnt(s)10. 8)Provide mechanical connection ply others)of truss to bearing plate capable of ung 817 Ib WM st joint 10,1289 lb uplift at joint 2 and 2063 Ib uplift at joint 11. 7)This truss has been designed for a mwA ng mad los!of 2W.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonxoncurrent with any other live loads. LOAD CASE(S)Standard Jab Truss Truss Two �Qtv �Ply1IMBURGIACONST.SERVICES1OL12 T13 ROOF TRUSS 0087 Job Reference BEST TRUSS CO.,MWA FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Indu9b1M Inc. Thu Jan 2710:88:58 2011 Pagel -2-4.0 48.4 908 &8�8 14815 18.7.6 23-143 27--11-12 Z-4-0 48-4 444 48.7 48.7 487 49115 Scalea1:22 8x18= 29411 3X4=438= 214 II 318= 3.80 12 4 8 8 7 8 7-40 8 10 214 20 3 s 1 81 1 1 1 2 19 294111 246 is B 22 17 2318 18 24 14 13 25 12 3x4 II 3x8= 4XIS= 318= 20 11 314= 8x12= 28 11 18.7.823-1-13 27-11-12 48.7 487 49.18 Plate Oftaois(X,Y): [4:0.1.12,0.2-131,[12:080,0.3-0],[115:0.1.1$0.1-81 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.64 Vert(LL) 0.19115.17 8999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.87 Ven1(TL) -0.80 2-17 8459 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horr(TL) 0.06 11 n1a n/a SCOL 10.0 Code FBC2007/TP12007 (Mau" Wdght:149 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2*Except' TOP CHORD Structural Wood sheathing directly applied or 4.3-0 oc purlins, 1-4:2 X 4 SYP SS except and verdcels. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 48.14 oc!racing. WEBB 2 X 4 SYP No.3 WEBB 1 Row at midpt 8-12 OTHERS 2 X 4 SYP No.3 REACTIONS pbW na) 11w.5880"12 (n*L 0.2.4),2=1338 0.8.0 (min.0.1-M,12-0104 4.12 (min.0.2-4) Max Horz 2=374(LC 3) Max Upditl l-489(LC 1),2=.1225(LC 3),12=-1669(LC 3) Max Grey ll=Wl(LC 3),2=1335(L.0 1),12=/8(LC 1) FORCES (Ib)-Maximise CompressiaUMardnwm Tension TOP CHORD 1-2-&43,2.19}237811357,3.19-23WA380,3-20t--200 8239,420}195VI254,4 1 243,88}1671511133, 8.7=487611138,743=46 1138,"a-S 1366,9-21w.11=358,10-21=4=356,10-11---3WM BOT CHORD 2 22e-1440MO4,17-22=-144812184,17-23=-129i 039,18-23=-129811939,18.18=4299tI939,1b-248380/586, 1424=-36=88,13-14 1688,13.28=%-46W 88,12 25=4380/888,12 28mv*28153,11-28e-28/153 WEBB 3.17—~82,4-17=.57/727,b-17¢1581/141,5.16}377/190,8-15=-==88,8-15=-902113115,8-14 $ 8-12=-2212/1448,9.12=.W/439,10.12=-1801/fOS1 NOTES 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-05;146mph(3-second gust);TCDL=9.Opsf;BCDL=6.0peh h=1 btt;Cat.8;Exp C;Kd 1.00;enclosed;C-C Exterior(2)-2-4-0 to 0.8-0,Interlor(1)0.8-0 to 004 Exterlor(2)8.8.8 to"A Interior(1)98-8 to 2410-0;Lumber DOL=1.33 plate grip DOL-1.00 3)Provide adequate drainage to prevent water ponding. g. 4)This tures has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other Ilm loads. 5)Provide mechanics!connection(by others)of toms to bearing plate capable of withstanding g 589 lb uplift at joint 11,1226 lb uplift at joint 2 and 1869 lb uplift at joint 12. 8)This fuss has been designed for a moving crated load of 200.Gb dead looted at all mid panels and at all panal points along the Bottom Chord,nonconcwmd with any other live lowda. LOAD CASE(S) Standard Jo Truss �TnMTWW IMBURGIA CONST.SERVICES 0102 1 OL12 V2 GABLE 2 1 Job Reference(opuonep BEST TRUSS CO.,MIM FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITsk Industries,lw.Thu Jan 2710:68:67 2011 Pagel 2.0.0 244 Scale-1:4A 1-2 2 1 2.0.0 244 LOADING(p" SPACING 2-0.0 CS1 DEFL In Ow) I/de l Ltd PLATES GRIP TCLL 30.0 Plates Increase 0.90 TC 0.00 Vert(LL) Na - Na 998 TCDL 16.0 Pit Metal hwrsm 0.90 BC 0.01 Vert(TL) We - nfa 998 BCLL OA Lumber Increase 0.90 VVe 0.00 HorzfM) 0.00 n1a nla SCOL 104 Rep Stress code FBC200l7/TP2W (Mob) Weight-6 Ib FT a 0°k LUMBER BRACING BOT CHORD 2 X 8 SYP No.2 BOT CHORD Rigid calling directly applied or 1040 oc bracing. REACTIONS #Wdw) 2=12/2.00 (min.0.140,1=121244 (min.01-8) Max Grev 2-24(LC 2),1a24(LC 2) FORCES Ob)-Mmd wm Compression0iodmum Tension BOT CHORD 1-2== NOTES 1)Gabe requires contlmoue bottom chord bearing.bottom dKm live_nonconcurrent_ other Ova lowls. 3 This btms has beery for a ThIstruss has bow designed fora lirroeir 0.0 g concentrated bad of 200.Olbb dead located at ndd panels and at a9 panel points along the Bottom Chard, rarnarxwrrerrt with any other Ihre loads. LOAD CASE(S) Standard Job Tnas TnseType Qh Ply IMBURGIA CONST.SERVICES 1OL12 V4 ROOF TRUSS 2 1 0103 Job Reference BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MiTek Indta<fries,Inc.Thu Jan 2710:00 2011 Page 1 2-0'0 4'0-0 r 2-" 2.0-0 3x4= Scale o 1:7.8 2 &W 12 3 29 1 1 4-" 4" Plate OHeats MY): 12:0-2 o rate] LOADING(pef) SPACING 2-0-0 CSI DEFL In (hoc) Udoil Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.22 Vert(LL) nla - Na 999 KM 244f190 TCDL 18.0 Lumber Ire 1.33 BC 0.00 Vwt(TL) We - n1a 999 BCLL OA Rep Stress Incr YES WS 0.00 Horz(iL) -0.02 3 nfa rVa BCDL 10.0 Code FBC2007/TP12007 (MeMx) Weight:6Ib FT 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Struchurel wood sheathing directly applied or 40-0 oc purOrs. BOT CHORD Rigid calling directly applied or 10.0-0 oc Ding. REACTIONS (Ib/size) 1=133/4-0-0 (m1m 0.8-2),3=133/40-0 (min.0-9.2) Max Upliftl¢231(LC 3),3=,.231(LC 3) FORCES (lb)-Mwdmum CompresslonlMmcinum Tern TOP CHORD 1-2x34171,24¢34171 NOTES 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-0;148mph(Seecond dps);TCDL=9.Opsi;BCDL=S.OpBP,h-1 61%Cat 0;Exp C;Kd 1.00;enclosed;C-C Extalor(2);Lumber DOL=1.33 plate grip DOL=1A0 3)Gable requires continuous bottom chord bearing. 4)Provide mechanical connection(by others)of truss to bowing plate capable of withstanding 231 ib upff t at joint 1 and 231 lb uplUt at joint 3. 6)This buss has been designed for a moving concentrated load of 200.Oib dead located at all mid panels and at all panel points along the Bottom Chord,nonco current with any other live loads. LOAD CASE(S) Standard Job Tnsa TnasType IMBURGIA CONST.SERVICES 0104 10L12 V4A ROOF TRUSS 2 1 Job Retererroe BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 MITsk IrAueVle%Inc.Thu Jan 2710:68:59 2011 Pagel 4.00 4.0-0 W n acme=t zs 2 3.80 N 24 4 3 2X4% 2X4 11 4'0'0 J 4-0-0 LOADING(pef) SPACING 2-0.0 CSI DEFL in (kw) Udefl L/d PLATES GRIP TCLL 30.0 Plates increase 1.00 TC 0.28 Vert(LL) n/a - Na 998 MT20 244/190 TCDL 15.0 Lurnberhim 1.33 BC 0.25 Vert(TL) nla - Na 989 BCLL OA Rep Stress Incr YES WB 0.00 Hor4M 0.00 n(a Na BCDL 10.0 Code FBC2007/TP12007 pod" WOW:11 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood shestifing directly applied or 44)-0 oa purllne, BOT CHORD 2 X 4 SYP No.2 oxcw and vertcels. WEBS 2 X 4 SYP No.3 BOT CHORD Raid calling directly applied or 1040 oc bracing. REACTIONS (ibdsixe) 1=15814-0-0 (min.0.148),3=15814.0.0 (min.0.140 Max Hos 1=144(L.0 3) Max Upl)ftl¢183(LC 3),3}225(LC 3) Max Grev 1-M(LC 5),3=271(L.0 0 FORCES (Ib)-Maximum Compregain n um Termdon TOP CHORD 1-2aS1/29,2-3¢1281242 BOT CHORD 1-4=00,"00 NOTES 1)Wind:ASCE 7-0;148mph(34econd gust);TCDL m9Apef;BCDL=B.Opat;io15tt;Cat.5;Exp C;Kd 1.00;closed;C-C Extedor(2);Lumber DOL=1.33 plate grip DOL=1.00 2)Gable requires continuous bottorn chord bearing. 3)This Ouse has been designed for a 10.0 poi bottom chord live load rvonconcurrent with any other live loads. 4)Provide nate**connection(by others)of toss to bearing Plate capable of withstanding 183 lb uplift at joint 1 and 225 Ib uplift at joint 3. 5)This tress has been dealgned for a movhg concentrated los!of 200.Gb dead located at at mid panels and at all panel points akmg the Bottorn Chord,nonconcurrent with any other Iive loads. LOAD CASE(S)Standard Job Tnws �TnsssTypir �Oty �IMSURGIACONST.SERVICES 1 OL1 2 V5 ROOF TRUSS 1 1 �' Job Refererm BEST TRUSS CO.,mum,FL.,BEST TRUSS CO. 7.230 s Apr 22 2010 WTek Indtaftie®,Inc.Thu Jan 2710:51:00 2011 Page 1 5.10-0 5.10-0 aceie=1:1x1 MO rets I1 2 3.eo 12 14 2-3 1 14 34 4 s 3 u 4X5 11 5.10-0 &10-0 Plate Offsets MY): [2:0.2-15 Edge],[3:15*A04A,[4,0340.2481 LOADING(pet) SPACING 2-0-0 CSI DEFL In (loc) Well L/d PLATES GRIP TCLL 30.0 Platen Increase 1.W TC 0.88 vert(LL) n1a - Ma 998 NM 249/190 TCDL 15.0 Lwnber Increase 1.33 BC 0.38 vert(TL) n/a - nla 999 NM8 171/147 BCL.L 0.0 Rep Stress Incr YES WB 0.00 Horz(M) -0.00 3 nla n/a BCDL 10.0 Code FMIXI/TP12007 (MM" Weigh:21 Ib FT a pyo LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Shwhual wood sll #ft directly applied or 5-10.0 oc puffl m, BOT CHORD 2 X 4 SYP No.2 eXtapt and verticals. WEBS 2 X 8 SYP No.2-Except' BOT CHORD RW calling directly applied or 1044 oc bracing. 24:2 X 4 8YP No.2 REACTIONS (Ib/dM) 45.10-0 (min.0.1-9),&6.10-0 (rMn.0.1-8) Max Horz 4=272(LC 3) Max UpII t4}325(LC 3),3x445(LC 3) Max Gray 4=336(LC 5),3Q338(LC 8) FORCES (Ib)-Maximum Com oMMmdm=Tendw TOP CHORD 1-4x250/432,1-2,243/147,2-x-211/404 BOT CHORD 4.5x271/172,35=-271/172 NOTES 1)Whtd:ASCE 7-W;148n"(3-second gust);TCDL=9.W,BCDL=G.W,t-104 CaL p;Exp C;Kd 1.00;enclosed,C-C Erdwlor(2);Lwnber DOL=1.33 plate grip DOL=1.00 2)All plates are MT20 plates unless otlrer Ass indicated. 3)Gable requires caWnwws bottom chord bearing. 4)This buss has been designed for a 10.0 pot bottom chord live load noraorxcu ant with any other live loads. 5)Provide mecfwrdcal connection(by otlrers)of treats to bearing plate moble of wMistancling 325 Ib uplift at Joint 4 and 445 lb uplift at Joint 3. 8)This trews has been dear for a moving concentrated load of 2W.0Ib dead located at all cold panels and at a0 panel pohrts Wong the Bottom Chord,noncon>current with any other live loads. LOAD CASE(S)Standard Job T►,u<s TrussTme �Qly �Ply �IIYIBURGIACONST.SERVICES 1 OL12 V5A ROOF TRUSS 1 1 0106 Job Reference(oplionall BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 222010 MI Tek 6Fdushies,Irx. Thu Jen 2710:87:012011 Page 1 -2440 6.10-0 2.4.0 5-10-0 8cde=1186 8x10 MI'I811 3 398 F12- 8 4X3 11 7 14 342 20 II 1 2-5 14 � 59 4 3.4= 4X5 11 6.10-0 6.10-0 PW9 Offsets(X,Y): [2:0-2-8,04421,13:0-2-16, [4:Edge,0381 LOADING 0" SPACING 2.00 CSI DEFL in (be) Udell Lid PLATES GRIP TCLL 30.0 Plates Increm 1.00 TC 0.93 Vert(LL) 0.01 1 rdr 120 MT20 244/190 TCDL 15.0 Lumber Imine 1.33 BC 0.37 Vert(TL) -0.05 1 Nr 90 MT15 171/147 BCLL OA Rep Stress Irar YES W(x�B�0.00 Hors(TL) -0.00 4 We nia BCDL 10.0 Code FBC2007/TPl2W7 lVAft) VVsight:29 Ib FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP Not TOP CHORD Mural-rood sheathing directly applied or 2-2-0 oc pudhmk BOT CHORD 2 X 4 SYP No.2 except and verucahL WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (IbWn) 5067815.10-0 (ndn.0145),4=28618.10-0 (min.01.8) Max Hors 5.408(LC 3) Max Up11(t8-4307(LC 3),4-379(LC 3) Max Grev 6=678(LC 1),4a322(LC 5) FORCES (Ib)-Maximum CornIxesslonffileximum Tension TOP CHORD 2-6-622/5 ,1-2 /82,2-7a-16400,7.8 14110,38x}54/18,34=-MWJ54 BOT CHORD 5-9-128FI01,49-1250101 NOTES 1)Wind:ASCE 7-08;1 ( gam);TCDLa9.0ps1;BCDL=6.0pst;ha151t;Cat.ll;Exp C;Kd 1.00;enclosed;C-C Exterior(2)-2-4.0 to 080,Interior(1)0."to 1-6.8,Exterior(2)1-6.6 to 6.84;Lumber DOL=1.33 plate grip DOL=1.00 2)All plates are MT20 plates unless otherwise Indicated. 3)Gable requires continues bottom chord bearing. 4)This tams has been designed for a 10.0 pot bottom chant live load nonce cunt t with arty other Itve loads. 5)Provide mechanical connection(by otliers)of truss to bearing plate capable of withstanding 807 Ib uplift at joint 5 and 379 Ib uplift at joint 4. 5)This truss has been designed for a moving concentrated load of 200.01b dead kxwted at all mid parols and at all parcel points along the Bottom Chord,rano current with any other live k=ls. LOAD CASE(S)Standard Job Tn= Truss Type ► Ply IMBURGIA CONST.SERVICES 0107 1 OL12 V6 ROOF TRUSS 2 1 - Job Rehr BEST TRUSS CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr n 2010 MITek industries,Inc. Thu Jan 2710:87:02 2011 Pape 1 eo-0 ' scatemt:tt.t 2W II 2 &50 t2 2e F .t 14 4 3 20 s 29411 800 LOADING(psQ SPACING 240-0 CSi DEFL in (kc) Udefl L/d PLATE13 GRIP TCLL 30.0 Plates Increase 1.00 TC 0.81 Vent(LL) n fa - n1a 988 MT20 244/190 TCDL 15.0 Lumber increase 1.33 BC 0.51 Vert(TL) Na - Na 988 BCLL 0.0 Rep Stress[nor YES WB 0.00 Hw4TL) 0.00 3 Na n1a BCOL 10.0 Code FBC2007/TPMW (Metria) Weight:18 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP Nc.2 TOP CHORD Structural wood d=Wng directly applied or S-"oo purlins, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid calling directly applied or 100.0 oc bracbrg. REACTIONS (ib✓dw) 140118.O0 (ndn.0.148),3 88/8.00 (min.0.148) Max Hat 1n240(LC 3) Max UpIMt1 (LC 3),3-WS(LC 3) Max Gray 1a321(LC 6),3=321(LC 8) FORCES (lb)-MadmwnCoiiqxessWnMmdmwnToftwm TOP CHORD 1-2w.13049,11-3w.217/404 BOT CHORD 1-4=VA 3.4=40 NOTES 1)Wind:ASCE 7-W;148mph(34gust);TCDL=9.0psf;BCDL=6ApeN WWI;Cat.II;Exp C;Kd 1A0;enclosed;C-C Exter"2);Lumber DOL=1.33 plate grip DOW.00 2)Gable requires continuous bottom chord bearhg. 3)This truss hes been designed for a 10.0 pet bottom chord We load noncormunla t with any other Ilve koft 4)Provide mechanical connection(by others)of trues to bearing plate capable of withstanding 308 Ib uplift at Joint 1 and 375 Ib uplift at joint 3. 5)This hum has been designed for a moving corxenbreted load of 200.O1b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S)Standard Jon Truss IMBURGIA CONST.SERVICES 0108 1OL12 V7 ROOF TRUSS 2 1 Job Rett (optional sur TRUSS CO„MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MITek hakwtrtes,Inc.Thu Jan 2710:87:03 2011 Pagel 4-" 8.0.0 4" 4" Sate=1A4b 3X4_ 3.80/2 2 1 3 1 14 4 2K4-;:; 2W a 8-0-0 J 8-0-0 Plate OHsds KID: 12:0-2-0,Edge] LOADING(psQ SPACING 2-0-0 CSI DEFI. in poc) 1/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1A0 TC US Vert(LL) Na - Na 998 MT 20 244!190 TCDL 15.0 Lumber Increase 1.33 BC 0J1 Vert{TL.) Na - Na 989 BCLL 0.0 Rep Stress Incr YES WB OAO Hor4M) -0.01 3 We n1a BCDL 10.0 Code FBC2W7/TPMW Waft) Weight:21 ib FT a 0% WPABER BRACING TOP CHORD 2 X 4 SYP No.2 TOPCHORD Structural mood sheathing directly applied or 8.0-0 oo purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 7-7-12 oc bracing. REACTIONS (lbWw) 1=32808.00-0 (min.0-14Q,30-32818-" (ntm o.14Q Adbx UpIMI-%V4(LC 3),U-384(LC 3) Max Grey 1a349(LC 7),3a349(LC 8) FORCES pb)-Mmdmum Compression1Mmdmum Tension TOP CHORD 1-2e4M768,24=44 9<!56 BOT CHORD 1.40-.851/480,S 40-.861/480 NOTES 1)Unbalanced roof live loads have been considered for tl8s design, 2)Vlllnd:ASCE 7-06;148mph(3-saeorM gust);TCDL-9. ,SCDL=9Apst;WWI;CaL 11;Exp C;Kd 1.00;enclosed;C-C Exteria(2);Lumber DOW.33 plate grip DOLa1.00 3)Gable requires continuous bottom chard bearing. 4)This truss las been designed for a 100 pot bollen chord live load nonconc urent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing Plate capable of wft mMmdng 384 lb uaift at joint 1 and 384 Ib up1Bt at joint& 8)This hues has been designed for a moving concentraW load of 2WAIb dead located at all mid panels and at all panel points along tire Bottom ChoM rronconaurent with any other live loads. LOAD CASE(S)Standard Jeb Truss Trues Type MY Ply IMBURGIA CONST.SERVICES 1 QL18 � VS GABLE 1 1 0109 Job Reterence BEST TRU88 CO.,MIAMI,FL.,BEST TRUSS CO. 7.230 s Apr 22 20M0 MlTek Itdustrles,ktc. Thu Jan 2710:87:04 2011 Page 1 Soo sao scale=tA4.8 20 n 3 2K4 11 3.80 12 2 3d 2-3 r-4 -E 9 8 8 7 4 2X4 5 2a4 II 2c4 11 5'0'0 8440 LOADING(per SPACING 2600 CSI DEFL in (loo) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.82 Vert(LL) n/a - n/a 989 KIM) 244/190 TCOL 180 Lumber increase 1.33 Be 0.38 Vert(TL) nfa - We 998 BCLL 0.0 Rep Stress Inor YES WB 0.24 Horz(TL) 0.00 n/a We BCDL 10.0 Code FBC2007frPMW7 (Metrix) Weight:27 Ib FT=0% LUMPBER BRACING OCHHORD 2 X 4 SYP No.2 TOP CHORD gyral wood sheathing directly applied or 860 oc purline, BOT CHORD 2 X 4 SYP No.2 Mwept end verdcats. WEBB 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10."oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib✓eize) 1-22?J5" (min.0.148),4}3818.0-0 (min.0.148),5=68818.0.0 (min.0.14Q Max Horz 1=317(LC 3) Max UpIHl1 a195(LC 3),4=-911(LC 4),5--735(LC 3) Max Grev 1=30M(LC 0)f 4=10"8),54(LC 1) FORCES (Ib)-MaximumCorriptessionfMaximumTension TOP CHORD 1-2--240/75,2-3¢58/14,340.WM BOT CHORD 1-8==,543=010,5.7=0,4-7=010 WEBS 2-5=464r/97 NOTES 1)Wind:ASCE 7-05;14 n(3-second gust);TCDL=9.Opsf;BCDL=G.Opsf;h=151t;Cat.II;Exp C;Kd 1.00;enclosed;C-C Exterlor(2);Lumber DOL=1.33 plate grip DOW.00 2)Gable requires continuous bottom chord bearing. load _ with any 4 This Provide nil c o n ecU (hum has bow designed forby10others)of trams to beating ate capable of withstanding 195 Ib uplift at joint 1,91 Ib uplift at joint 4 and 735 Ib uplift at joint 8. 5)This trues has been designed for a moving concentrated toad of 200.Oib dead located at all mid panels and at all panel points along the Bottom Chord,nontconcurtant with any other live loads LOAD CASE(S)Standard Job Trues Tnm Typo IMBURGIA CONST.SERVICES 1 OL12 V10 GABLE 1 1 0097 Job Reference loodonail BEST TRUSS CO„MIAMI,FL.,BEST TRUSS CO. 7.230 a Apr 22 2010 MiTek Industries,Inc. Thu Jan 2710:87:08 2011 Page 1 10.0-0 10-0-0 acme=tnao 3&911 3 3.80 V2 M11 2 7 3-4 6 25 1 tin Li 8 9 9 4 3N M 11 2%4 11 100-0 100-0 Plate O(fsels MY): [4:0140.1-01 LOADING(per SPACING 24-0 CSI DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plates Iraraeae 1.00 TC 0.35 Vert(LL) n1a - Na 999 MT20 244/190 TCDL 15.0 L wrdx r Increase 1.33 BC OAS Vart(TI.) n/a - we 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 4 We Na BCDL 10.0 Code FBC2W7/r1PI2W (Mab" Weight 341b FT a 0°k LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood slreffihirg directly applied or 8-0-0 oc purlins, BOT CHORD 2 X 4 SYP No.2 except and vertlrmis. WEBS 2 X 4 SYP No.3 BOT CHORD Rlgld calling dUecdy applied or S"oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS Q&stw) 1=225/10-0-0 (ndm 0141),4=149110.0-0 (min.0141),5=59711040 (min.0149 Max Horz 1=381(LC 3) Max UpllfH-1WIX 3),4=•19RLC 3),5}822(LC 3) Max Grev 1=302(LC 8),4=2MXLC 8),5=N7(LC 1) FORCES (Ib)-Maxinwm Co npreeelonIMaximum Tendon TOP CHORD 1-8-2547 0.7-23M,2-7-220/49 2-3=-M7,34=-127/Z21 BOT CHORD 148x-W42,5.8=•32/42,5-9--%W42,4.9=-=42 WL838 2 8=-0821838 NOTES 1)Wind:ASCE 7-05;148mph(349c and gust);TCDL=O.OPM;BCDL=B.W,,h=15ft;Cat.U;Exp C;Kd 1.00;closed;C-C F.xterkw(2)1.0.4 to 4.0.4,Intarior(1)4.04 to 5.7-5,Extwior(2)5.7-5 to 9.104;Lumber DOL=1.33 plate grip DOL=1.00 2)Gable requires condmwtm bottom chard bearing. 3)This miss has been designed for a 10.0 pet bottom chard live load nonconctrrent with any other On toads. 4)Provide mechrer"cannectlon(by others)of truss to bearing plate capable of witl>standi g 1581b uplift at joint 1,195 Ib uplift at joint 4 and 822 Ib uplift at joint 5. 5)This trans has been designed for a nw trg concenIrsted load of 200.0116 dead located at all mid panels and at all parol polnts Wang the Bottom Chard,nonconmurent with any other Ove loads. LOAD CASE(S)Shndard Job Teas Trues Type My 1`11/ IMBURGIA CONST.SERVICES 1 OL12 V11 ROOF TRUSS 2 1 0098 Job Retereme BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 22 2010 MRek Iralustrle%Ir e.Thu Jan 2710.67:07 2011 Pagel 8-" , 12-" 8.0-0 8.0.0 e�ed:tae 40 2 &50 t2 t 24 3 1 8 4 8 3x4 W 11 3x0 a 12.0-0 12.0-0 Plate Olfsats MY): [1:0.1-12,0.1-81[2:0.3.8,0-249,[3:0.1.12A-1-8] LOADING(pot) SPACING 2-0-0 CSI DEFL in (Ioc) Udell Lid PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.47 Vert(LL) We - We 999 MT20 244fI90 TCDL 16.0 Lumber Increase 1.33 BC 0.38 VetKN We - We 999 BCLL OA Rep Stress Incr YES WB 0.20 Horc(TL) 0.00 3 n/a We BCDL 10.0 CodeFBC2007/TPMW (Mab" WOW:35 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 104)0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Iblstze) 1=2214/1240-0 (min.0.148),3=214112.0-0 (min.0.1.4,4=888112-0-0 (min.0.140 Max UpWH -227(LC 3),3}227(LC 3),4--887(LC 3) Max Grev 1=288(LC 8),3=2911"10),4-M(LC 1) FORCES (Ib)-Mmdnwm Terudon OP CHORD 1-2 ,2- BOT CHORD 1-5m1W,44=*V,440127,34m6W WEBS 2-4=4981847 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Whit:ASCE 7-0;148mWr(3-eecond gum;TCDL=ILW,BCDLFBApst;Im16f;Cat 11;Exp C;Kd 1.00,enclosed;C-C E3terior(2);Lumber DOL=1.33 plate grip DOL=1.00 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 pot bottom chord live kart rarconcurrent with any other live to ls. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 227 Ib uplift at joint 1,227 Ib uplift at joint 3 and 867 Ib uplI t at john 4. 4 This truss las been designed for a moving concentrated loath of 200.Gb dead located at a9 mid panels and at all panel points Wong the Bottom Chord,nonconcurrent with any other live loads. LOAD CASE(S)Standard Job Tares TnresType Mr IMBURGIA CONST.SERVICES 0019 1 OL12 V12 ROOF TRUSS 1 1 Job Ralerenoa BEST TRUSS CO„MIAMI,H-BEST TRUSS CO. 7.230 s Apr 22 2010 MTTWc Inds ,Inc.Thu Jan 2710:87:082011 Pagel 12-0-0 12-0-0 - - - acme a 1:19.9 4x5 II 3 7 3.50 12 20 11 2 3d 8 23 1 4 9 9 9 4 3x4 20 II 4x9 II 12.0-0 12.0-0 Plate Offsets MY): 14:Edge,0-34Q LOADING{(psfl SPACING 24-0 CSI DEFL in (be) Well Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.74 VWrt(LL) We - Na 898 KM 244/190 TCDL 18.0 Lumber Increase 1.33 BC 0.40 Vert(TL) nfa - Na 989 BCLL OA Rep Stress Inor YES WB 0.18 Hoz(TL) 0.00 4 n1a Na BCDL 10.0 Code FBC2007/TPI2007 (Melt) Weight:41 lb FT 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural Wood sheathing directly applied or 8.0.0 oc puriln e, BOT CHORD 2 X 4 SYP No.2 except and verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid calling directly applied or 1000 oc bradng. OTHERS 2 X 4 SYP No.3 REACTIONS (IWsms) 1124-0 (min.0-1-8),4028011240.0 (min.0.148),8=887/12-0-0 (mim.0-1.41) Max Hoz 14MLC 3) Max UpUM-137(LC 3),4-M"3),8-884(LC 3) Max Gray 1-302(LC 8),4=3Y7(LC 8),I3=887(LC 1) FORCES (Ib)-Mandmum CoinpressionfMaxin u, Tendon TOP CHORD 1.8}2480,2-8}22418,2 7¢18410,3.7¢78-0,3 223/322 BOT CHORD 141m.71/75,54W.71/75,5.9-.71/75,"?--71/75 WEBS 2-5=-01A= NOTES 1)W1nd:ASCE 7-05;148mph(3-second gam);TCDL=9.0pal;BCDL=&0p9f;im18ft;Cat.II;Exp C;Kd 1.00;enclosed;C-C Exterior(2)1.0-4 to 444,Interior(1)440.4 to 8.10.4,Exterior(2)8.10.4 to 11.10.4;Lumber DOL=1.33 plate grip DOL=1.00 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 pet bottom chord live loaf!-gent with any other IIw laada 4)Provide mechanical connection(by others)of truss to bearing plate a of X8137 lb uplift at Joint 1,293 lb uplift at joint 4 and 884 ib uplift at Joint 8. 8)This tams has been designed for a moving concentrated load of 200.ob dead located at all mld panals and at all penal points Wong the Bottom Choc,nonconcurrent with any other live loads. LOAD CASE(S)Standard Job Truss TnwsType My Ply IMBURGIA CONST.SERVICES 1 OL12 V13 ROOF TRUSS 1 1 0100 Job Rd, mos BEST TRUSS CO.,MIAMI,Fl.-BEST TRUSS CO. 7.230 s Apr 22 2010 MITek Industries,Imo.Thu Jan 2710:57:09 2011 Page 1 1388 134$ acmeotaao 416 II 3.66 12 4 9 3fc4 34 3 2[4 I I a as e a7 1 1.6 Li5 6 10 7 6 11 5 3x 20 II 3X4= W 11 138$ 138.8 - - Piate Offsets(X,Y): [5:Edge,0.3.8) LOADING(per SPACING 2-0-0 CSI DEFL in (loo) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.82 Vert(LL) n(a - We 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 SC 0.52 Vert(TL) mla - n1a 998 BCLL 0.0 Rep Stress I= YES WB 0.20 Hoz(TL) 0.00 5 We Na BCDL 10.0 Code FBC2007/TP12W (Matrix) Weight:47 lb FT=0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc pu►fhus, BOT CHORD 2 X 4 SYP No.2 6XC6%end Verticals. WEBS 2 X 4 SYP No.3 BOT CHORD R191d ceiling directly applied or 10.0-0 oc broolm OTHERS 2 X 4 SYP No.3 REACTIONS Of") 5=28311388 (min.4140),1=297/138.8 (min.0440),7=8"113-6-8 (min.4140) Max Horz 1=414(LC 3) Max Up1[ft8¢284(LC 3),1-178(LC 3),7=-807(LC 3) Max Grev 5=315(LC 8),1=33 "8),7-811(LC 1) FORCES pb)-Maximum Compression#Amdmum Twmlol TOP CHORD 141e$81/0,2- 288144,2-3=.13410,3.9---WA 4-9 80114,4 S=. BOT CHORD 1-10=-48188,7-10}45/58,8.7w48158,8.11w4SI58,5.11=-08158 WEBS 2-7= 49 NOTES 1)Wbxl:ASCE 7-05;148mph(3qmxmW gust);TCDL=9.Opof;BCDL=B.Opol,h=15th Cat.ll;Exp C;Kd 1.00;Nosed;C-C Exteufor(2)14.4 to 440.4,Intolor(1)4.44 to 104-12,Extw"2)104-12 to 13.4-12;Lumber DOL=1.33 plate grip DOL=1.00 2)Gable requires continuous bottom chord boring. 3)This truss has boor designed for a 10.0 put bottom chord live load no rent with any other live loads. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 284 Ib upiHt at Joint 5,178 Ib uplift at Joint 1 and 807 Ib uplift at joint 7. 5)This trams has been designed for a m wWng concentrated lord of 20MOlb dead located at all mid panels and at all panel Points along the Bottom Chord,nonconourrent with any other live loads. LOAD CASE(S)Standard Job Truss �TnwsTyw Cy Ply IMBURGIA CONST.SERVICES 0101 1 OL12 V15 ROOF TRUSS 2 1 Job Refer BEST TRUSS CO.,MIAMI,FL,BEST TRUSS CO. 7.230 s Apr 2x2010 MITek Industries,Inc.Thu Jan 2710:57:10 2011 Page 1 8.0.0 18-0-0 S." 8.0-0 9CWee1:25.2 MO rrnml= 2 Geo 12 0 s 1 e 2-a 1 3 3«9 s 4 10 3xs W= 18-0-0 180-0 Plate Offsets(YY): 4.0.3-0,043-01 LOADING(psf) SPACING 2-0-0 CS! DEFL In (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plates Inoue 1.00 TC 0.88 Vert(LL) n1W - n1a 990 MT20 244/180 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vert(IL) We - We 998 MT18H 2441190 BCLL 0.0 Rep Stress[nor NO WB 0.23 HwATL) 0.00 3 We We BCDL 10.0 Code FBC2w?rn 12007 (Matrix) Weight:48 lb FT a 0% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Stratum!wood sheathing directly applied or 80-0 oc purlins BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid calling directly applied or 104W oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS QbWn) 1=8/180-0 (min.0.1-13),3=29 180-0 (min.0.1-13),4 371180.0 (mM.0.1-13) Max UpIUM-273(LC 3),3¢273(LC 3),4-787(LC 3) Max Gray 1-335(LC 8),3-335(LC 10),4=937(LC 1) FORCES (Ib)-Mardmum CornpreseloVMwdmum Teslon TOP CHORD 14i=.116M,541=-M91,2-8}9/111,2-709/111,7-8=-39191,348}115f91 BOT CHORD 1-9=W^49=QW,4.10 ,3-10=39 WEBS 2-479 NOTES 1)Unbalanced root live loads have been considered for this design. Exteri�1E-0-4 to 4.0.4,I 7-M;146mph(nterior(1)�5-0-0,F�rior( 5"to8�60,I terlor(1)CRL 11 ).0 toExp C;111 1142;LumIxw DOL=1.33 plate grip DOW-00 3)All plates are MT20 plates unless otherwise indicated. 4)Gable requires continuous bottom chard bearing. 5)This truss has been designed for a 10.0 poi bottom chord live load nmaoraurreft with any other On loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of ung 273 Ib uplift at joint 1,273 Ib uplift at joint 3 and 787 lb uplift at joint 4. 7)This buss has been designed for a moving concentrated load of 200.0Ib dead located at a0 mid panels arta at all panel points Wong the Bottom Chord,nonconcurrent with wry other On loads LOAD CASE(S)Staniland } MA)aMUM OVERHANGS a MIA%. 3 �Itz LEOOE1t 3mTEO TO THE TIE BEAM tett am NO et OMITTtO !'SDR D.N. = %49 OVERHAND WITHOUT ItETLM OVERHAND WITH RETUMN GRACE OF 18 PSR SOFFIT 2 PW 90FPI1 LLMM 2x4 2lNt 2x4 Na210 18 5r 2-8-3 3-RI-li 3-6.3 4-2-9 162 a sr 2-8-15 4-0-11 Z-a•4 4-4-11 NOW a or 3-0-2 4-4-7 4-8-13 gave to sr 3-8-2 4-" 4.6.11 Nal 30 Sr 3-1-11 4-7-6 3-" 4.9.15 Nao 10 Sr 3-3.0 4-0-18 3-t-8 4.10.15 xm 0 Sr 3-9-4 s-OQ 4.9.13 so t0 9r 34-0 5-1-6 440.18 oars t0 x 31-1 s-?-G �Z-� :• -is " JOSE MARTINEZ, P.E. PLAT ea ST I CREAINC e�._.._.,w Consulting Engineer CMUStruetural ptnTE sTREss i� ,ao . WIND DFAGN VELD ry 149NI"- 24 E. 5th Street Hialeah, FL 330 t6'—� -9— A-owa►AXAM Phone(305) �' •'r ;� Tc 2s4 rat 19V ITC' 30 A �l a.a Z X 4 rat roar sortTar o ro (Florida P.E., vwe. 114 ra a roar u O.C. y ,:•�n; '�"`' bae� APPFIOM 1 � F Y Shot vm*nm OWN" e. V - OP CORNER SET Y.WMW COFIMM JAM COMMON JACK tTYP.) r-0'1ACK8 TOP CORD CONNECTION: Comer Jacks-USP-WK+P S PARTIAL ROOF LAYOUT T-0"JACKS-USP-W MP3 5'40"JACKS-(2) 8d NAILStACCOMING (GN TO NArONAL OeSSPEC., 3'-0"JACKS-(2) 8d NAILS FOR GROUP p SPwzS(S.v.P.): V-0"JACKS-(2) 8d NAILS 2 9d COMMON"ALS''S ib.(SrAW toe COMMON MALS-94 Ib.(Shpt) 1 Min.P= 1.4 (� LAP HANCWRS 099M'LOAM Max. P=6.5 I Co 70 MAN sua caro coos cower w(ce ONTROL orv(saft 0T7 HURRICANE CLIP•705 0.tUFGa100%w4ag sw-i 7NOA No.07.O700 f0 CLPBF aurrERFLr HANGER-767 411170*(Up4t00x5ca.nva(d)w(j s;6d NOA N0.0-0205 07 2x6571-.EFL SKHMUR-070lb-OW 0.(UPW004b50*W"d)W(l2)10d NOA WO-1-021420 n- "AX 3 x K4260975 ut=W sf.(U 100^A80aa(ward)Wfnllad NOA No 07-0114 20 3 JACK Sin BOTTOM CORD CONNECTION: Comer Jacks-SKH26LMH4C 6 UPLIFT(100%) 3856. 365 lb. Sas 5,. 36M 365 u,. r�Max T4"JACKS- USP(4 MPS R"(125%) 365 w. 366 m. 365 lb. 5,. 5'-W JACKS-(2) 8d NAILS S.CtNoWl r 3'-W JACKS-(2) 8d NAILS UPUFT(100%) a70(br19751b. 3070. rads naft nags 1'-W JACKS-(2) 8d NAILS ROOF(125%) 9Wlb-i3000 b. 11706 na0s na(M nada COMMON JACKS a3 . JOSE MARTINEZ, P.E. :RO 10f F N HAS UPLIFT A BEARING EG FOR'46 LIPH'MNO LOAD. niAll HT. 10 FT MA)c COnSU4t(ng Engineer CiviUStn�tural ROV(CE FOR LPUFT AT BfAFitNG/PALL CCNNECTr-,%S 926 Rk uMSER STRESS INCREASE: 172 P'.axLsTstIfs!ft 'aaL, 24 ACNa=-0:)C HE.)3cs vo2 .i %LCRIDA3L;LC."X3 TF,� A-0PCOU 1004a= - + "162Seos 2.4 No 7 !4 SP j SPAC.NG .tf'.,t • , t* s 'r. .!6 trams t'2r9OF Calc.aCk Naas•Stan Bwbm(Aug 01 04)att ::rest:atk Mads 1 i ' STAWARpn R VALLEY bETA- 2x3 (typ) See note (a 4x4 v Strop O Or O.C. as nate (c) blow 3 sea (tip)' sxa ,a, (typ) Supportinq trustee at 2'-0' oc. max JL NOTES: ver>taaaet (a) Provide'combo ous brwkq on vertiodt vsuaar A►' am 0'-3r. Connect bracing to verticab W/2—$d nait and broob must be tied to a fb d pel ht at each and, (b) Meer: spooNg for vrrt d studs- S'—C' PARV& ROOF LAYOUT an uv - Wft spataf over 24'-0' the vertasai *dWld be spas*at 6'—O' " max. (a) 0M fer wind Wft a/ min. 1 1/4'. W gd• tarts!.strap at 4'-0' intvvab w/4r 10d na8a eask side of strop. 12 ! Mahe 1.44 mph wind. gwad. y 94"rting Truss Q 4 to 7 VMW trupts at 2'-0' o.o. max. t+ioolee�enood+�+bim0► ' tieemt/Mirriosr� 8' wedge noW to/trunw/l—ad toe pals "WMpWftdDaOKlbr or bevel cut bottom chard of valley truss. >oo3stevtnt ,.a�swcNeascfoN went»+ aAoraoroNsroNwoeooNsveca wraeet u 1.33E.,. sac 'w�ts•»eras.., JOSE MARTINEZ orsiZ PP.0+moohswcNNsas•saa Consulting Engineer, 24 E. 5th Street -I JL nahehnMMAW 10 OW Ta. 2x4 Nat 36 is 000t3aa< �ti`''' ta. 2x4 Nat 08P 9WWW s to 3x1 Ns.B Nel 1110 IkWOAL is/ •, � rK. rtf' rIN NMIMc ala oNw pas.• . t STANDARD LATERAL WES BRACING TRUSSES O 24' O.C. TW. T 1x4 or 2x3 LAIERAL 9RACE PER TRUSS DESltiltl VAIN 2-104 NABS PER SW FOR FORCES UP TO 4600 ft FORCES IN US 03 OF 4s. REOUOES KTTEIL NOTES PROVI� X—BRACM AT 20'—O' INTERVALS FOR WES FORCES UP TO 2300 Os. AND, AT /O'—O' FOR • FORCE OREATER THAN 2309 lbs. ENO OF ORACM MEM. RPOIN FIXED o LATERAL BRACING DETAIL oN THIS OETAp.. ALT. LATERAL BRACING DETAIL �- TRUSSES O 24' am TIM. os o • as T-BRACIIE SAMR=A 11I AA VV= N0M • OBRACK F � K•907i THE LEN01H %1 2X411 110 OCTAL 15 TO 6'E USED AS AN 2d 129d FOR CownNuous LATERAL (ACCORINGTO NATKNAL 0681M ' JOSE MARTINEZ, P.E. FOR GROUP a SPS(e r.pp ;6doo00MWM�:10% Consulting Engineer CMUStruatural 24 E. 5th Stns,...•=;+;r;; �... A oRw�ewLawo Hialeah, Fl. TQ ro SEPARATE ran 000E�4, Phone(308) aorror as °`"°• (Florida P.R: Maa SPACM*WO.Q :ST. F ��..,;..•".� 1 . de Nieto:Sw LA"1Mob SIMV(Nov 204)4* PRODUCT DIMENSION FASTENERS ALLOWABLE LOADS GENERAL NOTESi CODE GAUGE DOWN UPLIFT (160%) W H D A HEADER JOIST L sTEa. SNM.L coWOaN Ta AS1N A6D3, stpuMaL cmc 33.UM MID A M803MM 6ALVmcm COIATm W 6-m H 26 12 -5—T/8 3 5/8 3 1/41 3/ (16) 16d C12) lOd 2020 1975 u Hatt >r rnas DaEss N°�cs HJC28 12 5 7/8 6 3/4 3 1/41 3/ T LOAes � mm VC11smo 21 A sxoRT TOM D1MtRTm1 FIIC70! 609 FDR WDO Lon Comw= 4. At1DW1ZE DIDAO LDADS ANE t0 OCKNM itt am Tm L PUBLISHED LOAD IS FOR DEGREES AND OF HIP AT 45 DEGAND JACK AT 90 DEGREES MMINE L DI amt FACT06 Mm 2: MD=JM HEAM THICM= SHALL BE 2 DrCM FOR 16D NAILS. ?� �MOM 3 ALLOWABLE DOWN LOAD LISTED IS AT 1002 UMATE N OF LOAD, ACCOVAtd[ ASTti am • f. LtABERt n 31111"m PDE Kc TYpX& NX WTALLATM DIMENSION FASTENERS ALLOWABLE LOADS PRODUCT W H D A HEADER k(2) 10d oD:NUPLIFT (1w.) 4 1 1 /1 i/ 1--3/4 1 (4) 10d N/A JUS26 18 1 9/16 4 13/16 1 3/4 1 JUS28 18 1 9/16 6 11/16 1 3/4 1ffilAD&- C4) 10d 1240 11fin =s:1!s�r�atahi+�p JUS210 18 1 9/16 7 13/16 1 4 1 (4) 10d 1 t42a 1 Ilin1' •'`;�:iCc ► 1:c%!j?.Jett Rtn L Specified ,Joest naft shall be lolled at 30 to 45 degrees horbssltally such that they penetrate through the and of the lolst and Into the header. 2. Mbdew header thklawss shall be 1 X3//4 Inches for 10d nags. 3. Allona!" DOWN load listed Is at 100K Duration of load 6" - f+odaatCN 4. Uplift Load Med as N/A had uplift capacity less than the required 700 pouvW& UNITED STEEL PRODUCTS COMPANY M MM WV%MOM,RL 509 MM cion 364--7333 ' FACE MOUNT JOIST 40 HANGER DATEM 0� Or2/07/07 RODERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 SHX.xLs 1 TOF 2 DRAWING # i MD0207L!m!DJE T1fPD:AL..AJB Dit:TALLATIdi r t M IAM MUMIr DA0E COUNTY,FLORIDA BUILDING CODE xCB OFFYCE(BMEMO-D��FLAG=BUIIDING CCO) 140 WaT FLAGLBR sTBEET,sUPPE 1107 PRODUCT COrPPROI.DIVISION MIAMI,FLORIDA 33130.1563 0"373-2901 FAX(305)375-2908 NOTICE OF ACCEPTANCE(NOA) www, ildi� nelar►nlirp••••••• United Steel Products Company. 14305 S�roa Drive#200. BurmsvW MN&XW SCGPE-o This NOA is being issued under the applicable rules and regulations governing the use of conduction materials.The documentation submitted has been reviewed by h iami Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)to be used in Maori Dade County and other areas where allowed by the Authority Having Jurisdiction(Alu). This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Division(1n Miami Dade County)and/or fire AHI(in areas other than Miami Dade County)reserve the rrglt to have this product or material tested for quality assurance purposes.if this product or material fails to perform in the accepted maimer, the manufacturer will incur the expense of such testing and the Audi may immediately revoke, modify,or suspend the use of such product or material within their jurisdiction.BCPRC reserves the right to revoke this acceptance,if it is determined by Munn-Dade county productControl 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 tiro High velocity Huiricane Zone, DESCRIPnON:JL,JUS,SRH do 1sco, - APPROVAL DOCUMENT:Drawing NO.MUOMO7,titled"Face MOunt Joist Hanger"prepared by United Steal Products Company,sheets 1 and 2 of 2,dated 02107/07,with no revisions,signed and sealed by Robert W. Lutz,P.E.,bearing the Miami Dade County Product Control Renewal stamp with the Notice of Acceptance number and Fon date by the Miami Dade County Product Control Division. MISSUZ IMPACT RATING:Now LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state and f0110wing statement: "MiamiDade County Product Control Approved or MDCPCA",unless o&erwrise noted RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building c c&nqphvely affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if tliere has been a revision or change in the materials,use,811WOr manufacture of the product or process.Disuse 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 wrmination and removal of NO& ADV=7UENIENT: The NOA number preceded by the Wks MiamiDade County,Florida,ad 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 manuuhwtuuua;or its distributors and shall be available for inspection at the job site at the request of the Building official. This NOA renews NOA#06.0601.03 and consists of the page 1,evidence page E-1,as well as approval document mentioned above. The submitted documentation.was reviewed by Carlos K Utrers,P.E. a NOA No:07-0214.20 Fxph*Wn Date: June 04,2011 Approval Date: May 31,2WI Page 1 DIMENSION FASTENERS ALLOWABLE LOADS PRODUCT GAUGE CODE WH D A HEADER JOIST DOWN UPLIFT 0160%) SKH26 16 1 9/16 5 1/4 1 /81-3716—(6) 16d (6) lOd x 1 1/2 900 070 1. Miter cut required on end of ,joist to achieve allowable loads. GENERAL NOTES 2. Minimumheader thickness shall be 2 Inches for 16d nails. L �- SHALL Cam M M ASTM AM STMCTURAL MW 32, u°." AND A MDII W GALVNU= CMTM W a-9a 3. Allowable DOWN load listed is at 100% Duration of toad. a rASTMM ME MOM Wm Nms mms arron se I3Tm 4, SKH26 Is skewed Right and Left. 2 ALL N""LPUFT LOADS NAVE XM LA SMRT TOMgh mmTm rACTam Ir = ram VINO Uma CDIO T= 4- M.UWA=WWN LOADS AAE NO =REAM BY SMI TERN TDMAK IUD M THE MMAL MM F M VMe CQaIMTM NM EUrrM I 91 ACCT R M Z WnH ASTM M76L 4 LIM" SPECIES M SmjTm N PNE • • � • • M V SXH06L TYWAL IkHltGL 1NSTALI,ATM i PRODUCT DIMENSION FASTENERS ALLOWABLE LOADS CODE GAUGE DOWN UPLIFT (160%5- W H D A HEADER JOIST / ( ) 10d C ) Od x 1 1/2 90 N/A Vftt*j&wja JI-26 20 4 3/4 1 1/2 /1 20— Ace-.a;Cc�A .A,x:�.::��; JL28 20 1 9/16 6 3/8 1 1/215/16 JL210 20 1 9/16 8 1/4 / 15/16 (8) 8d x 1 1/2 1, Minima header thkiawss shalt be 1 3/4 biches for 10d n its and 2 Vodma for 16d na0s, n: lit 2. Attorable DOMN toad Usted Is at I= Duratbn of•load 3. UptWt Load lusted as N/A had uplift capacity less than the required 700 pouarods. UNITED STEEL PRODUCTS COMPANY 103 RISERS DRIVE, 11139MY, K 55069 PHmE mm 364-7333 NAME, FACE MOUNT JOIST FLORIDA REG. NO. 55409 • • HANGER �t DATE, C-2 ROBERT W. LUTZ �/07tG7 PROFESSIONAL ENGINEER (STRUCTURAL) 4TYPICAL .A.E6-P INSTALLATIDi V "1 SHEET& -2 2 OF 2 DRAWING # 1 MD0207 MDADE M 1 A M W IMAMI-DADE COUNTY,FLORIDA ® METRO-DARE FLAGLER BUILDING BUILDING CODE COMPLIANCB OFFICE(BCCO) 148 WEST FLAGLIIR STREET,SUITE 1107 PRODUCT CONTROL DIMION MIAMI,FLORIDA 33130-1563 OOM 375-2901 FAX(385)375--VW NOTICE OF ACCEPTANCE(NOA) www.buildingcodeoafte.com United Sled Pradacfs Cowpony. 14305 Sout6eross;Drive#200. Burnsville,MN WM SCOPE:This NOA is being issued under the applicable cines aid regulations governing the use of congruction materials.The docurientation submitted has been reviewed by Mom Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)to be used in Mani Die County and other antes where allowed by the Authority Having Jurisdiction(AIM This NOA shall not be vAd after the expiration date stated below. Tle Miami-Dade County Product Control Division(In Komi Dade County) an door the AHI(in areas other than Miami Dace 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 AHI may immediately revoke,modify,or suspend the use of such product or material within their jurisdiction.BCPRC reserves the right to revoke,this acceptance,if it is deed 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 de Florida Building Code including the High velocity Hurricane Zane. DESCRIPTION:JL,JUS„Slll33 di HJC Joist Hangers. APPROVAL DOCUNDudgT:Drawing No.MDM,titled"Face Nina Joist Hanger"prepared by United Steel Products Company,sheets 1 and 2 of 2,dated OZfO'TIM,with no revisions,signed and sealed by Robert W. Lutz,P.E.,bearing the Miami Dade County Product Control Renewal stamp with the Notice of Acceptance numbw and Expitation daft by the Mrami-Daae County Product Contra Division. MmSILE IMPACT RATING:Now LABELING:Each unit shall bear a permanent label with the main ict revs name or logo,city,state and following statement: "Miami-Dade Comity Product Control Approved or MDCPCA-,unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application bas 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 expinUion date or if there has been a revision or change in the materials,use,and1d1r manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shell automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERT5MVIENT: 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 potion 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., 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#06.0601.03 and consists of this page 1,evidence page E-1,as well as approval document mentioned above. The submitted documentation was reviewed by Cauca AL Utsera,p.E. NOA No:07-0214.20MW . ExpLation Dates June 04,2011 Approval Date: May 31,2007 Page 1 1 1 GENERAL NOTES NOTES GENERA ES momirmmcw4m omonI=um t1Fus4ee We Ad mbtlped In any way to I=bum no estdnn murales de nirgun mob qua mew PARA LEYAIRAR PAtZ11@7ES DE TRUSSES. qq�tee fru�ekpmetty at IoCDipn oft lateral klu ue 191- I o lower de restrkdbnWOW ®Ww"I Dont oveuaad the cram. r�trand and t agottld treeing.Folarr the Y its the las WA, iAdvatendai Ira sobrecargue to gruel tux hatldlrng, g and deno teWaddr4 PR-11i Y M,knb tempael de Ne Mary rasbeUtliq)end(xaWlg d trusses. las trusses.Vea el NoNoBCS cads de Btrene Phli tka Ne vert lift a groin of ver use banding alone bxBto m oft oft a a tAuvdlo banded bundles itefer m Guide en Goon l>reeNae for Thttsss da Madera C, cah Planar de Mr5a " Nunce use S610 los empaques para levantar un pag1eebe. mawx+•for pare bdomladdn mfrs detalada No levmrte un grupo de paqueles empaqumuldos rtrora tedlydtlnnq i.' LosdSuujosdedlseilode SftteaesptedW 11 IRS trtdividuairnuantes. '. Desi Dub maY VS*WNW of ode nesModdn ldleal p o reftow r'7(A single INt point may be�l for bundles _t8i91a!rgsf t or rein for eIbsndentim I delibm elahoJor�rteal lJ with trusses up to 45. (rdhBduel tr—= 1nZibe-t Rte'tip the AM- BCSLM–RedrieddadArdastre P numm.a de ouerlas Two p ft tints may be used for bundles with ® Warning)Do not over load supporting 03 ermanatit trusses up to fi0structure with truss bundle. B9 t A VlbtbL ++ fa more recto de los diseffas de ania�pemanevdes son Is Use at least 3 8tt points for bundles with ill No sobrecargue la estrudur, Hdmnrletlott All other penrtanaft brad+g design resprnsebIDded del Disefledor del Effift trusses greater than 60: apoyada col d paquete de trusses. R the respxislibililly of the D Puede user un solo lager de levantar para paquetes de trusses haste 45 pies. Q Place thus bundles in stable position. ®The conse*—of i"'opWWft erect-racingcanresult user er dos pintos de levantar para � de trusses en una posiddn �histalift mo In a of the Ouch e,or worse,serer paquetes hasty 60 pies. P alanY a,death use por lo menos fres puntuu de levantar para paquetes mos de 60 pies. El resubdo do un"moo,leverowntjerft, INSTALLATION OF SINGLE TRUSSES BY HAND IrhstelK1 n,restri ddri y eras b Immrrecto puede ser la u>alila de la estructure o aur peor,herdos o INSTALA06N DE TRUSSES INDMDUALES POR LA MAW muertos. `c 0 muses 2(Y Trusses 30'or `` or less,sup less,support at ® Banding and truss plain have dtarp edges.War port at peak � quarter Points. gloves wharf hmx%V and safty glasses when ratting g. �pfco los to a autos Empagtes Y puts de metal tlorten bordes trusses de --- -- de tramo los aflledos Elaine guantbss y protectrres taaavdo mends.20 pies o I f f I press oo mens. Trusses pasta pies cotta los empaques HOISTING OF SINGLE TRUSSES=LEVANTAMIENTO DE TRUSSES INDMDUALI HANDLING — MANEJ Q Hold le ch and theposition fastened to the equipment until top chord temporary lateral restraint ®Avg lateral bending.