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HomeMy WebLinkAbout2103 Palmetto Ave (2)CITY Or SANFORD PERMIT APPLICATION Application #: o-7,-18 `t`-3��\lam" ittal Dater © l �. Job Address �� t� �-� ` ""' oadule of Work: $ 8� Parcel ID: r, Zoning L n�� ( Historic District: Description of Work: ��G l�y� Y AC~�:__ Square Footage: .+� .......................................................................................... to ........... R G�,iE i7�ED... . Permit Type: Building Electrical Mechanical ❑ Plumbing Fire Sprinkler/Alarm ❑ PW X71 Z I ❑ Electrical: New Service- of AMPS Addition/Alteration Change of Service ❑ Temporary Pole 13` Mechanical: Residential ` Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential ❑ Commercial ❑ jOccupancy Type: Residential Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: ® Flood Zone: (FEMA form required) .... ............................. .............................................................................. Property Owner: �%� eLF_\15kA4 Contractor• Address: `Z\ O'-�� �Tp J Address: i I' E Phone:407" 3311 dfL a U r 6D— Phone: State License Number: Bonding Company: " Address: Mortgage Lender: Address: - I I Architect/Engineer: Moo I_1=✓.i Cr- Phone: 38 Address: t/060 G vl �k 13, C7'-4s-illr - QJ!. -:(y '(: Fax: Plan Review Contact Person: &1/6UZ400 ('iG61/ir.(ri>,4�Phone: 4ti7•-3) - L73Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet 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. !1 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 regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: 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 may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies.. Acceptance of permit is vegyfimition that I will notifytl�e owner of the property of the requirements of Flgfida Lien L w,, FS 71,3. ) Signature of Owner/Agent ate Signature of Contractor/Aient Date Pcint,Own /Agent's Name Print Contractor/Agent's Name Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date �DEBBIirpNr �g MY COMMISSION # DD629096 •9F FE EXPIRES: February 25,2011 1=A90.MOTARY FI. Notary C .Scout Assoc. CO. Owner/Agent is __Pers YY Contractor/Agent is _ Personally Known to Me or �0� Produced ID 1 L - i (� 1 0 (D Produced ID APPROVALS: ZONING: �� `� I UTIL: FD: ENG: BLDG: Special Conditions: Rev 02/2007 I NOTICE OF COMMENCEMENT Permit No. L) -� ~ 1 S Parcel ID: k ta State of Florida County of Seminole 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 this Notice of Commencement. 1111111 1111111 Ill 11811041 li 11118;1181118111811181811111181 10 MARYANNE MORSE, Ct.I RK OF CIRCUIT COURT 2EMiNOLE COUNTY BK 06719 pq 099631- O pgl CLERK'S 41 L0070841EB8 RE("tilR D 06/07/-(W 01:019:29 pM REDBROIN6 FEES 101.0 COPY RE12RDED 6Y T Smith CERTIFIED Mp�YANNE ORE ��DURT CLERK SEMIN 10 lTY, FLORIDA I' Description of property: (legal description of the property and street address if available) 2. General description of improvement: ���'�t' BY Owner Name and address: LAJ ILLI 41Mi 1i r�C.