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Home My WebLink About332 Appaloosa Ct - BR03-002427 -SFRPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER D R Horton 6250 Hazeltine Nat'l Dr #102 Orlando, FL 32822 407)857-9101 CBC 055300 ELECTRICAL CONTRACTOR \k iC-A ` Z S MECHANICAL CONTRACTOR2 PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER - FEE PERMIT a-1 0 1DATE O PERMIT DESCRIPTION ft-wF PERMIT VALUATION ' a to 41bec SQUARE FOOTAGE 144 Lk tj t7 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 332 APPALOOSA CT for which permit 03-00002427 has heretofore been issued on 7 25/03 has been completed according to plans and specifications filed in the office of the Buildin2 Official prior to the issuance of said building permit, to wit as 9 , complies with all the building, plumbing, electric zonin and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL DATE BUILDING: Finaled Subdivision Regulations Apply: Yes APPROVAL DATE FIRE: 1-D.Ir-ta Inspected ZONING: Inspected UTILITIES: Water Lines In Sewer Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage c 2l 0.5 . Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs 1 .S Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE FEES PAID DATE AMOUNT 8 20 03 20.00 8/22/03 20.00 7/28/03 10.00 9/03/03 10.00 8/04/03 10.00 7/28/03 10.00 7/28/03 59.27 7/28/03 54.00 No APPROVAL PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 332 APPALOOSA CT for which permit 03-00002427 has heretofore been issued on 7 25/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-OPEN SPACE 7/28/03 279.61 01-POLICE IMPACT RESID 7/28/03 91.93 01-RADON GAS TAX FEE 7/28/03 17.34 01-ROAD IMPACT FEES 7/28/03 847.00 01-RECOVERY FD/CERT. PGM. 7/28/03 17.34 01-8CHOOL IMPACT FEE 7/28/03 1384.00 WD IMPACT:SINGLE FAMILY 7/28/03 650.00 SD IMPACT:SINGLE FAMILY 7/28/03 1700.00 T P L I OWNER BUILDING OFFICIAL DAT CERT IFCAOF OCCUPANCY y REQUEST FOR FINAL INSPECTION1 163 SINGLE FAMILY RESIDENCE**** DATE: 11 PERMIT #: ADDRESS: 3 3Z A000J CONTRACTOR: l PN Q)AOe--" PHONE #: The build jgg divisionhas prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering o ire ublic Works . C--1 Gy) rn Zoting Utilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) M CERTIFCATE OF OCCUPANCY, REQUEST FOR FINAL INSPECT OW I SINGLE FAMILY RESIDENCE**W* 1 1 1 , r z 1 1 j j 1 1 1 DATE: 11 1 W d 1 j PERMIT #: J 2 2 u x ADDRESS: `5 J! nwelf)oac= - i ar' 6/ a a p 1 I iz CONTRACTOR. - PHONE #: y(:)) 8 3 a - y Q,A8 The buildjgg division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. OEngineering Fire Public Works OZoning kJtilitie OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) M FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200: ELEVATION CERTIFICATE Imaortant: Read the instructions on Gages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number D.R. HORTON HOMES BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 332 APPALOOSA COURT CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 131, BAKERS CROSSING, PHASE 2 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE GPS (Type): tf' or ##.#####O NAD 1927 NAD 1983 USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER BZ COUNTY NAME I FLORIDA . SrAT CITYOF SANFORD 12M SEMINOLE B4. MAP AND PANEL B7. FIRM PANEL 139. BASE FLOOD ELEVATION(S) NUMBER 135. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE 138. FLOOD ZONE(S) Zone AO, use depth of flooding) 1202940045 E 4117,95 411f195 A 245 B10. Indicate the source of theBase Flood Elevation (BFE) data or base flood depth entered in B9. FIS Profile FIRM Community Determined N Other (Describe): NEAL HILER ENGINEERING, INC. B11. Indicate the elevation datum used for the BFE in B9: N NGVD 1929 NAVD 1988 Other (Describe): 812. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes N No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings' Building Under Constriction' N Finished Construction A new Elevation Certificate will be required when construction of thebuilding is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagramaccurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al AX, AE, AH, A (with BFE), VE, VI430, V (with BFE), AR, ARIA, ARIAE, ARIA1-A30, ARIAH, ARIAO Complete Items C3.a-i below according to the building diagram 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 theBFE. Show field measurerne<nts and datum conversion calculation. Use the space provided or theComments area of Section D or Section G, as appropriate, to document the datum conversion. Datum Conversion/Comments _ Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? Yes N No o a) Top of bottom floor (including basement or enclosure) o b) Top of next higher floor 28. 2 f4m) 37. 5 fL(m) o c) Bottom of lowest horizontal structural member (V zones only) WA. t(m) o d) Attached garage (top of slab) 27. 6 f .(m) o e) Lowest elevation of machinery andlor equipment servicing the building (Describe in a Comments area) WA. A(m) o f) Lowest adjacent (finished) grade (LAG) 26.9 ft.(m) o g) Highest adjacent (finished) grade (HAG) 27. 4 fL(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0. o ) Total area of allpermanent openings (flood vents) in C3.h 0 sq. in. (sq. cm) a mm N S m dmN 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 in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME: WILLIAM R MUSCATELLO, JR LICENSE NUMBER: 4928 TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZJP CODE 320 E. SOUTH STR ET E.180 ORLANDO FL 32tiO3 SIGNATURE DATE TELEPHONE 1 itm (407) 426-7979 FEMA Form'81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A For Insurance Company Use: BUILDING STREET ADDRESS (Indudirg Apt, Unit, Suite, ardorBldg. No.) ORP.O. ROUTE AND BOXNO. Policy Number LARGO332APPALOOSACOURTf0y • CITY , STATE- ZIPCODE SANFORD FL 32773 - CornpanyNAlCNumber SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificatefor (1) community official, (2) insurance agent/company, and (3) building owner. WMMtN 15 ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA orLOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. Ifno diagram accurately represents the building, provide a sketch or photograph.) E2. The topof the bottomfloor (including basementorenclosure) of the building is _ ft(m) _1n.(crn) above or below (check one) the highest adjacent grade. (Use natural grade, ifavailable). E3. For Building Diagrams 6.8with openings (see page 7), the next higher floor orelevated floor (elevation b) of the building is _ ft(m) _in.(crm) above the highest adjacent grade. Complete items C3.h and C3.1 on front of form. E4. The top ofthe platform of machinery and/or equipment servicing the budding is natural grade, if available). ft(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use E5. ForZone AO only: if noflood depth number is available, is thetopofthe bottom floor elevated in ao=danoewith the oommuniys floodplain managementordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner orowners authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMAassued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, A G and E are coned to the best ofmy tvmowfedge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE I,uIVIIVIrA 10 Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by laworordnance to administer the community's floodplain management ordinance cancomplete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and dateof theelevation data in theComments area below.) G2. A community official completed Section E fora building located in Zone A (without a FEMA4ssued or oonmunity4ssued BFE) orZoneAO. G3. Thefollowing information (Items G4-G9) is provided forcommunity floodplain management purposes. NUIVEER G5. DATE DATE CERTIFICATE OF COMPLIANCEIOCCUPANCY ISSUED G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) ofthe budding is: — _ft(m) Datum: _ G9. BFE or (in Zone AO) depth of flooding at the budding site is: — _ ft(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here ifattachments FEMA Form 81-31, January 2003 Replaces all previous editions PLAT Cf. . SURVEY DESCRIPTION:. (AS FURNISHED) LOT 136, BAKERS CROSSING PHASE 2 AS RECORDED IN PLAT BOOK 62, PAGES 97-99, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: D.R.H. TITLE COMPANY OF FLORIDA INC. FIDELITY NATIONAL TITLE INSURANCE COMPANY OF PENNSYLVANIA CH MORTGAGE COMPANY, I , LTD. P! — _ N90'00'00'E 135.00' T 1 WIp81$ I pZI 1' WALK IS I :. L • 2. 1' OFF 5 00' 00"E 50.00' 10' UTILITY EASEMENT:' j CONCRETE*,- ai DRIV€ WAY•;; i 3' C W X...•.. ...^ NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). TRACT " A" LUSITANA WAY 50' RIGHT -OF WAY CENTERLINE OF f RIGHT- OF-WAY WALK IS 1. 5' OFF COVERED 4.7 ENTRY W 0 O O O O ONE STORY O O LOT 137 o' CONCRETE BLOCK a 0 RRESIDENCEpOFINISHFLOOR < LOT 135 ELEVATION-29.29 O 00 N Z 40. 0' 5.0 UNCOVERED o ' GRAPHIC SCALE 0 15 30 LOT 136ci 1 a : N90'00'00"W 50.00' I I LOT 126 LOT 127 LOT 128 I I NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/ FOUND ON 11-7-03, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. NO 120289 0045 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN BOTH ZONE A, AREA WITHIN 100 YEAR FLOOD PLAIN, AND ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLAIN. ELEVATIONS SHOWN HEREON ARE BASED ON SMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE SOUTHERLY LINE OF LOT 136 AS FIELD DATE:) 7-18-03 REVISED: SCALE: I" = 30 FEET APPROVED BY: SJ FINAL 11-7-03 CKB ASM41810 FOUNDATION 8-12-03 CKS JOBNO. REPOSITION 05/15/03 SOO DRAWN BY: PLOT PLAN 5-07-03 SDO LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE 1 1 4 EXISTING ELEVATION OCONCRETE LB LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT, CONTROL POINT P) PER PLAT M) MEASURED FND FOUND C/ W CONCRETE WALK S/ W SIDEWALK C CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER L8g6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801- ( 407) 426-7979 Q FND NAIL AND DISC LB 04671 (11/07/03) o FND 1/2* IRON ROD AND CAP LB #6393 (11/07/03) CNA CORNER NOT ACCESSIBLE o DENOTES DELTA ANGLE L DENOTES ARC LENGTH C. B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT ' DENOTES POINT OF TANGENCY TYP TYPICAL A/ C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT OHU OVERHEAD UTILITY LINE ID IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE HEREBY CERTIFY, THAT THIS BOUNDARY URVEY, SUBJECT TO THE SURVEYOR'S NOTES ONTAINED HEREON MEETS THE APPLICABLE OINIMUM TECHNICAL STANDARDS" SET FORTH Y THE FLORIDA BOARD OF PROFESSIONAL URVEYORS AND MAPPERS IN CHAPTER 1G17- 6, FLORIDA ADMINISTRATIVE CODE URSUANT TO CHAPTER 472.027, FLORIDA I FOR THE FlRu DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: It 66 n PERMIT #: ADDRESS: 3 32 Aoo6J CONTRACTOR: \ l k kjAr-% PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. engineering Public Works 1 Utilities I k-' IVz(/ 03 Fire OZoning OLicensing CONDITIONS: ( TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) S CITY OF SANFORD PERMIT APPLICATION J n•.ti7ry,`_r!4.''T`i! 11!11. Yr/r} SSSy!-;.;:i19!_•(•': :N..' 3 moo: Permit # v -i Job Address: 3 Description of Work: Historic District: Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Po41• . _ Electrical: New Service — # of AAr1PS Addition/Alteration Change of Service Temportiry Pole Mechanical' Residential Non -Residential Replacement New (Duct Layout & Energy CaI Y Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gras Lines Plumbing/New Residential: # of W r Closets Plumbing Repair— Residential or Commercial__T — Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyne: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required( for (ottu.r bran X) Parcel #: I I (Attach Proof of Ownership & Legal Description) Owners Name & Address: bze 44L,-e/j-vt Phone: Contractor Name & Address: Phone & Fax: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer Address: to License NumberROBW GI DyM RU AonJTomeA,ei' Phbh:A 3M8 4o,7,53t0j1" Phone: Fax: Application is hereby trade to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior io theissuanceofapermitandthatallworkwillbeperforatedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. 11-% OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will done in ompliance with all applicahlt law rel;rtlatingconstructionandzoning. WARNING TO OWNER YOUR FAILURE TO RECORD A NOTICE OF C MMEN MENT MM,#Y RESULT IN Y0QR PAVING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANC G, CON ULT W ffj7/YOUR LENDER OIL/A)4 ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. / / // / NOTICE: In addition to the requirements of this permit, there may be additional re this county, and there may be additional permits required from other governmental Acceptance of permit is verification that I %vill notify the owner of the property of Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date 0%%ner/Agent is _ Personall% no%%n to Me or Produced ID AITLIC ATION APPROVED BY: Bldg: Zoning: Initial & Datc) Specia! Conditions: s appl . g t this,¢gopen illy cts, be found in the public records- of such a emen is cis, state agencies, t fndeial agencies. 777 IFS 713. 9 I 3 on actor/A ent Date MT G. Mtta R USSO Contractor AQea's Signature of Ni_.v-State of I-lorida Date Contractor/As::r.::s Personaliv Known to Me or Produce: D Initial & Date) FD: Initial &- Date) (In;tia I & Dat: MY COMMISSION 4 DD 212893 EXPIRES: June 14,2007 Bonded Thru Notary Public Underwriters G-Lu— yyo u: D i rl l r murvi CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: J Date: The undersigned hereby appliessfor a permit to ipstall the foilowinq electrical: Owners Name: ;Q, /`Y/e /01 r Address of Job: Electrical Contractorb>' s!Se:o/TJr,e v..s, Residential: Non -Residential: Number Amount Addition Alteration, Repair Residential 8 Non -Residential New Residential: AMP Service New C mmefdal:> AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other. Descrf ilon gUWork:- 00 Application Fee: 10.00 TOTAL DUE: By Signing this application I am slating that I am In compliance with City of Sanford Electrical Code, Applicant's Signature State License Number 5—w6-203 % : e)AM i, fi(JM 0•N". 0'•e a .. ...q:r.e;u wr•it.•r[•Y:r •.,,.•„yiV^ ,..• ,-...:. ., '; :...,., ._,. •.. CfTY OF SANFORD PERMIT APPLICATION Permit a: o 3-- _27 Z 7 / UOS.q Job AdditlK* PcifffPliao v( Wprkl ; . 111 1or1r pi Ir rll _. +n: v lu w l . F•irc S nnMer/Alarm Pool Permit Typg{aiBuildinF,Iecnieal •• MechanicalPlumbing P r t Change of Service __ Temporary Pole Electrical: New Service — a of AMPS __ Addition/Alteration 6 Mechanical: Residential Non -Residential Replacement Nei (Duct Layout & Energy (:7Aic, Required) PlumbinV New Commerclrl: a of Fixtures >y of Water &Sewer Lines it of G'hs Lines _ Plumbinr/New Re.tldentlal: k of Water Closets Plumblag Rtpair - Residential or Commercial Occupancy Type: Residential Llf C.omrnerclal Industrial Total Square FoutaQe: _ t a of Storiti: Is of Dwelling Units: _ ('good Zooe: , (FEMA form required for other then x) Construction Type: ,_„ Attach Proo( u(O-Atrlhip R L.cC.alDocrlptlon)/ Parcel a s 2s p..ncrs Name_ I S'J 7_Phnnr:Conrracr-or 7 -27 y Mate Lit•cnse Numhery Li 4 t ' \C4 1 e- PI ens: rho & Fax: Contact Person: Dond;mg (' nmpsny Niartpage Lender ,- — AddretU' .. - Phone. Archi1vcVEnginecr: F' a s: Adur•css: Application ,s hereby made to obtain a permit to do the work and imullations as indicated. I certify thal no weak or insullinon has convnence4 poor to the issuance orapermilandthatallworkwillbeperformodtomattattsundudsofall1awtFURNACESBngcomtructiorsOIILEsRSnHEJTEKSuTANKSIa d I e scpan peit must be secured for ELECTRICK AL WORPLUMBING, SIGNS, WELLS, POOLS, AIR CONDITIONERS, cle. c0ons a,^ d +PAV oni^ 8T WARNINGTOOWNERYOUR FAIgoing LURE TO RECORD A NOTICE eCOFCOMMENCeSNMAYRESULTINYOURPAY1NOTIVICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU NTEND TO OBTAIN FINANCING, CONSULT WrTH YOUR LENDER OR AN ATTORNEY BEFORL' RECOPI)NO YOUR NOTICE OFCOMMENCEMENT. NOTICE: In delition In she requireenu of thiA per.nit. there may be additional restrictions applicable to this peopary l}taI rrV y be found ,n the public rc:ords of m this county, and there rrVy beaddidanal permits required (mm other govemmenue l ,nna such As wuT management dismctu• itytcrgenhes, or fcdml egrncies s n FS 71 ) At<cptara:c of permit is vcritleuuon that I will noliry the owner of of the rcuuemen or nori L w, the propmy q gnuurc of Owner/Agent Uelc 5ig;n;;turc Of Cony c1n1 Ernl Dalc n ... C'- -PS Pnne Owner/Ag;cnl's Name •• n t Cvntrxwr/Akcex' n"Urc of y• S..,c nt Flo Sirnsturc of Nutary•Sroer. of Flnnels Oste S Knmvn w Mc us (,•untn Clnr/A;eni ,{ VZYcran,ody Koown lu Mc rrodue,•d u g ... Yruduc,:0 tI) _.. ..— ...._ NITLI(' A 1'I()\ AI' I'ItOVr.I1 IIY• 111dg. __. _.. tln uslA I)vie) fli nal J I):e• ttnitinl & Ihm) (Inuial d Dalc) tiYp'r, Marie A. Zettlemoyer G': Comm P. ission #DD221380 Expires: Jul 15, 2007 BondedThru Inc. Atlantic Bonding J' VP0_ CITY OF SANFORD PERMIT APPLICATION X Permit # . Date. j oI JobAddre L 'vps" i Description of Work:t h Historic District: 'zoning. t Value of Work: S I S ' Permit Type: Building Electrical Electrical: New Service —. # of AMPS Mechanical: Residential Non -Residential I4,` , I r;, Plumbing/ New Commercial: # of Fixtures _ t" ] Plumbing/New Residential: .# of Water Closets Mechanical Plumbing X Fire Sprinkler/Alarm Pool Addition/Alteration Change of Service Temporary Pole Replacement New 07 Duct Layout & Energy Calc. Required) ofWater & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial Occupancy Typc: Residential Commercial Industrial Total Square Footage: j;Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) r Parcel #: nn (Attach Proof of Ownership & Legal Description) Owners Name & Address: 1/ • r dV ChC r _ Phone: Contractor, Name & AddressA MAWAGE ;x, fPtUMBING,INC. it•PAD Rinic nocina --State License Number: Phone & Fax: OVIEDO, FLORIDA 3 2Jbntact Person: Phone: Bottding Company. 366 3994 Address: Mortgage Lender: Address: Architect[ngiocer: Phone: Address: Fax: 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 theissuanceofapermitand -that all;work will be performed to meet standards.ofall 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, andAIRCONDITIONERS, etc. OWNER'S 'AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulatingconstructionandzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANATTORNEYBEFORERECORDINGYOURNOTICEOFCOMMENCEMENT. li TICE: In addition to the regtiirementa of this permit, there may be additional restrictions applicable to this property that may be found in the public records ofthiscountyf, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. t'• ' Acceptances ofpermit is verification that 1 will notify the owner ofthe property of the requiiem o Flo ' , FS 7 13. I, Signature of Owner/Agent Date Signature of Contractor/Agent e Print Owner/Agent's Name Signature ofNotary -Static of Florida I. Owner/Agent is _ Personally Known to Me or Produced ID i APPLICATION APPROVED BY: Bldg: j (Initial & Date) t Special Conditions: Print Contractor/Agent's Namc J._%3 0l .7) Date Signature ofNotary-Sta _ of Florida Date rr., I MARTHA Y. HALL MY COMMISSION p CC 875840 Contractor/Agent is Pcr tn' ' • j•$S: February t, 2004 Produced ID — ri• hfu Notary Pub0c underwdtera Zoning: Utilities: Fp; Initial & Date) (Initial & Date) (Initial & Date) an. ti1M COUNTY ()[ [ IMPACT F[[ 11'1)TAlIMEN7 ISSU[D DY CITY ()F AX['OKD qTnTaXONT IYUMPER 103-75528 DATE: DI}ILDlNG Pi'RMIT NUMBER: 3_%:N)(CITY) COUNTY N]1BER: __________ UNIT ADCRESS: 2__E/)[/\/\' Sit ______________________________._______.___ 70XNE:' JURlhDICTIUK: SEC: TkP: RKG: PARCEL: Ci>lWIVISIOX: TRACT. - PLAT BOOK: PLAT BCOK PAGE: APPLICANT NAME: __________________________________________________-__-_------_.- ADDR[5S: __________________-_-------------_--------------------'---------.. LN`0 USE CA7E6ORY: 001 - Single Family Detached Howe TYPL U=: Revider/tial NORM VEECRlPTION: Singlo Family Kcuee: Detachcd - Cunstructimi E[ BENEFIT RATE FEE UNIT RATE PER N & TYPE TOTAL Di)[ TYPi:! DIGT SCHEDULE DESC. UNIT OF UNITS 0D ARTERIALS CO -WIDE O dwl unit 5 705.00 1 1 705.00i k[A]S COLLECTORS KORTH O dwl unit $ 142.00 1 $ 142.00 LIDRhAY CO -WIDE O dwl unit $ 54.03 1 $ 54.00 SCB}OLS CO -WIDE U dwl unit $1,384.00 1 a 1,304.00 AMOUNT DUE $ 2,205.00 TATEil![)[T R[C|.IVLD DY: .,_._ _i"\SIGNATURE: ___________A -~~-__________-_ PL|FA[E |1I2NT NAM[) DhT[: XO'(E TO RECEIVING SI[NATDRY/APPLICANT: FAILURE TO NOTIFY OWNER AUD H[X)XE TIK LY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *40:* DISl3IIU7I001: 1-L[[NTY 3-CITY 2-A|`|1ICAKT & (1]UH.[Y P[RSUX A[ ADVISED THAT THIS IS A STATEMSIAT UV FEES W!|1[l| ARE DUE AND PAYABLE PRIOR TO ISE AXCE OF A PUILDIKG P XHI\'. \ ` 7\ P[DSU!!; h[ /'-SO ADVISED THAT ANY RIGHTS OF THE AFF'LICA T, OR O N R, ' l)] APPEAL TEE CALCULATIONS OF TPE ROAD, LIPRORY SYS7|rM DUCATIO]An (%i|OOL) IM.,ACT FEES MJST BE EgERCISEU BY FILI 1"!G M kRI7TEN RE[LEST WITHIN 45 CALENDOR DAYS OF THE R[CLIVIHG SIGKhT\1%j. DnlU ABOVE, PUT NUT LATER THAN CERTlFICVTE 07 U:; /'\` YCCHPAnCY. THE REOLEST FUR REVIEW MUST NEET TYF ?ECU31110:0003 OF ll|! ' XX<'/Y D VELOPML T CODECOPIES O THE RU S G]VER'|IXG ''EA` \ . - _ . / MAY OE PICKED P, / R REC-(ED,FROM TFE PLnN IrP\'EME]MTATIPU OwlCm \ i10l [ ACT FIRIT STREET, SANFO]D, FLORIDA 32771; (107) 665-7n7Q. 8} ELD BE MADE TO: CITY OF 2AkFORD BUILDING DEPARTMENT 300 NORTH PAR% AV[HU[ HAJNFORD. [ L 32771. AYMENT 2[CULD RE BY CHECK OR MONEY ORDER, AND 2|yjUL0 R|1q0[KCE T|| i. AND CITY BUILDING PERMIT UJMBE8 AT THE TO::, LI[ lOF T|i[ W&<i'| llS STATEMENT IS VAUlD UALY IN CONJUNCTIOM WITH ISSUANCE OF A<T":: FAMILY BUILDING 6 J Date: Job Address: Description of Work: llistoric District: Zoning: CITY OF SANFORD PERMIT APPLICATION Value of Work: S Permit Type: Building /Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool — — Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole = _ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair- Residential or Commercial Occupancy Type: Residential V/ Commercial Industrial Total Square Footage:- Construction Type: JF,(C(- # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for ath.rr (ie>ta %) Parcel #: Owners Name & Address: Contractor Name & Address: ` rlt Lkt lie Phone & Fax: Bonding Company: 1 Address: Mortgage Lender: Address: Architect/Engineer: /\ 1' .: 1,`^- . l Y '( Address:/ir V.I 4R 6lr.l1 C 11. 1 Attach Proof of Ownership & Legal Description) Lc-- Phone: 4 ): c I ( nc Z—State License Number: ct Person: I-tl 1 1 (.i V v Phone: Phone: Fax: • L1 , - iC`' .__. 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 u, 11W. issuance of a permit and that all work will be performed to meet 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: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable law:: regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAWNG TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDEk OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there ay be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permi is t ication th t I %%iII notify the owner of the property of the rc4, rol Florida Lien I P 13. Signature ofOwncr/Agenntt Date /ofContractor/Agent Date Print O?wnit 2 g tis Name Print C n actor/Agent's Na tc Signature of Notary -State of I'lon Date gnaw N.*:ida Date ICIAL NOTARYOFFICIALNOTARYSEALPATRICTACOULTONPATRICIACOULTONNOTARYPUgLT 'STATE ARY PV j LIC STAT OF FLORIDA CO I OF FLORIDA7"P 1 €1 Conti ct T [tOwner/Agent is Tr yr t Qar 1`ktZtllq[jryto M or Produced ID — "y BU Nf' b15i34a3o hf 55TON EXP. TITS tfLY 26,2006 i/ ( Ui .Y-26,-2006- — A! PL.IC A HON AI'I'ROVED BY: Bldg: I Zoning: Ui;;ries: FD: al Ct'f)ate) (Initial ,l Date) (Initial C Date) (ItNtial &Date. Spccia! Conditions:—_-_-- CITY OF SANFORD P.O. Box 2847 SANFORD, FL 32772 PHONE # (407) 330-5630 - FAX # (407) 328-7367 APPLICATION FOR UTILITY SERVICE ACCOUNT (FULL NAME) r NAME SERVICE ADDRESS J> ; MAILING ADDRESS TURN ON DATE MAIDEN NAME SINGLE FAMILY RESIDENCE MULTI -FAMILY RESIDENCE COMMERCIAL oh cu't: WORK# nn j 1 H^OME# OWNER OF PROPERTY J- f 0y- I AM APPLYING FOR CITY OF SANFORD UTILITY SERVICE AT THE ABOVE ADDRESS. I AGREE TO FOLLOW ALL CITY RULES FOR UTILITY SERVICE AND TO PAY CHARGES IN EFFECT AT THE TIME OF DELIVERY. IN ORDER TO' -TRANSFER MY DEPOSIT TO ANOTHER. THE NEW APPLICANT MUST PROVIDE PROPER IDENTIFICATION AND ANY OUTSTANDING CHARGES MUST BE PAID AT THE TIME. WHEN TRANSFERRING MY DEPOSIT TO ANOTHER SERVICE ADDRESS. I MUST PA` I UNDERSTAND(TIHASNON-PAYMENT OF MY ACCOUNT WILL STOP SERVICE. SIGNED; DEPOSIT AMOUNT APPLICATION FEE OTHER FEES TOTAL DO NOT WRITE BELOW THIS LINE DATE CUSTOMER# LOCATION# LAST BILL READ THIS READ CSR DATE Limited Power Of Attorney I hearby name and appoint: Craig Coulton and ! O J each agent's of D.R. Horton Inc. To be my lawful attorney in fact to act for me and annly The Building Dept. of: j For a residential permit for work to be performed at: i rj4- 4i I on Lot # : Subdivision: V)a1cus Cross" Y Address: /x1i And to sign my name and do all things that are necessary to this appointment. Richard B. Ladd CBC055300 Contractor State Registration Number Signature of Contractor This foregoing i Date: /. Who is personyfly State of Flori County of Orar ge was acknowledged before me this: to me. By: Richard B. Ladd ( Contractor ) OFFICIA i L PATRICIA COULTONEYPUBLICSTATEOFFLORHDAMMISSIONNO. DD134330MMISSION, F1P JULY26,2006 Notary Pubic Signature v — Notary Seal C Si3 FEDERAL EMERGENCY MANAGEAM O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires July 31, 2002 ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number D. R. HORTON HOMES BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number XXXX UNNAMED ROAD CITY STATE ZIP CODE SANFORD FL PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 131, BAKERS CROSSING, PHASE 2 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/ LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 0 GPS (type): or 0.00#71 NAD 1927 NAD 1983 USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER 82. COUNTY NAME B3. STATE SEMINOLE COUNTY 120294 SEMINOLE FLORIDA B4. MAP AND PANEL B5. SUFFIX B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 0045 E 4/17195 4/17/95 A 24.6 810. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in 89. FIS Profile FIRM Community Determined ® Other (Describe): NEAL HILER ENGINEERING, INC. B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 NAVD 1988 Other (Describe): _ 812. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings' ® Building Under Construction' Finished Construction A newElevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similarto the building for which thiscertificate is being completed -see pages 6 and7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, ARIAE, AR/A1-A30, ARIAH, ARIAO Complete Items C3: a-i below according to the building diagram 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 calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD29 Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? Yes ® No o a) Top of bottom floor (including basement or endosure) 27. 8 ft.(m) o b) Top of next higher floor N/A. ft.(m) `n o c) Bottom of lowest horizontal structural member (V zones only) N/A. ft.(m) o 6 o d) Attached garage (top of slab) N/A. ft.(m) E 1 o e) Lowest elevation of machinery and/or equipment w ) M servicing the building (Describe in a Comments area) N/A. ftft#) E o f) Lowest adjacent (finished) grade (LAG) N/A. ft.(m) Z o g) Highest adjacent (finished) grade (HAG) N/A, ft.(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0 o i) Total area of all rmanento nin s (flood vents) in C3 h 0 in to an) pe peg . _sq. . q. SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME: WILLIAM R. MUSCATELLO, JR LICENSE NUMBER: 4928 TITLE: PROFESSIONAL SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 320 E. SOUTI,lI ST E114E.18 1 ORLANDO FL 32801 SIGNATURE I ` 1 ^ j J DATE 7/ 23103 TELEPHONE 407) 426. 7979 FEMA Form 81-31, JUL 00 SEE REVERSE SIDE FOR*CONTINUATION REPLACES ALL PREVIOUS EDITIONS IMPORTANT: In these spaces, copy the corresponding information from Section A- For lrsumnosCompany Use: BUILDING STREET ADDRESS (IndudVq Apt, Unit Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number XX) O( UNNAMED ROAD CfTY STATE ZIP CODE Company NAIC Number SANFORD FL SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUcompany, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL; Check here if attachmentsSECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building for whichthis certificate is being completed — see pages6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2 The top of the bottom floor (inducing basement or enclosure) of thebuilding is _ t(m) _in.(crm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6.8 with openings (see page 7), the next higher floor or elevatedfloor (elevation b) of the building is _ ft(m) _in.