—&Ile la flexidrt lateral. ® Use�ei care In Wice gakt8d0 Sostenga cads truss en posld6n con equipo de grSa haste que IS mgdcc&lateral temporal de le windy watlter or especial en dies cuerda superior este irutalado y el thus este asegurado en los soportes. n power lines ventosos o cerce de and airports. cables eldctricos o de ®vVer'"t Using a single pick-pdnt at the peak aeropuertos. cart da the truss. damage B utto de un solo lugar en el levantar hater daft at truss. �Para Puede Spreader bar for truss HOW=RECONNENDATIONS FOR SUMLE TRUSSIS SW or lees The cattbattor is responsible for properly RECOMENDACIONES PARA UVANTAR TRUE recdvbr9,unloading and ambig the trusses a 0 INDMWIALES at the)cabaft d contrabda Dene In raponseWBdad de a Use proper rig- Use equipo apropiado buss ,e redbir,descargar y almatenar adect ging and hoisting para levantar a Taeidre Tatessss uv To 30, mente los trusses en to obra. equipment. improviser. TRtasSas HWA oro PUS—� }'I Tem.. .r'� Attach Loon Spreaaerbar 10'o.a T� II Spreader bar 12 to above a t rrhex. -- vs hums length --� ratussauwroea —.. ,"'�I 1'iS�"I ;!f' mtusss twsra eo prss t apreedo'b oo T hone If trusses are to be stored horfm tally,place ss fPro arra oven dT blocking of sufficient height berehO the TRUSS"WWA Y SOM Gopm stack of busses at8 to I(Yancenter. Do not store Noalimacere RESTRAINT& BRACING m Far trusses Ow more tone week, unbraced burdes v rte Ws TEMPORARY cover bundlea prevent moisture gain but t toAwl s"ei0m RESTRICCION Y ARRIOSTRE TEMPORAL allow for ventlladon. Refer to�dP,to Goad Pradtoe far ®Refer to acs-W Summary Sthed–Tries mpma **+ Top Chad Tstlporar s++ for more infarnt t. Lamnal Restraint of Metal Plate for more d+ 2hrmaDtted Nt perlidning to Ya el resuren BCSI-B2-Ir>MWgC vt de 2x4 mh handling and jobSibe storage of busses. +++ para mils bhfarmact6n. Sl los trusses estanin guardados horizon- f'7l Locate ground braces for first truss directly in talmente,page blot:eardo de aitura LTJ line with all rows of top chord temporary let- suf dente deb3s de la PNS de las trusses a 8 eras restraint(see table in the next column). X90° haste 10 Iles en el cerhtro. Do not store an No ebtl80enle an Coloque Ica arrlostres de Berra para el primer Para trusses guardados por m>£s de una G uneven gromd. tiara des>ltusl truss direr amente en Ifnea ern cads una de Brace Ifirst buss Sehrhana,c ubra los paquetes para prevenlr las flies de resWaJ6n lateral temporal de IS 4 ssq�y before aumento de humeded pero permits verhti- cuerda superior(va la table en IS pr6xima erection of addftlate lad6n. h columna). trusses. Vea el fofieto%5I Gula de Buena Pry o Do not walk on tunbraced p=of Maneto.Instal ResUlod6n y Ar- trusses. riostre de los busses de Madera Conte con Places do +++para Wmnaddn mus O No amine en trusses detallada sobre el n wwjo y almacenado de sueltos. los truussssea 8raad4 -- STEPS TO SETTING TRUSSES: RESTRAIRT R BRACDiG FOR 3x2 AND axe PARALLEL CLLORD TRS LAS MEDIDAS DE LA INST"a6N DE LOS TRUSSES RWMCC16N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 1012 Y VW ®Refer to SSI-87 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 Simmm Shed teases with short member temporary lateral restraint(see below).4)Install bop chord diagonal -Temoorary&& 10 018 �'� � � Or"Roped1 Breda4 bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five trusses Permanent ResbftzIWU - (see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see below). umft for Parallel 7)Repeat process on groups of four trusses until all trusses are set. Chord•ruses*** for 1)Instate los arriostres de Berra.2)Instale of primero truss y ate seguramente at arriostre de rtrore information' L tierra.3)Instate los pr6ximos 4 trusses con restricd6n lateral temporal de miembro corto(vea Vea at resumer BCSL abajo).4)Instate el arriostre diagonal de to cuerda superior(vea abalo).5)Instate arriostre 117-Restricd&n/ Apply Dlaptal Brans to diagonal para los pianos de los miembros secundarios para estabilice los primeros cinco trusses Arriostre Temporal vertical webs at end of (vea abajo).6)Instate la restrkxl6n Lateral temporal y arriostre diagonal para to cuerda inferior y Permanenbe candlever and at beam Ali Lateral RtnabatMs (vea abajo).7)Repita Este procedimiento en grupos de cuatro trusses hasta que todos los trusses Tinsses Grades Lappa. lapped at teat#two trusses. estdnn Instal. ***p" -Top drord Temporoy Lewd 011 W et spedag alb be Refs to BCSI-132 Summary Sheet-'Riss Instailabon&Te unlit y RestrainUBradrhas**fior more m3s Lnformad6n. 10 o c.rte.for 3X1 drotds and 18'0.0.to 412 chords. information. Vea el res6me n BCSL82-Instalad6nn do Thssesy Restrladbn/Annuaire Tenmai***para mss INSTALLING - INSTALAa6N bhforrnacim. Tolerances for Out-of-Plane. � Lem Thous tESTRAINT[[BRACMG FOR ALL PLANES OF TRUSSES Toleranaas para Fuera-de-Plano. ffm BE UNMCCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES Max,Bow 0/6e D(L) 3/4* 12.5 This restraint&bracing method Is for all trusses except 3x2 and 4x2 parallel chord trusses. Le ! 19" 1' 7l8• 14.8' Este mdtodo de restncd6n y arriostre es para todo trusses excepto trusses de cuerdas paralelasMax Bow Lergtln �' 1/r 2 1" 18.T 3x2 y 4x2. Max.ear —r L)TOP CHORD—CUERDA SUPERIOR -•-- It i 314" 3 1-14r 18.5 Teres spar[ Top Chord Temporary Liberal Restraint(TCMR)Spacing ~— —� 1" N 1-114• 20.8' LwMW de Trmno Espededodesehis del Arriostre Tenopond de Is Cuerda Superior Plumb 1-1/4' 5' 1-318' 22.5 Up to 30' 10'es max bob hlaste 30 30 es m 3ndrto I'7f Out-of-Plumb. rxss for I i /l 1-1/2• 8 1-112" 26.0' 30'to 45 8 D.C.max, u Out of Plumb. it 1 ata" T 30 a 45 8 mr3 = Tolerancias para D/W max 1-314• 28.2 45'to 60' 6'o.c.max. Fuera-de-Plomada. r ze' r ;33.3 45 a 60 pies 6 pies mtbdmo 60'Ito iI0'* 4'D.C.max. CONSTRUCTION LOADING—CA RGA DE CONSTRUCci& 60 a 4 pies mdximo ®Do not proceed with construction until all lateral restraint and -Consult a Professional Engineer for trusses Longer than 60'. bracing is securely and properly In place. � *CorQe a un Ingentero Profeslonal para trusses mds de 60 pies. No proceda corn to wnstnud6n haste que rocas las restric- Material HoWd cores laterales y Los arrkm&es estin cotocadas en forma See **s for TCTLR options. aproplade y Segura.21 oypscan Board1r Vea el BC51- ***para las opdones de TCTLR. Ply„ or MIS ter• DO trot exceed nna)dmuni StedC heights.Refs LO SCSI-B4 Sum- /� Refer m BCSI-B3 Sum 0 Sheet-Ca15tr11Ctlon Loadtro**s for more information. AsOW Bhtgma 2 bundles :11 LAY Sheet-Permanent Restraintl8racing of Chords& No exceda las aituras mfiximas de mont6n.Yea el resumeh concrete sbx* Web Members***for Gallie BCSI-B4 Canna de Corstrnud6n***para mAs inforrnad6n. End Frame reorahWbra&W Gey Tae 3 4 tees hgln reinforcement Information. Para infomhad6n sobre resbic J&Varrbstre/ref ie zo f'7f Repeat diagonal Para Armaztxes Hales braces IJ for each Do not overload email groups or single tr sses. vea el resumeh 1 set Of 4 tRre14� No sobrecargue pequefios grupos o trusses individuales. Ground bracing not shown for clarity. Repthe los perrrtarente de Grades v arrisotres dib"hales Never stadt materials roar a peak nda *** pare coda Grupo do Nurnce amontone los materiales cerca de un pito. 2)WEB MEMBER PLANE—KANO DE Los MIBMBROS sECUNDARIOS 4 trusses. Place loads over as many trusses as possible. © u Coloque las cargos sobre Lantos trusses tomo sea posibie. Diagonal1-7(Position loads over load bearing wails. LATERAL RESTRAINT Bracing LJ Coloque las cargos sobre las paredes soportantes. I,4 k DIAGONAL BRAQNG orae'Members ALTERATIONS—ALTERACIONES y _ ... .__ _1 ,n Truss cyt WE VERY IMPORTANT AS Refer to *** ILA RESTRICCx& Yea el resurten BCSI-85 Dallas de Trusses.ModiBradornes en to Obra y Errores de Irstalatidn.*** LATERAL Y EL Do not cut,arm,,or drill any structural member of a Miss unless specifically permitted by the 4RRIOSTRE G Truss Design Drawing. DIAGONAL Chords No Date, u ee o prefers nbg(uh m1embromita esen el Tal j Bottom un true, SON MUYTruss. permRido ern el wbtf)o del [MPORTANTES! a IF a ®Trusses that have been overloaded during construction or altered without the Thus every 10 truss pyo approval may render the Thus Manufacturer's limited warranty null and void. ® 10'-1S'Mal same spacing as spaces(tor max.) Ibottoret ettoed Latera Rtastr8ft>tBarnes chord and w� Trusses qua se han sob ecargado durante to constnraE6n o han lido alberados sin to auWdzaddn previa del �de Trusses,Iden lacer roto y do efkW la garantia limitada del Fabrirante slaws for tiarit, fi 3)BOTTOM CHORD—CUERDA INFERIOR Oyu restmng PDF drl maerfor more 1 11, 1, oroam al 0 a Pralosslo Engineer for aelishom To view a norn•prbthis doannant,WA www.sb yco I. Lateral Restraints-2x4x12'or WM The Truss sterMaarxer ant Tem Designer rely on the presum-I that the CarntraRa ane crane operator IN applicable)am greater lapped over two trusses. professionals into sone a the construction, tsiwWdd se ass' hamaFeed to do an s party.The as� axanedLonftdoaanadare kMmdedtoenwc nothe memo araAnrrtionteduiximwoope0woputteetrusses isoplace SAFELY. These remarerda- for harx04%trsteIs&restrexdnp ant 6ret'a trusses are based upon tie coleNre moorksm of Me" Bottom personnel baeMed weh true design,wnmxdecaaeand imisf6atlon,but ware[,due to the nabs dresp r bwoNed,be; chords orcin as a GUIDE for use by a quashed avaArq DeoWW or Ca dractoc R B not 6waded that time me x...ma et m be bdapreted as snrpaiototle&ding DeaWefsdegyrspun for fig,berg,resoabwgand bm I otruseesandedoesnotpedrdethe usedoemequh®laartedeI Torr rp/bmotrgantprordhgsWftfor8mrare,o*uns,floors,motsandlirthebowekud structoal hAft eorooner s ae deternbed by the Cammcb et Ths,wrCA and TPI espessly dWdaim any resporoWly for damages ar"from the lie,apparaW,or reamce an the recam as and bdamdfoe eodabWheraim.J,� 10 truss spaces 21 rmut.) ■ AOLTRLiSS PLATE INSTITUTE 1C-1S' Some Chord and ref,embars 6300 Erxer;",lane•Madison,ori 53719 218 N.Lee SL,Ste.312•Alexersta,VA 22314. max, not sham for clarity. 608/274.4849.—Abdn&rstry tom 703/683.1010.wwmtp lsLa B1WAAallxl7 F�..tJ A ENGINEERING &TESTING, INC. Phone:(866)781-6889•Fax:(866)7848550 www.floridaenginceringandtesting.com 250 S.W. 13`h Avenue Pompano Beach,FL 33069 January 31,2011 Job Order No.: 11427HJ Bodax Foundations 1101 N.W.55th Street Fort Lauderdale,Florida 33309 RE: PILING INSPECTION Proposed Addition Butler Residence 1461 N.E. 102°d Street Miami Shores,Florida Dear Sir or Madam: Pursuant to your request, Florida Engineering& Testing, Inc.,has performed a site inspection on January 26 and 27, 2011, at the above referenced project. The purpose of our inspection was to monitor pile installation operations. A total of fifty-one (5 1) piles were installed for the proposed project as they were staked by the surveyor. All piles consisted of fourteen inch (14") diameter auger cast-in-place piles and were drilled to a depth of thrity-one (3 1) feet from the surface to achieve a minimum capacity of thirty-five (35) tons in compression. All piles were drilled as recommended in the geotechnical report prepared by All State Engineering&Testing Consultants, Inc.. As a mutual protection to our clients, the public and ourselves, all reports are submitted as the confidential property of our clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Florida Engineering&Testing, Inc., appreciates the opportunity to be of service to you at this phase of your project. If you have any questions or comments, please give us a call. It has been a pleasure working with youand we look forward to hearing from you in the near future. Sincerely, 2 / / Attachments: Auger Cast Pile Log Reza Javidan,Pt. Pile Location Plan Florida Engineering&Testing,Inc. Florida Reg.No. 60223 Certificate of Authorization No. 6923 uQ gortwu� ' � 4 rance a ENGINEERING & TESTING, INC. Phone: (866)'781-6881•Fax: (866)784-8550 www.floridaengineerWgancheging com 2150 S.W.IP-- REPORT OF Pompano Beach,FL Avenue3069 AUGERED CAST IN PLACE PILES Client: Bodax Foundations Date: 1/26/2011 Project: Proposed Addition Page: 1 of 3 Address: 1461 N.E. 102nd Street; Miami Shores,FL Field Rep.: P.N. General Location Res. Res. I Res. I Res. Res. Res. I Res. Res. Res. Res. Pile#(See Pile Location Plan) 1 2 3 20 4 5 6 23 19 7 Angered Diameter (Inches) 14" 14" 14" 14" 14" 14" 14" 14" 14" 14" Pile Length (Feet) 31' 31' 31' 31' 31' 31' 31' 31' 31' 31' Theoretical Pile Volume (Ft) 33.1 1 33.1 33.1 33.1 33.1 33.1 33.1 33.1 33.1 33.1 #of Pump Strokes 92 86 94 99 102 97 99 108 106 100 Volume Per Pump Stroke(Ft)' 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 Actual Pile Grout Volume(Ft) 41.40 38.70 42.30 44.55 45.90 43.65 1 44.55 48.60 47.70 45.00 Actual/Theoretical Volume 1.25 1 1.17 1.28 1.35 1.39 1.32 1 1.35 1.47 1 1.44 1.36 Reinforcing Size 4#6 w/#3 Ties @ 6"O.C.TOP 6'&Balance @ 12"O.C.for 27'of Cage& 1#7 Full E ng Length (Ft) 34' 34' 34' 34' 34' 34' 34' 34' 34' 34' uck# 26086 26086 26086 26086 26086 23216 23216 23216 23216 23216 General Location Res. Res. I Res. Res. Res. Res. Res. Res. I Res. Res. Pile#(See Pile Location Plan) 8 38 37 36 45 32 28 30 13 14 Angered Diameter (Inches) 14" 14" 14" 14" 14" 14" 14" 14" 14" 14" Pile Length (Feet) 31' 31' 31' 31' 31' 31' 31' 31' 31' 31' Theoretical Pile Volume (Ft) 33.1 33.1 33.1 33.1 1 33.1 33.1 33.1 33.1 33.1 33.1 of Pump Strokes 114 106 100 95 101 103 109 118 106 103 Volume Per Pump Stroke(Ft) 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 Actual Pile Grout Volume(Rt 51.30 47.70 45.00 42.75 45.45 46.35 49.05 53.10 47.70 46.35 Actual/Theoretical Volume 1.55 1.44 1.36 1.29 1 1.37 1.40 1.48 1.60 1.44 1.40 Reinforcing Size 4#6 w/#3 Ties @ 6"O.C.TOP 6'&Balance @ 12"O.C.for 27'of Cage& 1#7 Full Reinforcing Length (Ft) 34' 34' 34' 34' 34' 34' 34' 34' 34' 34' Grout Truck# 23216/ 23672 23672 23672 23672 23672 23672 23672/ 25310 25310 23672 25310 Notes: Re avi P.E. Florida Engineering&Testing,Inc. ® Florida Reg.No. 60223 a SQA Certificate of Authorization: 6923 t .=:i ENGINEERING& TESTING, INC. Phone: (866)781-6889*Fax:(866)784-MISO www Aos idaenglueeringandtesting.com 250 S.W.1P Avenue t REPORT OF Pompano Beach,FL 3.3069 AUGERED CAST IN PLACE PILES Client: Bodax Foundations Date: 1/26/2011 Project: Proposed Addition Page: 2 of 3 Address: 1461 N.E. 102nd Street; Miami Shores,FL Field Rep.: P.N. General Location Res. Res. I Res. I Res. Res. I Res. I Res. Res. Res. I Res. Pile#(See Pile Location Plan) 15 16 29 17 27 21 25 24 46 35 Angered Diameter (Inches) 14" 14" 14" 14" 14" 14" 14" 14" 14" 14" Pile Length (Feet) 31' 31' 31' 31' 31' 31' 31' 31' 31' 31' Theoretical Pile Volume (Ft) 33.1 33.1 33.1 33.1 33.1 33.1 33.1 33.1 33.1 33.1 of Pump Strokes 100 106 109 99 97 102 110 112 95 99 Volume Per Pump Stroke(Ft) 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 Actual Pile Grout Volume(Ft)' 45.00 47.70 49.05 44.55 43.65 45.90 49.50 50.40 42.75 44.55 Actual/Theoretical Volume 1.36 1.44 1.48 1.35 1.32 1 1.39 1 1.50 1.52 1.29 1 1.35 Reinforcing Size 4#6 w/#3 Ties @ 6"O.C.TOP 6'&Balance @ 12"O.C.for 27'of Cage& 1#7 Full Reinforcing Length (Ft) 34' 34' 1 34' 1 34' 1 34' 1 34' 34' 1 34' 34' 34' Grout Truck# 25310 25310 25310 26093 26093 26093 26093 26093 26093 26461 General Location Res. I Res. I Res. I Res. Pile#(See Pile Location Plan) 18 57 48 55 Angered Diameter (Inches) 14" 14" 14" 14" Pile Length (Feet) 31' 31' 31' 31' Theoretical Pile Volume (Ft) 33.1 33.1 33.1 33.1 of Pump Strokes 93 97 104 107 Pum Volume Per t a 0.45 0.45 0.45 0.45 i p Stroke(F) Actual Pile Grout Volume(Ft) 41.85 43.65 46.80 1 48.15 Actual/Theoretical Volume 1.26 1.32 1.41 1 1.45 Reinforcing Size 4#6 w/#3 Ties @ 6"O.C.TOP 6'&Balance @ 12"O.C.for 27'of Cage& 1#7 Full Reinforcing Length (Ft) 34' 34' 34' 34' Grout Truck# 26461 26461 26461 26461 ILI Notes: Re avi ,P.E. Florida Engineering&Testing,Inc. Florida Reg.No. 60223 Q Certificate of Authorization: 6923 ZipA J_I-f A. ENGINEERING& TESTING, INC. Phone:(866)781-6589*Fax: (866)784-SSSO www.flotidawginecringandtesftg.com V, 250 REPORT OF Pompano Beach,FL 33069 AUGERED CAST IN PLACE PILES Client: Bodax Foundations Date: 1/27/2011 Project: Proposed Addition Page: 3 of 3 Address: 1461 N.E. 102nd Street; Miami Shores,FL Field Rep.: P.N. General Location Res. I Res. I Res. I Res. Res. I Res. I Res. Res. I Res. Res. Pile#(See Pile Location Plan) 22 25 40 42 56 41 34 39 51 53 Augered Diameter (Inches) 14" 14" 14" 14" 14" 14" 14" 14" 14" 14" Pile Length (Feet) 31' 31' 31' 31' 3 l' 3 l' 31' 31' 31' 3l' Theoretical Pile Volume (Ft)3 33.1 33.1 33.1 33.1 33.1 33.1 33.1 33.1 33.1 33.1 of Pump Strokes 92 99 102 104 107 104 112 108 110 109 Volume Per Pump Stroke(Ft)3 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 Actual Pile Grout Volume(Ft)3 41.40 44.55 1 45.90 46.80 48.15 46.80 50.40 48.60 49.50 49.05 Actual/Theoretical Volume 1.25 1.35 1.39 1.41 1.45 1.41 1.52 1.47 1.50 1.48 Reinforcing Size 4#6 w/#3 Ties @ 6"O.C.TOP 6'&Balance @ 12"O.C.for 27'of Cage& 1#7 Full Reinforcing Length (Ft) 34' 34' 34' 34' 34' 34' 34' 34' 34' 34' Grout Truck# 24473 24473 24473 24473 24473 24473/ 25335 25335 25335 25335 25335 General Location Res. Res. I Res. I Res. Res. I Res. Res. Pile#(See Pile Location Plan) 44 43 49 50 52 54 58 Augered Diameter (Inches) 14" 14" 14" 14" 14" 14" 14" Pile Length (Feet) 3l' 31' 3 l' 31' 31' 31' 31' Theoretical Pile Volume (Ft)3 33.1 33.1 33.1 33.1 33.1 33.1 33.1 of Pump Strokes 106 103 119 105 108 109 103 Volume Per Pump Stroke(Ft)3 0.45 0.45 0.45 0.45 0.45 0.45 0.45 Actual Pile Grout Volume(Ft)3 47.70 46.35 53.55 1 47.25 48.60 49.05 46.35 Actual/Theoretical Volume 1.44 1.40 1.62 1 1.43 1.47 1.48 1.40 Reinforcing Size 4#6 w/#3 Ties @ 6"O.C.TOP 6'&Balance @ 12"O.C. for 27'of Cage& 1#7 Full Reinforcing Length (Ft) 34' 34' 34' 34' 34' 34' 34' Grout Truck# 25335 2533" 26436 26436 26436 26436 26436 26436 Notes: Z t ReziAvidad,P.E. Florida Engineering&Testing,Inc. Florida Reg.No. 60223 �Q A ss QUCertificate of Authorization: 6923 .Flrar�ee z. G+ i rt � AA+ � u ;: �i �ririnYaFJ -,'�� r LIMP W- 10—=11I sv .......... ........... Field Sketch Not to Scale 1801 CollinsAvenue ' Miami Shores, Florida FI.►0 A ENGINEERING &TESTING, INC. Phone:(866)781-6$89•Fax:(866)784-8550 www.floridaengineeringandtesting.com 250 S.W. 130'Avenue Pompano Beach,FL 33069 June 7,2011 Job Order No.: 11-1435HJ Bodax Foundations 1101 N.W.55th Street Fort Lauderdale,Florida 33309 RE: PILING INSPECTION Proposed Privacy Wall& Swimming Pool Butler Residence 1461 N.E. 102nd Street Miami Shores,Florida Dear Sir or Madam: Pursuant to your request, Florida Engineering&Testing, Inc.,has performed a site inspection on June 3, 2011, at the above referenced project. The purpose of our inspection was to monitor pile installation operations. A total of eighteen(18)piles were installed for the proposed swimming pool and privacy wall as they were staked by the surveyor. All piles consisted of fourteen inch(14")diameter auger cast-in-place piles and were drilled to a depth of twenty-eight feet (281) from the surface to achieve a minimum capacity of thirty (30) tons in compression. All piles were drilled as recommended in the geotechnical report prepared by All State Engineering & Testing Consultants,Inc.. As a mutual protection to our clients,the public and ourselves, all reports are submitted as the confidential property of our clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Florida Engineering&Testing, Inc., appreciates the opportunity to be of service to you at this phase of your project. If you have any questions or comments, please give us a call. It has been a pleasure working with you and we look forward to hearing from you in the near future. Sincerely, G e111 Attachments: Auger Cast Pile Log(s) Reza Jav' , P Pile Location Plan Florida Engineering&Testing,Inc. Florida Reg.No. 60223 Certificate of Authorization No. 6923 �i✓marance PiroENGINEERING& 'TESTINGS INC. Phone: (866)781-6889*Fax:(866)784-8550 www flortdaengineeringancltMg com REPORT OF Pompano Beach,FL Y33069 AUGERED CAST IN PLACE PILES Client: Bodax Foundations Date: 6/3/2011 Project: Proposed Addition& Swimming Pool Page: 1 Address: 1461 N.E. 102nd Street; Miami Shores,FL Field Rep.: R.J. General Location Pool Pool I Pool Pool Pool I Pool I Pool Pool Pool Pool Pile#(See Pile Location Plan) P-1 P-2 P-3 P4 P-6 P-5 P-8 P-7 P-9 P-11 Angered Diameter (Inches) 14" 14" 14" 14" 14" 14" 14" 14" 14" 14" Pile Length (Feet) 28' 28' 28' 28' 28' 28' 28' 28' 28' 28' Theoretical Pile Volume (Ft)3 29.93 29.93 29.93 29.93 29.93 29.93 29.93 29.93 29.93 29.93 of Pump Strokes 84 83 87 86 81 90 94 86 91 84 Volume Per Pump Stroke(Ft)3 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 Actual Pile Grout Volume(Ft) 37.80 37.35 39.15 38.70 36.45 1 40.50 1 42.30 38.70 40.95 37.80 Actual/Theoretical Volume 1.26 1.25 1.31 1.29 1.22 1 1.35 1 1.41 1.29 1.37 1.26 Reinforcing Size 4#5 & 1 #6 Full With#3 @ 6" For 10'& 12" Full Length Reinforcing Length (Ft) 30' 30' 30' 30' 30' 30' 30' 30' 30' 30' Grout Truck# 269 269 269 269 269 269 269 7413 7413 7413 General Location Pool Pool Wall Wall Wall Wall Wall Wall Pile#(See Pile Location Plan) P-10 P-12 P-13 P-14 P-15 P-16 P-17 P-18 Angered Diameter (Inches) 14" 14" 14" 14" 14" 14" 14" 14" Pile Length (Feet) 28' 28' 28' 28' 28' 28' 28' 28' Theoretical Pile Volume (Ft)3 29.93 29.93 29.93 29.93 29.93 29.93 29.93 29.93 of Pump Strokes 89 86 83 86 87 84 91 89 Volume Per Pump Stroke(Ft)3 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 Actual Pile Grout Volume(Ft)3 40.05 38.70 37.35 38.70 39.15 37.80 40.95 40.05 ActuaUTheoretical Volume 1.34 1.29 1.25 1.29 1.31 1.26 1.37 1.34 Reinforcing Size 4#5 & 1 #6 Full With#3 @ 6"For 10'& 12" Full Length L rcing Length (Ft) L74013 ' 30' 30' 30' 30' 30' 30' 30' Truck# 7413 2351 2351 2351 2351 2351 2351 Notes: Re J i .E. Florida.Engineering&Testing, Inc. K,'' Florida Reg.No. 60223 6114 Qy .� ra�ce Certificate of Authorization: 6923 awaft �,�� h *P-4 S 'OB"i Od 8 •NMtifI�M��rO ONpli •� �- � _ ION -two 11%rb�•iM O •. -- O Aa--t n Jam' �p pe g �r.�o- .i � Y i $ O I ; § 8 WSW Po wo 1 ax ata��i' � I •.... ._. r rmasaa. �•� S I - (_....-. .. casna Yasmrow sY-w Ivmasia - ai•-r I' O f•lOr '1 1 ' 1 • § I i � ®j- l 4!O rn O b'oa. •}1-7Q_ r Y-bV• r 11I-t0 1rL. J IP 41..�Ir--(C'F07-I' •, t� i N (� - LAfpNI IOfraAOGr ....._. ._. �• ata I I •_••- -•••R g 1 Vf89Iwt K �M1 pie•-r O ! Itl10RA6 i9M �j� tt'��•� .r-r •4 r .4 � w•.n• S _ , alRT Ir•S _I g h � k �•3: t0 �� O '• 06•i 4 I Y �E Q F ..- ..U�. t ,Po «-Is• iPo «ro• � s ata . � .._�.� _"»..l-Gl'.. _..._.._ �ara ata � Ia-.• ata saa a.w w� ' -a rd rd r T W o+o'rmaimr asu r � �� •w t ! FOUNDATION PLAN �_ d Field Sketch — Pile Plan Not to Scale 1461 N.E. 102nd Street Miami Shores, Florida ]SLC) A ENGINEERING &TESTING, INC. Phone:(866)781-W9•Fax:(866)784-8550 www.floridaeisgineerispadtesting.com ,^ 250 S.W.IP Avenue Pompano Beach,FL 33069 June 8,2011 Job Order No.: 11-1458HJ Bodax Foundations 1101 N.W. 55th Street Fort Lauderdale,Florida 33309 RE: PILING INSPECTION Proposed Doorway Butler Residence 1461 N.E. 102°d Street Miami Shores,Florida Dear Sir or Madam: Pursuant to your request, Florida Engineering & Testing, Inc., has performed a site inspection on June 3, 2011, at the above referenced project. The purpose of our inspection was to monitor pile installation operations. A total of one (1) piles, consisting of 2 7/8 inch diameter with 10 and 12 inches were drilled from the existing ground surface down to refusal to achieve a minimum allowable bearing capacity of fifteen(15)tons per pile and an ultimate bearing capacity of thirty(3 0) tons per pile. Enclosed please find copies of our field inspection logs. If you have any questions or comments,please give us a call. We would be glad to help any way we can. It has been a pleasure working with you and we look forward to hearing from you in the near future. Sincerely, Reza avi&a P.E. Florida Engineering&Testing,Inc. Florida Reg.No. 60223 Certificate of Authorization No. 6923 �►O ENGINEERING& °TESTING, INC. IF Phone:(866)781-6889*Fax: (866)784-8550 www Aoridaengineeringandtesting.com 250 S.W.13`b Avenue Pompano Beach,FL 33069 REPORT OF HELICAL PIERIPILE INSTALLATION CLIENT: Bodaz Foundations DATE: 6/3/11 PROJECT: Proposed Doorway ORDER NO: 11-1458 nd ADDRESS: 1461 N.E. 102 Street Miami Shores,Florida TYPE OF MATERIAL: CAPACITY: DIAMETER: Helical Pier/Pile Allowable Torque Ultimate Capacity Pile# Depth Driven Capacity (PSI) Capacity (ft) (Tons) 1 12' Refusal 15 30 Remarks: Respectfully Submitted, Field Rep.: P.N. p Y F,. dll 61ir Reza 'da , .E. Florida Engineering&Testing,Inc. Florida Reg.#60223 Certificate of Authorization No. 6923 AL &.4"Urmwe � Q g rar M wrra.aAterwr aawl rse ®-r 1� 8 aute lttm a/.,aoo ver smut P• AMO�p/1/e 0,M YAt. �_� ..� �r , w AeY M 9•-Y ALIO 1 II+•aA%rOR 6lNAlrcM,t+�6II•. i-' © ® tr >3 4 ! $ t.w eAa,xu r�°a�rmwa '� L 5 aces n,Aa.I•-s:w wllmss � � .+�• y t�Aor emus.e•-s•us[M q w I stns S g a-r rd O _r ,z O oe-, s.ro O ar- _ ..e 11 !-• 4 aremlo laaoAror q0 t./ —_- .. eo-r ,.ne j......... ..............«.»..__..... .___..... r r,O• t•r•O if ve-r d Y L ,•ro r-r ,.ry � so-r ,.00 �� ,se., � rwamaaw s � Fa i ... .................................. LOBANt!rOKmAOLa •Y H• + TC tr-r o «.... _.... .. ... ._._... ........... ......... _ I � I�TAA� ........»8• 4 Ia'-ro rags tr r S ! .:..:.....:_..............�....._:......._....... .�_....»....._«.:..�._......• rd 84., i A 94.1 pe,e'aa s. BTOta� i� L� 6A8M0 lWmAAaN 1 y 'rw• ,r-e- r-r 1 r-r r_r r1 t-IaT 3 j 1 JS $ 011 � ��:�I $ � r"'•y rd • � � i i. l�R It,.I a • tis i t 6Vet/pAb RdY g 4 ..• Ym -r f�R r, _ CNSG fWlIDAA•W ...14._..........Oi w E �._. _. OO rd .......... ...«.......«... !-R apt IK_.• ¢R L � M'OOCwa s rT AW�� ,.lO i9-J rd r_e r_s' Yd �,_t, JpAeKteu a rt• I•-r '• 6O-t OO_II i OO-9 f$-t GB-J i. to o,o•wawa+r aAu Field Sketch — Pile Plan Not to Scale 1461 N.E. 102nd Street Miami Shores, Florida ®J�{tc 1935 Y✓ ■■„ n��m SAN "� 2011 MiamiShoresVillage Building Department �R BY ......... 10050 N.E.2nd Avenue (, Miami Shores, Florida 33138 K-)09—IC< I Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I(We)have been retained by BODAX FOUNDATIONS to perform special inspector services under the Florida Building Code at the 1461 NE 102 STREET project on the below listed structures as of (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: M SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(84404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2) ❑ SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2) ❑ SFECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(84405.9.12) ❑ SPECIAL INSPECTOR FOR Note:Only the marked boxes apply. The following individual(s)employed by this firm or me are authorized representative o : i PAUL TENINTY 2, WILLIAM GRIMES 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized repress e i ' uali "' by cation or licensure to perform the duties assigned by the Special Inspector. The qualifications sh d , ` s' o " ional engineer or architect; graduation from an engineering education program in civil or stru al ee' r a m an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I, (we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we)understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector.All mandatory inspections, as required by the Florida Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department.Further,upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed f� Engineerhkahkett Name RE7.A JAVIDAN. P.E. 60223 mom Address 250 SW 13 AVE, POMPANO BEACH, FL 33069 DATE: ll Phone No. 954-781-6889 Created on 6/10/2009 e t FORM 1100A-08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: Butter Residence Builder Name: Street: 1461 NE 102nd St Permit Office: Dade County City,State,Zip: Miami Shores,FL,33138- Permit Number Owner. Mr.Butter Jurisdiction: 231000 Design Location: FL,Miami 1. New construction or existing New(From Plans) 9. Wall Types(2776.4 sgft.) Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insul,Exterior R=4.1 2572.90 ft2 b.Concrete Block-Int insul,Adjacent R=4.1 203.46 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 4 d.N/A R- ft2 5. Is this a worst case? No 10.Ceiling Types (3843.0 sqft.) Insulation Area 6. Conditioned floor area(ft2) 3843 a.Under Attic(Vented) R=30.0 3378.00 ft2 b.Cathedral/Single Assembly R=19.0 465.00 fe 7. Windows(687.8 sgft.) Description Area c.N/A R= fN a. U-Factor. Dbl,U=1.08 687.81 ft2 SHGC: SHGC�.52 1,Ducts (combined) b. U-Factor. N/A ft2 a. Sup:Attic Ret:Attic AH:Interior Sup.R=6,545 fe SHGC: 12.Cooling systems(combined) c. U-Factor. WA 1t2 a.Central Unit Cap:113.0 kBtu/hr SHGC: SEER:14.5 d. U-Factor. WA ft2 13.Heating systems(combined) SHGC: a.Electric Strip Cap:68.2 kBtu/hr e. U-Factor. WA f12 AFUE:1 SHGC: 14.Hot water systems 8. Floor Types (3843.0 sgft.) Insulation Area a.Natural Gas Cap:1 gallons a.Crawlspace R=19.0 3843.00 ft2 EF:0.66 b.WA R= ft2 b. Conservation features c.WA R= ft2 None 15.Credits Pstat Glass/Floor Area: 0.179 Total As-Built Modified Loads: 94.14 PASS Total Baseline Loads: 113.17 1 hereby certify that the plans and specifications covered by Review of the plans and TRS ST,gl, this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance y ��u y :I? r��•�� I with the Florida Energy Code. np .;�,_' •� a PREPARED BY: cC A C Before construction is completed r i� DATE: this building will be inspected for 0 y compliance with Section 553.908 I hereby certify that this building,as designed,is in compliance Florida Statutes. with the Florida Energy C e. CSD W6, � OWNER/AGENT: u BUILDING OFFICIAL: DATE: tcz& lea DATE: r h; folct1 t o Y 10/8/2010 3:10 PM EnergyGauge®USA-FlaRes2008 CO, PY Page 1 of 6 T a PROJECT Title: Butler Residence Bedrooms: 4 Adress Type: Street Address Building Type: FLAsBuilt Conditioned Area: 3843 Lot# Owner. Mr.Butler Total Stories: 1 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 1461 NE 102nd St Permit Office: Dade County Cross Ventilation: No County: Dade Jurisdiction: 231000 Whole House Fan: No City,State,Zip: Miami Shores, Family Type: Single-family FL, 33138- New/Existing: New(From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Miami FL MIAMI INTL AP 1 51 90 75 70 149.5 56 Low FLOORS # Floor Type Exposed Perimeter Wail Ins.R-Value Area Floor Joist R Value Tile Wood Carpet 1 Crawlspace 372 ft 4.1 3843 f12 19 0.2 0 0.8 ROOF Roof Gable Roof Solar Deck # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 Gable or shed Composition shingles 3961 f12 480 ft2 Dark 0.96 No 0 14 deg ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 150 3843 ft2 N Y CEILING # Ceiling Type R Value Area Framing Frac Truss Type 1 Under Attic(Vented) 30 3378 ft2 0.11 Wood 2 Cathedral/Single Assembly(Vented) 19 465 ft2 0.11 Wood WALLS Cavity Sheathing Framing Solar # Omt Adjacent To Wali Type R Value Area R Value Fraction Absor. 1 N Exterior Concrete Block-Int Insul 4.099999 891.4166 0 0 0.65 2 S Exterior Concrete Block-Int Insul 4.099999 688.75 ft2 0 0 0.65 3 E Exterior Concrete Block-Int Insul 4.099999 593.75 ft2 0 0 0.65 4 W Exterior Concrete Block-Int Insul 4.099999 399 ft2 0 0 0.65 5 N Garage Concrete Block-Int Insul 4.1 203.4583 0 0.01 10/8/2010 3:10 PM EnergyGauge®USA-FlaRes2008 Page 2 of 6 DOORS # Omt Door Type Storms U Value Area 1 N Wood None 0.46 24 1? 2 N Wood None 0.46 24 ft2 3 N Wood None 0.46 24 ft2 4 N Wood None 0.46 22.66666 5 W Wood None 0.46 43.33333 6 W Wood None 0.46 26 ft2 7 N Wood None 0.46 24 ft2 8 N Wood None 0.46 24 ft2 WINDOWS Orientation shown is the entered,asBuilt orientation. / Overhang v # Omt Frame Panes NFRC U-Factor SHGC Storms Area Depth Separation Int Shade Screening 1 N TIM Low-E Double Yes 1.08 0.52 Y 29.33333 0 ft 30 in 6 ft 3 in HERS 2006 None 2 N TIM Low-E Double Yes 1.08 0.52 Y 38.5 ft2 0 ft 60 in 6 It 3 in HERS 2006 None 3 N TIM Low-E Double Yes 1.08 0.52 Y 29.33333 0 it 30 in 6 It 3 in HERS 2006 None 4 N TIM Low-E Double Yes 1.08 0.52 Y 29.33333 0 It 30 in 6 ft 3 in HERS 2006 None 5 N TIM Low-E Double Yes 1.08 0.52 Y 37.125 ft2 0 It 30 in 6 ft 3 in HERS 2006 None 6 N TIM Low-E Double Yes 1.08 0.52 Y 25 ft2 0 It 130 in 4 It 4 in HERS 2006 None 7 N TIM Low-E Double Yes 1.08 0.52 Y 96 ft2 0 ft 130 in 12 ft 5 in HERS 2006 None 8 N TIM Low-E Double Yes 1.08 0.52 Y 48 ft2 0 ft 130 in 12 ft 5 in HERS 2006 None 9 N TIM Low-E Double Yes 1.08 0.52 Y 14.66666 0 ft 86 in 6 ft 3 in HERS 2006 None 10 N TIM Low-E Double Yes 1.08 0.52 Y 37.125 ft2 2 ft 6 in 7 ft 8 in HERS 2006 None 11 N TIM Low-E Double Yes 1.08 0.52 Y 16.25 f12 2 It 6 in 6 ft 5 in HERS 2006 None 12 S TIM Low-E Double Yes 1.08 0.52 Y 31.55555 0 ft 30 in 6 ft 11 in HERS 2006 None 13 S TIM Low-E Double Yes 1.08 0.52 Y 7.944444 0 ft 30 in 3 ft 10 in HERS 2006 None 14 S TIM Low-E Double Yes 1.08 0.52 Y 48 ft2 2 ft 6 in 12 ft 5 in HERS 2006 None 15 S TIM Low-E Double Yes 1.08 0.52 Y 25.875 ft2 0 ft 30 in 5 ft 4 in HERS 2006 None 16 S TIM Low-E Double Yes 1.08 0.52 Y 12 ft2 0 It 30 in 5 ft 5 in HERS 2006 None 17 S TIM Low-E Double Yes 1.08 0.52 Y 8 ft2 0 ft 30 In 3 ft 10 in HERS 2006 None 18 S TIM Low-E Double Yes 1.08 0.52 Y 16.5 ft2 0 It 30 in 3 ft 10 in HERS 2006 None 19 S TIM Low-E Double Yes 1.08 0.52 Y 6.25 ft2 0 ft 30 in 4 It 0 in HERS 2006 None 20 E TIM Low-E Double Yes 1.08 0.52 Y 6.25 ft2 0 ft 30 in 4 ft 0 in HERS 2006 None 21 E TIM Low-E Double Yes 1.08 0.52 Y 8.5 ft2 0 ft 30 in 4 ft 0 in HERS 2006 None 22 E TIM Low-E Double Yes 1.08 0.52 Y 19.33333 0 ft 30 in 4 ft 11 in HERS 2006 None 23 E TIM Low-E Double Yes 1.08 0.52 Y 16 ft2 0 ft 30 in 4 ft 11 in HERS 2006 None 24 E TIM Low-E Double Yes 1.08 0.52 Y 13.29166 0 ft 30 in 6 ft 5 in HERS 2006 None 25 W TIM Low-E Double Yes 1.08 0.52 Y 13.66666 5 It 0 in 4 ft 3 in HERS 2006 None 26 W TIM Low-E Double Yes 1.08 0.52 Y 27.38888 5 ft 0 in 8 ft 6 in HERS 2006 None 27 W TIM Low-E Double Yes 1.08 0.52 Y 26.58333 5 ft 0 in 8 ft 0 in HERS 2006 None 10/8/2010 3:10 PM EnergyGauge®USA-FlaRes2008 Page 3 of 6 INFILTRATION&VENTING —Forced Ventilation— Run Time Fan Method SLA CFM 50 ACH 50 ELA EgLA Supply CFM Exhaust CFM Fraction Watts Default 0.00036 3629 5.90 199.2 374.7 0 cfm 0 cfm 0 0 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 438.7 ft2 438.7 ft2 51.8 ft 9.6 ft 4.1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ducts 1 Central Unit None SEER:14.5 56.5 kBtu/hr cfm 0.73 sys#1 2 Central Unit None SEER:14.5 56.5 kBtu/hr cfm 0.73 sys#2 HEATING SYSTEM # System Type Subtype Efficiency Capacity Ducts 1 Electric Strip AFUE:1 34.12 kBtu/hr sys#1 2 Electric Strip AFUE:1 34.12 kBtu/hr sys#2 HOT WATER SYSTEM # System Type EF Cap Use SetPnt Conservation 1 Natural Gas 0.66 1 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS —Supply— —Return-- Air Percent # Location R Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF 1 Attic 6 270 ft2 Attic 75 ft' Default Leakage Interior (Default) (Default)% 2 Attic 6 275 ftp Attic 70 ft' Default Leakage Interior (Default) (Default)% 10/8/2010 3:10 PM EnergyGauge®USA-FlaRes2008 Page 4 of 6 TEMPERATURES Programable Thermostat:Y [[XX]� [[XX]� Ceiling Fans:[�XX]] �C] Doc H00t ov eating ( Jan C Feb Cx]Mar Cx]Ao� [X)may [X)Jun Jul X Aug Cx]Sep O X Nov MCDec c Venting [X]Jan [[�X])Feb [[�X])Mar [[�x]) [[�x]] [[max])Jun Jul [[�X]]Aug [[�x]]Sep Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 10/8/2010 3:10 PM EnergyGauge®USA-FlaRes2008 Page 5 of 6 FORM 1100A-08 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: 1461 NE 102nd St PERMIT#: Miami Shores, FL, 33138- INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows&Doors N1106.AB.1.1 Maximum: .3 cfm/s .ft.window area; .5 cfm/s .ft.door area. Exterior&Adjacent Walls N1106.AB.1.2 Caulk,gasket,weatherstrip or seal between:windows/doors& frames,surrounding wall;foundation&wall sole or sill plate;joints between exterior wall panels at comers;utility penetrations; between wall panels&top/bottom plates;between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from,and is sealed to,the foundation to the top plate. Floors N1106.AB.1.2 Penetrations/openings>1/8"sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, pepetrations and seams. Ceilings N1106.AB.1.2 Between walls&ceilings;penetrations of ceiling plane to top floor, around shafts,chases,soffits,chimneys,cabinets sealed to continuous air barrier;gaps in gyp board&top plate;attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier , is installed that is sealed at the perimeter,at penetrations and seams. Recessed Lighting Fixtures N1106.AB.1.2 Type IC rated with no penetrations,sealed;or Type IC or non-IC rated,installed inside a sealed box with 1/2"clearance&3"from insulation;or Type IC with<2.0 cfm from conditioned space, tested. Multi-story Houses N1106.AB.1.2 Air barrier on perimeter of floor Cavity between floors. Additional Infiltration reqts N1106.AB.1.3 Exhaust fans vented to outdoors,dampers;combustion space heaters comply with NFPA,have combustion air. OTHER PRESCRIPTIVE MEASURES(must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters N1112.AB.3 Comply with efficiency requirements in Table N1112.ABC.3 Switch or clearly marked circuit breaker(electric)or cutoff(gas) must be provided.External or built-in heat trap required. Swimming Pools&Spas N1112.AB.2.3 Spas&heated pools must have covers(except solar heated). Non-commercial pools must have a pump timer.Gas spa&pool r� heaters must have a minimum thermal efficiency of 78%. 6 Heat pump pool heaters shall have a minimum COP of 4.0. Shower heads N1112.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems N1110.AB All ducts,fittings,mechanical equipment and plenum chambers shall be mechanically attached,sealed,insulated and installed in accordance with the criteria of Section N1110.AB. Ducts in unconditioned attics: R-6 min.insulation. HVAC Controls N1107.AB.2 Separate readily accessible manual or automatic thermostat for each system. Insulation N1104.AB.1 Ceilings-Min. R-19.Common walls-frame R-11 or CBS R-3 both N1102.B.1.1 sides.Common ceiling&floors R-11. 10/8/2010 3:10 PM EnergyGauge®USA-FlaRes2008 Page 6 of 6 Residential System Sizing Calculation Summary Mr. Butler Project Title: 1461 NE 102nd St Butler Residence Miami Shores, FL 33138- 10/10/2010 Location for weather data: Miami, FL -Defaults: Latitude(25.82) Altitude(7 ft.) Temp Range(L) Humidity data: Interior RH 50% Outdoor wet bulb 78F Humidity difference 58 r. Winter design temperature(MJ8 99%) 37 F Summer design temperature(MJ8 99%) 95 F Winter setpoint 70 F Summer setpoint 75 F Winter temperature difference 33 F Summer temperature difference 20 F Total heatIna load calculation 55970 Btuh Total coollno load calculation 102792 Btuh Submitted heating capacity %of talc Btuh Submitted cooling capacity %of calc Btuh Total(Electric Strip) 121.9 68240 Sensible(SHR=0.73) 105.9 82490 Latent 122.5 30510 Total 109.9 113000 WINTER CALCULATIONS Winter Heating Load for 3843 s Load component Load Window total 688 sqft 24513 Btuh x Wali total 1877 sqft 9242 Btuh " Door total 212 sqft 3218 Btuh ..%� Ceiling total 3843 sqft 4321 Btuh 00MV(") Floor total 3843 sqft 3518 Btuh Infiltration 307 cfm 11158 Btuh ma") Dud loss 0 Btuh Subtotal 55970 Btuh Ventilation 0 cfm 0 Btuh VWOWI TOTAL HEAT LOSS 1 55970 Btuh � SUMMER CALCULATIONS Summer Cooling Load for 3843 sqft) Load component Load Window total 688 sqft 27778 Btuh Wall total 1877 sqft 5601 Btuh Door total 212 sqft 3413 Btuh Ceiling total 3843 sqft 7165 Btuh LWaft Floor total 2147 Btuh Infiltration 246 cfm 5410 Btuh V*Kbwscv%) Internal gain 26380 Btuh Duct gain 0 Btuh Sens.Ventilation 0 cfm 0 Btuh Blower Load 0 Btuh Total sensible gain 77894 Btuh Latent gain(ducts) 0 Btuh v . Latent gain(infiltration) 9698 Btuh ` ' OW S"`) Latent gain(ventilation) 0 Btuh o-,rat,sss�'� DO. Latent gainpntemaVoccupants/other) 15200 Btuh Total latent gain 24898 Btuh TOTAL HEAT GAIN 102792 Btuh EnergyGaugeO System 'i ing 8th Edition PREPARED BY: qv DATE: EnergyGauge®/USRFZB v2.8 FORM 1100A-08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: Butler Residence Builder Name: Street: 1461 NE 102nd St Permit Office: Dade County City,State,Zip: Miami Shores,FL,33138- Permit Number. Owner. Mr.Butler Jurisdiction: 231000 Design Location: FL,Miami 1. New construction or existing New(From Plans) 9. Wall Types(2776.4 sgft.) Insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int Insui,Exterior R=4.1 2572.90 fe b.Concrete Block-Int insul,Adjacent R=4.1 203.46 fe 3. Number of units,if multiple family 1 c WA R= 10 4. Number of Bedrooms 4 d.WA R= ft' 5. Is this a worst case? No 10.Ceiling Types (3843.0 sgft.) Insulation Area 6. Conditioned floor area(112) 3843 a.Under Attic(Vented) R=30.0 3378.001N 7. Windows(687.8 sgft.) Description Area b.Cathedral/Single Assembly R=19.0 465.00 fe c.WA R= fea. U-Factor Dbl,U=1.08 687.81 ft2 SHGC: SHGC=0.52 11.Ducts (combined) b. U-Factor. WA fix a. Sup:Attic Ret:Attic AH:Interior Sup.R=6,545 ft: SHGC: 12.Cooling systems(combined) c. U-Factor. WA fe a.Central Unit Cap:113.0 kBtuthr SHGC: SEER:14.5 d. U-Factor WA ft2 13.Heating systems(combined) SHGC: a.Electric Strip Cap:68.2 kBtu/hr e. U-Factor. WA ftp AFUE:1 SHGC: 8. Floor Types (3843.0 sgft.) Insulation Area 14.Hot water systemsa.Natural Gas Ca 1 gallons a.Crawlspace R=19.0 3843.00 ft2 p' 9 b.WA R= fta EF:0.66 b. Conservation features c.WA R= ft2 None 15.Credits Pstat Glass/FloorArea: 0.179 Total As-Built Modified Loads: 94.14 PASS Total Baseline Loads: 113.17 1 hereby certify that the plans and specifications covered by Review of the plans and this calculation are in compliance with the Florida Energy specifications covered by this �. , a Fp Code. calculation indicates compliance y � �y� s �+ :I a -( with the Florida Energy Code. ti nirr ya tis •rO PREPARED BY: _(,�� ?A_1 11 �C u +� Before construction Is completed C DATE: 1�E6 O this building will be inspected for y compliance with Section 553.908 I hereby certify that this building,as designed,is in compliance Florida Statutes. with the Florida Energy Codle._ CPD meq¢ OWNER/AGENT: w - u BUILDING OFFICIAL: DATE: aa DATE: r 10/812010 3:10 PM EnergyGauge®USA-FlaRes2008 Page 1 of 6 U.S.DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency I Expires March 31,2012 National Flood Insurance Program Importpnt: Read the instructions on pages 1-9. SECTION A-PROPERTY INFORMATION ,F.` Al. Building Owner's Name b { a ? A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. T City State ZIP Code A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.) A5. Latitude/Longitude:Lat. Long. Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number A8. For a building with a crawispace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawispace or enclosure(s) 37& sq ft a) Square footage of attached garage �� sq ft b) No.of permanent flood openings in the crawlspace or b) No.of permanent flood openingsin the atta garage enclosure(s)within 1.0 foot above adjacent grade within 1.0 foot above adjacent grade c) Total net area of flood openings in A8 sq in c) Total net area of flood openings in A9.b sq in d) Engineered flood openings? Yes [I No 4V d) Engineered flood openings? ❑ Yes ❑ No SECTION B-FLOOD INSURANCE TE MAP(FIRM)INFORMATION 61.NFIP Community Name&Community Number B2.County Name B3.State B4.Map/Panel Number B5.Suffix B6.FIRM Index B7.FIRM Panel B8.Flood B9.Base Flood Elevation(s)(Zone Data Effective/Revised Date Zone(s) AO,use base flood depth) B10. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in item B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other(Describe) B11. Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other(Describe) B12. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑ Yes ❑ No Designation Date ❑ CBRS ❑ OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) Cl. Building elevations are based on: Xconstruction Drawings* ❑ Building Under Construction* ❑ Finished Construction tion *A new Elevation Certificate will be req~when construction of the building Is complete. C2. Elevations—Zones Al-A30,AE,AH,A(with BFE),VE,V1430,V(with BFE),AR,ARIA,ARAE,AR/AI-A30,AR/AH,AWAO. Complete Items C2.a-h below according to the building diagram specified in Item A7. Use the same datum as the BFE. Benchmark Utilized Vertical Datum Conversion/Comments Chec a measurement used. a) Top of bottom floor(including basement,crawispace,or enclosure floor) .�Q ;et ❑meters(Puerto Rico only) b) Top of the next higher floor ❑feet ❑meters(Puerto Rico only) c) Bottom of the lowest horizontal structural member(V Zones only) Ffeet ❑meters(Puerto Rico only) d) Attached garage(top of slab) (dam ❑meters(Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building �.� ❑meters(Puerto Rico only) (Describe type of equipment and location in Comments) f} Lowest adjacent(finished)grade next to building(LAG) . t ❑meters(Puerto Rico only) g) Highest adjacent(finished)grade next to building(HAG) 0 meters(Puerto Rico only) h) Lowest adjacent grade at lowest elevation of deck or stairs,including t ❑meters(Puerto Rico only) structural support SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available.1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code,Section 9001.❑ Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a licensed land surve or? ❑ Yes No Certifer's Name L -se Mumber Title Co �ny'Z7 7 Address /P �r� ZIP Code Signature (/ Date Te ephone j�' FEMA Form 81-31,Mar 09- See reverse side for continuation. Replaces all previous edfions Certification of Engineered Flood Openings (TB 1 ® August 2008) I do hereby certify that the CRAWLSPACE FEMA FLOOD LOUVER, Patent No. US D583,042 S, dated December 16, 2008 and owned by Crawl Space Door Systems, Inc. properly installed and sized in accordance with Federal Emergency Management Agency's National Flood Program regulations(44 CFR 60.3(c)(5))and National Flood Insurance Program,Technical Bulletin(TB) 1-August 2008 is designed to automatically equalize hydrostatic flood forces on exterior walls by allowing for entry and exit of floodwater during floods up to and including the base(100-year)flood. I also do hereby certify that I calculated the Non-Engineered, and Engineered Opening size for each model and size of the Flood Louvers. The results of the calculations are recorded In the table below. The Engineered size opening calculation was performed by using the formula in FEMA Technical Bulletin 1 / August 2008, Openings in Foundation Walls for Buildings Located In Special Float Hazard Areas in accordance with the National Flood Insurance Program and ASCE/SEI 24-05,Flood Resistance Design and Construction. The Net-Free Air opening size for each model was provided by the manufacturer. I used the formula(A°= 0.033[i/C] R Ae)in TS 1— Aug 2008 to determine the Engineered opening size for each model. I used the following assumptions: 9=total net area of openings required(In);0.033 =coefficient corresponding to a factor of safety of 5.0(int•hr/ftp);c=0.40 opening coefficient(ASCE 24 Table 2- unobstructed during design flood'. c= 0.35 opening 2 rectangular, long axis horizontal,short axis vertical g g pe g coefficient square; there Is an unobstructed rectangular shape between the louvers); R=5 ft/hr maximum case rate of rise and fall; and Ae=total enclosed area. e/Ae=0.033[1/C]R= 0.033[1/0.40]5 = 0.4125 int per ft2 enclosed area Example: D0816: = 95 in 2/0.4125 Int per ft2= 230 ft2 Model# Size(HXW) Non Engineered( Net-Free Air(Sq. E dosed Area(Sq.ft) Inches) nches) D0816 8"x 16" 128 95 230 D1220 12"x 20" 240 175 424 D1232 12"x 32" 384 290 703 D1616 16"x 16" 256 200 423 D1624 16"x 24" 384 285 691 D1632 16"x 32" 512 385 933 D2032 20"x 32" 640 505 ~ 1,224 D2424 24"x 24" 576 435 922 D2436 24"x 36" 864 665 1,612 Installation Umitations and Instructions Each individual opening,and any louvers,screens,or other covers,shall be designed to allow automatic entry and exit of floodwaters during design flood or lesser flood conditions;there shall be a minimum of two openings on different sides of each enclosed area;if a structure has more than one enclosed area below the DFE,each area shall have openings;openings shall not be less than 3 inches in any direction in the plane of the wall; the bottom of each required opening shall be no more than i ft above the adjacent ground level;the difference between the exterior and interior floodwater levels shall not exceed 1 ft during base flood conditions;in the absence of reliable data on the rates of rise and fall,assume a minimum rate of rise and fall of 5 ft/h; where data or anal i di more d tes of rise and fall,the total net area of the required opening shall be increased to account for the higher rates of rise a II Signature: ok t® ®�a �• p',® Title: Steve Cep Pres Ged&Associates E_noineers.Inc ®®® ej 42-1 IF IL+ 2950 N 12th Avenue Pensacola.FL 32503 ® No.33658 R Type of License: PE • °`�'� a• SOF •'�� Florida License Number: 33658 Professional Se 0TATE��®� � F ��o 5t1°R R... „,,,in Miami Shores Village Building Department �IORI� 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I(We)have been retained byola 4:2:',r°i L3 ��/' to perform special inspector services under the Florida Building Code at the ;&,LeP 7 project on the below listed structures as of (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: HPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES>36 LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2) �( SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2) 'K SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note:Only the marked boxes apply. The following individual()employed b this firm or me are authorized representatives to perform inspection 1. f !% 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I, (we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we)understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code,must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department.Further,upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed Engineer/Architect NameJr �o Address A X3/77 DATE: ®9�� Phone No. � Za Created on 6/10/2009 °- VV h FEDERAL EMERGENCY MAN t' �Eli$'NGtiNtvY �'a �/ O.M.B. No.3067-ao77 tS� U NATIONAL FLOODS INSI,IRANC Ok R j Expires December 31,2005 DEC 17 2009 ELEVATION 'CERTIFICATE 1� Important Read the instructions es'1-��'' '', Amended by MDC-DERM-QCT, 1889 BY;42AJL06-1st- of Road Elev.-4.42' SECTION A-PR P�E R?t� T90N BUILDING OWNER'S NAME Jacqueline C. Butler BUILDING STREET ADDRESS(including .,..z: . ( n9 AQk,Unit,Suite,and/or Bldg.No.}OR P.O.ROUTED A?(q IPDX,O -s 1461 NE 102nd Street CITY SrA�E;', , ZIP Miami Shores F PROPERTY DESCRIPTION(Lot and Block Numbers,Tax Parcel.Number, egat Description,etc.) BUILDING USE(e.8.Residential,Non-residendai,AdclNon,Accessory,etc.Use Comments section if necessary.) Residential LATITUDEILONGITUDE(OPTIONAL) HORIZONTAL DATUM: SOURCE: CE N/A 0 NAD 1827 p 198 NAD 3 her: SECTION-0—FLOOD INSURANCE RATE MAP(FIRM)iN�FORMATION B1.NFIP COMMUNITY NAME&COMMUNITY NUMBER B2.COUNTY NAME B3.STATE CftY of Miami Shares 120652 Miami-Dade FloridE, B4.MAP AND PANEL 85.SUFFIX 86.FIRM INDEX B7.FIRM PANEL Btr.FLOOD 89.BASE FLOOD ELEVATIONS(S) NUMBER DATE EFFECTIVEMEVISED DATE ZONE(S) (Zone AO,use depth of Hooding) 12025C 0093 J 07/17/95 03/02194 . AE 9.0' N.G.V.D. B10. Indicate the source of the Bass Flood Elevation(BFE)data or base flood depth entered In 89. ❑FiS Profile '-:-N FiRM ❑Community Determined ' []Other(Describe): B11. Indicate the elevation datum used for the BFE in W.®NGVD 1929 Q NAVD 1988[]Other(Describe): B12. Is the building located in Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? [3 Yes ®No Designation Date SECTION C-BUILDING ELEVATION INlFORMATUN SURVEY REQUIRED Cl: . Building elevations are based on: Construction Drawings- Budding Under Construction*N Finished Construction "A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1 (Select the building diagra mm.most similar to the building for which this certificate is being completed—see pages 6 and 7. if no diagram accurately represents the building,provide a stretch or photograph.) C3. Elevations-Zones Al-A30,AE,AH,A,A(with BFE),AR,ARIA,ARIA1-A30,AR/AH,AR/AO Complete Items C3a-1 below,according to the building dram specified in item C2.State the datum used. If the datum is different from the datum used for the BFE In Section B,.convert the datum to that used for the BFE. Show field measurements and datum conversion. Datum N.G.V.D.29 Conversion/Comments: Elevation reference mark used N-803-Dace Does the elevation reference mark used appear on the.FIRM? Yes No ❑ a)Top of bottom floor(including basement or enclosure) 8 00 fL(m) ❑ b)Top of next higher floor WA fx(m) ❑ c)Bottom of lowest horizontal structural member(V zones only) N/A &(m) ❑ d)Attached garage(top of stab) 5 01 It.(m) ❑ e)Lowest elevation of machinery and/or equipment qeguesvives Servicing the building 8 29 FTD Lowest adjacent grade(LAG) 4 4 FT 117 o g)Highest a*cent grade(HAG) 6 8 FT ❑ h)No.of permanent openings(flood vents)within 1 ft.above adjacent grade NIA 10/02/06 i3 i)Total area of all permanent openings(flood vents)in C3h WAsq.in.(sq.cm) SECTION D'-SURVEYOR,ENGINEER OR ARCHITECT CERTIFICATION . II■A I ��I■1 IYI■■■■�i ,�I ■ This certrficatlon Is to be signed and sealed by aor,engineer,or architect authorized by law to certify elevation information. l.car*that the tnAwnatlon In Sections on represent my best efforts to Interpret the data available. i understand that any false statement may by fine or imprisonment under 18 U.S. Code, Seddon 1001. CERTIFtER'S NAME RENE GIGUE S „ LICENSE NUMBER. 4.327 TITLECOMPANY NAME PROFESSIONAL LAND SURVEYOR& PPER ALVAREZ,AIGUESVIVES$t ASSOCIATE INC. ADDRESS CITY. STATE FL CORAL WAY SUITE B MIAMI FL 33155 mnmo DATE TELEPHONE (305)3850385 I0102= Nov 1 7 LEGEND Sg A =Arc ASPH =Asphalt Q g BM =Bench Mark n BRG =Bearing c9 CS =Catch basin m g CBS =Conwete Block StructureCH =Chord m Chatta.=Chattahoochee B$ $ (i =Center Line O° CLF -Chain Link Fence gCL. =Clear CONC.=Concrete LWATERWAY CAN i � D =D� I (80' TOTAL R/W) Q m =Diameter 3 E 6o DH =Drill Hole p W ODME -Drainage&Maintenance �� O BOAT ��.� m� B� a Easement LIFT 127.50'(M)(P) ° � W � v ,. 5 Enc. =Encroachment Fd. NA I 25.5' rO d. NA/L v a E.B. =Electric Box — — — — — — — — — $ E m 91 F.F. =Finish Flow m R�` a o S— F.H. -Fire Hydrant CONC. o v E ON R o36' 3 WALK � I THEW 1/2 3'Ap00 N � I � �� rb m we �� F.I.R. =Found Iron Rear o, LOT 19 t6 I OF LOT 18 90 I s _ v FPL =Florida Power&Light BLOCK 1 BLOCK 1 44' 0.10' `d ? E F.I.P. =Found Iron Pipe FD. =Found CBS o° ° o CL. I a .mm m L.P. =Light Pole Irl € M =Measured C. WALL CBSCBS UTILITY ° a I I $ m ` M.F. =Metal Fence 7.3' a ° o ^ I a M.H. =Manhole OOL ° N m m m M =Monument Line \f'oCONC. a I 5 N MON. -Monument SLAB 36.00' REMAINDER o @ m g NIA =Not Applicable 9.87 i� 24.5• OF LOT 18 I a z°o 4� ` :� $v WD =Nail&Disc 21.30' e , N -62'== x _ NTS =Not to Scale 1 O/S =offset L 0 T 20 cOi ci 'n 40.30' ;'? 3 22.03' I s m OOH.L=Overhead Utility Lines z ONE STORY �' 24.00' h a P -Plat BLOCK 1 - e p RESIDENCE I N � I s PB =Plat Book # 1461 6.6' PC Curvature F.F. ELEV=800' � E p P.C.C.c = Compound CurvaduTPICAL PCP =Permanent Control Point 15.65' This property described as: 88 g PG =Page W tiw 27.25' I I $ P.I. -Point of Intersection o.05' Lot 19 and the West 1/2 of Lot 18,Block 1, PL _ Line Z CL. P� 2 PL 4 I 22. 06' 0.30' I REPEAT OF TRACT A OF g W WALL WALK 21.15' 12 g 15 P.O.B.=Point of BeginningCL. I MIAMI SHORES BAY PARK ESTATES, P.O.C.=Point or Commencement Q 0.35' 21.45' 8 = CL. 9.96' 16• 5.7'I PL N 3.25 6' I according to the Plat thereof, W :$ P.P. =Power Pole 3 3. 1s.25' as recorded in Plat Book 56,Page 86, s $ o P.R.M.-Permanent Reference � I h N \� 2.50 -I of the Public Records of Miami-Dade County,Florida. m EL P.R.C.=Point of Reese (Z Curvature I I.R. 1/2"0 a N ASPHALT N I ASPHALT N y I a ° R =Radius T Z I D'/�00 DRIVE -PT �9e�Y f I t s is �8 OR�vE oa �LR r 2^� — — P.C. CERTIFIED TO: a G&73- .9gua RR =Railroad Surveyor / � a c� � - PSM Professional Stw eLocK Jr 1s'. 127.50'(M)(P) o J -0 Jacqueline C.Butler 0 8 Mapper CORNER 775.50-(P) Hits o R/W =Flight-of-Way gm�Way O 207.12(P) � � rb g SWK =Sidewalk O N p 207.15'(M) ' ° Sec. =Section 15'PARKWAY m N cal 20.5' 59' 15' N 1461 N.E. 102nd Street,Miami Shores,FL 33138 m ; T =Tangent U.E. =UUtity Easement .... N.E. 102nd STREET r W.F. =Wood . Fence . X $g W.M. =Water Meter y 1 "THIS SURVEY DECLARATION IS MADE ON THE FIELD m m a W.V. =Water valve Fd. NAIL 20' ASPHALT PAVEMENT ro d. NAIL c v (50' TOTAL R/W) �� DATE INDICATED,TO THE OTIONE3t($)L1STID:I$IS A �� ` �'�_c �� +4�`-Denotes Spot g'fj� TRANSFERABLE TO ADDITUIN 010111P>r,ICOIS OI; a m m c m Elevations Taken SUBSEQUEN' 9V1NVIW • • • • o a$ S H �$ •• ••• •• z m a y a m � q t1•�' BOUNDARY SURVEY. Alvarez, Aiguesvives and Associates, Inc. I HEREBY CERTIFY:thairiale sirwoy meats tine • • •• Bearing, if any, shown based on N/A (reference) N/A FLORIDA technical standards a�gpt forth bane• Sun/eyorS, Mappers and Land Planners BO sl 91 ':'6 • • + • AND MAPPE S in ter 61 01da Adrainis$�re O'Fa9tW. 107th Avenue#206, Miami, FL 33173 REVISIONS: ELEVATION NOTE: (IF APPLICABLE) Not valid unless Code,pursuan o Section .027 Florida statutes. Phone 305.385.0385 Fax 305.385.0623 FLOOD ZONE COMM.No. PANEL No. SUFFIX: it bears the L.F.Elev.= N/A (lowest habitable floor elevation. AE 120652 0093 J signature and the 305.298.2706 / L.B. No.6867 Elevation shown hereon refer to N.G.V.D.1929. original raised seal Lowest adjacent grade elevation= MLA_. lW:3 08:24/09 ... ¢ield Date Scale: Drawn b Drw No. F.I.R.M.DATE F.I.R.M.INDEX BASE ELEV. of Florida licensed � � � � � Y� 9• BM. N/A Elev.= Nom_. Surveyor and P OFESSION SU�y1 R.Alm 0 •• 03)=1/09 1"=25' S.I. 09-17722 03/02/94 07/17/95 +9.00 N.G.V.D. Garage Elev.= N/A Erp= N/A Mapper. MAPPER No.4327. State 8f MbMda' r a ALLSTATEEN"URINAll State Engineering &Testing Consultants,, Inc. TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILL.ING-ENVIRONMENTAL SERVICES August 8,2005 my �aFU Dan Owens Studio OCT 3 D 2007 780 NE 69thStreet,Suite1909 ANEL Miami, Florida 33138 Y 0 El B ., nNsas� Attn: Mr:Dan Owens t; urRL 0G RE: Subsurface investigation for proposed 2nd floor addition to property Locgted at 1461 NE 102nd Street, Miami Shores,Florida Dear Sir. Pursuant to your authorization, All State Engineering & Testing Consultants, Inc.(ASETC), conducted a subsurface investigation at the above referenced project. The investigation was performed on August 5,2005. The purpose of the investigation was to develop preliminary information about the site and the subsurface conditions existing in the vicinity of the proposed property. To achieve the desired objective two(2) standard penetration test borings were performed and the logs are enclosed in this report. TEST METHOD: The borings were conducted in accordance with procedures outlined for standard penetrations test and split spoon sampling of soils by ASTM Method D-1586. A two(2)feet long two(2) inches O.D.Split Spoon Sampler was driven into the ground by successive blows with 140 Ib. Hammer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a time then extracted for visual examination and classification of the retained soil samples. The number of blows required for a one(1)foot penetration of the sampler is designated as as tMe standard •••••• penetration resistance value). The"N"value provides an indication of the relative density of no4-jg4esive soMsarid the •• • consistency of cohesive soils. • 00 Suitable corrections are applied to this number in order to include the effects of soil overburd+errpressure a*nY8ther ..... factors. A general evaluation of soils is made from the established correlation between "N" aMd xne 7elativg 4depV or ••:..' consistency of soils. •' " '• •••••• This dynamic method of soil testing has been widely accepted by foundation engineers and architects to co%pCi 4ively evaluate the bearing capacity of soils. A continuous drilling and sampling procedures was used 9lertfore, the samples :*0**: were taken at intervals of two(2)feet or at every change in soil characteristics. ••:. The.types of foundation material encountered have been visually classified and are described in detail in the boring logs. The results of the field penetration tests are presented in the boring logs in numerical forms. The average ground water level at the site was found at three (3) feet three (3) inches, below the existing surface (see logs). Fluctuation in the observed ground water level should be expected due to seasonal climatic changes rainfaH variation,surface water run-off and other,specific factors related to the site in question. 2380 West 7P Street-.H1ale6h -Florida:3301&[Phone:::305-888-3373 Fax:305-888=7443 Page 2—August 8,2005 Dan Owens Studio e FOUNDATION RECOMMENDATIONS: Based on the sub-surface conditions encountered ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC., have evaluated a number of foundation systems for providing additional support to the existing structure. Special consideration in the analysis was given to the following: I.-The presence of a layer of very loose organic material of varied thickness,which makes the site less appropriate for construction using regular spread footings and single column pads at the existing grade. 2. Length to width ratio of the proposed structure with special emphasis on differential settlement. Given the above,the following foundation systems were selected. ALTERNATIVE I:AUGERCAST (Pressure groutedl PILES: Augercast (pressure grouted) piles is a feasible foundation altemative. The capacity of these piles is essentially developed in tip bearing and side friction. When these piles are installed or socketed into place, they will"lock into"the rock and sand strata thereby providing adequate bearing capacity. The relationship obtained is as follows: Allowable Allowable Allowable Size Proposed Tensile Lateral Compressive Dia Length ft CaRacity Load Bearing-Capacity 14"0 31' 8.0 tons 2.0 tons 35 tons Large volumes, possibly up to twice (or more)of the theoretical pile volume, may be required for proper auger cast pile installation. A minimum of three(3) piles should initially be driven(installed)at strategic locations in order to verify the suggested pile length. The entire pile driving(installation)operation should be monitored and performed in accordance with the relevant local and state requirements. ALTERNATIVE II:TYPE B HELIX PIER; HELICAL PILES: • Helical piles are another feasible altemative. The capacity of these piles is essentially developed in tip bearing arW side .• friction. When these piles are installed or socketed into place, they will "lock into" the rock3;and strata 4reby ••..;. providing adequate bearing capacity. 0000" 0 0 • The analysis for this foundation alternative consisted of determining a pile capacity for s ••-• ize an th of ". Y 9 P P tY PSS d gyp. ••••• installation. ••'•.' '..• ; •••••• Size Proposed Tension Compressive •••••• ••..;. • .... Dia Length ft Ca -aci Bearing Capacity ••�••• Type B. Pier 3.5" 31' 5 tons 15 tons A minimum of three (3) indicator piles should initially be driven (installed) at strategic locations in order to verify the suggested pile length. The entire pile driving (installation) operation should be properly monitored and performed in accordance with the relevant local and state requirements. i Page 3—August 8,2005 Dan Owens Studio CONCLUSION: Regardless of the thoroughness of our geotechnical exploration there is always a possibility that conditions on the subject property(site) may be different from those at the test locations. Therefore,ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC.,is not responsible for any sub-soil conditions different from those reported in our boring logs. This report was prepared exclusively for the use of Dan Owens Studio. The conclusions provided by All State Engineering & Testing Consultants, Inc. are based solely on the information presented in this report. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. We appreciate the opportunity to have been of service to your company. Please feel free to contact us if there are any questions or comments pertaining to this report. Sincerely yours, Waseem Quadri, P.E.#51481 pecial Inspector Threshold bldg.#1154 All State Engineering And Testing Consultants, Inc. WQ/fs—Dan Owens Studio •••• •••••• go go • • • • • ••••• •••••• • • • •••• •••••• •• • • •• •••••• 4 , .. ALL STATE All State Engineering &Testing Consultants, Inc. ENGINEERING TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIRONMENTAL SERVICES 2380 West 78a'sheet,Hialeah,Florida. 33016 TEST BORING REPORT CLIENT Dan Owens Studio Order No.. 05.661 ADDRESS . :: 780 NE 69th St, Suite#1909, Miami, FL 33138 Report No.. 1 PROJECT 2nd floor addition Hole No B-1 ADDRESS 1461 NE 102nd Street, Miami Shores -Date 8/5105 LOCATION Southeast comer of existing house MP&LT. . DEPTH pESCRIPTIDN OF MATERIALS Hammer blow V dammer bCaas (FEEn ... ort swoler 1 0'-0"to 0'-6"top soil 1 2 2 0'-6"to 2'-0"backfill—brown medium sand w/rock fragments 0'-2 2 3 4 3 2'-0"to 6'-6"backfill—tan-lime sand&lime rock 14 18 4 2-4' 17 12 35 5 12 10 6 4'-6' 8 8 18 7 7 4 8 6'-6"to 8'-0"black sandy much 6'-8' 3 3 7 9 8'-0"to 11'-0"peat 2 2 10 8'-10' 2 2 4 11 2 2 12 11'-0"to 23'-0"tan&gray coral rock frag.w/tan lime sand 10'-12' 6 5 8 13 20 21 14 1714' 20 22 41 15 20 16 16 1416' 14 13 30 17 13 12 18 16'18' 10 9 22 19 10 11 20 18'20' 11 12 22 21 12 14 22 20'2' 15 14 29 23 14 13 24 23'-0"to 29'-0"tan medium silty lime sand 22'24' 8 8 21 .• ;•• •• 25 6 5 •• •• • 26 24'26' 4 3 �'•:•• •• • 27 3 3 •••••• 28 2628 3 3 B•• • :••• • • • 29 3 3 e . . 01 30 29'-0"to 34'-0"tan cemented lime stone 28'30' 27 30 lag . •• •" 31 32 30 ••. • 32 30'32' 31 30 :51 . •••• • 33 30 28 34 32'34' 29 28 57 35 End of boring @ 34'-0" WATER LEVEL: 3'-6"below surface espectfully S d, At Date: 08/05/0517cf _Q___ Waseem Quadri, P.E.#5101 As a mutual protection to clients,the public and ourselves,all reports are submitted confidential properly of clients,and authorization for publication of statements.Conclusions or extracts from or regarding our reports is temrved pending our written approval. ' ALL STATE All State Engineering &Testing Consultants, Inc. ENGINEERING TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRILLING-ENVIRONMENTAL SERVICES 2380 West 781 street,Hialeah,Florida. 33016 TEST BORING REPORT CLIENT Dan Owens Studio Order No. 05-661 ADDRESS 780 NE 69th St, Suite#1909, Miami, FL 33138 Report No. 1 PROJECT 2nd floor addition Hole No:. B-2 ADDRESS 1461 NE 102nd Street, Miami Shores Date 8/5/05 LOCATION - Seutheaet corner of existing hoi,se--_... .___ . Dr!Flor-- -- DEPTH DESCMMONOFMATERIALS ripfe Hamrtrerbtow °Id° liamtilerbbws on SlR:Cae. T 1 0'-0"to 0'-6"top soil 2 3 2 0'-6"to 2'-0"tan medium silica sand o'-2 3 3 6 3 2'-0"to 6'-0"backfill—tan lime sand with lime rock 8 10 4 2'-4' 12 12 22 5 13 12 6 4'-6' 10 8 22 7 6'-0"to 11'-0"peat 2 1 8 6'-8' 2 1 3 9 2 2 -10 . 8'-10' 1 1 3 11 2 2 12 11'-0"to 21'-00tan med. lime sand w/tan&gray coral rock frag. 10'-12' 12 13 14 13 10 9 14 1214' 8 8 17 15 8 9 16 14'16' 10 11 19 17 12 12 18 16'18' 11 12 23 19 12 11 20 18'20' 11 10 22 21 10 8 22 21'-0"to 30'-0"tan&gray coral rock fragments 20'22' 7 6 15 23 6 5 • 24 22'24' 5 5 *0 ;.. .. ...... 25 5 6 .. .. 26 24'26' 5 5 '••••• 27 5 5 ...... .... . 28 26'28' 5 5 1000 ..... 29 5 6 . . ..... .. . 30 28'30' 5 6 aa.. . "• • ....:. 31 30'-0"to 35'-0"tan cemented lime stone 29 31 •0000 0 ...,:. ... 32 30'37 33 35 G•4•• � ...... 33 36 35 ' 34 32'34' 34 32 69 35 30 28 36 End of boring @ 35'-0" 34'36' WATER LEVEL: T-0"below surface Bqsp Ily S , At Date: 08/05/05 Waseem Quadri, P.E.1 51481 As a mutual protection to clients,the public and ourselves,all reports are submitted Zthe confidential property of clients,and authorization for publication of statements.Conclusions or extracts from or regarding our reports is reserved pending our written approval. s_ , � I i�� r4 -tea . 4 sem,„'�' 7ram` Nq a .. ADDITION PROJECT.FOR F � ;tt 54 MRS* TAC UEL INE BUTLER INDEX 1. STRUCTURAL CALCULATIONS 2. WIND CALCULATIONS s _� — • «=;:tea _ •• F` a. �, +' -- - - x. - _� -� .� .r- - tee- . `-"_" ye-'- =F-� -• � 4. gt z _ ®q EDUARDO VAZQUEZ, PE awl-- MR tee` 4 � LICENSE #53893 - PAGES: 4 '`��£�" Pa MM 0M 11112/2009 VANDW v1-5 Detailed Wind Load Design(Method 2)per ASCE 7-05 Analytes W. E.VAZQUEZ PE CompanyMm : EVCI ENGINEERING INC. J.BUTLER ADDITION rmi mpg Deb pwmuftm lKdpmdmafty T e Fa�da 1146 Humoane Prase Reg—(V>f00 mph) ,11,111,or 11 Tat*82 VahmExposure B,C,or D C = 9.500Skw F n1 1 HzSlope Roof 3.0 :12 Slope Roof 140 Type oofFarr 085 Eht 5.67 ftRidge Hekpt le Ht 16.00 tof ' Ht 12.80 ft To Wald Dir 8 102.00 ft - 0.105 caL To�Gtr 7200 ft 1.000 0.650 Cakmillided 0.200 T e of stnxture = 500.00 ft Dim 0.18 = 0200 • • i•••% Struckure No - 15.00 ft • • • • •••••• •••••• • • • • For ' ' Freq>1 HZ use u.85 0.861GNmr-adkiccamwYle •••• • i••••, • �' •••••• ••••i• • • Zmin15.(mft • ••••• CC' .167 0.1281 ••:••i • •• �•� ••i••• •• • •• r 427.06 •••••• • •••••• (1111-41-0. 63 .5 0.11 * • • • •• 0.925" 111.7-lan*3.4*Q 1+1.7.3. lzm 0-� • •••• ••••i• risklm the is rwt aftxkle mnmmeft Imm of Gusn or MWare used I GA351 00 • • • • • Developed by Mece Erderprbmm Inc.Copyright 2006 EVC!ENGINEERING INC. Page No.1 d 12 11/128009 Detailed Wind Load Design(Method 2)per ASCE 7-05 Fig 64 Inlenud Pressure Coefficients for Buildings.Gcai RGcPlOpenBukkW Max + Max- 0.00 0.00 rudosed YuHdirrgs 0.55 -0.55 018 -0.18 Bumhw -0.18 6.5.12.2.1 Design Wind Pressure-Bui bm of Aff Heights Bev Kz KA CIZ Pressure VWndward Vftr Leeward VbU Total Shear Moment 0 IW!:2 +GC -W +GCpI I -aC +t 16 0.86 1.00 361 20.06 3423 1 23.82 1 9.65 1 43.87 4.48 22 15 0.85 1.00 39.37 19.69 33.86 1 23.82 1 9.65 1 43.51 71.04 .8 (dote: 1)Poskive tames ad twAwd the faoe and Negative fames act away frwn the face. Fhrure 6.6-External Pressure Coefficients,Ca Loads on Malys Whd-Fome Resisft SYS Oftchod 2) Theta z • vas Foraade vale Units Kh 201`1 0.85 �• .••••, ••..i. .... , Gh .00256k 2*rl(h*KhrKd 3937 •• • ,•• •••• 10= Comp&Cwt:Table 6-3 Cos 0.85 •••• ahec .0025rvA2-r*weKwKd 39.37 Wan Presswe COSOMMts,CP C Wad See F 6.5.122.1 0.8 Deed by Mece Enterprhm,Inc.Copyright 2006 EVC!ENGINEERING INC. Page No.2 of 12 T 11112 09 VVINDOS A-5 Detailed Wind Load Desi(Method 2)per PLACE 7-05 Roof Pnmme CadftWib�Cp oaf Area .R educe FacW 1.00 br 111flad I to 102 ft Fwe Cp Pie(psi) iwybe dau wWd cac+ .oc Walls(UUmd Dir Namal to 102 ft v+q -0.50 -23.82 -9.65 1Ala�(Wind Dir NomeW W 72 ft vat -0.42 21.03 -6.86 VMS -0.70 20.52 46.34 Roof-1Werd Namml to for Wand Nth U-1 It twe rid-Agin Cp -0.54 25.16 40.99 -max Cp -0.04 -829 &88 Nomad to Ridge -0.46 -22.48 -8.31 Top(W -0.54 -18.07 -18.0 Tap(Leeward) -0.46 45.40 45. Overlwa Baltom on Weedward 0.80 26.77 26. • •••..• Roof-Vlfaod POrald to Ttve"-for WaM Natural to 72 ft tape Dist*mVlf udEdge:0ftfo25.6ft-MaxCp -0.18 43.11 1.06 •....• i••..• •• • Dist from Wmdwmd Edge:0 ft to 6.4 ft-1in Cp 490 -37.21 -23. 00*000 • ••••.. Dist fr(n Wed Edge:6.4 ft to 128 ft-Ain Cp -0.90 -37.21 -23.03 • • . Dist from W dEdge.12-8ftto25Sft-KmCl -0.50 -23.82 -9.65 •....• �••.i• �••••� DIst from Wmdvmd W.>25.6 ft -0.3D 47.13 2 ••.•. *H die from mid edge • • • • .....• • • Dewy by Meca Erd�ss,Im ComOd 2WS EV/CI ENGINEERING INC. Page No.3 of 12 11112r20O9 Detailed Wind Load Design(Method 2)per ASCE 7-05 Figure 641 -External Prmmum Coefficients.QCA Loads on Compormft and Clang for BuUngs vv/R<=60 ft t5 t t t 4 2; t i 15 5 v a a a Hipped Roof 7<Theta.<=27 a= 5.12 5.12 ft Double Click on any date enby line to receive a h!te Screen vrkm sit Afea zone cP JWInd Press tM►a Max Min Max Min FO=OF E 1 10 19.75 197.50 1 0.30 .0.80 18.90 -38.59 E 2 4 19.75 130.02 2 0.30 420 18.90 -04.34 E 3 4 4 16.0 3 0.46 4.60 25.17 -70.01 WINDOWC1 6 2.66 15.96 4 0.96 -1.06 45.05 48.99 °•° �•••i• •°°°•• WINDOW C2 4.5 1 3 13.50 4 1 0.98 -1.08 45.56 49.49 NDOW F1 8 1 5.5 44.00 4 0.89 4).99 1 41.99 -45.92 •° ° •� •• •° •••0•° WINDOW F3 4.5 1 5.5 24.75 4 0.93 -1.03 43.73 -47.66 • •• ••••i• .0000• NDOW F5 6 1.5 9.00 4 1.00 4.10 46.46 -50.40 • • ° NDOWF10 5 5 25.00 4 Om 4.03 43.69 -47.63 °0000° �•••i• '••••� NDOW F12 5.5 6 33.00 4 0.91 4.01 4286 -46.79 000.0• • ••• •0000 INDOWC6 4 3 12.00 4 0.99 -1.11.9 45.91 -49.85 00• • 0 0 ° 69.066 INDOW C4 5.5 2.5 13.75 5 0m -1.35 45.50 -6029 •• • ••••°° .0000• INDOW F4 2 3 6.00 5 1.0 4.40 46.46 -62.21 • • • °° LWINDOWS"F" 4 3 12.00 5 0.99 -1.37 45.91 -61.11 ° 0° 0••••0 0000,• INDOW Al A2 C3 4 3 1200 4 0.99 -1.09 45.91 -49.85 • • • 0000 • 0 INDOW C4 C5 4 2.7 10.80 4 0.99 4.09 4623 -50.17 °° ° 0 0.00 :°°°•� DOOR G 8 7 56.00 4 0.87 -0.97 41.26 -4520 0000 GE DOOR 16 7 112.00 4 0.81 -0.91 39.17 -43.10 2 8 3 24.00 4 0.93 4.03 43.82 -47.76 ALL ZONE 4 20 9.67 193.40 4 0.77 -0.87 37.52 -41.45 Note: Enter Zone 1 tivargh 5,or 1H ftmO 3H tar ate. Dewek)pea by Meta Enterptises,Inc.CopyrW 2W5 EVCI ENGINEERING INC. Page 1o.4 or 12 11N2Q= VAND"A-S Detailed w'md Load Design(Method 2)per ASCE 7-05 PROJECT: BUTLER ADDITION OBJECT: TYPICAL ROOF TRUSSES a (L-4a)l2 2a (L4a)2 a � � u lONE2 EL �2 2 E, ZONE,Z OHS L INPUT DATA: BEAM LENGTH: 31.00 fL UPLIFT ZONE 1= -38.59 psf Left 0.00 ft. UPLIFT ZONE 2- -54.34 psf Rot 0vaharrg: OAO fL UPLIFT ZONE 3= -70.01 psf Tnlutary v,kfth: 200 It MATERIALS: LOADS: SYP#2 Gravity Dl 25.00 psf. fb= 1300 psi. Total uplift -38.59 psf. fv= psi. OH uplift -54.34 psf. Eb= 1,2 ,000 pro. Live Load: 30 psf. Beam wk th 1.5 inch. GRAVITY CALCULATION Design bad:q=T(DL+LL)= 110 b t REACTION Left support VI= 1705 lbf. Right support VI= 1705 lbf. FLEXURE Left support Mw= 0 bf.ft Right support Mright= 0 lid ft (Use only for solid wood) Mid span Mndd= 13214 lbfft UPLIFT CALCULATIONS Uphft at left support UA=UotL0HL+U ml-12 UI= 4196 Ibf Uplift at right support Ull-Uoh.OHR+Un.L2 Ur= -1196 Ibf • • • •• •• •• • o•o•oo • •••••• • • • o ••o• •o••o• Developed by Mece Erderprtes,Ura.Copyr4 t 2006 EVCI ENGINEERING INC. •'• •*W No.5 0CV•• ; •• • • •• • • •••• 11/12!2009 VA DOS A-S N _ Detailed Wind Load Design(Method 2)per ASCE 7-05 PROJECT: OBJECT: FOOTING FOR TERRACE COLUMN FOOTING UNDER ISOLATED COLUMN Data: Column arm: 0.1 sgft. Tributary length: 12.5 feet Calcubted uplift force 6,765 Ib Calculated gravity fon 9,642 Ib Footing dimensions: B= 6 ft. H= 1.33 ft. L= 3.5 ft. Fill heigM on footing: 0.33 ft. cdwmwevt 180 b. FIRST CASE:NORMAL CONDITIONS. Total load acting on foundation: 13881 Ib. Total pressure on the foundation: 661 bMA2 Design soil beam c packy: 2,000 bW2 ACCEPTABLE SECOND CASE:WIND LOAD. FOOTING WEIGHT: 4,050 b. COLUMN WEIGHT: 100 b. ROOF DEAD LOAD: 5,992 b. SLAB OVER FOOTING: 1,014 b. TOTAL LOAD ON FOUND.: 11,236 b. Total load acting on fes: 11236 b. Total uplift force: -6765 Ib. Safety factor for uprdL 1.66 ACCEPTABLE •.••.. . •. .....• • Developed by Mece Enbvixtsm Inc.Copftht 2W6 EVCI ENGINEERING INC. ••• •pap• No.6 AF 12 0 0 11/12!2009 VVIND05 A-5 Deiced Wind Load Design(Method 2)per ASCE 7-05 PROJECT: BUTLER ADDITION OBJECT: TRUSS IN DINING ROOM AREA a (L4a)2 28 (L4a)2 a 4'iWE 02 1KT+ONI<2 3`i ? OH SPAN �� R.OH L INPUT DATA: BEAM SPAN: 31.25 ft. UPLIFT ZONE 1= 38.59 Psf Left Overhang: 7.25 IL UPLIFT ZONE 2= -54.34 psf RV*OvatmW OAO fL UPLIFT ZONE 3= 70.01 psf DisIlarroe'a": 5.12 fL Tftutary wtcih: 200 fL MATERIALS: LOADS: SYP#2 Gravity Dl 25.00 psf. ib= 1300 psi. Tabd uplift x.59 psf. %-- psi. OH uplift -54.34 psf. Eb= 1=1000 Psi. Live Load: 30 psf. Beam wkkh 1.5 b-ch. GRAVITY CALCULATION Design We q=T(DL+LL)= 110 W REACTION Left support VI= 2516.3 Ibf. Right support VI= 1719 Ibf. FLEXURE Left support Miaft= 28M Ibf ft Right support Mrd= 016fft (Use only for sold wood) Mid span Mndd= 11982 bfft UPLIFT CALCULATIONS Uplift at rVA support UI=Ua*.OHL+UmL 2 UI= 4067 IV . . Uplift at iaft support LN=UoKOHR+Unln Ur= -1990 Ibf •••••• •. • •• • • •••••• • •• •••••• • •••• • ••••• •••••• • ••• ••••• • • • • • •• •• •• • •••••• • • • •••• •••••• •••• Dem ta by MeEnterprises,Inc.Copyright 2W6 EVCI ENGINEERING INC. � ••• fie No.7®til'9•i f 11/1212009 VAND05 V1-5 Detailed Wind Load Design(Method 2)per ASCE 7-05 PROJECT: BUTLER ADDITION OBJECT: GIRDER GT-1 a 2a (1,4#2 a ,. OH SPAN .OH L INPUT DATA: BEAM LENGTH: 18.25 11L UPLIFT ZONE 1= -38.59 psf Left0verhaW 250 iL UPLIFT ZONE 2= -54.34 psf Right Ove: 250 R UPLIFT ZONE 3= 70.01 psf DbAmnce le. 5.12& Tt ►ver: 4.50% MATERIALS: LOAM: SYP 02 Granny D.L 25.00 PSI. fb= 1300 psi. Tommi eft x.59 psf. fv= Psi. OH upift -54.34 psf. Eb= 1,200.000 Psi. Limos Load: 30 psf. Beath vrr 1.5 inch. GRAVITY CALCULATION Desgn load:q=T(DL+LL)= 247.5 bM REACTION Left support VI= 28772 Ibf. Right support M= 2877 Ibf. FLEXURE Left support AW= 773 Ibf ft Rift support Mrd= 773 IM R (Use any for sobd wood) MM spar Mrrdd= 9531 lbf ft UPLIFT CALCULATIONS Uplift at left support UI=Uoh.OHL+UrLLr2 UI= 23101bf Uplift at rigfrt support Ui=Udt.OHR+Un.Lt2 Ur= 2310 Ibf i.•.i• • DevelopW • by Mew Fnterpraes,frac.Copyright 2WS EVC1'ENGINEERING INC. �.•• i • jos No.8 o=fd'�•� . 11/122009 Detailed Wind Load Design(Method 2)per ASCE 7-05 PROJECT: BUTLER ADDITION OBJECT. GIRDER GT-3 a Za -4a�a N2 a (L � (L qq �y L Ir � z OH SPAN R.OH e L INPUT DAT& BEAM LENGTH: 29.001L UPLIFT ZONE 1= -38.59 Psf Left Off: 250 fL UPLIFT ZONE 2= -54.34 Psf Right Ovartra W 250 It UPUFT ZONE 3= 70.01 psf Didarice"a": 5.121 TnlxA uy vAdth: 4.50 tt. MATERIALS: LOADS: SYP 02 Gravity D.L 25.00 psf. fb= 1300 psi. Tow upfilt -38.59 psf. fv= psi. OH uplift -54.34 psf. Eb= 1,200,000 Pei. Live Loci- 30 psf. Bean vrxfth 1.5 inch. GRAVITY CALCULATION Deft km&*q=T(DL+LL.)= 247.5 W REACTION Left support M= 4207.5 R support Vl= 4208 Ief: FLEXURE Left support Mit= 773 Ibf ft Right sit Mnght= 773#Aft (Use oNy for solid wood) Mid span Mndd= 25245 eft UPLIFT CALCULATIONS Uplift at left support UI=Uoh.OHL+Urr.L2 UI= 3244 Ibf Uplift at right support Ul=tM.OHR+Un.L2 Ur= 3244 Ibf • . • • DeveOped by Meca Enterposm Irto.Copyright 2006 EVCI ENGINEERING INC. ••• •••PaNo.9 ai♦2•••i •• • • •• • • 11112MM19 VANDO 5 vl-5 Detailed Wind Load Design(Method 2)per ASCE 7-05 PROJECT: BUTLER ADDITION OBJECT: GIRDER GT-6 a (L-4a}i2 2a "A------------ ir a z^ ; IMS OH SPAN 44 R.OH L INPUT DATA: BEAM LENGTH: 21.0% UPLIFT ZONE 1= -36.59 psf Left Overhang: 0.00 fL UPLIFT ZONE 2= -54.34 psf Riglti Oaedwg 0.00 R UPLIFT ZONE 3= 70.01 psf ID "e. 0.001 Tribtlary vAci t: 16.50 It, MATERIALS: LOADS: SYP 02 Gravity 131 25.00 psf- lb= 1300 psi. Tam trft psf. fl/-- psi. OH uplift psf. Eb= 1,2W,000 psi. Live Loaf: 30 psf. Beem vridth 1.5 irwt. GRAVITY CALCULATION Design bad:c=T(DL+LL)= 907.5 Ib1<t REACTION Left support VI= 96422 bf. RW support V1= 9642 Ibf. Sx=1328'1211300=1224 c u:h 1189 2"k>y'SYP ft2 Sx=14.06 cu.in. UPLIFT CALCULATIONS Uplift at left support LM=UcKOHL+Un.L12 U1= .6765 lbf Upfift at rk#t support UI=Uoh.OHR+Un.L2 Ur= -6765 bf • • i 0 0 0 0• 0 0 0.0• •• • •• • • •0.00• • •• 090009 *00000 0• 0000•• 0000 :090:0 • • • •00.0• 0 ••• 00000 • • • 0 • •• •• •• • •••000 0000•• • • • • ••••• 000.00 • • 0 •• Developed by Meta Enters Mr.Copy�rd 2006 EVCI ENGINEERING INC. ••0• • Pw No.10 d v2••• I� 11112@009 VA -$ NDO Y'! Delay2ed Wind Load Design(Method )per ASCE 7-05 PROJECT: BUTLER ADDITION OBJECT: GIRDER GT-8 a f7- a -4ay2 2a (L-4a?2 OH SPAN R.OH L INPUT DATA- BEAM LENGTH: 31.00 fL UPLIFT ZONE 1= -38.59 psf Left Ovedlew 0.001 UPLIFT ZONE 2= ,54.34 psf Fftmovadww. 0.00 R UPLIFT ZONE 3= -70.01 psf Dime"a": 0.001 13 ft T v, h: .25 NIATERIALS: LOADS: D.L 25.00 . SYP#2 � 1300 fb= TOM upfift Psf fv-- pSL OH LqM psf: 1 Live Load: 30 . Eb- ,200,000 psi t� Beam vaadtft 9.5 hich. GRAVITY CALCULATION - Des�bad.Q=T(DL+LL) 728.75 m REACTION Left sit M= 112961bf. i Rightsupport = 11296 Ibf. Sx=1326`1211300=1224 c ulL Use 2"x8"SYP#2 Sx=14.06 c u.in. UPLIFT CALCULATK)N3 = Uplift at left s LA-Uah.OHL+Un.112 UI 7925 Ibf . . Uplift at rikjtt sport UI=t7oh.OliR+Un.LR Ur= -7025 IDP•. • • • • • •• .•• • • . Or Dodoped • by Me-Erni s,mr.Cel2 EVCI ENGINEERING INC. • • • • • • • • • Page 1o.11 of 12 • •• •• • • • •• •• 11//22009 WIND05 A-5 Deified Wind Load Design(Method 2)per ASCE 7-05 PROJECT:BUTLER ADDITION OBJECT: GIRDER GT-7 a (L-4a)t2 2s (L4a)2 a OH SPAN � R.OH L INPUT DATA' BEAM LENGTH: 1900 ft. UPLIFT ZONE 1= -38.59 psf Left Overhang 0.00 fL UPLIFT ZONE 2= -54.34 psf Right Overlong: 0.W ft. UPLIFT ZONE 3= 70.01 pelf Dislance"e. 0.W fL Tit ver: 13.25 ft. MATERIALS: LOADS: SYP 02 Gravity D.L 25.00 psf. lb= 1300 psi. TOM upmt psf. fir= Psi. OH upf;ft Pat Eb= 1,2W OW psi. Live Load: 30 psf. Beam vdft 1.5 itch. GRAVITY CALCULATION Design load:q=T(DL+LL)= 728.75 HA REACTION Left support: VI= 6923.1 bf. R support: M= 6923 bf. Sx=1326`1211300=1224 c u in. Use 2"x6"SYP#2 Sx=14.06 cu.in. UPLIFT CALCULATIONS Uplift at left support: Ul=Uah.OHL+Un.L2 UI= -4808 IbU• • • • • • •• Uplift at right support:UI=Uoh.OHR+Un.L2 Ur= -4358 Ibf •• i i i i • •• • • • • ••• • •• • • ••• ••• ••• • • • • • •• • • • • • • • • • •• • • •• ••• • • • • ••• • • Devekped by Masa EMegxhm s,Ira Cc�2006 EVCI ENGINEERING I jC. :.'•: i � •' i Pepe Na 12 of 12 ••• • • • ••• • •• iM11N1 MIAN"ADE COUNTY,FLORIDA METRO-DADS FLAGLAR BURRING 140 WEST FLAGLER STREET,SUITE 1603 BUILDING CODE COMPLIANCE OFFICE(BCCO) M[ANII,FLORIDA 33130-1563 PRODUCT CONTROL DIVISION (305)373-2901 FAX(303)372-6339 NOTICE OF e No-Vee Industries,Inc. 1055 East 2e Street Hialeah,FL 33013 SCOPE: This NOA is laving 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 Mismui Ike CovAy and otherarms where allowed by the Authority Having Jurisdiction(AE4 This NOA shall not be valid after the w*atioi 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 mangy will incur the ewe of suck testing and the AHJ may immediately revoke,modify,or suspend the use of such product or serial within their jurisdiction. BORA reserves the right to awoke this acme, V it is determined by N&ami-Made 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. DESCRWnON:Series AB,NVSTA,NVHTA,NV IW,W.,NVTT and NVHC-37 Wood Connectors APPROVAL DOCDMENT:Drawing No.NU-1,tided`Truss and Top Plate Anchors",sheets 1 through 4 of 4,dated 02/111/08,prepared by Nu-Vue bdustries,Inc.,signed and scaled by Vipk N.Tolat,P.E.,bearing the Miami-Daae 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:Now LABELING:Each unit shall bear a permanent label with the mannfac>ureft name or logo,city,state and following statement-Miami-Dace County Pry Control Approved",unless oilterwise 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 these has been a revision or change in the materials,use,and/or manuf:rcbae of the product or process.Mie 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 numb 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 clone in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the mamifitoturer or its distributors and shall be available for inspection at thejob site at the request of the Building Official. This NOA revises mW resew NOA#03-022410 and consists of this1 and evidence page E-1,as well as approval document mentioned above. •• ••• •• The submitted documentatl©n was reviewed by Carlos NL T1*graf j!*i i i i•i ••• •• ••• •• • • • •• Aa NOA No.08.0325.02 r, .'. .•. •;•Eze ' May 22,2013 • • • June S,2008 • • • •• • • • page 1 ••• • • • • ••• • • • • • • • • • • • • • •• •.• • • • •• •• ... . . ... . . Nu-Vue IndMtrla,)enc. NOTICE OF ACCEPTANCE• F,�'VTDENCE SUBMITTED A. DRAWINGS 1. Drawing No.Nu-1,titled"Truss and Top Plate Ands",dusts 1 though 4 of 4,dated 02/18108,prepLredby Nu Vue I &brie%Inc.,sib and sealed by Vipin N.Tolat,P.E. B. TESTS Test rats on wood connectors per ASTM Dl 761-88 by Product Testing,Inc.,signed and sealed by C.R Caudel,P.E. Report No. Wood Connector Load Dieuate 1. 05-5195A AB-5 Fl and F2 06/03/05 Z. 05-5196A AB-7 FI and F2 06/11/05 3. 04-4995 NVTIU-26 Upward 01/31/05 4. 04-4996 NVTC 28 Upward 01/31/05 5. 05-5612 IKE-1 Upward,Ll and L2 03/20/06 6. 06-5622 HM-2 Upward,Ll and L2 05/01/0 7. 04-4908 NV1T Upward and Ll 07/21/04 8. 03-4631 NVTT Upward and Ll 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 ',dated 03/20/1$,signed and sealed by Vipin N.Told,P.E. D. Q UALITY ASSURANCE 1. Miami Dade Building Code Compliance Office(BCCO). E. MATERIAL CERTIIFICATIONS 1. None. F. STATEMENTS 1. Code conformance letters,issued by Product Testing,Inc.,signed and sealed by C.R Caudel,P.E. G. OTHER 1. Notice of Acceptance No.034224.10,issued to Nu Vue Industries,Inc.,approved on 04/17/03 and expiring on 05/22/08. tod"AL Utrera,P.E. Prodnet controlEsaminer •• • • ••• ••• OWA Pio.05-0325.02 i• i . i ` e Eaplral�n�t$: M�3'22,21113 i i i i ` `i i• `A p1�DVa=�tte: Jane 5,2008 E-1 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 18 Gane Angle CHP. ; 1.Steal shall amfotmto ASTM A6l3,atnood gm&33 eft yW$3 bi)an ambd man galvanized ocaft o(G60porAMM AnS. 4 2.A4owaldeloada mebwW cuXWwal Deft speaB (WJbrwaoA " tP—X4ts2z 9m 2001/20dSF.dtitca. 3.Dolga We&are for Boum Pin spades wldt a spedit Wwlty of0.53.Allowable hr e ur spades shall be nt�usmd . L L 4.Commas wire ng valm oro based m NDS We 11P,0*M53 and nave been m&m d fbr Pmt inion Deish"Ptlm • n 3.ASowabloloadsfor wmd%Mhavedco*beenl dbyadubbwofMfbr sal. LaM vattos shown mewlfltatd33°Ib auesa huaeaa. 6.Aliowaaldo log&form=dm asia*0=w im oaromt WWWA dasigo hmd A&7 AWS Tvt al moa which is divl&d ifs int*dimatimgiven mem be od as follows: Adnd WJ + + X1.0 Allowdtlo Upliiit Mow"L2 7.Allowable loa&aro bead of 1%"ibidt wood MW*m ed=uwfsanated. 8.All tie beams ad graded canoM momw dial!coamlywddWW21 ofFW Cana ofm tie bum sad Swd Wd mater for c=M to mmwwy be&tWW= of2S00 pd.Canasta vkxndm ) PharSdmUe AlowsbleLu(16s) moomydtdl0om*vdhAMM M •••• > AAtmtsb vobeanoond htaoomb=vi&ASTM1}1761. 