� 21 v'3 Lu►n t ' t o �1= L D a. Interest in property el LIQ b. Name and address of fee simple titleholder (if other than Owner) 4. Contractor Name and address: Surety a. Name and address b. Amount of bond 6. Lender Name and address: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: a. Name and address 8. In addition to himself or herself, Owner designates 713.130)(b), Florida Statutes. of to receive a copy of the Lienor's Notice as provided in Section 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) Signature of Owner ribed before me this day of .20 O �% by Sworn to (or affirm&and sulc THIS WOVEN! PRUAR0 BY: NAME �Ild/� CLr'v��ial ADDR. Personally Known or Produced Identification Type of Identification Produced iiE131319%A"�f'(�N Signature of Notary Public, State of Florida MY COMMISSION # DD629096 sg EXPIRES: February25 2011 Commission Expires: pp,NpipRy Fl. Notary DscountAssoc. Co. GOODEN DESIGN CNRISTOFHER GOODEN 4250 HAWS COURT ORLANDO FL 32814 OFFICE: 401.101.6029 FAX: 800.866.0198 EMAIL: chriseoodenkdjmhotmail.com City of Sanford Building Division 300 N. Park Ave Sanford, Florida 32771 Phone: 407-330-5656 Fax: 407-328-3859 Date: May 24, 2007 Contact Person: William Cleveland Contact Phone Number: 407-330-2623 Contact E-mail Address: bsw@cfl.rr.com Reference Number: 07-1843 Project Description: Detached garagelob Address: 2103 Palmetto Ave. ARCHITECTURAL 1 The ceiling height of the space above the garage does not meet minimum ceiling heights and can not be considered as current or future habitable space. FRC R305. 1. THIS SPACE 15 DESIGNED ONL Y FOR A TTICSTORAGE SPACE, 2 When stairs are installed they shall comply with the code. The following was not demonstrated. THESTAIRS WERE FOR EASYACCESS TO THEATTIC. PLEASE SEE THEATTACHED REVISION WITH THE STAIRCASE REMOVED. a. Minimum headroom at the stairs and landings shall not be less than 6'-8". FRC R311.4.2. b. A minimum 36" landing in the direction of travel is required at the top and bottom of the stairway. FRC R311.5. 3 Provide the window sizes for the windows in the trussed roof area. WINDOWS INATTICARE2'-0"X3'-0" SINGLE -HUNG ALUMINUM, WITH MIN. DESIGN PRESSURE OF +15.9 / -34.7 PSF 4 The garage floor shall be sloped to the main vehicle door or provided a drain not connected to the sewer system. FRC R309.3. THE GARAGE SLAB SHALL BE SLOPED TOWARDS THE MAIN OPENING AT 1/8" PER 1's-0 STRUCTURAL 1 As shown on the plans the front of the garage has a 16 -foot wide opening in a 20 -foot wide building. The adjacent shear wall segments do not meet the minimum aspect ratio (8 x 3.5 = 27.43') as required by FBC Table 2305.3.3. No lateral analysis was provided to verify that the following was considered. Force transfer or perforated shear wall at the opening (FBC 2305.3.7.1). Panel capacity FBC 2305.3.1. Overturning restraint FBC 2305.3.6. THE 24" WIDE WALL ON EACH SIDE OF THE GARAGE DOOR SHALL BE 'SIMPSON STRONG -WALL SHEARWALL "SW24X8-4. 