(c m) above the highest adacent grade. Complete items C3.h and C3.i on front of form. E4. For Zone AO only: If no flood depth number is available, is the top ofthe bottom floor elevated in accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner orowner's authorized representative who completes Sections A, B. C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssuedor community - issued BFE) or Zone AO must sign here. The statements in Sections A, B. C, and E are correct to the best ofmy knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME ADDRESS CITY STATE ZJP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinanceto administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensedsurveyor, engineer, or architectwho is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a buildinglocated in ZoneA (without a FEMA4ssued or oommuniywissued BFE) or Zone AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. G8. Elevation of as -built lowest floor (including basement) of the building is: — --A(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: _ LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, JUL00 REPLACES ALL PREVIOUS EDITIONS IIIIII1"I11111111111111N111111111111NII1111111111IN a MARYANNE MORSE, CLERK OF CIRCUIT COURT runs INSTRUMENT PREPARED BY: Patricia L. Coulton D.R. Horton, Inc. 6250 Hazeltine National Drive, Ste.: 102 Orlando, Florida 32822 RECORD AND RETURN 'CO: P.R. Horton Inc. 6250 Hazeltine National Drive, Ste.: 102 Orlando, Florida 32822 SEMINOLE COUNTY BK 04854 PG 1317 CLERK'S # 2003096368 RECORDED 06/06/2003 110507 AM RECORDING FEES 6.00 RECORDED BY L McKinley NOTICE OF COMMENCEMENT Prepare in duplicate) 332 4p,:-lod- The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in the Notice of Commencement. Description of Property: Lot(s) 117, 119, 131, 136, and 139 Bakers Crossing Phase 2 Plat Book , Page(s) , Public Records of Seminole County, Florida General description of improvements: Single Family Dwelling Owner(s): D.R. Horton, Inc., a Delaware Corporation Address: 6250 Hazeltine National Drive, Ste.: 102, Orlando, FL 32822 Owner's interest in site of the improvements: Fee Simple Fee Simple Title Holder (if other than Owner): Name: Phone #: Address: Fax #: Contractor: D. R. Horton, Inc. Phone #: Fax #: Address: 6250 Hazeltine National Drive, Ste.: 102, Orlando, FL 32822 Surety (if any): Address: Phone #: Amount of bond: $0.00 Fax it: Lender: Phone #: Address: Fax #: Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided bySection713.13(1)(a)7, Florida Statutes: Name: Address: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13(I)(b), Florida Statutes: Name: Address: Expiration date of Notice of Commencement: (the expiration date is one (1) year from the date of recording unless a different dateisspecified): D.R. Hort 0 by. Robe awson, Msgtant Secretary Corporate Seal) STATE OF FLORIDA COUNTY OF ORANGE The foregoinb instrument was acknowledged before me this day of —L 12003 byy Robert A. Lawson, Assistant Secretary of D.R. Horton, Inc., a Delaware Corpo hai' on, on effacorporation. Ife/She is personally known to me. Notary Public, State and County Aforesaid OF 1 ALARY' 14( PATRICIA COULTON NOTARY PUBLIC STATE OF FLORIDA COMMISSION NO. DD134330 LMYCOMML`; 51.. F'n, lU1.Y26,2006 Notary Seal 2pQ f- CERTIFIED COPY MARYANNEMOR CLERK OF CIRCUIT CO EMINOLErMNTL FL1 L CLERK D. R. HORTON HOMES SFR PERMIT PACKAGE CITY OF SANFORD CHECK LIST LOT # SUB DIVISION: BAKERS CROSSING ADDRESS '- AC 1-oc ,!1 •' l iZT `;L1r lC'Rj7 [_ 3 J C'f Ck 1/1T BUILDING APPLICATION POWER OF ATTORNEY 2 SETS OF SEALED PLANS 2 PLOT PLANS 3 SETS OF ENERGY CALCS MANUAL 1/ DUCT LAYOUT ATTACHED TO THE PLANS 2 SETS OF SEALED TRUSS PROFILES AND LAYOUTS ATTACHED TO THE PLANS UTILITY FORM NOTICE OF COMMENCEMENT APPEx CONTRACT Dri Ue,l.le/ RrmJ CITY OF SANFORD BUILDING DIVISIONSUBMITTALREQUIREMENTSFORRESIDENTIALBUILDING PERMIT I Two (2) recent boundary and building location surveys showing setbacksfromallstructurestopropertylinesforpermitforstructures (not fences) 2, Two (2) complete sets of construction design drawings drawn to scale, Complete sets to include: a Foundation plan indicating foomenti es or all replahearincement. walls. Provide side view details of these footers with r b, Floor plan Indicating Interior wall partitions and room identification, room dimensionndindoor, window, s decks and stairsoBathroomr opening sfixturc~ and distances location(s), landings, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F.S. 553, Part 5) C. Elevations of all exterior walls, east, west, north and south. FinishfloorelevationheightasperCityEngineeringDepartmentor subdivision plat. d, Cross sections of all wall sections to be used in the structure. Bearingnon -bearing inter and exterior. Show all components of wall section. e, Framing plan for floor joists where conventionally framed. Plan toIndicatespan, size and species of materials to be used. f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. 9. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footngcs: j ( S F Garages/Carports — S.F. Porch(s)/Entry(s) , p S.F. Patios) !. yi`-} Conditioned structure—L=-,—+--- Total (Gross Area) Code Forms (Form 600-A-97) 3. Three (3) sets of completed Florida Energy 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. 5. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 W. Airport B1vd,Sanford, Fl (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact theCityEngineerfordetailsregardingthearborordinanceandpermit. 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNERIBUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances. REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel- tic bearbs - columns- cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing i 1. Tenant Separation / firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building final 15. Other ai7 DATE SIGNATURE By Owner or Authorized Agent) PEST Sentricon* Colony Elimination System Pretreatment Plan Agreement Date of Install : Contract Number PUCHASERS NAME AND ADDRESS Name - Address[ City/State/Zip aa,t 0, 1 37 ZZ Phone & Email o-: taa,iedori _ Quarterly Payment Amount First payment due on the Install Anniversary Date) Any payment deemed 30 days past due will result In the cancellation of this Warranty and justify removal of the Sentricon System. CUSTOMERS NAME AND ADDRESS Name Address City/State/Zip Phone &t Email INSTALLATION ADDRESS: ?• A74`np C'l/.ZT CjL 1r- SPECIAL OR ADDITIONAL COMMENTS NOTIFICATION STICKER LOCATED: 71E & aQ . DAMAGE REPAIR WARRANTY From the date of installation of the Sentrlcon* Colony Elimination System, Apex will warrant the structure(s) against subterranean termite damage. If subterranean termite damage occurs to the described property during the warranty period, Apex will, upon notification and Inspection, arrange for the necessary repairs and pay the cost of labor and materials not to exceed $1,000,000. Apex may chemically treat the affected area of the property at no additional cost to the Customer. THE UNDERSIGNED CONSENTS TO AND AUTHORIZES THE WORK CONTEMPLATED HEREIN, AND FURTHER AGREES THAT THE TERMS AND CONDITIONS STATED ON EITHER SIDE OF THE AGREEMENT SHALL GOVERN .THE RELATIONSHIP OF THE PARTIES. Apex Representative Signature Date Customer or Agent tignature Date apex Pest Control Inc., (Apex) will, in substantial compliance with all federal, state, and local laws, rules, and regulations, and all applicable recommendations contained in literature provided by DowElanco: 1. install Sentricon* stations (the Stations) in the soil around the outside perimeter of the structure(s). 2. monitor those Stations for twelve months from the date hereof; 3. during those years, add Recruit* termite bait and remove It from the Stations as appropriate; and4. during those years, Inform the Customer of: a. any new or increased termite activity noted at the Stations b. any addition or. removal of Recruit* of Recruit* termite bait; and C. any observed effect of the Sentricon* Colony Elimination System (Sentricon) on termite activity. The Company will extend this Service Commitment following the original twelve month obligation. The SentriconPretreatmentPlanmay_bg maintained for the LIFETIME of the Identified property subject to the terms and conditions of thisagreementforperquarter (3mo period) payable on or before the end of the previous monitoring period. Afterthefifthyear, and each year thereafter, Apex reserves the right to revise the quarterly payment amount, not to exceed 10% per year. The Customer warrants full cooperation with Apex during the term of this Agreement, and agrees to maintain the areas) baited free from any factors contributing to infestation such as wood, trash, lumber, direct wood -soil contact, standing water. under pier type structure, or as noted in "Special or Additional Comments". The Customer also agrees to notify Apex of andeliminatefaultyplumbing; leaks; dampness from drains; condensation or leaks from the roof or otherwise into, onto, or underthearea(s) baited. At no time will damage caused to any portion(s) of the Structure(s), even by an active wood destroyinginsectinfestation, be the responsibility of Apex in areas where any of the conditions described In this Paragraph exist. FailureofApextoalerttheCustomertoanyoftheaboveconditionsdoesnotaltertheCustomersresponsibilityunderthisparagraph. DISCLAIMER: COMPANY DISCLAIMS ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED; INCLUDING STATUTORY WARRANTIES, AND SPECIFICALLY DISCLAIMS ANY IMPLIED WARRAINTES OFMERCHANTABILITY, FITNESS FOR A PARTICULAR PURPOSE, OR WARRANTY OF WORKMANLIKE SERVICE. FURTHER, COMPANY HAS MADE NO AFFIRMATION OF FACT OR PROMISE RELATING TO THE PRODUCT ORSERVICEPROVIDEDHEREUNDERTHATHASCREATEDORAMOUNTEDTOANEXPRESSWARRANTY. Customer expressly waives and releases any claims In any lawsuit, arbitration or other legal proceeding against Apex fornegligence, torts, personal Injury, death, violation of any statute, rule, or regulation, loss of use, diminution of value, economic, compensatory, Incidental, consequential, exemplary, punitive, liquidated, treble, or special damages If any kind, and in no. event shall Apex be liable for any amount greater that amount paid by the Customer to Apex for the service to be performed. SENSITIVITY/PHYSICAL FACTORS: Customer understands and agrees that (1)lt Is the responsibility of all family members, visitors, guests, and/or other temporary or permanent occupants to consult it physician if necessary regarding any affects the Property treatment may have and fy ex In ng not less than s prior sensitivity concerning odorsltIstheirrdust,tsibility to pollen, respiratoryipIllness, orioither condition that vmay)beactActivated or exacerbated by treatment the proing ducts nna or techniques utilized by Apex. GENERAL TERMS AND CONDITIONSByspecificreferencehereto, the Customer understands that the general terms and conditions are hereby made part of this contract and apply without exception. 1. DOWELANCO OWNERSHIP OF SENTRICON" SYSTEM COMPONENTS. The Customer understands that. All componentsoftheSentrlcon "System (Components) are and will remain to property of DowElanco. The Customer has no rights to any of theComponents, and the Purchaser may not alter, remove, or modify the components In any way, other than the right to their use as Installed by Apex on the Customer's premises under this agreement. 2. On expiration or termination of this Agreement, Apex and DowElanco or Its representative are authorized sp the Customer to te disposition. retrieve from the Customer's premises the Stations and other Components contained therein for appropriaosition. 3. If Apex, for whatever reason, ceases to represent or to be authorized to represent, the Sentricon" System a. Apex will: (1)so notify the Customer; (2)offer Customer the alternatives of either using a different form of termite protectionordiscontinuingtherelationship(note: Conventional "liquid barrier" method of termite control may not offer an effectivemeansofcontrollingcertaintermiteinfestationsofcertainstructures. In such event Apex may not be able to offer a different form of termite protection, and therefore may have to discontinue the relationship.); (3)If the Customer and Apex (Parties) agree on use of a different form of termite protection, give the Customer credit for service paid for but not yet received; (4)if the Customer elects to discontinue the relationship, or if Apex cannot offer an effective different form of termite protection, refund to the Customer an amount equal to the fee paid for services not yet received, and; (5)retrieve, or advise DowElanco'orItsrepresentativeswheretoretrieve, the Components from the Customer's premises; and b. the Customer will; (1)grant Apex and DowElanco or Its representative reasonable access to the premises for the retrieval of the Components; and; (2)either agree with Apex on the use of a different form of termite control or elect to discontinue this relationship. ADDITIONS AND/OR ALTERATIONS This Agreement covers the Structure(s) Identified herein as of the date of the Initial Installation. Prior to; (1)the Structure(s) being structurally modifled, altered, or otherwise changed or; (2) to any termittelde being applied on or close to the location of any Station, or; (3) soil is removed or added around the foundation, or; (4) any tampering of baiting equipment or suppliesoccurs, the Customer will Immediately notify Apex in writing. Failure to notify Apex in writing of the events listed above may vold this Agreement. Additional services because of any alteration, addition, or other such event, may be provided by Apex at the Customers expense, and may require and adjustment In the annual fee. DAMAGE RELATED TO SERVICE Apex will exercise due care while performing any work hereunder In avoidance of damaging any partoftheCustomer's property, plants, or animals. Under no circumstances or conditions shall Apex be responsible for damage caused at the, time the work Is performed except those damages resulting from gross negligence on the part of Apex. PAYMENT/DEFAULT. All payments due pursuant to this Agreement shall be made at the Apex Corporate Headquarters located inMerrittIsland, Brevard County, Florida. In the event of failure to make payment when due, or any other default by Customer (1) Apex maywithoutnotice, terminate this Agreement and pursue all other available remedies, which shall be cumulative, and (2) Interest shall accrue at the highest rate allowed by law during the period of any delinquency, and (3) Customer agrees to pay all costs and attorneys fees Incurred by Apex, whether or not suit is brought. VENUE/SEVERABILITY. Venue for any and all legal proceedings shall be In Brevard County, Florida. If any part of this Agreement is held to be Invalid or unenforceable for any reason, the remaining terms and conditions of this Agreement shall remain In full force and effect. CHANGE IN LAW. In the event of a change In applicable law as it pertains to the services promised herein, Apex reserved the right. to revise the annual extension charge or terminate this Agreement. DISCLAIMER/CONDUCIVE CONDITIONS Apex's liability under this Agreement will be terminated If Apex is prevented from fulfilling Its responsibilities under the terms of this Agreement by any reason of delays In transportation, shortages of fuelJor materials, strikes, embargoes, fires, floods, hurricanes, storms, quarantine restrictions, or any other act of God or circumstances beyond the control of Apex. Apex disclaims any liability for special, Incidental, or consequential damages. This Agreement does not cover and Apex will not be responsible for; (1)termite damage resulting from water leakage; (2)termlte damage resulting from masonry failure or grade alterations; 3)termite damage resulting from direct wood to soil contact; (4)furniture and contents; (5)areas of existing damage unless areas have been repaired by Customer's evidence of receipts. ARBITRATION. Not withstanding any provision contained herein regarding litigation, in the event of any dispute arising hereunder; Customer agrees to submit the dispute to the least expensive procedure of arbitration In accordance with the rules and procedures for commercial arbitration of the American Arbitration Association or any successor organization, and in accordance with and subject to all tht provisions of the Uniform Arbitration Act as In force In the State of Florida, or the Federal Arbitration Act, 9 U.S.C. section 1, et seg. Thi proceeding shall be governed by one arbitrator, and the location of arbitration will be Brevard County, Florida at the offices of Apex or it! designee. The arbitrator will have the complete power to determine all Issues of fact and law, and any determination of the arbitrators Nvil be final and conclusive, and binding on both parties. Customer agrees that any such arbitration shall be conducted on an Individual basis and not a class wide basis. Apex shall recover all fees, costs, and attorneys fees associated with the arbitration proceeding. ENTIRE AGREEEMENT. The service Agreement signed at the time of purchase constitutes the entire Agreement between the partles an( no other representations of statements will be binding on the parties. REFUNDS. Apex at any time on or after 36 (thirty-six) months from the Initial date of Installation, terminate this Agreement and b relleved of any liability hereunder if Apex determines, in Its sole discretion, that it Is unable to prevent or stop further damage to Proper; from subterranean termite activity. Partial refunds may be made under the discretion of Apex Pest Control Inc. NOTICE OF CLAIMS, ACCESS TO PROPERTY. Any claims under the terms of this Agreement must be made Immediately in writing t The Apex Corporate Office. Apex Is only obligated to perform under this Agreement if the Customer allows Apex access to the identilie Property for any purpose contemplated by this Agreement, including but not limited to re -Inspection, whether the inspection was requeste by the Customer or considered necessary by Apex. LIMITED ASSIGNABILITY. This Agreement is assignable by Customer for a period of 1 (one) year from Its effective date. After th Initial 12 (twelve) month period, Customer may transfer or assign this Agreement with a M transfer fee payable to Apex within thirty) days of the transfer of the treated Property. Trademark of DowElanco Brevard Area Orlando Area Tampa/Sarasota Area 508 S Plumosa St. 7006 Stapoint Ct. #G 5314 Fnulkenburg Rd N Merritt Island, FL 32952 Wlnterpark, FL 32792 Tampa, FL 33510 407-459-2847 407-858-0540 813-221-2847 800-929-2847 888-764-2847 877-459-2847 Q ONE BY WOOD BUCK BY OTHERS CAULK BETWEENWINDOWFLANGE - L.WOOD BUCK STUCCO BY OTHERS PERIMETER CAULK B7 OTMERS RIGID VINYL GLAZING BEAD H . (TYPJ DOW04T) CONCRETE OP MASONRY OPENING BY OTHERS / I[ / A CAULK BETVEEN WOOD BUCK L MAS'Y. OPENING B. OTHER: I-1/4' MIN. EMBEDMENT INSTALLATION ANCHOR 1114• 01A. TAPCON B.W. i-Va• Mtn BUCK WIDTH)- EMBc DNCNT INSTALLATION ANCHOR ONE BY vODD 3/16• IA_ TAPCON p BUCK BY OTHERS — SHIM AS REO'D. RIGID VINYL 1/4' MAX. GLAZING BEAD (SEE NOTES) TYPJ E3/. BUCKHEIGHT) CAULK BETWEEN WINDOW FLANGE &.PRECAST SILL v/ vuLKEN 116 ADHESIVE p pCAULK. OR APRV'D. COL. SECTION. B—B FLANGE TYPE PERIMETER WINDOV FRAME CAULK SILL BY OTHERS BY CAULBUCK BEVol] TKWLEEN) MAS' Y.. OPENING BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS V, r W.W. AST STLL A77 a (IA.c te._ IYOTHERSylAB ( C O NOT . SECTION -A r' 1) $HIM AS RED .0. AT EACH INSTALLATION ANCHOR. MAX. ALLOWABLE r.. SHINSTACKTO'BE 1/4-- E 2) WINOOW-FRAME MATERIAL: ALUMINUM ALLOY 6063 3) INSTALLATION ANCHOR MUST eE OF SUFFICIENT LTH. TO AC:JEVEMIN.EMBEDMENTOF1-1/4' INTO uA$OnRY OR CONCRETE4) USESILICOMZEDACRYLICCAULKBEHINDWINDOWFLANGEATHEA.O & JAMeS. SILL MUST EE ATTACHED TO THE SU35FRATE WITH I f B I K VULKEM 116 ADHESIVE CAULK OR APPROVED EOUAL. 5) USE SILICOMIZED ACRYLIC CAULK FOP. PERIMETER SEAL AROUND W.H, EXTERIOR OF WINOOW FLANGE. r V 6) IF. EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR.. CHART. USE ANCHOR OUANTITY LISTED WITH NEXT LARGER SIZE. FOP T APPROPRIATE DESIGN PRESSURE REO'0. 7) GLASS P+ICKNESS MAY VARY PER THE REOuRZ.ENTS OF AST. E1300GLASSCHARTSI OJ I8) LETTER CESIGNATIONS ON THE TAPCON LOCATION CHART NOlt_.'_ . WHERE TAPCON ANCHORS ARE TO 5E INSTAL' =0 WHEN U<:;%:.E- ExTERIOr ELEVATION AS A KEY. TAPCON' LOCATION CHART CALL BUCK: LOCATIONS IN HEAD LOCATIONS, IN JAMB SIZE SIZE 300V TO 40nr t.sr TO 7OPSF 301`7 TO 4CNSr 411psi TO ,70css 12 Ia 1/3 x 25 14 _ 18, 1/5 z 49 5/a 8 B - FG v R sx M `' 145 18'1/8 x 55 1/ FG/ 15 18.1/E x 62 a B'`.`fG 1718 't/8 It 83 i•GJ.I(AM-' .. 1M2 9H315- 8/2 x 25 25.1/2 x J7 3/8 8 ee Ff J• iM4 s25 1/2 x•49 5/a - 8 e _ 8F•GF.Git/ 45 25 1/2 x 55 1/4 11/ 5 35 1/2 ); 63'fJ3') f.GHJsiM6 25 1/2,x 71 e e fA r' fCHJ 1n725 -9/2 X 83 B 8 P,GJ.K z FGJX ` 30 3/2 a 26 29 1/2 X 25 B 30 1/2 . 38 3/8 29 1/2 x 77 3/a 8 8 FF FG - 70 // 2 . SD 3/8 24 1/2 x 49 5/8 e 8 Fc f GHJ « 30 // 2 . 561/4 29 1/2 x 55 1/4 B 5 F•G FGHJ 30 1/2 63 29 1/2 x 62 6 6 - F.GFGHJ 30 1/2 .'72 29 1/2 z 71 8 6 f.GHJ f G HJ 30 , . 84 29 ./2 x a3 e B F.GJX FGJ.K - - 36 x 25 23 36 x 37 3/8 B 8 F.G F.G -. 24 3b x 49 5/5- 245 36. x 55 1/4 9 e F.GF.G.Hj 25 36 x 62 B e F.GH.1 F.C.HJ .. 26 36 x 71 8 e F.GHJ O.EF.GHJ . ' 27 36 x 83 6 8 F.GJX FJ;HJJ.K 42 : 5 41 x 25 42. 3E 3/3 41 x 37 3/8 B 13 F.Gf G•HJ 42 . 5a 5/8 u x 49 5/a B 8 F.G F•G.HJ 42 . 56 1/4 41 x 55 1/4 B F.GHJF.G.IU 42 . 63 41 x 62 6 8 - FGHJ O.E.F•GHJ : 42 . 72 41. x 71 5 B F.GHJ42 64 41 x 83 8 8-. F.GJ.K F.G.HJJ.K 42 a 26 47; x 25 5 A.0G 47 z 31 }/3 A.0 F.GFGH•1 8 a 50 3/3 a1 x 49 5/3 8 A.C. F,GFG.HJ 43 . 56 1/4 47 x IS 1/4 E A.0 F.OHJ f G HJ4q . 63 a7_ x 62 8 A.0 - F.G.MJ D.E.F CHJ4a . 72 47 x 71 8 0 F.G.HJ0 EF.GH.1 43 • 8A 47 x 83 of FCJK OF F G H I JK 32 52 1/3 x 25 8 A.0 FIG F•G 33 52 //8 x 37 3/8 8 A.0 F.G F G H,1 34 52 1/3 x 49 5/8 6 A.0 FGHJ f G.HJ 345 i/a x 55 1/4 B A.0 I F.GH.I DY-F-C.Hi b2 6 AC F.G.M.1 O.E.F.GHJ 36 52 1 /E z 71 B A.0 F GH'I O.E.F•G.H.1 - 37 52 1/3 x 83 e AC F.G.JX B.E.F.G.J.F..JX37 SIZE NGT AVAILAeLE IN IC00 OR 1500 SERIES. 9) ALL FACTORY APPLIED `-OLES NOT DESIGNATED FOR TA=CCN - ( ANCHOR SHOULD EE FILED WITH g' SCREWS C J C I?H. JJ77 pt TOPROv;CE MIN 5/a IN. EMBEDMENT INTO W00f0 CULA 10) FLORIDAIpA ?xTRU0ER5 ;_ G0 $E41E: 4NGI: SUNG IS <HCn I --1$ PRINT ALSG APPLIES i_ T-_ FLORIDA A L G _ = CO SERIES FR1J hGL HUNGIi) WHERE N. -:4 : I 0 \ w J {VVV p•••"'' v/ jjj _ _ J _ SUF IC N-' _ NGI1 / M N. _v_ .:. _ .J i r l _ ' I• - X I E J I L r 7.ALL _ - h - c_ I ' FLORIDAEXTRUDERS ISANFORD, F ORIDA TITLE. iNS7F AI 101N C T.A. SGI HUNG _ NGEI ND .:,• SERIES ! 000 i 500E 2000 .. DRAWN BY. I ?PPP. OVED BY: A -, SCALE-.. c IDWC LLX001. VINDOVHEIGHT I/4' MAX. SHIM.. SPACE _ _ - Tv0 By WOOD STUD BY OTHERS e s SECTION : g 24- D-C. MAX. (TYPJ EOUALLY SPACE ANCHORS (TYPJ .a HEIGHT + NOT;S, ar r 1) SHIM AS REO D. AT EACH INS Al_b(III OR: JGLAZING (TTP. / SEE NOTES) - MAX- ALLOWABLE SHIM STACK TO BE,a/a 1 2) WINDOW FRAME MATERW :"ALUMINUM MUS_ ALLOY 6063 3) INSTALLATION E' LS7ALlATIONANCHORBOFSUFFKI£NT TO ACHIEVE MIN. EMBEDMENT OF Ut1LK7" INTO w000';I A ( 6' MAX. J 4)-USE SIUCONIZED ACRYLIC ,DEHINO WINOOw AT HEAD. SILL & JAMBS. " 5) USE SILICONIZED ACRYLIC CAvT FOR :PERIMETER r-— 6' MAX.(TYPJ AROUND EXTERIOR OF WINDOW FRAME. ' ' `. 6) IF EXACT WINDOW SIZE IS NOTZSTED:1N ANCHOF USE ANCHOR OUANTITY LISTED WITH :NEXT L4RGER rtN TYPE ELEVATION - _ T) GLASS THICKNESSMAY VARY PER THE-R£OUIREME v[nDOV FRANC ASTM E1306 GLASS. CHARTS. .- PERIMETER S114ARBLE SILL vIEwEO FROM EXTERIOR 6) FLORIDA EXTRUDERS 1000 SERIES. SINGLE HUNG THIS PRINT ALSO APPLIES TO THE FLORIDA ETRUDI CAULK —\ Br OLTHERS ANO 2000 SERIES SINGLE HUNG WINDOWS I BY OTHERS - INSTALLATION ANCHOR XB VOOD SCR£. V STUCCC _/ i • v BY OTrc?S - CAULK BETVrrN VjNDO' J IN S EA'i!NG L SHEAT.ING 3, QT.-a _y- c _;0l By By V£ D O 3r OTHER'_ EM: E jM= NT REVI DESCRIPTION DATE FLORIDA EXTRUDERS INTERNATIONAL, INC SANFORD. FLORIDADA TIT!": INSTALLATION D = IL W/`? SCREWS Si EL= LING FIN =5 - _--!ES 1000,.500 7 2000 D=?."yN BY.:- APPROVED BY: SHEATHING BY OTHERS CAULK BETVEEN WINDOW FIN L I SHEATHING NSTALLATION I ANCHOR r:8 SCREW EXTERIOR FINISHBYOTHERS — PERIMETER JCAULK BY OTHERS WINDOW HEIGHT EXTERIOR PERIMETER CAULK BY OTHERS VSTALLATION ANCHO= — 2 1000 SCREW EXTERIOP =iNISH BY Qi HER GLAZING SEE NOTE 6) CAULK ?ETV N —/ ViNDO•.- :N I I"MIN E Sf'EA TH(N EM SE^."Ni SCE ! IC' ` ( 1, MIN. IacoMENT WOOD FRAMING BT OTHERS SHIN A REO,. CENTRAL IFLOPJDA B•©•A•F. SEE NOTES) T,kCT N+ER NAME: o R42&ko e Ui g .J1EU' 1/4' MAX. F,rSHIMSPACEST+R -TfTL11 GLAZING SEE NOTE 6) BUCK HEIGHT FIN T'(PE VINDOW FRAME SE_ NOTES) WOOL F:RAMENG BUCK ;Y C-.LC,:S It, HE', ol EXTERIOR FEN TYPE _ WINDOW FRAME A ELEVATION VIEWED FROMEXTERIOR u WINDOW WIDTH IFS 1/4- MAX. SHIM SPACE WOOD FRAMING BY OTHERS I ATHING BYOTHERS 1 S INSTALLATION LEI ANCHOR a8 SCREW CAULK BETWEEN WINDOW FIN L SHEATHING SECTION B- B PERIMETER EXTERIOR FINISH CAULK BY OTHERS BY OTHERS NOTES. 1) SHIM AS REO"O. AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. MAX. ALLOWABLE SHIM STACK TO BE 1/4". 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHORS MUST BE OF SUFFICIENT LENGHT TO ACHIEVE MIN. EMBEDMENT OF 1' INTO WOOD FRAME. 4) USE SIUCONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR. OF WINDOW FRAME. 5) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FIN. 6) GLASS THICKNESS MAY VARY PER REOUIP.EMENTS OF ASiN E1300 GLASS CHART3. SINGLE CLAZING IS SHOWN, INSULATING GLASS ALSO QUALIFIED. 7) FLORIDA EX.TPUDERS 2000 SERIES FIXED PICTURE WINDOW IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS 1500 AND 1000 SERIES PICTURE WINDOW. B 8) SPACE INSTALLATION ANCHORS AT 6 MAX. FROM CORNERS AND MAX. 24 O.C. DESIGN PRESSURE CAPACITY OF INSTALLATIONS., WITH. ANCHOR. SPACING AS STATED. IS 70.0 PSF FOR ALL AVAILABLE SIZES UP TO 73 X 71 OR 63' X 95- OP 119' X 37-3/8" MAX. 9) WINDOW UNIT CAN BE MULLED TO OTHER UNITS USING ALUMINUM TUBE MULLION, SEE MULLION - INSTALLATION SHEETS FOR PEOIREMENTS. FLORIDA EXTRUDERS ` TERNATIONAL, INC NANFORD, FLORIDATITLE: INS T A.LLIAT 7ION L!-- A I L W/ rd WOOD SCREW FIXED r IN W 1 IN D1:7 FR'1ES 20(j-0 \ Opp DRAWN EY: APPROVED 9'r: ATE I / I /02 .E-ALE IDWG.: : IL --- .i r L. _ 1000 S.H. i X 2 X 1/8 1000 S.K. 1 X 2 X 3/8 TWO BY. -WOOD JAMB (TYPJ TUBE MULLION JAMB CTYPJ TUBE .MULLION BUCK BY OTHERS 48 x I/2 SELF 8:'X 1/2 SELF 1 LS' -MDt G SHS " - TAPPING TAPPING SMS --. -:. ic - TEMBEDMENT ri IFT ;2 X 4;7( 3/8 77\ -. 1000 S.H: JAMB (TYPJ 8.'.X 11/2 SELF LL:i: --xo n arc a r TAPPING TAPPING SMS s. SECTION A=A (3)'- - -'- SECTION A -A (4) DETAIL C I vmo erunuc ' AUXILIARY PLATE . 1:X 4.`X 3/81X4X1/8.. ADDITIONAL ANCHORS. WHEN REQUIRED) jTUBE MULLION TUBE MILLIONNU` Q S1- A A p 1000 S H. URIDA 98 SELF TAPPING SMS (TYPJ r DETAIL B MULLION ELEVATION QC8xt/2 SELF #8 x U2 SELF " TAPPING SMS TAPPING SMS VIEWED FROM EXTERIOR SEALANT BETWEEN VINDOV FRAME L MILLION 8 "X 1-1/2 SELF TAPPING SMS w n /C\- FLORIDA EXTRUDERS SANFO RloFLO__ INc ANFORD, FLORIDA TI• ri.e: SER. 1000/ 1500 FIN SHEET 1 OF 2 VERTICAL MULLION SECTI NS SEALANT BETWEEN: WINDOW FRAME: SEE OTHER SIDE -( SHEET 2 OF2) FOR C v M.,? L MULLION DESIGN PRESSURE CAPACITIES V#8X1-1/2 SELF TAPPING SMS DRAWN BY: MSH APPROVED BY: t X is X 118 _ L' c.}i -. /r [ Y c X 8. ..40ru— .., tJ i+!' C --r•- rG% SJi— r" CTS•• l- yh ., ..:.4 tT.r.J i'-. - i - r.; _ T hC _ l2.L iv'pY- iiTHERSiltX__ . c 3+:: TdP iEN,,-dArt•M1u ..S.- a-- vt-"•;.w- ,.,,•;4f :fie. ' : i . f 1 ,; .x `"_ 3. _..-y ," .t.; -4 ii i.,•-''.7 {'i ' ! .•r.,-•.... ,n'.a- 1 .,.. "jam--: j``"' - r _ j ... p..-. ..._- 1`itc..,.,F a3t r ca .-;... _ - ,.. ._STaCA7I M1,'v,.-,/15_•i Its X'1-1/;c 7 r 4S i Si E.. C M'c S - - E_ _ TFP inG SMS :TAFai\ SyS [L -1 i tXfi t [iY Gl z i - t C T , -' : '- Y ` -r Tr?- 1 L cft 2cw_RED3 T .. S_( ION —A t 5, S_. „ON A —A ; , i -rl? atc_ 1 X G X_L/F \Ok TUEE M' 1 inr; _..-RISE ttJ'tl_lu?', - 'k, xI. F. i i !jQ _ Q JAMB (- r) 'i Jar 3 p.: 1 _ A "37 . N}' ' _ ic: _-.,cc..,r .. l .. 1 t. .. - i i sms ITYF.- Ei_..v t3 ; t K -K */= Sc F zc X 1/= SE 1 l!E'rl'i^' -: CW EXI_R:0% INTERNATIONAL: INC ° f FLORIDA EXTRUDERS SANFORD, FLORIDA ' i =r = J CSc\ Jrc 1 TITL: F I: yr.: x \ 1 -• ati =:v %' Sf,JFY. t._. PPP20VED BY: MIAMI.OADE IVtIAMI-DADE COUNTY, FLOR1 METRO-DADE FLAGLER BUILDI• BUILDINC CODE CONIPLIAIYCE OFFI MEi'RO-DADE FLAGLER BUILD) 140 wI i FLAGLER S•I121:G1, sur11i I MIAMI, FLORIDA 33130.1 PRODUCT CONTROL NOTICE Or ACCEPTANCE (305)375-2901 FAX (305)375 Premdor Entry Systems CONTItAr.CORLIc:ENNING,t•:rrl 911 E. Jeferson, P.O. Box 76 (3os) 37s-2527 FAX (301) 37s-: Pittsburgh ,KS 66762 co,INTRAcroR ENFORCE1IKNT ntVISI 303) 371.29" FAX (10) 375-: PRODUCT CONTH01. UIVI, 3os) rs-2902 F,%_x (3ns) 372.E Your application for Notice of Acceptance (NOA) of Eutergy 6-8 S-W/E Inswing Glazed Double w/sidelites Residential Steal Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types Construction, and completely described herein, has been recommended for acceptance by the Miami -Da( County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure I product or material at any time from a jobsite or manufacturer's plant for quality control testing. If I product or material fails to perform in the approved manner, BCCO may revoke; modify, or suspend use of such product or material immediately. BCCO reserves the right to revoke this approval, if it determined by BCCO that this product or material fails to meet the requirements of the South Flor BuMinn Code. The expense of such testing will be incurred by the manufacturer. c-' ACCEPTANCE NO.: 01-0314.25 EXPIRES: 04/02/2006 hoot tcoangucz Chief Product Control Division THIS 1S TI-IC COVCRSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND CCNCR.,\L CONDITIONS BUILDING CODE KC PRODUCT REVIEW COi\INI(TTEC This application for Product Approval has been reviewed by the BCCO and approved by the Buildi Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions: forth above. APPROVED: 061051200 i X_r_ 4-" Francisco J. Quintana, R.A. Director Miami -Dade County Building Code' Compliance 01'lic Premdor Entry Systems ACCEPTANCE No.: 01-0314.25 APPROVED : JUN 0 5 2001 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECi1'IC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.27 which was issued on April 28, 2000 approves a residential insulated door, as described in Section 2 of this Notice of Accepta designed to comply- with. the South Florida Building Code (SFBC), 1994 Edition for Miami-[ County, for.the locations where the pressure requirements, as determined by SFBC Chapter 23 not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-!V/E insiving GIazed Double Residential Insulated Steel Doors Sideiites- and its components sliall. be constructed in strict compliance with the folio% documents: Drawing No 31-1028-EW-1, Sheets 1 through 6 of 6, titled "Premdor (Entcrgy Br. Double Door with Sidelites in Wood Frames with Bumper Threshold (inswing)," prcoarec manufacturer, dated 7/29/97 with revision C dated 01/11/00, bearing the Miami -Dade Co, Product Control approval stamp with the Notice of Acceptance number and approval date byMiami -Dade County Product Control Division. These documents shall hereinafter be referred t the approved drawings. 