00 0• • • Code 00 Wl y4 L Header jam Ft P2 9 �••••� ••w• ASS $ 311 S93 • • 3-10dsl�j• 3-10d'I • 7 410da1%0 410dz134" 382 794 • •w•:•• 000 • �jp •t�e4ider sagte leg to Jest sad tlheatarh�tOHea�. • • • • •••• • M. N. #12 PE(CML) Nu-Vue Im• :.0000 •• • •••••• M. W.G. �12847 10i3-00l9 8t•t29 sheet • • • • 15123 LANTERN CREp( • i •• • •• Ilfakeh,Florida 313 • mouw �I,7X 77068 /3as)6944371 ••••w• • i•• i F�:�x94-0398 TR[W AMID TOP PLATE AAfAfORB O 3 NU-1 I of 4 F22,,009 Deep Sat Trm Amor..Ther ere deeq�wd to rout WAvW and**fosses. $aHien Donbk Strap RiveW TMSS Anchor..They are desivW of 14 The strap is made of 14 VW sted and the seats of 20 gee stei pates to resdst lateral aid uplift fWGft 'fhe segs are made af20 PV steel. UPLIFT UPLIFT •"""`�.pt '� �' a �� u • I TotatNo Taw No.of ofFa k ms pu mmsin 1• �) Pro g dfmu= Faslar ht A Laadspbe) Ftp la�p `20tH.float Cob (hdtos) int"bw 200&Sod s a Code ) 18ds ' Wds upm Ll L2 l LI L2 NVU412 12 S 6 1646 700 1049 NVNM2 12 t0 8 1506 1766 2050 1450 6 6 1141 760 1144 12 6 1�5 2987 li81 1681 NVtiTA16 16 7 6 1216 829 1220 t!1i1H2A16 14 6 Im 2 1312 J 1812 ••• NWA20 20 8 6 t331 887 1399 NV�1'A20 20 16 6 2091 2449 1444 1994 • • • 1426 9S0 1490 18 6 m 2W 1575 2175 i••••i �• IiVBTA� • 9 6 22 N • • •••• I.Ndbmagmwyin9bWmdsWtoWdamdaftSW&ft tda+fork" • •••• ••• NV Mg • 21 NVRM24 24 2.So ado 6,ibed l tixamhbd baft& aao�nap.ess • • 3.Nabtlaogh"da"aMfOw*M wAEdM • 4.Facgaamaitwim.sesshastl. •••••• • •• •• •• • • • • • 1•Fa•h�nl�l .aandlbo3�0�. ••••• ••• • •••••• 6.ltmbdaumis.2SWpsiaoa 4s Now ••••• •••••i •••••• VAN N. TOLAT, PE(CIVIL) i••••i • • •••• FL REQ. #12647 Nu-Vue 1,» k. 1053.1039 dost 29 Skag • • • OG:*• •• 18123 LANTERN CREEK LA16: 2y,F 33013 HOUSTON, TX 77M OM 044397 •••••• •• • •••••• • • • • Fast'(303)694.03 • • •• • •• • • • • TRt7sa AND Tt]P 1sI.ATB ANa •�•••� . o$� Fab 18, NU-I 2of4 2,008 12 Gage NVTHJ Tras9 Hip&Jack HOW" M Stud Plate Ties ' • UPLIFT e tl Ll • • TM i • M t1 Jack , N • TYPMIKIII Meader 2 2X ` $ g--7�•.—•�1 L1-2x •' •e INSTAIATroN • ��ii • NVTHJ-IIB as shown NVTHJ48 shmar U.B.Patel No.4,964, 3 Altewable Lamb(ibs)B Pfine Na k Db =dm OK60) l+se4mwe Aiiow"tcede(ibs) Predwi 00:*, C Aisne 26d �Neii 1 JsakNati 2 Cade W H L MW FMD UPM L2 U2 • • •• 10 2td-• o •••••• • • • 18 4 3 7 2 3 3 1881 lf4 S 3% 6.10fl 420d 787 337 337 • • •••• NvTim • 1478 18823%lyj6•104 741M932 431 318 •�•••• •••• • • 1992 20S 4 9 2 3 S • •••••• • •• •• •• • • • • • 10dx1K•tudh can be seed ••••• •••••i •••••• �, YfPiN ac TOLAT, Pe (awL) Nu-Vu i••••i • • ••, , FL. itEG. 112&47 — hduMciea Ina }053-]OS9 EVA 29 Str•d • • • 000 • 15123 LANTERN CREEK LAN HOUSTON, TX "M 3}ieleeh,Raw 69 330}3 • • • • • .� NVTHJ4easawm Fax:0694-0398 •• • •• ;lb •• NVTMJ48 sir 1� TRUER AND TOP PLATE ANCHORS 1'�Xfarafp • • Y Feb 18, • g} a NU-1 3 of4 2,008 18 Gauge NVTT Sanibel Trow Strap 18 Game NVHC 37 SWAY Grip CHp(M--) > (ioo>asa) Ft oog Aimtmh(8d) NA%Lalai (an) .: Code '3V B A L Ttm TopF dw HORMO M6 Uou Ll maway pmdtsotCo6a � Li 12 MM-1 t% 1% 34 13 2.12.1"*l " 6.I04 -- 968 343 368dw 3241doe NVRC37 S Wq C'P 16.161 ]2.304 702 SN 637 14M-2 I%j 1% 14 13 Z 10dtti " "" M 468 1. ]-lOdx%$ dlis*oW=each d&of*sTi m=dS-10&dBfaeaahlN=PbwIn .� 2.�"aga.sll�"lag,1� >apoadraaeoplaomdineadtlog+�lfsla�bo>l�v aoemda�omy.Is23�i"�a8kda000$otaloPof$iablo�rearl �'3" ��`, ltlmtep000e. ��" . •• LB�/ • ./�Li • i b_A • 7YY UpLipr l4rm. A:;:- aim a" ••••0000•• • • q• YIN N. TaAT. P6 (CiVH.) `TIR REtl. 12847 NU"'r ue• • 18123 LANTERN CREEK 1�333a13 0••••• •• NyMI AOMOW H�ISTnAi. T%77088F• • • NVTP4amaptemmdom000D+ • • •• 0 •••• �mbmkm-daPWwdFAwwdnft 7mm AND TCP PLATE ANCHORS 0:000* • AKLsaw • • a =NU-I g2,18, .tet 9 a M I A M l•DADt_ MIAMI DADE COUNTY,FLORIDA _ METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)375-2908 NOTICE OF ACCEPTANCE (NOA) Signature Doors,Inc. 401 Juniata Street Altoona,PA 16602 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 glow. The Miami Dade County Product Control Division (In Miami Dade County)and/or the AHJ(in arcs 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 budding 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:8 Foot Wood Panel Inswing Impact Doors APPROVAL DOCUMENT:Drawing No.1257,titled"8 Foot Woad Panel Inswing Impact Doors",sheets 1 through 10 of 10,prepared by Warren W.Schaefer,P.E.,dated 11/25/03,revised 11/17/08,bearing the Miami- Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami-Dade County Product Control Division. M ILE IMPACT RATING.Large bnpact Test 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 PWdinl O�i a1+• ••• .. . . . . . This NOA revises and renews NOA #040211.08 and consists of this age 2 an$dvi4dC&.f ges T-1 and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Fitz A.Harris,P.E. �y�/�d• 4A EsistoMttSP 6 •Apr*2,2014 9Apiaate:UareefS,2009 Page 1 . .. .. . . . .. .. ... 0 . . ... . . T Signature Door,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. Test reports on 1)Air Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC,TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 4)Large Missile Impact Test per FBC,TAS 201-94 5)Cyclic Wind Pressure Loading per FBC,TAS 203-94 6)Forced Entry Test,per FBC 2411.3.2.l(b)and TAS 202-94 along with marked-up drawings and installation diagram of an inswing wood door, prepared by Hurricane Test Laboratory,Inc.,Test Report No.HTL-0243-1013-03, Specimen#6,dated October 21,2003,signed and sealed by Vinu J.Abraham,P. E. C. CALCULATIONS 1. Anchor Calculations and ASTM-E1300-98 analysis,dated 01/20/04,revised on 03/20/07,prepared by W.W.Schaefer Engineering&Consulting,P.A.,signed and sealed by Warren Schaefer,P.E. D. QUALITY ASSURANCE 1. Miami Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS None F. STATEMENTS 1. Statement letter of conformance,dated November 17,2008,signed.and sealed by Warren W. Schaefer,P.E. 2. Statement letter of no financial interest,dated November 17,2008,signed and sealed by Warren W. Schaefer,P.E. G. OTHER 1. Letter from the consultant stating that the product is in compliance with the 2007 Florida Building Code(FBC). *00 010 • • • • • Fitz A.Harris,P.E. ••• ,•• Pr�ctndhtrorrul 'er . • • . . ..N 5-120 09 ••• "Irati9ADaV!ApALn,2x14 E-2 Approval Date:March 25,2009 • • .•• . • 0 . . OV ••. • . ... •. •• . .• .. . I IN ,GENERAL NOTES: 74 1/4' MAX. FRAME WIDTH (F.W.) 37 9/16$MAX. rim 1. THESE DOOR SYSTEMS HAVE BEENTESTED.ANALYZED&APPROVED 6' MAX. 6' MAX. SEE CORNER FRAME WIDI�i (F.YV� • • • n/a/w FOR t PRESSURES 140T TO EXCEED THOSE SHOWIN IN THE 6' MAX, A g 6" SHEET 7AILS � 6" MAX. (TYP.) A 6' MAX. CORNER A[141WA&E DES1M E TABLE(S). 11 p, DETAILS � • • SHEET • = DESIGNED&&�TO TRANSFERwIND1AAo5Mm BE STRUCTURE. (TVP.) 5 5 (IVP.) ( S z 3. ALL HARDWARE&FASTENERS SHALL BE IN ACCORDANCE WITH THS • • • • ORAYANtS&SHALL NOT VARY UNLESS SPECIFICALLY MENTIONED ON THE I 8 1/2' • • • • BEYOND WALL FIIV�i OR DRAWINGS. SPECIFIED ANCHOR EMBED TO BASE AIATFRIAt.SHALL I • 000 •• • • O. 4 THE DETAILS&SPECIFICATIONS SHOWN HEREIN REPRESENT THE 16 II TVP. FRAME PRAMS TESTED&UNIFORM STATIC AIR PRESSURE FOR WATER.IN CONFORMANCE WITH THE .IAMB/ I // / SCREW OR ROM BUILDING CXR PROTOCALS TAS-201.202&203 FOR LARGE TmNF• \ FASTENERS MOUNTINJ CLIP MISSII IMPACT DOORS. �'� I 25 6 THROUGH WHERE S 0 . • i'• i' ' 5. THS DOOR sY51EMS HAVE BEEN DESIGNED IN ACCORDANCE WITH I yIT�\ STRIKE PLATE SEE 'FRE:' : •• :' • AND WMT THE REQUIREMENTS OF THE FLORIDA BUILDING CODE(FBC) tNCUl�dG Flpl VELOfITY HURT6CAP�ZONES(trmu E 39 4 43 I PLATE INTO SUBSTRATE ANCHOR• • • • & IMPACT sHurr-Rs ARE NOT REQUIRED WITH DOORS. II 5 NO. 10 SMS REQUMMENTS =4" y rAll 7. AL ROM SECURING DOOR FRAME TO PRESSURE TREATED BLIM / I 401 45� WHEN INTO TABLE" ON THIS O.C. $ < OR ROOD FRAM SHAD.BE CAPABLE OF RESISTING CORROSION CAUSED LOCK nN,,,E -� SHEET FOR (�•) BY THE PRESSURE TREATING CHEMICALS IN THE WOOD. S I LOCK WOOD; (3) = to & OETERMVIE THE POSITIIRE&NEGATIVE DESIGN LOADS TO USE WHEN / w SCREW REFERENCING THESE DOCLIkLTITS IN ACCORDANCE WITH THE GOVERNING 2S 3/4' 3/16' z REQUIREMENTS. COOS AND GOVERNING WIND VELOCITY. FOR WIND LOAD CALCULMONS IN ,- o / MAX. D.L.O. I SCREWS WHEN = CONCRETE ACCORDANCE WITH THE FLORIDA BUILDING CODE.A DIRECTIONAIIlY FACTOR x � . OF"°'° MAY APPLIED" ''" °'"`ON"'" '°"WITH I= " ACTIVE II INACTIVE INTO CONCRETE) w Z 25 3/4- Lu MMINATIONS SPECIFIED IN SECTION 2D OF THE ASCE 7 STANDARD. _ & NO ITS IN&LOWABLE STRESS HAS BEEN I=IN THE r I SEE "FRAME MAX. D.L.O. 4t 48 49 CORT>F IlON OF THIS PRODUCT. MIND LOAD DURATION FACTOR Cd= �I ANCHOR 1.6 WAS USED FOR MOOD SCREW ANALYSIS ONLY. an LOCI( w,O O 1&AWERIAS.INCLUDING BUT NOT LIMITED TO STEEL SCREWS.THAT I OPPOSITE REQUIREMENTS Cr Ir tO n COME KF0 CONTACT WITH OTHER DSSIMIAR MATERIALS SHALL MEET THE '� co D E D TABLE" ON THIS Z D F cn N TE Mrs OF FLORIDA MUM CODE CHAPTER 2O. � 6 6 6 SHEET FOR � < 24 Fa 0.a, 11.AI WOOD MEMBERS OF DOORS THAT MAY POSSIBLY COME INTO �g5 CCINTACr WITH MASONRY OR CONICRETE SUBSTRATES,ARE SUBJECT TO a N II 46 SCREW � MtCSAIRE&/OR ARE SUBJECT TO THE OUTSIDE EMMNMENT SHALL LA0 // I HANDLE REQUIREMENTS. HANDLE z I OF AN APPROVED DURABLE SPECIES OR BE TREATED IN AN APPROVED w \ PREDRILL < \� MMW WITH AN APPROICED PRESMATK PER FTC SECTION 2326. �_ TYP. FRAME SCREW / HOLES IN JAMS) > cr ~°D NOTE: DOORS m OR MOUNTING CUP 00 m HINGE REQUIREMENTS rn WHERE SHOWN AT MAY BE FULLY DOOR HEIGHT HINGES REQ'D SOW AS HEAD" E SILL SEF II / 35 36 37 � 6'-8' 3 PARTIALLY REQUIREMENTS TABLE' TALLER THAN 6'-8' (1) 4 PANELED OR ON THIS SHEET FOR I 36" LAN° 36" z (1) 3 HINGES REQUIRED WITH ALL FULLY PANELED. RE R�SCREW i / 4 5 2� HEIGHTS OF DOUBLE HALF ROUND & SEE SHEET 4PLAIIE 7AAi $ SINGLE QUARTER ROUND DOORS ELEVATION FOR 6" PANELED DOORS. II MAX. �G4 I 10 5/6' (TYP.) 8 ssza ALLOWABLE DESIGN PRESSURE I N- bz SEE LOAD TABLE ON SHEET 8 $ 2 NO. 10 S.S. SCREWS OR 3/16' 4. ' FASTENERS THROUGH STRIKE PLATE INTO SUBSTRATE WITH BUMPER SILL (5 INTERIOR ELEVATION CONCRETE SCREWS THROUGH HINGE & INTERIOR ELEVATION z lo NO. 10 SMS WHEN INTO WOOD; (3) 3/16" CONCRETE SCREWS WHEN INTO JAMB INTO SUBSTRATE (2 PER HINGE). SINGLE INSWING DOOR r v Y m CONCRETE). WHEN ADA SILL IS USED. THERE IS NO STRIKE PLATE AND DOUBLE INSWING DOOR SEE 'FRAME ANCHOR REQUIREMENTS SCALE: 3/4'=1'-0" ALL ANCHORS RUN THROUGH SILL ONLY INTO SUBSTRATE. SCALE: 3/4"=1'-0" TABLE' FOR SCREW REQUIREMENTS. NOTE: SINGLE DOOR SHOWN HAS THE 3-POINT LOCK $` FRAME ANCHOR REQUIREMENTS TABLE SYSTEMS. AN ALTERNATE LOCK MAY BE A SINGLE POINT BALDWIN 6021 MORTISE LOCK. IF THE MORTISE LOCK IS OPENING TYPE FRAME/CUP TO OPENING MINIMUM MINIMUM USED, ALLOWABLE DESIGN PRESSURE SHALL BE THE LESSER (SUBSTRATE) FASTENER TYPE EMBED EDGE DIST. OF +/-60 PSF. OR THE LOADS IN THE LOAD TABLES. FRAME SCREWS sINvTE w+lFaE S�aERFER MIN. 2X- WOOD FRAME OR BUCKROUND EYE&DW IrECTANTaAAR ,aDro �z NO. 10 SMS OR WOOD SCREW 1 3/8' 3/4' (MIN. GR. 3 & G=0.55) fT.C:3Ts:;'s!t:'•.:'ii'i} �•� 'w C-90 CMU/2500 PSI CONCRETE 1 (1)3/16" CONCRETE SCREW 1 1/4' 2' INSTALLATION CLIP SCREWS MIN. 2X4 WOOD FRAME OR.5 )UCK NO 8 X 1 1/2" SMS 1 3/8" 1/2' DOUBLE HALF DOUBLE DOUBLE 1257 A (MIN. GR. 3 & G=0.55 (1)CONCRETE SCREWS SHALL BE ELCO ULTRACONS, ITW RAMSET/RED HEAD TAPCONS, SHAPES CONSIDER AS SHEET NO. 0 HILT] KWIK-CON 11 OR POWERS RAWL TAPPER (HARDENED STEEL OR S.S.). PART OF THIS APPROVAL 1 L� 74 1/4" MAX. FRAME WIDTH (F.W.) STRIKE SCREWS 74 1/4" MAX. FRAME WIDTH (F.W.) ••• • • • • 1_M — — — — — — _ PER RECTANGULAR DOOR EET LE 1TION 6" MAX. 6' MAX. • •• III DIRECT SET 65 UNDER(SEE NG SEPERATE CL NO. III • w 5 5 • i • •i i• • i • o (II APPROVAL FOR DETAILS) III 2 NO. 10 FRAME I •• 000 • 04 4'a o 10 SMS SCREWS PER SCREWS EA. SIDE WIN W w� III INDOW APPROVAL (LENGTH AS OF MULLION AS o REQ'D FOR 1 3/8' PENETRATION SHOWN (TYP. EA. / J 6 • • • i•• :00 • END). SEE ANCHOR • • • • •• • z III INTO WOOD MULLION OR Fuu. III ) . . .. . 9 10 PENETRATION INTO BAR MULLION) REQ. TABLE ON atnh �r - w G, 2 SHEET 1. TYP. FRAME SCREW �j / I •• /• i • i i•• • OR MOUNTING CUP / I 6 3' WITHIN 6" OF II \ Z SPRING LINE & 3' SEE "FRAME _ / I U I 3' ANCHOR T SPRING UNE \ REQUIREMENTS s o — 5 NO. 10 SCREWS II / TABLE' ON SHEET 1 00 o II THROUGH STRIKE / FOR SCREW = I'l PLATE INTO MUWON. \ REQUIREMENTS. w JAMB (PREDRILL HOLES IN 5ANCHORSPER DOORJAMB). SCREWS I STIME ANCHORSELEVATIOE SHEEP o 25 3/4"SHAU HAVE FULL PLATE MAX. D.L O. a a o, PENETRATION INTO I \ ANCHOR ASENGTH OREQ'D D E D j z m o BAR MULLION & MIN. 6 1 3/8" INTO WOOD I FOR i 3/8' (I 6 o Mu�loN' I \\ WOOD PENETRATION OR :_ \ ACTIVE INACTIVE/ apt oI FULL PENETRATION ,o -' I \ INTO BAR MULLION) m M w / ACTIVE ' INACTIVE 22 NO. OR S.S.SCRE " CONCRETE SCREWS Z '' tO 25 3/4' I THROUGH JAMB INTO \ I 36" / 4 5 6 9 _v MAX. D.L.O. I SUBSTRATE. SEE I i Z 3 w II 'FRAME ANCHOR I / KATIE �j In b co I REQUIREMENTS TABLE' OilON SHEET I FOR II bd .. \ / SCREW REQUIREMENTS. 00 T \ u / cc \ 1 / SILL AND STRIKE INTERIOR ELEVATION $� \ 36% 4 5 s PLATE ANCHORS SON DOUBLE HALF ROUND DOOR a3 $6 ISTFWE SHEET 1 SCALE: 3/4"=1'-0' 3 / / 0SEE DOUBLE DOOR ELEVATION ON SHEET 1 FOR DETAIL NOT SHOWN I� 11 m a a IP O N I Q � YRC3i:UVI+tEd€S:iD C1 °z SILL AND STRIKE NOTE: DOORS MAY BE FULLY $Aca magec INTERIOR ELEVATION PLATE ANCHORS GLAZED AS SHOWN, PARTIALLY LL DOUBLE DOOR WITH TRANSOM SHEEEELEVATION ON PANELED OR FULLY PANELED. SCALE: 3/4'=1'-O' SEE SHEET 4 ELEVATION FOR SEE DOUBLE DOOR ELEVATION ON SHEET i FOR DETAIL NOT SHOWN PANELED DOORS' ntv 1257 A SHM ND 2 � 10 � , . . ... . . . ... . . ... . . • . . h16 1 wl- 37 1/4" MAX. 74 1/4' MAX. FRAME WIDTH (F.W.) 37 1/4' MAX. FRAME WIDTH (F.W.) FRAME WIDTH (F.W.)16 g • • • ••• • . JAMS 6' MAX. TYP. C Y 2' A 8" 6B � 2' 2' C 6' MAX. (TYP.) • • • • • •• • • • • • • ••• ••• ••• • • I I 1 14115 5 5 6' MAX. (TYP.) FRAME // II TYP. FRAME /"""" i i i i i i•• i •• • • • • • ••• WITHIN 6C OF JAMB & STRIKE� \ SCREW OR ENDS & MAX. 14" ANCHORS PER I 25 26 MOUNTING CLIP $ O.C. (REF. RECTANGULAR TR \ WHERE SHOWN. 14' MAX SECTIONS) DOOR ELEVATION I SEE 'FRAME ON SHERr 1 II ANCHOR 14" MAX. O.C. O.C. (TYP _ ) / I' REQUIREMENTS TABLE" ON SHEET (TYP-) / + 1 FOR SCREW REQUIREMENTS..oT v o 6 26 3/4" MAX. D.L.O. i ACTIVE I INACTIVEQN w I ws° d Q'ZQ� 4 `O H J1E I Jt H ��0d 6 X 6 5 0 g ga C4 Js 25 3/4" I� 2 LONG SCREWS m ro MAX. D.LO. PER HINGE INTO zl TYP. FRAME SCREW MULUON (REF. OR MOUNTING CUP / SECTIONS) rn WHERE SHOWN. SEE I FRAME ANCHOR I z REQUIREMENTS II TABLE' ON SHEET 1 I Z z o FOR SCREW REQUIREMENTS. I 36" 4 25 6 r ad lei PLATE 8 �Z I Z&� bigI 6' MAX. (TYP.)-�«--� 9 10 9 1 O I-- -6" MAX. (TYP.) 3 '�'O I�RIOR ELEVATION MULLION 8 SILL AND STRIKE MULTIPLE OPERABLE/FIXED UNIT o W PLATE ANCHORS SCALE: 3/4"=1'-0" N �a� PER ET ON ANY DETAIL NOT SHOWN, SEE ELEVATION ON SHEET 1)SHE �r OXXO DOOR SHOWN. ALL OTHER 4-PANEL CONFIGURATIONS OF SINGLE/DOUBLE DOORS & SIDEUG14TS ALSO APPLY. WWWjj�16z NOTE: DOORS MAY BE FULLY Mika za GLAZED AS SHOWN, PARTIALLY Alz PANELED OR FULLY PANELED. SEE SHEET 4 ELEVATION FOR p i PANELED DOORS. 1257 A SHM NO. 3 - 10 er. aroma w: 35 1/16- MAX.� �35 1/16- MAX.� �35 1/16- MAX.� �-----=35 +f�541Xy i 37 1/4- MAX. •• • FRAME WIDTH (F.W.) • • •• • SEE CORNER 6" MAX. • • • • DETAILS ON (TYP.) �/ • i i • SHEET 7 5 6" MAX. PANEL SIZE NOT • •• • • (TYP.) PANEL SIZE NOT PANEL SIZE NOT TO EXCEED THOSE TO EXCEED THOSE TO EXCEED THOSE SHOWN IN OTHER SHOWN IN OTHER •SI7�E • ••• ELEVATIONS. ELEVATIONS. SHOWN IN OTHER �'olIT • • ELEVATIONS. • ;X09 • • K. 1 THOSE• • TYP. FRAME SCREW SHOWN OR MOUNTING CLIP OTHER IN C WHERE SHOWN. SEE SEE CORNER NMID ELEVATIONS. a "FRAME ANCHOR 14` MAX. DETAILS N DET ON REQUIREMENTS O.C. K SH�7 7 SHEET 7TABLE" ON SHEET 1FOR SCREW ) \ MIN. 4.5'REQUIREMENTS. MID RAILS-T 28 3/4`wMAX. D.L.O. MIN. 3K OPPOSITEMID RAILS co DETAILS ON F SHEET 7co LL m i z � INTERIOR ELEVATION SOINTERIOR ELEVATION SOLID INTERIOR ELEVATION INTERIOR ELEVATION. 3 �a eS LD RAISED PANEL WITH RAISED PANEL WITH SOLID RAISED PANEL WITH RAISED PANEL WITH GLASS bZ ' STANDARD MID RAID CORNERED MI�}[' RAILS ARCHED/SHAPED MID RAILS GLAZED TO PANEL g 5 SCALE: 3/4"=I'—Q" SCALE: 3/4"=1'-0" SCALE: 3/4`=1'-0" SCALE: 3/4`=1'-0" ap a5 1) TOP & MID RAILS MAY BE OF ANY CONFIGURATION PROVIDING THE SMALLEST CROSS SECTION OF RAILS 1} DAY LIGHT OPENING IN PANEL DOOR IS EQUAL TO OR LARGER THAN THAT DETAILED IN DRAWING. MAY BE OF ANY CONFIGURATION. 3i '1 g''18 6 MAX. 2) MULTIPLE MID RAIL (BOTH HORIZONTAL & VERTICAL) MAY BE USED WITH THESE PANELS. 2) FULL LIGHT & OVAL CONDITION IS 3 $' (TYP.) 3) PARTIAL PANEL CONDITION IS SHOWN ABOVE. FULL PANE_ DOORS AND OTHER PANEL CONFIGURATIONS SHOWN. PARTIAL LIGHT & OTHER LIGHT ARE ALSO PART OF THIS APPROVAL AND ARE SIMILAR IN CONSTRUCTION TO THAT SHOWN ABOVE. CONFIGURATIONS ARE ALSO APPLICABLE INTERIOR ELEVATION 4) PANEL ONLY IS SHOWN. FOR INSTALLATION INTO FRAME, SEE OTHER ELEVATIONS. PROVIDING PANEL CONDITIONS ARE WITHIN SINGLE FIXED PANEL WHAT IS SPECIFIED IN THESE DRAWINGS. m o SCALE: 3/4"=1'-O" 3) PANEL ONLY IS SHOWN. FOR o INSTALLATION INTO FRAME, SEE OTHER N ELEVATIONS. 5tg FROD rCrRtV M 1257 A > SHEET NO. 4 - 10 :0 00 0 0 0 0 lug I I MIN. 2X4 P.T. BUCK FRAME ANCHOR (SEE MIN. 2X4 P.T. BUCK & BUCK MIN. 2X4 P.T. BUCK ; •; 0 0 . . 1—.-1 3, BUCK ATTACHMENT ELEVATION) MUST BE AT ATTACHMENT BY ERS & BUCK ATTACHMENT FRAMP ANCHO)R**0 0 0 9111w.- BY OTHERSTHICK SECTION OF JAMB. STIKE PLATE FRAME ANCHOR (SEE BY OTHERSnON) ELEVATION) MUST BE AT .[(SEE ELEVA FASTENER (SEE r THICK SECTION OF JAMB. 0 0 :04 • 0 ELEVATION) 00 0 • 00 • 0 0 * 0*0 • 0 1/4- MAX. 1/4- MAX. •0 0 •1/4 9 MAX.• SHIM SHIM 0*0 OSCIV 0 0 f 0 a 0 4 0 P.- 0 0 0 so : 100 00 5 921 0 0 0 000 0 60 BOSS GS-2 3A 38 OR DOW 995 SILICONE SEALANT oo- --SEE GLAZING oo, <SHEETSEE GLAZING o' —SEE GLAZING ci ta C-4 DEIAH.S ON DETAILS ON DETAILS ON 4wwoo SHEET 8 8 SHEET 8 SEE SHEET 7 FOR 'OPTIONAL zjcn DIRECT MOUNT- 0*1 �E INSTALLATION S2100, DETAILS. uj ul 4 4B 4A 49 BOSS GS-2 t- �1t9 1 3 T\-ao�22 2 d / \.k zi 59 OR DOW 995 I" F: SIUCONE L'i 30 0 21 2 30 SEALANT 30 9 z In 4 25 6 41 Li MIN. 2X4 ile MAX.T STIKE PLATE 1/TMAX.T BUCK & BUCK VTMAX-T I FASTENER SHIM SHIM ATTACHMENT SHIM ELEVATION 1/4- M SHIM MIN. 2X4 P.T. BUCK '--MIN. 20 BY OTHERS BUCK ATTACHMENT P.T. BUCK & By acul BUCK BY OTHERS • Cr.f' n Sill ANCHOR SECTION ATTACHMENT SILL SECTION BY OTHERS (SEE ELEVATION) SECTION rc,\ IVo (SEE ELEVATION) SCALE: 1/2 FULL \,2,/ SCALE: 1/2 FULL FOR DETAIL NOT SHOWN. SEE SECTION "A". SCALE: 1/2 FULL \.2_J (STANDARD BUMPER THRESHOLD CONDITION SHOWN. SEE OTHER DETAILS ON SHEET 7 FOR (STANDARD BUMPER THRESHOLD CONDITION SHOWN. SEE OTHER DETAILS o7k ADA & OTHER BUMPER THRESHOLD OPTION.) ON SHEET 7 FOR ADA & OTHER BUMPER THRESHOLD OPTION.) • • ••• • • • ••• 1/4- MAX. FRAME WIDTH (F.W.) SEE SHEET 7 FOR • FFNE ASCHOR* SHIM "OPTIONAL DIRECT MOUNT" TRANSOM WINDOW ( I (S ATIONf ;.y MIN. 2X4 P.T. BUCK & BUCK (REF. OTHER l y► ATTACHMENT BY OTHERS INSTALLATION DETAILS. EX 71OR APPROVAL) J ' ' I EXTERIOR HINGE FASTENER SEE GLAZING r- I i� • • S 1 (SEE ELEVATION) SEE (LAS; 6 4 DETAILS ON I • I•• • jDETAON • • IS SHEET 8 — _ • • �' A B / SHEET 8 B A I i• i•• ••• • �•� • 50CC�� 50 40 44 45 T 394 43 ! • 64 r • • • �• i 566 4CZ3V •• • 5S O 35 36 3 38 .,. ,�/ BOSS GS-2'N_1 SECTION SECTION E OR DOW 995 SCALE: 1/2 FULL 6 SCALE: 1/2 FULL 6 SEA ANT AV- 1/4- MAX. SECTION G1 ---FRAME WIDTH (F.W.)---I SHIM 1 10 SCALE: 1/2 FULL 6 1 FOR DETAIL NOT SHOWN, SEE OTHER SECTIONS FRAME ANCHOR NO. 10 X 1 3/4 Q N 04 SEE GLAZING (SEE SCREW PER - 1 s a DETAILS ON ELEVATION) ELEVATION SHEET 8 EXTERIOR MAY BE AT EXTERIOR FRAME ANCHOR D I o THIN OR THICK O F�- d' A B ;�. SECTION OF 58 (SEE ELEVATION) Q o g /r 50 JAMB. TRANSOM WINDOW 1 I g N (REF. OTHER 1 l� EXTERIOR c�i { 41 48 49 MIN. 2X4 <nxx= APPROVAL) f - IY If f P.T. BUCK r_ 4 10 �z -'ATTACHMENT I I 65 BY OTHERS I- 1/4- 2 z v IN. / SECTIONL J Z SCALE: 1/2 FULL8 SECTION O —T g_k z� NOTE: SHOWN WITH MULTI-POINT LOCK HARDWARE. SINGLE POINT SCALE: 1/2 FULL 6 MORTISE LOCK ALSO MAY BE USED AT SINGLE DOORS PER SHEET 1. FOR DETAIL NOT SHOWN, SEE OTHER SECTIONS 1 $ bZ 1/4- MAX. FRAME WIDTH (F.W.)--- 1 9 NO. 10 X 2 1/2- �` j SHIM SCREW PER ELEVATION °D N FRAME ANCHOR BOSS GS-2 OR DOW vv {SEE ELEVATION) 1 995 SILICONE SEALANT 56 SECTION G2 In a y „ SCALE: 1/2 FULL 1 SEE GLAZING FOR DETAIL NOT SHOWN, SEE OTHER SECTIONS B 3 € r• 60 SHEET 8 / EXTERIOR � w N coa EXTERIOR / �'� oc MIN. 2X4 P.T.--/'• WW BUCK & BUCK ATTACHMENT BY A OTHERS 5A 58 �. / 5A 5B - �� SECTION H C-SEE GLAZING SECTION Jt O 7A B �i / gr SCALE: 1/2 FULL 6 DETAILS SHEET ON SCALE: 1/2 FULL 6 > on ft CaiEmt 12 A FOR DETAIL NOT SHOWN, SEE OTHER SECTIONS 6 10 • . ... . . ... BOSS GS-2 Of; sv SEE GLAZING / SEE GLAZING-\\ SEE GLAZING 3 NO. 10 X 2" DOW 995 SILICONE ,+•• ;�„ • ••• DETAILS ON N DETAILS ONDETAILS ON SCREWS SEALANT SHEET 8 SHEET 8 SHEET 8 °� j / -.,,, EXTERIOR /�-^ • •• � • • • 1 • • • • BOSS GS-2 OR � • • • • • • • • i DOW 995 SILICONE • • • • •• Jt SEALANT .. .. . . . .. \ se 1 1 HEAD QCORNIDETAIL�' SCR o x 2"— � J T TO SCALE STANDARD SILL CORNER DETAIL SEE ANG 1 EXTERIOR NOT TO SCALE • • •• ••• DETAILS ON `1/ / BOSS GS-2 OR •• • •• SHEET 8 / 38 4A 4B 5 DOW 995 SEALANT SILICONE ••• • i i i•• ••• SECTION ' L $ \ F.", J SCALE: 1/2 FULL 7 2 NO. 8 x 1 1/4' SMS � 3/16" CONCRETE SCREW TO REPLACE FRAME, HINGE OR ADA SILL CORNER DETAIL SECTION K STRIKE SCREWS (REF. SHEET NOT TO SCALE SCALE: 1/2 FULL 7 1 AND OTHER SECTIONS FOR 3/4" w!o LOCATIONS & INSTALLATION §,m n REQUIREMENTS) ic- /4- IM `i3 4" 2 1 2 3" o� MIN. 3 1/2' DEEP CONTINUOUS 3" / �- MID RAIL28 WOOD P.T. MEMBER LESS IN MID RAIL `` SIZE THAN A 2x- BUCK (NOT a. REQUIRED WHEN SPACE IS 1/4" 5/8" DIA. X 3 5/8'WOOD DOWEL (TYP.) OR LESS & MIN. 2" WIDE SHIMS i 1ARE PLACED AT EACH ANCHOR) EXTERIOR 17/8'MIN. 2X4 MAX&P.TBUCKK SHOPTIONAL DIRECT MOUNT DETAIL �__3 z z ao ATTACHMENT FOR DETAIL NOT SHOWN, SEE OTHER SECTIONS 2 1/2- BY _' TOP RAIL BY OTHERS SILL ANCHOR (HEAD SECTION SHOWN. SIDES AND SILL SIMILAR) Sa 8 (SEE ELEVATION) f �� Ai OPTIONAL ADA THRESHOLD DETAIL 2 1/2" z 120 FOR DETAIL NOT SHOWN, SEE OTHER SECTIONS MIN. 2X4 P.T. BUCK NO. 8 X 1 1/2" SMS �7/8. $ � > & BUCK ATTACHMENT (2 PER CUP; 1 EACH ' C- 3 4 1/2" 00 i BY OTHERS SIDE OF BUCK) ' y 1/2" MID RAIL ��z 52 EXTERIOR 7 Z1/2- r_:::Z NO. 8 X 1/4" MAX. MID/RAIL 29 3/4" SMS SHIM 2 _] BOTTOMaCUP)R 2 1/2" RAIL 1 Ago i.• >�.. 1u 30. >,:, ;�`;,::<'. .; :`: :�`: :; •t .:,`;�. 1 PANELNO oNER,ALEDUAILS § EXTERIOR A�rg� SILL ANCHOR ALL DOWEL AND WOOD TO WOOD CONTACT DIS -DPMNG NO. REV. (SEE ELEVATION) OPTIONAL CUP MOUNT DETT, SURFACES ARE FULLY GLUED WITH WOOD • OPTIONAL BUMPER THRESHOLD DETAIL FOR DETAIL NOT SHOWN, SEE OTHER SECTIONS ADHESIVE BY JOWAT ADHESIVES, KORLOCK GT 1257 A (HEAD SECTION SHOWN. SIDES AND SILL SIMILAR) 42-300A OR 11TE13OND II BY WEATHERPROOF. �r NO. TAIL NOT SHOWN, SEE OTHER SECTIONS 7 � O FOR DE � _J %. . ... . . ... .. • :�.. 15/16" 7/16' LAMINATED GLASS • i •i• 7/16' LAMINATED GLASS 1/8' TEMPERED GLASS �(SEE GLASS OPTIONS BELOW) W (SEE GLASS OPTIONS BELOW) EXTERIOR t 3 •i • • • • 3/8" CONTINUOUS BRASS OR ZINC DECORATIVE SWIGGLE SERI.BY • • • PANEL PRESSED ON TRUSEAL DOW 995 SILICONE • $WIGGLE FOR HOLD 7/8" 000 •• •• • •• 1/2" MIN. SITE 1/4" GLAZING HOL ggg BITE 3A 7A SA ALLOWABLE DESIGN 1214 SILICONE •• : . 0• • .• PRESSURE 62 (ALL GLASS OPTIONS) 7/8' IN. BITE 19 GLAZING DETAIL "2" 0 :0 0 {t) +65/-80 PSF EXTERIOR 6 SCALE: 1/2 FULL •• g • ••• •• (ALL DOOR SIZES) ADHERE STOP TO STILE/RAIL 7 8 15/16• WITH WOOD GLUE GLAZING DETAIL "1" 7/16" LAMINATED GLASS 1/8" TEMPERED GLASS NOTE: WHEN A SINGLE POINT MORTISE SCALE: 1/2 FULL (SEE GLASS OPTIONS BELOW) 3/8" CONTINUOUS LOCK IS USED, THE ALLOWABLE DESIGN 7/16" LAMINATED GLASS BRASS OR ZINC SWIGGLE SEAL BY Ply SHALL BE LBdM TO THE (SEE GLASS OPTIONS BELOW) DECORATIVE PANEL TRUSEAL ci a LESSER OF +/-60 PSF OR THE PRESSED ON b Moo o APSE LOAD IN THE LOAD TABLE O 1/2' MIN. BITE to n EXTERIOR SWIGGLE FOR HOLD P i I 15 17 DOW 995 ,�a I (1) POSITIVE PRESSURE NOTE: THESE SILICONE W s a� DOORS ARE NOT APPROVED FOR WATER 1/2° slue 7/8" MIN. BITE 18 �'g< INFILTRATION RESISTANCE UNLESS THE MIN. 6 -'-00 UNITS ARE INSTALLED IN A BITE EXTERIOR 62 PINE PANELS NON-HABITABLE AREA WHERE THE UNIT 38 4B 56 B 88 1 3/16" MIN.-I----) OR OTHER AND THE AREA ARE DESIGNED TO GLAZING DETAIL "3" GLAZING DETAIL "4" APPROVED WOOD PER ACCEPT WATER INFILTRATION. OTHERWISE, SCALE: 1/2 FULL SCALE: 1/2 FULL NTE BELOW THE DOORS MUST BE INSTALLED ONLYMATERIAL LIST. z LAMINATED GLASS OPTIONS AT LOCATIONS PROTECTED BY A CANOPY OPTION 1: 7/16" THICK GLASSLAM SAFETY PLUS 11 LAMINATED GLASS (3/16" AN/0.1` Z �, OR OVERHANG SUCH THAT THE ANGLE POLYURETHANE POLYMER/3/16" AN) " z BETWEEN THE EDGE OF THE CANOPY OR OPTION 2: 7/16' THICK OLDCASTLE STORMGLASS LAMINATED GLASS (3/16" AN/0.075" OVERHANG TO SILL IS LESS THAN 45 STORMGLASS/3/16'AN) z� 16' AN/0.09° OPTION 3: 7/16' THICK SENTRY GLASS PLUS LAMINATED GLASS (3/ STI �N DEGREES. SGP/3/16° AN) 3Z F � J 1/4" STAPLES THROUGH m J GLAZING FN INTO JAMBfRANDOM 4A 7A 8A "Nopermwgm I 3/4" MIN. WITH WOOD PANELS; (1 ROW AT i' D.C.) � � n3 0.009 PT SECURED WITH 3/4" MIN. WITH WOOD PANELS; SS GS1 OR DOW vkmk suaft- >D�tr 31: �g 1 1/4" MIN. WITH MDF PANELS RANDOM BEADS OF BOSS 1 1/4" MIN. WITH MDF PANELS 11 12 3/8" MIN. WITH WOOD PANELS; GS1 OR DOW 995 SILICONE 5 SILICONE $ a 5/8' MIN. WITH MDF PANELS 3/8" MIN. WITH WOOD PANELS; 11 12 OPTION 1: MDF (MEDIUM 5/8" MIN. WITH MDF PANELS 1/2" MIN. BTTE a BOSS GSI OR DOWUl DENSITY FIBERBOARD) PANELS 9 PT SECURED WITH 995 SILICONEOPTION 2: EASTERN WHITE t 5 BEADS OF BOSS a PINE PANELS OR OTHER BOSS GS1 OR DOW GSIOR DOW 995No EXTERIORAPPROVED WOOD PER NOTE 62 995 SILICONE ® ONE. EXTEND 1/2"BELOW MATERIAL LIST R STOP AND SECURE36 4B 58 BSBAMB WITH SILICONE.7/8' 4A 5A 7A 8A EASTERN WHITE PINE MIN. PANELS OR OTHER 3/BITE 6 APPROVED WOOD PERi6" 1/2' MIN. NOTE BELOW MATERIAL 1 3/4" 1257 A GLAZING DETAIL "6" GLAZING DETAIL 07" LIST' gAZING DETAIL "8" SHM W. SCALE: 1/2 FULL SCALE: 1/2 FULL 8 10 I� • . •.. • . • ... .• .. • • . . .. • -4.5621.687-1 - 1.687 i �`"� rss• i •i• I �1 0.750 I 0.619 1.29 1 1 • • S • • • i 0.500 •• • • • • • • • • • • • 2.441 2.500 ••• •• • • •• 2.500 MIN. DOPERABLE FIXED JAMB 4.500 4.500 MIN. MIN. STANDARD ( 4.500 MIN. •• ••• •• (1.500 MIN. FOR 0.875-{-�-� 0.375 I •• • • •• SIDELIGHT FRAME 1 • WIDTHS 33 i/2" 7.000 MIN. MIN 7.000 ••• i i•• ••• & LESS) 1.680 T_ 2.187 1.875 L $ 1.680 0.750 STANDAR 7AD o.61 s 3A 3.750 STANDARD HINGE & TOP RAIL T- LOCK STILE 3B TDL TOP RAIL ®FIXED PANEL 1.675 r.--4.500 MIN.---, 3.000 MIN. N FOLE 4.500" MIN. IF A w o 0.619 CORNERED MID RAIL) y m n 2.500 MEN. 2,000 i;ri.6 80 I--1.687 1.687 STANDARD (1.500 MIN. FOR ©ASTRAGAL 1.660 4A T� ND�ARD 4B TDL BOTTOM :,Z , SIDELIGHT FRAME WIDTHS 33 1/2" 78 ML HINGE & LOCK � � & LESS) � ®STANDARD MID RAIL �. 1.760--� 0.619 I-- 1.195 0.761 CL 3.000 MIN. 0.250 1.680 I 0.479 CORNERED IF A RAIL) z 1.404 0.439 1.000 a.410 z O 1.412 0.579 _,_ ,.395 O.Bl9 0.619 ? 1.680 p� on 5B PAL FIXE 0.579T� 0.293 --�0.965 � 4.375 g Z� F q1, 11 GLAZING BEAD 12 GLAZING BEAD MIN. 4.000 (USED WITH EYEBROW 13 GLAZING BEAD g bZ 0.715 SHAPED RAILS) 8B TDL MID RAIL F 0.715 0.715 0.504 �- �I r, 0.943T1.349 0.619 �--{ I--0.437 1.349 1.349 ❑ OwODO 1Q MULLIO 14N 3� GLAZING BEAD 15 GLAZING BEAD E 1 0.4217 MULLION BAR 3 17 GLAZING BEAD 18 GLAZING BEAD 19 GLASS STOP a o 10.000 11.000 N 0.375 01/8" (TYP.) 0.750 0.656 01/8" (TYP.) FR8MVrRVMFco> � 0.500 0.501 0.500 1.000 a ♦ ♦ chi 3a I 0.656 --' 1.250 2.437 3.375 2.437 f'-0.500 0.,,,- 3.500 4.187 2.437 �--0.500 ' 1'�oCm °i.. ACTIVE PANEL CORNER REINFORCEMENT 21 NAC OR R IN � A 20 SHM THICKNESS = 1/8" THICKNESS = 1/8 9 of '10 • •.. .•. .• .. . • . •• .. • • ITEM ITEM DESCRIPTION MANUFACTURER/NOTES ITEA1 ITEM DESCRIPTION MANUFACTURER/NOTES • r^s• • • PARTS MISC. FASTENERS • •• � • • ••• 1 OVIIABLE FIXED JAMB •WOOD LAMINATED WITH CURVED JAMBS K506 NO.9 X 3/4!'SMS 2 PER HINGE LEAF INTO JAMB&STILE 3A TOP RAI LVL LAMINATED REO OAK CORE PINE VENEER N0. 10 X 2'StiS 2 PER HINGE LEAF INfO STIE&WOOD MULLIgV38 TOL TOP RAL LVL OR LAMINATED RED OAK CORE PINE VENEER NO. 10 X 1 1 'SMS 2 PER HINGE LEAF INTO SIM MULLION • • • • • • 4A BOTTOM RAIL LVL OR LAMINATED RED OAK CORE PINE VENEER NO. 10 X 2'SMS 4 PER DOOR REINFORCI VENT PLATE •• • • • • 48 TOL BOTTOM RAIL LVL OR LAMINATED RED OAK CORE PINE VENEER) NO. 10 X 2'SMS 6'FROM CORNERS& 16'MAX O.C. • • •5A FTXED STILE LVL INR LAMINATED RED OAK CORE PINE VENEER NO. 10 X 2'SMS 6'FROM CORtN M&MID SPAN ON SILL 0 •• •58 TOL I=STILE LVL OR LAMINATED RED OAK CORE PINE VENEER 1 3/16"BRAD NAIL 1"FROM CORNERS&8'O.C. 6 ASTRAGAL •WOOD63 1 Y X 114*STAPLE 3/4'FROM CORNERS&6'O.C.STAGGERED 7A OPERABLE STILE UA.OR LAMINATED RED OAK CORE PINE VENEER 64 NdO. 10 X 2 1 2'SMS 3'FROM ENDS&22°O.C.TF9s11 ASTRAGAL 7B TEL OPERABLE STILE LVL OR LAMINATED RED OAK CORE PINE VENEER 65 N0. 6 X 3/4'SCREW 12 PER STRII(E PLATE 8A MID-RAL LVL OR LAMINATED RED CWC CORE PINE VENEER '• i • i• '• 88 Ta RN MD- L LVL OR LAMINATED RED OAK CORE PINE VENEER • • • • 9 WOOD MULLION LVL OR LAMINATED RED OAK CORE PINE VENEER ••' i i 00* ••' 10 MILLION BAR A36 STEEL 0.250 It GLAZING BEAD •WOOD g 12 GLAZING BEAD •WOOD 8.000 0.641-12.374 0.641 13 GLAZING BEAD °WOOD t4 GLAZING BEAD sym 0.375 15 GLAZING BEAD • ❑ ® ® 0 1.250 ��75 1.281 16 JW REINF.PLATE .044"X 4.00"X 8.00 GALVNGED OR NOT REO'D WITH CURVED JAMBS THICKNESS = 1/8- 0.813 -0 0.437 17 GLAZING BEAD 'WAD 18 CAM BEAD .WOOD 22 ACTIVE PANEL CORNER REINFORCEMENT �- o.4ss 2.296 \-03/16- c3 a 19 GLASS STOP swom z w s o 20 ACTWE PANEL CORNER REINFORCEMENT STA9SESS Sim-TO BE USED WITH ANY OF THE L= 8.000 4.593 (TYP.) N w 21 NACTIVE PANEL CORNER REINFORCEMENT STAB SM-TO BE USED WITH ANY OF THE I=SYSTEM a 22 ACTME PANEL CORNER REINFORCEMENT BRASS OR STAINLESS STEEL-TO BE ONLY USED WITH24 SILL STRIKE PLATE FUHR LOCKS(ITEMS 368 &378) THICKNESS = 3/32" 23 INACTIVE PANEL.CORNER RENFORCEMENT MASS OR STAINLESS STEEL- TO BE ONLY USED WITH 0 0 ❑ e 1.250 Z 4Z FU!H R LOCKS(ITEMS 368&378) 8.000 THICKNESS = 1/8" 12 3 F SMW0024 SLI.STRIKE PLATE STAIi6m STEEL-M BE USED WITH ANY OF THE Lad( 25 HEAD STRIKE PLATE ST�.ar SEI.-TO BE USED WITH Awn of THE I= 23 INACTIVE PANEL CORNER REINFORCEMENT ® ® E) t�Tr 26 HEAD&SILL STRIKE PLATE FBRASS OR STAINLESS UHR LOCKS(ITEMS 36B&37B) BE ONLY USED WITH 1.625 27 MOUNTING CUP 18 GA.GALVANIZED STEEL 8.000 28 ADA THRESHOLD HAGAR 401-S 2.563 1.938 01/4' THICKNESS = 1/8" 29 DMNG THRESHOLD WPERIAI.50CW 0.938 (�') 3o NswINc INYDRosIu THRESFIaO BUMPER SCHEO£I SERs sDoo 26 HEAD & SILL STRIKE PLATE z 32 - - ® = ® -T- 1.125E) 6.500 MIN. -1 Z z HARDWARE 0.625 ® i- ��I �=� 0.250 J �� 35 4'X 4'BUTT HINGE tE MH4OAUPC STEEL 0.375 , 3 ad 36 4'X 4'BALI.BEARING HINGE PEND MH4OBBTP MISS 37 4'X 4'BALL BEARING HINGE BXWN 1041 BRASS 0.313 1.250 2.250 2.250 1.250 1.625 (D ; ® ® ® , ® F z 38 4'X 4"BALL BEARING HINGE W40SWC STEEL z 39 5-POINT ACTIVE PANEL LOCK SYS H OPPE HLSM ROUNOBGL.T SHoo25TBOLT 0.500 HEAD STRIKE PLATE � $ F 441 0 2-MINT INACTIVE PANEL LOCK SYS. HOPPE HLSElOOO SHOOTBOLT 3-PONT ACTIVE PMm LOCK SYS. F HLSM ROUNDBOLT THICKNESS = 1/8" 27 MOUNTING CLIP 42 5-POINT ACTIVE PANEL LOCK SYS. GLI RHINOTHICKNESS = 0.044" 18, G 43 5-POINT ACTIVE PANEL LOCK SYS. FUHR 1 n 44 2-PONT INACTIVE PANEL La1C SYS. GU EUROPA 0.515 3 45 2-PONT INACTIVE PANEL LOCK SYS. FUHR ��-5.014---I 1.376 3: 46 HANDLE AS REO'O TO FIT LOCK SYSTEM 47 LOCI(STRIKE PLATE AS SUPPLIED WITH LOCK SYSTEM 28 ADA THRESHOLD Li 48 3-POINT ACTIVE PANEL LOCK SYS GU RHINO 49 3-POINT ACTIVE PANEL LOCK SYS. IFUHIR 1 I ---4.500 SEN s AND SEALANTS 2g INSWING THRESHOLD F 50 WEATHER SEAL HOLM INDUSTRIES F65814 51 - - 4.604 P TRVOTM 52 DOOR SWEEP IMP94AL FBS3� 6B code F 53 IWEATHER SEAL INOLM INDUSTRIES NO.JF87 ' WOOD USED WITH TEST UNITS WAS GRADE 2 EASTERN WHITE PINE. WOOD SPECIES TO 1.634 D BE APPLICABLE WITH THESE WINDOWS IS MIN. GRADE 2 MAHOGANY, SOUTHERN PINE, # ONDEROSA PINE, OAK, CHERRY, MAPLE, DOUGLAS FIR, TEAK, CYPRUS & ANY OTHER Camucd • E 2 W000 STRONGER THAN EASTERN PINE. DRONW.NO. REV. 1257 A ' 30 INSWING HYDROSILL THRESHOLD SHM No. 10 - 10 �1 MIAMM MIAMI-DADE COUNTY,FLORIDA o METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)372-6339 _NOTICE OF ACCEPTANCE (NOA) www.maimidade.aov/buildin-gcode CGI Windows&Doors 10100 NW 25 St. Miami,FL 33172 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Division(In Miami Dade County)and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify,or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION: Series"238 Designer"Aluminum Fined Window—L.M.I. APPROVAL DOCUMENT:Drawing No.W01-83,titled"Series-238 Aluminum Designer Fixed Window",sheets 1 through 8 of 8,dated 12/27/01,with revision B,dated 05/16/08,prepared by Al-Farooq Corporation,by Humayoun Farooq,P.E.,bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING:Large and Small Missile Impact Resistant LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state and following statement:"Miami-Dade County Product Control Approved",unless otherwise noted herein. 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#07-0312.01 and consists of this page 1 and evidence pages E-1 and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez,P.E. NOA No.08-0529.01 rr Expiration Date: October 20,2009 Approval Date: November 20,2008. Page 1 t CGI Windows&Doors NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. W01-83,titled"Series-238 Aluminum Designer Fixed Window", sheets 1 through 8 of 8,dated 12/27/01,with revision B,dated 05/16/08,prepared by Al- Farooq Corporation,signed,sealed by Humayoun Farooq,P.E. B. TESTS 1. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 4)Large Missile Impact Test per FBC,TAS 201-94 5)Cyclic Wind Pressure Loading per FBC,TAS 203-94 6)Forced Entry Test,per FBC 24113.2.1,TAS 202-94 along with marked-up drawings and installation diagram of aluminum fixed window, prepared by Hurricane Test Laboratory,LLC,Test Report No.BTL-0080-0105-08, dated 01/08/08,signed and sealed by Vinu J.Abraham,P.E. 2. Test reports on: 1)Air Infiltration Test,per FBC,PA-202-94 2)Uniform Static Air Pressure Test,Loading per FBC PA-202-94 3)Water Resistance Test,per FBC,PA-202-94 along with marked-up drawings and installation diagram of an aluminum fixed window with 3/16"ann. glass,prepared by Fenestration Testing Laboratory, Inc.,Test Report No.FTL-1018,dated 09/26/94,signed and sealed by Yamil Kurf,P.E. (Submitted wader previous NOA#02-0122.05) 3. Test reports on: 1)Air Infiltration Test,per FBC,PA-202-94 2)Uniform Static Air Pressure Test,Loading per FBC PA-202-94 3)Water Resistance Test,per FBC,PA-202-94 along with marked-up drawings and installation diagram of an aluminum fixed window with 3/16"temp.glass,prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-1024,dated 09/26/94,signed and sealed by Yamil Kuri,P.E. (Submitted under previous NOA#02-0122.05) 4. Test reports on: 1)Large Missile Impact Test per FBC,PA-201-94 2)Cyclic Wind Pressure Loading per FBC,PA-203-94 along with marked-up drawings and installation diagram of an aluminurn fixed window with 1/8"am. Glass wMuPont Sentryglas R457,prepared by American Test Lab of South Florida,Test Report No.ATLSF 1209.01-94,dated 12/9-14/94,signed and sealed by Gerard B. Sullivan,P.E. (Submitted underprevious NOA#02-0122 .05) 5. Test reports on: 1)Large Missile Impact Test per FBC,PA-201-94 2)Cyclic Wind Pressure Loading per FBC,PA-203-94 along with installation diagram of a 48"wide x 72"high Series 238 alum. fixed window(Tombstone)glazed with 5/16"laminated glass w/Saflex in layer,prepared by Hurricane Test Laboratory,Test Report No. 80-030 6,d ed 03/05/96, signed and sealed by Timothy S.Marshall,P.E. 2.05) ?danuo Prez,P.E. Product CoadeMaminer NOA No.08-0529.01 Expiration Date: October 20,2009 Approval Date: November 20,2008 E-I CGI Windows&Doors NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. Test reports on: 1)Air Infiltration Test,per FBC,PA 202-94 2)Uniform Static Air Pressure Test,Loading per FBC PA-202-94 3)Water Resistance Test,per FBC,PA-202-94 4)Large Missile Impact Test per FBC,PA-201-94 5)Cyclic Wind Pressure Loading per FBC,PA-203-94 along with installation diagram of a 48"wide x 72"high Series 238 alum.fixed window(Tombstone)glazed with 3/16"tempered glass,prepared by Hurricane Test Laboratory,Test Report No.HTL-0080-0502-97,dated 05/1&2/97,signed and sealed by Timothy S. Marshall,P.E. (Submitted under previous NOA#02-0122.05) C. CALCULATIONS 1. Anchor verification calculations and structural analysis,complying with FBC-2004 and 2007,prepared by AI-Farooq Corporation,dated 5/15/08,signed and sealed by Humayoun Farooq,P.E. Complies with ASTM E1300-98/02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office(BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 06-0216.06 issued to Solutia Inc. for their"Saflex IIIG Clear or colored interlayer"dazed May 04,2006,expiring on May 21,2011. F. STATEMENTS 1. Statement letter of conformance,dated May 13,2008,signed and sealed by Humayoun Farooq,P.E. 2. Statement letter of no financial interest,dated May 13,2008,signed and sealed by Humayoun Farooq,P.E. 3. Laboratory compliance letter for Test Report No. HTL-0080-0105-08,issued by Hurricane Test Laboratory,Inc.,dated February 27,2008,signed and sealed by Vinu J.Abraham,P.E. G. OTHER 1. Notice of Acceptance No.07-0312.01,issued to Construction Glass Industries Corporation for their Series"238 Designer"Aluminum Fixed Window—L.M.I., approved on 06/14/07 and expiring on 10/20/08. 2. One year conditional approval,subjected to successful verification test,the final approval will be balanced of total 5 years. F=ULV a rez,P.E. Product Cntrol xaminer NO .08-0529.01 Expiration Date: October 20,2009 Approval Date: November 20,2008 E-2 . •••• .• • .. GENERAL WINDOW SECTIONS WINDOW WIDTH : ' 11� • • : • • • I • • • • ••• VENT WIDTH Z n WW-2• ZAC a 2 i1t I,1 • •• . FD.LOPc F • O� r ••••• •s .• WW-5 1/2• •: • . s•MAX TP. � rapnONAL • • B AT EA H END AND CORNERS ••• •• • •• AA le O.C.TP. _ •f ••7 .•. 3 11 ii lie O 47 1{ !I II Z m 11 p FOR GLASS TYPES — i� x REFER TO SHEETS 3, 4 do 5. 4 3 g t7'MAx 2 �^ o 1 N� 7 2 o M Da D L TYPICAL ELEVATION 04 Z t• VENT HOW VENT HEQiT T• o g WINDOW HEKW 4 W OW HEIGHT N V p g EXTERIOR o FQR MULLION/MULTIPLE UNITS, REFER TO SEPARATE CGI MULLION N.O.A. THESE WINDOWS ARE RATED FOR LARGE MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. NOTES- THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO (AMPLY WITH THE c c ffi REQ( HTS OF THE FLWDA BUILDING CODE 2004/2007 EDITION WAMING INSTRUCTIONS: HIGH VELOCITY KOWANE ZONE(HVHZ). < USE CHARTS AS FOLLOWS. WOOD BUM BY OTHERS. MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. STEP 1 DETSUNE OEM WIND LOAD REQUIREMENT BASED ANCHORSSHALLBE AS LISTED, SP_ AS SHOWN ON DEE41L.S. _ CTREVEED USO APPLICABLE. EON WIND VELOCITY�ASCE 77 STANDARD.BLDG. HEIGHT.WD ZONE EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSY STUCCO.ORS EW.ME"WAUM PAW �yLm% ttiah FIo6& w LOAD .� SEE CHARTS ON SHEETS 3 THRU 5 FOR D Z AN M ' ' Riuil6tnn Co pI DESIRED SIZE BASED ARE NOT PART OF THIS APPROVAL ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS CA AL WIC CAPACITY OF DED DIS M .;� USIA CHART ON SHEET 7 SELECT ANCHOR OPTION MOM OM INTO WOOD YONL INCREASE LOAD OURA71ON IN ALLOWABLE STRESS IS USED IN DESIGNOFIle WITH DESIGN RATING MORE.THAN DESIGN LOAD SPEMFED flame �afring no. IN STEP T ABOVE MnTE W INCLU LNG BUT N DT UMHED TO STM/MErAL SCREWS,THAT CONE INTMO W01-83 THE LOWEST VALUE RESULTING FROM STEPS 2 AND 3 CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS SHALL APPLY TO ENTIRE SYSTEM. OF 2004 FLORIDA BLDG. CODE SECTION 2003.8.4. sheet�of $ WELDED OARS tsar[ PART/ QUMNT17Y USCIRIPIMON adz= Kow./svrrL42;/tiSuss 2085 • • 490 CGI-356 4 FRAME0113-76 RBIN"OR EOUN. .100 2 09I-367 4 VENT 6083 T8 IIDAtEX OR EQUIV. �' , • • • iI • *90 2A C01-367IG 4 VENT(BALK.CSS) 8883-T6 ""a OR EQLN. Z �0 3 3 0%- 4 GLAZING BW6683-T5 81DALEX OR EQUN. 4 - AS REQ. GLAZING BEAD SCI WS O 6'FROM ENDS 8 20'O.C.MAX. - /12 X 5/8'SMS 1$10 • O F�• I •O• •�• 8 - - (LAZING COMPOUND SILICONE GE-1000(NON-BIP/CT) i _9 �� : � O : i �•: - - GLAZ8IG Col SILICONE GE-1200 IMPACT) • 1 O • 04,0 • 04 •• — • •• 6 - 4 1/Y X.0�'SINGLE(ACID GNAZINO TAPE ROAM - 7 GY00 X160 AS REcA VENT WFAT _ Q-l0N 625 9 p 1 8 - AS READ. VENT SANS• it OC.rep. - /10 X 1'SS SMS •79 a 6 - 2/CORNER FRAME AND VENT I .Y SCOWS - /10 X t-i/4'SS SMS FRAME ••O• •n 9 ••• 000 ••• • 2215 •• ••• •• 160 3f4 c M COPED 90' CORNERS ONI.Y ilia WW CORNER t.SDo too Z \:` \• 875 C� ALL FRAME AND VENT CORNERS TOr z SEALED WITH GE SILPRUF OR BOW. Iso $ WELDED CORNERS WINDOW WIDTH WINDOW WIDTH 1.625— PARTIAL .625 PARTLY CR2GI F ARCH SQUARE OR RES flW(;LE Qg v VENT C W z 2213 .160 � �n op M QVAINDnmWVWWfllrnrmH\ N10750 WiN00W W871H WINDOW WIDTH WINDOW WIDTH OQ 18f� VENT (INSUL GLASS) MITERED COPED 80' CORNERS ONLY A c .FLAME CORNER r t I I WINDOW LENGTHWINDOW WIDTH WUNDOYY LENGTH F^.125 FULL a HALF GLAZING STOP m 9 � I I ffi I i O ID FLA. STRW`*CiR1'ES P�QDUC'1'It sMSEA �i � CAIN.3538 CAN. Wmpl7rawithtba Flm da MRN A � _O VERIFY LOAD CAPACITY OF WINDOW BY INSCRIBING SHAPE OF WINDOW WITHIN By F drawing no. A RECTANGULAR OR SQUARE SHAPE AND USING THOSE DIMENSIONS TO CONSULT CHARTS ON SHEETS 3, 4 & 5 FOR GLASS AY WOi—83 AND SHEET 7 FOR ANCHORS AS ON SAMPLE ABOVE. 1? sheet of g PMRMANCE VALUES OF DEPACT RESISTANT WINDOWS PERFORMANCE VALUES OF IMPACT RESISTANT WOMM PROMMANCE VALUES OF IMMACT RESLS7I W9� NO SHUTTERS REQUM NO SHURERS REGURM REFER 10 SHEETS 8 AND 7 FOR PWAUAT10N DETAILS REFER 70 SHEE75 8! 7 FOR BJSI'ALLATION OILTAIL.S lel SHUrrM REQURM 6 AND 7 WIlmW Dum GLASS TYPE'2' GLASS TYPE '3' vneOW DDM GLASS TYPE '8' GLASS TYPE'S' l asm DOM. GIASSTM'8' GMS TYFt'�• •• R • • • Vol HWit W. (+) MT.(-) W. (+) INT.(-) WIDTH HEGHT EXT.(+)I 1AR.(-) EXT. (+)I iNT. (-) YWH Htlt#1f EXT. (+) iNT.(-) EXT. (+) INT. 24" 110.0 180.0 1104 1804 24" 97.8 97.8 110.0 1 120.0 18-1/8• 110.0 210.0 110.0 210.0 7d1 • 30" 110.0 144.0 110.0 144.0 30' 7e872 67.2 90.0 90.0 26-1/2• 110.0 186.2 1 OA • • 38' 110.0 120.0 1104 120.0 38' 50.8 50.8 90.0 90,03Y 2� 110.0 18&2 1t0A M-0 •i •i 42• 38• 110.0 120.0 110.0 1204 42' 46.1 46.1 88.1 86.1 22 j 33-1/8• 110.0 120.0 1404 120.0 • Q• • 48• 101.4 101.4 110.0 120.0 24" 103.0 103.0 110.0 120.0 110.0 183.0 110.0 163 0 19-1�• 110.0 Q 54' 84.8 84.8 110.0 120.0 30• 84• 63.0 63.0 90.0 904 �1/2' 2009 1O.0 M. C 60' 74.7 74.7 110.0 114.3 38' 47.3 47.3 90.0 90.0 38-3/8• r 3T 1104 118.8 110.0 118.8 41 0 24" 110.0 166.4 110.0 168.0 24' B7.5 87.5 110.0 120.0 83-1/8• 81.9 81.9 1 i f 00 162.6 •4• oto • 30' 110.0 142.5 110.0 144.0 30" 98• 58.3 56.3 90.0 90.0 19-1/8• 110.0 183.7 110.0 1 .7* i i Q • 36• 110.0 120.0 110.0 120.0 36' 41.6 41.6 90.0 90.0 7* 26-1/1' S0-s/9• 110.0 125.2 110o i • • �� • 42• 42' 1029 102A 102.9 102.9 24' ice• 69A 89.8 904 90.0 37• 92.1 92.1 110.0 118.8 • 1,41 3 • 48• SSA 85.0 1029 1029 30' 53.8 53.5 90.0 90.0 21 53-1/8• 66.8 66.6 85.3 85.3 4 z F 54• 75.1 75.1 102.9 1Cl9 24' 1 120• 588 1 58.8 90.0 90.0 pit- 19-1/8• 110.0 ms 1104 177.5 m g 80• 68.4 66.4 90.0 90.0 26-1/1 98.1 98.1 110.0 1211.0 ie�ll 24" 110.0 153.1 110.0 160.0 37• 83' 88.6 88 6 110.0 110.2 30' 110.0 117.6 110.0 120.0 53-1/8" 56.6 56.6 81.3 81.3 3 N 38' 101.4 101.4 110.0 120.0 i9-11a' 110.0 120.0 110.0 120.0 42" 48• 85.0 85.0 1029 1029 25-1/2• 74-1/4r 852 85.2 110.0 120.0 48" 75.5 75.5 90.0 904 Jr 55.4 55.4 90.0 90.0 39pp 54• 68.4 85.4 90.0 90.0 or 63.8 63.6 90.0 90.0 x 110.0 134.8 110.0 154.3 R 24' Win� 4 30' 98.4 99.4 I M0 120.0 z ta 38' "A 84.8 110.0 12DA n 42" 54' 75.1 75.1 102.9 102 9 1 /s•ANN. GLASS 3/16'ANN. MAW p fo N 48' 88.4 88 4 90.0 80.0 .090 WERLAYER 090 OffEf8AYER s4' 85.8 65.8 80.0 80.0 SAFLEX PV8 SAFLDt PVS ca d5 Gr 1 594 59.0 80.0 804 C4 z¢Z rj g 1/8•ANN. GLASS 3/18'ANN. GLASS V1 Sp W O-v 24' 110.0 119.4 1104 120.0 'a t9:-imp i t tr 30' 878 878 1104 L9=-GE-12M120.0 SDS t t SILIcaw V o 36• 74.7 74.7 110.0 114.3 I t 42' �• 66.4 66.4 90.0 90.0 I I � 48' 83.8 63.6 90.0 90.0 54' 594 594 80.0 804 WDW.YAM 9 M 1* 71 24' 1104 115/16- NOMNAL 7/16- NONMAL 30' 82.1 82..7 110.0 120.0.5 110.0 120.0 �� GLASS TYPR '2' GLASS TYPES W 36• 66• 66.6 66.6 90.0 90A 1YqDOy LENGIN 42• 51L1 58.190.0 90.0 48• 56.1 56.1 904 90.0 24• 105.4 10.4 110.0 120.0 30' 744 74.0 110.0 120.0 %�/�� 38' 72' 592 59.2 90.0 90.0 4Y $1.2 512 90.0 90.0 ; a 48• 49.8 49.8 83.9 839 2Z I .IiO1E: WOM AND LENGTH D%QM0NS CAN LE 018ENTE0 VERTICN.LY OR HORIZONTALLY AS SHOWN. 