2 Provide the Florida product approvals for the doors and windows demonstrating compliance for a minimum 110 MPH 3 -second gust wind speed. HOMEOWNER WILL PROVIDE. 3 There is no indication of thickness, type or fastening of the floor sheathing. WE WILL BE USING MIN. 5/8" STURDI--FLOOR FLOOR SHEATHING. 4 Anchor bolts embedded in concrete shall have a minimum 7" embedment. FRC R403.1.6. Provide the embedment length of the optional expansion anchors. THEANCHOR BOLTSSHALL BE10"LONG WITHA MIN, EMBEDMENT OF7'; OPTIONAL ANCHOR SHALL BE 1/2"DIA. EXPANSION BOLT (WEDGE ALL OR SIMILAR) MIN. 10- LONG W/ MIN. 7" EMBEDMENT 5 Check truss T01 points 17 an 24 for connector requirements. PLEASECALL IF UHAVEANYFURTHER QUESTIONS. THANK -YOU. SI CEREL CHRIS GOODEN k. City of Sanford 0"*FICE Building Division 300 N. Park Ave Sanford, Florida 32771 Phone: 407-330-5656 Fax: 407-328-3859 PLAN REVIEW RESPONSE Date: May 24, 2007 Contact Person: William Cleveland Contact Phone Number: 4707-330-2623 Contact E-mail Address: bsw@cfl.rr.com Reference Number: 07-1843 Project Description: Detached garage Job Address: 2103 Palmetto Ave. Contact Fax Number: The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. ARCHITECTURAL A-1 The ceiling height of the space above the garage does not meet minimum ceiling heights and can not be considered as current or future habitable space. FRC R305.1. A-2 When stairs are installed they shall comply with the code. The following was not demonstrated. a. Minimum headroom at the stairs and landings shall not be less than 6'-8". FRC R311.4.2. b. A minimum 36" landing in the direction of travel is required at the top and bottom of the stairway. FRC R311.5. A-3 Provide the window sizes for the windows in the trussed roof area. A-4 The garage floor shall be sloped to the main vehicle door or provided a drain not connected to the sewer system. FRC R309.3. STRUCTURAL S-1 As shown on the plans the front of the garage has a 16 -foot wide opening in a 20 -foot wide building. The adjacent shear wall segments do not meet the minimum aspect ratio (8 x 3.5 = 27.43") as required by FBC Table 2305.3.3. No lateral analysis was provided to verify that the following was considered. Force transfer or perforated shear wall at the opening (FBC 2305.3.7.1). Panel capacity FBC 2305.3.1. Overturning restraint FBC 2305.3.6 S-2 Provide the Florida product approvals for the doors and windows demonstrating compliance for a minimum 110 MPH 3 -second gust wind speed. S-3 There is no indication of thickness, type or fastening of the floor sheathing. S-4 Anchor bolts embedded in concrete shall have a minimum 7" embedment. FRC R403.1.6. Provide the embedment length of the optional expansion anchors. S-5 Check truss T01 points 17 an 24 for connector requirements. -1- Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Wayne Thorne at (407) 330-5686 or fax to (407) 328-3859. You may also contact me by E-mail at thornew@ci.sanford.fl.us. -2- lofaiu►a Dogs -c 7 - �; 020.0 !