3. LIMITATIONS 3.? This approval applies to single unit applications of pair of doors and single door only, as shown i approved drawings. Single door units shall include all componcnts described in the active leaf o this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang .Such that the angle between the edge of canopy or overhang to sill is'lcss than 45 degrees. Unless unit is installed.ir non -habitable areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance wit the approved drawings. 4.2 Hurricane protection system (shutters): the installation of this unit will require a hurri, a; o:cction system. S. LABELING 5.1 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 6. BUILDING PERiMIT.REQUIRMNIENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installalio 6.1.3 Any other documents required by the Building Official or the South Florida Building Co. SFDC) in order to properly evaluate the install• ion of this system. Manu 1 Pcrcz, P.E. Product Co C Exan: Product Control Division Premdor Entry Systems ACCEPTANCE No.: 01-0314.25 APPROVED EXPIRES JUN 0 5 2001 April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS t. Renewal of this Acceptance (approval) shall be considered after a renewal application has been fi and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. c. If the Acceptance holder has not complied with all the requirements of this aeceptar including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initi; submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the proddct or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of n revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. - Misuse of this 'Acceptance as an endorsement of any product, for sales, advertising or other purposes. 6. The Notice of Acceptance 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 Notice of Acceptance is displayed-, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the maliufacturer or its distributors and shall be available for inspection at tile job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. EiVD OF "I'll IS ACCEP" *ANCE Manu Pcrez, P.C.; Product Contr kam Produ 'ntrol Division Glazed Units COP-WL-MAOIOO.02 FIBERGLASS DOORS 6'8" Height — Inswing 1Singles1 2'0" 2'6" X 2'8" 2'10" 3'0" 316" 1 1 COP-WL-MA0141-02 1 t 02-0419,08 Application Filed) t• 1 52.0 NO Not Listed Not Listedra X0, OX, NO I 1 1mastinite1 2'8" + 1'0' COP-WL-MA0143-02 t.l' t 02-0419.08 Application Filed) r• 1 52.0 1. 1 NO 2,8" + 1'2" 2'10" + 1'0" 2'10" + 1'2" 3'0" + 17 3'0" + 1'2" 1'0" + 2'8" + IT COP-WL-MA0144.02 02-0419.08 Application Filed) 52.0 NO I 1 1'0" + 2'10" + 1'0" 1'2" + 2'8" + 17' j 1'0" + 2'8" + 1'0' 1'G" - 3'0" + 1'0" 1'2" + 2'10" + 1'2" 17' + 3'0" + 1'2" 2'6" + 2'6" + 2'6" 2.8" + 2'8" + 2'8" 2' 10" + 2'10" + 2'10" 37 + 37 + 3'0" XX, OXXO 2'8" + 2'8" COP-WL-MA0142-02 02-0419.08 Application Filed) 52.0 i NO Ij t 2'8" + 2'8" 2'10*'- 2'10" 3'G" + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0145-02 02-0419.08 Application Filed) 52.0 NO 2.8" i 2'8" + 2'8" + 2'8" 2'10" + 2'10' + 2'10" + 2'10" 3'0" + 3'0" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (w:;nv.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design 8 geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, slate or local building codes specify the edition required. Masonite In'erna:lonal structural, cyclic, air, water, forced entry/or impact testing Is done in accordance with Miami -Dade 8CCO protocol PA201, U O akaft fwahCLe Sa .. fc'rKr u4nyt M,.4.v.t r+.,d... 4Dee, p C., O t 79 TdIT 1e OWt00,' U'n9 Qfng'Y 01C'Yat1n110'0-Tfn0n1 fnyti 10ttlla)6%n, 0t$"On]n0 C'nOntl Masonite tnternatlonal Corporation Ot11J , VI nt.1 10 (0)fyt .r'400Wn0t.m. Glazed Units X X0, OX, OXO XX, OXXO COP-WL-MA0100-02 FIBERGLASS DOORS 6'811 Height — ClutsWing 2'0" 2'6" _ 02-0418.03 2'8" COP-WL-MA0161-02 (Application Filed) 55.0 NO 2' 10" 3'0" 3'6" Not Listed Not Listed — — 2'8" + 1'G" 2 1 i)+ 1'0" 02-0418.03 I 2'10" + 1'2" COP-WL-MA0163.02 (Application Filed) 55.0 NO J'G" - 1'0" 37 + 1'2" 17 + 2'8" + 17 IT + 2' 10" + 1'0" 17'+2'8"+17' 1'0" + 2'8" + 1'0" IT + TO" + l'0" 02-0418.03 1'2" + 2'10" + 1'2" COP-WL-MA0164-02 (Application filed) 55.0 NO 1'2" + 3'0' + 1'2" 2,6" , 2,6" : 2.6" 2'8- + TV + 2'8- 2' 1 G" + '2' 10" + 21 G" j 3' 0" + 3'0" + TO" 2' 8" + 2'8" 2' 8" + 2'8" 02-0418.03 2' 10" + 210" COP-WL-MA0162-02 (Application Filed) 55.0 NO 3' 0" + 3'0" 2' 6" + 2'8" + 2'6" + 2'6" 2' 8" + 2'8" + 2'8" + 2'8" 02-0418.03 2' 1G" + 2'l0' + 2'l0" + 2'l0" COP-WL-MA0165-02 (Application Filed) 55.0 NO 3' 0" + 3'0" + 3'0" + 3'0" t. es: 1. Cccr a,. rsngeinents using fewer panels than wln! is shcmrn in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite ln!ernational website (www.maso iile.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design d geographic Ioc20on is determined by ASCF 7 (Minimum design loads for buildings and ocher structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impacl testing Is done in accordance with Miami -Dade BCCO protocol PA201 PA202 & PA203. Oak raft ARTFEW u.... ..< .... Y"v eVOOutr+e..r..,."w N.A..• tm.t A:.: Om cc ron ty 0,00,4m at a oe'4 e+o.oKmem makes soeaircr.o"s. aesian aaa Masonite International C o r p o r a t i o r. Cr. e ;ej,,n ro chNae v4'w 4 "Ii C. Glazed Units COP-WL-MAOIOO.02 FIBERGLASS DOORS 8'0" Height — Inswing ArrangementSingles1l) X 2'G" filasonitelniernalionalrl• COP-WL-MA0146-02 r 02-0423.01 Application Filed) r• M1 40.0 r 1 NO 2'6" TV 2' 10" 3'0" 3'6' Not Listed Not Listed Arrangement- r X13. Ox, CXO 1 2'8" + 1'0" 1Miami-Dade COP-WL-MA0148-02 r 02-0423.01 Application Filed) r 1 40.0 impact NO 2'8" + 1'2" 2'10" + 1'D" 2'10" + 17 00 +10" TG' + 1'2" COP-WL-MAD149.02 02-0423.01 Application Filed) 40.0 NO i'2• + 2'8" + 17' 1'0" + 2'8" + 1'G" — 1'0' + 3'0" + IV' 17' + 2'10" . 1'2' 17' + 3'0" + 1'2" . TV + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2' 10" + 2'10" XX, OXXO 2'8" + 2'3" COP-WL-MA0147-02 02.0423.01 Application Filed) 40.0 NO 2'6:' + 2'8" 2'10" + 2:10" 3'0" + 3'0" 2'6" + 2'8" + 2'6' + 2'6" COP-WL-MA0150-02 02-0423.01 Application Filed) 40.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 3'0" + 3'0" + 3'0" + 3'0" Notes: 1. Door arrangements US;Gg fewer panels tear what is shown in the above chart also comply under the product approvals shown. 2. Assembly delai::; are available from, the Masonite International website (www.masonite.com) or from the technical center. 3. lnsta:la:ion ins!rc: lions are 3v3ila5le from the G{2sonite Inter.Vicnal website (www.masonite.com) or from the technical center. tictu2: c:sicn pressure requi; ement for a specific cuildfng design 8 geographic location is determined by ASCE 7 (Minimum design loads for bui!d+•ngs and other structures). National, state or local builairlg codes specify the edition required. 5. Masonite International structural, cyclic, air, waver, forced entry/or Impact testing is done in accordance with Miami -Dade BCCO protocol PA201, PA202 & PA203. O ak aft M',....I.n, r AR EK" r..l.l...l, l..T I In1.M[; 1, •\,{.S I:N•1'.Y 00[11t% L [ 2:L. RC.' tx:ea q plc;:n ct 01"'Clm.paAmm Puree sp[:n+;;;.y,•cciy[: s,lr.a Masonite International Corporation J S l.A[I , an(•:' 1MllPu.' Ill.;i;[. Glazed Units COP-WL-MA0100.02 FIBERGLASS DOORS 8'0" Height — Outswing IIIIIIIIII11FAIr-IdAgam X 1 1 2'0" r 1 COP-WL-MA0166-02 I. 1•• r 02-0423.03 Application Filed) I• , 47.0 1. NO 2'6" 2'8" 2'10" 3'0" TV Not Listed Not Listed Arrangernent Muiliples1 masoniteInternationalDa 2'8" + 1'0' 2'8" + 1'2" 2'10" + 1'0" 2'10" + 1'2" COP-WL-MA0168-02 3'0" + 1'0" 3'0" + 17 de BdCO 02-0423.03 Application Filed) I r 47.0 1 NO X0, OX, OXO 1'0" + 2'8" + 1'0" COP-WL-MA0169-02 02-0423.03 Application Filed) 47.0 NO 1'D" + 2'10" + 17 1'2" + 2'8" + 1'2" 1'0" + 2'8" + 17 1'0" + 3'0" + i'D" 17 + 2'10" + 1'2" 1'2" + 3'0" + 1'2" 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" 3'0" + 3'0" + 3'0" XX, OXXO 2'8" + 2'8" COP-WL-MA0167-02 02-0423.03 Application Filed) 47.0 NO 2'8" + 2T 2'10" + 2'10" 3'0" + 37 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0170-02 02-0423.03 Application Filed) 47.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10' + 2'10" 3'0" + 3'0" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. S. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade BCCO protocol PA201, PA202 & PA203. Q OakcraffAR u EK'" T s 1 x.."r:l. a a r, r+ l r v oo K.. I,.,.r...,..a rear.... wn o"... PRfJ:4 "Ynllv i V b`r 29. M2 Masonite International CorporationOWJ.W pdtsmusinOd <aanMnnppdO.Jm 01 podYss .OvtrM..1 es 3000iliW cm. q.. oK1 d0l, suD1ee110 ~9, wN.W1 WI ,. Opaque Units FIBERGLASS DOORS 6'8" Height — Inswing 2.0" 2.6" X 2'8" 2'10" 3'0" TV COP-WL-MA0101-02 01-1031.01 76.0 NO Not Listed Not Listed Multiples (width) 2'8" + 17 2'8" + 17 2'10" + 1'0" 2'10" + 17 37 + 17 3'0" + 1'2" 02-0109.10 COP-WL-MA0103-02 (Application Filed) JIM= 55.0 NO X0, OX, OXO 1'0" + 2'8" + 1'0" COP-WL-MA0104-02 02-0109.10 Application Filed) 55.0 NO IV' + 2'10" + 1'0" 1'2" + 2'8" + 1'2" 17 + 2'8" + 1'0" 1'0" + 3'0" + 1'0" 1'2" + 2'10" + 1'2" 1'2" + 3'0" + 1'2" 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" 3'0" + 3'0" + 3'0" XX, OXXO 2'8" + 2'8" COP-WL-MA0102-02 02-0109.10 Application Filed) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" 3'0" + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0105-02 02-0109.10 Application Filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 210" + 2'10" + 2'10" 37 + 3'0" + 37 + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade 8CCO protocol PA201. PA202 8 PA203. Oak-raff AR k EK'" am F, n,:wf,,.w.sS F: N',',tv •n00"s w.r.."....rwr.rLq Oew. O" I D• M,t 29. 2001 OD, <ona ," D,DD,rm O, D,od,a mo,Dvtme d m kn SDttd,t~S. drsgn Jnd D,odD Masonite International Corporation daud'w_' ,D coup( _d W no,- Opaque Units COP-WL-MA0100.02 . FIBERGLASS DOORS 6'8" Height — Outswing Masonile International COP WL MA0121-02 01 1031.02 76.0 NO7X Singles (width) 2'0" 2'6" 2'8" 2'10" 3'0" 3'6" Not Listed Not Listed X0. OX, OXO 2'8" + 1'0" COP-WL-MA0123-02 if. ,• • tNUMME 02-0109.09 Application Filed) 55.0 NO 2'8" + 1'2" 2'10" + 1'0' 2'10" + 1'2" 3'0" + 1'0" 37 + 1'2" 1'0" + 2'8" + 1'0" COP-WL-MA0124-02 02-0109.09 Application Filed) 55.0 NO 17 + 2'10" + 17 1'2" + 2'8" + 1 T 1'0" + 2'8" + 17 1'0" + 37 + 1'0" 1'2" + 2'10" + 17 1'2" + 37 + IT" 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" 3'0" + 3'0" + 3'0" XX, OXXO 2'8" + 2'8" COP-WL-MA0122-02 02-0109.09 Application filed) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" 3'0" + 3'0" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0125-02 02-0109.09 Application Filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 210" + 2'10" 3'0" + 3'0" + 3'0" + 3'0" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade BCCO protocol PA201, PA202 & PA203. U O akcraff AR 4 EK'" f,nr."e,.sss F.NI'N V,000". w,p"e..n o.... _ — bre29.?001 Masonite International Corporation Qd commaind aodnm Of WOdW 0m0—en, a041 sdeedlu,ons. design and aOOuct deud f"OKc, ,O I.-Ve +"mad "We. Opaque Units COP-WL-MA0100-02 . FIBERGLASS DOORS 8'0" Height — Inswing Wvhbl1 X Tior-fial 2'0" 1 1 COP-WL-MA0106-02 rl r 02-0109.08 Application Filed) r• 1 70.0 1. NO 2'6" 2'8" 2'10" 3'0" TV Not Listed Not Listed Arrangementt(width) 2'8" + 1'0" Masonitelln1lernationallr. l r 02-0109.08 COP-WL-MA0108.02 (Application Filed) r• Raling impact Rated 55.0 NO 2'8" + 1'2" 2'10" + 1'0" 2'10" + 1'2" 37 + 1'0" 3'0" + 1'2" X0, OX. OXO 1'0" + 2'8" + 1'0" COP-WL-MA0109-02 02-0109.08 Application Filed) 55.0 NO 1'0" + 2'10" + 17 17 + 2'8" + 1'2" 1'0" + 2'8" + 17 1'0" + 3'0" + 17 1'2" + 2'10" + 1'2" 1'2" + 3'0" + 1'2" 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2,8" 2'10" + 2'10" + 2'10" TO" + 3'0" + 3'0" XX, OXXO 2'8" + 2'8" COP-WL-MA0107-02 02-0109.08 Application Filed) 55.0 NO 2'8" + 2'8" 2'10" + 2'10" TO" + TO" 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0110-02 02-0109.08 Application Filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 37 + TO" + TO" + TO" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade BCCO protocol PA201, PA202 & PA203. Oakcraft AR EK'" oT rint:"f. t.A.\.<f. N't'MY•t.rt0M.5 rb..I..w rr..Fu C..vrOm.. AWd 29. 2002 Ow Com ..Q o.op.am of olodW +no.memenl mates SM.ImAans. at ,gn LM o.oaun Masonite International C o r p o r a t . o n ottad suOitn to C1lanot -dttoul no1Kt. Opaque Units FIBERGLASS DOORS 8'0" Height — Outswing COP-WL-MA0126-02 11. , • i 02-0109.07 Application Filed) 70.0 NOX Si6gles, 2'0" 2'6" 2'8" 2' 10" 3'0" 3'6" Not Listed Not Listed X0. OX, OXO 2'8" + 1'0" COP-WL-MA0128-02 02-0109.07 Application Filed) 55.0 NO 2'8" + 1'2" 2'10" + 1'0" 2'10" + 1'2" 3'0" + IV TO" + 1'2" 17 + 2'8" + 17 COP-WL-MA0129-02 02-0109.07 Application Filed) 55.0 NO to 1'0" + 2'10" + 17 1'2" + 2'8" + 1'2" 1'0" + 2'8" + 17 17 + 3'0" + 17 1'2" + 2'10" + 17' 1'2" + 3'0" + 1'2" 2'6" + 2'6" + 2'6" 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" 37 + 3'0" + 37 XX, OXXO 2'8" + 2'8" COP-WL-MA0127-02 02-0109.07 Application Filed) 55.0 NO 2'8" + 2Y 2'10" + 2'10" 3'0" + 37 2'6" + 2'8" + 2'6" + 2'6" COP-WL-MA0130-02 02-0109.07 Application Filed) 55.0 NO 2'8" + 2'8" + 2'8" + 2'8" 2'10" + 2'10" + 2'10" + 2'10" 37 + 3'0" + TO" + TO" Notes: 1. Door arrangements using fewer panels than what is shown in the above chart also comply under the product approvals shown. 2. Assembly details are available from the Masonite International website (www.masonite.com) or from the technical center. 3. Installation instructions are available from the Masonite International website (www.masonite.com) or from the technical center. 4. Actual design pressure requirement for a specific building design & geographic location is determined by ASCE 7 (Minimum design loads for buildings and other structures). National, state or local building codes specify the edition required. 5. Masonite International structural, cyclic, air, water, forced entry/or impact testing is done in accordance with Miami -Dade BCCO protocol PA201, PA202 & PA203. 0 Oak raff fie AR EKI" I.F c•I eI HI.N (:1, A.ti\ I: N'1'MV •1)OONc N".wt•. r.w r0•rr"u e""t 0- r C C,' L AWa 29. 2OO2 Masonite International Corporation OW CMunvwV WODIam Of OIOd"O inPI-I n, ma,e3 1pKAiW OnS. desron and WOd"n 4e4d S"DIK, ID C"e wtthoul n ice. X Unit 6• TYP. t' UNIT 8'0' UNIT 15/16' 17-1/8- MAXIMUM ON CENTER TYP. 6 per vertical framing member 2 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. Width of door unit plus 1/2" Height of door unit plus 1/4" f f SINGLE DOOR Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA At56.2) cylindrical and deadlock hardware be installed. UNITS COVERED BY COP DOCUMENT 3146 or 3166 Compliance requires that 8" GRADE 1 (ANSI/BHMA At56.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include s8 and 010 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF 8 PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. 0 April 29. 2002 0..,.,, o.... Om coal Vmog,am of modes anmo.emem makes smcaKmvn", MaSonite international Corporation OtSgn AM mod•o Oelaa SYb1eC11O CNAge w 110W 001"e XOorOX 'Its t Unit SINGLE DOOR WITH 1 SIDELITE CL TYP. [TTYqP.. TYP. TYP. 1 l , 7E6;. 6'8" UNIT 8'0" UNIT 13-15/16' 17.1/8' MAXIMUM ON CENTER TYP. t 6 per vertical framing member 7 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. Rough Opening 1 Width of door unit plus 1/2" Height of door unit plus 1/4" r r t t ,t r t Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include 18 and 110 wood screws or 3/16"'Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF 8 PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. Aim'29 2737 MaSonite international Corporation UN lOm.n ": I,JJ•JnVOrWVSunJ•J.,niMi ny tl5Wt1.(J14nf. OtSgO AM Y%O 0-0 S.DKV 10 nurgt "d00V1 M'" oxo Unit 6' 3' TYP. TYP. CL TYP. SINGLE DOOR WITH 2 SIDELITES HT4YR' 6- TYP. 6'8" UNIT 8V UNIT 13-15/16' 17-1/8' MAXIMUM ON CENTER TYP. 6 per vertical framing member 11 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. RoUgh 1 1 t 1 Width of door unit plus 1/2" Height of door unit plus 1/4" t t t t t t t t t t t Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA A156.2) cylindrical and deadlock hardware be installed. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include #8 and d10 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF 8 PA NOS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values come from the ITW and ELCO Dade Country approvals respectively each with minimum 1-1/4" embedment. 3. Wood bucks by others. must be anchored properly to transfer loads to the structure. n April 29. 2002 Masonite International Corporation Ow Cpn.n...0 moo,. ^ u1 Ww•;: --. " ..4 almcac la .•. O w5 11 mwun OWS-4KV 10 :1"0 •'0001 MM4e. oxxo 1111 1 Unit DOUBLE DOOR WITH 2 SIDELITES 6 I I 3 TYP. CL f•— P I}-- t TYP. TYP. i i 1 1 II ll I 11 Il l Il II I jTYF 6' 8' it II I II II I II II I` 13- r r r r r t r r t t t r r r r CountMinimumFastener 6 per vertical framing member 16 per horizontal framing member Hinge and strike plates require two 2-1/2" long screws per location. u UNIT 8'0' UNIT 5/16- 17-1/8- MAXIMUM ON CENTER TYP. Width of door unit plus 1/2" Height of door unit plus 1/4" Latching Hardware: Compliance requires that GRADE 3 or better (ANSI/BHMA At56.2) cylindrical and deadlock hardware be installed. UNITS COVERED BY COP DOCUMENT 3147 or 3167 Compliance requires that 8" GRADE 1 (ANSI/BHMA A156.16) surface bolts be installed on latch side of active door panel — (1) at top and (1) at bottom. Notes: 1. Anchor calculations have been carried out with the lowest (least) fastener rating from the different fasteners being considered for use. Fasteners analyzed for this unit include /8 and #10 wood screws or 3/16" Tapcons. 2. The wood screw single shear design values come from Table 11.3A of ANSI/AF & PA NDS for southern pine lumber with a side member thickness of 1-1/4" and achievement of minimum embedment. The 3/16" Tapcon single shear design values Come from the ITW and ELCO Dade Country approvals respectively, each with minimum 1-1/4" embedment. 3. Wood bucks by others, must be anchored properly to transfer loads to the structure. A06129.2002 Maionite International Corporation D., cp 1—V poylm GI o.00vct mO.o+Mum mild cpecAu gn1. oesgo and P,odu doad wbIM to clinge -hWl MIKe XX Glazed Inswing Unit APPROVED ARRANGEMENT: J. 0 fU it COP-WL•MA0142.02 FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 6'8". r Double Door Maximum unit size . 67 x 6'8- Design Pressure 52.0/-52.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements lot a specific building design and geographic location is determined by ASCE ]•national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0002-02 and MAD-W L-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 no ao 00 00 D00 00 100 Series 133. 135 Series 136 Series 822 Series 1/2 GLASS: n El 00 00 00 00 00 00 105 Series 106. 160 Series' 129 Series' 12 R/L, 23 RA.. 24 RIL 107 Series' 108 Series 304 Series Series' This glass kit may also be useo m the following door sMe: Eyebrow 5-panel with scroll Oak raff AR-k EK" nrr ro... 4•v.arwN"rnn Om.. PREMOaZi,af1UriNCLn]S @W'I'M 1',DVOMS April 29. 2002 Masonite International Corporation W VOplm of proeun ",O.emMn mikes spKdKalvns. Ors.en and P odun drua WNW to C-.W wdnWt nq(e XX Glazed Inswing Unit COP•WL-MA0142.02 FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: Y 0 404 Series 410 Series 109 Series 114, 120. 122 152 Series 149 Series 300 Series Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, REJ20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY. STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak_raff AR EK" I:-1 M•r•..E..."0- April 29. 2002 0. wmm.,,p aopram a moaw ."oro.emem macs smdowa"s. aesb. a"0 aodw mua Subject 10 ~gc wIlrb" mKe. Masonite International Corporation XO or OX Glazed Inswing Unit APPROVED ARRANGEMENT: FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 6'8". Single Door with 1 Sidelite Maximum unit size . 6'0' x 6'8" Design Pressure 52.0/-52.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements lot a specific building design and geographic location is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0003-02 or MAD-WL-MA0006-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0003-02. APPROVED DOOR STYLES: 1/4 GLASS: cam 00 ° a0 00 00 00 100 Senes 133. 135 Series 176 Series 822 Series 1/2 GLASS: El 00 00 00 00 00 00 105 Series 106. 160 Series' 129 Series' 12 R/L. 20 RA.. 24 R/L 107 Series' 108 Series 304 Series Series' This glass;.t may also be used in the following door style: Eyeonow 5-panel with scroll O raff AR EK" r...,.......em r . ,- . , ..., n nrll M.:L.\T.i LKr«1' Un n«5 tr..4.r.<rOwN^r.."o- April29.2'002 Masonite International Corporation Q.. COnrn.,n; ,,+•OV•+^' or D.OGKr n p.0+<mr+n nu.<5 SOfCArtn Oni, 0<tpn nW Y' W:uu au. „K:. c w.npe .nrom rorcc XO or OX Glazed Inswing Unit . FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: a 00 00 404 Series 410 Series 109 Series 114. 120. 122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES: d 0 129 Series 200 Series 12R, 12L, 23R, 23L, 450 Series 152 Series 149 Series 109 Series 120. 122 Series 300 Series 24R. 24L Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" ' wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY. STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). Stale of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak-.raff AR k EK'- April 29. 2002 0., conhnu.ng woo". or o d a-zho+enrenr awes sman;arons. oes.gn and mod cr alma ro Change wnhour hence Ma,onite International Corporation Ox0 Glazed Inswing Unit APPROVED ARRANGEMENT: Single Door with 2 Sidelites Maximum unit size - 9'0- x 6T Design Pressure 52.0/-52.0 Limited water unless special threshold design is used. FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 37 x 6'8". Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific budding design and geographic location is determined by ASCE 74utional. slate or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0004-02 or MAD-WL-MA0007-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0004-U2. APPROVED DOOR STYLES: 1/4 GLASS: 00 00 09 00 00 00 H 00 100 Series 133. 135 Series 136 Series 822 Series 1/2 GLASS: 0 a M N a ° a 00 00 00 00 00 00 105 Series 106, 160 Series' 129 Series12 R7L. 23 RA.. 24 R7L 107 Series' 108 Series 304 Series Series' Th, s glass kit nlay also be used in the following door sWe' Eyebrow 5-panel with scroll Oak raff AR k EW I,1 n le. I u.eJ I, IULkt:LA%.1 L'1`N I'kV 000HS rw.r.•awN Ee..NuEnv. 0— C,' L Aord 29. 2002 Masonite International Corporation qW CO"— Q pOp,JT O, p00vt1.00,O m —J es SpCC 1tJtgnS, de5 lM O,W.l 0e1JJ SOOItC110 C—V _O l nW— Ox0 Glazed Inswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: ao as 404 Series 410 Series 109 Series 114, 120. 122 152 Series 149 Series 300 Series Series APPROVED SIDELITE STYLES:. b •i la . 129 Series 200 Series 12R, 12L, 23R. 23L. 450 Series 152 Series 149 Series 109 Series 120. 122 Series 300 Series 24R.24L Series CERTIFIED TEST REPORTS: CTLA-805w-2 Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-OADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oakraff AR EK" oT 1 le I IULNI:L\\1 C.,IN1''EM 0- April 29. 2002 Masonite International Corporation out commu,n proarjm w uodw -wo—i mites soecifKnons. oesgn no wooun ptW'ut,"a W CrYrlpe .nf w nplt<. OXX0 Glazed Inswing Unit FIBERGLASS DOORS APPROVED ARRANGEMENT: 4:?+ O in i J S J; •5 LA Double Door with 2 Sidelites Maximum unit size . 12'0' x 6'8- Design Pressure 52.0/-52.0 Limited water unless special threshold design is used. Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 6'8". Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location Is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0005-02 or MAD-WL-MA0008-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0005-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 00 00 00 00 00 100 Series 133. 135 Series 136 Series 822 Series 1/2 GLASS: n 0 UU N 0 00 00 00 00 00 00 105 Series 106. 160 Series' 129 Series' 12 R/L. 23 R/L. 24 R/L 107 Series' 108 Series 304 Series Series' this glass kit may also be used in the lonowing door style: Eyebrow 5-panel with scroll Oak raft AR k EK' F. 11 C11 GLISs Cr+'1'NV 0110"S t T.. Fe e—[my 0.1 Vl/ April 29.2002 Matonite International Corporation ow conlnu,10 g001— 01 wwD .nDrOt "t n4hes sm.tKilens. Otsgn dM 0100ut1 Ot.d >u0 tc1 i0 tndnpe ..." —1. OXX0 Glazed Inswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: a a as as 404 Series 410 Series 109 _Series 114. 120. 122 152 Series 149 Series 300 Serres Series APPROVED SIDELITE STYLES: r 129 Series 200 Series 12R, 12L. 23R. 23L. 450 Series 152 Series 149 Series 109 Series 120. 122 Series 300 Series 24R. 24L Series CERTIFIED TEST REPORTS: CTLA-805W-2 Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTEDIN ACCORDANCE WITH MIAMI-OADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). 1 f / &EX 5 IState of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak raft AR k EK" Tr 111,1.E `1:,.. , r, r...,, e..r.. . puexrDeo. PREM""„i.i... L2'GG" o April 29.2002 0o '_.- w r4 D.opam of txoaw mo orement noses soecn¢nans, oespn onotxooun Masonite International Corporation wa, s'orK110 cPL Qe +.hhour ",Ce XX Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT: l Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Double Door Maximum unit We . 67 a 8'0' Design Pressure 40.0/-40.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0002-02 and MAD-W L-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: as a0a Series 11111 as as 822 Series 108 Series O akgraff AR 4 EK' .T 1'111L'Xf.LA.CS CNIXY LO OKS t T.•d..a rn..p.. t..l.t o.o.l (,^• I • p Apr829.2002 Masonite international Corporation pv CM,.,C a.oClln, or elo0utl pn7.o.emM n krS SMdKJlon$. despn eno WQ0,C1 41W Sv0,11110 COMOt vn0oo mrKe. XX Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 0 610 Series 852 Series 900 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak$-raff AR EK'" IrUI:KI:I.5.1 .Lr r Nl Ilrl r K.. Ne...r.. w.e ro..p.0 EwerDw•r April 29. 2002 Our Com ng MoOr+m or vodW a 0'0 e m MatssoeorKnions, orsgnAw www dead SVOleer 10"I.V1.4"Ke Masonite International Corporation XO or OX O• tt r: t Glazed Inswing Unit r 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT: 44 r Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Single Door with 1 Sidelite Maximum unit size - 67 x 8T Design Pressure 40.0/-40.0 limited water unless special threshold design Is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national. state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0003-02 or MAD-WL-MA0006-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0003=02. APPROVED DOOR STYLES: 1/4 GLASS: 010 on an 822 Series 1/2 GLASS: slC a nn 404 Series 108 Series Oak raft AR EK" r..r..:..r, ..•T raw..r.....w aa.•x'... e+or000.. PREM vP(..//.. /... GVVr•nu er, i,nv r['rev•pr.en Al,, 29 2002 Masonite International Corporation Ow ears—, er0(I M Or pr00.p .np.0.e".e"r "ales s0tedKA*n%. des-on am po] K"d S.U^ rY 1.1.91 —n0.r 0 Kr XO or OX Glazed Inswing Unit 890" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 810 Series 300 Series APPROVED SIDELITE STYLES: 717 J A? 450 Series 852 Series 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" - wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY. STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Cade, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak,raff AR k EK" r 1UL''klt:LAs3 Ln rx r,uO—S ra...n.....a w..M... a..noee.. PRfJL4.rv:'(.1/ i.. (/V AOrI129.2002 Masonite International Corporation 0. [om,num, program of o,oa moeovemMl makes smd AO %. 0-9n and V10d l aeua S.0^1 10 mange .nroul Mo Ox0 Glazed Inswing Unit APPROVED ARRANGEMENT: 8'0" FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Single Door with 2 Sidelites Maximum unit size - 9'0' It 8'0- Design Pressure 40.0/-40.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7•national• state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0004-02 or MAD-WL-MA0007-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0004-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: n 00 404 series DID 00 00 822 Series a 108 Series U Oakcraff AR k EK" i1 1111 --'*ZA71't:vI' M V 111111.1 t 1.