0P_hUMY0 ffpp=X-rpjrnMsrwimtmRA,PE4 CAN'3538 HdLding tads � p same DBy 01 g NOTE- mowing no. B� CAPACITIES AASTM E1300-02/04 (SEC. GUSTS) L' W01-83 sheet 3� S PRRFORMANCE VALUES PERFORMANCE VALUES PERFORMANCE VALUES PERFORMANCE VALUES PERFORMANCE V miE✓t• • • �i • OF IMPACT RESISTANT WINDOWS OF IMPACT RESISTANT WINDOWS OF DWACT RESISTANT WINDOWS OF IMPACT RESISTANT WINDOWS OF IMPACT NI" WS NO SHUTTERS ROWAM NO SHUTTERS REOUMED NO SHUTTERS REr>JM NO SHUT�ETS RWJM NO • • • REFER TO SHEETS 8 AND 7 REFER TO SHEETS 6 AND 7 REFER TO SHEETS 8 AND 7 REFER TO SHEETS B AND 7 REFER TO SHEED 6FOR DWALLATON DETAILS FOR MWALLATM DETAILS FOR PWAL1AT1011 DETAILS FOR MSTALLAT1014 DETAILS FOR BSTALLATXAILS Z iF4dDOW DIMS. GLASS TYPE 18' WDMW DIMS. CLASS TRPS'e' vow"DIMS. GLASS TYPE'8' WDQDOW DW. GLASS TYPE '8' WDVDOW DIM MASS TYPE 'B' O k MM HWHT W.(+) TNT.(-)I wom HEIGHT EXT.(+) INT.(-) WTOTH NEW EXT.(+) 1N1'. (-)I WIDTH WGHT EXT.(+) 1NT. (-) W.0TH HECHT EV.(+)UNT.(-) , F n , 24' 110 0 195.8 24' 110.0 120.0 24' 110.0 120.0 24" 70.0 70.0 19-1/8- •110.0• 110.0 • • • 30' 110.0 158.8 30. 110.0 120.0 30. 80.0 90 0 30' 70.0 70.0 26-1/2- Wo.0 180.7 i • • ••i 36" 110.0 130.5 36' 90A 90.0 38" 904 90.0 3r 704 70.0 37' 28` 0 .7 i• • •.• 4r 38• 110.0 120.0 42' 90A 90.0 42" 70A 704 38" 70.0 70.0 53-1/8' 110.0 1204 V 48" 110.0 120.0 48" 90.0 90.0 45' 70.0 70.0 'N. 132' 50.0 50.0 19-1/B' 110.0 210.0 T` V$ � 54" 110.0 120.0 S4' 70A 704 48- 70.0 70.0 4r 50.0 50.0 26-i/r 38-3/8" 110.4. W74 •• • • or 110.0 120.0 57• 70A 704 51• 70.0 70.0 45" 50.0 50.0 37" 24" 110.0 193.6 80' 704 70.0 54' 84' 7GA 704 48- 504 50.0 53-1/8' 110.0• • °� Y • 30• 1104 156.6 83• 88' 68A 8&8 57• 70A 70A 24• 70.0 70.0 19-1/8• IT" 1110.8 •• ��„ , • 38' 110.0 120.0 88' BCi 5 65.5 60• d0.0 S0.0 30• 70.0 70.0 26-T/2' �_5�, 110.0 189.7 4r 4r 88.9 111.9 89' e5S 85.5 6r SOA 50.0 3r 70.0 704 37 110.0 1204 48" 96S 111.9 72' 65.5 65.5 86• 504 50.0 38• 144' 50.0 50.0 53-1/8• 85.3 85.3 54' 96.6 111.9 75' Sao 50.0 69" 50.0 50.0 M. 50.0 50.0 19-1/8' 110.0 204.8 or 90.0 90.0 78- 504 50.0 72" 50.0 50.0 42" 50.0 50.0 26-1/2' Sr 110.0 120.0 0 24' 110.0 184.4 81" SOA 80.0 75' 50.0 604 45" 50.0 SO.o 37• 110.0 120.0 C 30' 1100 1�.0 84' SOA 50.0 24' 110A 120.0 24' 70.0 70.0 53-1/8 81.3 81.3 Z 36' 110.0 120.0 or 504 50.0 W. 904 Sao 30` 704 70.0 18-1/8' 110.0 1204 C 4r 48• 984 111.8 24" 110.0 12x0 38' 90.0 90.0 3r 156• 50.0 50.0 26-1/2- 74-1/4• 110.0 120.0 X w 48' 84.8 87.9 30' 11&0 120.0 39- 70.0 70.0 36' SOA 50.0 37' 90.0 90.0 w 54" 90.0 90.0 36• SOA 90.0 42' 704 704 38" 500 50.0 4Z 2-5 r WIDT, 53-1/8" 70A 70.0 Oar W BO" 904 90.0 4r 904 90.0 45' 704 70.0 suw `6N 24" 110.0 177.8 48' 90 0 80 0 48' 96, 70.0 70.0 Tt N �I► 30" 110.0 120.0 51" 744 70.0 51• 70.0 70.0 IWC LENM 3 NK) elr 36' 110.0 120.0 S4" 704 70.0 54' 504 504 M g 4r se 96.9 111.9 57' 704 70.0 57' 50.0 504 �� % N TREWD GLASS Z ZZ� 48' 90.0 80.0 60" 72' 706 70.0 80' 504 3/18' 0907 4JTERLAYER O S4- 804 80.0 83' 88 8 8&8 er SOA 50 0 / �� SAFLEX WVB 80' 804 80.0 88" 85.5 65.5 88" 50.0 50.0 24- 110.0 120.0 89' 504 504 24" 90.0 904 # 3/18 HEAT STREMD GLASS Vl O 30' 110.0 120.0 7r 504 50.0 30• 904 90.0 GE-IM O _ N I SILICDNE 38" 110.0 120.0 75' 50A 50.0 33 744 70.0 r I i 4r 9D.0 90.0 78" 50.0 50.0 38" 70.0 70.0 lid: i I 46• 90.0 90.0 et• SOA Sao M. 704 70.0 WITH AND LENGTH DMEMSIONS CAN BE ORIENTED ' S4" 804 80.0 84' SOA 50.0 4r 108• 704 704 VERTICALLY OR HORZONTALLY AS SHOWN. o 80' so, �A 704 er 50.0 50.0 4$ 704 704 or 704 70.0 24' 110.0 120.0 48" 50.0 50.0 7118" NOMINAL 88" 704 70.0 30• 904 90.0 51• SOA 50.0 GLASS TYPE '8' 69' 704 704 38' 904 90.0 54- 504 504 7r 704 70.0 42• 80.0 90.0 57" 54.0 50.0 75• 70.0 70.0 45' 70.0 70.0 80' Sao 50.0 o m 78' 70.0 704 48" 704 70.0 24' 90.0 90.0 m ffi 81- 70A 704 51' 704 70.0 30" 704 70.0 0 m 84' 504 Sao 54• 704 70.0 3r 70.0 704 87• 504 so.0 57' 78- 704 70.0 38" 70.0 70.0 60• 70.0 70.0 39' 70.0 704 EW.DR H !i FA PROfliTCI REVISi� R F 9 83` 504 4.0 42" 1�' BOA 50.0MW vauDht6el 88" 5504 45' 50.0 50.0 � PE 0.0 ' 38 lllodinscD& - 69. a" 50.0 48' 544 SOA A°`B;,I!i*>�`��n cry O 9i I 7r 50.0 50.0 51" 50.0 azi-i BY 75' S0.0 50.0 54" SOA SOA NOTE: pia drawing n0.. 78• I s.0 504 GLASS CAPACITIES ON THIS SHEET ARE �agt� W01--83 et• Sao 50.0 BASED ON ASTM E1300-02/04 (3 SEC. GUSTS) R4Y 21 z sheet 4of S ItMANCE VALUES OF IMPACT RESISTANT WINDOWS PERFORMANCE VALUES OF IMPACT RESISTANT WINDOWS • • : M • PEIO'ORMANCS VALUES OF IMPACT ASSIST 140 SHUTTERS REOUIRED NO SHUTIM REQUIRED R'_ REFER TO SHEETS 6 FNO OR OINST�ALLATION DETAILS REFER TO SHEETS 6 AN FOR INSTALLATION DETAILS REFER TO SHEEM 8 AND 7 FOR iWALIATdN DETILS.i i Z • • Tumor DDAS. GLASS TYPE '2A' GLASS TYPE'8A' VIIIDOW DDML GLASS TYPE 12A' GLASS TYPE 'SA' WRIDOs Dm GLASS TYPE '21V GLASS TYPE WITH HEIGHT EXT.(+) iNT. (-) EXT. (+) INT. (-) WIDTH HEIGHT EXT. (+) INT. (-) EXT. (+) iNT. (-} WIDTH HEX6IT EXT. (+) INT. (-) EXT. (+) iNT. <-) 19-1/8' 110.0 210.0 a • oo • a • 24' 110.0 T120.0110.0 19" 24• 103.6 103.6 110.0 120.0 • �` • • 30' UOA 156.8 30' 71.4 71.4 90.0 90.0 26-1/2• 110.0 166.2 1 .0 190.t • • O • • 36• 110.0 130.5 38' 54.0 544 90.0 90.0 �. 28' • • •• �• 110.0 1662 110.0 180.7 • • • 42' 38" 110.0 -000 120.0 42' 48.9 48.9 90.0 90.0 53-1/8' 110.0 120.0 110.0 120.048" 107.7 120.0 24" 109.4 109.4 110.0 120.0 19-1/8• 110.0 200.6 110.0 210A 54' 90.1 90.1 110.0 120.0 30' 84' 67.0 67.0 90.0 90.0 26-1/2" 110.0 163.0 1104• 1974 • �} • 60' 79.3 792 110.0 120.0 36' 502 502 90.0 90.0 37• -3/8- 110.0 118.6 1101, • • 24' 110.0 168.0 110.0 193.6 24' 92.9 92.9 110.0 120.0 53-1/8- 874 87.0 110.0 • 6! • 19-1 110.0 185.7 110 AOA • • 30' 110.0 144.0 114.0 i56.6 30' 98' 59.8 59.8 90.0 90.0 /8' • lz 36' 110.0 120.0 110.0 120.0 35" 442 442 50-5/8'90.0 90.0 26-1/2• 110.0 133.0 110.0 169.742" 42' ,301029 102.9 98.9 111.9 24" 108' 74.0 74.0 90.0 90.0 37' 97.9 97.9 110.0 120.0 J g 48' 90.3 90.3 96.9 111.9 • 56.8 56.8 90.0 90.0 53-1/8- 70.6 70.8 85.3 85.3 W f 5a• 79.8 79.8 96.9 111.9 24' 120' 82 5 62 5 90.0 90.0 19-1/8' 110.0 177.5 110.0 204.6 8o- 70.5 70.5 90.0 90.0 26-1/2" 83- 104.3 104.3 110.0 120.0 24• 110. 180.0 110.0 184.4 32" 729 722 110.0 120.0 Z 30' 110.0 120.0 110.0 120.0 53-1/8" 60.1 60.1 81.3 81.3 r 36' 107.7 107.7 110.0 120.0 1/8"TEAS'. MASS 19-i/8" 1104 120.0 110.0 120.0 42" 48' 90.3 90.3 98.9 111.9 1/8•ANN. GLASS 28-1/2" 74-1/4' 90.5 90.5 110.0 120.0 x 48' 802 802 64.8 97.9 �EX F`V9AYER 37- 58 8 58.8 ;0 90.0 g 54' 72.7 72.7 solo 904 1/8'ANN. GLASS W, 67.6 67.8 90.0 90.0 S PC_ o 24' 110.0 143.3 110.0 177.8 30• 105.6 105.6 110.0 120.0 SILICDNE WFDTtI 36" 90.1 90.1 110.0 120.0 N Z Z IL 42- 54' 79.6 79.8 96.9 Ills v� C 4e' 72.7 72.7 90.0 90.0 1nNooW LENGTH w C S4' 699 89.9 80.0 80.0 • �' 62 7 62 7 80.0 804 3/4 INSULATED GLASS TYPE '2A' 24' 110.0 120.0 110.0 120.0 30" 93.3 93.3 110.0 120.0 36' 79.3 79.3 110.0 120.0 42- 80" 70.5 70.5 90.0 90.0 48' 87.8 1 67.6 90.0 90.0 AM c 54' 827 82.7 80.0 80.0 WIDTH AND LENGTH DWOMS CAN BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN ABOVE. 24' 1110.0 119.5 110.0_ 120.0 1/8-TEMP. GLASS 30' 872 872 110.0 120.0 1/8-TEMP. GLASS 36- W. 70.7 70.7 90.0 90.0 pp090 WTEinAYER 42' 61.7 81.7 90.0 90.0 F SAFL.EX PV8 m 48' 59.6 59.6 90.0 W.0 g 1/8-TEMP. GLASS o ° m 24" 110.0 111.9 110.0 120.0 \ �_ m 30' 789 78.6 110.0 120.0 SLI�g 36' 72' 62.9 62.9 904 90.0 42• 54.4 54.4 90.0 90.0 DRQ FA aaomoyiog 0xwtth PMdb q o 48" 529 529 W.0 90.0 F�E/18887 o 3 4' INSULA 3S3B GLASS TYPE '3A' BY • Fiuie Prod" I3iv draNing no' NOT CAPACITIES ON THIS SHEET ARE ` W01-833 BASED ON ASTM E1300-02/04 (3 SEC. GUSTS) -" 2 X 2008 5� 8 INSTALLATION CONDITIONS [APPLIES TO ALL FOUR SIDES • • • • •• •6 FOR ANCHOR PERFORMANCE VALUES SEE SHEET 6 • • • • • 1r TMAL ANCHOR • • • • SEE ELW. FOR SACING• •s• • 1/4'TAPCDN U4' TAPC13N0 J METALS • • V ei SEALANT SEALANT n M e a ! •'..e• Q\ Q' •ed 21/8• 4 llar 4 e♦ a\.Q,.ed \ Z(�m - vQ v• vQMINm e Y MtN a r MIN. 0 2-1/2 MN, 2-t/z•MIN N `d' O INSTALLATION TYPE '1' WOOD BUCK TYPE '1' INSTALLATION TYPE '2WOOD BUCK TYPE '2' z PARE TREATED PRESSURE TREATED G » N M TYPICAL INST ELATION DETAIL TYPICAL INSTALLATION DETAIL ATTACHMENT TO # ON AL FOUR SIDES SING WOOD ON ALL FOUR SIDES/USING WOOD METAL STRUCTURES Z � 1/4'TAPCGiS 3/4'TAPCDNS 1-1/2' Em= I-1/2'EKED #12 SNS C4 Z Z 0_ 1 3/8• H V p SEALANT SEALANT c e Q evQ•:a d I 2 71ir i e ;•e. V a oa o d 28 ATTACHMENT TO o d ` BUCK INSTALLATION BY OTHERS d e kiCK NSTALIATW BY OTHERS APPROVED MUWONS 1•MIN. t•MN. a INSTALLATION TYPE '3' WOOD BUCK TYPE '3' INSW IATION TYPE '4' WOOD BUCK TYPE '4' No PARE TREATED MBgBIAL PRESSURE TREATED m TYPICAL INSTAL.IAMON DETAIL TYPICAL INSTALLATION DETAIL pRODUC i VI the t ON ALL FOUR SIDES/USING WOOD ON ALL FOURSIDES/USING swMnvoUMA900c lYyyBy�y>iFTorn1� g3 STRUCRfRM c•code •O) n 3 GIDE X7 - arowing no. WOOD BUCKS NOT BY CGI CORP.. MUST SUSTAIN ?�� WO1-83 LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE slmet hof 8 PERFORMANCE VALUES PERFORMANCE VALUES PERFORMANCE VALUES PERFORMANCE VALUES •• •• • • • OF INSTALLATION ANCHORS OF INSTALLATION ANCHORS OF INSTALLATION ANCHORS OF INSTALLATION ANCHORS a • i i i i REFER TO SHEEP 6 FOR L fA6S REFER TO SHEET 6 FOR GEIALS REFER TO SHEEP 6 FOR DETAILS REFER TO SHEET 6 FOR DELtlLS • • • • • • • ••• • • Too"DUES. EM(+) Tromm noes. pR.W women Dm �,(,) WINDOW DW- EXT. (}) � � WIDTH HENT IIT.(-) WIDTH HEWff W.(-) WIDTH HECK INT. (-) WITH Koff INT. (-) 24• 21U 24" 210A 24' 210.0 19-1/e' 210.0 • • • gg • 30' 210.0 30' 207.4 30' 2029 28-1/2• �. 21oA •• . . •• • • • • • • • • • 36• 210A 38" ISM 38" 176.7 37" 210.0 • • • •• 42' 210.0 42" 170.9 42' 156.7 83-1/8' 210.0 *00 0•• 0*. • ••• 48• 210.0 48' 1620 48" 143.8 19-1/8' 21MO • 54' 3. 210.0 S4' �. 157.1 34' �. 13&4 28-i/2' . -3/8• 210.0 !VVV[ 60" ISM 6O' 1SS5 60' 129.6 37" 210.0 •• • • • • �� • 88' 202.5 88' 1820 66" 124.7 53-1/8' 2104 •• i•• • • • 7Y 180.0 72" 1389 72 1214 18-1/8' 210.0 • • • • • � • 78" 162A 78" 1215 78' 119.6 25-//2" ,�5/9• 21U •• • • • � 3�.. • 84' 176.7 84' 128 8 24' 208.3 37' 210.0 16 2 SD• 182.0 90' tt&e 30" 172.8 S3--t/8• 198.6 24" 210.0 24' 210.0 38• 1495 19-1/8• 210.0 30' 210.0 30' 210.0 42• 133.3 26-1/2' 63. 210.0 �"� O 36" 210.0 36' 2025 48• go. 1215 37' 1702 WINDOW LENGTH � W j] 42' 210.0 42" 185.1 54' 1127 53-1/8' 1448 48' 210.0 48' 176.6 80 106.0 19-1/8' 210.0 .� Z S4" 42" 2020 S4' �. 1862 68" 101.0 26-1/2. 74-1/4" 210.0 60' 170.9 80' 182.0 72' 87.2 1 37' 189.8 %/' Z 88' 1811 88" 1807 24' 210.0 83-1/8' 1381 ZZ /i/// a Q r v 72' 163.4 72' 135.8 30' 175.6 ; S 78" 1482 78" 117A 36" 181.2 1 Z 84' 15.7 84' 124.7 42' 108• 134.1 WIDTH AND L,TH DWENSIONS CAN BE ORIENTED h X N 0 g0" 144.9 So' 111.8 48' 1215 VERTICALLY OR HORIZONTALLY AS SHOWN N90VE. tale V N I 24" 210.0 24' 210.0 S4' 112.0 cp 8 Z M in 301 210.0 30" 2048 80" 104.7 N Z 36' 210.0 36" 180.0 24' 210.0 T�IC� ANCHORS: ELEV.FOR SPACINO *0_v 4Y 210.0 42' 183.4 3O' 177.7 48" 210.0 48' 131.9 ' 120. 7525 16: TAPCONS 36in 54' 48' 1944' 72 4 5 . 144.0 42' 134A INTO 2BY WOOD BUCKS OR WOOD STRUCTURES � 00' 162.0 80" 138A 48' 1215 1-1/2" MIN. PENETRATION INTO WOOD 88' 173.6 66' 1359 54• 111.5 THRU 10Y BUCKS INTO CONC. OR MASONRY 72' 151.9 72• 1355.0 24• 210.0 1-1/4' MIN. EMBED INTO CONC. OR MASONRY 78' 135.0 78' 115.7 30' 179.4 84" 1488 84' 1215 38' 1535 DIRECTLY INTO CONC. OR MASONRY 9O• 132.5 go" 108.0 42" 132' 135.1 1-1/4• MIN. EMBED INTO CONC. MASONRY 24' 2100 24' 210.0 48' 1215 #14 SMS OR SELF DRILUNG SCR IS 3O" 210.0 30" 185.1 24" 1988 INTO METAL STRUCTURES � 38' 210.0 38• 182.0 30" 1622 STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) 42' 202.0 42' 1462 38' 144. 13" ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) 48' 194.4 48' 135.0 42" 121.9 (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) o o s 54' 54. 192.0 S4' 78" 127.1 ae' 108.4 60" 157.1 121.5 24' 2025 &2 SMS OR SELF DRILLING SCREVS m 86" 1862 86' �tIIJ7 30' 185.4 INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. 72" 144.0 72' 36' 140.9 ' 156• (NO SHIM SPACE) 'PRODUCT ggVISM q 78" 127.1 78' 42' 123.4 rilkM/xlt�,el 138.4 84• 119 SIR=rJRES7 b 0k Fbridaol N C g0' 123.4 CAIN A DIft f;w drawing no. W01-83 " afiset 7� 8 PERFORMANCE VALUESPERFORMANCE VALUES PERFORMANCE VALUES PERFORMANCE VALUES ALUMINUM BUCK •0• : r* • OF ALUMINUM BUCK OF ALUMINUM BUCK OF ALUMINUM BUCK OF ALUMINUM BUCKW70 TO M 3 TF tIa F WB� ,OW • • • • • I. INSTALLATION ANCHORS INSTALLATION ANCHORS INSTALLATION ANCHORS INSTALLATION ANCHORS USE LOM ASE VKM • • • • • WIN=DDd9. TRW"DDIS. WINFI R DIMS. WnWOW DW. • • 000 • Z � • EXT.(+) Ellf.(+) oQ.(+) EXT. (+) � WIDTH HEIGHT 9tT.(-) WIDTH HEIGHT BHT.(-) WDTH HEIGHT WT.(-) WIDTH NEK'H, T W.(-) 24` 210.0 24- 189.0 24• 169.0 19-1/8- 210.0 • • • I • 30- 210.0 30' 144 2 30 141.1 26-1/2' 28, 210.0 •• • • • •i • i • 36' 210.0 36- 128.8 38' 122.9 37- 210.0 • • • •• 42" 169.0 42' 118.9 42• 110.4 53-1/8• 188.8 2.� � i• 0•• 00* O • ••• 48' 180.3 48' 112.7 48' 101.4 19-1/8' 210.0 .085 0 Q 54` 1302 S4' �. 109.3 S4• 949 26-1/2' �_3�. 210.0 .065- � 592 t- 60' 1289 BO- 108.2 80" 90.1 37' 198 8 • • • • ,1� • 68' 140.8 88' 112 7 86' 889 53-1/8' 149.5 462 •10 0.0 0 0 • • 72' 1232 72• 96.6 72- 845 19-1/8- 210.0 78• 112.7 78- 84.5 78• 83.2 26-1/2- so-s/8� 198.8 �1.438 •• 0 : ••• �;Mg 6 • • 84' 122.9 84' 90.1 24` 144.9 37' 163.8 .125 903 3.0- z to- 90' 112.781.1 30' 1202 53-t/8- 138.3 90' 24' 2D2 8 24' 181.8 M. 104.0 19-1/e' 210.0 ALUMINUM BUCK OPTIONAL COVER °Q � 30' 180.3 30" 169.1 42' 92.7 28-1/2- 63. 1775 6083-TB 8083-T8 38` 169.0 36• 140.8 48' 98• 845 37• 141.4 3K a 42• 169.8 42- 128.8 54' 78.4 53-1/8- 119.2 p 48' 171.7 48• 120.7 W. 73.7 19-1/8- 1967. Z 54• 42• 140.6 54" W. 113.6 66' 702 26-1/2• 74-1/4- 1 p 80' 118.9 69' 112.7 72• 87.6 37- 118 0 X y1 66" 128.8 66. 111.7 24• 1479 53-1/8• 98.1 W v 72` 113A 72' 945 30' 122.1 (Y 78' 101.7 78• 819 38' 105.2 84' 110.4 84' 69.8 42• 1o' 93.2 2 90• IOD9 80` 77.6 48" 84.5 p N n1 24• 21MO 24' 169.0 54' 779 C1 M 30' 196.7 30' 142.3 80' 72 8 14_ J14 SMS Q 36` 180.3 36' 125.2 24" 1502 N Z Z�I AT 6 FROM ENDS AT 8' FROM ENDS 42' 171.7 42' 113.6 30' 123.6 17.O.C. MAX 17.O.C. MAX. 48' 169.0 48• 1QS.8 120- 106.0 I AT HEAD/SILL/JAMS AT HEAD/SILL/4018 gn U p 54' 41. 135.2 54• 72- 100.1 42' 1 93.6 `r vii i � - 80" 112.7 60' 98.6 48' 845 86' 120.7 66• 845 S4' 775 72' 105.6 72• 839 24• IaL1 \ •� 78- 939 78' 80 6 3O• 124.8 84' 101.4 84' 845 38' 132• 1011.7 90' 92.2 90' 1 42" 94.0 e '4.• ? e' y. 24' 193.1 24- /538 48- 84.6 a d: °. 4`- e 4 SMS 30' 168.4 30' 7288 24' 1383 'e , 'O a I SMS 38' 1602 38' 112.7 30' 113.2 1��1/2 IAgV.WOW EMBED 1 1/22"MM. WOOD EMBED AT 6'FROM ENDS AND AT 6•FROM ENDS AND 42' 140.5 42' 101.7 36• 144- 96.8 2 1/2-MIN. 17.O.C. MAX. 17'O.C. MAX. 48` 135.2 48' 939 42' 849 EDGE DIST. AT HEAD/M.L/JAMB t'6991 AT HEAR/SWJAMB c 54' 1335 54' 78- B8.4 48• 7&1 •° 4 60` 109.3 BD• 84.5 24" 1409 INSTALLATION TYPE '5' INSTALLATION TYPE '6' 66' 115 8 68' 819 30' 115.1 20Y WOOD BUCK OR WOOD STRUCTWES 72• 169.1 72• 80.5 36" 158• 880 78' 88 4 78' 80.0 1 az' 859 lYPiCAL INSTALLATION DETAIL DR.Irm- AR000 q ' c B4- 949 84' 832 81Rt>41m, N ON ALL FOR SID aSING ALUMINUM BUCK SYSTEM -,Lk Ii 18667 aiwmB►7� - 80` 859 rANCoft NO -OSZ By drawing fro. • MAY z l 248 W01-83 9he�8 8 MIAMbD1ADE MIAMI-DADECOUNTY,FLORIDA ® omw METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)372-6339 NOTICE OF ACCEPTANCE (NOA) www.maimidade rov/buildiumeode CGI Windows&Doors 10100 NW 25 Street Miami,Fl.33172 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division(In Miami Dade County)and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner,the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION:Series 238 Outswing Aluminum Casement Window—L.M.I. APPROVAL DOCUMENT:Drawing No.W98-100,titled"Series-238 Aluminum Casement Window, sheets 1, 1.1,2,3,4,5,5.1,6&7 of 7,dated 12/04/98 with revision E dated 08/25/08,prepared by Al- Farooq Corporation,signed and sealed by Humayoun Farooq,P.E.,bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING:Large and Small Missile Impact Resistant LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. 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 an,portdon of A"NbA 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 manufaatiueer or AS •• •••• • distributors and shall be available for inspection at the job site at the request of the Buii&6g Official.• This NOA revises and renews NOA#08-0915.05 and consists of this page 1 and eye page$1�1 apd ° E-2,as well as approval document mentioned above. •••• ••;•° The submitted documentation was reviewed by Manuel Perez,P.E. °°•'°• "' ""' NT1r N&A No�W1910.02 • C �� Expiration D%te:Octobe!6W,2013 Approval ale: Heeemlpr�M!;008 • • . 0**page 1 Y CGI Windows&Doors NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.W98-100,titled"Series-238 Aluminum Casement Window,sheets 1, 1.1,2,3,4,5,5.1,6&7 of 7,dated 12/04/98 with revision E dated 08/25/08,prepared by Al-Farooq Corporation,signed and sealed by Humayoun Farooq,P.E. B. TESTS 1. Test report on: 1)Air Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 4)Forced Entry Test,per FBC 24113.2.1,TAS 202-94 along with marked-up drawings and installation diagram of aluminum casement, project-out and fixed windows,prepared by Hurricane Testing Lab,Inc.,Test Reports No: HTL-0080-0301-07,dated 09/21/07 for specimen A&B and HTL-0080-0905- 07,dated 10/12/06 for specimen B &C,signed and sealed by Vinu J.Abraham,P.E. 2. Test report on: l)Large Missile Impact Test,per PA 201-94. 2)Cyclic Wind Pressure Loading,per PA 203-94. along with installation diagram of an aluminum casement window,prepared by Hurricane Test Laboratory,Inc.Report No.HETI-08-2143 dated 06/27/08,signed and sealed by Candido F.Font,P.E. 3. Test report on: l)Large Missile Impact Test,per PA 201-94. 2)Cyclic Wind Pressure Loading,per PA 203-94. along with installation diagram of an aluminum casement window,prepared by Hurricane Test Laboratory,Inc.Report No.HETI-074298 dated 07/17/08,signed and sealed by Candido F.Font,P.E. 4. Test report on: 1)Air Infiltration Test,per ASTM E283. 2)Uniform Static Air Pressure Test, Loading per ASTM E330. 3)Water Resistance Test,per ASTM E547/E331. along with marked-up drawings and installation diagram of an aluminum casement window,prepared by Fenestration Testing Laboratory,Inc.,Test Report No(s). FTL- 1003,dated 10/14/94 and FTL-1041 dated 10/14/94,signed and sealed by Yamil Kuri, P.E. (Submitted under previous NOA#01-1002.03) 5. Test report on: 1)Large Missile Impact Test,per PA 201-94. 2)Cyclic Wind Pressure Loading,per PA 203-94. along with installation diagram of alum.fixed,casement and project-out w� Q**, prepared by Hurricane Test Laboratory,Inc.Report No.HTL-b1$00.J303-§.J dated ; 03/06/96,signed and sealed by Timothy S.Marshall,P.E. 000000 : (Submitted under previous NOA#01-1002.03) ••• •• 0000 0000 0000. ... 0000. 0000. 0 ..ManfeTteeF Ws4AO.Control mine .' '1DA No. . 2 ...... Expiratiqu Date: Octobcs 2 ,2013 . Approval'l1 ; December 11,2008 :•'•' E-1 O.L. CGI Windows&Doors NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. Test report on: 1)Large Missile Impact Test,per PA 201-94. 2)Cyclic Wind Pressure Loading,per PA 203-94. along with installation diagram of alum..fixed,casement and project-out windows, prepared by Hurricane Test Laboratory,Inc.Test Report No.HTL-0080-0303-96 dated 03/06/96,signed and sealed by Timothy S.Marshall,P.E. (For reference only). (Submitted under previous NOA#06-0829.04) C. CALCULATIONS 1. Anchor verification calculations and structural analysis,complying with FBC-2004 and 2007,prepared by Al-Farooq Corporation,dated 08/23/08,signed and sealed by Humayoun Farooq,P.E. Complies with ASTM E1300-02/04 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office(BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No.06-0216.06 issued to Solutia Inc. for their"Saflex IIIG Clear or colored Interlayer"dated 05/04/06,expiring on 05/21/11. 2. Notice of Acceptance No.08-0520.08 issued to Solutia,Inc.for their"Vanceva Composites Glass Interlayer"dated 07/17/08,expiring on 12/11/13. 3. Notice of Acceptance No. 07-1116.04 issued to E.I.DuPont DeNemours&Co.,Inc. for their"DuPont SentryGlas®Plus"dated 01/03/08,expiring on 01/14/12. F. STATEMENTS 1. Statement letter of conformance,dated August 23,2008,signed and sealed by Humayoun Farooq,P.E. 2. Statement letter of no financial interest,dated August 23,2008,signed and sealed by Humayoun Farooq,P.E. 3. Laboratory compliance letter for Test Reports No.HTL-0080-0301-07 and HTL- 0080-0905-07,issued by Hurricane Test Laboratory,Inc.,dated August 8,2008, signed and sealed by Vinu J.Abraham,P.E. G. OTHER 1. Notice of Acceptance No.08-0915.05,issued to CGI Windows&Doors fZ#* Series 238 Outswing Aluminum Casement Window—L.M.I.,lVVvOled ori 11/20/08 ... • and expiring on 10/26/09. • • 9999.. 9999.. 9999 _. 9999 9999. 9999 .. •..4mann 8r 9999. �i Control miner 0• • 110A No, 9000:6 Explmd9n Die: OctebV.10,2013 9 Approval 1Pgte::Decenlbetitl,2008:••••; E-2 • 9909 GENERAL WINDOW SECTIONS FLANGE WITH VENT WIDTH WW-2• ro 7 . o L oR�c. a •. • • •• • i • e a O 8 • • • • • • • • • B.MAK.TVP. �7 • • • • •• A HEAo/SILL ... ... 0:0 .. CORNERS a 2 CAM LOCKS I i I I O B 2 LOCK POINTSI A-11 Q'i 3 SIZES •• • • 8 •.0;: •• I' / t .i • • • • • u• O ATTIIWACT WINImVS ONLY 1 • •• • �� it • µ__ < . . . 'J Zvi F SURFACE APPLIED —FALSE MINTM 1 \ IIOPTIONAL $ H FOR GLASS TYPES. REFER TO U u \ I 7 SHEETS 3 AND 4. 2 3 D L OPG D.L DPG. 2 1/2' /• VENT WOT11 VENT WIDTH 1' B ZIIIINDOW e`f WIDTHwoom WIDTH p EXTERIOR 24•MAX TVP. C 3" 1 04 MAXIM MULTI POINT LOCK AT HEAD/SIU. ap 1 ALT,TOCAM LOCKS I Z Z AIM LOCK TYPICAL ELEVATION 90 WDW.o t HEIGHT POINTS (FLANGE FRAME) o 42• 2 83' 3 1 84' 4 3 = 6 II FOR MUWON/MULTIPLE UNITS. REFER TO SEPARATE CGI MULLION N.O.A. O � � 7 INSTRUCTIONS: NOTES THESE WINDOWS ARE RATED FOR LARGE MISSILE IMPACT. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE USE CHARTS AS FOLLOWS. REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004/2007 EDITION N3ClUt>MK, SHUTTERS ARE NOT REQUIRED. HIGH VELOCITY HUR ICM1E ZONE(1109). <m v o STEP 1, 1 W11ro LOAD RECUIREMENT BALD ON WIND VELOCITY.BLDG.HECHT.WIND Z04E WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY TO TRANSFER USING APPLICABLE ASCE 7 STANDARD. LOADS TO THE STRUCTURE. STEP 2 SEE CHARTS ONSDESIRED EkIS 3 AND 4 F DESIGN LOAD ANCHORS SHALL BE AS USTED. SPACED AS SHOWN ON DETAILS. ANCHORS SDiUCIUI•S LwDUCT REV CAPACITY OF GLASS SIZE EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. GAN f t_6937 aseamp �'� USING RT WffH DEM TING N MEET B�ANCHOR SPECIFIED ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS IN STEP I ABOVE. ARE NOT PART OF THIS APPROVAL *p2-dWCW.�4 IF ALWE" BUCK SYSTEM IS USED USE CHART ON A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY, SW 7 TO 'I'"E MATERW.S INCWDING BUT NOT IN=TO STEEL/METAL SCREWS,THAT COME INTO l4t� 2 2008 1 drawingRO THE LOWEST VALUE R�SIA.TING FROM STEPS 2. 3 a�4 CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REWIREMENTS W98-1 SHALL APPLY TO ENTIRE SYSTEM. OF 2004/2007 FLORIDA BLDG.CODE SECTION 2003.8.4. •• •• • • •• •pMIOD Wal" !lu • • • • • • • 000 • WW-I 1/27 Z GENERAL WINDOW SECTIONS D.L.OM 0 EQUAL LEG FRAME •i ••• •i • ••• ••• e•MAX.TYP. a • • • • • • • • • • • • • •• n to � �' • a 7 it ii // m 0 9 8 O . . . . •.� .. >f N •i • • • • - _z IL-- - 4 • • • 11/ • II 4 O�m� V42 •• • • • •�•I • ii 3� ., R Y �gp 1-4CAM LOCKS �� / 11 �/ if £: t© W ALL SIZES 2 LACK POINTS = i i , u -- ___ SURFACE APPLIED SNUBBER W j t --T1===--1 FALSE MMMS AT IMPACT WINDOWS ONLY Illi 11 OPTIMAL 1 - 11� II z a n � z � 1 B I + 24•WX.n?. IV AT WEAR/Sql n TMMC L M"AnON = N M t (EWAL LEG FRAi 3 M q314' s FOR GLASS TYPES. D L oP� 2 i/2Z z 2 0 l oo . REFER TO • S r SHEETS 3 AND 4. VENT WUM 3/4• F V o WINDOW WITH WINDOW WON EXTERIOR WAMM MULM POINT LOCK BY'TRtnw ALT.TO CAL! LOCKS i 1 tNEIGHI POINTS I 1 42• 2 Ii eY J S t 84• 4 3 c j 2 � m t it W &w-OIL WAMMIN 3 SiRUf:IUPFS FAN= PWUUCf REVISED 4v FL4. 8957 i4tm'e C.A.N. ceft • � per' dfOlYR19 TIO. sheet tl 7 2 S/8' •• 17g •• •• • —L737— u } • • • M 5 • • ••• • • • • •• _1 LM L307 Ago TYP. Z LBrS F '` • • . • ••• zE15 • • 7P0 a • • • •2.r8S • • • • • •• L43800 doe see 0 0 00 A V izzz O�, v 13 CORNER KEY CORNER KEYV .�G 060 THM ST.STEEL .062 THCK ALUMINUM ••• iF4N(W.OFP Y��a• :0* ••VENT (5/16' UW. GLASS) • nts • • • L737 A90 TTP. Z s A 7� Z 48S 2 715 —1 L438 VENT CORNER ow 117, m EQUAL LEG FRAME VENT (INSUL LAY. GLASS) ALL FRWE AND VENT COMMTO BE L737 SEAM WITH GE SILPRUF OR EOINV. PP®8 PART# QUA1GM SON MATBBIAL MAPGP./BOPPLIBR/86M IM 1 001-373 4 RMIGE FPME 8063-S76 DMAUN OR EQtW A90 TYR �I to cm-387 4 EW&LEG FRkW 8063-TB INMEX OAt MML z n gad 2 CGI-378 4 VfNf(5/18'LAM.GLASS) 8O3-T8 OWN"OR EQUN. 2B CM-381 4 VENT MSM.LAM.GLASS) 8063-T8 BtO M OR EOUN. L 5 20 Cp-38S 4 VETtT(1/18'LAM GLASS) 8083-T8 HNOMDK ECUN. L438 N CCZ Z 3 CGI-375 4 OC,FE BEAD 8083-T5 MMLEK OR EQt3V. I 12 3A Cp-398 4 SQUARE GSAZM SAD 6083-75 W AIV OR MW 4 - 4 .060 7F8CK�RF47t KEY A1dJMO9A1 - L347 tE U p 4 S - 8 080 THM CORNER ER KEY 5T.STEEL. - VENT (7/16' LAM. GLASS) o 8 AP-425 AS READ. RUM WEAMERSTFOPM SCH EGEL APIIS 7 QM%190 AS BE00. VENT WAnMtSTTBPM - SC LEGEL O-LON .784 8 35-10-00-t01 2/VENT 4 00 HNGE.AT 70P AND BOTTOM STEEL TRUTH.ATTACHED W/(8)/8%3/8'SS 516 9 24-t3-oo-m2/VENT am mom Lope STEEL TWft ATTACHED w/(2)/8%3/8•SMS 383 Q 9A - 2/VENT MLA.R POBGT L.om - - q 10 2/MW .110 MM LOCK KEEPER.AT FRAME JAYS FACM LOCK STEEL CGI,ATTACHED W/(2)#10%3/8'SS SYS O 11 23-20-00-101 1 OPEWM Mau STEEL. TiKi K ATTAf M W/(2)88%3/8'SS S16 617 1 12 30175 1 OPERATOR TRACK STEEL. MWM ATTAt3MD W/(2)/8%3/e SS SAS CGI-375: OGEE GLAZING STOP m g / I ( 13 - 2/MER FMIE AND VENT ASSEMBLY SCREYPS 810% 1-1/e SS SMS 753 a� I 'o, $ ' 13 .11� .830 ."7 L g< V O W CGI-396: SQUAD GLAZING STOP _ Eno:D . FAROOO 'A FLA PE! 1g8tS3 :'�DUC7' CAN.3338 / •�soaNn � � 8 drawing no. FRAME CORNER ` '',.' P W98-100 --'" Bheet Q of 7 1/8-ANN.GLASS 3/18-ANN.GLASS 3/16' HEAT MMD GLASS i'�•'ii" i i i i'•'i i bd 090 XTERIAYER 090 SAFLEX PV8 BY 'SOWTW 090 SAFLEX PV8 BI Juwyn' Win PVB BY^SOLLITIA 041ERLAYERS�.075 VANCEVA STORMGIASS BY'SOWTFA iNTERLAYERS E.075 VMCEVA 91DWGLASS 6Y l 6WTW • • • ••• .090 SENTRYGLAS PWS BY'DUPONY .LLL.090 SOMMLAS PWS BY'DLIP0NT' Z i/8'MIN. MAW 3/18"ANN. GLASS 3/18•HEAT STREWD GLASS Sa.1caw • • I N '•• •iI • ••)�V 993 SILEME � GE-1200 ig mw g tDOW 99 14189 DV99 ••• • i !Q' ffLL i t t I I I O p I 8/18" NOMIIJAL 7/18" NOMINAL 7/18" NOMINAL • • • • • •• • • GLASS TYPE '2' GLASS TYPE '3' GLASS TYPE '8' • • • • • • • • • ; •• • • • • • ••• •• PERFORMANCE VALUES OF IMPACT RE6t89'ANT WINDOWS PERFORMANCE VALUES OY IMPACT RESLSTANT WINDOWS In Z1d S NO smvn AS REMOM NO SHWERS REMAM 100 TO SiEEM 5 TIRO 7 FOR NS@LLAM DETARS REFER TO STEM S THRU 7 FOR DWALATION WAILS wum"DIMS. GLASS TYPE'2' GLM TYPE'6' GLAB9 TYPE '8' WINDOW DIMS. GLASS TYPE'2' GLASS TYPE 'N' GLASS TYPE'8' O NTLI HEoff EXI:(+) iNr. (-) EXT. (+) 1NT.(-) EXT.(+) iNT.(-) 121m HEIGHT EXr. (+) iNT.(-) EXi.(+) iMT. (-) Mr. (+) IMr. 20" 110.0 194.3 110.0 195.0 110.0 195.0 20' 88.7 86.7 110.0 195.0 110.0 195.0 S Ng 24' 110.0 161.9 110.0 195.0 110.0 195.0 24" 73.4 73.4 110.0 120.0 110.0 120.0 Z Td 28' 110.0 138.8 110.0 198.0 110.0 195.0 28' 88' 842 84.2 110.0 i20.0 110.0 120.0 30' - 110.0 129.5 110.0 195.0 110.0 iS&O 30' 80280.8 110.0 120.0 110.0 120.0 3Y 110.0 1 121.4 110.0 195.0 110.0 1940 32• 1 57.5 57.5 110.0 120.0 110.0 120.0 p 36' 107.9 107.9 1104 1954 110.0 195.0 20- 66.4 86.4 110.0 195.0 110.0 120A (Q� 40' 97.1 97.1 1104 1954 1104 120.0 24' 56.1 58.1 110.0 120.0 110.0 1204 g 4 42- 0-5 92.5 110.0 1204 - - 28' 72' 48 8 4&9 110.0 120.0 110.0 120.0 i N 20' i1a0 i66.5 110.0 195.0 110.0 1 195.0 30- 48.0 46.0 110.0 120.0 110.0 120.0 j N 24' 110.0 1382 110.0 1954 110.0 195.0 32- 43.6 43.6 110.0 120.0 110.0 12x0 Qi N M n 28' 110.0 118.9 110.0 195.0 110.0 195.0 20• 524 52.0 110.0 120.0 110.0 120.0 Z Z W -42• 110.0 111.0 110.0 195.0 110.0 195.0 24" 78, 43.8 43.8 110.0 120.0 110.0 120.0 N I 32• 104.1 104.1 110.0 1954 110.0 124 0 28' 36.1 38.1 110.0 120.0 110.0 120.0 36' 929 92.5 110.0 120.0 110.0 120.0 30- - - 110.0 120.0 - - 40' 63.3 83.3 110.0 120.0 1104 120.0 20- 419 41.5 i 10.0 120.0 110.0 120.0 f10F 42' 79.3 79.3 110.0 120.0 - - 24' 84' 34.9 34.9 110.0 120.0 110.0 120.0 20- 110.0 145.7 110.0 195.0 1104 195.0 28• - - 1104 120.0 - - 24' 110.0 121.4 110.0 195.0 110.0 195.0 19-1/8' 1104 193.0 1104 1954 110.0 195.0 w 2- 103.8 104.1 1104 195.0 110.0 120.0 26-1/2' 1104 195.0 110.0 195.0 110.0 19.0 4• 30' 97.1 97.1 110.0 195.0 110.0 120.0 37' 28 110.0 145.4 110.0 195.0 110.0 195.0 � 32' 91.1 91.1 110.0 120.0 1 110.0 120.0 0.2• 110.0 126.1 110.0 195.0 110.0 19&O + 8 36' 8D.9 80.9 110.0 120.0 110.0 120.0 19-1/8' 1104 190.6 110.0 195.0 110.0 1954 40' 722 72.8 110.0 120.0 110.0 120.0 26-1/2' 38-3 8" 1104 137.5 110.0 195.0 110.0 195.0 $ 42' 69.4 69.4 110.0 1204 - - 37' / 96.5 989 110.0 194.5 1104 120.0 20' 1104_ 1299 110.0 195.0 ita0 195.0 42" 86.8 88.8 110.0 120.0 110.0 120.0 NOTE- 2e 98.0 107.9 110.0 195.0 110.0 195.0 19-1/8• 1104 144.5 110.0 195.0 110.0 195.0 GLASS CAPACITIES ON THIS SHEET ARE • � o a 28' 88.2 929 110.0 120.0 110.0 120.0 26-1/2. 99.7 104.3 1140 19&0 110.0 19.0 BASED ON ASTM E1300-02/04 (3 SEC. GUSTS) g a; 0.o• 84.4 66.3 1 110.0 120.0 1 110.0 1240 1 37' 74.7 74.7 110.0 120.0 110.0 1 120.0 AND FLORIDA BUILDING COMMISSION o W 32- 54' a" 809 I 1104 120.0 110.0 120.0 42- 652 e5.6 110.0 220.0 110.0 120.0 DECLARATORY STATEMENT DCA05-DEC-219 38- 714 71.9 110.0 120.0 110.0 120.0 19-1/8- 98.7 104.2 110.0 195.0 110.0 19&0 40' 64.8 84.8 110.0 120.0 110.0 120.0 28-1/2- 83' 74.9 77.9 110.0 120.0 110.0 120.0 Env.0R.sTHukavum P>9DDi1C1 R Evism 0.2• 61.7 61.7 110.0 120.0 - - 3T 80.0 60.0 110.0 120.0 110.0 120.0 FLA.PE t 1&967 Wy pLtll F li 20- 98.8 112.6 110.0 195.0 110.0 19&0 19-1/8' 74-1/4' 63.0 63.0 110.0 195.0 110.0 120.0 CAN.X36 ��20.• 652 95.4 110.0 1980 ciao 1240 26-1/2• 48.6 46.6 110.0 120.0 110.0 120.0 S�P g I 28" 78.7 83.3 110.0 120.0 110.0 120.0 IA 30' 73.2 77.7 110.0 120.0 110.0 120.0 NOTE: !Df drawing no. LOAD/AREA LIMITS a. 702 728 1 110.0 120.0 110.0 120.0 FOR +110.0, -120.0 PSF - 16.34 SQ. FT. OkiW98"-100 36- eat 84.8 1 110.0 120.0 110.0 120.0 +110.0, -195.0 PSF - 10.00 SQ. FT. sheat 3 o 7 1/8'TEMP.GLASS 1/8-TEAS'.GLASS •• •• • • • •• •• • V AIR SPACE A92 SPACE • • • • • • • • • • ` 1/8'ANN GLASS t/8'TEMP. GLASS • • • • • • • • • • ••• • • • • ••• 090 S*UX PVB BY'SOLUTIA' 090 SCOLEX PVB BY'SOLVW Z 9t1ERlAYERS .075 VAISTONGLASS BY'SOL.UTIA' TNTERLAYERS .075 VAPMA STORMGIASS BY'SOLUTLA' .090 SENTRYGYAS PLUS BY UJPONr' .090 SENTRVGLAS PLUS BY'DUPONT" o i/8-ANN.GLASS 1/8"TEMP.GLASS SQUARE Alft • • ••• • • 1"' , SILICONE SRlCm ql, Typp • •• • • • • • GE-ick GE-M • • 0 0 0 •i mw995 DLIV 995 •• • • •• 0W 21 899 my 899 Z,O .01 O a 0 0 00 Soo 3/4- INSULATED3/4- INSULATED • ••• • • • • •• • O GLASS TYPE '2A' GLASS TYPE '3A' • • • • • • • • • 19 q g PERFORLdANCS pALU&9 OF neALT REMsTANT WINDOWS P1ayoRMANCE VALB8.4 of DcpACT rmwANT WIIO m • No SHUTTERS REOLRREO No sxunERS REMAIED zto FOU TO SHEDS 5 T=7 FOR 91S6AU9bN DEM FOR TD SHEE19 5 T19tl1 7 FOR 91SIALLM ON DEMILS wDmW DIMS. GLASS TYPE '20V GIA TYPE '8A' WINDOW DDL9. GLASS TYPE '2A' GTaSS TYPE'8A' O wroTl+ r1e>CHr EXT. (+) 1691'. (-) off. (+) tNT. (-) T6DTFI FocaiT ocr.(+) INT. (-) Exr. (+) 1Ni.(-) � 20' 110.0 194.3 110.0 195.0 20' 86.7 86.7 110.0 169.0 Qv a 24' 110.0 161.9 110.0 195.0 20.' 73.4 73.4 110.0 1204 z 28' 110.0 1389 110.0 195.0 28' 69- 84.2 64.2 110.0 120.0 � �2 30' as. -IIU 0 1293 110.0 1&q 0 30' 60.6 80.8 110 0 11&2 N �S 32' 110.0 121.4 110.0 195.0 32' 57.5 573 110.0 112.2 36' 1079 107.9 11&0 19U 20' 66.4 66.4 110.0 120.0 40' 97.1 97.1 110.0 120.0 24' 56.1 56.1 109.3 1093 42' 92.5 92.5 110.0 120.0 28' 7Y 48.9 4&9 95.3 95.3 Z 20' 110.0 188.5 110.0 Is" 30' 464 48.0 69.8 69.8 �04 0 24' 110.0 138.8 110.0 195.0 32' 43.8 43.6 85.0 85.0 � N 28" 110.0 118.9 110.0 195.0 20' 52.0 52.0 101.3 101.3 00 Z at: M 30' 42' 1104 111.0 110.0 195.0 24' 78- 43.8 43.8 85.4 85.4 q� 32' 104.1 104.1 110.0 120.0 1 28' 38.1 38.1 74.3 74.3 X0 0- N. iS 92S 92.5 1 110.0 120.0 20' 41.5 41.5 80.8 69.8 V p 40" 83.3 83.3 110.0 120.0 24- 84" 34.9 34.8 1 884 6&0 42' 79.3 79.3 110.0 120.0 19-1/8' 110.0 195.0 110.0 195.0 � 20' 110.0 145.7 110.0 169.0 26-1/2- 28" 110.0 203.0 110.0 1954 1 24' 1104 121.4 110.0 195.0 37' 110.0 145.4 110.0 195.0 W g 28' 104.1 104.1 1104 120.0 42' 110.0 128.1 110.0 195.0 30' 97.1 97.1 110.0 120.0 19-1/8' 110.0 190.6 110.0 195.0 32' 48* 97.1 91.1 1 110.0 1204 26-1/2' 38-3/8' 110.0 1373 110.0 195.0 0 38" 69.9 699 1 110.0 1204 37' Su 983 1104 120.0 40' 72.8 72.8 110.0 120.0 42' 69.8 69.8 110.0 120.0 0 $ 42• 69.4 69.4 110.0 120.0 19-1/8' 110.0 1443 1104 1954 REViSED 20" 1104 129.5 110.0 1954 26-1/2- 50-5/8• 99.7 104.3 110.0 195.0 NOTE: SnI 24' 98.0 107.9 110.0 195.0 37' 74.7 74.7 110.0 120.0 GLASS CAPACITIES ON THIS SHEET ARE `o 28• 92.5 923 110.0 120.0 42' 659 65.8 110.0 1204 BASED ON ASTM E1300-02/04 (3 SEC. GUSTS) • g s 30' w, 84.4 69.3 110.0 120.0 19-1/8' 987 104.2 110.0 195.0 AND FLORIDA BUILDING COMMISSIONloci. 32' 80.9 B09 110.0 120.0 25-1/2' 63' 70.9 n9 110.0 120.0 DECLARATORY STATEMENT DCA05-DEC-219 36' 71.9 71.9 110.0 120.0 37' 60.0 60.0 110.0 117.0 40' 64.8 64.8 110.0 120.0 19-1/8• 7h1 4' 63"0 63.0 110.0 120.0 r. F 000 PROWL. •A c 42' 81.7 61.7 110.0 120.0 26-1/Y / 46.6 46.6 909 1 9119 r 20" 98.8 112.6 110.0 195.0 NOTE: CA � -1010; z I h 24- 658 954 110.0 120.0 LOAD/AREA LIMITS SEP 1 2 3 28" 7&7 83.3 110.0 120.0 FOR +110.0. -120.0 PSF = 16.34 SO. FT. 30' 80� 73.2 77.7 110.0 1204 +110.0. -195.0 PSF = 10.00 SO. FT. !fit drawing no. 32• 70.7. 729 110.0 120.0 W9$-100 36' 849 849 110.0 12&0 sheet 4 of 7 'NSTAT L TION CONDITIONS F .AN_1h. FIRAMFTE ( L S TO AL FOUR•6iDp--t • •• •• • I t FOR ANCHOR PERFORMANCE VALUES SEE SHEET 8 • • • ••• • • i • • • • • • • A. • • • 000 • • • • ••• rMCAL ANCHORSSEE FOR I SEE SHEET BFDRNGDESCRIPIION Z WPM&ANCHM TYPICAL ANCHORS O SEE ELEV.FOR S' ' SEE ELEV. FOR SPACM • • • ••• • SFE SHEET 8 FOR til SEE SHEET 8 FOR DESCRIPRON •• • • •• • • • • • METAL • • • • •• • • • • STRUCTURES f!p�—.{I ••• ••• ••• • • •• SEALANT SEALANT 8� P 'a SSS Sgt n • • • • • • a $ 4 •IQ. 0 e e d 2 1/8 �I a ay. v R2 1/8• • • • • • • I. vQ . • • • • • • m8; Mft 2-1/2.10. 2-1/2-MPL p I INSTALLATION TYPE '1' WOOD BUCK TYPE '1' INSTAUATION TYPE '2' WOOD SLICK TYPE '*2 TREATED PRESSURE WWATED g RPM e1 INST I AT10N DETAIL TYPICAL INST I t ATION MAIL ATTACHMENT TO � ON ALL FOUR SLOES/USING WOOD ON ALL FOUR SIDES/USING WOOD METAL SW(;TURES of TYPICAL.ANCHDRS TMCAL ANCHORS SE Ms � SEELEV. FOR SPACING WPICAL ANCHORS SEE SHEET 8 FOR DESCRIPTION SEE ELEY. FOR SPACM ? N SEE SHEET 8 FOR DESCR Fq= f/j'^I 1 3/8" 3 N fn SEALANT 7 i SEALANT 9 �z 04 T ii f3 N N C7 n ' '<• �• ° v :a d 2 7/8' V e•oa'.•e d 2 IA- aQ a0 WL d ° BUCK INSTALLATION BY OTHERS d - .` •BL�K INSTALLATION BY OTHERS t'MIN. 1.MIN ATTACHMENT TO o 6RERM MU I IONS INSTALLATION TYPE '3' WOOD BUCK TYPE '3' INSTALLATION TYPE '4' WOOD BUCK TYPE '4' U $ PREMW TREATED PRESSM TMTE) —TYPICAL INST' 1 L ATION OETA I PT CAH INSTALLATION DET II § g ON ALL FOUR SIDES/LMNG WOOD ON ALL FOUR SIDES/LISING WOOD a'� S gs ALUM CKANWEEL 3/4-X 1-X 3/4-X 1/8-2-11r LONG-\ Dir WE; mgg AT ANCHGR LOCATIONS LlStRt�L**URES 1 ARMWDUCTREYIM nAlPE.3838 C wuham No J P7SEP 12 Z00 ..., I 13 a WOOD BUCKS NOT BY CGI CORP., MUST SUSTAIN ,r-- drawirx� no LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER ALT. ANCHOR LOCATION $_10� THEM TO THE BUILDING STRUCTURE. WITH SHEAR CUP sheet 5 of 7 INSTALATION CONDITIONS EQUAL LEG FRAME (APPLIES TO ALL FCI►UR• SI✓DE9) ••• �v FOR ANCHOR PERFORMANCE VALUES SEE SHEET 6 • • • ••• • • • • • • • s s • • • • ••• s • • • .:.nvmmmm SEE ELF/.FOR SPACING Z SEE SHEEP 6 FOR DESCRWWNol •• • • •• • • • • • METAL IL m TYPICAL ANCHORS TYPICAL ANCHORS • • • • • • • • • • Q SEE ELEV. FOR SPA1 SEE ELEV.FOR SPACING • • • • • . p $ 3 SEE SHEET 6 FOR DESCRFrlON SEE SHEET 6 FOR DESCRFFTIONog • • • • • • sywjcnm r 1 3/8' 7� v a d `iX 2 1/8' ° i °' C I a v.a' ;e a \fh 2 1/8' \ O l9 - oQ .° c .• aQ ° .• �' OL e •1•.Mgj d1•Mlli.` 2-1/2'MIN. 2-1/2'MW. O INSTALLATION TYPE '1' WOOD BUCK TYPE '1' INSTALLATION TYPE '2' WOOD BUCK TYPE I z ( TREATED PRESSURE TRFATED TYPICAL INSTALLATION DETAIL TYPICAL INSTALLATION DETAIL ATTACHMENT TO ON ALL FOUR SI MUSING WOOD ON ALL FOUR SIDES/USING WOOD METAL STRUCTURES ' z s TYPICAL.ANCHORS FOR O N TYPICAL ANCHORS TYPICAL ANCHORS �SiEET 8 FOR SPACING Z SEE El". FOR SPACIKS SEE ELEV.FOR SPACM N SEE SHEET 6 FOR DESCRFRON SEE SHEET 6 FOR DESCRIPTION *C_q1 i a o .' d d a •• d ve•°• Q o a '•O '� •:°Q o •°'.••�'. 2 Ile M• ATTACHMENT TO e ° SUCK INSTALLATION BY OTHERS s ° •BUCK WAUATION BY OTHERS2 7/e APPROVED MLLLl i'M1N. a INSTALLATION TYPE '3' WOOD BUCK TYPE '3' INSTALLATION TYPE '4' WOOD BUCK TYPE PRESSURE TRFATED PRESSURE TRFATEQ TYPICAL INSTALLATION DETAIL TYPICAL. INSTALLATION DETAIL ON ALL FOUR SIDES/USING WOOD ON ALL FOUR SIDES/USING WOOD •� IN KYW FAN PRODUGTREVI&EP RAja% to F1 CAN. rambeceft SEP 12 2008 AI U 1 1 raw WOOD BUCKS NOT BY CGI CORP., MUST SUSTAIN s W9$9 00 LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. sheat 5.1 of 7 PERFORMANCE VALUES OF INSTALLATION ANCHORS PERFORMANCE VALUES OF INSTALLATION ANCHORS •• •• • s • •• w• • �� REFER 70 SHEET 5 FOR DUALS REFER 70 SHAT 5 FOR DUALS • • • • • • • • • • ANCHORS W/O SHEAR CUP OC80D8 Vila Son CUP ANCH088 W/O SHMAS CLP ANCRODS 1178 SEW CUP i i i i•i i i i s s ••• • • • • ••• 9OID01 DDM AT IY O.C. AT 10'O.C. 8R lY O.C. AT 10'O.C. lII4DOB DI118. A7 iY O.C. AT 10'D.C. AT lY O.C. 107 10. O.C. O WMTH mww EXT40/91L(-)EU4+)/o4r.(-)Exd+)/wd-)W4+)/ted-) WOM HECHT Exr t+)/ted-)EXT.(+)/W.(-)EXT4+)/04T.(-}Exr.(+)/W.(-) 20• 195.0 Iwo 1910 185.0 19-1/8' 195.0 195.0 195.0 195.0 • • • ... 24' • • P 195.0 195.0 190.0 195.0 26-i/2' 28' 195.0 195A 195A 195.0 •• • • •• • • • • • 28' 192.9 195.0 137.1 182.9 37* 195.0 195.0 143.7 143.7 • • • • •• • • • • • 30' 18D.0 195.0 128.0 170.7 19-1/8• 195.0 19.910 18&4 195.0 • •• i • • • • •• wa ,t 32' 188.8 185.0 120.0 180 0 28-1/2• 36-3/8' 191.2 195.0 135.9 tet 3 w w• ••• ••s • • •• o a 36• 150.0 195.0 106.7 1422 37' 1 136.9 182.9 97.4 129.8 40' 135.0 180.0 90.0 12&0 19-1/8• 195A 195A ISM4 195.0 •• • • • •• w•• •• t7 42' 128.8 171.4 91.4 1219 28-1/2' 50-5/8' 1832 195.0 137.4 171.7 • • • • s • • • • 20' 195.0 185.0 184.8 19&0 37' 138.4 173.0 98.4 123.0 24' 1929 195.0 137.1 1829 19-1/8' 195.0 195.0 153.0 195.0 ••• • • ••• •i ••• ••• a0 28' 165.3 195.0 117.6 15&7 26-1/2' 83' 155.3 1954 1 110.4-T 193.2 6 42' 154.3 195.0 109.7 148.3 3Y 1112 194.8 79.1 138.4 Q 32• 144.0 192.9 1029 137.1 19-1/8• 74-1/4• 195.0 195.0 1622 195-0 �s p 38' 128.9 171.4 91.4 121.9 28-1/2•1 164.7 195.0 117.1 187.4 lel 40' 115.7 1542 82.3 109.7 � 42' 1102 1489 78.4 104.5 p N 20' 1050 195.0 192.0 195.0 z 24' 195A 1950 180.0 195.0 28' 1929 195.0 137.1 171.4 30' 48, 180.0 1950 12LO 190.0 3Y 188.8 195.0 I2WA150.0 TYPICAL ANCHORS: SEE ELEV. FOR SPACING Q w ?S 38 '9.50.0 187.5 IOW133.3 Gv 40• 135.0 1889 96.0 120.0 WK-CON A! DIA. K-CON D BY 'HILTI'(Fu-163 KSi,Fy-157 KSI) 4Y 1289 160.7 91.4 114.3 • Z N 20• 185.0 195.0 1707 195.0 ]/4 DIA. ULTRACON BY �ELCO� (Fu-177 KSI,Fy-la5 KSI) u• 195A 1954 1422 195.0 INTO 2BY WOOD BUCKS OR WOOD STRUCTURES N� 1-3/8" MIN. PENETRATION INTO WOOD 3 " 28• 171.4 1950 1219 182.9 z Z 30' 160.0 195.0 113A 170.7 THRU i0Y BUCKS INTO CONC. OR MASONRY 1 , 3Y 150.0 195.0 10&7 160.0 1-1/4" MIN. EMBED INTO CONC. OR MASONRY 38• 133.3 195.0 94.6 1422 FPJ1 DIRECTLY INTO CONC. OR MASONRY U 40• 120.01171.4 81.3 12/9 80.0 85.3 121.0 4Y 114.3 1-1/4" MIN. EMBED INTO CONC. OR MASONRY o 20' 195A IWO 153.8 198.0 #14 SMS OR SELF DRILLING SCREWS (GRADE 2 CRs) 24• 180.0 195.0 128.0 192.0 INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. .090' 28• aw 154.3 195.0 io9.7 164.6 INTO METAL STRUCTURES 30' 144.0 1950 1024 153.8 32' 13SA 1950 8810 144.0 ANCHORS A/O SHEAR CLIP ANCHORS AI7H sna CLIP STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) 38' 120A 180.0 853 1250 20• t9&o 195.0 174.5 195.0 (San IN CONTACTWITH ALUMINUM TO BE PLATED OR PAINTED) 24• 195.0 1950 145.5 I9&o TYPICAL EDGE DISTANCE 28• 88' 175.3 195.0 124.7 174.5 INTO CONCRETE AND MASONRY m 2-1/2" MIN. 30' 163.8 185.0 116.4 1629 INTO WOOD STRUCTURE = 1" MIN. e 32• 153.4 185.0 109.1 1527 INTO METAL STRUCTURE = 3/4" MIN. 2 8 20• 195.0 195.0 180.0 19&0 24• 187.5 195.0 133.3 186.7 CONCRETE fe - 30M PSI MIN. 28• 72• 160.7 195A 114.3 INA MASONRY fm a 1500 PSI MIN. 30• 150.0 INA 106.7 149.3 OW y 4 3Y 140.6 195.0 100.0 140.0 R'�F AROW YaODUCIRWWW TX 20• 195.0 195.0 147.7 195.0N �7 24' 173.1 19&0 123.1 195A h m9 .0 28' 24' 79* 173.1 1950 1055 168.8 SEP j !� 013 1 1 § 30' 138.5 1950 98 6 2t157.5 2' 195.0 195.0 164.6 24• 84• 19&0 195.0 137.1 28' 165.3 195.0 117.6 6heet 6� 7 PERFORMANCE VALUES PERFORMANCE VALUES •• •• • • •• •• V OF ALUMINUM BUC& OF ALUMINUM BUC% ALUMINUM BUCK FRAMING:QIKT q • • • • • • fl1159ALLATION ANCHORS DWALLATION ANCHORS REFER TO S}NETS 3 Tical a FOR WOBXRY camas• • • • • • • U6E UT16R APPUlA�.H VALUES • • ••• • • • • ••• wmw DDOI. pR. +? Num"DDOL pD; +� Z 1RDTN Hwff DIT. (-) WIDTH HEWIT xr. 20' 195.0 18-1/8" 195.0 • • • :09•• • • I 24• 195.0 28-11r 28• 195.0 00 •f • • •• • • • • • _ 28• 193.0 37• 195.0 • • • • • • •• J 30" 194.4 19-1/8' 193.0 000 000 •00 •f• ••• ••• 6p 3Y �• 182.3 26-1/2• 38-3/8" 195.0 38' ,82.0 37" 120.0 $ ti 40" 120.0 19-1/8" 195.0 •• • • a 4Y 120.0 26-1/2• 50-5/8" 195.0 I • ••• • • • I 8 20" 196.0 37" 120.0 0 24" 1950 19-,/b• 195.0 i •• • • • • •• Iw 28• 178.5 26-1/2" 83" 120.0 t I Z rd 30' 188.8 37" 117.0 t 1 3Y 42' 120.0 19-1/8• 120.0 i i m 36• 120.0 26-1/2• 70.-1/4• 909 40" 120.0 3 4Y 119.0 A14 SMS AT SMS g �. 185.0 AT 8"FROM ENDS AT 8'FROM ENDS � id 24 1950 17"O.C. MAX.AT JAMBS 17'O.C. MAX.AT JAMBS 24.O.C. MAX. AT HEAD/SIU. � � 24"O.C. MAX.AT HEAD/SILL 28• 120.0 30" 48o120.0 I I ( W 32' 120.0 ji Gp 38• 120.0 40' 120.0CRE Z N 4Y 1204 N 20" 1954 24' 193.0 28" 120.0 .