� z {;a 0'. OFFICE "la I0 - 6 m9z PALMETTO AVENUE = mom rrn rn�Z ami N C N -K (Jt � � x7,00• 33.0- •ZSo.2z.pp. �� SE 4 g -2.01 CF ,; 'FOUND tY14 FOUMD t �a tf<ON Roo_it, MOO PIPS- IRom• PIP( r -AP t j &037 nto t,D �5 3'r�O4 Q ` r w I WO � SciZEErJEo, iD'. ' S I 2 = ooRC P c , . 0 10.0 >� •� r l II 8 `" o N IN rq _ IgoNE, 5TOFy `r vU O FKAMe RESIGEIJGE: tt.o I 'i 3-� z �V � o � .� - r-,� 29.E ` N • : � I I n -{ m c flrac • CPPAD -4 Tlr o 1 CA i> 1 I 1 SGREENE J Q w X' I N '•1 - 7 m� o+ m •..� o wir1 N .°� p o I n D rT FOUND �2 it ~ w Af- 0 b � Igo;� F rP� i 44 a d,3' NOoTti % . �• 0,3- 1V7.0 •' 17�0� i__"3, 33'O Zs�.o--- Q tL ow PIPE. i )tm aw IAM - O ri .31Y:?S Ol SAN - -r.L" i lmr"my3 - 1R9 !i3mw =w = w 13M1 f[ amw - 1d =Q330 - G vl3u - d ./ •JJ�i�M I/IV•� .iLlOJ1\W y r a '•Y�IM 3.lO�I •ice .T/ jMd - 38d 'OU IWY�.I./ aA '.i���N uid Od - oy loDi1r400 - tarM0 1NW - '3'0•d=5NINNI039 .i0 1NIOd - 'H'O•d -3Nn ti31 M q �AVAi-30-i�r M/lr 'Q3>dt1SY9R 'II �lYld ' Report No.: Date: Product Category: SI R W Building Consu fants, Inc. Consulting and Engineering Services for the Building Industry P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Facsimile 813.754.9989 y. Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Evaluation Report FL 6184.1 February 20, 2006 Exterior Doors OFFICE Product sub -category: Swinging Exterior Door Assemblies Product Name: Distinction Series 3'0" x 6'8" Op ue Single Fiberglass Door Inswing / Outswing Manufacturer: Nan Ya Plastics Corporation Plastpro Inc. 9 Peach Tree Hill Road Livingston, NJ 07039 Phone: 800-779-0561 Facsimile: 973-758-4001 a Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Wendell W. Haney, P.E. (System ID # 1993) for Nan Ya Plastics Corporation, Plastpro Inc. based on Rule Chapter No. 9B- 72.070, Method Id of the State of Florida Product Approval, Department of Community Affairs - Florida Building Commission. RW Building Consultants and Wendell W. Haney, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the Florida Building Code (2004 Edition) and where pressure requirements, as determined by Chapter 16 of The Florida Building Code, do not exceed the following design pressures: Design Pressure Rating: Maximum Design Pressure Rating Positive 65.0 PSF Negative 70.0 PSF (See Limitations for size restrictions) See Drawing No.: FL 853 prepared by R W Building Consultants, Inc. and signed and sealed by Wendell W. Haney, P.E. (FL # 54158) for specific use parameters. Wendel H .E. FL No. 54158 February 20, 2006 FL 6184.1 PF 893 Sheet 1 of 3 F FEP-27-200^ 09:33 SITE Architectural Testing OFFICE ANSI/AAMAINWWDA 101/I.S.2-97 TEST REPORT Rendered to: MI WINDOWS AND DOORS, INC. SERIES/MODEL: 740/3740 (Fin and Flange) PRODUCT TYPE; Aluminum Single Hung (single glazed with 3/16" annealed glass) Summar of Results Test Test Test Title Specimen #1 Specimen 42 S dmen 43 Descri tion - Equal Lite Fin - Equal lite Flange - Oriel Ratin = -Flange H -R25 53 x 72 H -R35 52 x 71 H -R45 53 x 72 Operating Force 19 IV max. 1 201bf max. N/A Air infiltration 