—lOwF... E—,D-w. Mn• O ADM 29. 2002 Masonite International Corporation 0. toldmnne D•d9nln OI plDdun rt:lolOvtmMl —"S SOK'"lOnS. oe"n NO I"Odutt dnJd S0,111 ID CNnot wn1*0 nW,- OXO O• rl t Glazed Inswing Unit 890" FIBERGLASS DOORS APPROVED DOOR STYLES: FULL GLASS: 810 Series 300 Series APPROVED SIDELITE STYLES: s 450 Series 852 Series 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" - wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY. STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). IState of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oak gw.....1.•r..ni,a .u. a.l r /I JYI VI r. i. O.• , Oa Masonite International Corporation AR EK" VILICKGLA1\ CHrNY,000N!, ro..a.....a re..N.. 1+ D^ April 29. 2002 Our, conlm,,;Mg program of propucl nlprovemenl makes smilcalions. Oes,9n am proeucl oeUrlsuoleCI 10 CnanQt rpr*O r IKC OXX0 Glazed Inswing Unit 8'0" FIBERGLASS DOORS APPROVED ARRANGEMENT: f O O L01--, J, Double Door with 2 Sidelites Maximum unit size • 12'0' x 8'0' Design Pressure 40.0/-40.0 Limited water unless special threshold design is used. Nate: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements lot a specific budding design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0005-02 or MAD-WL-MA0008-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0005-02. APPROVED DOOR STYLES: 1/4 GLASS: 1/2 GLASS: n oa 404 Series 11111 as as 822 Series a 108 Series Oak raft AR k EK'- d. F—C.61A1\ U: f'—',Ul)—.s ew.i..r,.0 IO..rYu emrf o— MA• — B April29.2002 Masonite International Corporation W edn?. N DrODram OfDrOduef mDforMeM make$ s0Kn6a1pns, des,pnA" DroOuel deud subjw to chanoe -ft" mt[e. OXX0 Glazed Inswing Unit APPROVED DOOR STYLES: FULL GLASS: H 810 Series APPROVED SIDELITE STYLES: 8'0" FIBERGLASS DOORS r 300 Series f T 450 Series 852 Series 810 Series 300 Series CERTIFIED TEST REPORTS: CTLA-805W Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). State of Florida, Professional Engineer IKurtBalthazor, P.E. — License Number 56533 Oak raft AR 4 EK'" 1M111C.1:11's LW—N IIr IIIM% Ow1"u 1.., 0— CC,,''rl/\n• /.d Aprd 29.2002 Masonlle International Corporation 0. CM1 .v Dr(p11m Or p1muo m hc, SDKdi1i19nS. de1.Dn 1"d 010d.1 d"" Su01K110 eNnpe "1r10u1 ..- XX Glazed Outswing Unit APPROVED ARRANGEMENT. a, 0 0 rYKi.i FIBERGLASS DOORS Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 6'8". Double Door Maximum unit site • 6'0' x 6'8' Design Pressure 55.0/-55.0 Limited water unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific budding design and geographic location is determined by ASCE 7-national, state or local building codes specify the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0012-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: a0 00ao 00 00 00 0o 100 Series 133. 135 Series 136 Series 822 Series 112 GLASS: n El 00 00 00 00 00 00 105 Series 106. 160 Series' 129 Series" 12 RA.. 23 RA. 24 IVL 107 Series' 108 Series 304 Series Series' This glass kit my also be used in the lollowingdoor style: Eyebrow 5-p3nel with scroll Oakcmff AR 4 EK" eT ISII.I;Nr•l \. l: f.''1'N S'•11 .t1M r'Iwwr..vNle..N... (.NIOwr• ,/// . Aprd 29. 2002 Masonite International Corporation OW CMI nY nd ,,w- w p,cra O mOrOCCmtnl mJ1<S tpKACJign1, anion J,d O w., OCIJJ Su0ttC110 CrUndf w,IrWyt n01iCf XX Glazed Outswing Unit FIBERGLASS DOORS APPROVED DOOR STYLES: 3/4 GLASS: FULL GLASS: na 1313 404 Series 410 Series 109 series 114, 120. 122 W Series 149 Series 300 Series Series CERTIFIED TEST REPORTS: CTLA-805*2 Certifying Engineer and License Number: Ramesh Patel, P.E./20224 Unit Tested in Accordance with Miami -Dade BCCO PA202. Door panels constructed from 0.075" minimum thick fiberglass skins. Both stiles constructed of 1-5/8" laminated lumber. Top end rails constructed of 31/32" wood. Bottom end rails constructed of 31/32" wood composite. Interior cavity of slab filled with rigid polyurethane foam core. Slab glazed with insulated glass mounted in a rigid plastic lip lite surround. Frame constructed of wood with an extruded aluminum threshold. PRODUCT COMPLIANCE LABELING: TESTED IN ACCORDANCE WITH MIAMI-DADE BCCO PA202 COMPANY NAME CITY, STATE To the best of my knowledge and ability the above side -hinged exterior door unit conforms to the requirements of the 2001 Florida Building Code, Chapter 17 (Structural Tests and Inspections). ire State of Florida, Professional Engineer Kurt Balthazor, P.E. — License Number 56533 Oakraff AR k EK" 1 ` IUI:NI L•\\1 l:H l'N \',UUlIN1 Ne".i.w.a 16—g—C., 0— PREMDaZ-11— Aptil29. 2002 Masonite International Corporation ow eom• g woenm or o•oow mwo.e m to sa a4mons. aesgn .no pro i 0e1W WNW 1. C"Ve "nnow nOKe XX Glazed Outswing Unit 890" FIBERGLASS DOORS APPROVED ARRANGEMENT: i•: o o Note: Units of other sizes are covered by this report as long as the panels used do not exceed 3'0" x 8'0". Double Door Maximum unit size . 6'0' x 8'0- Design Pressure 47.0/-47.0 Umited crater unless special threshold design is used. Large Missile Impact Resistance Hurricane protective system (shutters) is REQUIRED. Actual design pressure and impact resistant requirements for a specific building design and geographic location is determined by ASCE 7-national. state or local building codes speciy, the edition required. MINIMUM ASSEMBLY DETAIL: Compliance requires that minimum assembly details have been followed — see MAD-WL-MA0012-02 and MAD-WL-MA0041-02. MINIMUM INSTALLATION DETAIL: Compliance requires that minimum installation details have been followed — see MID-WL-MA0002-02. APPROVED DOOR STYLES: 1/4 GLASS: 00 0o 822 Series 1/2 GLASS: n 00 404 Series Oak _raft AR 4 EK" r'Ib V.GLASS Ur'N \',U()nNS-I.-rCwENu E-Um. El 108 Series AprJ 29. 2002 ow cml —g 01o911m of moo. -9a0 mem mrEn soecncao s. onq +.N1 Md.- Masonite International Corporation 3 0 OPTIOHUL CLASS ACRYLIC U AVAILABLESECSIBy % y 3 S MrV NEDAtE SIZES FOR 16' WIDE ODOR. A AOEn r/ roc-a,-Iac crop eonn REV. Ara uRET1LAHEAaHEsr.E (AIDING NODBEA) A Y/ III II \ I III\ III III \\kIIIIII 2 1 REVISIONS DATE: ECN NO. APPVD: I DESCRIPTION II/00 - MWW I OTY (1) WAS (2) FOR TRACK BOLT 20 OL UM. 00 STIES ATTACHED TO DOOR SKIN WITH PATENTED TOO-L- OC SYSTDA crop. Bottom A CENTER). HORIZONTAL 000R C I3 H fAGALA. Sim WOODAAS fT 3) SipNED TO WOOD J&AYS WW S/16'al-S/e' WOW LAC SCREWS. am DOUBLE TRACK TRACKgI.C. HEACROO. Is AVAAABLE AN OPTION YEW %• }( 1 l r b 2• CLV. Sim MACK 1• YIN. TRACK THICKNESS: Mo. 0 Posrnom mom SIDES) O EP. 2-1/2%12 G CALV. Sim TRICK BRACKET. TWO pO01r IDDING (<) TRACK BRACKETS PER SIDE. U1R rap eRAOEr REPORT# 9606C HORIZONTAL C AEU -BARS INA 2- GARS 11-22-1 LOWHEADROrm.aPf1aN PATTERN IL TWO U- BNtS ON BOTM" SECTION. AESONEU-SON NWSECTION. ETC.) glad/e' SHEET 11ETIL SCREWS OITON L OF "ENTs A OPTIONAL OUTSIDE KEYEDI= POSITION N WAX. 000a WIDTH - 1e•- 0• o 0 INSIDE ELEVATIONS TAPPER' SCFEYYS. yyy, ry p ry; 14 G fEO MNGES 1e U MrERHSYxAtr KINKY YERTICAL AANB An__ _ W`-Y-'---. Nan 1• 1%2 JLACON19DfIIIERS. 1 OD. 1BN. ODORS UP ro 7'-0• I4K?I CONSIST a ()SECTIONS (SIaMn)). ooAn FRAAE WITH U.V. WAyHp REIXRIED. LAG SCREWSWY BE COUNTERSUNK DOORS OKR T•-0• HIGH CONSIST a (s) SIxiIONS (fbT 5110rN). aanND ON NKIISIOE SURFACE (BUT NOT RCDAiED) TO PROW" A nUSII NO Nd4G STOP uOUDING Br DOORINSTALLER (to SUIT) SURFACE HORIZONTAL J HISS 00 NOT rRAN3ER LOAD. 20 u — ULV. STEEL END STILE n n 2A YF11aW PINE JAMB so oft 2' (HICK( I/ A• ACRYLICloftDPDOWL10SCEYY20u C LV. STEEL INTER. STILE WDNDOW uTE B I.aDm RNs1oE SECTION B-B 12 G OALV. SFm TRACK LIFE RETNHEA - BRACKETS FASTENED roWOODA" 23 G TAM. STEEL /eJ/i PAN HEAD SCREW WOH ONE S/le'AI-S/e' LAG SLEW SIGN MATED WIEII G-40 mN. (1I SCREWS PER USE) ] e.4 ANAgIR 01 2K CENTERS (C-fq CJLVAIE2Ha, BIxED-0N PRIIER. (TROD() OR 2i CENTERS (L= PSI WIN. OONCElF7 CI PER TRACK BRACES. AND A BAKm-oN PaLTESTER I/i.i r.PCON saetas aM IT-I/2• Cpfp6 (2.00o T/II' I.D. Roula R9W r \ TOP COAT APPIICD TO BOTH SNAP LATCH ENCJQ3 PSI MIN, COnCETF7. TNASHERS ENC110ED WITH FASTENER (ONE PER ROLLER) `le a GLv. STEEL CENTER HINGE 5N005 OF Sfm SIGN. 12 G GALv, Sim RIP O ONTO V RRCAL TACK. SUE E ANCHORS. I' a.0. MN. WASHER REOU ED 2• CALV. STEEL TRACK FASTENED ro 14 GA MV, Slm TTQIIR MNQ$ IASirAEO t0 WiElt. STILLS w > ROLLER eaAiQr. EACH EACH o T o00 R. r0N fAPWKS. A10gR5 WYBE COLHTWIItt 12 u GLv. STEEL TTUCI( BIUCIR75. rASETNED ro FNO SEES F/Lal w/(.) II.a3/ISHEET NEfAI SCREWS. Ir-BRACKET AnAG1FD r/(.) INTER. STILE (BUT Tar RENNRPED) ro PROVIDE A f11191 TRICK ATTACHED ID EACH BRACKET I14d//e• SHEE7 mEiAL SCREWS FIND SI 14.3/e• SHEETIIETAI. INDIRRING SURFACE HORIZONTAL —dIS DO MO E WITH ORE 1/4'.S/S' BOLT A ME (4) I/4'J/. SELF TAPPING SCREWS PER ENO MINCE SRO' LAP JOINTS. J{A2,... TRANSFER LOAD, ORTWO 1/4' aA doETS. OUTSIDE KEYED 14 u ULV. STEEL HAIaIE END STILE 2' CA, SHORT STEM. 10 SALT. STEEL ROLIER. END NlNGE. EACH STILE ISII L4808iBE1NNf MAIM WFSIEAnEID, P.E. FASTENED TO END R. PREPARATIONOF AA&eS BY OTHER- SECTION C-C FLORIDA P.E. 14e491 sm" /( I4.S/e' W40E HANDLE STU MOM CAfOUM PE. /23W2 SHEET 3' rA41 U-w A ( 4) 1//44'.3/4' SELF OUTS_ KEYED LOCK Lax eAN 20 CA GALA. Sum TAPPING SCREWS. i To, 1OPTIa1 G' DESIGN LOADS: +24.0 PSF & -24.5 PSF iRKX ON I141E.I THE "1" 01 DE SIApORfe4C STRULTIRK ELEPIEMS TETIa SiREIGm' OUTSIDE EACH SIDE SHALLBETHERESPONSIBILITYORTHEPROFESSIONALOFTESTLOADS: +36.0 PSF KY -37.0 PSF LJ 3• NAHOLE OFF DOOR. RECORD FOR THE BUILIIINC OR STRUCTURE AND IN ACCORDANCE 1 3' FALL . 20 CA. GA. v. STEEL U-OARS ETa AIIE BOLT WITH CURRprt BUILDING CODES FOR THE LOADS LISTED ON IN A 2-1-2-1PAnERM0.E. TWO U-BARS STILE LOCK OIUCES ?k I-7/e' OM BOnom sEaTaN, ONE u-BAR ONN NEXT INro .Emrx THIS ORArGC. WAem 1rJa InoonT. PART NO.: K T SECTION ETC.jj. EACH U- BAN ATTACHED MASK 0H[ Na L UAPaa 5ta<d Oena.bW !12 alaN A Sine I600 „ WITH I STILE LOC' SELF 7APPUIG SCREWS COO( DN K--11,°YOOM-Y INS IDEAL Cincinm OH 45202 PER SORE LOCATION. dcN vDE dDaPATBGLDMGFROOUCTSDo. TOLERANCES TAW Id. No. I-fiS-361-4800 lOM auc Tm No. 1-513- 762-3519 u Dom' ua<«A. •AAL a r .0 - t.03 W m mWamN4, a ualHe.w cr noN A -A (SIDE \EWI L"OCK`a,K ,N,<,a n+ P„> <.,,,,W. F,+„ I. .ao - t.015 DESCRIPTION: MODEL 6RST W4 16-0 a 8-0: 24/-24.5 DESIGN LOAD 13 CA GALA. STEEL BOTTOM BRACKET. b b .QOD . 4.005 ATTACHED WITH (2) /14d/e' SHEET METAL SCREWS. Z A.,,, ,..,,I,q I,,,r,w„ .0000 - Y.001 DRAWN BY: BMM DATE: 4/18/00 SCALE: NTS DWG. R AuuNUM D(TRvsoH A4/ c /Jl. Degrees - t1/2' CHECKED BY: MwW DATE: a/18/00 SHEET t OF 1 SIZE 1.J A vINli •FATHCRSTRIP. Third Angle _ UN< aa Slal<d OIKNrria4 Projection duF1451oNs ME IN INCHES. DWG. NO.: 102138 I REV. NO. I 4 3 2 RAA—t-U 1 Y1 ISM I1.,'DlNrV C MODEL: 6RST (25 GA. STEEL SKINT MODEL: 48ST (24 GA. STEEL SKIN) OPTIONAL DSB GLASS OR LISTED 1/8' ACRYLJC LITES AVAILABLE SEE SECTION B-B) 1) INTERMEDIATE STILEATTACHEDW// iO(1) ILOG ((T7OP k BILE 20 GA. MIN. END STILES ATTACHED TO DOOR SKIN WITH PATENTED TOG-L-LOG SYSTEMANDURETHANiADHESNE (ALONG CENTER) r- A OP, BOTTOM h CENTER). It REPORT#9606C I 25 GA MIN. GALV./ LOCK POSITION BOTH SLOES) STEEL SKIN COATED WITH A BAKED -ON PRIMER W TWO POINT LOCKING AND A BAKED -ON POLYESTER TOP COAT DES OF STEEL SKIN. N O ONE 3' TALL x 20 GA. U-BAR (50 KSI) PER DOOR SECTION. OPTK7OPTIOZOU L.—' OPTIONAL OUTSIDE KEYED LOCK POSITION MAK. DOOR WIDTH 910' 144/8- SHEET METAL SCREWS END SLIDE BOLT STILE LOCK ENGAGES INTO VERTICAL TRACK. ONE LOCK ON EACH SIDE OF DOOR. INSIDE SLIDE BOLT LOCK OPTION L NO ZONE: DATE: ECN 1 I A4 11/00 - 2' THICK 3' TALL U-BAR 20 GA GALV. STEEL d3.r 1-7/8' 18 CA. CALV.STEEL TOP T ROLLER BRACKET. EACH BRACKET ATTACHED W/(3) J14x5/9' SWEET PETAL SCREWS. SKF LAP JONM M REVISIONS z 14 CH CSIFFEI END WED E EACH ASFASTENEDTOENDST4E5 W 4) SHEET Y Al A ( 4) 1/4'.3/4- SELF TAPPING SCREWS. U wzOTY ( 1) WAS (2) FOR TRACK BOLT HORIZONTAL TRACK SUPPORT BY I DOORINSTALLER (TO SUIT) D 13 GA. GALV. STEEL FLAG BRACKET. EACH FASTENED TO WOOD JAMB WITH 3) 5/16'x1-5/8' WOOD LAG SCREWS. HQM DOUBLE TRACT( TRACK CONFKYIRATION LOW HEADROOM IS AVAILABLE AS AN OPTION DOOR HEIGHT I 'L' 2' GALV. STEEL TRACK, 6 - 70 MIN. TRACK THICKNESS: .060' 7 - 76 8 - 0 88 20 u GALV. BAR. ONE U-BAR Z PION. EACH U-SAB AITACNED I 1 4'x3/4' SELF, TAPPING 0. ST4E LOCATION. 0 TYP• 2-1/2'xl2 CA. GALV. STEEL TRACK BRACKET. 4) TRACK BRACKETS PER SIDE. LHR TOP BRACKET DOUBLE HORIZONTAL rLiTRACKNOTE I DOORS UP TO 7'-0' HIGH CONSIST OF 4) SECTIONS ((SHOWN)). FRONT FRAME WITH U.V. DOORSOVER7'-0' HIGH CONSIST OF (5S SECTIONS (Tdor SHC)WN). COATING ON OUTSIDE SURFACE DOUBLE TRACK O p 13 CA CALV. STEEL Borrow LOW HEADROOM OPTION 1/ 4'x3/4' SELF TTACHED WITH TWO 1MEBUILDINGS) 2'z3' IAL lAC SCREWS ON 24 CENTERll S. I' O.D. YIN. 01BRACKET. ESTWET SCREWS OPTIONAL IO SCRFW TAPPING SCREWS. WASHER REQUIRED• LAG SCREWS MAY BE COUNTERSUNK AtNUY USIONSSB CLASS OR\ 14 GA. END HINGES IB GA INTERMEDUTE HINGE ( NOT REWIRED) TO PROVIDE A FLUSH MOUNTING a WM WEAi1*RsnRP. 1/8" ACRYLIC LITE WINDOW LITE MEW ,B' MEW .C. SURFACE. HORIZONTAL JAMBS 00 NOT TRANSFER LOAD. SECTION B-R SECTION A - A (SIDE VIEW) 2x6 YELLOW PINE JAMB 12 GA. GALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMB WITH ONE 5/16•x1-5/8- LAG SCREW PER TRACK BRACKET. 2- GALV. STEEL TRACK FASTENED TO 12 GA GALV. STEEL TRACK BRACKETS. TRACK ATTACHED TO EACH BRACKET WITH ONE 1/4'x5/8" BOLT h NUT OR TWO 1/4- DIA. RIVETS. VERTICAL JAMB ATTACHMENT (C- /8x3(1 PAN HEAD SCREW rim MOLDED INSIDE ( 10 SCREWS PER LITE) END 2 000 p51 MIN. CONCRETE ON 24 : I STILE STOP MOULDINGBYDOORINSTALLER (TO SUIT) 3/8'x4x SLEEVE ANCHORS ON 24 CENTERS (BOTH LITE RETAINER INTER F20 GA MIN. GALV. STEEL END STILE C-90 BLOCK OR 2.000 PSI MIN. CONCRETE) OR 1/4- x4' TAPCON SCREWS ON 24 CENTERS (2,000 -SNAP LATCH ENGAGES STILE (Ia 20 CA GALV. STEEL INTER. STILE PSI MIN. CONCRETE). WASHERS INCLUDED WITH SLEEVE M, O.D. MIN. WASHERS REWIRED WITH TAPCONS. ONS. ANCHORSMAY BE COUNTERSUNK INTER. STILE BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING SURFACE. HORIZONTAL JAMBS DO NOT b TRANSFER LOAD. OUTSIDE KEYED i IS GA_ GALV. STEEL CENTER HINGEHANDLE FASTENED TO INTER. STILES W 4) i f14x5/8- SHEET METAL SCR 14 GAGALV. STEEL ROLLER HINGES FASTENED TO END STILES EACH W/(4) 14x5/8' SHEET METAL SCREWS AND a) 1/ 4'x3/4' SELF TAPPING SCREWS PER END HINGE. PREPARATION OF JAMBS BY OTN RS `2 DIA. SHORT STEM. 10 BALL STEEL ROLLER. JCONFIGURATIONB SECTION C- CC-C NOTE2: THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILOINC OR STRUCTURE AND IN ACCORDANCE MARK WESTERFIELD. P.E. WITH SDRAWING. BUILDING CODES FOR THE LOADS LISTED ON FLORIDA P.E. 148495 1 NORTH CAROLINA P.E. /23832 4 3 ONTO VERTICAL TRACK ONE SNAP LATCH ON EACH SIDE OF DOOR. OUTSIDE HANDLE END I v STILE OUTSIDEKEYED LOCK INSIDE HANDLE LOCK BAR LOCKING OUTSIDE SNAP KEYED LOCK LATCH LOCK OPTION Statxd Oth - i" mtl tofanvAewn°01PRauic°'rs""mTOL TOLERANCES a.. a aae.. 4 a.awTIW Af pb avwx. Fe b 0 - i. 03 00 - 2. 015 7. q v"°°" 000 - t.o05 ODOO s. 001 nL Third Angle Projection Degrees UNaax Slobs Otnen.ixc optFNDONS ARE 1N 1HCJIf LOCK BAR ENGAGES IN TRACK ON EACH SIDE OF DOOR. C m DESIGN LOADS: + 25.0 P.S.F. 8: -32.0 P.S.F. TEST LOADS: + 37.5 P.S.F. do -48.0 P.S.F. ox auma Nc xam N -'- x.® srA Lt>@ssl. PART NO.: 02- aIDEAL 10. 520PLUEOaemYLI. Ib. 1-53-762-3519 DESCRIPTION: MODEL 6RST W4 9-0 x 8-0: +25/-32 DESIGN LOAD DRAWN BY: SMM DATE: 4/18/001 SCALE: NTS DWG.R CHECKED BY: NWW DATE: 4/18/00 SHEET I OF I ISIZE JJ DWG. NO.: 102137 REV. NO. I hveaeTAao r I rrT1,1 r,. ...1.. UI>IAe' a%0L ,v jIIaa :r 15t1:1.Ji1UGA JJW. t FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 2879 Builder: DR HORTONAddress: 3;, A 2pR(opc,A Co tKaT Permitting Office: City, State: Sp.kX;oIZID FL . 3g=1:T3 Permit Number: Owner: %), L . V\pQ7tO Jurisdiction Number: Climate Zone: Central I. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family - a. Central Unit Cap: 60.0 kBtu/hr3. Number of units, if multi -family 1 4. Number of Bedrooms 4 b. N/A SEER: 12.05 _ 5. Is this a worst case? No 6. Conditioned floor area (ft') 2872 ft' c. N/A 7. Glass area & type a. Clear - single pane 319.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump Cap: 60.0 kBtu/hrc. Tint/other SHGC - single pane 0.0 ft' - HSPF: 8.25 d. Tint/other SHGC - double pane 0.0 ft' b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=5.0, 173.0(p) ft c. N/A b. Raised Wood, Adjacent R=1 1.0, 460.0ft' c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallonsa. Concrete, Int Insul, Exterior R=3.0, 876.0 R' _ EF: 0.86b. Frame, Wood, Exterior R=11.0, 785.0 ft' b. N/A c. Frame, Wood, Adjacent R=1 1.0, 622.0 11' d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 2091.0 fi' - 15. HVAC credits PT, b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Interior Sup. R=6.0, 320.0 fl _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.11 Total as -built points: 33937 PASSTotalbasepoints: 38807 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: BSI kx'_ DATE: 05.02 I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: 1-40 x ('r DATE: 31 10_5 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: 00 T HE SgT O. n If,,, 0 COD wEv EnergyGauge® (Version: FLRCSB v3.2) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2872.0 25.78 13327.2 Single, Clear W 1.0 10.0 32.0 53.47 0.99 1701.9 Single, Clear W 4.0 15.0 8.0 53.47 0.90 385.7 Single, Clear W 4.0 7.5 10.0 53.47 0.72 385.5 Single, Clear S 1.0 15.0 16.0 44.66 0.99 709.6 Single, Clear E 1.0 17.0 16.0 59.31 1.00 945.6 Single, Clear E 1.0 22.0 16.0 59.31 1.00 946.2 Single, Clear E 1.0 13.0 53.0 59.31 1.00 3128.7 Single, Clear N 1.0 5.0 10.0 27.96 0.96 268.9 Single, Clear N 1.0 7.0 23.0 27.96 0.99 633.5 Single, Clear E 1.0 10.0 15.0 59.31 0.99 884.5 Single, Clear W 1.0 12.0 30.0 53.47 1.00 1597.3 Single, Clear S 1.0 6.0 60.0 44.66 0.94 2529.5 Single, Clear S 1.0 6.0 15.0 44.66 0.94 632.4 Single, Clear E 1.0 10.0 15.0 59.31 0.99 884.5 As -Built Total: 319.0 15633.8 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 622.0 0.70 435.4 Concrete, Int Insul, Exterior 3.0 876.0 1.40 1226.4 Exterior 1661.0 1.90 3155.9 Frame, Wood, Exterior 11.0 785.0 1.90 1491.5 Frame, Wood, Adjacent 11.0 622.0 0.70 435.4 Base Total: 2283.0 3591.3 As -Built Total: 2283.0 3153.3 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Adjacent Wood 18.0 2.40 43.2 Exterior 20.0 4.80 96.0 Exterior Wood 20.0 7.20 144.0 Base Total: 38.0 124.8 As -Built Total: 38.0 187.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 2091.0 2.13 4453.8 Under Attic 19.0 2091.0 2.82 X 1.00 5896.6 Base Total: 2091.0 4453.8 As -Built Total: 2091.0 5896.6 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 173.0(p) 31.8 5501.4 Slab -On -Grade Edge Insulation 5.0 173.0(p 31.70 5484.1 Raised 460.0 3.43 1577.8 Raised Wood, Adjacent 11.0 460.0 1.80 828.0 Base Total: 7079.2 1 As -Built Total: 633.0 4656.1 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB Q.2 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM Points 2872.0 14.31 41098.3 2872.0 14.31 41098.3 Summer Base Points: 55516.3 Summer As -Built Points: 61313.1 Total Summer Points X System = Multiplier Cooling Points Total X Component Cap Ratio X Duct X System X Multiplier Multiplier DM x DSM x AHU) Credit Multiplier Cooling Points 55516.3 0.4266 23683.2 61313.1 61313.1 1.000 1.00 1.087 x 1.150 x 0.90) 0.283 1.125 0.283 0.950 0.950 18544.5 18544.5 EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge@/FIaRES'2001 FLRCSB Q.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 2872.0 5.86 3029.4 Single, Clear W 1.0 10.0 32.0 10.74 1.00 343.5 Single, Clear W 4.0 15.0 8.0 10.74 1.01 87.0 Single, Clear W 4.0 7.5 10.0 10.74 1.05 112.5 Single, Clear S 1.0 15.0 16.0 7.73 1.00 123.3 Single, Clear E 1.0 17.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 22.0 16.0 9.96 1.00 159.7 Single, Clear E 1.0 13.0 53.0 9.96 1.00 529.7 Single, Clear N 1.0 5.0 10.0 12.32 1.00 122.9 Single, Clear N 1.0 7.0 23.0 12.32 1.00 282.9 Single, Clear E 1.0 10.0 15.0 9.96 1.00 150.0 Single, Clear W 1.0 12.0 30.0 10.74 1.00 322.1 Single, Clear S 1.0 6.0 60.0 7.73 1.01 467.7 Single, Clear S 1.0 6.0 15.0 7.73 1.01 116.9 Single, Clear E 1.0 10.0 15.0 9.96 1.00 150.0 As -Built Total: 319.0 3128.0 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 622.0 1.80 1119.6 Concrete, Int Insul, Exterior 3.0 876.0 3.80 3328.8 Exterior 1661.0 2.00 3322.0 Frame, Wood, Exterior 11.0 785.0 2.00 1570.0 Frame, Wood, Adjacent 11.0 622.0 1.80 1119.6 Base Total: 2283.0 4441.6 As -Built Total: 2283.0 6018.4 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Adjacent Wood 18.0 5.90 106.2 Exterior 20.0 5.10 102.0 Exterior Wood 20.0 7.60 152.0 Base Total: 38.0 174.0 As -Built Total: 38.0 258.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 2091.0 0.64 1338.2 Under Attic 19.0 2091.0 0.87 X 1.00 1819.2 Base Total: 2091.0 1338.2 As -Built Total: 2091.0 1819.2 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 173.0(p) 1.9 328.7 Slab -On -Grade Edge Insulation 5.0 173.0(p 2.40 415.2 Raised 460.0 0.20 92.0 Raised Wood, Adjacent 11.0 460.0 1.80 828.0 Base Total: 420.7 1 As -Built Total: 633.0 412.8 EnergyGauge(D DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM Points 2872.0 0.28 -804.2 2872.0 0.28 804.2 Winter Base Points: 7758.4 Winter As -Built Points: 10832.4 Total Winter X Points System Multiplier Heating Points Total X Component Cap Ratio X Duct X System X Multiplier Multiplier DM x DSM x AHU) Credit Multiplier Heating Points 7758.4 0.6274 4867.6 10832.4 10832.4 1.000 1.00 1.078 x 1.160 x 0.92) 0.414 1.150 0.414 0.950 0.950 4897.7 4897.7 EnergyGaugeT" DCA Form 60OA-2001 EnergyGaugeO/FIaRES'2001 FLRCSB Q.2 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.86 4 1.00 2623.63 1.00 10494.5 As -Built Total: 10494.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 23683 4868 10256 38807 18544 4898 10495 33937 PASS THE Sr92 0 But EnergyGauge' rm DCA Form 60OA-2001 EnergyGauge@/FIaRES'2001 FLRCSB v3.2 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of 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 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA-22 0THFR PRFSCRIPTIVF MFASI IRFR lmimf hn mnf nr nvr Anrl k. mil r ;#4er. — 1 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCSB v3.2 v ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.7 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ftz) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. Raised Wood, Adjacent c. N/A 9. I Wall types a. Concrete, Int Insul, Exterior ti. Frame, Wood, Exterior c. Frame, Wood, Adjacent d. N/A C. N/A 10.1 Ceiling types a. Under Attic ti. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Interior b. N/A New _ 12. Cooling systems Single family _ I a. Central Unit 4 _ b. N/A No _ 2872 ft2 c. N/A 319.0 W _ 13. Heating systems 0.0 ft2 _ a. Electric Heat Pump 0.0 ft2 _ 0.0 ftz b. N/A R=5.0, 173.0(p) ft _ c. N/A R=11.0, 460.0ft2 _ 14. Hot water systems a. Electric Resistance R=3.0, 876.0 ftz R=1 1.0, 785.0 ftz _ b. N/A R=11.0, 622.0 11' _ c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) R=19.0, 2091.0 ftz _ 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, Sup. R=6.0, 320.0 ft _ RB-Attic radiant barrier, W-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: I-C' t.ta Date: Is J Address of New Home: _2 22- APF 6, CK>A C00PZk_City/FL Zip:S.&IFO{Zn Cap: 60.0 kBtu/hr _ SEER: 12.05 Cap: 60.0 kBtu/hr _ HSPF: 8.25 Cap: 50.0 gallons _ EF: 0.86 PT, _ O,a'CHE ST9T 0.r fill 1 d NOTE. The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. /fyour score is 80 or greater (or 86 for a US EPA/DOE EnergyStarTmdesignation), i your home may qualifyfor energy efficiency mortgage (F.EM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at www.fsec.ucfedufor information and a list ofcertified Raters. For information about Florida s Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCSB v3.2) RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Project• • For: DR HORTON Notes: Weather: Orlando AP, FL, US Winter Design Conditions Outside db 38 OF Inside db 70 OF Design TD 32 OF Heating Summary Building heat loss 40970 Btuh Ventilation air 0 cfm Ventilation air loss 0 Btuh Design heat load 40970 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft2) 2872 2872 Volume (ft3) 22976 22976 Air changes/hour 0.70 0.40 Equiv. AVF (cfm) 269 153 Heating Equipment Summary Make TRANE Trade Efficiency Heating input Heating output Heating temp rise Actual heating fan Heating air flow factor Space thermostat 8.4 HSPF 0 Btuh @ 47°F 0 OF 0 cfm 0.000 cfm/Btuh Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 43 gr/lb Sensible Cooling Equipment Load Sizing Structure 35571 Btuh Ventilation 1485 Btuh Design temperature swing 3.0 OF Use mfg. data n Rate/swing multiplier 0.98 Total Sens. equip. load 36315 Btuh Latent Cooling Equipment Load Sizing Internal gains 1150 Btuh Ventilation 2212 Btuh Infiltration 4526 Btuh Total latent equip. load 7888 Btuh Total equipment load 44203 Btuh Cooling Equipment Summary Make TRANE Trade Efficiency Sensible cooling Latent cooling Total cooling Actual cooling fan Cooling air flow factor Load sensible heat ratio Boldrtalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. 10.0 EER 40600 Btuh 17400 Btuh 58000 Btuh 1933 cfm 0.054 cfm/Btuh 82 % wrjgl-jtsoft Right -Suite Residential" 5.0.64 RSR26015 2002-Fe1328 13:29:06 fiCCA E:1FilesldrhortonX2879\2879REVD.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 Procedure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.70 ach x 22976 ft3 x 0.0167 = 269 cfm 2. Winter infiltration load 1.1 x269 cfm x 32 'F Winter TD = 9454 Btuh 3. Winter infiltration HTM 9454 Btuh / 355 ftz Total window = 26.6 Btuh/ftz and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.40 ach x 22976 ft3 x 0.0167 = 153 cfm 2. Summer infiltration load 1.1 x 153 cfm x 18 'F Summer TD = 3039 Btuh 3. Summer infiltration HTM 3039 Btuh / 355 ft2 Total window = 8.6 Btuh/ftz and door area Procedure C - Latent Infiltration Gain 0.68 x 43 gr/lb moist.diff. x 153 cfm = 4526 Btuh Procedure D - Equipment Sizing Loads 1. Sensible sizing load Sensible ventilation load 1.1 x 75 cfm vent. x 18 'F Summer TD = 1485 Btuh Sensible load for structure (Line 19) + 35571 Btuh Sum of ventilation and structure loads = 37056 Btuh Rating and temperature swing multiplier x 0.98 Equipment sizing load - sensible = 36315 Btuh 2. Latent sizing load Latent ventilation load 0.68 x 75 cfm vent. x 43 gr/lb moist.diff. = 2212 Btuh Internal loads = 230 Btuh x 5 people + 1150 Btuh Infiltration load from Procedure C + 4526 Btuh Equipment sizing load - latent = 7888 Btuh Construction Quality is: a No. of Fireplaces is: 0 Boh0talic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Zz. wrjghtsoft Right -Suite Residential*" 5.0.64 RSR26015 2002-Feb>28 13:29:06 AC(>, E:\Files\drhorton\2879\2879REVD.rsr Page 1 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R LIV/DIN/FOY a n nw a C n 0 d 1 1 90 1.0 1.0 5.0 5.0 39.4 32.0 0.0 a n sw a C n 0 d 1 1 90 1.0 1.0 2.0 5.0 47.4 23.0 0.0 a n nw b C n 0 n 1 1 90 1.0 3.5 5.0 7.0 62.4 7.0 0.0 a n nw b c n 0 n 1 1 90 1.0 3.5 1.0 3.0 62.4 9.0 0.0 LAUNDRY RM WIC SITTING RM a n sw a c n 0 d 1 1 90 1.0 1.0 10.0 5.0 47.4 16.0 0.0 MASTER BATH a n se a c n 0 d 1 1 90 1.0 1.0 12.0 5.0 47.4 16.0 0.0 MASTER BEDRM a n se a C n 0 d 1 1 90 1.0 1.0 17.0 5.0 47.4 16.0 0.0 MASTER HALL BATH FAMILY RM b n se a c n 0 d 1 1 90 1.0 1.0 6.0 7.0 47.4 53.0 0.0 KITCHEN a n ne a c n 0 d 1 1 90 1.0 1.0 2.0 3.0 39.4 10.0 0.0 BEDRM 2 a n se b c n 0 d 1 1 90 1.0 1.0 5.0 5.0 47.4 15.0 0.0 UP BATH RM ACTIVITY RM a n nw b C n 0 n 1 1 90 1.0 1.0 7.0 5.0 62.4 30.0 0.0 a n Sw b c n 0 n 1 1 90 1.0 1.0 1.0 5.0 76.4 60.0 7.6 wrightsoft Right -Suite Residential TM 5.0.64 RSR26015 2002-Feb-28 13:29:06 4CCA E:Tilesklrhorton\287912879REVD.rsr Page1 BEDRM 4 a n sw b c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 15.0 1.9 i BEDRM 3 a n se b c n 0 d 1 1 90 1.0 1.0 5.0 5.0 47.4 15.0 0.0 wrightsoft Right -Suite Residentialr" S.0.64 RSR26015 2002-Feb-28 13:29:06 XC$, E:1Files\drhorton\2879t2879REVD.rsr Page 2 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MANUAL J: rtn td. 1 Name of room Entire House LIV/DIN/FOY LAUNDRY RM WIC 2 Length of exposed wall 314.5 It 61.5 ft 11.0 ft 19.0 ft 3 Room dimensions 20.0 x 21.0 ft 15.0 x 6.0 It 13.0 x 11.0 ft 4 Ceiings Condit. Option 8.0 ft heat/cool d 8.0 ft heat/cool 8.0 ft heat/cool 8.0 ft Iheat/cool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg I Clg ft') Htg CIg ft') Htg CIg ft') Htg I Clg ft') Htg I Clg 5 Gross a 14B 4.6 2.1 1028 284 p 88 Exposed b 12C 2.9 1.9 1000 64 0 0 walls and c 13C 3.2 1.2 552 144 88 64 partitions d 0.0 0.0 0 0 0 0 e 0.0 0.0 0 0 0 0 f0.0 0.0 0 0 0 0 6 Windows and a 1C 37.0 264 9757 71 2624 0 0 0 0 glass doors b 8C 37.0 53 1959 0 0 0 0 0 0 Heating c 9C 38.7 0 0 0 0 0 0 0 0 d0.0 0 0 0 0 0 0 0 0 e 0.0 0 0 0 0 0 0 0 0 f0.0 0 0 0 0 0 0 0 0 7 Windows and North 27.6 9 261 0 0 0 0 0 0 glass doors NE/NW 51.4 88 4525 48 2259 0 0 0 0 Cooling E/W 0.0 0 0 0 0 0 0 0 0 SE/SW 54.3 220 11927 23 1090 0 0 0 0 South 0.0 0 0 0 0 0 0 0 0 Hoe 0.0 0 0 0 0 0 0 0 0 8 Other doors a 11A 18.9 12.7 38 717 484 20 378 255 18 340 229 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 862 3972 1775 229 1055 472 0 0 0 88 406 181 exposed b 12C 2.9 1.9 849 2445 1650 48 138 93 0 0 0 0 0 0 walls and c 13C 3.2 1.2 534 1682 625 144 454 168 70 221 82 64 202 75 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.7 2.2 2134 3619 4750 420 712 935 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22B 13.1 0.0 233 3050 0 62 807 0 11 144 0 19 249 0 Note: room b 19B 1.3 0.0 460 589 0 0 0 0 0 0 0 0 0 0 perimeter c 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 26.6 8.6 355 9454 3039 91 2424 779 18 479 154 0 0 0 13 Subtotal loss=6+8..