° ^ < 4e, I ni/4" DIA. KWIK-CON/ULTFIACON #14 SMS N *0 30' 120.0 1-1/4"MDI CONC. EMBED 1-1/Y MIN.WOAD EMBED _oil_ 32' 120.0 AT 8'FROM ENDS AND AT 8•FROM ENDS AND w C�O 120.0 2 1/2'MIN. 17'O.C. MAX.AT JAMBS 17.O.C. MAX.AT JAMBS V, {7-� 9 EDGE DISI 24'O.C. MAX.AT HEAD/SIU. 1'ma 24"O.C. MAX.AT HEAD/SRL � 40" 120.0 42" 120.0 20• 195.0 INSTALLATION TYPE '5' INSTALLATION TYPE '6' 24" 120.0 28Y WOOD BUCK OR WOOD STRL=M 28' ow120.0 c 30" 120.0 TYPICAL INSTALLATION DETAIL 3r r 38, 120.0 ON ALL FOUR SIDES&SING ALUMINUM BUCK SYSTEM 20" TNA 24" 120.0 28" 68• 120.0 2500 Bog 30• 118 2 .845 .085 W o 111 3Y 1122 Er, 201 120.0 24• 109.3 382 1.125 28 7Y I1.438 r:f� f t PRODUCT"MEED a 32' BS0 123 N3 F CAINaclum a%' CadewlBl6itl ALUMINUM BUCK OPTIONAL COVER a J3 2r 78- I; 185.48083-78 8063-T8 SE �j i 28• 74.3 atePeo t drafing no.' 2 24•• 84- Bao ° W98-100 sheet 7 of 7 r 1 MIAMaL�ADF M 4M-DADS COUNTY,FLORIDA r+ MEPRO-DADE H AGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)375-2908 NOTICE OF ACCEPTANCE(NOA) www.buildingeodeon&e.com Construction Glass Industries 10100 N.W.25 St. Miami FL.,33172 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Division(In Miami Dade County) and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes.If this product or material fails to perform in the accepters 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 11450"Outswing Aluminum Door w/Sidelites-Impact APPROVAL DOCUMENT:Drawing No.W98-01,titled"Series 450 Doors&Sidelites",sheets 1, 1.1 through 7.1 of 7.1,prepared by Al-Farooq Corporation,dated 10/02/98 and last revised on 11-08-2006,signed and sealed by Dr.Humayoun Farooq,P.E.,bearing the Miami-Dace County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING:Large and Small Mile Impact 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 q cQWWy with any section of this NOA shall be cause for termination and removal of NOA. •••• 0 •• •• ADVERTISEMENT:The NOA number preceded by the words Miami-Dade CountypFladda, and;fMaAed by,0..;. the expiration date may be displayed in advertising literature. If any portion of the NOA iv ai+splayed,than it shall. ...... be done in its entirety. •••••0 :00 • INSPECTION:A copy of this entire NOA shall be provided to the user by the manufac or its distributors �. and shall be available for inspection at the job site at the request of the Building Official;,••••• ••• •••••• This NOA revises&renews NOA#03-0422.02 and,consists of this page 1 as well as g4vo al document •• mentioned above. 0900 . 0 ...... The submitted documentation was revs wed by Wiaq L Chanda,P.1. 0 ...... NOA No.0941D.52 a Expiration Date: November 09,2011 Approval Date:November 30,2006 Page 1 t Construction Glass Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBAUTTED A. DRAWINGS (transferred from file#03-0422.02) 1. Manufacturer's die drawings and sections. 2. Drawing No.W98-01,titled"Series 450 Doors&Sidelites",sheets 1, 1.1 through 7.1 of 7.1,prepared by Al-Farooq Corporation,dated 10102198 and last revised on 11-08-2006,signed and sealed by Dr.Humayoun Farooq,P.E. B. TESTS (transferred from file#03.0422.02)Original test conducted per FBC,PA 201, 202&203-94 now known as FBC,TAS 201,202&203-94. 1. Test report on 1)Air Infiltration Test,per PA 202-94 2)Uniform Static Air Pressure Test,Loading per PA 202-94 - 3)Water Resistance Test,per PA 202-94. 4)Forced Entry Test,per SFBC 3603.2(b)and PA 202-94 5)Large Missile Impact Test per SFBC and PA201-94 6)Cyclic Wind Pressure Loading per SFBC and PA203-94 Along with manufacturer's parts and section drawing marked-up drawings of an aluminum In/out swing door w/sidelites,by Hurricane Testing Laboratory,Inc.,Test Report No.HTL-97055(0080-912-97)dated 09/23/97 thru 02!27/98 for specimen#1,2, 3,4 tested per PA202-94,specimen#4,5A,5B,5C tested per PA201-94&PA203-94, signed and sealed by Timothy S.Marshall,P.E. 2. Additional test report on 1) Uniform Static Air Pressure Test,Loading per PA 202-94 2)Large Missile Impact Test per SFBC,PA201-94 3)Cyclic Wind Pressure Loading per SFBC,PA 203-94 Along with manufacturer's parts and section drawing marked up drawings of aluminum out swing door w/sidelites,by Hurricane Testing Laboratory,Inc.,Test Report No.HTL- 01071(00804402-02)dated 04/01/20028 tested per PA201-94&PA203-94,signed and sealed by Vinu Abraham,P.E. C. CALCULATIONS 1. Anchor verification dated 12-21-05and last revised on 11/06106,prepared by Al- Farroq Corp.,complying w/FBC 2004 prepared,signed and sealed by Dr. Humayoun Farooq,P.E. 2. Glazing complies with ASTME-1300-02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office(BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No.03-0827.08 issued to Solutia,Inc.for."So& a ••• • Interlayers'.expiring on 03/04109. '..' .. .' F. STATEMENTS(transferred from file#02-0702.01). •••••• •• •••••• 1. Statement letter of conformance and no financial interest,dated IY-2f-05,signed �.... by Dr.Humayoun Farooq,P.E. '....• ••••• ..... 2. Letter of lab compliance,part of the above test reports. . ... ..:..' G. OTHER •• •• •• • •••••• 1. This NOA revises&renews #03-0422.02,expiring 11 M5 '• A 1. �L,Avta�". ""•• Prodae'Co$trol EjaW4W • NOA No. 06. M.W Expiratka Date: November 09,2011 Approval Date:November 30,2006 E-1 • • off a i i i i 00 0 TYPICAL ANCHORS SPACED AS SHOWN IN DETAILS AND CHARTS. ' ' ''' ' • • ••• ANCHORS TO BE AT 6" FROM CORNERS 3e-9L,6' MU. SPACING 24° O.C. AT HEAD & SILL FRAI# WIDTH 6 7/8' 6 7/8' •• • • •• • • • • • 113-1/16' 74-1/2' s FRAME WIDTH •• • • • •RAME WIDTH WIDTH �'' • • • • • • • • • • • • 111/4' ••• ••• ••• • • •• c9 H-00jr u rs 6 7/8' LL Wa D L OPG 6 71W WIDTH WIDTH ••• • • • 00 ••• •• i • •100 • • • d Y i i A \\ _ * = i W 0 W O \\\ .o S-0 O:IiSIUfNfs S-S SADDLE S91 FRAME WOO=PANEL HEIGFfl'+ 1.750" FRkYE 110TH=PANEL WW+2.750" PANEL D.LDPG. LECIM WIDTH WIDTH 4I-O H-0 24' 12-7/8' _-O-OUT UNG 00012 DETAIL W. 18-7/8' STEPS TO USE CNAIZTS/GRA 36' 24 7/e' SEE SHEETS 6 ! 1. , \\\\ 42' 30-7/8' -ITEM DESCRIPTION i \ PANEL D.L. DPG. (888 sheet 2 of 1) \ HEIGHT HEIGHT revisions: 80' 66-1/2' A liD11.1{02 1.01 OMR Mt M 1811 E-IM 3 1987 IDB \ B WAb8lMB18pr. i \ 84' mftww� 90 76-1/2' s ,a lma mau W98-01 \\ i 96' 82-1/2' E 10.1&08 Bet CER M=OI10604 CA 860 \ ` SrRUCrSOTEs FARooO iWeRMiIM1 cm mum \ i nk PC./ IM57 � l27.OZ !� 10100 rarthllest 25 street rrdmni,fllxide 33172 product t Swim 450 Outetttng Doom t Sidelites MLTIME EWsMMR t Al Farooq Corporation SIDELITES Dr.Htm gmm Farooq AVAILABLE S"S �a (} $ 2 Structural-Fla.PE•16551 date. 10-20-91 4.,t i of 1 • • .. • •• • • • •• •• • M SPACE TSFIGAL EL EVATIO 5 • . • . . . . . . . 3/Cr M¢+.Zuss: :•: : : : 3/16'H.S.anss 3/ts'nm cess AD M two•• • • • • •• so M LAYER 1/8'0R 1/t MV.Q= MG M LAYER SAfM 8Y SOLUM S*M IN smm Sam 8Y smom 3/16'ANN.am - 3/18'ANN.am ••• •i Vii•• OOGE-12DO 00 0 00 .777 .754 .744 �-1100 51 GLASS TYPE 13A GLASS TYPE 135 GLASS TYPE 13C TYPICAL GLAZM DETAILS ey �maesea- `� TWE HORIZONTALMUWIN OA (1 OR MOIL PER PANEL) .1 e e LEGEND `\ ' -0--aMUM DOOR DETAIL M"DESCRIPTION 3 ` ` HFM FD(D IL L I L Immmaemn lees sheet 2 of 1) 12 la RESIDENTIAL HARDWARE COMMERCIAL HARDWARE W98-01 • HINGE NREGNS CCj , MAX. 170�R HEIGHT NO.11 REOA MAX. SPACING LIPTO 90-3/4' 3 35 1/2' y Eagr OR MJMAYtb1N f1�00 CORPORATION ABOVE 90-3/4' 4 301/2' STRUCTURES �Ow OO pmbcn 111§ f1A PE 16687 �ql -d�z7 G 2r 10100 w9rea t Ira street ffjw4 florWo 33172 f� II p,ockwa: Swim 450 Ou mlog Doom 4 S1delTtes OPTIONAL TRUE MUNTINS 29 ENGINEER r Al Aw"corpo►attm DOOR OR SIDELITEZll� Or-k t FIaF IRE 0 W61 H,41R[)WARE DESCRIFTION «91 d date 10-20-91 sheet U Of 1 � 0ti0 W .. .. . . . .. .. . JE31LL OF MATERIA CJ 13 : 13 1/2:W 3ll�i"6•1'#+IK ANN S AMEALAND ADW"ED ,4FL.EXTED LINSTERLAYER ITEM DESGRIFTION �. i38 142" NWNNAI.,C",6 ACTUAL)NEAT STREN'D LAMINATED GLASS '1 Ptg3) A rp":tIfK:H.S.GLASS AND .090" SAFLEX INTERLAYER ED 012 X 1 1/4" NEX HEAD S/S SMS (3 PER CONNECTION) ; •• • * : : • 2A 3/8-16 FULLY THREADED CONTINUOUS ROD ••� 13C 1"NOMINAL l96(o'ACTUAL) INSUL. ANN. LAMINATED GLASS 1/8" TEMP.GLASS (OUTBOARD), 3/8" AIR SPACE AND 25 3/8-16 HEX NUT •" : : .(120F 5,)pf*0VWK ANN.GLASS AND .090" SAFLEX INTERLAYER • ••• • • • •• • 26 11/2" X 1 1/2" X 3/16"THK ALUMINUM PLATE ' ' ' 'la 0NJmlkAk-(%A ACTUAL) INSUL. ANN. LAMINATED GLASS 1/4" TEMP.GLASS (OUTBOARD), 1/4" AIR SPACE AND 0 SHEAR CLIP (EXT.NO. 506) (2 PCS.)3/16" TING. ANN.GLASS AND DWO SAFLEX INTERLAYER ® DOUBLE 9/32" DIA. JAMB INSTLL. HOLES AT 14 GE-1200 SILICONE 6" FROM ENDS a 24 3/16" O.C.MAX. 15 3/4" X 11/4" X 3/4" X U8"TI-K CONTINUOUS ALUMINUM 9/32" DIA HEAD a SILL INSTLL.HOLES AT CHANNEL. SECURED WITH INSTALLATION SCREWS 6"FROM ENDS, 3 tv CENTER OF PAIRS ( SEE ITEM ET,1) SPACED 6" OC. a 24" OC.MAX 16 1/2" THK(nom)CUSTOM ALUMINUM PANEL CONSISTING © 010 X I" PH-PH-SS TEKS SCREW, w 3" a 1" OF(2).090 TI-K ALUM. SHEETS a (01/4" PLYWOOD FROM ENDS a 24" O.C.MAX. AT CENTER 0 +14 X 3/4" NEX HEAD S/S TEKS SCREW At 11 1/2" X 1/2" CONTINUOUS CLOSED CELL FOAM 6" FROM ENDS a 24 3/16" O.C.MAX. TAPE WITH ONE SIDE ADHESIVE ® 320 HIGH WOOL PILE WITH CENTER FIN (ULTRAFAB "3032) Fle-1 PLASTIC WEEP BAFFLE 19 1/8" X 5" X 1/8" TW,.. CONTINUOUS ALUMINUM SILL -1 350 HIGH FOAM-TITS WEATHERSEAL (AMESBURY M 32011) ANGLE ADAPTOR 10 THREE POINT LOCK AT ACTIVE LEAF EXT. EXTRUSION LIST 800,501, 502,506, 501, 508, 509,510 a 511 10A CUSTOM CGI THREE POINT LOCK ALL EXTRUSIONS ARE 6063-t6. MECHANISM WHICH CONSISTS OF (1)TITAN KWIKSET SERIES 180 DEAD50LT (OR EQUAL) (2)DEAD50LT LATCH (TOP a BOTTOM) AND CUSTOM CGI INTERIOR LINKAGE MECHANISM W98-01 • 108 REFLEGTOLItE SERIES 6000 CaL THREE POINT LOCK MECHANISM ii WAGER 4 1/Z" X 4" SOLID BRASS (OR S/S) HINGE E�4"SPL X00 0 3 »cr R SECURED WITH (8)012-24 X 1/2" BRASS F.N.M.S. n `E! 'ow 10100 w9ra t 25 atm ffftK%ft 33172 (3 PER PANEL UP t0 1'-6 3/4" HIGH) -ot7j.n 1l product: Serres 450 Offing Doors t Stdeiltes (4 PER PANEL OVER 1'-6 3/4" TO 9'-0 3/4" NIGH) $ 4q (. u, s S4GH ER= AI Farooq Corporation 0 12 FLUSW50LT AT TOP a BOTTOM OF INACTIVE str Far" a NO 0 S 20M >7� st s,�turat-Fta �•Iro55l LEAP (DELTA MODEL 5509)WITH REINFORCED TIP date= IO-20-91 sheet 2 of 7 �e n 1/4'X23/4•LGNG •• •• • • • •• •• • •P PROM E (1 1/4 #X 3 3/4°LCNG • • • • • • • • • • i� ° • • • ••• • • • rJ V., AND Z4° rApczN SCOWd q 2A TYPICAL PANEL ASSEMBLY e B 1 1 d • • IX4PT WOOD • 1X4 PT WOOD 1 •i • i *no i • 25 TYPICAL PANEL ASSEMBLY 2X4 PT UIOOD • • • • • • • 1 y 2C TYPICAL PANEL ASSEMBLY SEALANT "� 14 OPTIONAL 8 INSTALLATION f'+•• i•• • 502 req S INTO aX4 PT uloOD • •. TTS 3/41 � I i3 OR 16 3 SCREW TYPICAL •61 1�t0 AND 10°OAC.IEEE SHEET 6) EXTERIOR 315 1/4" 4 X 4"LONG 4 4,SW 2A TYPICAL TAPCaN SCREW v4'• >Lo 53 ii NJ�O 7 FRAME WIDTH Lu k ------ -- - OUT SWING DOOR INTERIOR lu Im � � •� 9 505 3 'i1gC III 'I� 502 50a TYPICAL EXTERIOR OPTIONAL 8 S=ARE GLAZING ® ° 2X4 PT WOOD 51 OPTIONAL.MTALLATION INTO 2X4 PT WOOD 4Al2 h EXTERIOR ' 12 a TOP d BOTTOM , 5®® NOTE: WOOD BUCKS NOT BY CGI OF INACTIVE PANEL 2A TYPICAL MUST SUSTAIN LOADS IMPOSED W98 -01 '�SO 0 BY GLAZM SYSTEM. em 1/41♦X 19/4'LONG AD 24I BGRaU CG 1.844 06. ENDS AND Z4°O.C. (WTEFrEDIATE ANONORS) I-. crgr.OR.HU4NYUUN FAROOQ CORPORATION STRUMM ibm, M CAfl81r{tGibll QIQSB IIId1181fIB$ Nuum sm PE 0 ,�T 10100 nolt msd 25: Borido 37172 NOTE: �1 -oLt .a2. A&delltm = $ )/ produc ALL ANCHOR CONDITIONS SHOWN ON $ t. erteo 490 Once"Douro SHEETS 3, 4 AND 5 MAY BE DIRECTLY "°�' EN�sINEER= Al Farooq I�mlm r-ar aq �, qr. ayexal Farooq .� tion e d d TO MASONRY WITH 1/4- MAX. SHIM SPACE �V �ODb Seuctural-Fla.n•16551 WITHOUT VARIATION IN CAPACITY. "- date, 10-20-91 ehset 3 of 1 ue¢ 1 02 .• . . • •• •• . MLLIO . • • ... . • i - .i• : i i 1X4•*PT•U00 E.87e ` 1250 SMALL SIDELITE 5n 511 STILE (EXT. B43)•' .; ;•' .•• At SIDELITES: e • p� 1 v-6" WIDE OR:. :. :. 0.6 . d� SMALLER • • • • • • u40 0 X 3 3/4"LCNG • • • • • .60 ° TAPCON SCREW *6"FROM ENDS i 4 20°OZ.AT -- _ INTERMEDIATE ANCHORS CA SEE SHEET 6.675 675 4.812 11 EXTERIOR S- SEALANT u4• SHIM DOOR FRAME WIDTH SIDELITE FRAME WIDTH SIDELITE FRAME WIDTH D8-0 5J-0 i,e44 THIS SILL IS NOT RATED FOR WATER a n REFER TO SHEET 2 OF I FOR W98-01 TYPICAL BILL OF MATERIALS T°WIDE SADDLE THRESHOLD SWEEP frtLr:K iuu-a VA—M � T CORPORATION STWXTURESn o gill F PE 18857 '■'��R �'�� 101 nmth"d 25 sh d mb fW&33172 T F N SCREW 3/ LONG fill, q 11i ¢ 2 / prodict: Owles 450 Out=Wg Doom t Sldeltte8 221 FROM ENDS 2 �_ S a a� Ewspe R: Al Farooq Corporation 240 OZ. e�ileA Dr.Humayoun Farooq a e ° � ZQtih Structural-Fla.F£•16551 A data: 10-20-91 eY�eat 4 of 1 • ° I 0 tiOW . . ... . . . . •.• .. . . .. . • . . . . . . . .. . • . . . .•. ... ... . . .. .. . . . .. ... .. SII 511 � 3 *to X V PH-PH SMS S/8 C2 PER CLIPS 1.675 F.675 4.812 4x312 SEALANT SIDELITE FRAME WIDTH SIDELITE FRAME WIDTH REFER TO SHEET 2 OF 'I FOR TYPICAL BILL OF MATERIALS W98-01 17x, �� F�DR.►nmaYaat Fnrmo4 att�t�UalAeida �gl�i coNrpaaGon sr�:c:u�s � FLh as f ts8$7 A.gn.w -01270X. totoo northsst 25 street tmmrd,ttrrWo 33172 ,..� product= Series 450 OutsmMg Dom t SWelftes 5Z ENCsMEER: AI Farooq Corporation Ar.Fkmgaat Farooq N� Structural-Fla.FE 01685? Nov 0 8 Zilil6 date: IO-20-9l sheet 5 or 1 .. .. . . . .. .. . PANEL PERFORMANCE CHART FOR DOORS, SINGLE SIDELUES AND MULLIONS PANEL PERFORMANCE CHAR FOR-DOORS, SID .AND MULLIONS LAMINATED GLASS INSULATED•IMAW (.ASS• ••• �' OUT-SWING OUT-SWING J NOMINAL DDI.4. DESIGN LOAD CAPACIT-PSF MULLION NOMINAL DD(S. • • •D L •CAPA - C w m a PANEL PANEL ANN. LAM. GLM (TYPE 13A) H.S. LAM. GLASS (TYPE 1311) LOAD CAPACITY PANEL PANEL . •0 m"L GT1183•( •1 i eLr+c N I WIDTH HEIGHT EXT. INT. EXT. INT. PSP' WIDTH HEIGHT •• •.• EXT. • • • • • 4 �i L� 8 & � $ 2/0 100.0 100.0 IOU 110.0 110.0 2/0 80.0 BOA ; .. 2/6 IOU 100.0 IOU 110.0 110.0 2/6 80.0 Boa Ai o 3/0 6/8 Inc 100.0 IOU UO.O 110.0 3/0 6/8 •• 0 • •• ••• •80.0 p .r LL 3/6 87.1 871 100.0 U0A 110.0 3/6 • •• .0• • • • •• • `` U n • • Zeo 2/0 Inc 100.0 Inc 110.0 110.0 2/0 ••• • G► 0• • • • • EOA ��\ c 2/6 7/0 100.0 100.0 100.0 110.0 110.0 2/6 7/0 80.0 8010 `�` O rx 3/0 100.0 Inc 100.0 110.0 110.0 3/0 80.0 au 3/6 82.6 82.6 100.0 11010 110.0 2/0 80.0 80.0 I z 2/0 100.0 IOU 10010 110.0 110.0 2/6 7/6 80.0 80.0 *� r 2/6 100.0 100.0 IOU 110.0 110.0 3/0 80.0 80.0 3/0 7/6 100.0 100.0 100.0 1102 UOA 2/0 80.0 8010 PANEL WIDTH W 3/6 76.8 76.8 100.0 102.9 110.0 2/6 8/0 SILO 8010 Ix 2/0 100.0 Inc 100.0 110.0 110.0 3/0 80.0 8010 v o � 2/6 8/0 100.0 100.0 100.0 110.0 110.0 LOADS SHOWN ABOVE ARE FOR DOORS USING Z 3/0 100.0 100.0 100.0 110.0 110.0 THRESHOLD 4a WHERE WATER INFILTRATION i REQUIREMENTS ARE NOT APPLICABLE 2/0 100.0 100.0 100.0 110.0 110.0 AND FOR THRESHOLD (0 IN ANY CONDITION i �� p 2/6 9/0 100.0 100.0 100.0 UOA 96.6 C3 r a 3/0 100.0 100.0 1000 100.0 80.5 ��` N , LOADS SHOWN ABOVE ARE FOR DOORS USING U 3 m THRESHOLD (a WHERE WATER INFILTRATION Z ti REQUIREMENTS ARE NOT APPLICABLE AND FOR THRESHOLD IN ANY CONDITION. ``� i �j z NOTE: s GLASS CAPACITERS ON THIS SHEET ARE ` BASED ON ASTM 11300-02 (3 SEC. GUM) (g PANEL vIDTH PALL WIDTH THESE CHARTS CAN BE USED TO CHECK CAPACITY FOR SINGLE OR DOUBLE LEAF DOORS. w ® O REFER TO TABLES ON SHEET 7 TO DETERMINE ANCHORS REQUIRED. rc STEPS TO USE CHARTS: g 1. DETERMINE WIND LOAD BASED PRWIISIONS OF 2004 FLORIDA BLDG. CODE EMp ORS FnRA00 �. •� $ 2. DETERMINE WATER INFILTRATION REQUIREMENTS BASED ON PROVISIONS OF FSC. FLAPE f 187 'o 3. SELECT A DOOR SYSTEM I.E. INSNANG/OUTSWING AND TYPE OF THRESHOLD. § 4. CHECK THE ALLOWABLE EXTERIOR AND INTERIOR LOADS FROM APPROPRIATE CHART. ^-� S -NXT e THE ALLOWABLE LOADS MUST MEET OR EXCEED THE DESIGN LOADS REQUIREMENTS. J/( 00� drawing no. XO5. SELECT AND CHECK ANCHORS TO MEET LOAD. W98-01 Mrs" 8. FOR MULLED SIDELITE REFER TO MULLION CAPACITY. sheet 6 of 7 M=ON ANCHORS AT SD))1:6 M • . . . • . . MM. SMX ANCHORS AT DOUME DOOM DRBItHQ Ten CAF&C =rte • HEM WAD CAPACff-M �1 MFm SME NOIQNAL D ANOM Trig'e' TYPB C. NOb@tAL Tm '8' Trig 'c, kt 3• PANEL PANEL CLOST�OF CLUSM OF CL mm OF OF VZSTID3 OF PANEL PANEL CLUB=ap laugh OP CWSFBB OF CL778Tffit OF CWIWf&R OF v w � 24 _. 8' _14 VIDTH HEIGHT 8 ANCHORS 4 ANCHORS 8 A[QCB084 8 0 4 0 HEItiffT 4 ANCHORS 6 ANCHORS 8 ANCHORS 4 ANCHORS z m 7� MAX O 2/0 88.2 110.0 1t" 11 •1*0 • BM • • • U2• 1t0.0 110A 110D 110A 00 m a 2/6 6/8 70.6 f10A 110.0 1063 • 110.0 • 216 j � • 1140 flu 101.3 110A �.�� a 3/0 58A 110.0 110A 110A 3/f 1140 110.0 639 flu p 3/6 50.4 1048 flu 713 1109 3/6 S0.4 100.8 1109 71.7 110A 0 O8 2/0 84.0 1109 1189 ilu 1109 2/0 84.0 1t0A ilu 1140 1109 a� 2/6 67.2 110A flu 959. • 1 • S• ••• .2 1109 1109 93S 1t0A .} `\ 3/0 7/o sen nog ilu 769 •I • • •58.0 110A nog A9 flu V n S 3/6 4&D 889 nog 86.2 • • 118.0• 3✓6. . 180 SLO flu 68,2 Ilu Z - 2/0 78.4 110.0 1140 111.0 1109 0 78.4 1140 flu 1109 1109 0�Q \ \ / 2/6 627 110.0 110.0 89.2 1109 2/6 6Z7 110A flu 89.2 1109 0 ; cm 3/0 7/6 5U 1049 1140 74.3 1109 3/0 7/6 S23 1049 1109 74J 1109 yf 3/6 44A 899 flu 833 1109 3/6 448 899 1140 63.7 1109 1 Z 2/0 739 nog ilu 1049 1109 2/0 73.5 110A flu 1066 110A z N `\ `\ 6/0 589 110.0 1109 83.8 1109 2/6 8/0 388 1109 1109 83.8 1109 w &0 - \\ \\ i 3/0 489 9 110A 89.7 110.0 aro 49A 68.0 1f40 69.7 1109 O \ 2/0 BS3 i10A 1100 8Z9 1100 2/0 BS3 110.0 110.0 as 1109 2/6 9/0 522 1049 1109 743 110A 2/6 91 383 1065 110.0 742 itOA CS 3/0 43.6 87.1 1140 81.9 itOA 3/0 439 87.1 109.9 61.9 1100 p C PARI VlDltt PANEL WIDTH PANEL MOTH g� Z S(tJGLE DOOR OR 929LITE DOUBLE ANCHORS: g 2 0 s '8'-TYPE 1/4 TAPCONS Z 90 ^m 1 UUM A1xXM INTO WOOD STRUCTURES 0 a f AT SIDEUIE 1-3/4- MIN. PENETRATION INTO WOOD v 3e r1 ALTO.SME THRU WOOD BUCKS INTO CONC. OR MASONRY w zal AtKM 3' 1-1/4- MIN. EMBED INTO CONIC. OR MASONRYfr 24* o g ypx ANM VAMm TYPE 'C'- 1/4* TAPCONS DIRECTLY INTO CONC. OR MASONRY 1-1/4- MIN. EMBED INTO CONC. OR MASONRY EDGE DI011 STANCES INTO CONCRETE AND MASONRY = 2-5/8- MIN. 9 INTO WOOD STRUCTURE 1- MIN. t STEPS TO USE CHARTS• 1. SELECT TYPE OF ANCHOR. § 2. FOR SIZE OF UNITS DETERMINE ALLOWABLE § a¢ \\ / LOAD CAPACITY. THS LOAD CAPACITY MUST �Mp \ / MEET OR EXCEED DESIGN WIND LOAD <v o W REQUIREMENT DETERMINE 84 STEP 1 AAgYuf Z .411., OF SHEET S. &W.Oft"UMA 01 4 FARM fan aaaL. •� RA PE 6W BLiede! S �^ PANEL MOTH PANE. WIDTH PANEL WIDTH PANEL WIDTH / drawing no. FOR SIDEUTE AVG. PANEL WIDTH = DOOR PANEL 2 FIXED PANEL Nov W98-01 sh4ret 7 of 7 . ... . . . . ... s ol /A z .: .'. .: :" .'. .'. c 2 i •' ' 0 '•• • i '•i rr d %/ 00 00 •• •• • • • • • • I Ea •• • •• ••• •• • ••• • • •. •• • Oppw1r. aMN ' •aa8• • • • • • • •• • • ••• •• #12 SCREWS cr 2/ LEG #12 SCREWS 3/ END HEAD CORNER CORNERS TO BE SEALED WITH LOW MODULUS SILICONE SILPRUF 2 X 2 X 1/4' OR EQUIVALENT. ALUM ANGLE Zo/ ool • U ce Z0 0 all . Ume � SILL CORNER DETAIL SILL CORNER DETAII. p a§ �� w a 'a <v a W it � :- BW Wt HUMAYOUN FAROOQSMICTURB 4 ? e FLA.PE; 18357 PANELC RR o drawing no. sheet 7.1of 7 (flu TP, �Rcccl SEP U 8 2t)1Q •' BY.11000 ..1.....1..0 STRUCTURAL CALCULATION 1461 ME 102 ST M AMI SHORE, FLORID 77 y ATjy T.� kr r ® 0 P* Eduardo azq ez, .I�,,, 188 3�W 128 Ave Miami, Florida 3317 INDEX 1. DESIGN CRITERIA (PAGE#1) 2. WIND LOADS (PAGES#2 THRU# 5) &REACTION (PAGES# 6 THRU# 8 ) 4. WOOD JOIST AND LEDGER DESIGN (PAGES#9 THRU#18) 5. WALL MASONRY DESIGN (PAGES#19 THRU#26 ) 6. CONCRETE BEAM DESIGN (PAGES#27 THRU#56) 7. CONCRETE GRADE BEAM DESIGN. (PAGES#57 THRU#62) 8. FOUNDATION DESIGN. (PAGES#63) 9.PRESSURE WINDOW AND DOOR (PAGES#64 THRU#67) WIND LOADS ( ANSI/ASCE 7-05) Method 2 -Analytical Procedure Basic Wind Speed,V=146 mph(FBC 2007) Structural Category 2 Exposure Category C Importance Factor I=1.0(FBC 2007) Kd=1 By Calculations: Desing Pressures for Components and Cladding Design Wind Pressure for Walls Roof Design Wind Pressure Doors and Windows Design Wind Pressure Design Pressure or Main Wind Force Resisting System Reactions: Gravity and Uplift of Truss and Girder truss 25/08/2010 VVI N D05 A-13 Detailed Wind Load Design (Method 2) per ASCE 7-05 Analysis by: Company Name: Description: WIND LOADS " A"I", Structure Type Building Importance Factor I I Basic Wind Speed M 146 mph Hurricane Prone Region(V>100 mph) Struc Category(1, 11, 111,or 1 11 Table 6-2 Values Exposure(13,C,or D) C Alpha= 9.5001 Struc Nat Frequency(0) 1 Hz zg= 900.0001 Slope of Roof 3.5 :12 Slope of Roof(Theta) 16.3 Deg Type of Roof Hipped Kd(Directonalky Factor) I ve Height(Eht) 12.58 ft Ea Rid ge Height(RHt) 19.33 ft Mean Roof Height(Ht) 1 16.00 ft dth Perp.To Wind Dir(q 85.50 ft At= 0.105 dth Para[.To Wind Dir(q 62.50 Ift Bt= 1.000 Bm= 0.650 77,7`�i 7777'77,7',p0q,000,401wiat'Oft' ' Cc= 0.200 Type of Structure 1= 500.00 ft Height/Least Horizontal Dim 0.26 Epsilon = 0.200 Flexible Structure No ZmIn= 1500 ft HOW It"T -Sim Gustl For rigid structures(Nat Freq>I Hz)use 0.85 0.85 Id 8 a- C01to 611,41: �fflgl 0041, �00001 A Zm ZmIn 15.00 ft l lzm zm Cc*(33/z)Ao.167 0.2281 Lzm Lzm 1*(zm/33)"Epsilon 1 427.06 ft Q (1/(1+0.63*((B+Hflfi 7M)An-F;.'A1- 0.8927 us rGust2 0.925*((1+1.7*lzm*3.4*Q)g1+1.7*3.4*lzm)) 0.8686 7 1IG I Since this Is not a flexible structure the lessor of Gustl or Gust2 are used 1 0.851 Fla 6-6 Internal Pressure Coefficients for Buildings. Gc[)l Condition G pf Max+ Max- Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 1 0.18 1 .0.18=1 25/08/2010 WIND05 A-13 Detailed Wind Load Design (Method 2) per ASCE 7-05 6.5.12.2.1 Design Wind Pressure-Buildings of All Heights Elev Kz Kzt qz Pure IbfftA2 Windward Wall* Leeward Wall Total Shear Moment 0 Ib/ftA2 +GCpl -GCpi +GCpi I -GCpi +/-Gcpi (Kip) (Kip-ft) 19.33 0.90 1.00 48.86 24.77 41.68 -28.41 -11.50 53.18 15.14 25.21 16 0.86 1.00 46.96 23.48 40.38 -28.41 -11.50 51.89 19.58 52.64 15 0.85 1.00 46.32 23.05 39.95 -28.41 -11.50 51.46 85.57 851.05 Note: 1)Positive forces act toward the face and Negative forces act away from the face. Figure 6-6-External Pressure Coefficients, Ca Loads on Main Wind-Force Resisting Systems(Method 2) Theta. B h z Id L l L Vrtab(e. w+p'. i UOIts. Kh 2.01*(Ht/z "(2/AI ha) 0.86 Kht Topographic factor(Fig 6-4 1.00 Qh .00256* "2*1*Kh*Kht*Kd 46.96 Psf Khcx Comp&Clad:Table 6-3 Case 1 0.86 Qhcx .00256*V"2*1*Khcc*Kht*Kd 1 46.E f Surface C Windward Wall See Figure 6.5.12.2.1 for Pressures 0.8 Riof Prestiti c# � . , Roof Areas .ft. - Reduction Factor 1 1.00 25/08/2010 MND05 A-13 Detailed Wind Load Design Method 2 r ASCE 7-05 Calan attQna�for 1fVtt i Motel, + p P - ressure{psf) tltl /Rim 'd#��a��'�t�+a(�lvr►s „ ;� 1 , { . I, Leeward Walls(Wind Dir Normal to 85.5 ft wall) -0.50 -28.41 -11.50 Leeward Walls(Wind Dir Normal to 62.5 ft wall) -0.43 -25.47 -8.57 Side Walls -0.70 -36.39 -19.49 Roof-Wind Normal to Ri eta>=10 -for Wind No to.8";ft face Windward-Min Cp -0.45 -26.50 -9.60 Windward-Max Cp 0.05 -6.55 10.35 Leeward Normal to Ridge -0.53 -29.45 -12.54 Overhang Top(Windward) -0.45 -18.05 -18.05 Overhang Top(Leeward) -0.53 -20.99 -20.99 Overhan Bottom(Applicable on Windward on 0.80 31.50 31.50 Roof-Wind PeraUel-to Ride Ali Theta for; nd Norma to 62.5 ft face Dist from Windward Edge:0 ft to 32 ft-Max Cp -0.18 -15.64 1.27 Dist from Windward Edge:0 ft to 8 ft-Min Cp -0.90 -44.37 -27.47 Dist from Windward Edge:8 ft to 16 ft-Min Cp -0.90 -44.37 -27.47 Dist from Windward Edge: 16 ft to 32 ft-Min Cp -0.50 -28.41 -11.50 Dist from Windward Edge:>32 ft -0.30 -20.43 -3.52 *Horizontal distance from windward edge 25/08/2010 WIND05 A-13 Detailed Wind Load Design (Method 2) per ASCE 7-05 Fissure 6-11 -External Pressure Coefficients, GC[) Loads on Components and Cladding for Buildings w/Ht<=60 ft 15 Ht , • , 4 4 2; 15 5 a a a Hipped Roof 7<Theta<=27 a= 6.25 =_> 6.25 ft Double Click on any data entry line to receive a help Screen Component VWdth span Area Zone GCp Wind Press(Ib/f A2 (ft) (ft) (ft"2) Max Min Max Min GT1 3.5 29.67 293.44 2 0.30 -1.20 22.54 -64.80 GT2 3.5 21.33 151.66 2 0.30 -1.20 22.54 -64.80 GT3 3.5 21.33 151.66 2 0.30 -1.20 22.54 -64.80 GT4 4.5 1 18.08 108.96 2 0.30 -1.20 22.54 -64.80 GT5 3.5 26.83 239.95 2 0.30 -1.20 22.54 -64.80 GT6 3.5 18.67 116.19 2 0.30 -1.20 22.54 -64.80 GT7 3.5 12 48.00 2 0.36 -1.36 25.53 -72.28 GT8 4.5 19.5 126.75 2 0.30 -1.20 22.54 -64.80 T1 2 29.67 293.44 2 0.30 -1.20 22.54 -64.80 T2 2 21.33 151.66 2 0.30 -1.20 22.54 -64.80 T3 2 21.33 151.66 2 0.30 -1.20 22.54 -64.80 T4 2 36 432.00 2 0.30 -1.20 22.54 -64.80 T5 2 18.08 108.96 2 0.30 -1.20 22.54 -64.80 T6 2 27.33 248.98 2 0.30 -1.20 22.54 -64.80 T7 2 19.5 126.75 2 0.30 -1.20 22.54 -64.80 T8 2 7 16.33 2 0.46 -1.59 29.93 -83.28 TRUSS 2 21.33 151.66 1 0.30 -0.80 22.54 -46.02 TRUSS 2 7 16.33 3H 0.46 1 -3.44 21.48 -161.73 ALL 1 13.17 57.82 4 0.87 -0.97 49.09 -53.78 ALL 1 1 13.17 57.82 5 0.87 -1.13 49.09 -61.55 II 1 10 33.33 4 0.91 -1.01 51.07 -55.77 II 1 10 33.33 5 0.91 -1.22 51.07 -65.52 0.00 0.00 0.00 Note:*Enter Zone 1 through 5,or 1 H through 3H for overhangs. V Pi9ina 1 reaction GIRDER 121 GTI 22.5 84.8 29.67 3.5 51.9225 3365 1298 1558 2858 2586 GT1 G72 22.5 64.8 21.33 3.5 37.3275 2419 933 1120 2053 1859 GT2 GT3 22.5 64.8 21.33 3.5 37.3275 2419 933 1120 2053 1859 GT3 GT4 22.5 64.8 18.08 4.5 40.68 2638 1017 1220 2237 2028 GT4 GTS 22.5 64.8 26.83 3.5 46.9525 3043 1174 1409 2582 2338 GTS GTS 22.5 64.8 18.67 3.5 32.6725 2117 817 960 1797 1627 GTO GTT 25.5 72.28 12 3.5 21 1518 525 630 1155 1203 GTT GT8 22.5 64.8 19.5 4.5 43.875 2843 1097 1316 2413 2185 GT8 T1 22.5 64.8 29.67 2 29.67 1923 742 890 1632 1478 T1 T2 22.5 64.8 21.33 2 21.33 1382 533 640 1173 1062 T2 T3 22.5 64.8 21.33 2 21.33 1382 533 640 1173 1062 T3 T4 22.5 64.8 36 2 36 2333 900 1080 1980 1793 T4 T5 22.5 64.8 18.08 2 18.08 1172 452 542 994 900 TS TO 22.5 64.8 27.33 2 27.33 1771 663 820 1503 1361 TO T7 22.5 64.8 19.5 2 19.5 1264 488 585 1073 971 T7 T8 29.9 83.28 7 2 7 583 175 210 365 478 T8 A 29.9 83.28 8.67 2 8.67 722 217 280 477 592 A VM 22.5 64.8 27 8.67 117.045 7585 2928 3511 6437 5829 WRt3 Pigina 1 reaction GIRDER � f FJ1 14.33 1.33 9.52945 381 381 762 FA FJ2 18.67 1.33 12.41555 497 497 993 FJ2 FM 3.67 1.33 2.44055 98 98 195 FM FJ4 14.67 1.33 9.75555 390 390 780 FA FJ5 13.33 1.33 8.86445 355 355 709 FJ5 FJ6 12.33 1.33 8.19945 328 328 656 FJ6 FX 9.81 1.33 6.52365 281 261 522 FM FJ8 17.5 1.33 11.6375 466 468 931 FA FJ9 15 1.33 9.975 399 399 798 FJ9 FJ10 7 1.33 4.655 188 186 372 FJ10 FJ11 15.25 1.33 10.14125 406 406 811 FJ11 FJ12 5 1.33 3.325 133 133 266 FJ12 FJ13 13.08 1.33 8.6982 348 348 696 FJ13 FJ14 10.25 1.33 6.81625 273 273 545 FJ14 FJ15 14.83 1.33 9.86195 394 394 789 FJ15 FJ16 10.17 1.33 6.76305 271 271 541 FJ16 FJ17 13.33 1.33 8.86445 355 355 709 FJ17 WOOD RAFTER DESIGN AT ROOF 2"X10"@24" L=8.67' LOADS Roof DL= 25.2 =50 plf Roof LL= 30.2 =60 plf TOTAL DL= 50=50 plf TOTAL LL= 60 plf Title: Job# Dsgnr: Date: 6:3313M, 25 AUG 10 Description Scope: I(KV480M Ver C Timber Beam Joist b Page ' Description WOOD RAFTER 2"X10"@24" Timber Member Information %ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base aliowables are user defined Timber Section 20 Beam Width in 1.500 Beam Depth in 9.250 Le:Unbraced Length ft 8.67 Timber Grade souumn Phr. N0.2 2-4 Thick, Fb-Basic Allow psi 1,050.0 Fv-Basic Allow psi 175.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No Center Span Data Span ft 8.67 Dead Load #/ft 50.00 Live Load #/ft 60.00 Results Ratio= 0.6369 Mmax @ Center In-k 12.40 @ X= ft 4.33 fb:Actual psi 579.8 Fb:Allowable psi 910.5 BendIttg OK fv:Actual psi 42.5 Fv:Allowable psi 175.0 SINW OK Reactions @ Left End DL lbs 216.75 LL lbs 260.10 Max.DL+LL lbs 476.85 @ Right End DL lbs 216.75 LL lbs 260.10 Max.DL+LL lbs 476.85 Deflections Ratio OK Center DL Dell in -0.040 L/Defi Ratio 2,590.8 Center LL Deft In -0.048 L/Defi Ratio 2,159.0 Center Total Defi In -0.088 Location ft 4.335 L/Defi Ratio 1,177.6 WOOD JOIST DESIGN AT FLOOR (2)2"X12" L=18.67' LOADS Floor DL= 25.1.33 =33.25 plf Floor SDL= 15.1.33 = 19.95 plf Floor LL= 40.1.33 =53.2 plf TOTAL DL= 33.25+ 19.95=53.2 plf TOTAL LL= 53.2 plf WOOD JOIST DESIGN AT FLOOR 2"X12" L=11' LOADS Floor DL= 25.1.33 =33.25 plf Floor SDL= 15.1.33 = 19.95 plf Floor LL= 40.1.33 =53.2 plf TOTAL DL= 33.25+ 19.95=53.2 plf TOTAL LL= 53.2 plf Title: Job# Dsgnr. Dab: 6:33PM, 25 AUG 10 Description Scope: leer's .ver5.eA V39*-=1Timber Beam &Joist Page 1 (oJ 2003 ENEMAI C Enoweft Software Iream Description WOOD JOIST AT FLOOR Timber Member Information :ode Ref.1997!2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Timber Section 2-&2 Beam Width in 3.000 Beam Depth in 11.250 Le:Unbraced Length ft 18.67 Timber Grade Smithem Phi% Not 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 No Center Span Data Span ft 18.67 Dead Load #/ft 53.20 Live Load #/ft 53.20 Results Ratio= 0.9453 Mmax @ Center In-k 55.63 @ X= ft 9.33 fb:Actual psi 879.1 Fb:Allowable PSI 930.0 aetAing OK fv:Actual psi 39.9 Fv:Allowable psi 175.0 Shear OK Reactions @ Left End DL Itis 496.62 LL lbs 496.62 Max.DL+LL lbs 993.24 @ Right End DL Itis 496.62 LL We 496.62 Max.DL+LL lbs 993.24 Deflections Ratio OK Center DL DO In -0.255 L/Deft Ratio 877.4 Center LL Defl In -0.255 L/Defl Ratio 877.4 Center Total Defl in -0.511 Location ft 9.335 L/Defl Ratio 438.7 Title: Job# Dsgnr: Date: 6:3313M, 25 AUG 10 Description Scope: Fkmp user .Ver 6.8A 14300.00:i Timber Beam &Joist Page 1 toiB3-2003eM4C41.Ca0teeftsoftware beam deztpeowCaWatt is , Description WOOD JOIST AT FLOOR2 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base ailowables are user defined Timber Section 2M Beam Width In 1.500 Beam Depth in 11.250 Le:Unbraced Length ft 11.00 Timber Grade Som Me, No.2 2-4 Ttdck 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 No Center Span Data Span It 11.00 Dead Load Wit 53.20 Live Load Wit 53.20 Results Ratio= 0.8735 Mmax @ Center in-k 19.31 @X= ft 5.50 fb:Actual psi 610.3 Fb:Allowable psi 698.7 BetxOig OK fv:Actual psi 43.3 Fv:Allowable psi 175.0 Shear OK Reactions @ Left End DL lbs 292.60 LL lbs 292.60 Max.DL+LL lbs 585.20 @ Right End DL lbs 292.60 LL lbs 292.60 Max.DL+LL lbs 585.20 Deflections Ratio OK Center DL DO In -0.062 L/Defl Ratio 2,144.9 Center LL Defl In -0.062 L/Defl Ratio 2,144.9 Center Total Defi In -0.123 Location ft 5.500 L/Defl Ratio 1,072.5 WOOD LEDGER DESIGN AT ROOF (2)2"X120" LOADS Roof DL= 25.28-25 =353.125 plf Roof LL= 30.28.25 =423.75 plf 2 TOTAL DL= 353.12 plf TOTAL LL= 423.7 plf WOOD LEDGER DESIGN AT FLOOR (2)2"X12" LOADS Floor DL= 25.18'67 =233.375 plf 2 Floor SDL= 15.18.67 = 140.025 plf 2 Floor LL= 40.18.67 =373.4 plf 2 TOTAL DL= 233 + 140 =373 plf TOTAL LL= 373 plf Title: Job# Dsgnr. Date: 6:3313M, 25 AUG 10 Description: Scope: u .vim&"'1-Caozoa► Timber Ledger Design Page 1 ioM3.2=eXFCALCEggsof webe=daWftvC4Waftw Description WOOD LEDGER DESIGN AT ROOF General Information Code Ref:1997!2001 NDS,200=003 IBC,2003 NFPA 5000.Base allowables are user defined Ledger Width 3.000 in Uniform Load... Point Load... Ledger Depth 11.250 In Dead Load 353.00WIt Dead Load 0.00 lbs Ledger is Bolted to Concrete Live Load 424.00#4ft Live Load 0.00 lbs Bolt Diameter 3/4" Spacing 0.00 ft Bolt Spacing 14.000 in Horizontal Shear 0.00WIt Offset 0.00 In Load Duration Factors... Southern Pine,No.2 2-4 Thick,12 Wid Live Load 1.250 Fb Allowable 975.0 psi Short Term 1.330 Fv Allowable 175.0 psi Ledger Stresses Load Combination: DL+LL DL+ST DL+LL+ST Maximum Moment 1,057.58 in-# 480.47 in-# 1,057.58 ink Bending Stress 16.71 psi 7.59 psi 16.71 psi Stress Ratio 0.014 0.006 0.013 MaximumShear 588.82 lbs 267.51 lbs 588.82 lbs Shear Stress 17.45 psi 7.93 psi 17.45 psi Stress Ratio 0.080 0.034 0.076 Bolt Loading Note:Bolt Design Value from NDS 8.21 UBC 23 Using:Southern Pine Stress Summary DL+LL DL+ST DL+LL+ST Max.Vertical Load 906.50 lbs 411.83 lbs 906.50 lbs Allow Vertical Load 3,687.50 lbs 3,923.50 lbs 3,923.50 lbs Max.Horizontal Load 0.00 lbs 0.00 lbs 0.00 lbs Allow Horizontal Load 7,687.50 lbs 8,179.50 lbs 8,179.50 lbs Angle of Resultant 90.0 degrees 90.0 degrees 90.0 degrees Diagonal Component 906.50 lbs 411.83 lbs 906.50 lbs Allow Diagonal Force 933.83 lbs 979.18 lbs 979.18 lbs Final Stress Ratio 0.971 :1.00 0.421 :1.00 0.926:1.00 Summary Wood Stress&Bolts OK Stress Summary DL+LL DL+ST DL+LL+ST Wood Bending Stress Ratio 0.014 :1.00 0.006 :1.00 0.013 :1.00 Wood Shear Stress Ratio 0.080 :1.00 0.034 :1.00 0.075 :1.00 Bolt Stress Ratio 0.971 :1.00 0.421 :1.00 0.926 :1.00 Title: Job# Dsgnr: Date: 6:3313M, 25 AUG 10 Description Scope: Rev. 580M C Timber Ledger Design Page 1 beam destmeowcAwadow Description WOOD LEDGER DESIGN AT FLOOR General Information Code Ref.1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Ledger Width 3.000 in Uniform Load... Point Load... Ledger Depth 11.250 in Dead Load 373.00#/ft Dead Load 0.00 lbs Ledger is Bolted to Concrete Live Load 373.00#/ft Live Load 0.00 lbs Bolt Diameter 3/4" Spacing 0.00 ft Bolt Spacing 14.000In Horizontal Shear 0.00#/ft Offset 0.00 in Load Duration Factors... Southern Pine,No.2 2-4 Thick,12 Wid Live Load 1.250 Fb Allowable 975.0 psi Short Term 1.330 Fv Allowable 175.0 psi Ledger Stresses Load Combination: DL+LL DL+ST DL+LL+ST Maximum Moment 1,015.39 in4 507.69 in-# 1,015.39 in-# Bending Stress 16.05 psi 8.02 psi 16.05 psi Stress Ratio 0.013 0.006 0.012 MaximumShear 565.33 lbs 282.66 lbs 565.33 lbs Shear Stress 16.75 psi 8.38 psi 16.75 psi Stress Ratio 0.077 0.036 0.072 Bolt Loading Note:Bolt Design Value from NDS 8.21 UBC 23 Using:Southern Pine Stress Summary DL+LL DL+ST DL+LL+ST Max.Vertical Load 870.33 lbs 435.17 lbs 870.33 lbs Allow Vertical Load 3,687.50 lbs 3,923.50 lbs 3,923.50 lbs Max.Horizontal Load 0.00 lbs 0.00 lbs 0.00 lbs Allow Horizontal Load 7,687.50 lbs 8,179.50 lbs 8,179.50 lbs Angle of Resultant 90.0 degrees 90.0 degrees 90.0 degrees Diagonal Component 870.33 lbs 435.17 lbs 870.33 lbs Allow Diagonal Force 933.83 lbs 979.18 lbs 979.18 lbs Final Stress Ratio 0.932:1.00 0.444:1.00 0.889:1.00 Summary Wood Stress&Bons OK Stress Summary DL+LL DL+ST DL+LL+ST Wood Bending Stress Ratio 0.013 :1.00 0.006 :1.00 0.012 :1.00 Wood Shear Stress Ratio 0.077 :1.00 0.036 :1.00 0.072 :1.00 Bolt Stress Ratio 0.932 :1.00 0.444 :1.00 0.889 :1.00 RIDGE BEAM(STEEL PLATE+2 WOOD JOIST) Span:= 27-ft (the worst condition) Try 13/8"x11 1/4"Steel Plate A36+(2)3"X12"Wood Joist SP No 2 Equivalent Homosteneous Section Elasticy Modulus Steel Es:= 29000000•psi Wood Ew:= 1600000•psi Equivalent Coefficient n:= Es n= 18.125 Fb:= 21600•psi Ew Section Combined h:= 11.25-in b:= 1•in+2.2.5•in• n b= 1.276-in Loads wg:= 55•psf•17.2.ft wg=476.85•plf Self Weight wself= I-in•11.25•in•490•pcf+ 5•in•11.25•in•36•pcf wself=52.344•plf Total Loads: wtotal:= wg+wself wtotal=529.194•plf Flexure M:= 8•wtotal•Span2 M=4.822 x 104•1b•ft _ M Ste' Fb Sreq=26.79•in3 2 Sprov:= b6h Sprov=26.913•in3 Deflection I:= 1-b-h' I= 151.384•in4 12 5 wtotal•Span4 364 ES•I A= 1.521-in Span =213 <240 aceptabie O WALL DESIGN : Wall height--10 ft Vertical Loads Roof DL= 25•(20 +2.5) =312.5 T. Beam DL= 8.12.150.1 = 100 144 Total Vertical Load= 312+ 100=412 Wind Load: Zone 4 Wall Pressure=55.77 psf Zone 6 Wall Pressure=65.52 psf By Calculations Annexed: Zone 4 USE 8"CONCRETE BLOCK W/#5 AT 40"O.0 Zone 5 USE 8"CONCRETE BLOCK W/#6 AT 40"O.0 Project: Number: Date: August 25,2010 T: By: F: Sheet of CMD06.03.03 Filename: wall IO.dat Reinforced Concrete Masonry Out-Of-Plane Loaded Wall per 2005 MSJC Section 2.3 -Working Stress Design- Input: Wall Geometry: 10.00'high, 8"nominal thickness CMU wall 7.625 In. Cells Grouted at 8"o.c. h'= 120 in r=2.201 in h'/r=54.52 Wall Material Properties: fm = 1,500 psi fy = 60,000 psi 10 ft. Reinforcing steel located at Em = 1,350 ksi 3.813 inches from the loaded face Es = 29,000 ksi n= 21.48 Applied Loads: P M Wall Weight plf plf-in psf Dead Load 412 0 75 Floor Live Load 0 0 Roof Live Load 0 0 Support Condition:Pinned Top and Bottom Snow Load 0 0 Wall section Vertical Seismic Load 0 0 0 Vertical Wind Load 0 0 Lateral Loading: # Load Load Load Start Load End Condition Type Location Value Location Value E,W,H1 P,T,M2 ft plf,psf,plf--in ft psf 1 W T 0.0 66 10.0 66 Seismic Performance Category:A Output: Allowable Stresses: R= 1 -(h'/140r)2 = 0.85 For Load Combinations without wind or seismic loads: F„= 1.0*4f�m (<50 psi) = 38.73 psi Fa= 0.25*f'm[1 -(h7140r)] = 318.1 psi Fb= 0.33*f'm (<2000 psi) = 500.0 psi Fs= 0.5*fy(<24000 psi) = 24,000 psi For Load Combinations with wind or seismic loads: Fv= 1.33[1.0*-Tf-�m (<50 psi)] = 51.64 psi Fa= 1.33[0.25*f'm[1 -(h7140r)q] = 424.2 psi Fb= 1.33[0.33*f'm(<2000 psi)] = 666.7 psi Fs= 1.33[0.5*fy(<24000 psi)] = 32,000 psi Project: Number: Date: August 25,2010 T: By: F: Sheet of CMD06.03.03 Filename: wall 10.dat Reinforced Concrete Masonry Out-Of-Plane Loaded Wall per 2005 MSJC Section 2.3 -Working Stress Design- Wall Design Calculations-Positive Moment: Governing Load Combination: D+ L+W Calculated Load Combinations and Stresses: P= D+ L+W=525 lbs/grout space M=W=546 Ib-ft/grout space K=M/bd2= 56.33 psi fa=P/Ag= 9 psi f a/Fa= 0.027 F'b=(1.33-f a/Fb) = 658 psi b= 8.000 in. d= 3.813 in. k= 0.249 j= 0.917 2/jk= 8.763 P= 0.0019 kd= 0.949 in.s Face Shell Thickness= 1.25 fv=V/(bd) = 7.16 psi:5 Fv=51.6 psi OK fb=2*M/(bjkd2) = 494 psi fs=M/(Asjd) = 32,000 psi -Includes 1/3 stress increase As req. = 0.0878 int/ft Interaction Stress Ratio= 1.004 =(fa+fb)/Fb S 1.33-OK Wall Design Calculations-Negative Moment: Governing Load Combination: D Calculated Load Combinations and Stresses: P= D=775 lbs/grout space M=0 Ib-ft/grout space K= M/bd2= 0.00 psi fa=P/Ag= 13 psi f a/Fa= 0.040 F'b=0.00-f a/Fb) = 487 psi b= 8.000 in. d= 3.812 in. k= 0.000 j= 1.000 2rk= NA P= 0.0000 kd= 0.000 in.s Face Shell Thickness= 1.25 fv=V/(bt) = 0.00 psi:5 F„=38.7 psi OK fb=2*M/(bjkd2) = 0 psi fs= M/(Asjd) = 0 psi As req. = 0.0000 int/ft Interaction Stress Ratio= 0.025 =(fa+fb)/Fb:g 1.00-OK Project: Number. Date: August 25,2010 T: By. F: Sheet of CMD06.03.03 Filename: wall10.dat Reinforced Concrete Masonry Out-Of-Plane Loaded Wall per 2005 MSJC Section 2.3 -Working Stress Design- Alternate Bar Selections: Vertical Reinforcing Steel centered @ 3.8 in.from the loaded face of the wall. #4 @ 24"o.c.,As=0.10 int/ft #8 @ 104"o.c., As=0.09 int/ft #5 @ 40"o.c.,As=0.09 int/ft #9 @ 136"o.c.,As=0.09 int/ft #6 @ 56"o.c.,As=0.09 in2/ft #10 @ 168"o.c.,As=0.09 in2/ft #7 @ 80"o.c.,As=0.09 inz/ft #11 @ 208"o.c.,As=0.09 int/ft Minimum Horizontal Wall Reinforcing #4 @ 120 in o.c.,As=0.02 inz/ft #8 @ 120 in o.c.,As=0.08 int/ft #5 @ 120 in o.c.,As=0.03 in2/ft #9 @ 120 in o.c.,As=0.10 inz/ft #6 @ 120 in o.c.,As=0.04 int/ft #10 @ 120 in o.c.,As=0.13 int/ft #7 @ 120 in o.c.,As=0.06 in2/ft #11 @ 120 in o.c.,As=0.16 int/ft WALL DESIGN : Wall height--13.17 ft Vertical Loads Roof DL= 25•( 0 + 2.5) =312.5 T. Beam DL= 8.12.150.1 = 100 144 Total Vertical Load= 312+ 100=412 Wind Load: Zone 4 Wall Pressure=53.78 psf Zone 5 Wall Pressure=61.55 psf By Calculations Annexed: Zone 4 USE 8"CONCRETE BLOCK W/#5 AT 24"O.0 Zone 5 USE 8"CONCRETE BLOCK W/#5 AT 24"O.0 D Project: Number: Date: August 25,2010 T: By: F: Sheet of CMD06.03.03 Filename: wall13.17.dat Reinforced Concrete Masonry Out-Of-Plane Loaded Wall per 2005 MSJC Section 2.3 -Working Stress Design- Input: Wall Geometry: 13.17'high, 8" nominal thickness CMU wall 7.625 In. Cells Grouted at 8"o.c. h'= 158 in r=2.201 in h'/r=71.80 Wall Material Properties: f'm = 1,500 psi fy = 60,000 psi 13.2 ft.Reinforcing steel located at Em = 1,350 ksi 3.813 inches from the loaded face Es = 29,000 ksi n= 21.48 Applied Loads: P M Wall Weight pif plf-in psf Dead Load 412 0 75 Floor Live Load 0 0 Roof Live Load 0 0 Support Condition:Pinned Top and Bottom Snow Load 0 0 Wall section Vertical Seismic Load 0 0 0 Vertical Wind Load 0 0 Lateral Loading: # Load Load Load Start Load End Conditiop Type Location Value Location Value E,W,H P,T,M2 ft plf,psf,plf--in ft psf 1 W T 0.0 62 13.2 62 Seismic Performance Category:A Output: Allowable Stresses: R= 1 -(h'/140r)2 = 0.74 For Load Combinations without wind or seismic loads: F„= 1.0*4f'�m—(<50 psi) = 38.73 psi Fa= 0.25*f'm[1 -(h'/140r)q = 276.4 psi Fb= 0.33*f'm (<2000 psi) = 500.0 psi Fs= 0.5*fy(<24000 psi) = 24,000 psi For Load Combinations with wind or seismic loads: Fv= 1.33[1.0*-,ff-�m (<50 psi)] = 51.64 psi Fa= 1.33[0.25*f'm[1 -(h'/140r)J] = 368.5 psi Fb= 1.33[0.33*f'm(<2000 psi)] = 666.7 psi Fs= 1.33[0.5*fy(<24000 psi)] = 32,000 psi Project: Number: Date: August 25,2010 T: By: F: Sheet of CMD06.03.03 Filename: wall13.17.dat Reinforced Concrete Masonry Out-Of-Plane Loaded Wall per 2005 MSJC Section 2.3 -Working Stress Design- Wall Design Calculations-Positive Moment: Governing Load Combination: D+ L+W Calculated Load Combinations and Stresses: P=D+ L+W=604 lbs/grout space M=W=890 Ib-ft/grout space K=M/bd2= 91.79 psi fa= P/Ag= 10 psi f a/Fa= 0.036 F'b=(1.33-f a/Fb) = 657 psi b= 8.000 in. d= 3.813 in. k= 0.312 j= 0.896 2rk= 7.155 P= 0.0033 kd= 1.189 in.5 Face Shell Thickness= 1.25 fv=W(bd) = 8.86 psi 5 Fv=51.6 psi OK fb=2*M/(bjkd2) = 657 psi fs= W(Asjd) = 31,119 psi As req. = 0.1506 int/ft Interaction Stress Ratio= 1.333 =(fa+fb)/Fb 51.33-OK Wall Design Calculations-Negative Moment: Governing Load Combination: D Calculated Load Combinations and Stresses: P=D=933 lbs/grout space M=0 Ib-ft/grout space K=M/bd2= 0.00 psi fa=P/Ag= 15 psi fa/Fa= 0.055 F'b=0.00-f a/Fb) = 485 psi b= 8.000 in. d= 3.812 in. k= 0.000 j= 1.000 Zrk= NA P= 0.0000 kd= 0.000 in.5 Face Shell Thickness= 1.25 fv=V/(bt) = 0.00 psi:5 Fv=38.7 psi OK fb=2*M/(bjkd2) = 0 psi fs=M/(As d) = 0 psi As req. = 0.0000 int/ft Interaction Stress Ratio= 0.031 =(fa+fb)/Fb 51.00-OK Project: Number. Date: August 25,2010 T: By: F: Sheet of CMD06.03.03 Filename: wall13.17.dat Reinforced Concrete Masonry Out-0f-Plane Loaded Wall per 2005 MSJC Section 2.3 -Working Stress Design- Alternate Bar Selections: Vertical Reinforcing Steel centered @ 3.8 in. from the loaded face of the wall. #4 @ 8"o.c.,As=0.30 int/ft #8 @ 56"o.c.,As=0.17 inz/ft #5 @ 24"o.c.,As=0.16 int/ft #9 @ 72"o.c.,As=0.17 int/ft #6 @ 32"o.c.,As=0.16 int/ft #10 @ 96"o.c.,As=0.16 in2/ft #7 @ 40"o.c.,As=0.18 in2/ft #11 @ 120"o.c.,As=0.16 inz/ft Minimum Horizontal Wall Reinforcing #4 @ 152 in o.c.,As=0.02 int/ft #8 @ 152 in o.c.,As=0.06 in2tft #5 @ 152 in o.c.,As=0.02 inz/ft #9 @ 152 in o.c.,As=0.08 in2/ft #6 @ 152 in o.c.,As=0.03 int/ft #10 @ 152 in o.c.,As=0.10 int/ft #7 @ 152 in o.c.,As=0.05 int/ft #11 @ 152 in o.c.,As=0.12 in2/ft BEAM DESIGN B-1 L=15.67 LOADS Roof DL= 25- 1 + 2.51 = 125 plf 2 J Roof LL= 30. 2+ 2.51 = 150 plf Beam DL= 8.20.150= 166.667 plf 144 TOTAL DL= (125 + 167) =292 plf TOTAL LL= 150 plf BEAM DESIGN B-2 L=9.17 LOADS Roof DL= 25. 1 +2.51 = 125 plf 2 J Roof LL= 30•(2 +2.5) = 150 plf Beam DL= 8.20.150= 166.667 plf 144 TOTAL DL= (125 + 167) =292 plf TOTAL LL= 150 plf 10 Title: Job# Dsgnr: Date: 6:31 PM, 25 AUG 10 Description: Scope: Fkmp Unr KV-080M Ver 8.8A1- Concrete Rectangular& Tee Beam Design Page ' (oi3-� c� UM:C software �� Description B-1 CONCRETE BEAM General information Code Ref:ACI 318-02,1997 UBC,2003 113C,2003 NFPA 5000 Span 15.67 it rc 3,000 psi Depth 20.000 in Fy 60,000 psi Width 8.000 in Concrete Wt. 145.0 pct Seismic Zone 0 End Fixity Pinned-Pinned Beam Weight Not Added 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 17.75in #1 2 5 2.25 in #1 2 5 2.25 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 0.292 k 0.150 k k 0.000 It 15.670 It Summary Beam Design OK Span=15.67ft,Width=8.00in Depth=20.00in Maximum Moment:Mu 20.37 k-ft Maximum Deflection -0.0360 in Allowable Moment:Mn*phi 46.98 k-ft Maximum Shear:Vu 5.12 k Max Reaction @ Left 3.46 k Allowable Shear:Vn*phi 13.22 k Max Reaction @ Right 3.46 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 2.612 5.223 7.835 10.447 13.058 15.670 ft Max.Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd In Max Vu 5.118 3.495 1.747 1.706 1.706 3.453 5.076 k Bending&Shear Force Summary Bending... Mn*Phi Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 46.98 k-ft 20.37 k-ft 15.28 k-ft 8.07 k-ft @ Left End 3.22 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 3.22 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.C-1 Vu,Eq.C-: Vu,Eq.C @ Left End 13.22 k 5.12 k 3.84 k 2.03 k @ Right End 13.22 k 5.08 k 3.81 k 2.01 k Deflection Deflections... Uoward Downward DL+[Bm Wt] 0.0000 In at 0.0000 It -0.0238 in at 7.8350ft DL+LL+[Bm Wt] 0.0000 in at 0.0000 it -0.0360 in at 7.8350ft DL+LL+ST+[Bm Wt] 0.0000 in at 0.0000 it -0.0360 in at 7.8350ft Reactions... Cd)Left Cd)Right DL+[Bm Wt]] 2.288 k 2.288 k DL+LL+[Bm Wt] 3.463 k 3.463 k DL+LL+ST+[Bm Wt] 3.463 k 3.463 k Title: Job 0 Dsgnr. Date: 6:31 PM, 25 AUG 10 Description Scope: Unt .Ver sso.I-Do*. + Concrete Rectangular& Tee Beam Design Page 2 loxoac�cai.c Description B-1 CONCRETE BEAM Section Analysis Evaluate Moment Capacity... Center Left End R10ht End X:Neutral Axis 2.145 In 1.515 in 1.515 in a=beta*Xneutral 1.823 in 1.288 in 1.288 In Compression In Concrete 37.194 k 26.270 k 26.270 k Sum[Steel comp.forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -37.200 k -26.169 k -26.169 k Find Max As for Ductile Failure... X-Balanced 10.505 in 1.332 in 1.3316 in Xmax=Xbal*0.75 7.879 In 0.999 In 0.999 In a-max=beta*Xbai 8.929 in 1.132 in 1.132 in Compression in Concrete 136.619 k 17.318 k 17.318 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 136.619 k 17.318 k 17.318 k AS Max=Tot Force/Fy 2.277 [n2 0.289 in2 0.289 int Actual Tension As 0.620 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 4.390 in Mcr 18.26 k-ft [gross 5,333.33 in4 Ms:Max DL+LL 13.57 k-ft Icracked 1,253.55 in4 R1=(Ms:DL+LL)/Mcr 1.346 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 13.57 k-ft Fr=7.5*fe.5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 1.346 Z:Cracking 67.495 kfin Leff...Ms(DL+LL) 5,333.333 in4 Leff...Ms(DL+LL+ST) 5,333.333 in4 Eff.Flange Width 8.00 in ACI Factors (per ACI 318-02,applied intemaliy to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 .4 actor 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 O Title: Job# Dsgnr: Date: 6:31 PM, 25 AUG 10 Description Scope: Rm. MOM User KV4MMM.Ver �A 143ec-M Concrete Rectangular&Tee Beam Design Page 1 Description B-2 CONCRETE BEAM General information Code Ref:ACI 318-02,1997 UBC,2003113C,2003 NFPA 5000 Span 9.17 ft fc 3,000 psi Depth 20.000 in Fy 60,000 psi Width 8.000 in Concrete Wt. 145.0 pcf Seismic Zone 0 End Fbdty Pinned-Pinned Beam Weight Not Added 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 17.75 in #1 2 5 2.25 in #1 2 5 2.25 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 0.292 k 0.150 k k 0.000 ft 9.170 ft Summary 0 MIMN, Beam Design OK Span=9.17ft,Width=8.00in Depth=20.00in Maximum Moment:Mu 6.98 k-ft Maximum Deflection -0.0042 In Allowable Moment:Mn*phi 46.98 k-ft Maximum Shear:Vu 2.92 k Max Reaction @ Left 2.03 k Allowable Shear:Vn*phi 13.22 k Max Reaction @ Right 2.03 k Shear Stirrups... Stirrup Area @ Section 0.440 int Region 0.000 1.528 3.057 4.585 6.113 7.642 9.170 ft Max.Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 2.922 2.045 1.023 0.998 0.998 2.021 2.897 k Bending&Shear Force Summary Bending... Mn*Phi Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 46.98 k-ft 6.98 k-ft 5.23 k-ft 2.76 k-ft Left End 3.22 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Right End 3.22 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.C-1 Vu,Eq.C-, Vu,Eq.C4- @ Left -:@Left End 13.22k 2.92k 2.19k 1.16k @ Right End 13.22 k 2.90 k 2.17 k 1.15k Deflection Deflections... Upward Downward DL+[Bm Wt] 0.0000 in at 0.0000 It -0.0028 In at 4.5850ft DL+LL+[Bm Wt] 0.0000 in at 0.0000 ft -0.0042 in at 4.5850ft DL+LL+ST+[Bm Wt] 0.0000 in at 0.0000 ft -0.0042 In at 4.5850ft Reactions... (0 Left ft Right DL+[Bm Wt]] 1.339 k 1.339 k DL+LL+[Bm Wt] 2.027 k 2.027 k DL+LL+ST+[Bm Wt] 2.027 k 2.027 k D Title: Job# Dsgnr: Date: 6:31 PM, 25 AUG 10 Description Scope: UVefILS .I- Concrete Rectangular&Tee Beam Design Page 2 (o)t 2UO3 SAI C EngNeerNg sokotare beam Description B-2 CONCRETE BEAM Section Analysis Evaluate Moment Capacity... Center Left End Riaht End X:Neutral Axis 2.145 in 1.515 in 1.515 in a=beta*Xneutrai 1.823 in 1.288 in 1.288 In Compression in Concrete 37.194 k 26.270 k 26.270 k Sum[Steel comp.fords] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -37.200 k -26.169 k -26.169 k Find Max As for Ductile Failure... X-Balanced 10.505 in 1.332 in 1.3316 in Xmax=Xbal*0.75 7.879 in 0.999 in 0.999 in a-max=beta*Xbal 8.929 in 1.132 in 1.132 in Compression in Concrete 136.619 k 17.318 k 17.318 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 136.619 k 17.318 k 17.318 k AS Max=Tot Ford/Fy 2.277 in2 0.289 in2 0.289 int Actual Tension As 0.620 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 4.390 in Mcr 18.26 k-ft Igross 5,333.33 In4 Ms:Max DL+LL 4.65 k-ft Icracked 1,253.55 in4 R1=(Ms:DL+LL)/Mcr 3.930 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 4.65 k-ft Fr=7.5*fe.5 410.792 psi R2=(Ms:DL+LL+STYMcr 3.930 Z:Cracking 23.114 krn I:eff...Ms(DL+LL) 5,333.333 in4 Leff...Ms(DL+LL+ST) 5,333.333 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 1.4 actor 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 BEAM DESIGN B-3 L=13 LOADS Roof DL= 25•I 28.33 +2.51 =416.625 plf 2 J Roof LL= 30•(28.33 +2.5) =499.95 pif 2 Beam DL= 8.20.150= 166.667 pif 144 TOTAL DL= (416+ 167)=583 plf TOTAL LL= 499 pif Reaction=2.67 k BEAM DESIGN B-4 L=16.33 LOADS Roof DL= 25•I 27.42 + 18.67 + 2.5) =638.625 plf l 2 2 Roof LL= 30•I/27.42 + 18.67 + 2.5) =766.35 plf l 2 2 Tie Beam DL= 1.1-2-150 = 100 pif 144 Wall DL= 75.1.17=87.75 plf Beam DL= 8.2•150= 166.667 plf 144 TOTAL DL= 638 + 100+ 87.75+ 166=991.75 plf TOTAL LL= 766 plf Reaction B-8 DL=0.31 K LL=0.12K Title: Job# Dsgnr: Date: 6:31 PM, 25 AUG 10 Description Scope: Unr:Kf 46MMVol 5.eA.M30O.2m Concrete Rectangular&Tee Beam Design Page 1 (*)03-2W3 BEFICALC E ft sokmare beam Description B-3 CONCRETE BEAM General information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Span 13.00 ft fc 3,000 psi Depth 20.000 in FY 60,000 psi Width 8.000 In Concrete Wt. 145.0 pct Seismic Zone 0 End Fixity Pinned-Pinned Beam Weight Not Added Live Load acts with Short Term Relnforcing 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 17.75in #1 2 5 2.25 in #1 2 5 2.25 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 0.583 k 0.499 k k 0.000 ft 13.000 ft Concentrated Loads Dead Load Live Load Short Term LocaUon #1 2.800 k k k 5.000 ft Summary Beam Design OK Span=13.00ft,Width=8.00in Depth=20.00in Maximum Moment:Mu 45.64 k-ft Maximum Deflection -0.1349 in Allowable Moment:Mn*phi 46.98 k-ft Maximum Shear:Vu 12.97 k Max Reaction @ Left 8.76 k Allowable Shear:Vn*phi 58.10 k Max Reaction @ Right 8.11 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 2.167 4.333 6.500 8.667 10.833 13.000 ft Max.Spacing 8.875 8.875 Not Req'd Not Req'd Not Req'd 8.875 8.875 in Max Vu 12.972 9.683 6.048 5.056 5.056 8.692 11.981 k Bending&Shear Force Summary Bending... Mn*Phi Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 46.98 k-ft 45.64 k-ft 34.23 k-ft 18.24 k-ft @ Left End 3.22 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 3.22 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.C-1 Vu,Eq.G4 Vu,Eq.C-; @ Left End 58.10 k 12.97 k 9.73 k 4.88 k @ Right End 58.10 k 11.98 k 8.99 k 4.27 k Deflection Deflections... Upward Downward DL+[Bm Wt] 0.0000 in at 13.0000 ft -0.0437 in at 6.3440ft DL+LL+[Bm Wt] 0.0000 in at 13.0000 ft -0.1349 in at 6.3960ft DL+LL+ST+[Bm Wt] 0.0000 in at 13.0000 ft -0.1349 in at 6.3960ft Reactions... 0-Left 01 Right DL+[Bm Wt]] 5.513 k 4.866 k DL+LL+[Bm Wt] 8.756 k 8.110 k DL+LL+ST+[Bm Wt] 8.756 k 8.110 k Title: Job# Dsgnr: Date: 6:31 PM, 25 AUG 10 Description Scope: User KV480M Ver U.o.wDeo.2= Concrete Rectangular&Tee Beam Design Page 2 (o)10. 3 E� ��LC 60teeft software deognPage Description B-3 CONCRETE BEAM Section Analysis Evaluate Moment Capacity... Center Left End Rioht End X:Neutral Axis 2.145 in 1.515 in 1.515 in a=beta*Xneutral 1.823 in 1.288 in 1.288 in Compression in Concrete 37.194 k 26.270 k 26.270 k Sum[Steel comp.fords] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -37.200 k -26.169 k -26.169 k Find Max As for Ductile Failure... X-Balanced 10.505 in 1.332 in 1.3316 in Xmax=Xbal*0.75 7.879 in 0.999 in 0.999 In a-max=beta*Xbal 8.929 in 1.132 in 1.132 in Compression in Concrete 136.619 k 17.318 k 17.318 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 136.619 k 17.318 k 17.318 k AS Max=Tot Force/Fy 2.277 in2 0.289 in2 0.289 int Actual Tension As 0.620 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 4.390 in Mcr 18.26 k-ft Igross 5,333.33 in4 Ms:Max DL+LL 30.39 k-ft icracked 1,253.55 in4 R1=(Ms:DL+LL)/Mcr 0.601 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 30.38 k-ft Fr=7.5*f c".5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 0.601 Z:Craddng 151.204 Win Leff...Ms(DL+LL) 2,138.000 in4 Z:cracking>145:Interior Only I Leff...Ms(DL+LL+ST) 2,138.688 in4 Eff.Flange Width 8.00 in ACI Factors (per ACI 318-02,applied intemaliy 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"["0.9"Factor for Seismic 0.900 ACI CA&C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 Title: Job# Dsgnr: Date: 6:31 PM, 25 AUG 10 Description Scope: User .Vat 5.8A.r-OBw2m Concrete Rectangular& Tee Beam Design Page 1 (oi83-M a m:c=&4nee ft software �� Description B-4 CONCRETE BEAM General information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Span 16.33 ft fc 3,000 psi Depth 20.000 in Fy 60,000 psi Width 8.000 in Concrete Wt. 145.0 pcf Seismic Zone 0 End Fbddty Pinned-Pinned Beam Weight Not Added Live Load ads with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size V from Top Count Size V from Top Count Size V from Top #1 2 8 17.75in #1 2 8 2.25 in #1 2 8 2.25 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 0.990 k 0.766 k k 0.000 ft 16.330 it Concentrated Loads Dead Load Live Load Short Term Location #1 0.310 k 0.120 k k 9.810 ft Summary Beam Design OK Span=16.33ft,Width=8.00in Depth=20.00in Maximum Moment:Mu 91.70 k-ft Maximum Deflection -0.3450 in Allowable Moment:Mn*phi 109.67 k-ft Maximum Shear:Vu 21.85 k Max Reaction @ Left 14.51 k Allowable Shear:Vn*phi 58.10 k Max Reaction @ Right 14.60 k Shear Stirrups... Stirrup Area @ Section 0.440 int Region 0.000 2.722 5.443 8.165 10.887 13.608 16.330 ft Max.Spacing 8.875 8.875 8.875 8.875 8.875 8.875 8.875 in Max Vu 21.853 15.005 7.630 7.583 7.583 14.958 21.806 k Bending&Shear Force Summary Bending... Mn*Phi Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 109.67 k-ft 91.70 k-ft 68.77 k-ft 30.62 k-ft @ Left End 3.61 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 3.61 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.C-1 Vu,Eq.C: Vu,Eq.C-; @ Left End 58.10 k 21.85 k 16.39 k 7.27 k @ Right End 58.10 k 21.81 k 16.35 k 7.27 k Deflection Deflections... Uoward Downward DL+[Bm Wt] 0.0000 in at 16.3300 ft -0.1732 In at 8.1650ft DL+LL+[Bm Wt] 0.0000 in at 16.3300 ft -0.3450 In at 8.1650ft DL+LL+ST+[Bm Wt] 0.0000 in at 16.3300 ft -0.3450 in at 8.1650ft Reactions... A Left (ED Right DL+[Bm Wt]] 8.207 k 8.270 k DL+LL+[Bm Wt] 14.509 k 14.596 k DL+LL+ST+[Bm Wt] 14.509 k 14.596 k Tide: Job# Dsgnr: Date: 6:31 PM, 25 AUG 10 Description: Scope .Verua,-�-2�3 Concrete Rectangular&Tee Beam Design Page 2 (0183.2=BMrA.0 software ,de Description B-4 CONCRETE BEAM Section Analysis Evaluate Moment Capacity... Center Left End Rioht End X:Neutral Axis 5.465 in 1.830 in 1.830 in a=beta*Xneutral 4.645 in 1.555 in 1.555 In Compression in Concrete 94.763 k 31.732 k 31.732 k Sum[Steel comp.forces] 0.000 k 0.000 k 0.000 k Tension In Reinforcing -94.800 k -31.548 k -31.546 k Find Max As for Ductile Failure... X-Balanced 10.505 in 1.332 in 1.3316 in Xmax=Xbal'0.75 7.879 in 0.999 in 0.999 in a-max=beta*Xbal 8.929 in 1.132 in 1.132 in Compression in Concrete 136.619 k 17.318 k 17.318 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 136.619 k 17.318 k 17.318 k AS Max=Tot Force/Fy 2.277 int 0.289 in2 0.289 int Actual Tension As 1.580 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 6.445 in Mer 18.26 k-ft Igross 5,333.33 In4 Ms:Max DL+LL 59.94 k-ft Icracked 2,589.59 in4 R1=(Ms:DL+LL)/Mcr 0.305 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 59.94 k-ft Fr=7.5*fe.5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 0.305 Z:Cracking 138.279 k/in I:eff...Ms(DL+LL) 2,667.143 In4 Leff...Ms(DL+LL+ST) 2,667.143 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"]"1.4"Factor r eismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"["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 BEAM DESIGN B-5 L=8 LOADS Roof DL= 25,1 18.67 +2+2.5) =345.875 plf 2 Roof LL= 30- 18 2 + 2+2.51 =415.05 plf 2 J Beam DL= 820.150= 166.667 plf 144 TOTAL DL= 346+ 167=513 plf TOTAL LL= 415 plf BEAM DESIGN B-6 L=20 LOADS Roof DL= 25. 5 + 1.5) = 100 plf 2 Roof LL= 30•(s + 1.5) = 120 plf 2 Beam DL= 836.150 =300 plf 144 TOTAL DL= 100+ 300 =400 plf TOTAL LL= 120 plf O Title: Job# Dsgnr. Date: 6:31 PM, 25 AUG 10 Description: Scope: ICALCE O Concrete Rectangular&Tee Beam Design Page 1 (oJ�83-z00;i Q+�G41.c Engtrieering sokmare Description B-5 CONCRETE BEAM General information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Span 8.00 ft t'c 3,000 psi Depth 20.000 in Fy 60,000 psi Width 8.000 In Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Pinned-Pinned Beam Weight Not Added 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 6 17.751n #1 2 6 2.25 in #1 2 6 2.25 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 0.513 k 0.415 k k 0.000 ft 8.000 ft Summary Beam Design OK Span=8.0011,Width=8.00in Depth=20.00in Maximum Moment:Mu 11.39 k-ft Maximum Deflection -0.0051 in Allowable Moment:Mn*phI 65.12 k-ft Maximum Shear:Vu 5.47 k Max Reaction @ Left 3.71 k Allowable Shear:Vn*phi 13.22 k Max Reaction @ Right 3.71 k Shear Stirrups... Stirrup Area @ Section 0.440 In2 Region 0.000 1.333 2.667 4.000 5.333 6.667 8.000 ft Max.Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 5.467 5.467 1.913 1.868 1.868 5.421 5.421 k Bending S Shear Force Summary Bending... Mn*Phi Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 65.12 k-ft 11.39 k-ft 8.54 k-ft 3.69 k-ft @ Left End 3.29 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 3.29 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.C-1 Vu,Eq.C-: Vu,Eq.C-: @ Left End 13.22 k 5.47 k 4.10 k 1.77 k @ Right End 13.22 k 5.42 k 4.07 k 1.76 k Deflection Deflectioru;... _Upward Downward DL+[Bm Wt] 0.0000 In at 0.0000 ft -0.0028 in at 4.0000ft DL+LL+[Bm Wt] 0.0000 In at 0.0000 ft -0.0051 In at 4.00OOft DL+LL+ST+[Bm Wt] 0.0000 in at 0.0000 ft -0.0051 in at 4.00OOft Reactions... (a-Left ft Right DL+[Bm Wt]] 2.052 k 2.052 k DL+LL+[Bm Wt] 3.712 k 3.712 k DL+LL+ST+[Bm Wt] 3.712 k 3.712 k U' Title: Job# Dsgnr. Date: 6:31 PM, 25 AUG 10 Description: Scope: .v4q&e0.1•0e0,= Concrete Rectangular& Tee Beam Design Page 2 (*jM3-zo0;i�ai.CEngfi wftsoftare beam Description B-5 CONCRETE BEAM Section Analysis Evaluate Moment Capacity... Center Left End Right End X:Neutral Axis 3.040 in 1.640 In 1.640 in a=beta*Xneutral 2.584 in 1.394 in 1.394 in Compression in Concrete 52.714 k 28.438 k 28.438 k Sum[Steel comp.forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -52.800 k -28.477 k -28.477 k Find Max As for Ductile Failure... X-Balanced 10.505 in 1.332 in 1.3316 In Xmax=Xbal*0.75 7.879 in 0.999 in 0.999 in a-max=beta*Xbal 8.929 in 1.132 in 1.132 in Compression in Concrete 136.619 k 17.318 k 17.318 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 136.619 k 17.318 k 17.318 k AS Max=Tot Force/Fy 2.277 in2 0.289 in2 0.289 int Actual Tension As 0.880 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 5.090 in Mer 18.26 k-ft Igross 5,333.33 in4 Ms:Max DL+LL 7.42 k-ft (cracked 1,661.78 in4 R1=(Ms:DL+LL)/Mcr 2.459 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 7.42 k-ft Fr=7.5*fe.5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 2.459 Z:Craddng 27.461 Win i:eff...Ms(DL+LL) 5,333.333 in4 I:eff...Ms(DL+LL+ST) 5,333.333 in4 Eff.Flange Width 8.00 in ACI Factom (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 0 Title: Job# Dsgnr. Date: 6:31 PM, 25 AUG 10 Description Scope: uUser .V4ff"A,t-Dew200 i Page 1 i0rM3.2 , xeeerts�a,® Concrete Rectangular&Tee Beam Design Description B-6 CONCRETE BEAM General Information Code Ref:ACI 316-02,1997 UBC,2003 IBC,2003 NFPA b000 Span 20.00 ft fc 3,000 psi Depth 36.000 In Fy 60,000 psi Width 8.000 in Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Pinned-Pinned Beam Weight Not Added Live Load acts with Short Term Relnforcing 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 33.75in #1 2 5 2.25 in #1 2 5 2.25 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 r Dead Load Live Load Short Tenn Start End #1 0.400 k 0.120 k k 0.000 It 20.000 ft Summary Beam Design OK Span=20.00ft,Width=8.00in Depth=36.00in Maximum Moment:Mu 38.20 k-ft Maximum Deflection -0.0193 In Allowable Moment:Mn*phi 91.61 k-ft Maximum Shear:Vu 7.52 k Max Reaction @ Left 5.20 k Allowable Shear:Vn*phi 25.14 k Max Reaction @ Right 5.20 k Shear Stirrups... Stirrup Area @ Section 0.440 In2 Region 0.000 3.333 6.667 10.000 13.333 16.667 20.000 ft Max.Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 7.518 5.134 2.567 2.506 2.506 5.073 7.457 k Bending&Shear Force Summary Bending... Mn*Phi Mu,Eq.C4 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 91.61 k-ft 38.20 k-ft 28.65 k-ft 18.00 k-ft @ Left End 3.28 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 3.28 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.C-1 Vu,Eq.C-: Vu,Eq.C @ Left End 25.14 k 7.52 k 5.64 k 3.54 k @ Right End 25.14 k 7.46 k 5.59 k 3.51 k Deflection Deflections... _ Upward Downward DL+[Bm Wt] 0.0000 in at 0.0000 ft -0.0148 In at 10.00OOft DL+LL+[Bm Wt] 0.0000 in at 0.0000 ft -0.0193 in at 10.00OOft DL+LL+ST+[Bm Wt] 0.0000 in at 0.0000 ft -0.0193 in at 10.00OOft Reactions... 01 Left A Right DL+[Bm Wt]] 4.000 k 4.000 k DL+LL+[Bm Wt] 5.200 k 5.200 k DL+LL+ST+[Bm Wt] 5.200 k 5.200 k Title: Job# Dsgnr: Date: 6:31 PM, 25 AUG 10 Description Scope: Rev: u�e►xtirm •vereaa�oe + Concrete Rectangular&Tee Beam Design beamaesi�eewPagcgea adom (03 x003 cE�InemrNgsokaoare Description B-6 CONCRETE BEAM Section Analysis Evaluate Moment Capacity... Center Left End Riaht End X:Neutral Axis 2.145 in 1.515 in 1.515 in a=beta*Xneutral 1.823 in 1.288 in 1.288 in Compression in Concrete 37.194 k 26.270 k 26.270 k Sum[Steel comp.fords] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -37.200 k -26.169 k -26.169 k Find Max As for Ductile Failure... X-Balanced 19.974 in 1.332 in 1.3316 in Xmax=Xbal*0.75 14.981 in 0.999 in 0.999 in a-max=beta*Xbal 16.978 in 1.132 in 1.132 In Compression in Concrete 259.768 k 17.318 k 17.318 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 259.768 k 17.318 k 17.318 k AS Max=Tot Force/Fy 4.329 int 0.289 int 0.289 in2 Actual Tension As 0.620 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 6.290 in Mcr 59.15 k-ft Igross 31,104.00 in4 Ms:Max DL+LL 26.00 k-ft Icracked 5,006.28 in4 R1=(Ms:DL+LL)/Mcr 2.275 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 26.00 k-ft Fr=7.5*fe.5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 2.275 Z:Cracking 62.933 Win Leff...Ms(DL+LL) 31,104.000 in4 Eff.Flange Width 8.00 in Leff...Ms(DL+LL+ST) 31,104.000 in4 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"["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 D BEAM DESIGN B-7 L=14.33 LOADS Roof DL= 25•(2) =50 plf Roof LL= 30•(2)=60 plf Beam DL= 8.26.150=216.667 Of 144 TOTAL DL= 50+ 216=266 plf TOTAL LL= 60 plf Reaction=6.4 k at c1c BEAM DESIGN B-8 L=5.5+6.5+5.5 LOADS Roof DL= 25•(2) =50 plf Roof LL= 30•(2) =60 plf Beam DL= 8.12.150= 100 plf 144 TOTAL DL= 50+ 100= 150 plf TOTAL LL= 60 plf Reaction=6.4 k at c% Title: Job# Dsgnr. Date: 6:3213M, 25 AUG 10 Description Scope: Me 5MM Concrete Rectangular&Tee Beam Design , Page 1 (oft-zoa� a.c E�eerktg softest® Description B-7 CONCRETE BEAM General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Span 14.33 ft fc 3,000 psi Depth 26.000 in Fy 60,OOOpsi Width 8.000 in Concrete Wt. 145.0 pef Seismic Zone 0 End Fixity Pinned-Pinned Beam Weight Not Added 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 23.75in #1 2 5 2.25 in #1 2 5 2.25 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 0.266 k 0.060 k k 0.000 ft 14.330 ft Concentrated Loads Dead Load Live Load Short Term Location #1 6.400 k k k 7.165 ft Summary Beam Design OK Span=14.33ft,Width=8.00in Depth=26.00in Maximum Moment:Mu 44.28 k-ft Maximum Deflection -0.0279 in Allowable Moment:Mn*phi 63.71 k-ft Maximum Shear:Vu 7.80 k Max Reaction @ Left 5.54 k Allowable Shear:Vn*phi 17.69 k Max Reaction @ Right 5.54 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 2.388 4.777 7.165 9.553 11.942 14.330 ft Max.Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 7.797 6.764 5.622 5.595 5.595 6.737 7.770 k Bending&Shear Force Summary Bending... Mn*Phi Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 63.71 k-ft 44.28 k ft 33.21 k-ft 26.78 k-ft @ Left End 3.25 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 3.25 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.C-1 Vu,Eq.C-: Vu,Eq.Cti @ Left End 17.69 k 7.80 k 5.85 k 4.55 k @ Right End 17.69 k 7.77 k 5.83 k 4.54 k Deflection Deflections... Uoward Downward DL+[Bm Wt] 0.0000 in at 14.3300 ft -0.0254 in at 7.1650ft DL+LL+[Bm Wt] 0.0000 in at 14.3300 ft -0.0279 in at 7.1650ft DL+LL+ST+[Bm Wt] 0.0000 in at 14.3300 ft -0.0279 in at 7.1650ft Reactions... (1:01 Left ft Right DL+[Bm Wt]] 5.106 k 5.106 k DL+LL+[Bm Wt] 5.536 k 5.536 k DL+LL+ST+[Bm Wt] 5.536 k 5.536 k Title: Job# Dsgnr. Date: 6:3213M, 25 AUG 10 Description Scope: Flow. 5MM User .Ver UA.1-DeoM) Concrete Rectangular&Tee Beam Design Page 2 (0Mg3.2 B0:C=Eng6"ftSoftware beandesk;rL"wCaW&*= Description B-7 CONCRETE BEAM Section Analysis Evaluate Moment Capacity... Center Left End fflaht End X:Neutral Axis 2.145 in 1.515 in 1.515 In a=beta*Xneutral 1.823 In 1.288 in 1.288 In Compression in Concrete 37.194 k 26.270 k 26.270 k Sum[Steel comp.fords] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -37.200 k -26.169 k -26.169 k Find Max As for Ductile Failure... X-Balanced 14.056 in 1.332 In 1.3316 In Xmax=Xbal*0.75 10.542 in 0.999 In 0.999 in a-max=beta"Xbal 11.948 In 1.132 In 1.132 in Compression In Concrete 182.800 k 17.318 k 17.318 k Sum[Steel Comp Fords] 0.000 k 0.000 k 0.000 k Total Compressive Force 182.800 k 17.318 k 17.318 k AS Max=Tot Force/Fy 3.047 in2 0.289 in2 0.289 int Actual Tension As 0.620 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 5.175 in Mcr 30.86 k-ft [gross 11,717.33 in4 Ms:Max DL+LL 31.30 k-ft Icracked 2,356.64 in4 R1=(Ms:DL+LL)/Mcr 0.986 Elastic Modulus 3,122.0 ks[ Ms:Max DL+LL.+ST 31.30 k-ft Fr=7.5*f c".5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 0.986 Z:Craddng 111.987 kfin keff...Ms(DL+LL) 11,327.235 in4 Elf.Flange Width 8.00 In I:eff...Ms(DL+LL+ST) 11,327.235 in4 ACI Factors (per ACI 31M2,applied intemally 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"["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: Job# Dsgnr: Date: 6:3217M, 25 AUG 10 Description Scope: VffUA1- 3 Concrete Rectangular& Tee Beam Design Page 1 (oM3-M eM4C=Erbmefitg Softwe Description B-8 CONCRETE BEAM General information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Span 6.50 ft fc 3,000 psi Depth 12.000 in Fy 60,000 psi Width 8.000 in Concrete Wt. 145.0 pcf Seismic Zone 0 End FUdty Pinned-Pinned Beam Weight Not Added Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar Left End of Beam... Rebar @ Right End of Beam... Count Size V from Top Count Size V from Top Count Size V from Top #1 2 6 9.75ln #1 2 6 2.25 In #1 2 6 2.25 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 Tenn Start End #1 0.150 k 0.060 k k 0.000 ft 6.500 ft Concentrated Loads Dead Load Live Load Short Term Location #1 6.400 k k k 3.250 ft 1511 Summary Beam Design OK Span=6.50ft,Width=8.00in Depth=12.00in Maximum Moment:Mu 16.21 k-ft Maximum Deflection -0.0405 in Allowable Moment:Mn*phi 33.46 k-ft Maximum Shear:Vu 5.44 k Max Reaction @ Left 3.88 k Allowable Shear:Vn*phi 36.31 k Max Reaction @ Right 3.88 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 1.083 2.167 3.250 4.333 5.417 6.500 ft Max.Spacing 4.875 4.875 4.875 4.875 4.875 4.875 4.875 in Max Vu 5.437 5.161 4.821 4.813 4.813 5.153 5.429 k Bending&Shear Force Summary Bending... Mn*Phi Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 33.46 k-ft 16.21 k-ft 12.16 k-ft 10.07 k-ft @ Left End 3.30 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 3.30 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.C-1 Vu,Eq.C-,, Vu,Eq.Cti @ Left End 36.31 k 5.44 k 4.08 k 3.29 It @ Right End 36.31 k 5.43 k 4.07 k 3.29 k Deflection Deflections... Upward` Downward DL+[Bm Wt] 0.0000 in at 6.5000 ft -0.0383 In at 3.2500ft DL+LL+[Bm Wt] 0.0000 in at 6.5000 ft -0.0405 in at 3.2500ft DL+LL+ST+[Bm Wt] 0.0000 in at 6.5000 ft -0.0405 In at 3.2500ft Reactions... A Left 911 Riots DL+[Bm Win 3.687 It 3.687 k DL+LL+[Bm Wt] 3.882 k 3.882 k DL+LL+ST+[Bm Wt] 3.882 k 3.882 It Title: Job# Dsgnr: Date: 6:32PM, 25 AUG 10 Description: Scope: LWP ,ver5.8.0.143oo-nM Concrete Rectangular& Tee Beam Design Page 2 (*P93-=�F�LC En0nee�g softenbeam desWLe*wC4W&d= Description B-8 CONCRETE BEAM Section Analysis Evaluate Moment Capacity... Center Left End Might End X:Neutral Axis 3.040 In 1.640 in 1.640 in a=beta*Xneutral 2.584 in 1.394 in 1.394 in Compression in Concrete 52.714 k 28.438 k 28.438 k Sum[Steel comp.fords] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -52.800 k -28.477 k -28.477 k Find Max As for Ductile Failure... X-Balanced 5.770 in 1.332 in 1.3316 in Xmmc=Xbal*0.75 4.328 in 0.999 in 0.999 in a-max=beta*Xbal 4.905 in 1.132 in 1.132 in Compression in Concrete 75.044 k 17.318 k 17.318 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 75.044 k 17.318 k 17.318 k AS Max=Tot Force/Fy 1.251 in2 0.289 in2 0.289 Int Actual Tension As 0.880 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 3.560 in Mcr 6.57 k-ft Igross 1,152.00 in4 Ms:Max DL+LL 11.51 k-ft Icracked 433.52 in4 R1=(Ms:DL+LL)/Mcr 0.571 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 11.51 k-ft Fr=7.5*fe.5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 0.571 Z:Cracking 87.070 k/in Leff...Ms(DL+LL) 567.338 In4 I:eff...Ms(DL+LL+ST) 567.338 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 .4 actor 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 BEAM DESIGN B-9 L=18.25 LOADS 11 Roof DL= 25•rs +2.5) = 125 plf 2 Roof LL= 30•I S +2.51 = 150 plf `2 J Beam DL= 124.150 =200 plf 144 TOTAL DL= 125 +200 =325 plf TOTAL LL= 150 plf BEAM DESIGN B-10 L=21 LOADS Roof DL= 25•(20 +2.51 =312.5 plf 2 J Roof LL= 30•(20 + 2.51 =375 plf 2 J Beam DL= 1.2-1-150 .2•150= 175 plf 144 TOTAL DL= 312+ 175 =487 plf TOTAL LL= 375 plf Title: Job# Dsgnr: Date: 6:32PM, 25 AUG 10 Description Scope: LKld .VerUA.1-Deo•2M Concrete Rectangular&Tee Beam Design Page 1 3.a�r a.c softwe , ,desWLeawCaWations Description B-9 CONCRETE BEAM General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Span 18.25 It fe 3,000 psi Depth 24.000 in Fy 60,000 psi Width 8.000 in Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Pinned-Pinned Beam Weight Not Added 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 21.75in #1 2 5 2.25 in #1 2 5 2.25 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 0.325 k 0.150 k k 0.000 ft 18.250 it Summary Beam Design OK Span=18.25%WIdth=8.00in Depth=24.00in Maximum Moment:Mu 29.56 k-ft Maximum Deflection -0.0412 in Allowable Moment:Mn*phi 58.13 k-ft Maximum Shear:Vu 6.38 k Max Reaction @ Left 4.33 k Allowable Shear:Vn*phi 16.20 k Max Reaction @ Right 4.33 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 3.042 6.083 9.125 12.167 15.208 18.250 It Max.Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Max Vu 6.375 4.354 2.177 2.125 2.125 4.302 6.323 k Bending&Shear Force Summary Bending... Mn*Phi Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 58.13 k-ft 29.56 k-ft 22.17 k-ft 12.18 k-ft @ Left End 3.24 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 3.24 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.C-1 Vu,Eq.C-: Vu,Eq.C-4- @ �@ Left End 16.20 k 6.38 k 4.78 k 2.63 k @ Right End 16.20 k 6.32 k 4.74 k 2.61 k Deflection Deflections... Uwmrd Downward DL+[Bm Wt] 0.0000 In at 0.0000 ft -0.0282 in at 9.1250ft DL+LL+[Bm Wt] 0.0000 In at 0.0000 ft -0.0412 in at 9.1250ft DL+LL+ST+[Bm Wt] 0.0000 in at 0.0000 ft -0.0412 in at 9.1250ft Reactions... ft Left 9b Right DL+[Bm Wt]] 2.966 k 2.966 k DL+LL+[Bm Wt] 4.334 k 4.334 k DL+LL+ST+[Bm Wt] 4.334 k 4.334 k Title: Job# Dsgnr: Date: 6:3217M, 25 AUG 10 Description Scope: Concrete Rectangular& Tee Beam Design Page 2 (oJi983.2M Er a c E 9 software bearrides Description B-9 CONCRETE BEAM Section Analysis Evaluate Moment Capacity... Cee- Left End Riaht End X:Neutral Axis 2.145 In 1.515 in 1.515 in a=beta*Xneutral 1.823 In 1.288 in 1.288 in Compression in Concrete 37.194 k 26.270 k 26.270 k Sum[Steel comp.fords] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -37.200 k -26.169 k -26.169 k Find Max As for Ductile Failure... X-Balanced 12.872 in 1.332 in 1.3316 in Xmax=Xbal*0.75 9.654 in 0.999 in 0.999 In a-max=beta*Xbal 10.942 In 1.132 in 1.132 in Compression in Concrete 167.406 k 17.318 k 17.318 k Sum[Steel Comp Fords] 0.000 k 0.000 k 0.000 k Total Compressive Force 167.406 k 17.318 k 17.318 k AS Max=Tot Force/Fy 2.790 in2 0.289 int 0.289 in2 Actual Tension As 0.620 OK 0.000 OK 0.000 OK Additional Deflection Calm Neutral Axis 4.925 in Mcr 26.29 k-ft Igross 9,216.00 In4 Ms:Max DL+LL 19.78 k-ft Icracked 1,948.85 in4 R1=(Ms:DL+LL)/Mcr 1.329 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 19.78 k-ft Fr=7.5*fe.5 410.792 psi R2=(Ms:DL+LL+STUMcr 1.329 Z:Cracking 78.124 krn Leff...Ms(DL+LL) 9,216.000 in4 Leff...Ms(DL+LL+ST) 9,216.000 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" actor fbr 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: Job# Dsgnr: Date: 6:3213M, 25 AUG 10 Description Scope: VerU V39*-� Concrete Rectangular& Tee Beam Design Page 1 ca .am3 e4wft Description B-10 CONCRETE BEAM General information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Span 21.00 ft fc 3,000 psi Depth 22.000 In Fy 60,000 psi Width 8.000 In Concrete Wt. 145.0 pef Seismic Zone 0 End Fbdty Pinned-Pinned Beam Weight Not Added 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 7 19.75in #1 2 7 2.25 in #1 2 7 2.25 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 0.487 k 0.375 k k 0.000 ft 21.000 ft sum Summary Beam Design OK Span=21.00ft,Width=8.00in Depth=22.00in Maximum Moment:Mu 72.73 k-ft Maximum Deflection -0.3865 In Allowable Moment:Mn*phi 97.10 k ft Maximum Shear:Vu 13.63 k Max Reaction @ Left 9.05 k Allowable Shear:Vn*phi 59.59 k Max Reaction @ Right 9.05 k Shear Stirrups... Stirrup Area @ Section 0.440 In2 Region 0.000 3.500 7.000 10.500 14.000 17.500 21.000 ft Max.Spacing 9.875 9.875 Not Req'd Not Req'd Not Req'd 9.875 9.875 In Max Vu 13.631 9.309 4.654 4.544 4.544 9.198 13.520 k Bending&Shear Force Summary Bending... Mn*Ph1 Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 97.10 kft 72.73 k-ft 54.54 k-ft 24.16 k-ft @ Left End 3.45 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 3.45 kft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.C-1 Vu,Eq.C-: Vu,Eq.C-: @ Left End 59.59 k 13.63 k 10.22 k 4.53 k @ Right End 59.59 k 13.52 k 10.14 k 4.49 k Deflection Deflections... Upward Downward DL+[Bm Wt] 0.0000 in at 0.0000 ft -0.1327 in at 10.5000ft DL+LL+[Bm Wt] 0.0000 in at 0.0000 ft -0.3865 in at 10.5000ft DL+LL+ST+[Bm Wt] 0.0000 In at 0.0000 ft -0.3865 in at 10.5000ft Reactions... [rD Left 0 Right DL+[Bm Win 5.113 k 5.113 k DL+LL+[Bm Wt] 9.051 k 9.051 k DL+LL+ST+[Bm Wt] 9.051 k 9.051 k 60 Title: Job# Dsgnr. Date: 6:32PM, 25 AUG 10 Description Scope: Row 8 ' KV-080M tip►UA* Concrete Rectangular& Tee Beam Design , Page 2 tolescs deshpLeawCaWadons Description B-10 CONCRETE BEAM Section Analysis Evaluate Moment Capacity... Center Left End R aht End X:Neutral Axis 4.150 in 1.745 in 1.745 in a=beta*Xneutral 3.527 in 1.483 in 1.483 in Compression in Concrete 71.961 k 30.258 k 30.258 k Sum[Steel comp.fords] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -72.000 k -30.213 k -30.213 k Find Max As for Ductile Failure... X-Balanced 11.689 in 1.332 in 1.3316 In Xmax=Xbal*0.75 8.767 in 0.999 in 0.999 in a-max=beta*Xbai 9.935 in 1.132 in 1.132 in Compression in Concrete 152.013 k 17.318 k 17.318 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 152.013 k 17.318 k 17.318 k AS Max=Tot Force/Fy 2.534 int 0.289 int 0.289 in2 Actual Tension As 1.200 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 6.160 in Mcr 22.09 k-ft Igross 7,098.67 in4 Ms:Max DL+LL 47.52 k-ft Icradced 2,681.97 in4 R1=(Ms:DL+LL)/Mcr 0.465 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 47.52 k-ft Fr=7.5*fe.5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 0.465 Z:Craddng 120.076 k/in I:eff...Ms(DL+LL) 3,125.788 in4 Etf.Flange Width 8.00 in I:eff...Ms(DL+LL+ST) 3,125.788 in4 ACI Factors (per ACI 31842,applied intemally to entered loads) ACI C-1&C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4 Factor r 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 S C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST*: 1.100 BEAM DESIGN B-11 L=13 LOADS ( 1 _ 25•I 3.5 + 7.25 I =621.875 plf Roof DL- ` J Roof LL= 30•C3 5 + 7.25l =746.25 plf Beam DL= 8.20.150= 166.667 plf 144 TOTAL DL= 621 + 167=788 plf TOTAL LL= 746 pif BEAM DESIGN B-12 L=13 LOADS 25•((35.25 ) =440.625 plf Roof DL= Roof LL= 30.(35.25I\ 21 _528.75 plf J Beam DL= 8.20.150 = 166.667 plf 144 TOTAL DL= 440+ 167=607 plf TOTAL LL= 528 plf d Title: Job# Dsgnr. Date: 6:32PM, 25 AUG 10 Description Scope: FWv. 59M Concrete Rectangular& Tee Beam Design , Page 1 Description B-11 CONCRETE BEAM General information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Span 13.00 ft fc 3,000 psi Depth 20.000 in Fy 60,000 psi Width 8.000 in Concrete Wt. 145.0 paf Seismic Zone 0 End Fbdty Pinned-Pinnal Beam Weight Not Added 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 6 17.75in #1 2 6 2.25 in #1 2 6 2.25 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 0.788 k 0.746 k k 0.000 ft 13.000 ft Summary Beam Design OK Span=13.00ft,Width=8.00in Depth=20.00in Maximum Moment:Mu 50.10 k-ft Maximum Deflection -0.1362 In Allowable Moment:Mn*phi 65.12 k-ft Maximum Shear:Vu 15.04 k Max Reaction @ Left 9.97 k Allowable Shear:Vn*phi 58.10 k Max Reaction @ Right 9.97 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 2.167 4.333 6.500 8.667 10.833 13.000 ft Max.Spacing 8.875 8.875 Not Req'd Not Req'd Not Req'd 8.875 8.875 In Max Vu 15.044 10.358 5.179 5.056 5.056 10.235 14.9211____j Bending&Shear Force Summary Bending... Mn*Phi Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 65.12 k-ft 50.10 k-ft 37.57 k-ft 14.98 k-ft @ Left End 3.29 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 3.29 k-ft 0.00 k-ft 0.00 k ft 0.00 k-ft Shear... Vn*Ph1 Vu,Eq.C-1 Vu,Eq.C-: Vu,Eq.C-: @ Left End 58.10 k 15.04 k 11.28 k 4.50 k @ Right End 58.10 k 14.92 k 11.19 k 4.46 k Deflection Deflections... Uoward Do_wows_ DL+[Bm Wt] 0.0000 in at 13.0000 ft -0.0304 in at 6.5000ft DL+LL+[Bm Wt] 0.0000 in at 13.0000 ft -0.1362 In at 6.5000ft DL+LL+ST+[Bm Wt] 0.0000 In at 13.0000 ft -0.1362 in at 6.5000ft Reactions... a-Left ft Right DL+[Bm Wt]] 5.122 k 5.122 k DL+LL+[Bm Wt] 9.971 k 9.971 k DL+LL+ST+[Bm Wt] 9.971 k 9.971 k Title: Job# Dsgnr. Date: 6:32PM, 25 AUG 10 Description Scope: K+ �-M VQT6",� Concrete Rectangular& Tee Beam Design beamage (*P93.2=E Cfi S0WM Description B-11 CONCRETE BEAM Section Analysis Evaluate Moment Capacity... Center Left End Riaht End X:Neutral Axis 3.040 in 1.640 in 1.640 In a=beta*Xneutral 2.584 in 1.394 In 1.394 In Compression in Concrete 52.714 It 28.438 k 28.438 k Sum[Steel comp.fords] 0.000 It 0.000 k 0.000 k Tension In Reinforcing -52.800 k -28.477 k -28.477 k Find Max As for Ductile Failure... X-Balanced 10.505 in 1.332 In 1.3316 in Xmax=Xbal*0.75 7.879 in 0.999 In 0.999 in a-max=beta*Xbal 8.929 in 1.132 in 1.132 in Compression in Concrete 136.619 k 17.318 k 17.318 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 136.619 k 17.318 k 17.318 k AS Max=Tot Force/Fy 2.277 int 0.289 in2 0.289 int Actual Tension As 0.880 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral A)as 5.090 In Mcr 18.26 k-ft igross 5,333.33 In4 Ms:Max DL+LL 32.41 k-ft Icracked 1,661.78 In4 R1 =(Ms:DL+LL)/Mcr 0.563 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 32.41 k-ft Fr=7.5*fe.5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 0.563 Z:Crac king 119.868 k/in I:eff...Ms(DL+LL) 2,318.385 In4 I:eff...Ms(DL+LL+ST) 2,318.385 in4 Eff.Flange Width 8.00 In ACI aictom (per ACI 318-02,applied internally to entered loads) ACI C-1&C-2 DL 1.400 ACI C-2 Group Factor 0.750 d 11.4 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: Job# Dsgnr: Date: 6:32PM, 25 AUG 10 Description Scope: Uwr .Ver U.ar-� Concrete Rectangular&Tee Beam Design � Page 1 t0YM3- :i C sokware �d zaw Description B-12 CONCRETE BEAM General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Span 13.00 ft fc 3,000 psi Depth 20.000 In Fy 60,000 psi Width 8.000 in Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Pinned-Pinned Beam Weight Not Added Live Load act 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 17.75in #1 2 5 2.25 In #1 2 5 2.25 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 0.607 k 0.528 k k 0.000 ft 13.000 ft Summary Beam Design OK Span=13.00ft,Width=8.001n Depth=20.00in Maximum Moment:Mu 36.91 k-ft Maximum Deflection -0.0765 in Allowable Moment:Mn*phi 46.98 k-ft Maximum Shear:Vu 11.09 k Max Reaction @ Left 7.38 k Allowable Shear:Vn*phi 58.10 k Max Reaction @ Right 7.38 k Shear Stirrups... Stirrup Area @ Section 0.440 Int Region 0.000 2.167 4.333 6.500 8.667 10.833 13.000 ft Max.Spacing 8.875 8.875 Not Req'd Not Req'd Not Req'd 8.875 8.875 In Max Vu 11.086 7.633 3.816 3.725 3.725 7.542 10.995 k Bending&Shear Force Summary Bending... Mn*PhI Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 46.98 k-ft 36.91 k-ft 27.69 k-ft 11.54 k-ft @ Left End 3.22 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 3.22 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*PhI Vu,Eq.C-1 Vu,Eq.C-: Vu,Eq.C-4- @ -:@ Left End 58.10 k 11.09 k 8.31 k 3.47 k @ Right End 58.10 k 10.99 k 8.25 k 3.44 k Deflection Deflections... owa Downward DL+[Bm Wt] 0.0000 In at 13.0000 It -0.0234 in at 6.5000ft DL+LL+[Bm Wt] 0.0000 In at 13.0000 It -0.0765 In at 6.5000ft DL+LL+ST+[Bm Wt] 0.0000 in at 13.0000 ft -0.0765 in at 6.5000ft Reactions... 0-Left 0 Right DL+[Bm Wt]] 3.945 k 3.945 k DL+LL+[Bm Wt] 7.377 k 7.377 k DL+LL+ST+[Bm Wt] 7.377 k 7.377 k Title: Job 0 Dsgnr: Date: 6:32PM, 25 AUG 10 Description Scope: Pimp 5w= be��BA• Concrete Rectangular& Tee Beam Design ��, �, (orM3-=UMr-A CEngkw tgSoftware Description B-12 CONCRETE BEAM Section Analysis Evaluate Moment Capacity... Center Left End Richt End X:Neutral Axis 2.145 in 1.515 in 1.515 In a=beta'Xneutral 1.823 In 1.288 in 1.288 in Compression in Concrete 37.194 k 26.270 k 26.270 k Sum[Steel comp.forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -37.200 k -26.169 k -26.169 k Find Max As for Ductile Failure... X-Balanced 10.505 in 1.332 in 1.3316 in Xmax=Xbal•0.75 7.879 in 0.999 in 0.999 in a-max=beta•Xbal 8.929 In 1.132 in 1.132 in Compression In Concrete 136.619 k 17.318 k 17.318 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Force 136.619 k 17.318 k 17.318 k AS Max=Tot Force/Fy 2.277 Int 0.289 int 0.289 In2 Actual Tension As 0.620 OK 0.000 OK 0.000 OK Additional Deflection Calcs Neutral Axis 4.390 in Mcr 18.26 k-ft igross 5,333.33 in4 Ms:Max DL+LL 23.98 k-ft [cracked 1,253.55 in4 R1=(Ms:DL+LL)/Mcr 0.761 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 23.98 k-ft Fr=7.5•f&.5 410.792 psi R2=(Ms:DL+LL+ST)/Mer 0.761 Z:Cracking 119.287 kfin Leff...Ms(DL+LL) 3,054.817 in4 Leff...Ms(DL+LL+ST) 3,054.817 in4 Eff.Flange Width 8.00 in ACI Factor8 (per ACI 318-02,applied intemally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.14V" or 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 GRADE BEAM DESIGN(THE WORST CONDITION) GB-1 L=10' LOADS 1 Roof DL= ZS 2 +7 I =625 plf Roof LL= 30•x36 2 J+ 7) =750 pif Tie Beam DL= L-1-2-150= 100 plf 144 Wall DL= 75-10=750 plf Floor DL= 25 I 11.67) --233.375 plf Floor SDL= 15. 18.671 = 140.025 plf 2 Floor LL= 40•I 18'671 =373.4 plf l 2 11 Grade Beam DL= 16-24-150 �•150=400 plf TOTAL DL= 625 + 100 + 750+233 + 140+400=2.248 x 103 plf TOTAL LL= 750+ 373 = 1.123 x 103 plf V Tide: Job# Dsgnr. Date: 6:33PM, 25 AUG 10 Description Scope: Flow. NM User .Ver&8A.1-Dea-M Concrete Rectangular& Tee Beam Design beam Page 1 (o)=t-2=ER�LCE software desi�ewrAv atiom Description GB-1 DESIGN(THE WORST CONDITION) General information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Span 10.00 ft rc 3,000 psi NOW Depth 24.000 In Fy 60,000 psi Width 16.000 In Concrete Wt. 145.0 pof Seismic Zone 0 End Fixity Pinned-Pinned Beam Weight Not Added 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 7 21.00in #1 2 7 3.00 in #1 2 7 3.00 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 2.250 k 1.120 k k 0.000 ft 10.000 ft Summary Beam Design OK Span=10.0011,Width=16.00in Depth=24.00in Maximum Moment:Mu 63.17 k-ft Maximum Deflection -0.0132 in Allowable Moment:Mn*phI 108.61 k-ft Maximum Shear:Vu 24.06 k Max Reaction @ Left 16.85 k Allowable Shear:Vn*phi 76.17 k Max Reaction @ Right 16.85 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 1.667 3.333 5.000 6.667 8.333 10.000 ft Max.Spacing 10.500 10.500 Not Req'd Not Req'd Not Req'd 10.500 10.500 in Max Vu 24.057 24.057 8.491 8.289 8.289 23.855 23.855 k Bending&Shear Force Summary Bending... Mn*Phi Mu,Eq.C-1 Mu,Eq.C-2 Mu,Eq.C-3 @ Center 108.61 k-ft 63.17 k-ft 47.38 k-ft 25.31 k-ft @ Left End 10.60 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Right End 10.60 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn*Phi Vu,Eq.C-1 Vu,Eq.C-: Vu,Eq.C-: @ Left End 76.17 k 24.06 k 18.04 k 9.64 k @ Right End 76.17 k 23.85 k 17.89 k 9.56 k Deflection Deflections... UpwardDownwa DL+[Bm Wt] 0.0000 in at 0.0000 ft -0.0088 in at 5.00OOft DL+LL+[Bm Wt] 0.0000 in at 0.0000 ft -0.0132 in at 5.00OOft DL+LL+ST+[Bm Wt] 0.0000 In at 0.0000 ft -0.0132 In at 5.00OOft Reactions... 