0.11 cfinlft 0.12 cfn/ N/A Water Resistance Test Pressure 1 6.75 psf 1 6.75 Vsf N/A +25.9 psf +35.3 psf +45.0 psf Uniform Load Deflection Test Pressure . -34.7 psf -47.2 psf -47.2 psf UniformLoad Structural Test Pressure +45.6 psf +53.0 psf +67.5 psf 52.1 Psf -70.8 psf -70.8 psf Forced En Resistance Grade 10 Grade 10 N/A Reference should be made to ATT Report No. 42250.02-122-47 for complete test specimen description and data. 130 Dem court York, PA 17402.9445 phone: 717.764.7700 fax: 717.764-4129 \ www.archtest.com 4- nnu 6RST (25 G6.STEEL SKIM +AMF15 4r ST (Z4 UA STEEL N r Oprg1UJ- S50 GLASS M /1 e' ACRYLIC UIES AVALNKE wat srcrTLv1 0-0) IMIMIM11i v Iv 3 A 2), Trutt wmklE STILES TI ES (FMTACiorbs��o�REV. NIO VncT K ADIILSK (ALMC CEIIT R) t � I 1 L REVISIONS DATE: ECN N0. APPVU: DE•5CRIPTIOH 11/00 11\Vw I OT1' (I) WAS (2) FOR TRACK BOLT IIMIzout, TRACY. SUPr Rl BI �•^zOYJrutl1:'CCIUSnIFT�.ITAL +EO'IO �OOn ODM IIt51N1EP IT � SUIT) KLrA�UNB1lrp;'TpjN(FIA71bYirD(--PARTME14T f (roP. oonou t r(! )h'FU I Ah'S ARE TO BE KEP"1 OIJ .1014 SITE �+ �NCw .�UJ\' ERRORS OR OI.4MI :SIUIJ IIJIH :SE Ej FASTENED TO W000 JAMB xiTII (3) 5/Ifi 1'IANS SHALT lir IJJUrt i(I LUNrO tA5 lAc sISITWs. WITI"1�'t'ITIir/•.lil L- GOOF r(FULItr,ELU ITT P .R 1" Ir LDr 5 t CIF 711E rI.CT( 0 1i rx+ )roll I(7 Ejt�F(I i.jr'�.I - LIJ'1 �I+rbb DMR ltk\'IkVI I § HFICHT Z' - I(pOOC-nN l roSTMsmSw) l � ®L O^' 4�. STEEL -ILtR wROw+ IS NLAHEu�NETRACK-CKI: .00' ffn 2-1/2'.12 G PSTCLOC. aWL -O0 _ K8B RACNCI. BRACts PER SIO TWO POIc., Lom. AS N+ OPnwI p1E,�E GG •� REPORT#9606C (11v /e' slEn uETAL salEWs--� /"•"}L 0 OIC ]' iAl , ZP GA u 0 - U -BAR (IMI. YIELD: SO KSI) PC0. DOOR SECTION. E%CEPT HO1T011 SCCTICW+ RANCH ,... REWIRES Two U-14NT5. / �-1/4"c3/f- SRF IAPPMG SCREWS. Jf➢LLR """rUM lo" BRACKET 4 C fM1 HY+GI, WIrBLE NMIZ(wnAl NFx_L 1RA.CK yETL-n' LOCA -11 Or I �' A OPIgIUI WTSK)E KETCo I- Pa -T OPTIONAL VvFS DSC TRA K MAX. DOOR WIOM- Ifi-O- _ naM4/ OPIi(Itl STOP uOAPRIC B+' DDDR R6N IEER (t0 SUIT) ry01F I: cM CI CYAnOHS 20 G 4P+. GL\'. ST£CL CND SIRE ROOKS VP TO T -0' HIGH CONSIST OC (+) SCCTI0113 ((SIIOYM). 2.6 YELLOW PINE JNtP DOORS OVCI, ) -0 HIGH CONSIST OC (5 SECTIONS (Ibi SHOx+'1). 12 ,2, TIL SCIICTVS dl 2]-1 2 FlIII [R5. 1 O.D, j SCREWS MAY DE COIaRERSNIK 20 OA GLV. SrF(l RDEa. StIIE' 75 G WIN. STEEL SKIN COATLO 1vI1H C-40 M1. GNVNRZwG. ONtCO-p+ PRIMER, A7+LT A BNtEO-w+ POlKSiER TOP [OAT APPLIED TO BOIII soa a STEEL 5Ku1. SMTP LAP JOIN 4111. wASNCP p[pV+IKO. LAC Y --Y FROM FTYUIEOW UN. (BN ROT RIMMIC0) TO PR0.40E A RUSH YOu1+w10 CIaAnNO tw+ UTYOE S n -E SURFACE. HORZlRO JAUBS W TIOi IRAHS1Efl LOW. 12 G fiLV. STEEL TRACK ORACKCTS rASiFHCO TO WOOD JANE / 2- M1GK - _ YAM DHE 5/16 -KI -5/e' LAO S(:REt PER TRACK BRICKFT. Ip G CAL\'. 51 EEL GLIDER HMGC ,anON' 10= VLIII�T,/Ifi I.O. R(MtD PVS4NUi fASRT/EO TO Rr1ER. $RLE$ x /) _ 5S8 I E ss OR W1HOOri L f S p a4 SLC£VE NKIIMS w/ 21 LEVIERS MORI FASIEHER (wK PER ROLLER) fllaS/0 SNCET YCVL SCRAMS. 