+11+12 37246 8592 1184 856 Less external heating 0 0 0 0 Less transfer 0 0 0 0 14 Duct loss 10% 3725 10°/ 859 10% 118 10°/ 86 15 Total loss = 13+14 40970 9451 1302 942 16 Int. gains: People Q 300 5 1500 0 0 0 0 0 0 Appl. Q 1200 2 1800 0 0 1 600 0 0 17 Subtot RSH gain=7+8..+12+16 32337 6052 1065 256 Less external cooling 0 0 0 0 Less transfer 0 0 0 0 18 Duct gain 10°/ 3234 10°/ 605 10°, 107 10 % 26 19 Total RSH gain=(17+18)•PLF 1.00 35571 1.00 6657 1.00 1172 1.00 282 20 Air required (cfm) 0 1933 0 362 0 64 0 15 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr ghtsOTC Right -Suite Residential" 5.0.64 RSR26015 2002-Feb-28 13:29:06 ACCk E:1Filestdrhorton12879t2879REVD.rsr Page 1 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MANUAL J: /in td. 1 Name of room SITTING RM MASTER BATH MASTER BEDRM MASTER HALL BATH 2 Length of exposed wall 10.0 ft 11.0 ft 13.0 ft 0.0 ft 3 Room dimensions 10.0 x 10.0 ft 10.0 x 11.0 It 13.0 x 21.0 ft 6.0 x 5.0 ft 4 Ceiings Condit. Option 8.0 It heat/cool 8.0 ft heat/cool 8.0 hi heat/cool 8.0 It heat/cool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg I Clg ft') Htg Clg ft') Htg I Clg ft') Htg Clg ft') Htg I Clg 5 Gross a 14B 4.6 2.1 80 88 104 0 Exposed b 12C 2.9 1.9 0 0 0 0 walls and c 13C 3.2 1.2 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 e 0.0 0.0 0 0 0 0 f0.0 0.0 0 0 0 0 6 Windows and a 1C 37.0 16 591 16 591 16 591 0 0 glass doors b 8C 37.0 0 0 0 0 0 0 0 0 Heating c 9C 38.7 0 0 0 0 0 0 0 0 d0.0 0 0 0 0 0 0 0 0 e 0.0 0 0 0 0 0 0•"' 0 0f0.0 0 0 0 0 0 0 0 0 7 Windows and North 27.6 0 0 0 0 0 0 0 0 glass doors NE/NW 51.4 0 0 0 0 0 0 0 0 Cooling ENV 0.0 0 0 0 0 0 0 0 0 SE/SW 54.3 16 758 16 758 16 758 0 0 South 0.0 0 0 0 0 0 0 0 0 Horz 0.0 0 0 0 0 0 0 0 0 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 64 295 132 72 332 148 88 406 181 0 0 0 exposed b 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 walls and c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.7 2.2 0 0 0 0 0 0 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22B 13.1 0.0 10 131 0 11 144 0 13 171 0 0 0 0 Note: room b 19B 1.3 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter c 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 26.6 8.6 16 426 137 16 426 137 16 426 137 0 0 0 13 Subtotal loss=6+8..+11+12 1444 1494 1594 0 Less external heating 0 0 0 0 Less transfer 0 0 0 0 14 Duct loss 10°/ 144 10°/ 149 10°/ 159 10°/ 0 15 Total loss = 13+14 1588 1643 1753 0 16 Int. gains: People Q 300 0 0 0 0 1 300 0 0 Appl. Q 1200 0 0 0 0 0 0 0 0 17 Subtot RSH gain=7+8..+12+16 1027 1044 1377 0 Less external cooling 0 0 0 0 Less transfer 0 0 0 0 18 Duct gain 10°/ 103 10°/ 104 10°/ 138 10% 0 19 Total RSH gain=(17+18)•PLF 1.00 1130 1.00 1148 1.00 1514 1.00 0 20 Air required (cfm) 0 61 0 62 0 82 0 0 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Ct Right -Suite Residential"' 5.0.64 RSR26015 2002-Feb-28 13:29:06 MCA E:\Filesldrhorton\287912879REVD.rsrpage 2 RIGHT-J WORKSHEET6EntireHouse DEL AIR HEATING,AIR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY, FL 32746.6206 Phone: (407) 831-2665 Job: 2879 MODEL REVISED 10-3-97 MANUAL J: /th Ed. 1 Name of room FAMILY RM KITCHEN BEDRM 2 UP BATH RM 2 Length of exposed wall 36.0 ft 12.0 ft 28.0 ft 11.0 ft 3 Room dimensions 17.0 x 19.0 ft 12.0 x 17.0 ft 16.0 x 12.0 ft 11.0 x 13.0 ft 4 Ceiings Condit. Option 8.0 fti heat/cool 8.0 ft heat/cool 8.0 ft heat/cool 8.0 ft heat/cool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE NO. Htg I Clg ft') Htg Clg III) Htg I Clg ft') Htg Clg ft') Htg I CIg 5 Gross a 14B 4.6 2.1 288 96 0 0 Exposed b 12C 2.9 1.9 64 0 96 0 walls and c 13C 3.2 1.2 0 0 128 888 partitions d 0.0 0.0 0 0 e 0.0 0.0 0 0 0 0 f0.0 0.0 0 0 0 0 6 Windows and a 1C 37.0 0 0 10 370 15 554 0 0 glass doors b 8C 37.0 53 1959 0 0 0 0 0 0 Heating c 9C 38.7 0 0 0 0 0 0 0 0 d 0.0 0 0 0 0 0 0 0 0 e 0.0 0 0 0 0 0 0 0 0•"• f 0.0 0 0 0 0 0 0•"' 0 0 7 Windows and North 27.6 0 0 0 0 0'"' 0 0 0 glass doors NE/NW 51.4 0 0 10 394 0 0 0 0 Cooling E/W 0.0 0 0 0 0 0 0 0 0 SE/SW 54.3 53 2512 0 0 15 711 0 0 South 0.0 0 0 0 0 0 0 0 0 Horz 0.0 0 0 0 0 0 0 0 0 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 235 1083 484 86 396 177 0 0 0 0 0 0 exposed b 12C 2.9 1.9 64 184 124 0 0 0 81 233 157 0 0 0 walls and c 13C 3.2 1.2 0 0 0 0 0 0 128 403 150 88 277 103 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.7 2.2 323 548 719 204 346 454 192 326 427 143 243 318 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22B 13.1 0.0 36 472 0 12 157 0 0 0 0 0 0 0 Note: room b 19B 1.3 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter c 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 26.6 8.6 53 1411 4541 10 266 86 151 399 128 0 01 0 13 Subtotal loss=6+8..+11+12 5658 1536 1916 520 Less external heating 0 0 0 0 Less transfer 0 0 0 0 14 Duct loss 10 °/ 566 10 °/ 154 10°/ 192 10 °/ 52 15 Total loss = 13+14 6223 1689 2108 572 16 Int. gains: People @ 300 4 1200 0 0 0 0 0 0 Appl. @ 1200 0 0 1 1200 0 0 0 0 17 Subtot RSH gain=7+8..+12+16 5493 2311 1574 421 Less external cooling 0 0 0 0 Less transfer 0 0 0 0 18 Duct gain 10°/ 549 10°/ 231 10% 157 10°/ 42 19 Total RSH gain=(17+18)'PLF 1.00 6043 1.00 2542 1.00 1731 1.00 463 20 Air required (cfm) 0 328 0 138 0 94 1 0 25 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Right -Suite Residential" 5.0.64 RSR26015 2002-Feb-28 13:29:06 E:\Files\drhorton\2879\2879REVD.rsr Page 3 RIGHT-J WORKSHEET Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 2879 MODEL REVISED 10-3-97 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 J: tin to. 1 Name of room ACTIVITY RM BEDRM 4 BEDRM 3j4MANUAL2Lengthofexposedwall59.0 ft 15.0 ft 28.0 ft 3 Room dimensions 25.5 x 20.0 ft 15.0 x 10.0 ft 16.0 x 12.0 ft Ceiings Condit. Option 8.0 fti heat/cool 8.0 ft heat/cool 8.0 ftj heat/cool TYPE OF CST HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area EXPOSURE NO. Htg I Clg W) Htg Clg ft') Htg I Clg ft') Htg Clg Htg Clg 5 Gross a 14B 4.6 2.1 0 0 0 Exposed b 12C 2.9 1.9 432 120 224 walls and c 13C 3.2 1.2 40 0 0 partitions d 0.0 0.0 0 0 0 e 0.0 0.0 0 0 0 f0.0 0.0 0 0 0 6 Windows and a 1C 37.0 90 3326 15 554 15 554 glass doors b 8C 37.0 0 0 0 0 0 0 Heating c 9C 38.7 0 0 0 0 0 0 d0.0 0 0 0 0 0 0 e 0.0 0 0 0 0 0 0•"' f0.0 0 0 0 0 0 0 7 Windows and North 27.6 8 222 2 39 0 0 glass doors NE/NW 51.4 30 1872 0 0 0 0 Cooling E/W 0.0 0 0 0 0 0 0 SE/SW 54.3 52 4006 13 621 15 711 South 0.0 0 0 0 0 0 0 Horz 0.0 0 0 0 0 0 0 8 Other doors a 11A 18.9 12.7 0 0 0 0 0 0 0 0 0 b 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4.6 2.1 0 0 0 0 0 0 0 0 0 exposed b 12C 2.9 1.9 342 985 665 105 302 204 209 602 406 walls and c 13C 3.2 1.2 40 126 47 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.7 2.2 510 865 1135 150 254 334 192 326 427 b 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 11 Floors a 22B 13.1 0.0 59 774 0 0 0 0 0 0 0 Note: room b 19B 1.3 0.0 460 589 0 0 0 0 0 0 0 perimeter c 19G 1.1 0.0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 12 Infiltration a 26.6 8.6 90 2397 7701 15 399 128 15 399 128 13 Subtotal loss=6+8..+11+12 9062 1511 1881 Less external heating 0 0 0 Less transfer 0 0 0 14 Duct loss 10°/ 906 10°/ 151 10°/ 188 15 Total loss = 13+14 9968 1662 2070 16 Int. gains: People Q 300 0 0 0 0 0 0 Appl. Qa 1200 0 0 0 0 0 0 17 Subtot RSH gain=7+8..+12+16 8718 1326 1673 Less external cooling 0 Less transfer 0 0 0 18 Duct gain 10°/ 872 10°/ 133 10% 167 19 Total RSH gain=(17+18)•PLF 1.00 9590 1.00 1459 1.00 1840 20 Air required (cfm) 0 521 0 79 1 01 100 Printout certified by ACCA to meet all requirements of Manual J 7th Ed. wr ghtSOTt Right -Suite Residential" 5.0.64 RSR26015 2002-Feb-28 13:29:06 E:\Filestdrhorton12879t2879REVD.rsr Page 4 3' knth duct tofanroof cap \ Fa170l U 1 170 IT....-,, i i LJ7. Il1r-7-' L A l Nutt have a rinhum clearance of . Inches around the air handler per the State Energy code. All duct has an r=6 bttulatbn value. 3' baM duct to rooi capPon 3' bath duct a roof cap Pan 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL A/cPAD dryer duct t0 I'OOi Cap Rating o r N m w >_ z z a J O 5 Q EC m IZ J IN 0 0 PLOT PLAN DESCRIPTION: A PARCEL OF LAND LYING AND BEING IN SECTION 18, TOWNSHIP 20 SOUTH, RANGE 31 EAST, CITY OF SA%FORD; SEMINOLE COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: WMMEENCE AT THE NORTHEAST CORNER OF TRACT "G", BAKERS CROSSING PHASE 1, PLAT BOOK 60, PAGES 27 THROUGH 29; THENCE RUN N90'00'00"W A DISTANCE OF 252.42 FEET; THENCE RUN N00'00'00"E A DISTANCE OF 135.00 FEET; THENCE RUN S90'00'00"E A DISTANCE OF 58.52 FEET; THENCE RUN N00'00'00"E A DISTANCE OF 25.00 FEET TO THE POINT OF BEGINNING; THENCE RUN N90'00'00"W A DISTANCE OF 35.00 FEET; THENCE RUN N00'00'00"E A DISTANCE OF 110.00 FEET; THENCE RUN S90'00'00"E A DISTANCE OF 60.00 FEET; THENCE RUN S00'00'00"W A DISTANCE OF 85.00 FEET TO A POINT ON A TANGENT CURVE, SAID CURVE BEING CONCAVE NORTHWESTERLY, HAVING A RADIUS OF 25.00 FEET, A CENTRAL ANGLE OF 90'00'00"AND CHORD OF 35.36 FEET BEARING S45'00'00"W; THENCE RUN ALONG ARC OF SAID CURVE 39.27 FEET TO THE POINT OF BEGINNING, CONTAINING 0.13 ACRES f. NOTE: WE DO NOT ACCEPT RESPONSIBILITY FOR ANY ERRORS THAT MAY OCCUR FROM THE USE OF THE UNRECORDED / PROPOSED PLAT THIS PLOT PLAN IS BASED ON. LOT 131 CONTAINS 6466 SQUARE FEET t THIS STRUCTURE CONTAINS 2107 SQUARE FEET t LOT 133 LOT 132 TOTAL CONCRETE 698 SO. FT, t TOTAL SOD 3661 SO. FT. t 60.00' S90'00'00"E 441 PROPOSED i LOT 131 I DRAINAGE I A P IIQ I 0 40.0' O 90*00'00" LOT 130 PROPOD MODEL 879 CFLOOR I p R=25.00' 1a1 FINISHEDELEVATION-27.8 O0 rL=39.27 o ppo b t> g a to000 CB=S45'00'00"W o R p C=35.36' z mw,. GRAPHIC SCALE b 0 20 40 to, TM'LY.Bk lrt"T j N90'00'00"W 35.00' svoa000t eaar i __ POINT OF BEGINNING BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' MLW: 50' PREPARED FOR: D.R. HORTON FLOOR SLAB ELEI MUST BE 16" ASC. IZOFADJACENTROAD OTHIr--R RISE APPROVED`' a 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. S PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES LY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION T FOR CONSTRUCTION. BUILDING SET BACK LINES SHOWN HEREON IS PER DATA 3NISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES LY. THIS IS NOT A SURVEY THIS'IS A PLOT PLAN ONLY 1 HAVE EXAMINED THE F.I.R.M. COMMUNITY P NO 120289 0045 E DATED 4/17/95 ANEVUWD THE SUBJECT PROPERTY APPEA IN ZONE A, AREA WITHIN 100 YEAR FLOOD PLAIN BEARINGS SHOWN HEREON ARE THE NORTHERLY LINE OF LOT 1. BEING N90'00'00" E PER PLAT. FIELD DATE:) SCALE: 1" = 40 FEET APPROVED BY: SJ JOB N0. ASM41822 DRAWN BY: ON REVISED: PLAN 5-15-03 SDO POINT OF COMMENCEMENT LEGEND olW z z BUILDING SETBACK LINE MLW MINIMUM LOT WIDTHCENTERUNEPOBPOINTONBOUNDARY RIGHT OF WAY LINE POL. POINT ON LINE PROPOSED ELEVATION PCC POINT ON COMPOUND CURVATURE PROPOSED DRAINAGE FLOW OR OFFICIAL RECORD CONCRETE PD G PLANNED DEVELOPMENT . DENOTES DELTA ANGLE LB LAND SURVEYING BUSINESS L DENOTES ARC LENGTH LS LAND SURVEYOR C.B. DENOTES CHORD BEARING PRM PERMANENT REFERENCE MONUMENT PC DENOTES POINT OF CURVATURE PCP PERMANENT CONTROL POINT PI DENOTES POINT OF INTERSECTION P) PER PLAT PRC DENOTES POINT OF REVERSE CURVATURE M) MEASURED PT DENOTES POINT OF TANGENCY CALL) CALCULATED TYP TYPICAL FND FOUND A/C AIR CONDITIONER C/W CONCRETE WALK CBW RP CONCRETE BLOCK WALL RADIUS POINTS/W SIDEWALK R RADIUSCPPBCONCRETEPAD PLAT CS CONCRETE SLABGGTTE5BOOKNNANSNATURALGRADER/w RIGHT-OF-WAY SO. FT. SGUARE FEET ORB OFFICIAL RECORDS BOOK AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBy6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO. FLORIDA 32801- (407) 426-7979 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID YATHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 4' FOR JR. PSK04920 DATE 15 MiTeke w April 17, 2003 MiTek Industries Inc. 14515 North Ouler Forty Drive, Suile 300 Cheslerfield, MO 63017 USA The truss drawings referenced below, have been prepared under my direct supervision based on the parameters provided by Accu-Span Truss Company using MiTek 2000 software. Pages or sheets covered by this seal : I3143941 thru 13143975. Total : 35 drawings. Job DR2879Cd% e Builder D.R. HORTON Lo;ation BAKERS CROSSING, LOT County SEMINOLE Truss Engineer :Junaidie Budiman, PE # 45161. Address :14515 North Outer Forty Drive, Suite 300 Chesterfield, MO 63017 This serves as the cover sheet in conformance to Chapter 61G15-31 Section 003 of the Florida Board of Professional Regulation. This package include: 1) 35 Truss drawing. 2) Truss Index. 4A—atf— , April 17, 2003 Junaidie Budiman, PE The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of building designer, per ANSI/TPI 1-1995 Sec.2. TRUSS MDEX OF JOB DR2879C x Trusses incluu-ad=35 0,"\D"a42879C\a.tre" 1 3143941 1,"\DR2879C\a1l.tre" 1 3143942 2,"\DR2879C\al1a.tre" 1 3143943 3,"\DR2879C\a7.tre" 1 3143944 4,'1DR2879C\a7a.tre" 1 3143945 5,"\DR2879C\a9.tre" 1 3143946 6,"\DR2879C\a9a.tre" 1 3143947 7,"\DR2879C\b.tre" 1 3143948 8,'1DR2879C\b7,tre" 1 3143949 9,"\DR2879C\b9.tre" 1 3143950 10,"\DR2879C\c1.tre" 13143951 11,"\DR2879C\cll.tre" 1 3143952 12,"\DR2879C\c13.tre" 1 3143953 13,"\DR2879C\cl5.tre" 1 3143954 14,"\DR2879C\clgab.tre" 1 3143955 15,"\DR2879C\c7.tre" 1 3143956 16,"\DR2879C\c9.tre" 1 3143957 17,"\DR2879C\d.tre" 13143958 18,"\DR2879C\d1.tre" 1 3143959 19,"\DR2879C\d2.tre" 1 3143960 20,"\DR2879C\fl9.tre" 1 3143961 21,"\DR2879C\f22.tre" 1 3143962 22,"\DR2.579C\f23.tre" 1 3143963 23,"\DR2879C\j.tre" 1 3143964 24,"\DR2879C\j3.tre" 1 3143965 25,'1bR2879C\jg1.tre" 1 3143966 26,"\DR2879C\jg2.tre" 1 3143967 27,'1DR2879C\k.tre" 1 3143968 28,"\DR2879C\k1.tre" 13143969 29,"\DR2879C\1.tre" 13143970 30,"\DR2879C\11.tre" 13143971 31,"\DR2879C\m.tre" 1 3143972 32,"\DR2879C\ml.tre" 1 3143973 33,"\DR2879C\s.tre" 13143974 34,"\DR2879C\s1.tre" 13143975 i lC;9 ., `sir/ No. 4.5161 ,k O •: STATE OF r l April 26, 2002 QwARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with Mllek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. APpBcob[My of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding labrl ollon, quality control, storage, delivery, election and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and 1,1I8-91 Handling Installlna and Bracing Recommendation available from Truss Plate Institute, $83 D'Onolrb Drive, Madison, WI 53719. sonsonie M1 MiTek0 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/14 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property 1 securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 723 2. Cut members to bear tightly against each other. Q WEBS JS 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o 5 , ; Q joint and embed fully. Avoid knots and wane plates from outside edge of O a y u at joint locations. truss and vertical web. d a 4. Unless otherwise noted, locate chordsplices o at /4 panel length(+ 6" from adjacent joint.) uBOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in J JB J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRek/ Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised In handling, TM PANEL erection and installation of trusses. „ 1993 Mitek Holdings, Inc. CLIP FORM018, 019 HYDRO,AW 0 Job russ truss type ty y 13143941 DR2879C A, ROOF TRUSS 11 1 optional) ACCI A - , MI e Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTekIndustries, Inc. Frr Apr 26 15:54:49 2002 Page 1 1-OIU 6-0-12 11-7-0 17-1-4 23-2-0 r 1-0-0 6-0-12 5-6-4 5-6-4 6-0-12 Scale = 1:40.8 4x6 - 4 6.00 FIT 2x4 \\ 2x4 3 5 6 2 la00 3x4 - 8 7 3x4 - 3x4 = 5x6 = 7.4-2 15-9-14 23-2-0 7.4-2 — — 7.4-2 8-5-12 late Offsets -1- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30,0 Plates Increase 1.33 TC 0.59 Vert(LL) -0.25 7.8 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 1.00 Vert(TL) -0.51 7-8 > 536 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.05 6 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min Well = 360 Weight: 105 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-0-9 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6 = 1247/0-1-8, 2 = 1340/0-4.0 Max Horz 2 = 179(load case 4) Max Uplift6 = -464(load case 4), 2=-651(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=17, 2-3=-2080, 3-4=-1907, 4-5=-1922, 5-6=-2095 BOT CHORD 2-8 = 1845, 7-8 = 1240, 6-7 = 1865 WEBS 3-8=-344, 4-8=792, 4-7=814, 5-7=-362 NOTES (6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 464 lb uplift at joint 6 and 651 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. (Sr r 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. r7L! LOAD CASE(S) Standard LP '4 so 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads (plf) • Vert: 1-4=-74.0, 4-6=-74.0, 2-8=-20.0, 7-8=-60.0, 6-7=-20.0 * No.4J1fi1 0':• STATE OF L April 26,2002 AWARNING - Ver-Vy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with Mffek connectors. This design is based only upon potometets shown, and Is for an Individual building component to be Installed and looded verticolty. Applicability of design parameters and proper tncoipoiatlan of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional tempototy bracing to Insure stability during construction is the tesponsibllity of the etectot. Additional permanent brbcing of the overall structure Is the responsibility of the building designet. For general guidance regarding fabrication, quality control. storage, delivery, etectlan and bracing, consult GST-68 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installina and Bracing Recommendation available from Truss R583 ateInstitute, D'Onofrla Dtive. Madison, WI53719. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against eachczc other. O WEBS , J5 a:3. Place plates on each face of truss at each For 4 x 2 orientation, locate o cc and embed fully. Avoid knots and wane plates/s" from outside edge of o a ° V0 at joint locations. truss and vertical web. 0. o 4. Unless otherwise noted, locate chordsplices at length 6' frompanel adjacent oint. BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in Jt JB J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibilityPtY of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PI T~ PANEL erection and installation of trusses. L . 1993 Mitek Holdings, Inc. CLIP FORM019.019 HMRO,AIR® Job I russ 1 russ ype ty ly HORTON 13143942 DR2879C A11 ROOF TRUSS 1 1 optional) A -CbSF e n ustrles, Inc. 4.201 SR1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 1 4: age i 0 5.9.4 11-0-0 1 2-2-0, 17-4-1 2 ) 23-2-0 1-0-0 5-9-4 5-2-12 1-2-0 5-2-12 5-9-4 Scale = 1:42.0 f 4x6 = 4x6 = 4 5 6.00 12 3x4 i- 3x4 3 6 7 1LLI o 3x4 = 11 10 9 8 3x4 = 2x4 II 3x4 = 5x6 = 2x4 II 5-9-4 11-0-0 12-2-0 17-4-12 23-2-0 5-9-4 5-2-12 1-2.0 5-2-12 5-9-4 Plate Offsets -1- LOADING (psf) SPACING 2-0-0 CST DEFL in (loc) I/defl PLATES GRIP TCLL 30,0 Plates Increase 1.33 TC 0.40 Vert(LL) 0.09 10.11 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.43 Vert(TL) -0.12 10-11 >999 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.05 7 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 1 16 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-5-4 oc purlins. BOT CHORD 2 X 4 SYP No.21D BOT CHORD Rigid ceiling directly applied or 7.1-3 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 = 1076/0-1-8, 2=1172/0-4-0 Max Horz 2 = 172(load case 4) Max Uplift7 = -508(load case 5), 2=-608(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=-1930, 3-4=-1352, 4-5=-1134, 5-6=-1353, 6-7=-1962 BOT CHORD 2-11 = 1633, 10-1 1 = 1633, 9-10 = 1134, 8-9 = 1670, 7-8 = 1670 WEBS 3-11=132, 3-10=-578, 4-10=338, 5-9=348, 6-9=-620, 6-8=143 NOTES (7) 11 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 7 and 608 lb uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Truss Engineer: PE#45161. Junaidie Budiman, Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 1 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 1 LOAD CASE(S) Standard C' t : No, 4` 4. 5161 ,t w STATE OF ss OR aL` April 26,2002 AWARMNO - VerVy design parusneters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MlTek connectors. This design is based only upon parameters shown, and is lot an Individual building component to be - Installed and boded verticolN• Applicability of design patameters and ptopei Incorpotatbn of component is responsibility of building designer - not truss deslgnet. Btacing shown is lot lotetal support of Individual web membets only. Additional temporary bracing to Insure stability during construction Is the tesponstblllty of the etectot. Additional petmonent bracing of the ovetall slructute is the responslblllty of the building deslgnet. For general guidance tegatding tabricatbn, quality control, stotage, degveiy, erection and bracing, consult OST•88 OualBy Standard, 058-89 Bracing Specification, and HIB-91 Handling Installinq and Bracing Recommendation available Isom Truss Plate Institute, 583 D'Onottb DtNe, Madison, WI53719. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t3/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise, Dimensions are in inches. Apply l . Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against eachcza other. Q WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i , LQ joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of O a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesP I14at panel length(+ 6" from adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised In handling, PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM016.019 MYDRO,A/R® Job russ russ ype ty y 13143943 DR2879C A.11A ROOF TRUSS 1 1 optional) A- I e ndustres, nc. 1 s Jun 28 001 N iiTekIndustries—, nc. rr —Apr1 1 2002 Page 1 1-G-041 5-9-4 11-0-0 12-2-0 17-4-12 23-2-0 1.0-0 5-9-4 5-2-12 1-2-0 5-2-12 5-9-4 Scale = 1:42.0 4x6 = 4x6 = 4 5 6.00 12 3x4 3x4 3 6 7 rl jt v00 3x4 = 11 10 9 8 3x4 = 2x4 II 3x4 - 5x6 = 2x4 II r 5-9-4 11-0-0 12-2-0 17-4-12 23-2-0 5-9-4 5-2-12 1-2-0 5-2-12 5-9-4 Plate Offsets LOADING (psf) SPACING 2.0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TIC 0.39 Vert(LL) 0.08 10-11 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.42 Vert(TL) -0.12 10-11 >999 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.05 7 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min Well = 360 Weight: 116 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-5-13 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 = 1071 /0-4-0, 2 = 1 167/0-4-0 Max Horz 2 = 172(load case 4) Max Uplift 7 = -504(load case 5), 2=-606(load case 4) FORCES (Ibl - First Load Case Only TOP CHORD 1-2=34, 2-3=-1919, 3-4=-1341, 4-5=-1124, 5-6=-1342, 6-7=-1933 BOT CHORD 2-1 1 =1624, 10-1 1 = 1624, 9-10 =1 124, 8-9 = 1638, 7-8 =1638 WEBS 3-11 =132, 3-10=-579, 4-10=336, 5-9=340, 6-9=-595, 6-8=141 NOTES (6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at joint 7 and 606 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. ` 9i r f 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard ' ••••oil No. 4 5161 i STATE OF 0RIOA'' 1.r.Mfl. Q vaL April 26,2002 A WARNINO - VerVy design parrarrseters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MITek connectors. This design Is based onty upon parameters shown, and is tot an Individual building component to be Installed and bis odedvertically. Applicability of design parameters and proper Incorporation of component responsibility of building designer - not truss 19! designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stabBlty during construction is the responsibility of the erector. Additional permanent btbcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, stotage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB•89 Rracing Specification, and HIS-91 Handling Instolllnq and Bracing Recommendation available from Truss Plate Institute. 583 D'Onoftb Drive, Madison, WI53719. M iTek® Symbols PLATE LOCATION AND ORIENTATION 13/1 *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. e„ 0 Q 0 For 4 x 2 orientation, locate plates 1 /8" from outside edge of CLtrussandverticalweb. This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT Mfiek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4e continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTek® FORM016,019 Oi411O-"""'- ® NMRO,A/R General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane o at joint locations. a 4. Unless otherwise noted, locate chord splices o at 1/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection, 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, - 15. Care should be exercised In handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. . Job russ russ ype ty y 13143944 DR2879C A7 ROOF TRUSS 1 1 optional) MiTe< Industries, Inc. 4.201 SIR 1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr 26 1 4: 1 2002 age ri-o ,311-4 7-0-0 11-7-0 16-2-0 19-2-12 23-2-0 4-2-q 1-0-0 3-11-4 3-0-12 4-7-0 4-7-0 3-0-12 3-11-4 1-0-0 Scale = 1:42.2 4x8 - 2x4 II 4x8 = 4 5 6 6.00 j1F 3x6 3x6 3 7 c M 2 8 1 9 la00 4x8 = 14 13 12 11 10 4x8 = 300 // 3x4 = 7x8 = 3x4 = 300 \\ 3-4-10 7-0-0 11-7-0 16-2-0 19-9-6 23-2-0 r 1 , 3-4-10 3-7-6 4-7-0 4-7-0 3-7-6 3-4.10 Plate Offsets -4- 4: - - -1- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Vert(LL) 0.16 12 >999 M1120 249/190 TCDL 71.0 Lumber Increase 1.33 BC 0.73 Vert(TL) -0.22 11-12 >999 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.07 8 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC ILL Min I/defl = 360 Weight: 139 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.21D TOP CHORD Sheathed or 2-6-10 oc purlins. BOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2 = 1444/0-4-0, 8 = 2831 /Mechanical Max Horz 2 = 1 15(load case 4) Max Uplift 2 = -793(load case 4), 8=-1333(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1.2 = 19, 2-3=-2601, 3-4=-2269, 4-5 =-2684, 5-6 =-2684, 6-7=-3055, 7-8=-5785, 8.9 =19 BOT CHORD 2-14=2317, 13-14=2294, 12-13=2038, 11-12=2778, 10.11 =4518, 8-10=5182 WEBS 3-14=73, 3-13=-311, 4-13=243, 4.12=811, 5-12=-329, 6-12=-117, 6-11 =1156, 7-11=-2086, 7-10=2122 NOTES (8) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 793 lb uplift at joint 2 and 1333 lb uplift at joint 8. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LJ 7) Special hanger(s) or connection(s) required to support concentrated load(s) 1944.61b down and 993.31b up at 19-8-12 on J .••.(Cbottomchord. Design for unspecified connection(s) is delegated to the building designer. `Q1 "' r, 7A- 8) Truss Engineer: Junaidie Budiman, PE1145161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. j •Cyr fit`' vv 9) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. r No. 4 5161 LOAD CASE(S) Standard , a1) Regular: Lumber Increase = 1.33, Plate Increase = 1 .33 1OUniformLoads (plf) STATE OF0 •SVert: 1-4=-74.0, 4-6=-74.0, 6-9=-74.0, 2-8=-20.0 A% Concentrated Loads (Ib) ORVert: 10=-1944.E % ••....«.•• L April 26,2002 A WAMNG - VerVy design parameters and READ NOTES ON THIS AND RLVERSL SIDE BEFORE USE. 0 Design valid tot use only with Mllek connectors. Thb design Is based only upon parameters shown, and Is lot an Individual building component to be lnslolled and boded vertically. ApplicobBlfy of design parameters and proper Incotpoiatbn of component Is responsibility of building designer - not truss designer. Bracing shown is tot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the tesponsiblllty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delNety, etectbn and bracing, consult OST-88 Quality Standard, DSB•89 Bracing Specification, and HIS-91 Handling Installlnq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onoftb Drive, Madison, WI53719. M iTe k® Symbols PLATE LOCATION AND ORIENTATION 13/. *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ ,A„ T 0 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of otrussandverticalweb. This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTek® FORM016.019 #WORD,A/R AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane o at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at /4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 %at time of fabrication. TN PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. - - 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. Job russ I russ I ype ty y RTON 13143945 DR2879C A•7A ROOF TRUSS 1 1 optional) I e Industries, Inc. 4.201 s un 1 t o n ustries, nc. Fri —Apr 26 1 4: 1 age 1 1-0.1713-9-4 7-0-0 11-7-0 16-2-0 19-4-12 23-2-0 , r 1- 0-0 3-9-4 3-2-12 4-7-0 4-7-0 3-2-12 3-9-4 Scale = , : 41.3 5x8 = 2x4 II 5x8 = 4 5 6 6. 00 £ 2x4 1 2x4 3 7 o_ 8 2 Io 3x8 = 11 10 9 3x8 = 3x4 = 5x8 = 3x4 = 7- 0-0 11-7-0 16-2-0 23-2-0 7- 0-0 4-7-0 4-7-0 7-0-0 Plate Offsets -1 LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL X 0 Plates Increase 1.33 TC 0.61 Vert(LL) 0.21 10 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.95 Vert(TL) -0.28 10-11 >971 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.11 8 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min Well = 360 Weight: 121 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D 'Except' TOP CHORD Sheathed or 3-1-0 oc purlins. 4- 6 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS ( lb/size) 8 = 2176/0-4-0, 2 = 2267/0-4-0 Max Horz 2 = 123(load case 4) Max Uplift8=-1068(load case 4), 2=-1255(1oad case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1- 2=17, 2-3=-4192, 3-4=-4021, 4-5=-4291, 5-6=-4291, 6-7=-4021, 7-8=-4192 BOT CHORD 2- 11 = 3696, 10-11 = 3645, 9-10 = 3645, 8-9 = 3696 WEBS 3-11 =- 96, 4-11 =814, 4-10=814, 5-10=-797, 6-10=814, 6-9=814, 7-9=-96 NOTES (7) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1 . 