9b Left Right DL+[Bm Wt]] 11.250 k 11.250 k DL+LL+[Bm Wt] 16.850 k 16.850 k DL+LL+ST+[Bm Wt] 16.850 k 16.850 k Title: Job 0 Dsgnr. Date: 6:33PM, 25 AUG 10 Description: Scope: FWW MV9f5M.1.o-2= Concrete Rectangular& Tee Beam Design Page 2 (oi2003�ca.c�sokaar® Description GBA DESIGN (THE WORST CONDITION) Section Analysis Evaluate Moment Capacity... Center Left End Richt End X:Neutral Axis 2.075 in 1.855 in 1.855 in a=beta*Xneutral 1.764 In 1.577 In 1.577 in Compression In Concrete 71.961 k 64.331 k 64.331 k Sum[Steel comp.fords] 0.000 k 0.000 k 0.000 k Tension In Reinforcing -72.000 k -64.441 k -64.441 k Find Max As for Ductile Failure... X-Balanced 12.429 in 1.776 in 1.7755 in Xmax=Xbal*0.75 9.321 in 1.332 in 1.332 in a-max=beta*Xbal 10.564 in 1.509 in 1.509 in Compression In Concrete 323.267 k 46.181 k 46.181 k Sum[Steel Comp Forces] 0.000 k 0.000 k 0.000 k Total Compressive Ford 323.267 k 46.181 k 46.181 k AS Max=Tot Force/Fy 5.388 In2 0.770 in2 0.770 in2 Actual Tension As 1.200 OK 0.000 OK 0.000 OK Additional Deflectlon Cake Neutral Axis 4.760 in Mcr 52.58 k-ft Igross 18,432.00 in4 Ms:Max DL+LL 42.12 k-ft (cracked 3,514.99 In4 R1=(Ms:DL+LL)/Mcr 1.248 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 42.12 k-ft Fr=7.5*fe.5 410.792 psi R2=(Ms:DL+LL+ST)/Mcr 1.248 Z:Cracking 135.959 Win Leff...Ms(DL+LL) 18,432.000 in4 Leff...Ms(DL+LL+ST) 18,432.000 in4 Eff.Flange Width 16.00 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 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 iv !/,64 Jessica Urizar ASDIP v 3.5 Date: 24-Aug-2010 Time: 0:44 3estsica'Urizar Project: ASDIP CONCRE'T'E OEAM DESIGN Descrip: Reference Manual Example REINFORCEMENT DESIGN: Engineer. Mr.John Doe -TRANSVERSE: SECTION GEOMETRY: Transverse Reinf.A/s (W/In/leg): 0.0067 Beam Section Type (Note 1)= 1 Stirrups # 3 c@ 8.3 in. Left Flange Width (in)= 0.0 -LONGITUDINAL: Beam Web Width (in)= 16.0 Bending Longitudinal Reinf. (int) 0.17 Right Flange Width (in)= 0.0 Bending Reinforcement Ratio Rho 0.05% Beam Total Height (in)= 24.0 Torsional Longitudinal Reinf. (W) 0.00 Flange Thickness (in)= 0.0 Use 0 Bars # 4 on each Side COMBINED FACTORED LOADS• Use 1 Bars # 6 Top or Bottom Shear Force V (kip)= 4.37 BENDING CAPACITY CHECK: Bending Moment M (k-ft)= 12.6 Minimum Bending Moment (k-ft)= 107 Torsional Moment T (k-ft)= 0.59 Allowable Bending Moment (k-ft): 433 MATERIALS: GREAT', BENDING CAPACITY IS OK! Concrete Strength fc (ksi)= 3.0 TORSION CAPACITY CHECK: Main Steel Strength fy (ksi)= 60.0 Minimum Torsional Moment (k-ft)- 7.2 Stirrups Strength fy (ksi)= 60.0 TORSION EFFECT MAY BE NEGLECTED! SHEAR CAPACITY CHECK Max. Shear/Torsion Stress (psi)= 13 Force Taken by Concrete(kip)= 32.0 Max.Allowable Stress (psi)= 466 Allowable Shear Force (kip)= 108.9 Shear/Torsion Stress Ratio = 0.03 GREAT" SHEAR CAPACITY IS OK! GREAT" BEAM DIMENSIONS ARE OK! Notes: 1.-Beam types are as follows: Type 1.- Edge or interior beams cast monolithically with slab. Type 2.- L-shaped or inverted Tee supporting beams. 2.-In beams type 1, any flange width is either. a)Total height-slab thickness, or b)4 times the slab thickness,whichever is less. 3.-All stirrups must be closed,with 135-deg hooks. Maximum spacing is ph/8, d/2, or 12". 4.-If the required number of bars do not fit in the web width, place the reinforcement in two layers. 5.-Beams type 2 must be designed also for local effects on the beam ledges. Use the CORBEL program for this. Ref: "Design of Concrete Beams for Torsion" by D. Fanella and B. Rabbat Portland Cement Association 2nd Edition, 1997 Reference Manual Example Template Jessica Urizar ASDIP v 3.5 TORSION SHEAR BENDING Bar# Area Diam. Transv. Reinf. 0.85 Phi shear 0.9 Phi bending 3 0.11 0.375 0.85 Phi torsion 344.0 bd(in 2) 0.0076 M/0bd2... 4 0.20 0.500 384 Acp(int) 37.68 Vc(kip) 0.9910 SORT( ) 5 0.31 0.625 80 Pcp(in) 108.94 Vallow(kip) 1.6873 1+... 6 0.44 0.750 7.2 oTcr/4(k-ft) 0.00 Vs(kip) 0.0076 1-... 7 0.60 0.875 28.6 oTcr(k-ft) 0.0000 Av/s(two legs) 0.0076 w 8 0.79 1.000 0.4 ds(in) 0.0004 Rho 9 1.00 1.128 260.4 Aoh (int) TRANSV. REINF. 0.0033 Rho min. 10 1.27 1.270 221.3 Ao(in2) 0.0006 A/s Total 0.067 w min. 11 1.56 1.410 0.0003 Atts(in2M/leg) 0.0133 A/s min. 106.6 M min. Long. Reinf. 0.0133 Use A/s(two legs) 0.85 Beta 0.02 Xt(in2) 16.50 s req (in) 0.0160 Rho max. X Y X2 X2Y 1.31 Xt min (in2) 66.5 ph (in) 0.3207 w max. Left 0 0 0 0 0.00 USE Xt(in2) 8.31 s max. (in) 432.7 M max. Center 16 24 256 6144 Crushing 8.31 USE s(in) 0.0005 Use Rho Right 0 0 0 0 13.3 Vu/bw... 0.11 A(in2)(two legs) 0.17 As(in2) 6144 ina 465.6 10eSQRT(f c) 0.03 Ratio REINFORCEMENT DESIGN X Y X2 X2Y 0.00 A't/4(in2) Flange 0 16 0 0 0 Bars on Sides(As>A't/4) Web 16 24 256 6144 0 Bars on Sides(s<12") 6144 ina 0.17 As total(W) 1 Bars at Top or Bottom Reference Manual Example Calculations 12ea cl= oAad 71 �G 26/08/2010 VVIND05 A-13 Detailed Wind Load Design (Method 2) per ASCE 7-05 Analysis by: Company Name: Description: PRESSURE WINDOW AND DOOR sere n at OW Structure Type Building Importance Factor 1 Basic Wind Speed M 146 mph Humcene Prone Region(v>900 mph) Struc Category(I, 11, III,or 1 II Table 6-2 Values Exposure(B,C,or D) C Alpha= 9.500 Struc Nat Frequency(n1) 1 Hz z 1 900.000 Slope of Roof 3.5 :12 Slope of Roof(Theta) 16.3 Deg Type of Roof Hipped Kd Directonal' Factor 1 Eave Height(Eht) 12.58 ft Ridge Height(RHt) 19.33 ft Mean Roof Height(Ht) 16.00 ft Width Perp.To Wind Dir 85.50 ft At= 0.105 dth Paral.To Wind Dir 62.50 Ift Bt= 1.000 Bm= 0.650 "10 ,14 PaRieters Cc= 0.200 lype of Structure 1= 500.00 ft Height/Least Horizontal Dim 0.26 Epsilon = 0.200 Flexible Structure No Zmin= 15.00 ft t3uat FactorCaftotyl.,7ftfdli Gust1 For r1gId structures(Nat Freq> 1 Hz)use 0.85 0.85 �j qw,"Factor Pat" ll gld S dW eas r'y Zm lZmIn 15.00 ft Izm Cc*(33/z)^0.167 0.2281 Lzm 1*(zm/33)^Epsilon 427.06 ft Q (1/1+0.63*((B+Ht)/Lzm)"0.63))"0.5 0.8927 Gust2 0.925* 1+1.7*lzm*3.4*Q/1+1.7*3.4*lzm 0.8686 Faatc►r G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.85 Fla 6-5 Internal Pressure Coefficients for Bulldinas, Gcal Condition Gc I Max+ Max- Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildin s 1 0.18 1.18 26/08/2010 WIND05 A-13 Detailed Wind Load Design (Method 2) per ASCE 7-05 6.5.12.2.1 Desian Wind Pressure-Buildings of All Heiahts Elev Kz KA qz Pressure P 2 Windward Wall* Leeward Wall Total Shear Moment 0 Ib/ftA2 +GCpl -GCpi +GCpi I -GCpi +/-Gcpi (Kip) (Kip-ft) 19.33 0.90 1.00 48.86 24.77 41.68 -28.41 1 -11.50 53.18 15.14 25.21 16 0.86 1.00 46.96 23.48 40.38t-28.41 -28.41 -11.50 51.89 19.58 52.64 15 0.85 1.00 46.32 23.05 39.95 -11.50 --6f-.461 85.57 851.05 Note: 1)Positive forces act toward the face and Negative forces act away from the face. Figure 6-6 -External Pressure Coefficients, CD Loads on Main Wind-Force Resisting Systems(Method 2) Theta B h z I 14 174 4 147- L I L v �► 17,6- ia!77 Yalue units Kh 2.01*(Ht/z "(2/AI ha 0.86 Kht Topographic factor(Fig 6-4 1.00 Qh .00256* "2*1*Kh*Kht*Kd 46.96 Psf Khoc Comp&Clad:Table 6-3 Case 1 0.86 Qhcc .00256*V"2*1*Khcc*Kht*Kd 46.96 psf n Wat Pressure Coefficients,C ; Surface C Windward Wall See Figure 6.5.12.2.1 for Pressures 0.8 ftorsf Pressure ciehts ' '' Roof Areas .ft. _ Reduction Factor 1 1.00 (�S 26/08/2010 WIND05 A-13 Detailed Wind Load Design Method 2 r ASCE 7-05 waf'f ridrrni�t td�85.6 Pace . ns mey.be Mq'd forafher,wind dfrecSons Leeward Walls(Wind Dir Normal to 85.5 it wall) -0.50 -28.41 -11.50 Leeward Walls(Wind Dir Normal to 62.5 ft wall) -0.43 -25.47 -8.57 Side Walls -0.70 -36.39 -19.49 Roof-Wind Normatto Ridge., to>=16)-for WInCf Normal to 85.5 ft face Windward-Min Cp -0.45 -26.50 -9.60 Windward-Max Cp 0.05 -6.55 10.35 Leeward Normal to Ridge -0.53 -29.45 -12.54 Overhang Top(Windward) -0.45 -18.05 -18.05 Overhang Top(Leeward) -0.53 -20.99 -20.99 Overhang Bottom(Applicable on Windward on 0.80 31.50 31.50 Roof- d-Paraffel to Ridge All Theta :=for Wind Normal to 62.5 ft face Dist from Windward Edge:0 ft to 32 ft-Max Cp -0.18 -15.64 1.27 Dist from Windward Edge:0 ft to 8 ft-Min Cp -0.90 -44.37 -27.47 Dist from Windward Edge:8 It to 16 ft-Min Cp -0.90 -44.37 -27.47 Dist from Windward Edge: 16 ft to 32 ft-Min Cp -0.50 -28.41 -11.50 Dist from Windward Edge:>32 ft -0.30 -20.43 -3.52 *Horizontal distance from windward edge 26/08/2010 WIND05 A-13 Detailed Wind Load Design (Method 2) per ASCE 7-05 Fissure 6-11 -External Pressure Coefficients, GCD Loads on Components and Cladding for Buildings w/Ht<=60 ft 1 IS Ht ' 4 4 1 5� a a a'-------� - a a Hipped Roof 7<Theta<=27 a= 6.25 =_> 6.25 ft Double Click on any data entry line to receive a help Screen Component Width span Area Zone GC Wind Press Ib/f A (ft) (ft) (ft"2) Max Min Max Min /D 10.00 4 1.00 -1.10 55.41 -60.10 /D 10.00 5 1.00 -1.40 55.41 -74.19 Component 12.00 4 0.99 -1.09 54.75 -59.45 W/D 12.00 5 0.99 -1.37 54.75 -72.88 /D 15.00 4 0.97 -1.07 53.95 -58.64 /D 15.00 5 0.97 -1.34 53.95 -71.27 /D 20.00 4 0.95 -1.05 52.91 -57.61 /D 20.00 5 0.95 1 -1.29 52.91 -69.20 /D 25.00 4 0.93 -1.03 52.11 -56.80 /D 25.00 5 0.93 -1.26 52.11 -67.59 /D 40.00 4 0.89 -0.99 50.42 -55.11 /D 40.00 5 0.89 -1.19 50.42 -64.21 /D 118.00 4 0.81 -0.91 46.52 -51.22 /D 118.00 5 0.81 1 -1.02 46.52 -56.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Note:*Enter Zone 1 through 5,or 1 H through 3H for overhangs. Cod -SEP 80 0 010 7 By N Mi. M MIAMI-DADS COUNTY,FLORIDA METRO-DARE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130.1563 (305)375-2901 FAX(305)372-6339 NOTICE OF ACCEPTANCENOA) www.miamidade.eov/buildingcode Nu-Vue Industries,Inc. 1053-1059 East 29 Street Hialeah,Florida 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.BCPRC reserves the right to revoke this acceptance, if it is determined by Miami-Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION:Series NVTA,NVTAS,NVBH,NVUH,NVRT and NVTH Wood Connectors. APPROVAL DOCUMENT:Drawing No.NU-2,sheets 1 through 4,titled"NVTA and NVTAS,NVBH 24 and NVUH,NVRT and NVTH",dated 02/13/03,with last revision on 07/19/06,prepared by Nu-Vue Industries,Inc.,signed and sealed by Vipin N.Tolat,P.E.,bearing theMiami-Dade County Product Control revision stamp with the Notice of Acceptance(NOA)number and expiration date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING:None LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date 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#05-0701.04 and nsists of this page 1 and evidence pages E 1 and E2,as well as approval document mentioned above. duardo ORA The submitted documentation was reviewed by o la►r►i, Florida 317' NOA No:0&0326.11 U113@#53593 Exp' tion Date: August 21,2013 pproval Date:May 22,2008 Page 1 � 00/4 Nu-Vue Industries.Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBhHTTED A. DRAWINGS 1. Drawing No.NU 2,sheets 1 through 4,titled"NVTA and NVTAS,NVBH 24 and NVUH,NVRT and NVTH",dated 02/13/03 with last revision on 07/19/06,prepared by Nu Vue Industries,Inc.,signed and sealed by Vipin N.Tolat,P.E. "Submitted under NOA No.050701.04" B. TEST Test reports on wood connectors per ASTM D 1761 by Product Testing,Inc.,signed and sealed by C.R Caudel,P.E.and S.E.Black,P.E. Reuort No. Wood Connector Direction Date 1. PT 02-4073 NVTA Upward 11/06!02 2. PT 02-4075 NVTA Upward 11/07/02 3. PT 02-4074 NVTA Upward 11/06/02 4. PT 02-3938 NVTA Upward 08/06/02 5. PT 03-4177 NVRT36 Upward 02/03/03 6. PT 03-4202 NVRT36-T Upward 02/19/03 7. PT 03-4271 NVRT36-T Upward 03/27/03 & PT 03-4270 NVRT24-T Upward 03/27/03 9. PT 02-4095 NVUH26 Up&Downward 01/17/03 10. PT 02-4096 NVBH24 Up&Downward 12/03/02 11. 31-22456.0002 NVTA&NVTAS Lateral 07/06/02 12. PT 04-4698 NVTH24 Upward ParalleUPerpendicular 04/15/04 13. PT 04-5036. NVTH24 Upward Load 12/10/04 C. CALCULATIONS Report of Design Capacities prepared by V.N.Tolat,P.E. Product Model No.of Pages Date Signator e 1. NVBM24 7 through 8 05/05/03 V.N.Tola� P.E 2. NVRT 9 through 14 05/05/03 V.N.Tolat,P.E. 3. NVTA&NVTAS 1 through 6 05/05/03 V.N.Tolat,P.E. 4. NVTA&NVTAS 1 through 14 02/06/03 V.N.Tolat,P.E. 5. NVRT 15 through 15 07/07/03 V.N.Tolat,P.E. "Submdlued under NOA No. 041202.01" D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office(BCCO). 4t S v8 arlos M.Vitfers,P.E. Product Control Examiner NOA No:08-0326.11 Expiration Date: August 21,2013 Approval Date:May 22,2008 E-1 Nu-Vue Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBIVIITTED EMATERIAL CERTIFICATIONS E. STATEMENTS I. No Financial Interest and code compliance letter issued by Vipin N.Tolat,P.E.,on 03/26/03 signed and sealed by V.N.Tolat,P.E. "Submided under NOA No. 04-1202.01" 2. Letter to Nu-Vue Industries issued by Building Code Compliance Office on 08/10/04 and signed by C.F.Font,P.E. "Submitted under NOA No.04-1202.01" G. OTHER 1. Notice of Acceptance No.08-0326.11,issued to Nu-Vue Industries,Inc.,approved on 09/14/06 and expiring on 08/21/08. � lig Carlos M.Utrera,P.E. Product Control Examiner NOA No:08-0326.11 Expiration Date: August 21,2013 Approval Date:May 22,2008 E-2 TABLE 1 TABLE 2 Truss Anchors NVTA and Riveted Truss Anchors with Seat WAS Truss Anchors NVTA and Riveted Truss Anchors with Seat WAS H Maximum Allowable Load Ibe H Product Maximum Abowobie Load Obs) Length Product Gauge Gorge No. of Len th Gauge Gauge No. of Code seat strap Fasteners UpINt Uplift L1 Shlgle L2 Ingle (M� �e seat strap Fasteners Uplift Uplift Lt Single L2 Singl each strap Single Stme,& Double& Doubi each strop Single & Double& Double 18 NViA-18 NYfAS 212 20 14 10d Shap NVIA Straps Straps 16 NVfA-18 NYTAS 212 20 14 10d x 1.5" Strop N s Straps Strops 18 NVTA-18 NVTAS 214 20 14 5 757 1514 250 500 18 NVTA-18 NVTAS 214 20 14 5 1032 2236 250 500 8 805 1610 250 500 6 1127 2254 365 365 20 NVTA-20 NVTAS 216 20 14 20 NVTA-20 NVTAS 218 20 14 7 884 1709 250 500 7 1138 2272 520 830 22 NVTA-22 NVTAS 218 20 14 8 802 *1804 250 500 22 NVTA-22 NVTAS 218 20 14 8 1144 *2280 520 630 24 NVTA-24 NVTAS 220 20 14 9 951 *1902 250 500 24 NVTA-24 WAS 220 20 14 9 1153 *2306 520 630 26 NVTA-28 NVTAS 222 20 14 10 999 *1998 250 500 a WA-26 WAS 222 20 14 10 1181 *2322 520 6n 11 1048 *2086 25D 500 11 1170 *2340 520 830 28 NVTA-28 WAS 224 20 14 12 1096 *2192 250 500 28 NVTA-28 NVTAS 224 20 14 12 1178 *2356 520 830 30 NVTA-30 NVTAS 228 20 14 13 1145 *2290 280 500 30 NVTA-30 NVTAS 226 20 14 13 1187 *2374 520 630 36 NVTA-36 NVTAS 232 20 14 14 1193 *2290 250 500 36 NWA-36 NVTAS 232 20 14 *Nate: For 8 or more nolls doubt buss for double strapsr strap. use doubt 48 NVTA-48 WAS 244 20 14 For 8 or more rebs per strap. use 48 NVTA-48 NYTAS 244 20 14 double terse for double*traps. IlW9n1P1iCi P dkalar -iiw&sMlriW t erg N .Qty. • eon'+'/� � ■ General Notes 1.Steel shall conform to ASTM AN&structural grade 33(Min.yield 33 lad)and �• a 1 ' a minimum gdvwfted coating of 0 60 per ASTM A828. 1 � 2.Allowable loads aro based on National Dosing apeQifleaNaear(NDS)for wood Reinforcements%*&*d 21. a ow,structicn.2001 EdWan and FtwWo Building Code 2004. H 3 foods are for southern Pine spades with a speolfio gravity of 0.55. 4. a 2j" Allowable loads for other specks*trot be adjusted acaordingiy: wo �IL v— 4.Nall values aro based an NDS table i/P,00.66 for common wire nark and Parallel U or Ti ete m Bean have been reduced for Penetration CD or Tie Bean formed Depth tactor WAS 1" to wap With concrete filled a Holes Ota. 5.Allowable loads for wind uplift have already been increased by a duration • wlfatleFbeld■ factoroFL N. TOLAT. PE (CIVIL)f 1 snobs naps. 33%steel*tress increase k not used in the 1• B■�6 NVTA, WAS tabulated Aaeepf■reeNo 7 FL REG. #12847 6.Allowable leads for more Unao ane direction for o single connection carrot be 15123 LANTERN CREEK LANE added together.A design lood which am be divided into components in the HOUSTON. TX 77058 direction gluon must be evaluated as Bows `, +Je t+ c-1.0 U— V u e Industries. Ino 7.Allowable loads are based an 1r thick wood members union otherwise noted 1053-1059 East 29 Street Hialeah.Florida 33013 8.Ali tic beame and granted oaoarots maanry shat comply with dwptars 19 0 H �o� PHONE (305)694-0397 and 21 of 2004 FBC Concrete far Ue beame and grout and mortar for concrete s FAX (305)694-0388 � olap be a min.of 2800 psi.Cwavte masonry shill com ply with ASTM 4' '� NVTA AND WAS TRUSS ANCHORS 9.All tests have bean conducted in accordance with A N D-1761. EMBDWG Sheet Date: Revisions:�1t1.� NVTA 1• Jam 10.2006 NU— 1 of 4 cm is 2003 My to 2008 TABLE 5 TABLE 6 NVRT Flat and Twisted Rafter Ties NVRT Twisted Rafter Ties to Concrete Tie Beams or Concrete Filled Masonry Length Product Gouge a 16d Fasteners Maximum Uplift Load (lbs) Length Product No. of 16d nails No. of :" diameter Maximum Uplift (in) Code TOTAL n L Flat Ties Twisted Ties (i) Code Gauge to Wood Framing Topcons to Concrete Load (lbs) 12 NVRT-12 14 8 4 725 724 12 NVRT-12 14 4 6 722 16 NVRT-16 14 10 5 861 860 16 NVRT-16 14 5 7 856 12 6 998 996 1 6 8 991 18 NVRT--18 14 14 7 1135 1132 18 NVRT-18 14 7 g 1125 20 NVRT-20 14 20 NVRT-20 14 ILJL M D N 22 NVRT-22 14 22 NVRT 22 14 No .0 24 Near-24 14 24 WRT-24 14 H �D 1° 3 o0 NVRT-30 14 30 NVRT-30 14 1 D o 36 NVRT-36 14 36 NVRT-36 14 Ilrhis a 1 " o 48 NVRT-48 14 48 NVRT-48 14 NVRT Anchor Notaue Notes: 61+Wre Holes dla. I. Specify"F" for Flat and "1' for Twisted when at do 9. i. ITif topcons shall be embedded a minimum of 14• into conaste 2. Fastener values aro based on a mininhum 1a"thick wood membem tlebeam or ttebeam fanned with concrete flied masonry. ITW topaons shop Use not thave a min. edge distance of 21"and minimum spacing of 11"as shown hales 3 e Indlootes no.of naps in each connected wood member. 4. See Qenernl Notes,sheet 1. 2 See General Notes,sheet 1. 16d UPLIFT 3. j tapaons must be In the same raw rs. w space at IS*on cente ` Do not use holes in the opposite row. Strap must be long enough to accommodate required topkons. o rTapcone �. 0 1. `ai%}: /tel o tENOTW I na FL N. TOLAT,125 PE (CIVIL) Note#3 o 'I FL REG. 12847 11$' k »; ;•'• 18123 LANTERN CREEK LANE y.• HOUSTON, TX 77068 LF Co wed C m `.1� , N u r Vu e Industries. Inky to trues I to Wrap 1083-1059 East 29 Street Y� Welsch, Marldc 33013 21"Mtn. edge distance 305)894-0397 FAX (305) 694-0398 ��. LENG I Retnfar,.ement reutrod e7 NVRT FLAT AND TWISTED RAFTER TIES Tie Bearn famed with DWG Sheet Dote Revisions: 16.2 concrete flied masonry cr JuneJan.15 2006 concrete tie beam NU-2 3 of 4 FEL 13.2003 Judy 19.2006 TABLE 1 Truss Anchors NVTH ,max '�. H �� Product Gouge Gauge Maximum Uplift Loads (lbs) Tana Nate requhed 9U'► a g 9 0. of Fastener to (�) Code seat atrdp in each Strop Single Strap Double Straps 10d x 1.5" on on ReInfaoements 12 NVTH-16 18 14 Single Truss Double Truss ReWired rot azar.r H 14 NVTH-18 18 14 5 1032 2064 6 1222 2444 16 NVTH-20 18 14 7 1275 2580 MIN01*0,Truss 18NVTH-22 18 14 8 1329 2699 NVTH 1yj• Corlaete Tfe Beam 9 1383 2786 or Tie Beam formed With canaete Mad 20 NVIH-24 18 14 masonrY 10 1437 2874 22 NVTH-26 18 14 11 1490 2980 24 NVTH-28 18 t4 12 1S44 3088 13 1598 3196 26 NVTH-30 18 14 Trues plate required to transfer toad to\ bottom.chord 32 NVTN-36 18 14 'lr i' tea. ll RoMforcernents 44 NVTH-48 18 14 Requtred r ek oFront&Sado 0 J,� Shap be off centered s x ' 11" N TOLAT, PE (ML) Hofea die:j Double� Conere4e�Tpe Beam FL. REG: 12547 0 Double Truss or Tfe Beam formed 5 Naps in Front (Mb.) 18185 LAIr CREEK L,� with aonaete filled Napa 10d x 1.8• HOUSTON. T% 77068 _ masonry NVTH N u—Vu a Inattetries, . :� >rlow—low Rat 8s Street nee e,rlo ► M� alefth. IHlf13=3M*% @s3 �6 Fas: (SOS) W4-0998 Z1 N"H MCHORS a D1/G /: Sheet Date: Revi dons: NU-2 4 of 4 .zuY le,aooa. TABLE 3 NVUH 26 ,lol?ABS HANGER NVBH 24 BUTTERFLY HANGER FASTENER ALLOWABLE FASTENER WALLOWABLE LOADS Qbe.) SCHEDULE LOADS(91s.) k{ Q � p� ZS mm WIND _ FT 4i3 GRA LOADS $ GRA WLOADS LOAD x SSS ,2,1 NVBH2 18 12 1 8 1113 24NVUH28 14 20 10 1 2233 1213 Notem Notes: 1. Use oil gmctfled fasteners in admiuie to achieve values 1. Use all bdkxrte& fndkated.specified fasteners in schedule to achieve values 2. Values are bated an T header and Joist thickness. 2.Vahres are heed an 3'header thickness and 1}'Joist thlal:ness. 3. See General Notes, Shoot 1. 3.See General Notes. Sheet 1. PA88IiL'f �fbdb SYMM.® Mid Span ftyYi1 I SYMM.® Mid Span 2r UPLIFT talr� o 0 • V p PDOVwMjWAARD Vo 006 ir Ar VIPIN N. TOLAT, PE (CIVIL) ;;- 15123 obDOWNWARD LOAD FL' REG. 111 12847 OAD LANTERN CREEK LANE AodsetOotbd ° • ° • HOUSTON, TX 77068 • • o ° 2r N u—Vu e Industries, Ina • • ,a�1e 059 Fla�rida�33015 Street iE: (305)694-0397 FAX (308) 894-0398 1r 2 *-7 NVBH 24 AND NVUH 26 HANGERS DWG & Sheet: Date: Revislons:ad7,2o03 Jwro 18,2008 NU-2 2 of 4 FEB.ts,2ow Jen.1%2006 July 19,2W6 M IA M MDAI h1109-DADS COUNTY,FLORIDA _ METRO-DADS FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIMION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)375-2908 NOTICE OF ACCEPTANCE(NOA) www.�ia�iaaaeg°on�nildln «,de United Steel Products Company. 14305 Southeross;Drive#200 Burnsville,MN SM 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 AHI(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assunmce purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHI may immediately revoke,modify,or suspend the use of such product or material within their jurisdiction.BCPRC reserves the right to revoke this acceptance,if it is determined by Miami Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code including the High velocity Hurricane Zone. DESCRIPTION:Joist Hangers N5 Series and Framing Angles JA/NIP Series APPROVAL DOCUMENT:Drawing No.JUS/JAW,sheet 1 of 1,dated 02/15/07 with no revisions,prepared by United Steel Products Company signed and sealed by Robert W.Lutz,P.E.,bearing the Miami-Dade County Product Control Renewal stamp with the Notice of Acceptance number and Expiration date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: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 or MDCPCA",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 ' able or' 'on at thy, j'ob site at the request of the Building Official. This NOA * fisting of this page 1,evidence page E-1&approval document mentioned above. q 0100®W 128 Ave The submitted d tdd*Mowed by Carlos M.Utrera,P.E. NOA No:07.0419.01 m Expiration Date: July 09,2012 Approval Date: July 19,2W7 T Page 1 United Steel Products Company. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS 1. Drawing No.JUS/JAIMP,sheet 1 of 1,dated 02/15/07 with no revisions,prepared by United Steel Products Company signed and sealed by Robert W.Lutz,P.E. B TEST 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 Direction Date 1. 06-6119 JUS26-2 Upward&Down 12/13/06 2. 06-6120 JUS28 2 Upward&Dow 12/08/06 3. 06-6121 JUS210-2 Upward&Dow 12/20/06 4. 07-6164 JA3 Fl,F2 and F3 02/01/07 S. 07-6165 JAS Fl,F2 and F3 02/02/07 6. 07-6166 MPA1 Fl,F2 and F3 02/22/07 7. 07-6167 MP34 Fl,F2 and F3 02/2.007 C CALCULATIONS 1 JUS/JA/MP Series Calculations prepared by United Steel Products Company,signed and sealed by Robert W.Lutz,P.E. D STATEMENTS 1. No Financial Interest letter issued by United Steel Products Company,dated 04AW07 signed by Robert W.Lutz,P.E.and notarized by Loretta A.Parker. 2. Code Compliance letter issued by United Steel Products Company,dated 04/04/07,signed and sealed by Robert W.Lutz,P.E. 3. NOA Renewal Request letter issued by United Steel Products Company,dated 04/04/07,signed by Robert W.Lutz,P.E. 4. Code Compliance letters issued by Product Testing,Inc.,singed and sealed by C.R.Caudel,P.E. ZL 1090�1 )tarlos x Utrera,P.E. Product Control Examiner NOA No 07-0419.01 Expiration Date: July 09,20U Approval Date: July 19,2007 E-1 JUS JOIST HANGER PRODUCT DIMENSION FASTENERS ALLOWABLE LOADS (LBS) CODE GAUGE DOWN UPLIFT (160%) 0 W H D A HEADER JDIST op JUS26-2 18 3 1/8 5 1/4 2 1 JUS28-2 18 3 1/8 7 1/4 2 1 JUS210- 18 3 1/8 9 1/4 2 1 (6) 16d Imn t605 JUS46 I 18 3 5/8 5 2 1 IC4 md (4) 16d 11185 1040 N JUS48 18 3 5/8 7 2 1 (4) 16d 1480 1290 TYPICAL JUS INSTALLATION • JUS410 18 3 5/8 9 2 1 (6) 16d 2070 1605 JUS26-3 18 4 5/8 4 1/2 2 i (4).16d 1185 1040 JUS28-3 18 4 5/8 6 1/2 2 1 (4) 16d 1480 1290 JUS210- 18 4 5/8 IS 1/2 2 1 C6) 1id 2070 1605 L F header thk chess shell be 2 Vches for 16d na0s. JUS 2. Specified ,joist nags shall be k�stalled at 30-40 degrees horbeontatly such that they penetrate through the end of the Joist and Into the header. • MP & JA FRAMING ANGLE CONNECTORS ° DIMENSION FASTENERS F1 (LBS) F2 (LBS) F3 (LBS) PRODUCT • • o • ° GAUGE • ° o o N CODE H D A HEADER JOIST 100% 160% 100% 160% 100% 160% D&L WIND D&L WIND D&L WIND • o JA3 14 3 2 1/22 1/ (4) 16d (4) 10d x 1 1/2 466 466 608 716 171 171 JAS 14 5 2 1/22 1/ � m MP34 18 2 13/1611 3/81 3/8 ' r MPA1 18 4 1/2 1 3/8 3/ 653" L M Wmm header thkkness shall be 2 taches for 16d nails, and 1 1/2 taches for all others specified. FI 2. Load values are for frarft angles Installed sbagty, wwi may be doubled If brstalled In Pairs. 3. The Joist shall be a mWnuM of 1 1/2 kwhes thick. @)cannot be used in this directlon for rind uplift. ref+ F3C 2321.7- nhinun uplift = 7001bs. Fes\ TYPICAL MP INSTALLATION UNITED STEEL PRODUCTS COMPANY P8 JA INSTALLATION SIMILAR. l4=58W^8U%2p„ MNW= PH(00 WHM. i4ODUCT R M%V.VED NAMES GENERAL NOTESr ascol"p4�:OgunItWWI" FACE MOUNT JDIST HANGER UdivS AND FRAMING ANGLE L STEEL SHALL C rALVA!TO ASTM A653,SiR1�TlAtAL Aran[33 alIIla P.f+7PC•'B:iCis� •�� AND A MWI!#nt GAL.VANaET COA'T86i OF G-90. s DATE &FASTERHERS ARE COMPM WIRE NAILS UNLESS OTHERWISE NOTED. H:4m 2/15/07 ROBERT W. LUTZ a ALIXWAXE UPLIFT LOADS HAVE BEEN DCREAS0 BE A SHORT TERN `� PROFESSIONAL ENGINEER (STRUCTURAL) DURATION FACTOR OF 60 WIND LOAD CONVITD�I 4.No ALLOWABLE DOWN�au� BY��ACTM 41i's � FLDRIDA LICENSE. N0. 55409 S.LADLE L ARE BASED ON THE NATI�NL DESICi� '/ SHEET TmN FOR W= Lia EMT FOR 1 OF 1 DRAWING # : JUS/JA K. 3N A WITH ASTM M76L MP M11.: MIAMI DADE COUNTY,FLORIDA • METRO-DARE 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.miamidadeggov/buildinecode No-Vue Industries,Inc. 1055 East 291°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 AHD(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 Cade,including the High Velocity Hurricane Zone. DESCRIPTION:Series AB,NVSTA,NVHTA,NVTHJ,W.,,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 manufacture'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 submV&*pftAA*qUQZwPJW by Carlos M.Utrera,P.E. 18930 SW 128 Ave Miami Florid 177 NOA No.013-0325.02 wM �� a Expiration Date: May 22,2013 t Approval Date: June 5,2008 Page 1 aPOP Nu-Vue Industries.Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBNHTTED 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 Fl and F2 06/03/05 2. 05-5196A AB-7 F1 and F2 06/11/05 3. 04-4995 NVTHJ 26 Upward 01/31/05 4. 04-4996 NVTEU-28 Upward 01/31/05 S. 05-5612 IKE-1 Upward,Ll and L2 03!20/06 6. 06-5622 IKE-2 Upward,L1 and L2 05/01/06 7. 04-4908 NVTT Upward and Ll 07/21/04 8. 03-4631 NVTT Upward and Ll 06/21/04 9. 08-6711 NVHC-37 Upward,Ll and L2 03/14108 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. Ca os Utrera,P.E. Product Control Examiner NOA No.08-0325.02 Expiration Date: May 22,2013 Approval Date: June 5,2008 E-1 . I 18 Gauge Angle Clips. (il3NISRAL Nt71ES: 1.Sted shallconform to ASTM A653,struchaal grade 33(Mm.yield 33 kat?aml a s galvanized coating of a 60 per ASTM A525. Wy vra �F1 2.Allowable loads are based on National Desing spea6cabs(1�)fmwood emoft tion, 2001/200513ditiam • I 3.Design loads are for Soudhan Pine species with a specificgnMW ofO.55.Allowable loads for • • other species shell be adjusted ugly. • L L 4.Common wire nail values are based an NDS table 11P,0-0.55 and have been reduced for Penetration Depth Sam P/101). 5.Allowable loads for wind uplift have already been imxeasadby a dutudon ftfor of60%fa anchornail. Load values shown are wither 33%sW sprees ice. 6.Allowable loads for more than a single a mmection eammot beadded u gem. Adesigaloa l AB-7 A$-5 Typicid jngtA lgtk n which is divided into components in tum direction given must be evaluated as follows: AcrinilJb;ft+ + LZ--�1.0 AllowableUpM AlloviableLl Allowablol2 7.Allowable loads am based an 132"thick wood members unless othetwisenated. &All tie beams and grouted concrete masonry shall comply with cd 21 ofFBC.Concaelo for tie beams and grout and mortar for concrete masom y shall be anfinhamn of 25W psL Concrete Product Dimensions(mches) Fastener ScheLle Alowable Loads Obs) masonry shall comply with ASTM C90. Code Wl W2 I L Healer Jest F1 F2 9.All tests have been conducted in accordancewiih ASTM D-1761. ABS 132 21(6 5 3-10dxl32" 3-10dxl32" 511 595 Ali7 132 21/(6 7 4-lOdx132" 4-10dx132" 582 794 r�rrcraavtau �4�Pm11aa•41hm!•lMib Now Nail wide angle leg to Joist and Shorwl%to H w VIPIN N. TOLAT. PE(CIVIL) FL REO. # 12847 Nu—Vue w--w-,h•• 15123 LANTERN CREEK LANE 1033-10591?a�293on HOUSTON, TX 77068 H61aah,Fiod&33013 (305)694-0397 F=(305)694-0398 / TRUSS AND UP PLATE ANDS i�k312• og Dam NU-1 1 of 4 2,� Deep Seat Truss Anchor..They are designed to resist lateral and uplift formes. Holden Double Strap Riveted Truss Anchor..They arse designed of 14 gunge shat The strap is made of 14 gauge steal and the seats of 2O gauge steel. plates to resist lateral and uplift forces. The seats are mate of 2O gauge sleet. UPLIFT UPLIFT f raft dord Ll Assembly Damen TotelNM Told NO.of Dbmndm Total No, Tabd KO.of Allow"Leads(ft) H of Fasteams Festa in Allow"I mds(!s) Prod= H ofFestmers Fad ht Code ( ) in strap 20 t3A.Seat Code Offiches) in two Snaps 20 GA.Seat 6 5 6 6 10daIK" 10da1%" UPHR Ll 12 lode " 10da W UTA UpliB Ll 12 NV3TA12 12 5 6 1046 700 1049 NVEL412 12 10 6 1306 1766 1050 1450 6 6 1141 760 1144 12 6 1695 1987 1181 1631 NVSTAI6 16 7 6 1236 823 1239 NVBTAI6 16 14 6 1883 2208 1312 1812 NV3TA20 20 8 6 1331 887 1335 NVHTA20 20 16 6 2071 2429 1444 1994 NVSTA22 22 9 6 1426 950 1430 NYHTA22 22 IS 6 2259 260 1575 2175 Notes: PRODZTcraevlgW NVSTA24 24 1.Nails am aecesmy in snaps and seat to aehies%deem 000�yttL-fttlteHwft NVHTA24 24 2. See rte 6,sly 1 ft oombinad load nl. AoapleoslQo 3.Nails thtrngh chards"notfaaoe tbetcoss pietas. 4. Forgeawal notes,sea sisal 1. S.Farhigherloeds, eshallbo3000psi 6. Based an main.2500 psi oomxote. MPIN N.FL REG. #247 174E (GV�L) Nu—V le Tea 15123 LANTERN CREEK LANE l� 1053-1059 Had 29Sneet HOUSTON. TX 77068 1Beleeh.Flodda33013 M6944397 Far(305)694-0398 TRUSS AND TOP PLATE ANCHORS OdDWOSheek Date I Roves: 3 D NU-1 2 of4 2,008 • 12 Gauge NVTHJ Truss Hip&Jack Hanger nG Stud Plate Ties ` UPLIFT H LZ� a Left ® e 111911 e •• p� a— .rte —a �, TV. • • Typ • • • H Jack H • leader2-2X 2x .• •° TYPICAL pmt • INSTALATION GM-1 IKE-2 NVTHJ-26 as shown NVTHJ-28 alndlar U.S.Patent No.4,86453 Alowable Loads(lbs)S.Pica Nail Schedule Product D (ions) Fashmets Allowable Loads 0W) Clod d LDoad N� MpNO10d JackNai110d Co& W 11 L Stud Plato upm Ll 12 (e a b total a d I total N1►TEMG 1478 16 4 1 3 1 7 23 3 0331 1% 5 33A 6-10d 4-10d 787 337 337 NVTEM 1931 20 S 4 9 2 3 S DM 2 1% 6% 3% 6.10d 7-10d 932 451 318 Now For I. mks 10dalK"nails can be used UPLIFT 1W WIN N. TOLAT, PE (CIVIL) FL REG $ +2847 Nu—Vue ,in 15123 1053-10S9 Ead 29 Swed v •m HOUSTON, 'X 77068 E Himleeh,Mmida 33013 M 694-0397 nn •• NVTHJ-28 as shown abFied� ( 40398 m ° ° •.m e D Fax 69 • �4• •m NVTHJ46 sltrdlar 1To �It rTRUSS AND TOP PLATE ANCHORS • DwCi I�Dez 3Feb 18, NU-1 3 of4 2008 18 Game NVTT Sanibel Trans Strap 18 Game NVHC 37 SWAY Grip Clips(520) Ptadue< Dhandons On*=) Fasters Schedule Allowable Loads(lbs) calle W B H L42-10dd%' Top Pl" Uplift LL Nail!Idie a Allewabie besigo Loads(Fra) Head Joist NVTT 1 1� 1% 14 13 6.10d .-- 96B 543 PtoduotCoda orPlate orSted UPS L1 L2 NVTT--2 1� 11 14 13 -- 1584 465 NVHC37 SWay Clip 1�Od M1� 702 360 637 qmw 11-110ds%"nail is plaoW an each d e ofdw Truss and 3-10deeils in each log are phiOodin t"top 2. 3 Y4"dim•x I%*lm&1YO ambohnottapoons mpleoedineaehleg and into*9 Wow oonoxde mmoney.MaWt&Zj"a fte di ftw ftemtop oftho Muck and spaebtgof3" � s° baweattthetepoans. Iy/e" UPLIFT f> T 1 . La 12 JA UPLIFT 4• Naffhak NeII1t�e Na![h* �s� W No �meplste" • VIPIN N. TOLAT, PE (qVp) Nu— ue .T.. 1*9 15123 LANTERN 1�g1EEK LAN 1\ 1033-1059 Best 29 Sbid hM 1 Arm HOUSTON, TX 77068 NVTT-2 S1Moraaaptaoaareromeeaor WAb Fac(303)6940398 Xyrrta■sa to@roanaate�sa£Woodl7ea�aodasits i�'- TRUSS AMID TOP PiATB At .4 D Data Feb 18, �✓ NU-1 4of4 21.008 Miami Shores Village b g � Building Department JUL 0 5 2012 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 B Y: Z Tel:(305)795.2204 Fag:(305)756.8972 INSPECTION'S PHONE NUMBER:(305)762.4949 y/Im/Yr2iMu��F ` FBC 20r® BUILDING Permit No. ArrwTd PERMIT APPLICATION Master Permit No.9CAYMW Permit Type: BUILDING ROOFING JOB ADDRESS: ( t0 1 d2St- City: Miami Shores County: Miami Dade Zip: �g31 � Folio/Parcel#: Is the Building Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): q115�UF_UX KK__ Q- Phone#: Address: I Ll to< N k_ i U2s� City: M i paw l Sl-t61 ✓S State. F L gip: 3\" TenandLessee Name: Phone#: Email: CONTRACTOR:Company Name: x`' 114" C-C,5`Kt-iL7% � Phone#: S Ct'46 (+r,5 ': Address: b'Z_S Pa r'a 'fit S►L! -� YL-V--t> City:N State: a—' t._-- Zip: Qualifier Name: LOU"S —t-��--t"_z t` Phone#: S tee a dt imnor Regisaation#-: Ql!"1 L- D tt CIO I Certificate of Competency#: 'Contagt Phonce#:' -2— 5 `` Email Address: DESIGNER:ArchiteCUErigmeor �'� 5 Qs�UCir t?hone#: SRX= 3 6757- 3 98'.3 Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: 96 dition OAlteration ONew ORepair/Replace ODemolition Description of Work: �-�1 F— L Color thru tile: x��a�x�e�xe�x��xxxxa�exx��x�mxx�saex�xxF�+x��+x��n��xx��ex*x��v�xsxxx�x+xxx��x��+�exx Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ Bonding Company's Name(if applicable) Bonding Company's Address City State zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In a absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Si tureX Signa Owner or Agent Contractor The foregoing instrument was acknowledged before this� The foregoing in ment was acknow edged Ire me this day of ,20 a.,byA) ov- day of• 20 by Lo who is personally known to m3- o o has produced w i ers Wallykn �i�eor who ham EttfB- As identificatiEsqnd whn d take an oath. id W&W p res Apr 16,2014 NOTARY PUBLIC: �' UNSP8RRA8 NOTARY P B g?` Commission#E DD 966253 NI EXPRES:Jul @ 0, bonded Through National Notary Assn. EXf'iRE3•July 30, 4 p Banded Thru Nary RdtOc Sign: Sign: OPrint• �[�U&J ti Print: `,* c� My Commission Expires: Z. 3 n 1 ap�l.y My Commission Expires::J `o t d.G _ t aml��x��e��e��+x��aa��x��xx��s��x�x��x��a�� APPROVED BY U �3 !l Plans Examiner Zoning Structural Review Clerk (Revised 3/I2/2012)(Rleviaed 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) S!-'or�s Village 13Y DATE BLDGi6ryom ATER &EV + 0.09'AT SMECT TU 1JITH ALL FEDERAL 12:30 PM OV-\ 12114110 11ATI',-)�13 By DATE LA (p0 WATERS DC RnA r U) tn 41 Fd. NA IFT 127.50'(M)(P) NAIL Ik 36' ON oO6 n U) CBS N --O 1? 0.101 C14 '---WAL ,CON TMC- 1 1.80' (Typ pi K&5 9.65' 29.65- -,CONC. 11 tn THEW 112 —2 'N�8-5 1 ----1 THE PI o OF LOT 18 BLOCK 1 REMAIA 18.75' t., tn 2 OF LO*. 1.45- 2-55' LOT 19 13.65 BLOCK 1 3.9 LOT 20 BLOCK ONE STORY IV RESIDENCE 1461 U) (UNDER CONSTRUCTION) no. 2.15' i ajo' 0.00, 21-10' 26.80' 21.80* +1 CL. CL. 16' 42.50 LL tn I.R. 11210 COLUMNS t6 ASPHALT ASPHAL T N W DRIVE DRIVE Z 00 LR. 112-0 WA4 BL J1 F WMZ) ' "') L '(P) �27.50'(M)(P) 20 MIR— 775.50(P) O.U.L. WOOD 020 P.P. 5'PARKWAY P.P. 2a 5' 59' 15' N.E. 102nd STREET 20'ASPHALT PAVEMENT tk* (50' TOTAL RIW) Bearing,if any,shown based on N/A (reference) N/A REVISIONS: FLOOD ZONE COMM.No. PANEL No. SUFFIX: ELEVATION NOTE: (IF APPLI AE 120652 0306 L L.F.Elev.= 8,00 Powest habit I Elevation shown hereon refer b F.I.R.M.DATE F.I.R.M.INDEX BASE ELEV. Lowest adjacent grade elevalic BM. #B-26-RA(Miami-Dade) 09/11/09 09/11/09 +9.00 N.G.V.D. Garage Elev.= 5.01 STRUCTURAL SOLUTIONS,PA.* Project No.: 13-002 5921-G West Friendly Avenue Date: 7/17/2013 Greensboro, North Carolina 27410 NC Firm #C-1096 Garage Door Windload Design Pressures The followingDesign Pressures have been calculated in accordance with C 7- g ASE 10 Chapter 30 Part 1 for Components&Cladding, based upon the design parameters listed below, using the Load Combinations in Section 2.4.1. Building Address: 1461 NE 102 St Miami Shores, FL 33138 Garage Door Width: 17 ft Garage Door Height: 8.75 ft Basic Wind Speed: 175 mph Exposure: D Mean Roof Height: 13.167 ft Least Overall Horizontal Dimension of Building: 53 ft Distance from left building comer to edge of garage door opening: 1.33 ft Distance from right building comer to edge of garage door opening: 40 ft Roof Slope: any slope Positive Design Pressure = 40.1 psf Negative Design Pressure = -45.1 psf Design Assumptions: The building is considered"Enclosed"as defined in ASCE 7-10 The Topographic Factor for the building is 1.00. The building and garage door measurements shown above were provided to Structural Solutions,P.A. by others. These calculations do not address the structural adequacy of the jambs or other supporting structure. These calculations merely determine the Design Wind Pressures for the given garage door size and building geometry. Evaluating the structural adequacy of the jambs or other supporting structure is not the responsibility of Structural Solutions, P.A. This document is only to be used in conjunction with Amarr Garage Doors ®®®68QB®D®19®®® �® L SI ®A® 0 ` 0 STATE OF ®IVAA STRUCTURAL SOLUTIONS, P.A.' (*dba Structural Solutions of North Carolina,Inc.,Firm#29412) Thomas L. Shelmerdine, PE (Florida PE #0048579) J:\2013 Projects\13-002 Amarr 2013 Retrofit Doors\1461 NE 102 St Miami Shores FL 33138\Garage Door Pressure Calculator 7-10.4s HIAM p p��' IT� ZCOV„ii PROM COPYPAOL 81$C!`I0N DRP OFPZMarrAqGWriMONKENrAPWRRGUIATORY 11805SW26fte4RQcM208 AF ) MhMkYWlda33M2474 B0ARDAND C'ODZ 1YON DI =0K T 590 315-2 F 31542 NOTICE OF ACCEPTANCEOA (N } RNSmiamid Amarr Garage Doan 165 Carrk8e Comm NC 27105 &WZI This NOA is bft hued,air ft applicable mics and ragoleddsts governing the um of consumfin mdwkk.The&Nmeoftlan uNnitted bas been reviewed aril ontrol by Itiilaaai Comity�`� C .. Seo to be used in&Rami Do&Coo*ud o&w saw vftn dWwa l by*a Air Hwbg Joon (AW). This NOA shall not be vaihi aft fits exphntlon di�dated below The Coutdy Pmduot Com4rol S (In Nhnd Dada C u*)=Nor dta AHJ(in arm GdW Ow Miami Dade reserme t� to bm 9& ct or mesial t�ect� �Y) l ami► lawponL N O&pt�oftat or m del: to In fid accepted.meow 6o mmmkcftm Will IROW dre apm of wadi Ming and the AM may hmnqdbftly mvelm,modify,or mopend dm um of atilt presdaot or tr"kl wkbin the l"ERA dre tigld to revaica his accepIsncq,Wit is ddwmlmW byMud-Dade Courcy Pro&W Carol 9%don tilt ob p o”or MdWW AdIs Ib rand die requiremwts of the appl�ab�buikibng code, Tbts Podad is WWVW as did hatek and has bean designed to mMly with the Florida Code, incla ft so High vokK y 81 ON:Model Hie d�Oak S IOC,• Ste: Sactlend a Door (IjKOVA Gam aP L = , Dtav�rlug 1 I, `�1e1950 Horltage and Model 655 241)1000,2000 Shat,Long,Fhudt Summit Pads",Sheets 1 3 of3,dated n Otsltf?t20Q'! with �'� • rovfsion B dated 1 IJ29,20f 1,,p by Amur Owage signed and sealed by The=L.Shelmerdim,PJL, tho Product ControI•r+sn don N 6 �Y stamp with tire. o�of Aoc noo nw and on date by tilts Muni-lade County Pmdtmt Control Section. XTSWX be ACP RATjwG•.Large and Salt liaatpact int LA>IO =Gs A permanaZrt Iabo1 wldt.11te s same or logo,3800 Greenway Cicala,Lawrertcq Kom,model mtmber,•tlta positive and Pure ttt�ng,indicate intpad rsd+od i£applicable, i> atiac in&wfion drawing rem tmmbor,mmval number(NOA),the applicable fest standards,and the 'Miami-Dada • g Cotmty Pradtrot Control Appy is to be located on the door s side track,boom angle„or inns wrrhm of t,.pud- SAL ofthk NOA dan be considwed after a rswwal application has,boon* Mod ami buses has bean no In ftapplicable baildhg code wassivel3►affaft the pwhnmw offt p+vduat• T TATION'offhis NOA will oam d1w des 1 eacphaticc►date or f there has been a rwilsion at abop in tiw U10,atuUor munflotors,of*e product orpmoom Nsas6 of dti$NOA as an andmanent of say per,for calm,BdV0rdft or any odwpdrposes dell INOWmadcally tandissle 96 NOA.F Ob NOA shalt bo oauan allare to oo jr with say section of >�' andreaomvalofNOA, ADVOUMOMIMTS Tic NOA munbet p by dte words Miami-Dade CanutY,nsW and followed by the aspindan data may be displayed In adverb tom. If any pot of the MA is dit shall be done enth�jr. to is �' duan it INSPECTION:A copy.ofthis amara NOA"be povlded to tbguses'by the i R 4riprorhadieMbdmand be available>hr inspea[cn'attha Job she at dw request offt Bailding.Official. This NOA rates and rim NOA 0 07-MOA4 and oo=im of1his pop I and ovidmtoo pap&1,as well as Koval document mentioned above. The was _ mvic4W by Cam A Otsrera,P.K. NOA No.12-022LO4 t spiration Dam Qdobeir 4,2017 j7. APPval Dow Way 3,2012 . �1 lPaige I Amarr(fie 1> NOTICE OF ACCEPTANCE: EP�TCE s[JBn�rn n A. DRA6WINGS 1. Ding No.IRC4518-M&26.4 `Model 950 Hie and Model 655-Oak Summit(24p)1000,2000 Short,Long,Flush and Oak Summit P=W",Sheets 1 through 3 of 3,del OWO7/2007,with revision B dated i lfW2011.pxpared by Amarr Garoge Doors,sigh and sealed by Thomas L.Shelmetdizie,Pte. B. TESTS. L Tat mart on Eamon of Paid or Coated Siedmew Subjected to Corrosive III mil ImA'S=DT0f&ASTM' 7;FgWWbyAwRitee ttradTri, Lam.,Te#R•pport#A7420.01-186-18,dated 04/1212011,signed and seled by Joseph A.Reed,P.E. Z. Tedt.rejxtt on Forced Entry Tet per FBC,TAS 202-94,prepared by American Test Lab,Inc.,Tat Repw#ATLNC 0912.01-111 dated 10/13/2011,dgwd and pled by David W.Johnan,P.B. wJWW d a NOA#12-022&09& IWSWM"md=dkV NOA#Ol NX 040 3. Tat report on 1)Unifoun StWo Air Pre ssm Test,per FBC TAS 202-94, 2)Large Misfile Impact Test,per FBC TAS 201-94, . 3)Cyclic Wed Pressure T *r BC TAS 203-9410 n along vfth marked-iV dr�M pepared by American Test Lab,Inc.,Report# ATLNC 0604„02-07,dated 06/30/07,signed and sealed by David W.Johan, P.E. 4. Test report on Tearaile Test for 3 Samples per AS T. B 8,prepared by Hurrlc aw ftgkoming&Testing Iim,Rgmtt#HE1`I-09-T'T36,'dated 006007, signed and sealed by Candido F.Pont,P.E. C. CALCULATIONS 1. 1 www calaulalions prepay by Structural Solutions,P.A.,dated 011d.Sl2012,signed and waled by Thomas L.Sholnn ,P.B. D. QUALM ASSURANCE • 1. Muni-Dade De meant ofPennitftBnvhon ent,and Regulatory A Urs(?ERA) E. MATBRIA,L CERTIFICATIONS i. None. F. STATEAEMM 1. -Swmmw dmr of code conformance to 2010 FBC!and no ilnmdal interest issued by Strimftel Solutlons,PA.,dated 04/1812012,signed and sealed by Tomas L. Shelmadine,P.E. Quin M.fNrffs,P:1t. Product CouWammlaw NOA No.12 42zLO4 Rq*sdm 1 October 4,2U7 -x Approval Date:A1ay 3,2012 MH "I—A MOM —'s....... ...... ------------ 3 YT ,'s ........... ... --00mlow, .......... -7: --.7:= uJ .......... ................ Au. .MMIM ........... .......... dd lAl 13. 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ON DELIVERY ■ Complete items 1,2,and 3.Also complete A. Sigrature Rem 4 If Restricted Delivery is desired. 0 A9erd ■ Print your name and address on the reverse X 0 Addressee so that we Can return Ute card to you. B. Received by(Printed Name) C.Date of Delivery ■ Attach this card to the back of the mailpiece, or on the front If space permits. 1. Article Addressed to: D.is deltm address different from item 1? ❑Yes 1/r��bur�ia �i�.Serwi�a If YES,enter delivery address below: D No vis 1177 f=, Al ye -i)We /b 14491W & 3�j 0 3. S�vioe Type � Certlfled AAail® � y fWap Express® ftWm Reoelpt for AAS 0 irsrued Md [3 Wed on Deb" 4. Restricted DeUveryl Pdre Feela Yes 2' 7013 3020 0000 8517 5325 (ifarr�er eeiir�sl� �. PSPorm .1 d*2073 Domestic Return RAcelpt UNITED STATEs PosTAL SERVICE Mrst-Class Mal USPS e&Fees Paid Permit No.G-10 I I •Sender. Please print your name, address,and ZIP+4®In this box• I Aaol More°S L3 3 13r