33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1068 lb uplift at joint 8 and 1255 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Special hanger( s) or connection(s) required to support concentrated load(s) 603.21b down and 613.41b up at 16-2-0, and `DtIFE B- 603.21b down and 613.41b up at 7-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building ...... ••. designer. J• .`, rcq f .', 7) TrussEngineer: Junaidie Budiman, PE1t45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. • 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. No. 4 5161 LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads ' l ( plf) C•A OF 0 Vert: 1-4=-74.0, 4-6=-160.3, 6-8=-74.0, 2-11=-20.0, 9-11=-43.3, 8-9=-20.0 Concentrated Loads IV ,,[(••; 0 t0 ti Vert: 11 =-603.2 9=-603.2 hr.w•• o ML April 26,2002 4&WAPJWNO - VerUk design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is tot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the tesponslbBlty of the building designer. For general guidance regotding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handllna Installlnq and Bracing Recommendation available from Truss Plate Institute, W D'Onofrlo Drive. Madison, WI53719. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 01 13i. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachl other. WEBS JS a: 3. Place plates on each face of truss at each ForFor 4 x 2 orientation, locate Q joint and embed fully. Avoid knots and wane plates 1 /8" from outside edge of U o a _ at joint locations. truss and vertical web. o a o 4. Unless otherwise noted, locate chard splices at 114 length(+ 6" frompanel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibilityPtY of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 0$ 00 unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, ii 14. Do not cut or alter truss member or plate without prior approval of a professional MiTeko engineer. - 15. Care should be exercised In handling, TM PANEL erection and installation of trusses. , 1993 Mitek Holdings, Inc. - CLIP FORM018,019 HMPO,AIR@ Job russ russ ype ty y 13143946 DR2879C A9 ROOF TRUSS 1 1 optional) d e n ustries, Inc. s Jun 28 2001 N iTek Industries, nc. Fri Apr 2615:54:52 2002 Page 1 1-0 0, 4-9-4 9-0-0 14-2-0 18-4-12 23-2-0 r r 1-0-0 4-9-4 4-2-12 5-2-0 4-2-12 4-9-4 Scale = 1:41.4 4x6 = 4x8 = 4 5 6.00 (-1 f 2x4 2x4 3 6 0 0 2 7 Io 3x4 = 9 8 3x4 = 3x8 = 5x6 = 9-0-0 14-2-0 23-2-0i 9-0-0 5-2-0 9-0-0 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 3C,0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.07 9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.51 Vert(TL) -0.19 7-8 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.05 7 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 360 Weight: 1 1 1 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-8-6 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 = 1078/0-1-8, 2 = 1 169/0-4-0 Max Horz 2 = 148(load case 4) Max Uplift 7 = -486(load case 5), 2=-631(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-1766, 3-4=-1433, 4-5=-1290, 5-6=-1438, 6-7=-1788 BOT CHORD 2-9 = 1563, 8-9 = 1295, 7-8 =1590 WEBS 3-9 = -317, 4-9 = 289, 5-9 = -7, 5-8 = 297, 6-8 = -342 NOTES (7) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 486 lb uplift at joint 7 and 631 lb uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. t V8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard f No. 4 5161 ,k STATE OF O•f I"1L Y` April 26,2002 A IVARMNO - VerVy design parameters and READ NOTES ON TIM AND REVERSE SIDE BEFORE USE. 0 Design valid for use only with MITek connectors. this design b based only upon parameters shown, and Is for on Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibilityof building designer - not truss designer. Bracing shown Is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delNery, erection and bracing, consult OST-88 Quality Standard, DSO.89 Bracing Spoctfleation, and HIS-91 Handling Installing and Bracing Recommendation ovallobb Dunuss Plate Institute. 583 D'Onofrb Drive, Madison, WI 53719. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachc2c other. o J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate NWEBSa ,o a:joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of L) a O X at joint locations. truss and vertical web. o a o 4. Unless otherwise noted, locate chord splices 114 length(+ 6" fromcuCIuatpanel adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19 %at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating formal refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, TM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018,019 MYDRD,4IR® Job russ russ ype ty y TON 13143947 DR2879C A9A ROOF TRUSS 1 1 optional) i e Industries, Inc. 4.201 SR1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr age 1 1-0•J, 4-9-4 9-0-0 14-2-0 18-4-12 23-2-0 1-0-0 4-9-4 4-2-12 5-2-0 4-2-12 4-9-4 Scale 1:41.4 4x6 = 4x8 = 4 5 6.00 rTT x4 2x4 i 3 6 1? o_ v 7 co1 2 1 1n io0 3x4 = 9 8 3x4 = 3x8 = 5x6 = 9-0-0 14-2-0 23-2-0 r 9-0.0 5-2-0 9-0-0 Plate Offsets LOADING (psf) SPACING 2-0-0 CST DEFL in (loc) I/defl PLATES GRIP TCLL 30:0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.07 9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.49 Vert(TL) -0.19 7-8 >999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.05 7 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 360 Weight: 111 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-9-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 = 1073/0-4-0, 2 = 1 164/0-4-0 Max Horz 2 = 148(load case 4) Max Uplift 7 = -483(load case 5), 2=-629(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-1756, 3-4=-1422, 4-5=-1280, 5-6=-1422, 6-7=-1756 BOT CHORD 2-9 =1553, 8-9 = 1280, 7-8 = 1553 WEBS 3-9 =-318, 4-9 = 284, 5-9 =-0, 5-8 = 284, 6-8 =-318 NOTES (6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 7 and 629 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PEk45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. ` pi7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. B LOAD CASE(S) Standard ::`P i af s• 9:j No. 4 5161 t ,k 0 : STATE OF s• o a o?E SONA1.• April 26,2002 A WARNINO - Ventfy design pasasneters and READ !VOTES ON TB7S AND R MtSE SWE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Instolled and loaded vertically. Applicability of design parameters and proper Incorporation of component responsibility of building designer - not trussis Mi! designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent brbcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, WI53719. M iTek® Symbols PLATE LOCATION AND ORIENTATION 13/. *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS u a WEBS J5 O _ o U cc O O ce cr u BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4011' continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTekIBMO A 0 PANEL TM CLIP FORM018,019 MANG-MAJL ® MYDRO,AIRO AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at'/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. - 15. Care should be exercised In handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. Job russ russ ype ty y TON 13143948 DR2879C B ROOF TRUSS 2 1 optional) rLONGWOOD, FL, MiTe(n ustrtes, nc. 4.201 SR1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr age 1 1-d-0 5-2.4 9-10-0 14-5-12 19-8-0 1-0-0 5-2-4 4-7-12 4-7-12 5-2-4 Scale 1:34.8 4x6 = 4 6.00 2x4 2x4 i 3 5 6 2 7 Ip 3x4 - 3x4 - 5x8 = 9-10-0 19-8-0 9-10-0 9-10-0 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl PLATES GRIP TCLL 311.0 Plates Increase 1.33 TC 0.38 Vert(LL) 0.05 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.55 Vert(TL) -0.22 6-7 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 6 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC ILL Min I/deft = 360 Weight: 86 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-3-6 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-5-15 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6 = 914/Mechanical, 2 = 1005/0-4-0 Max Horz 2 = 158(load case 4) Max Uplift 6 = -435(load case 5), 2=-518(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=17, 2-3=-1371, 3-4=-1002, 4-5=-1002, 5-6=-1383 BOT CHORD 2-7 = 1214, 6-7 =1230 WEBS 3-7 =-360, 4-7 = 540, 5-7 =-378 NOTES (6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 6 and 518 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PEJl45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 7 Q9i LOAD CASE(S) Standard No.45161 o s.4cSTATEOF 5•. 0 R 10..'',, QNA1. April 26,2002 AWARMNO - VerVy design paramatera and READ NOTES ON THIS AND REVERSE SIDE BEPORE USE. Design valid for use only with Mtfek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded vertically. Applicabilityof design parameters and proper Incorporatlon of component Is responsibility of building designer - not truss designer. Bracing shown Is dot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent brDcing of the overall structure Is the msponslblllty of the building designer. For general guidance regarding fabrication• quality control storage, delivery, erection and bracing, consulf CST-88 Quality Standard. DSB-89 Bracing Specification. and HIS-91 M iTe k® Handling Installing and Bracing Recommendation avolloble RfromTrussate Institute, 583 D'Onolrlo Drive. Madison, W 153719. Symbols PLATE LOCATION AND ORIENTATION 13/. *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q 0 For 4 x 2 orientation, locate czi plates 1/8" from outside edge of CL truss and vertical web. This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS Jt JB J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4011' continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTek® ET4. O FORM018,019 oANo-NAIL ® #"R01A/RO AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other, 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. as 4. Unless otherwise noted, locate chord splices 0 at I14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. + Job russ russ ype ty y 13143949 DR2879C B7 ROOF TRUSS 1 1 optional) LONGWOOD, , Mi e Industries, Inc. 4.201 SR 1 s Jun 28 2001 tv liTekIndustries, Inc. Fri Apr 26 15:54:53 2002 Page 1 3-9-4 7-0-0 12-8-0 , 15-10-12 19-8-0 1-0-0 3-9-4 3-2-12 5-8-0 3-2-12 3-9-4 Scale = 1:35.2 6x6 = 5x8 = 4 5 6.00 rf2 2x4 2x4 3 6 7 2 1 Ito 3x8 - 9 8 3x8 = 3x8 = 5x6 = 7-0-0 12-8-0 19-8-0 7-0-0 5-8-0 7-0-0 Plate Offsets -4-1 -1- 4: - -4, -1 -1- LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 3G%0 Plates Increase 1.33 TC 0.73 Vert(LL) 0.12 8 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.84 Vert(TL) -0.21 8-9 > 999 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.08 7 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/deft = 360 Weight: 97 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D 'Except' TOP CHORD Sheathed or 3-2-2 oc purlins. 4-5 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-10-13 oc bracing. BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7=1819/0-4-0, 2=1910/0-4-0 Max Horz 2 = 123(load case 4) Max Uplift 7 = -881 (load case 4), 2=-1056(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-3437, 3-4=-3247, 4-5=-2951, 5-6=-3247, 6-7=-3437 BOT CHORD 2-9 = 3030, 8-9 = 2951, 7-8 = 3030 WEBS 3-9=-130, 4-9=850, 5-9=-0, 5-8=850, 6-8=-130 NOTES (7) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 881 lb uplift at joint 7 and 1056 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 603.21b down and 613.41b up at 12-8-0, and 603.21b down and 613.4Ib up at 7-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building V U designer. 7) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. IFIC Q 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASES) Standard No, 4,5161 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 y Uniform Loads (plf) Vert: 1-4=-74.0, 4-5=-160.3, 5-7=-74.0, 2.9=-20.0, 8-9=-43.3, 7-8=-20.0 y OFOSTATE d Concentrated Loads (Ib) Vert: 8=-603.2 9=-603.2 n'.;C( OR t'D I''. ANAL April 26,2002 A WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Inslolied and loaded vertically. Applicability of design parameters and proper Incorporation of component h responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent brbcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery. erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTe k® Handling Installlnq and Bracing Recommendation avollable from Truss Plate Institute, 593 D'Onofrlo Drive, Madison, W 153719. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q 0 For 4 x 2 orientation, locate X plates/s" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40 11 continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Lip MiTek® O 1 w 0 FORM018.019 HYDRO-AIRO AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. IIIIIIII PANEL TM CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. Job russ russ ype ty y 13143950 DR2879C 69 ROOF TRUSS 1 1 optional) I e Industries, Inc. 4.201 . SR1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 4: age 4-9-4 9-0-0 10-8-0 , 14-10-12 19-8-0 1-0-0 4-9-4 4-2-12 1-8-0 4-2-12 4-9-4 Scale = 1:35.3 4x6 - 4x6 = 4 5 6.00 12 2x4 2x4 4 3 6 0 v 7 2 Olt 3x4 - 9 6 3x4 - 3x4 = 5x6 = 9-0-0 10-8-0 19-8-0 9-0-0 1-8-0 9-0-0 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 3G.0 Plates Increase 1.33 TC 0.29 Vert(LL) 0.09 7-8 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.40 Vert(TL) -0.23 7-8 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-10-10 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-8-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7 = 911 /Mechanical, 2 = 1008/0-4-0 Max Horz 2 = 148(load case 4) Max Uplift7 = -427(load case 5), 2=-533(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=-1553, 3-4=-1198, 4-5=-1009, 5-6=-1200, 6-7=-1583 BOT CHORD 2-9 = 1333, 8-9 = 1009, 7-8 =1370 WEBS 3-9 = -374, 4.9 = 280, 5-8 = 310, 6-8 = -417 NOTES (7) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 Ill uplift at joint 7 and 533 lb uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Truss Engineer: Junaidie Budiman, PEr745161 Address: 16472 `1 17LJSegoviaCir. N., Pembroke Pines, FL 33331. `D 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. P i C," LOAD CASE(S) Standard r, No.451fit STATE OF S` ' O R 0.'''ti April 26,2002 A WARMNO - VerVy design panarneters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MlTek connectors. this design Is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss M1designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllly of the erector. Additional permanent btbcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and NIB-91 Handling Installlnq and Bracing Recommendation available from Truss Rate Institute. 583 D'Onofrlo Drive, Madison, W 153710. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each other. 0 Q W,EBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o Q joint and embed fully. Avoid knots and wane plates/s" from outside edge of d o at joint locations, truss and vertical web. o 4. Unless otherwise noted, locate chords laces at 14 len th 6' fromceC, ca panel adjacent oint. 9 (+ 1 joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MlTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 40" unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PAPINEL TY erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018.019 MMMO,A11RO Job puss I russ type ty y PITON 13143951 DR2879C C•, ROOF TRUSS 18 1 optional) MI e Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr age 1-0-q 5-10-8 11-2- 16-10-0 1-0-0 5-10-8 5-4-0 5-7-8 5x8 5:; 6 Scale: 1/4" V 5 6.00 12 3x4= w/wed e 2x4 II 4 5x6 i a 3 2 of 1 0 3x4 = 9 8 7 2x4 11 5x8 = 2x4 II 5-10-8 11-2-8 16-10-0 5-10-8 5-4-0 5-7-8 Plate Offsets e , LOADING (psf) SPACING 2-0-0 CST DEFL in (loc) I/defl PLATES GRIP TCLL 301.0 Plates Increase 1.33 TC 0.28 Vert(LL) 0.05 2-9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.28 Vert(TL) -0.07 2-9 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) -0.02 5 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 104 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-7-15 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-2-8 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-8 REACTIONS (lb/size) 5 = 869/0-3-0, 2 = 872/0-8-0 Max Horz 2 = 661(load case 4) Max Uplift 5 = -607(load case 4), 2=-363(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=-1228, 3-4=-676, 4-5=-688, 5-6=-45, 5-7=56 BOT CHORD 2-9 = 1001, 8-9 = 997, 7-8 = 13 WEBS 3-9 = 130, 3-8 = -545, 4-8 =-405, 5-8 = 939 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 607 Ib uplift at joint 5 and 363 lb uplift at joint 2. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) Truss Engineer: Junaidie Budiman, PEA45161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard ........... l No. 4 5161 a GC en STATE OF OR I. ANAL April 26,2002 WMNTNO - Vor(fy design parramsterst and READ NOTES ONTMS AND REVERSE SFDZ BEFORE USE. Design valid for use only with Miiek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of IndNkival web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent beDctng of the overall structure h the responsibility of the building designer. For general guldonce regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Spocftatlon, and HIS-Cl M iTek® Handling Installing and Bracing Recommendation available from Truss Plate institute, 583 D'Onohlo Delve- Madison, WI53719. Symbols PLATE LOCATION AND ORIENTATION 13/1 *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ Ye' 0 0 For 4 x 2 orientation, locate czi plates I/a" from outside edge of otrussandverticalweb. This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane of at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I /4 panel length(' 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FA RTH EST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practices to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 4e unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur, stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PANEL T~ erection and installation of trusses. 1993 Mitek Holdings, Inc. ' CLIP 1 FORM018,019 ooxt-waL ® NYDR01:1 /R ® Job russ russ ype ty y HORTON 13143952 DR2879C C•11 ROOF TRUSS 1 1 optional) I e Industries, Inc. s un t o n ustrl-1, Inc. Fri Apr age 1 1-1-0-0 5-9-4 11-0-0 16-10-0 r r 1-0-0 5-9-4 5-2-12 5-10-0 5x6 - Scale = 1:34.2 2x4 II 4 5 6.00 FlT 2x4 O 3 2 LL., 7 6 3x4 - 5x6 = 5x6 = 8-6-8 16-10-0 8-6-8 8-3-8 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.42 Vert(LL) 0.03 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.39 Vert(TL) -0.13 6-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/ANS195 1 st LC LL Min I/deft = 360 Weight: 88 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-3-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 6 = 769/0-3-8, 2=872/0-8-0 Max Horz 2=440(load case 4) Max Uplift 6 = -496(load case 4), 2=-455(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-1033, 3-4=-747, 4-5=0, 5-6=-210 BOT CHORD 2-7=909, 6-7=489 WEBS 3-7=-340, 4-7=441, 4-6=-683 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf topchorddeadloadand5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 496 lb uplift at joint 6 and 455 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE1f45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. B U LOAD / CASE(S) Standard \ •,••"•""••. P1o.4516 0 : STATE OF ss NA1. v~ April 26,2002 AwARMNO - Ver{fy design parameters and READ NOTES ON TR7S AND REWERSE SIDE HEMRE USE. Design valid lot use only with Mffek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and boded vertically. ApplkabOlty of design parameters and proper Incorporation of component is responsibility of building designer - not (russ designer. Bracing shown is tot lateral support of Individual web members only. Additional temporary btocing to Insure stability duting construction b the responsibility of the erector. Addiional permanent bracing of the overall structure is the tesponslbillty of the bulkting designer. For general guidance regarding fabrication, quality control, storope, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installinq and Bracing Recommendation ovaltbabfrom Ttuss Plate Institute, 593 D'Onofrb Drive, Madison, Wl53719. M iTek® Symbols PLATE LOCATION AND ORIENTATION 13/' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ 0 Q 0 For 4 x 2 orientation, locate plates I /8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MRek/Gang-Nall Joint/Plate Placement Chart. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4011, continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTeko O FORM018.019 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I /4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Boftom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. Job ruse russ ype ty y 13143953 DR2879C 63 ROOF TRUSS 1 1 optional) ACCU-SPAN-TH,i e Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 261 age 1 1-0-0, 6-9-4 13-0-0 16-10-0 r 1-0-0 6-9-4 6-2-12 3-10-0 5x6 = Scale = 1:38.4 2x4 II 4 5 6.00 rf£ 2x4 \\ 3 s 271 m 1 c 3x4 = 7 6 5x6 = 5x6 = 8-6-8 16-10-0 1711 12 8-6-8 8-3-8 0-3-12 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.55 Vert(LL) 0.03 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.38 Vert(TL) -0.13 6-7 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) -0.01 6 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 360 Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-7-1 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-6 REACTIONS (lb/size) 6=769/0-3-8, 2=872/0-8-0 Max Harz 2=513(load case 4) Max Uplift 6 = -523(load case 4), 2=-428(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-960, 3-4=-737, 4-5=-0, 5-6=-136 BOT CHORD 2-7 = 848, 6-7 = 310 WEBS 3-7=-396, 4-7=619, 4-6=-632 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 523 lb uplift at joint 6 and 428 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. pp LOAD CASE(S) Standard No. 4 5161 0 : STATE OF ct : ,o 0.r. 1 Q vaL April 26,2002 A WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. ® Design valid for use only with MITek connectors. this design is based only upon parameters shown, and Is for on IndMdual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stablUty during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quaAty control storage, delivery, erection and bracing, consulf OST-88 Quality Standard, DSB-BC Bracing Specification, and HIB-91 Handling Installlnq and Bracing Recommendation available from Truss Plate Institute, 593 D'onofrlo Drive, Madison, W153719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t'i. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. fie„ J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachc2c other. o JS Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i ,; QX joint and embed fully. Avoid knots and wane plates from outside edge of c O G. o y at joint locations. truss and vertical web. d a o 4. Unless otherwise noted, locate chordsplices I/ 4 length(* 6" from ceC, C. at panel adjacent joint.) BOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MRek/ Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility PtYof truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified, to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 4000unlessotherwisenoted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer, - 15. Care should be exercised In handling, @ PANEL TM erection and installation of trusses, 1993 Mitek Holdings, Inc. - CLIP FORM018, 019 NMRO-AIR® 4 AWARMNO - VerVy design parametem and READ NOTES ON THIS AND REVERSE SIDE BEFORE I/SE. Design valid tot use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installlna and Bracing Recommendation available from Truss Plate Institute, 593 D'Onohlo Drive. Madison, WI53719. Mt MiTek• Symbols PLATE LOCATION AND ORIENTATION 13/1 * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A., ,A„ 0 QLj"4* For 0 4 x 2 orientation, locate plates I/8" from outside edge of truss and vertical web. This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots, second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4011' continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 BEARING Indicates location of joints at which bearings (supports) occur. FORM018,019 WISC/DILHR 870040-N, 930013-N, 910080-N AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at'/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stocks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. - 15. Care should be exercised In handling, TMPAPINEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP NYDRO,A/R o russ iruss type ty y RTON 13143954 DR2879C 015 ROOF TRUSS 1 1 optional) A r e Industries, Inc. 4.201 SR 1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr 2 1 age 7-9-4 15-0-0 16-10-0 , 1-0-0 7-9-4 7-2-12 1-10-0 4x6 = Scale 1:44.0 3x6 II 4 5 6.00 12 5x6 G 3 r l ao r 0O p 3x6 - 6 7 6 2x4 II 5x6 = 3x6 II 7-9-4 15-0-0 16-10-0 r 7-9-4 7-2-12 1-10-0 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.68 Vert(LL) 0.31 7-8 > 642 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.66 Vert(TL) -0.36 7-8 > 542 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 94 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-6-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing. WEBS 2 X 4 SYP No.3 'Except* WEBS 1 Row at midpt 5-6, 3-7 5-6 2 X 4 SYP No.2D REACTIONS (lb/size) 6 = 764/0-3-8, 2 = 877/0-8-0 Max Horz 2=585(load case 4) Max Uplif16 = -549(load case 4), 2=-402(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=35, 2-3=-1184, 3-4=-268, 4-5=-107, 5.6=-309 BOT CHORD 2-8 = 947, 7-8 = 942, 6-7 = 108 WEBS 3-8=254, 3-7=-950, 4-7=39 NOTES (5)l 11 This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 549 lb uplift at joint 6 and 402 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 9i LOAD CASES) Standard P IF jC. •. /`j No. 4.5161 ,t 0 rTATE OF April 26,2002 AwARMNO - VerM dedyn pcL terss and READ NOTES ONTHFS AND REVERSE SME BEFORE USE. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an Individual buUding component to be Installed and Loaded vertically. Applicabilityof design fpotometets and proper Incorporation of component is iesponslblOty of building designer - not truss designer. Bracing shown is for bteial support of Individual web members only. Additional temporary bracing to Insure stablilfy during construction is the tesponsiblllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance tegaiding fabrication, quality control, storage, deRveiy, erection and bracing, consult OST-88 Quality Standard, OSO.89 Bracing Specification, and HIB-91 Handling Instolllnq and Bracing Recommendallon ovallable from Truss Plate Institute, 583 D'Onoftb Drive, Madison, Wl53719. M iTek® Symbols PLATE LOCATION AND ORIENTATION 1 3/. *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. T 0 0 For 4 x 2 orientation, locate 0platesI/s" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nall Joint/Plate Placement Chart. FA RTH EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40" continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTeko AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane o at joint locations, a 4. Unless otherwise noted, locate chord splices 0 at I/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. T~ PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM018.019 NI RO-AIN Job russ truss Type ty y RTON 13143955 i DR2879C C1GAB ROOF TRUSS 1 1 optional) ACI• t e Industries, Inc. 4.201 SPIT s Jun 28 2001 N iTek Industries, Inc. Fri Apr age 11-0-9 5-10-8 11-2-8 16-10-0 1-0-0 5-10.8 5-4-0 5-7-8 3x4 i. Scale = 1:47.4 6 5 6.00 FiT 4 5x6 3 c 2 1 0 3x4 = 9 8 7 5x8 = 5-10-8 1 11-2-8 16-10-0 5-10-8 5-4-0 5-7-8 Plate Offsets18:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.41 Vert(LL) 0.04 9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.26 Vert(TL) -0.07 B-9 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.01 7 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 360 Weight: 142 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-11-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-6-10 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5-7, 5-8 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 7=804/0-3-0, 2=872/0-8-0 Max Horz 2=650(load case 4) Max Uplift7 = -592(load case 4), 2=-365(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=17, 2-3=-1068, 3-4=-559, 4-5=-564, 5-6=-8, 5-7=-748 BOT CHORD 2-9=941, 8-9=938, 7-8=0 WEBS 3-9 =108, 3-8 =-507, 4-8 =-399, 5-8 =914 NOTES (7) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek Standard Gable End Detail" 3) All plates are 2x4 MII20 unless otherwise indicated. 4) Gable studs spaced at 2-0-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 592 lb uplift at joint 7 and 365 lb uplift at joint 2. p1 13l 46) This truss has been designed with ANSI/TPI 1-1995 criteria. Truss Pines, FL 33331. 7) IFICQ% 8) THIS DESIGN CONFORIMS TO FBC 2001, BASED ON PARAMETER, SoINDICATED.Pembroke 1 LOAD CASE(S) Standard f No 4.5161 y* STATE OF 9 o a boasSNAL April 26,2002 AWARNINO - VerVy design parameters and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. Design void tot use only with MRek connectors. This design Is based only upon parameters shown, and Is tot an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is tot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bt1scing of the overall structure Is the responslblifty of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 MiTek® Handling Installina and Bracing Recommendation available from Truss Plate Institute. 583 D'Onotrlo Drive. Madison, Wf53719. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q 0 For 4 x 2 orientation, locate v plates/a" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS Jt J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. MRek/Gang-Nall Joint/Plate Placement Chart. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 401 continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTek® AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane o at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at /4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. IIIIIIIII PANEL j~ CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and In all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM016,019 QANO-11 ® HMRO,AZR o russ russ ype ty y HORTON 13143956 DR2879C C7 ROOF TRUSS 1 1 o tional) I e Industries, Inc. 4 201 1I e n ustrt .1, nc. rI pr 26 15:58:13 2002 Page 1 3-9-4 7-0-0 1 1-1 1-0 16-10-0 i i r 1-0-0 3-9-4 3-2-12 4-11-0 4-11-0 Scale = 1:30.8 500 = 3x6 II 4x6 - 4 10 11 5 6 6.00 rf2- 2x4 3 o_ 2 E 3- 1 9 12 13 8 14 7 3x6 - 3x4 = 7x8 = 400 II 7-0-0 1 1-1 1-0 16-10-0 7-0-0 4-11-0 4-11-0 satese-4- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 36.0 Plates Increase 1.33 TC 0.96 Vert(LL) 0.12 9 >999 M1120 249/190 TCOL 7.0 Lumber Increase 1.33 BC 0.63 Vert(TL) -0.11 2-9 > 999 BCLL 0.0 Rep Stress Incr NO WS 0.80 Horz(TL) -0.04 7 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 1 1 1 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-8-14 oc purlins, except end verticals. 4-6 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-8-5 oc bracing. BOT CHORD 2 X 6 SYP No.2ND WEBS 1 Row at midpt 6-8 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7=1947/0-3-8, 2 =1651 /0-8-0 Max Horz 2=290(load case 4) Max Uplift7=-1502(load case 4), 2=-1409(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=40, 2-3=-2888, 3-4=-2717, 4-10=-2255, 10-11=-2256, 5-11=-2258, 5-6=-2255, 6-7=-1701 BOT CHORD 2-9=2486, 9-12=2442, 12-13=2442, 8-13=2442, 8.14=91, 7-14=91 WEBS 3-9 =-76, 4-9 = 568, 4-8 =-228, 5-8 = -603, 6-8 = 2655 NOTES (7) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1502 lb uplift at joint 7 and1409lbupliftatjoint2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Special hanger(s) pporconnection(s) required to support concentrated load(s) 290.11b down and 574.41b up at 7-0-0, and168.21b down and 343.51b at 9-1-1, 168.21b down 343.51b 11-1-1 DiE C7upandandupatontopchord, and 454.21b down and 381.61b up at 7-0-0, 47.71b down at 9-1-1, and 47.71b down at 11-1-1, and 781.21b down and 317.31b up at 13-3-3 on J` 1 bottom chord. Design for unspecified connection(s) is delegated to the building designer. P(/+'••. Q'' 7) Truss Engineer: Junaidie Budiman, PEJJ45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 8) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. No. 4 5161 LOAD CASEIS) Standard ry yk 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads STrATI E OF tplf)% Vert: 1-4 = -74.0, 4-6=-74.0, 2-7 =-20.0 Concentrated Loads (Ib) Co RVert: 4=-290.1 9=-454.2 10=-168.2 11=-168.2 12=-47.7 13=-47.7 14=-781.2 r.«••• VS April 26,2002 AWARNIINO - VerW design part meters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and boded vertically. Appltcabltity of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIS-91 M iTek® Handling Installinq and Bracing Recommondatlon avolbbie from Truss Plate Institute, 583 D'Onofrb Drive, Madison, W 153710. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ 0 Q 0 For 4 x 2 orientation, locate plates/B" from outside edge of CL truss and vertical web. 0 This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FA RTH EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40 O continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTeko Y M '0 FORM016,010 -- 0 NMRO,AIR 0 AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PANEL TM CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified, 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. , Job russ russ ype ty y 13143957 DR2879C C9 ROOF TRUSS 1 1 optional) I e Industries, Inc. SRI s Jun 28 2001 N iTek Industries, Inc. Fri Apr age 1 1-0-0 , 4-9-4 9-0-0 16-10-0 1-0-0 4-9-4 4-2-12 7-10-0 Scale = 1:30.7 4x8 = 2x4 II 4 5 LJ 6.00 FIT 2x4 3 v 2 1 7 6 3x4 = 5x6 = 5x6 = 9-0-0 16-10-0 9-0-0 7-10-0 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.74 Vert(LL) 0.04 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.40 Vert(TL) -0.16 2-7 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.02 6 n/a BCOL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 360 Weight: 86 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-6 REACTIONS (lb/size) 6=769/0-3-8, 2=872/0-8-0 Max Horz 2=368(load case 4) Max Uplift6 = -474(load case 4), 2=-477(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=-1087, 3-4=-762, 4-5=0, 5-6=-284 BOT CHORD 2-7 = 953, 6-7 = 691 WEBS 3-7=-306, 4-7=304, 4-6=-803 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 lb uplift at joint 6 and 477 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. pt D r 1 [ 7 LOAD CASE(S) Standard l No. 4 5161 O STATE OF S NA1.• April 26,2002 A WARNING - VerVy design parameters and READ NOTES ON TEUS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Inslalted and loaded vertically. Applicability of design parameters and proper Incorporation of component is responslblllfy of building designer - not (russ deslgner. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllly of the erector. Additional permanent brbcing of the overall structure is the responsibility of the building designer. For general guidance regarding fobrkatbn, quality control, storage, dellvefy, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Imfolllnq and Bracing Recommendation available from Truss Plate Institute, 583 D•Onofrb Drive, Madison, Wl53719. Symbols PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q For 4 x 2 orientation, locate 0 X plates 1/8" from outside edge of otrussandverticalweb. This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTH EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTeke AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. as 4. Unless otherwise noted, locate chord splices 0 at I/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and In all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised In handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM018.019 NMRO,A/R Job fuss truss type ty Y TON 13143958 DR2879C D ROOF TRUSS 1 1 optional) I e Industries, Inc. 4.201 SR1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr 261 age 1-0-0 4-2-0 8-4-0 9-4-0 1-0-0 4-2-0 4-2-0 1-0-0 Scale = 1:17.3 4x6 = 3 6.00 12 4 2 Li 1 6 2x4 II 2x4 = 2x4 = 4-2-0 8-4-0 4-2-0 4-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.19 Vert(LL) -0.00 6 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.10 Vert(TL) -0.01 6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 4 n/a BCDL 10.0 Code SBC/ANS195 1 st LC LL Min I/defl = 360 Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=464/1-4-0, 4=464/1-4-0 Max Horz 2=-78(load case 5) Max Uplift 2 = -266(load case 4), 4=-266(load case 5) FORCES IN - First Load Case Only TOP CHORD 1-2 = 17, 2-3 =-372, 3-4 =-372, 4-5 = 17 BOT CHORD 2-6=326, 4-6=326 WEBS 3-6=77 NOTES (5) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSl95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 266 lb uplift at joint 2 and 266 lb uplift at joint 4. 4) This truss has been designed with ANSI/rPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PErY45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard `DE 13 / f^ No. 4 5161 y* STATE OF c1 % ss aNAf.` April 26,2002 VerW deetyn parameters and READ NOTES ONTRIS AND REVERSE SIDE BEFORE USE. 18 WARNING Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent brbcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult CST-W Quality Standard, DSB-89 Bracing Specification, and HIS-91 Handling Installing and Bracing RecommendatlR onavailablefromTrussateInstitute, 583 D'Onofilo Drive, Madison, WI 53719. M iTe k® Symbols PLATE LOCATION AND ORIENTATION 13/. *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q 0 For 4 x 2 orientation, locate v plates /a" from outside edge of CL truss and vertical web. 0 This symbol indicates the required direction of slots in connector plates. For tabular Plating format refer to the MRek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required 40,10 continuous lateral bracing. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 V J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTeke O FORM01e.019 HMRO,A/R® AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other, 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, TM erection and installation of trusses. PANEL CLIP © 1993 Mitek Holdings, Inc. o cuss suss type ty y HORTON 13143959 DR2879C D1 ROOF TRUSS 2 1 optional) t o n ustrles, Inc. 4 201 SR1 s un iTpk Indistrles, Inc. Fri Apr age 1 1-0-0 4-2-0 7-0-0 1-0-0 4-2-0 2-10-0 Scale = 1:15.2 4x6 = 3 6.00 12 4 5 2 1 2x4 - 5x6 6 2x4 II 4x12 11 4-2-0 7-0-0 -3-13 4-2-0 2-10-0 0-3-13 Plate Offsets15:0-6-11,0-2-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.24 Vert(LL) -0.00 6 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.09 Vert(TL) 0.03 1-2 >415 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a BCDL , 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min Well = 360 Weight: 31 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 SLIDER Right 2 X 8 SYP SS 1-2-13 REACTIONS (lb/size) 5=319/0-3-8, 2=416/0-1-8 Max Horz 2=90(load case 4) Max Uplift5=-143(load case 5), 2=-244(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=34, 2-3=-368, 3-4=-337, 4-5=-380 BOT CHORD 2-6 = 260, 5-6 = 260 WEBS 3-6=84 NOTES (6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 5 and 244 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PE#45161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. [7t / Q7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOADCASE(S) Standard No. 4,5161 STATE OF S0Rloa. O/ 1L April 26,2002 A WARMNO - Ver(jy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MITek connectors. This design is based only upon patamelers shown, and is tot on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorpototion of component is tesponslblBty of building deslgnet - not truss deslgnet. Bracing shown is tot literal support of Individual web members only. Additional tempotary bracing to Inswe stability duting conshuctlon is the tesponslblllty of the etectot. Additional petmonent btacing of the oveta0 structure is the tesponslbBlty of the building deslgnet. For general guidance tegarding tabtloatlon, quality control, storoge, delivery, etectlon and btacing, consuB OST-ea Quality Standard, DSB-69 Bracing Specification, and HIS-91 Handling installing and Brocing Recommendation available Isom Truss Plate Institute. 583 D'Onofrlo Drive, Madison, Wl53719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachc2other. o a:3. WEBS J5 Place plates on each face of truss at each For 4 x 2 orientation, locate o Q joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of a o at joint locations. truss and vertical web. 1 a o 4. Unless otherwise noted, locate chord splices 1/ 4 length(* 6" fromCAC, C at panel adjacent joint,) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 P J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST To THE LEFT. is the responsibilityPtY of truss fabricator, General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. Mi! 14. Do not cut or alter truss member or platewithoutpriorapprovalofaprofessional MiTek® engineer. 15. Care should be exercised in handling, JIM PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. - CLIP FORM018,019 QAra-h+/UL ® //Y0R0,A1RO Job fuss russ ype ty Y PITON 13143960 DR2879C D2 ROOF TRUSS 2 1 to tionaq A r e( IIndustries, Inc. 4.201 SR1 s Ji stries, nc. r pr age 1 4-2-1 7.0-1 4-2-1 2-10-0 4x6 = Scale 1:24.8 2 6.DoFTr 3x4 3 3x4 i 1 6 5 4 2x4 II 3x8 = 3x6 II 4-2-1 7.0-1 4342 4-2-1 2-10-0 0-3-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.23 Vert(LL) 0.00 5 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.05 Vert(TL) -0.01 5-6 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 360 Weight: 47 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.21D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.21D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6 = 316/Mechanical, 4=316/0-3-8 Max Horz 6=81(load case 4) Max Uplift6 = -1 28(load case 4), 4=-158(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-138, 2-3=-138, 1-6=-275, 3-4=-289 BOT CHORD 5-6=-0, 4-5=0 WEBS 2-5=-125, 1-5=139, 3-5=177 NOTES (6) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 6 and 158 lb uplift at joint 4. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 113 LOAD CASE(S) Standard '0 _ t ' No. 4 5161 O : 61rATE OF :Ertlct'•: oL06 April 26,2002 A WARNING - VerVy design parnifnetern and RBAD Noss oNTins AND RBvERSE 811108 BEFORB usc. Design valid tot use only with MBek connectors. fhb design is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component b responsibility of building designer - not truss designer. Bracing shown Is tot lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the tesponslblilly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Ouallty Standard, OSB-89 Bracing Specification, and NIB-91 Handling Installing and Bracing Recommendallon available from Truss Plate Institute, 583 D•Onofrio Drive, Madison, WI53719. M iTek® Symbols PLATE LOCATION AND ORIENTATION 1314 * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. All 0 Q 0 For 4 x 2 orientation, locate X plates 1/8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHESTTO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTek® FORM018,019 L,@ HMRO,A/R General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at /4 panel length(+ 6" from adjacent joint,) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. IIIIIIIII TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13, Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. Job russ russ ype ty y PITON 13143964 DR2879C J ROOF TRUSS 13 1 optional) A , CONGWOOD, FL, MiTe<Industries, Inc. 4.201 SR1 s Jun iTek Industries, Inc. Fri Apr age 1 1-0-0 7-0-0 1-0-0 7-0-0 3 Scale = 1:19.3 6.00 12 2 1 4 2x4 - 7-0-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.71 Vert(LL) n/a - n/a M1120 249/190 TCDL ),.0 Lumber Increase 1.33 BC 0.17 Vert(TL) 0.25 1-2 >59 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/deft = 360 Weight: 24 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 = 242/Mechanical, 2=418/0-4-0, 4 = 68/Mechanical Max Harz 2 = 265(load case 5) Max Uplift 3 = -275(load case 5), 2=-145(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=34, 2-3=88 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 it above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 275 lb uplift at joint 3 and 145 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE1/45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard DtE 1183U,p' f e:• NO, 4 5161 0': STATE OF L s .., oRtoa s ani L April 26,2002 A WARMNO - Ver(fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEts'ORE USE. Design valid lot use only with MRek connectors. This design is based only upon parameters shown, and Is tot on Individual building component to be Installed and looded vedkally. Applicability of design potameters and propet Incotporation of component is responslbllBy of building deslgnet - not truss designer. Boating shown Is tot lotetal support of Individual web members only. Additional temporary bracing to Insute stability during construction is the tesponslblllly of the elector. Additional petmonent btacing of the overa8 structure b the iesponslbillty of the building deslgnet. For genetol guidance tegatding tobticatlon, quality control, stotoge, delivery, erection and bracing, consult QST-88 Qualify Standard, 0SB•89 Bracing Specification, and HIB-91 Handling Installlna and Bracing Recommendation available from Truss Plate institute. $83 D'Onoftb Drlve, Madison, Wl53719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'/1. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. fie J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachczc other. 0 Q WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o L joint and embed fully. Avoid knots and wane plates/a" from outside edge of a y o_ at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chordsplices at I/4 length(+ 6" from ceC, panel adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRek/ Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA rCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. - 15. Care should be exercised In handling, PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018. 019 HMRO,AIR® Job fuss truss type ty y RTON 13143965 DR2879C J3 ROOF TRUSS 1 1 1 optional) r e( IIndustries, Inc. 4.201 SR1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr :1 age 1-0-0 3-4-8 1-0-0 3-4-8 3 Scale = 1:10.7 6.00 F1-2- 2 N 1 4 2x4 - 3-4-8 3-4-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.15 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.04 Vert(TL) 0.02 1-2 >642 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-4-8 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (lb/size) 3 = 100/Mechanical, 2 = 258/0-4-0, 4 = 31 /Mechanical Max Horz 2 = 135(load case 5) Max Uplift3 = - 1 28(load case 5), 2=-126(load case 4) FORCES IV - First Load Case Only TOP CHORD 1-2=34, 2-3=36 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 3 and 126 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard XD No, 4 5161 w Y 0':• STATE OF ° ssQ aL` April 26,2002 Ver{jy design parameters and READ NOTES ON THIS AND REVMM SIDE BEMRL USC. WARNING Design valid for use only with Mllek connectors. This design b based only upon parameters shown, and Is tot an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Ireresponsibility of building designer - not truss designer. Bracing shown Is lateral support of tndtvUuol web members only. Additional temporary bracing to Insure slobWty during construction Is the responsibility of the erector. Additional permanent briscing of the overall structure Is the responsibility of the bullding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSO-89 Bracing Specification, and HIB-91 Handling Installina and Bracing Recommendation available from Truss Rate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. M iTek® Symbols PLATE LOCATION AND ORIENTATION 1 )i. * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q 0 For 4 x 2 orientation, locate X plates 1/8" from outside edge of 0trussandverticalweb. This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required 40" continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. FORM018.019 Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR 86-93, 85-75, 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Im! 0 MiTeko AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane o at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at 1/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and In all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised In handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. Job russ I russ I ype ty y RTON DR2879C 13143966 JG1 ROOF TRUSS 1 1 optional) I e Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTek Industries, Inc. Fri Apr 26 1 age 1 r 3-4-8 7-0-0 3-4-8 3-7-8 r Scale = 1:12.6 6x10 = 6 32x4 II 2 6.00 12 LA 3x6 = 7 5 8 9 10 4 3x10 II 4x6 = 3-4-8 7-0-0 r 3-4-8 3-7-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.42 Vert(LL) 0.04 4-5 >999 M1120 249/190 TCDL 1".0 Lumber Increase 1.33 BC 0.92 Vert(TL) -0.06 4-5 >999 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.02 4 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 39 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D 'Except' TOP CHORD Sheathed or 3-11-1 oc purlins, except end verticals. 2-3 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 5-11-8 oc bracing. BOT CHORD 2 X 6 SYP No.2ND WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1 = 1507/0-4-0, 4 = 1965/Mechanical Max Horz 1 = 1 14(load case 4) Max Uplift =-841(load case 4), 4=-1062(load case 4) Max Grav 1 = 1538(load case 6), 4 = 1994(1oad case 6) FORCES IV - First Load Case Only TOP CHORD 1-2=-2486, 2-6=1, 3-6 1, 3-4=-141 BOT CHORD 1-7 = 2184, 5-7 = 2184, 5-8 = 2349, 8-9 = 2349, 9-10 = 2349, 4-10 = 2349 WEBS 2-5 =1830, 2-4=-2588 NOTES (8) 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 841 lb uplift at joint 1 and 1062 lb uplift at joint 4. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 158.71b down and 514.41b up at 3-4-8, and i UL^ 25.81b down and 134.91b up at 5-1-1 on top chord, and 890.71b down and 298.91b up at 2-0-12, 29.41b down at 3-4-8, F. 893.61b down and 302.31b up at 4-0-12, and 11.5Ib down at 5-1-1, and 893.61b down and 302.31b up at 6-0-12 on ICQ1 '9!, bottom chord. Design for unspecified connection(s) is delegated to the building designer. 8) Truss Engineer: Junaidie Budiman, PEt145161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. I' 9) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. No 45161 LOAD CASE(S) Standard r1 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 STATE OF0UniformLoads (plf) Vert: 1-2=-74.0, 2-3=-74.0, 1-4=-20.0 Concentrated Loads (lb) Vert: 2=-98.7 5=-29.4 6=-25.8 7=-890.7 8=-893.6 9=-11.5 10=-893.6 toRID. VS ••r.w••' oAt` L April 2.6,2002 A WARNING - Ver(fy design parameters and READ NOTES ONTB7S AND REVERSE SIDE BEFORE USE. 0 Design valid for use only with MRek connectors. this design Is based only upon parameters shown, and Is for an Individual building component to be Installed and lorded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary brecing to Insure stability during construction Is the responsibility of the erector. Additional permanent br)jctng of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-8a Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTe k® Handling Installing and Bracing Recommendation available from Truss Plate Institute. 593 D'Onofrb Drive, Madison, WI53719. Symbols PLATE LOCATION AND ORIENTATION 01 t 3i. * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ 0 Q 0 For 4 x 2 orientation, locate plates/a" from outside edge of a0trussandverticalweb. This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MRek/Gang-Nall Jolnt/Plate Placement Chart. PLATE SIZE Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS Jt J8 V J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTH EST TO TH E LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40" continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 BEARING Indicates location of joints at which bearings (supports) occur. FORM018,019 WISC/DILHR 870040-N, 930013-N, 910080-N General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other, 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane o at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I14 panel length(* 6" from adjacent joint,) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. mi! 0 MiTek® TM PANEL CLIP HMRO,A/R 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. - 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. - o russ russ ype ty y HORTON 13143967 DR2879C — JG2 MONO TRUSS 1 1 A optional) r e( IIndustries, Inc. 4.201 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr 26 1 age 1 3-11-4 7-0-0 3-1 1-4 3-0-12 2x4 II Scale m 1:20.9 2 6.00 F1-£ Li 4 3 3x4 = 2x4 II 3-11-4 7-0-0 3-11-4 3-0-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.77 Vert(LL) -0.06 1-3 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.54 Vert(TL) -0.11 1-3 >689 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 7-0-0 oc purlins, except end verticals. SOT CHORD 2 X 6 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=403/0-8-0, 3=801/0-1-8 Max Horz 1 = 245(load case 4) Max Uplift =-139(load case 4), 3=-399(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=89, 2-3=-241 BOT CHORD 1-4=0, 3-4=0 NOTES (6) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 1 and 399 lb uplift at joint 3. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 295.51b down and 98.81b up at 4-8-1 2, and 295.51b down and 98.81b up at 6-10-4 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 6) Truss Engineer: Junaidie Budiman, PEA45161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 7) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. 13 f LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads (plf) r" Vert: 1-3=-20.0, 1-2 =-74.0 tConcentratedLoads (lb) ' No. 45161 Vert: 3=-295.5 4=-295.5 t SPATE OF ORsSNA1.` April 26,2002 1110111111111 A WAMNO - VerM derign parametters and READ MOMS ON THIS AND REVERSE SIDE BEFORE USE. oiiiiiiii® Design valid tot use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the tesponsiblllly of the erector. Additional permanent btbcing of the overall structure h the responsibility of the building designer. For general guidance tegotding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Spectlbatlon, and HIB-91 Handling Instolllnq and Bracing Roconsmendalion ovollable from Truss Plate Institute, 583 D'Onofrb Drive, Madison, Wl53719. M iTe k® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1314 *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to theplatestobothsidesoftrussandbuildingdesigner, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachc2c other. o WEBS JS Q 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i - , ; ; Q joint and embed fully. Avoid knots and wane plates from outside edge of O_ 0L ° at joint locations. dtrussand vertical web. a o 4. Unless otherwise noted, locate chordsplices at I/4 length(+ 6" from ceJ panel adjacent joint,) BOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in J1 JB J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/ Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. - 15. Care should be exercised In handling, f TM 4W. CLIPEL erection and installation of trusses. 1993 Mitek Holdings, Inc. f FORM018, 019 HYORO,A/R® Job russ russ ype ty y RTON a 13143968 DR2879C K ROOF TRUSS 9 1 optional) MiTe< Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr 261 age 1.0-0 5-0-0 1-0-0 5-0-0 3 Scale = 1:14.8 6.00 FTT 2 1 4 2x4 - 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.35 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.09 Vert(TL) 0.09 1-2 > 174 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1 st LC LL Min I/defl = 360 Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 = 165/Mechanical, 2=327/0-4-0, 4 = 48/Mechanical Max Horz 2=193(load case 5) Max Uplift3=-194(load case 5), 2=-132(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=34, 2-3=60 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 3 and 132 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PEA45161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard No. 4 5161 O : STATE OF April 26,2002 AWARNTNO - Verijjy design parameters and READ NOTES ON TWS AND REVERSE SIDE BEFORE USE. aaaae!® Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Addltlonol temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controt storage, delivery. erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specftation, and HIS-91 Handling Installlno and Bracing Recommendation available from Truss Rate Institute, 583 D'Onofrlo Drive. Madison, W153719. M iTek® Symbols PLATE LOCATION AND ORIENTATION 1 /. * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ T 0 0 For 4 x 2 orientation, locate 7: plates/e" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTeke F , &tNr - . FORM016,019 GANG -MAIL @ "ORO,A11RI& AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. T~ PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. - 15. Care should be exercised In handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. - r Job russ runs ype ty y RTON 13143969 DR2879C K1 ROOF TRUSS 1 1 optional) A- l e Industries, Inc. 4.201 SR1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr age 5-0-0 5-0-0 2 Scale = 1:14.8 6.00 Fli 2 1 3 2x4 - 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.36 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.09 Vert(TL) -0.03 1-3 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/deft = 360 Weight: 16 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1 = 224/0.4-0, 2 = 177/Mechanical, 3 =48/Mechanical Max Horz 1 = 181(load case 5) Max Upliftl=-77(load case 5), 2=-196(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=66 BOT CHORD 1-3=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 1 and 196 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PEA45161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard 0E 13 t ' No, 4 5161 STATE OF t<s'/ 0 F1 IOAy', s oNaL April 26,2002 AWARNING - VerVy design parameter: and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with Mlfek connectors. This design Is based only upon parameters shown. and b for on Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component b responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stablilly during construction Is the responsibility of the erector. Addltbnal permanent btDcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, etectbn and bracing, consult CST•88 Quality Standard, DSB-89 Bracing Specification. and HIB-91 Handling Installinq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, Wl53719. M iTek® Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ ,A„ 0 0 For 4 x 2 orientation, locate X plates 1/8" from outside edge of otrussandverticalweb. This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating formal refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFTTO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4000 continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTeke z&L,, FORM018,019 a"^'a ^""` ® HMRO,A/R® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at 14 panel length(* 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 %at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 1. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified, 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, • _ - 15. Care should be exercised in handling, TM erection and installation of trusses. PANEL CLIP © 1993 Mitek Holdings, Inc. Job russ russ ype ty y 13143970 DR2879C V L ROOF TRUSS 11 1 optional) I e Industries, Inc. 4.201 SR1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr 26 5:55:15 2002 Page 1-0-0 3-0-0 1-0-0 3-0-0 3 Scale = 1:9.9 6.00 FTF go 1 4 2x4 = 3-0-0 r 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.11 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.01 1-2 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) list LC LL Min I/defl = 360 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 = 82/Mechanical, 2=242/0-4-0, 4 = 28/Mechanical Max Horz 2 = 121(load case 5) Max Uplift3=-111(load case 5), 2=-125(load case 4) FORCES IV - First Load Case Only TOP CHORD 1-2=34, 2-3=30 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 3 and 125 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE/l45161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard PE 13 t ' No. 4 5161 'k SPATE OF c %. soNaL'. April 26,2002 AWAMNG - Ver{fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent btbcing of the overall structure is the responslblltty of the building designer. For general guidance regarding fabrication, quality control storage, detivety, erection and bracing, consul) OST-88 Quality Standard, DSB-BG Bracing Specification, and HIB-91 Handling Installinq and Bracing Recommendation avaBable from Truss Plate Institute, 583 O'Onoltla Drive, Madison, WI63719. M iTek® Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachc2ca other, o WEBSNJ5 3, Place plates on each face of truss at each For 4 x 2 orientation, locate w o Qjoint and embed fully. Avoid knots and wane plates 1/8" from outside edge of atruss at joint locations. and vertical web. a 4. Unless otherwise noted, locate chord splices 4 length(+ 6" fromce , o at panel adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. GeneralPtY WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 9. lumber shall be of the species and size, and 4 X 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate• without prior approval of a professional M iTek® engineer. - 15. Care should be exercised In handling, JIM PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018,019 auua-waa ® HYDRO,A.IR Job fuss russ ype ty y RTON 13143971 DR2879C L1 ROOF TRUSS 1 1 optional) MiTe< Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTekIndustries, Inc. Fri Apr 26 1 age 3-0-0 3-0-0 2 Scale = 1:9.9 6.00 (tF 1 3 2x4 = 3-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.12 Vert(LL) n/a - n/a M1120 249/190 TCDL Y.0 Lumber Increase 1.33 BC 0.03 Vert(TL) -0.00 1-3 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/deft = 360 Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (lb/size) 1 = 130/0-4-0, 2 = 103/Mechanical, 3 = 28/Mechanical Max Horz 1 = 109(load case 5) Max Uplift =-43(load case 5), 2=-116(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=39 BOT CHORD 1-3=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 116 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PEtl45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard 9E No. 4.5161 GC 0 : SPATE OF t`S•.ORIO. L April 26,2002 AWAMNO - Ver{ jy design pararrsetere and READ NOTES ON TBTS AND REVERSE SIDE BEFORE USE. Design valid lot use only with MRek connectors. This design is based only upon parameters shown, and is lot an Individual building component to be Installed and boded vertically. Applicability of design potometets and proper Incotpotatbn of component is tesponsibiltyof building deslgnet - not truss deslgnet. Bracing shown is lot bteral support of Individual web members only. Additional tempotary bracing to Insure stability duting conshuctbn is the tesponsibllity of the etectot. Additional permanent brbcing of the ovetall structure is the responsiblllty of the building designer. For genetal guidance regarding labrbatbn, quality control storage, delNety, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIS-91 Handling Installing and Bracing Recommendationmavailable froTruss Plate Institute, 693 D'Onoltb Dttve. Madison, WI53719. M iTe k® Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ 0 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MiTek/Gang-Nall Joint/Plate Placement Chart. FA RTH EST TO TH E LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4011, continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at 114 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. BEARING Indicates location of joints at which bearings (supports) occur. MiTeko O PANEL TN CLIP FORM016,019 o-w.aL ® OffORD,AIR® 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, Zerectionandinstallationoftrusses. . 1993 Mitek Holdings, Inc. Job uss russ ype ty y HORTON 13143972 DR2879C M ROOF TRUSS 11 1 optional) ACCU-SPAN-TH,I e Industries, Inc. 4 201 SRI s un I e n ustrles, Inc. Fri Apr :1 age 1-0-0 1-0-0 1-0-0 1-0-0 3 Scale = 1:5.7 6.00 j-f'2- 2 4 1 2z4 - 1-0-0r 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.08 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) 0.01 1 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/deft = 360 Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=-1 1 /Mechanical, 2= 173/0-4-0, 4= 1 O/Mechanical Max Horz 2=64(load case 4) Max Uplift3=-29(load case 5), 2=-134(load case 4) Max Grav 3 = 28(load case 4), 2 = 173(load case 1), 4 = 10(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD 1-2=33, 2-3=-40 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 3 and 134 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PEA45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331 . 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard Di B V No. 4 5161 O : STATE OF April 26,2002 A WAIWINO - VerW design parameters and READ NOTES ONTHIS AND REVERSE SIDE BEFORE USE. 0 Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded venially. Applicability of design pofametets and proper Incorporation of component is tesponsiblBty of building designet - not truss designer. Bracing shown is lot lateral support of Individual web members only. Additional tempotaty bracing to Insure stability duting consttuctlan is the tesponsiblllty of the elector. Additional permanent bNcing of the overall structure is the tesponslblllty of the building designet. For general guidance tegatding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installlnq and Bracing Recommendation ovolloble from Truss Plate Institute, 593 D'Onoftb Drive. Madison, WI53719. M iTek® Symbols PLATE LOCATION AND ORIENTATION 13/. * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A,• For 4 x 2 orientation, locate plates/B" from outside edge of truss and vertical web. This symbol indicates the required direction of slots in connector plates. Numbering System J2 J3 J4 TOP CHORDS c2 c3 0 WEBS J5 0 0 O U a ce c7 u BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4011' continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTek® 11 PANEL TM CLIP FORM016.019 GANG -MAIL fMRO,A/R AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, locate chord splices at r14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised In handling, Yerectionandinstallationoftrusses. 1993 Mitek Holdings, Inc. Job Viruss Truss Type ty y HORTON 13143973 DR2879C M1 ROOF TRUSS 1 1 optional) L e Industries,Inc. 1 s un 1 r e Industries,Inc. Fri Apr :18 2002 Page 1-0-0 1-0-0 6.00 FT4- 2 Scale = 1:5.7 1 3 2x4 = 1-0-0 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 0.0 Plates Increase 1.33 TC 0.01 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.00 Vert(TL) -0.00 1 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC ILL Min I/defl = 360 Weight: 3 lb LUMBLR BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=45/0-4-0, 2 = 35/Mechanical, 3 = 10/Mechanical Max Horz 1=380oad case 5) Max Uplift =-14(load case 5), 2=-40(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD 1-2 = 14 BOT CHORD 1-3=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1 .33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 1 and 40 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161 . Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard EFVQ No.45161 b rTATE OF S;'•:J O R 0.''' S NAL April 26,2002 AWARMNO - Verb design parameters and READ NOTES ON TKTS AND REVERSE SME BEFORE USE. iiiiiiiiie Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and is for on Individual building component to be Installed and loaded vertlooily. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the tesponslbillty of the erector. Additional permanent bNcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, cluaBty control. storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installlnq and Bracing Recornmendatlon avoliobie from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI53719. M iTe k® Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ T D a¢ L7"'*For 0 4 x 2 orientation, locate v plates/a" from outside edge of otrussandverticalweb. This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40,10 continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane of at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at /4 panel length(* 6" from adjacent joint,) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication, BEARING Indicates location of joints at which bearings (supports) occur. WISC/DILHR 870040-N, 930013-N, 910080-N MiTek® PANEL j~ CLIP FORM018,019 HYDRO,AIR0 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. Job russ russ ype ty y 13143974 DR2879C S ROOF TRUSS 5 1 I Is optional) ONGWOOD, FL, MiTendustries,-Inc. 4.201 SR1 s Jun 28 2001 N iTek Industries, Inc. Fri Apr age 1 1- 5-0 5-2-5 9-10-13 1- 5-0 5-2-5 4-8-7 4 I Sc I 1: 19.4 4. 24 FT£ 3x4 a 3 2 7 6 5 2x4 II 3x4 = 2x4 = 5- 2-5 9-10-13 r 5- 2-5 4-8-7 LOADING ( psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.53 Vert(LL) 0.05 6-7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.43 Vert(TL) -0.08 6-7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 5 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min Weft = 360 Weight: 42 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6.0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D SOT CHORD Rigid ceiling directly applied or 8-8-2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS ( lb/size) 4=315/Mechanical, 2=523/0-5-11, 5=431/Mechanical Max Horz 2=336(load case 2) Max Uplift4 = -329(load case 5), 2=-248(load case 2), 5=-179(load case 3) FORCES ( Ib) - First Load Case Only TOP CHORD 1-2=35, 2-3=-946, 3-4=77 BOT CHORD 2-7 = 868, 6-7 = 868, 5.6 = 0 WEBS 3-7=165, 3-6=-946 NOTES ( 5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 4, 248 lb uplift at joint 2 and 179 lb uplift at joint 5. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE#45161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard ` 1 f13 1) Regular: Lumber Increase=1.33, Plate Increase = 1.33 ...... Uniform Loads (plf) Vert: 1-2 =-74.0 .• GL Trapezoidal Loads (plf) 1" Vert: 2=4.4-to-4=-183.1, 2=0.0-to-5=49.5 t No. 4.5161 Y dC 0 : STATE OF 0 1 c1•./ toR I. ssoniLApril 26,2002 WARNING - VerVy deeiyn par+ametere and READ NOTES ON TBIS AND REVERSE SIDE BEFORE USE. ® Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and Is tot on Indlvktual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent btbcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quoUty control storage, delivery, erection and bracing, consult CST-8a Quality Standard, 0SB•89 Bracing Specification, and HIO.91 Handling Installlnq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI53719. M iTek® Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 cc For 4 x 2 orientation, locate plates/e" from outside edge of a0trussandverticalweb. This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MRek/Gang-Nall Joint/Plate Placement Chart. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots, second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4011' continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Mi! MiTek® fie® FORM019,019 AA® NMRO,A/R AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at /4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 %at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber, 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified, 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer, 15. Care should be exercised in handling, erection and installation of trusses. , 1993 Mitek Holdings, Inc. o , 4 russ russ ype ty Y HORTON 13143975 DR2879, S1 ROOF TRUSS 1 1 to tional) I e Industries,Inc. s un r e n ustries, Inc. Fri Apr age 1 1-5-0 4-9-4F 1-5-0 4-9-4 S& 1:10.6 4.24 FfF a 2 4 2x4 - 4-9-4 4-9-4 LOADING (psf) SPACING 2-0-0 CST DEFL in (loc) I/dell PLATES GRIP TCLL ZO.0 Plates Increase 1.33 TC 0.19 Vert(LL) n/a - n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.05 Vert(TL) 0.05 1-2 >375 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 17 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-9-4 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3 = 1 1 1 /Mechanical, 2 = 240/0-5-1 1, 4 = 36/Mechanical Max Horz 2=86(load case 3) Max Uplift3=-123(load case 5), 2=-129(load case 2) FORCES (Ibl - First Load Case Only TOP CHORD 1-2=35, 2-3=26 BOT CHORD 2-4=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 120 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition II partially enclosed building, with exposure B ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 129 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Truss Engineer: Junaidie Budiman, PE1145161. Address: 16472 Segovia Cir. N., Pembroke Pines, FL 33331. 6) THIS DESIGN CONFORMS TO FBC 2001, BASED ON PARAMETERS INDICATED. LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.33, Plate Increase = 1.33 Uniform Loads (plf) , t LJQ/ Vert: 1-2=-74.0-,.•••• ••A Trapezoidal Loads (plf) Vert: 2 =-4.4-to-3 = -88.3, 2 = 0.0-to-4 = -23.9 rt No. 451fit i ,t r* SJTATE OF O R 866Ae '', ANAL April 26,2002 QwARNINO - ver(fy design parasnaterx and READ NOTES ON THIS AND REVERSE BIDE BEFORE USE. Design valid lot use only with Mffek connectors. This design is based only upon parameters shown, and is tot an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, WI53719. M iTek® Symbols PLATE LOCATION AND ORIENTATION 1 3i. * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A., 0 0 For 4 x 2 orientation, locate plates/a" from outside edge of otrussandverticalweb. 0 This symbol indicates the required direction of slots in connector plates. For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart. PLATE SIZE Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING ATTHE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4e continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 BEARING Indicates location of joints at which bearings (supports) occur. C FORM016,019 WISC/DILHR 870040-N, 930013-N, 910080-N AGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane of at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. mi! 0 MiTek® TM PANEL CLIP MMRO,A/R 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised In handling, r erection and installation of trusses, r • ' 1993 Mitek Holdings, Inc. mme 0 I 0 I 22-4-0 rI rIC,: ALL BEARING WALLS TO BE PLACED I_.I a_ HUS26 INCTICE! ! REVIEW ALL SPAN DIMENSIONS--BRG. WALLS1 PRIOR TO SETTING TRUSSES.. '^k, HGUS26-2 :ENIGNEERED DRAWINGS--LOADING--PITCH AND OVER/HANGS' WALLS SHOWN ARE TO —BE BEARING. — — I (S SPC.HGR SIGNED APPROVAL: X JOB NUMBER: DR2879E DATE: 6-26 PITCH: LOAD: SHINGLESCUSPANCUSTOMER: DR HORTON 6.0 BY: T-H JOB NAME: 2879 "E" ELEV. of- / H• 12 BRG: BLOCK 4_ f 2, - -- t s Goss;.v9 s os i, The uniform load span charts below indicate the maximum design spans (including a 1 %" minimum bearing at each end) for each family of TrimJoist floor joists. Each chart is divided into columns which represent common design loadings and rows which show typical spacings. Most residential designs require a minimum of 55 psfloading. Floors used for heavy traffic and/or heavy floor coverings (e.g. Tile) should be designed at 60 psf minimum. All loads are broken down into Live, Top -deadand Bottom -dead components. For example, the 55 psf column is really 40 psf live plus 10 psf top -dead plus 5 psf bottom -dead for a total of 55 psf. Dead loads are the weight of construction materials and are always present for the whole life of the structure. Live loads, on the other hand, are transient and are never constant over the life of the structure. Select the appropriate column based on the dead loads of your construction materials. These charts are for uniformly loaded, clear span, simply supported joists. For special applications requiring concentrated loads, asymmetric continuous loads, cantilevers, or special bearing conditions please consult a TrimJoist representative or authorized dealer. The TPDS computer program can be used to analyze almost any loading and/or bearing condition. Loading 55 PSF (40/10/5) 60 PSF 40/10/10) tT 12 24' - 0" L/497 24'- 0" L/497 v 16 22' - 0" L/485 22' - 0" L/485 p, 19.2 21' - 2" L/453 21' - 2" L/453 24 19' - 7" L/455 19' - 7" L/455 tr 12 26' 0" L/633 26' - 26' - 0" 0". L/633 L/4751626' - 0" L/475 U 24' 10" L/453 24' -10" L/453 rd 19.2 24 23' 0" L/452 22' — 0" L/517 Q mm 0 is o. at m 00 T Loading 55 PSF 40/10/5) 60 PSF 40/10/10) 12 rn - 28' - 0" L/676 28' - 0" L/676 16 28' - 0" L/507 28' - 0" L/507 19.2 27' - 4" L/453 27' - 4" L/453 co j 24 251— 5" L/45025' — 5" L/450 12 30' — 0" L/710 30' — 0" L/710 as 16 30' - 0" L/532 301- 0" L/532 a 19.2 29' -10" L/451 29' -10" L/451 to------ 27' - 7" L/46824 27' - 3" L/473 Notes on Span Charts: Maximum Reaction Table 1. Spans are based on uniformly loaded joists and include allowances for repetitive use members. 2. Live loads of 40 psf are assumed, Additional dead loads should be chosen based on construction materials. Width 11/z 1 3 ,4 51iz 3. All TrimJoist floor joists have a TOP orientation and should not be installed upside-down. 4. Stiffness factors (L/xxx) assume a minimum'/, -inch span -rated subfloor that has been both glued and nailed. Max 300 33500 4000 5. Limit total reaction (per end) to that indicated in the Maximum Reaction Table at the right. 6. Do not apply center supports, cantilevers, concentrated, or asymmetrical continuous loads without first Width is the width of the loaded wall abc; e, consulting a TrimJoist representative. or the bearing wall width whichever is less. Opening Sizes J12 J14 J16 J18 H 11'/4" 14" 16" 18" D 5" 8" 9" 10" R1 8x16 10x24 12x24 14x24 R2 4x9 4x10 6x6 4x12 6x8 4x14 6x10 18x8 0 11= 1. All sizes given are in inches and denote maximum expected clearance. 2. Rectangular opening (R1) is provided at centerline of stock length. 3. Only opening D available in 4' stock length (one opening only). 4. Only opening R1 available in 6' and 8' stock length. 5. Openings R2 & D not applicable in shaded areas (s). Good Framing Practice... DO Install TrimJoists right side up. TOP is stamped on the top of each joist. DO Make sure that each TrimJoist bears on the bottom flange beneath the TrimEnd section or beneath the first metal plate if the TrimEnd section has been removed. DO Use strongback stiffeners. Although not required for structural performance, strongback adds additional resistance to impact loadings. DO Provide appropriate bearing width at each end of the TrimJoist. The required width can be found in the Maximum Reaction Table above. Use vertical web stiffeners where reactions exceed these values. DO Use TrimJoist approved hangers for flush -mounted bearing conditions. These maybe purchased from your local TrimJoist dealer. DO Use an appropriately rated sub -floor that has been both glued and nailed/screwed to the top flange of the TrimJoist. DO Consult your TrimJoist dealer or representative about special loading or bearing conditions not addressed in this Application Guide. DO NOT cut any part of the TrimJoist except for the TrimEnd sections which are specifically designed to be Feld cut. DO NOT remove, cut or alter any metal plate connector on the TrimJoist without first consulting a factory engineer. DO NOT install the TrimJoist upside down without first consulting a TrimJoist factory engineer. DO NOT use a TrimJoist as a header or beam except as may be instructed by a TrimJoist engineer. DO NOT allow the TrimJoist to be supported by the top flange. All support must be from underthe bottomflange. DO NOT depend on "toe nailing" to provide adequate support capacity for flush -mounted framing. Consult your local TrimJoist dealer or a TrimJoist factory engineer for proper hanger selection. DO NOT apply special support or load conditions without first consulting a TrimJoist representative. T1 Floor Application Guide a.. A product of the TrimJoist Corporation • Phone (800) 844-8281• www.trimjoist.com ILAli i L ' ' k7' t T-.- t • t t' F SILENCE. The TrimJoist provides a full 3Yz" wide surface for the proper nailing and gluing of subfloor materials. By providing such a v.•ide surface, the TrimJoist allows the builder to use subfloor framing tolerances that will prevent squeaks. The wide surface also allows for the application of sufficient glue to make the TrimJoist and the subfloortruly act as a unified system. QUALITY. The TrimJoist addresses product consistency and product quality from three key perspectives: Design. The TrimJoist was initially designed using the most capable structural engineers and computer software systems available from both inside and outside the forest products industry. This includes the PPSA system from Purdue University as well as Rasna finite element software from Parametric Technology. Material Control. All raw material components are structurally rated by various independent agencies such as the Truss Plate Institute TPI), Southern Pine Inspection Bureau (SPIB), American Plywood Association (APA), American Society for Testing and Materials ASTM), and of course ANSI. In fact, all TrimJoist floor trusses now conform to the new ANSI/TPI-1995 standard. In addition, all lumber components of the TrimJoist are subject to a strict "cull" process where questionable pieces are discarded before entering into the production process. Production Testing. In addition to the rigorous testing performed on prototype units during the development phase of the TrimJoist. All production runs are subject to periodic, random tests. These tests are conducted to the standards of the Truss Plate Institute (TPI) Test Truss Specification. No other production floor truss is subjected to such ongoing scrutiny and improvement. Pictures by Photography & Moore, sulugent, Alabama WARRANTY TrimJoist Corporation warrants its products to be free from defects in material and workmanship as generally accepted in the Industry- Said products are further warranted as to adequacy of design, provided products are used in strict accordance with TrimJoist Corporation's then currently published design limits and are installed in a workmanlike manner. Said warranties do not apply in the event products are altered in anyway other than intended bydesign. TrinrJoist Corporation's obligations under this warranty shall be limited to the replacement or repair of those products demonstrated to be defective. Such remedy shall constitute Customer's sole and exclusive remedy and customer, through the use of this product, agrees that no other remedy (including, but not limited to claimsfor INCIDENTAL, CONSEQUENTIAL or SPECIAL DAMAGES, OR ANY CAUSE, LOSS, ACTION, CLAIM OR DAMAGE, INCLUDING LOSS OF TIME WHATSOEVER, OR INJURY TO PERSONS Third PartyORPROPERTYORANYOTHERCONSEQUENTIALDAMAGEORINCIDENTALORECONOMICLOSS) shall be available to customer whether said claims be asserted on the basis of warranty, negligence, strict liability, or otherwise. THIS WARRANTY IS EXPRESSLY IN LIEU OF Quality ALL OTHER WARRANTIES, EXPRESSED OR IMPLIED, INCLUDING ANY WARRANTIES OF MERCHANTABILITY AND FITNESS FOR ANY Assurance byPARTICULARPURPOSE. ALL OF SUCH OTHER WARRANTIES BEING HEREBY EXPRESSLY EXCLUDED. P FS ENVIRONMENT. The TrimJoist design allows for the utilization of lumber from plantation -grown trees, thus sparing the "old -growth" forests that are necessary to produce all traditional wide -board joists. In addition, our engineered strength allows for longer spans and greater on -center spacing. This not only reduces construction costs, but can reduce the board footage of wood fiber required by up to 12% over traditional joists. By design, approximately 40% of the TrimJoist 4 material content is from recycled sources. In addition, our manufacturing process recovers over 97% of its generated waste. INNOVATION. The TrimJoist is produced in stock lengths that range from 4' to 30% in standard 2-foot increments. Because each joist has 12-inches oftrim at each end, a continuous range of spans is possible. Complex angled walls? No problem for the TrimJoist. j The open web design of the TrimJoist allows for the utilization of that valuable floor cavity space. It's now practical for ductwork, wiring, and plumbing to be contained within this cavity. This eliminates unsightly and expensive furring. Free access to the floor cavity requires no cutting or notching that can severely impair the structural integrity of other joists products of inferior design. SERVICE. Put simply, the TrimJoist is the superior product for floor joist applications. To aid architects, building designers, and contractors we offer toll -free access to a TrimJoist representative. By simply calling (800) 844-8281 you can gain immediate assistance with your question orframing issue. Copyright c0 1997- 2000-TrimJoist Corporation - USA - All Rights Reserved TrilinJotst, TrimJoist and TrimEnd are trademarks of the TnmJoist Corporation. US Patent No: 5,761,872 - Other Patents Pending June 1, 2000 3" min. Rafter Cut 3/4' min. plywood glued and nailed to one face w/iOd nails 3bc. J f AeVef 2 x nailed to Gdp gusset on support 2 x block w/2 rows IOd nails 6"oc. f' Orted 2 x 4 ABS pP support block as needed Deck Cantilever 32' x H x 3/4' Plywood glued And nailed to Both faces with 10d nails 3oc Centered over bearing point. Typical Cantilever 32' x Hx 3/4' Plywood glued And nailed to Both faces with iOd nails 3bc Centered over bearing point. Typical Gusset Db Load bearing wall D iO top direct2-16dD5sitapeach A. PA. rated gluedWalledandglued D 8side Double TrimJoist, 2 x strongbock / 1-16d direct secured with 3/4' rated subflm,, 1.5" glued and nailed. Top plate 32' x H x W plywood glued and Nailed to one face w/iOd nags 3'oc. Exterior wall centered. 32' x H x 3/4" ' Strongbock may Upright 2x4 nailed Plywood glued I-16ddirect be Insidensieor a to exterior face Of And nailed to Both faces with each side rill bottom 2x4 nailed w/2-16d nags Bottom of chase vertical, nailedTrimJoistw/2 16d IOd nails 3bc hole then every other top & bottom w/2-16d nags. Halls 2'oc., Centered centered over over bearing. bearing point. Tee-Lok F' Series Optional sfrongbock strap hanger 1-16d each side 2x4 nailed application toe -nailed Into face of w/2-16d nails Exterior Knee Wall Concentrated Load heodermember.Secure/olstloruplitt Hangered Cant t°p b°tt°r" Strongback D92-16d direct A.P.A. rated subtloor, D 10 D 1 1 D 12 to each Nailed and glued@P9 1-16d direct 2-16d direct AP.A riotedsubrioor, A.P.A. rated subfloor, side each side @ top each nailed and glued nailed and glued Double TrimJoist, 1-1bd direct Secure with 3/4' Double TdmJolst, 3' min. Rated subfloa Glued and nailed. beam 1-)bd direct' secured with 3/4' rated sublloor, remaining glued and nailed. Steel beam 32'32' x H xedandplywoodailedtobothfargluednailed2-16d direct x Hx 3/4- plywood glued and nailed to one face w/IOd 3' min. remaining faces w/1Od moils 3'oC, @a top each nags 3' o.c. centered. Trim end side off attach vertical to gusset. 1.16d direct each side i bd direct 1 1F ect Ifillbottomidm.loist tee-Lok 'F' Series 1 each side Tee-Lok F' Series sfra hpanger Qac - fill lx .. n Tee-Lok 'F' Series approved beam 2x ledgerholethen every other strap hanger V 16d each side Into race oflbe-noleager fill bottom hole then 1 16d each side hole then ever othery strap hanger 1-16d each side ripped to fit mheadermember. every Other toe -nailed into face Of header member toe -nailed into race of header member through hotted to beam Joist Hangered Beam Hangered Hangered Beam Flush to Steel Copyright @ 1997-2000 - Trim,loist Corporation - USA - All rights reserved