1/0 ACRYlic" LIFE cFCTNN+ D -A C-90 BLOCK wi 2000 PSI WI. CONCPCTE) M 11 W GLY. SILE). nOLILP. 11�IGE5 40LOED W$Ilx " 1/4-,1' 7APCw1 sfREWS w1 21' CErIRRs (I.000 1' GAL V. STEEL TW.CN FASTEIRH TO FASiD+CO TO ETIO SIRES EKH w/(+) UTE RCI.w+CR !py/4• PAN NFID TCPEw PL Yp+. C'fMCRETC�: 1ASIKfl6 WCLIUEO RTOI 12 G CILV STEEL TRACK BPACXCtS. 11.5/n 5114EI YfTl $CREWS A++O (10 $CAE`MS PEP UTE) SIEE`2 NIOIMS, O.D. MKT. w/S+En nCW1R(O TRACK ARACNED TO EKN Br+KKR t4) 1/1".J/+ Stlr TAPFYIK SCREWS PER CTR1 Irv+I:E. 11 G GLV STEEL tM tllnl TAPCCI6. ANCIg0.5 WT DE COUNTC ISL` YAM ONE 1/I-.5/0 BOI Y TKR ROLLER BRACKET. EACH (BUT NOT uEMPED) TO PRDADE A FLUSH M TWO 1/4- O4. PR'ETS. 7 BRACKET ATTACJIEO W/(4) ///'''SNAP LATC11 ul-ACES YOUIIRIG SIInfACE. HwnZOOAL JAYDS M NOT 2• Dye THow STEM. 10 BALI STEEL RDILCN.Iai /11.5/0' SHEET METAL / ONID VERTIVL 1MCIC TIVlISFEA LOAD. II�/ ON, SWn carol ON •c•I.I'.' SCREWS. ati^ l C IlC11 SIDE a coon. r2!'' , MTCA. STILE .. c(CTIIXI G -C PA PNL+tIwLOL' nc BY OTNr115_ C�"l- I4 !exv. STEEL CHO E.+O C [AG 1 OUTSIOE KEYED Si1LL JiDIL2; nlf DESIGN OF THC SVPPMTRIC $TRIKM+A1 ElD4ElITT // I )1 / �rASTtiNEn TO ENO IW10.0 [nD OITCR. SHN.L B( IIIE nE5POt6+BItziY M n+E PROFESSI 1 4. A CO STILES/If,S/o- STEE $TAE rtcconn FM TIIC BwLDY+G M S1RUC1lME AND CI IECOI+OAICC .. ✓ =. I` SHEET MCEIIK SCREWS wlrll NRRENT OUFOW- GOOCS rM THE LOW5 USTEO M may: �i' / r (4) 1/4'.3/4' SELF Y LOON BALI 11115 IMAwMG. =P 'T� tAPP1NO SCREWS II+SLDE ILW(KE ENGAGES NI %• .� �: l Wlsro[� EEA,W TRACK DESIGN LOADS: +20.0 PSF &-2I.b•,PSF� 3' rAu . Io u E.4Lv, a,r rru oev orna+ Iw+otE or DOOR. LIaa4L nR.ws Arc xxo " e"'F TEST LOADS: +30.0 PSF & -32.0 .PSE PART •NQ;:\, STEEL V_OAn. w+C U-OAn w1 w.c / PR n1 A vIRD arAL 10•'Prufy /Y{/^,� EVERY 5E"ON. EXCEPT BOTTOM IK11KC: Unle., S1PI.0 OIN.r.6. IDEAL 3t2 K�'III $L $Mil! 202 .. :. SECTION WHICN INS Two V_ WS w1.m..u« CincinnRli 'OR 45202" •. `• : a v • ,_�-.• - CACH ll -DAR AFTACHEo W1nl END SlloC U(RI Kf -YfD IaLI( [Me.nY.l „21-1,5013 . 1/4-.3/4- SELF TAPPuw SCREWS STILE LOCK ENGAGES 1Dnac oAt ll2rumG .+ uor.T wPw:c PKmICTs^co. TOLERANCE$ o F fe. 1 it51�_ 6 . PCR STILE LOGIKW X110 KnTICK i .". w .' s - f ,03 TRACK. IF xa 4.M•.e, wN, MrPfM.D+.1 .0 LocK Dn m.+• «ww.. ' .DD - t.015 DESCRIPTION: MODEL 6RST W3 IE-0'%'B=T): +20/-21 DESIGN LOM DCII 510E .Ivy -e N• w-. <.e H.1. F.?+•re. 1e S DWG; or Dona LwTK wEsrERnEw, eE. .v.-.. w. »IK�,...r ,..�+ 4 .000 - i.oD_ D�AIN BMM DATE:/tD/00 SCALE: 5 `13 G CALV. STEEL BOnOM BRACKET. (IwDOA P.C. 110495 wMNIC 1w m«.P + .0000 - 3.001 SIZE IJ AnA 1(0 .1.1 (7) 114.5/6' SHEET METAL SCREWS. � K,F Dwt °i..... '"•"'°'"'" grecs /2' CY: MWW' DATE: (/18/00 SHEET y)c nr _ rlonm CMOlR1A P.C. I736R De - f 1 �ALLR+INUU EKIRUSTOli )D('K OPROH Thlyd Mglc 4 __ KEY. N 77-1 a NMl wLA1 HER51 RIP. (PEO)ccliOn Unl+cs S1Rled OINcrPritc olurnslol+s ANE w uNa+ES. Dt 02 t J t 1 4 0 HT1 Job Truss - Truss Type Qty Ply GARAGE BILL HDR - ROOF TRUSS 2 2 - Job Reference (optional) Stock Building Supply Sanford, Sanford, FL 32771, Bill Cleveland 6.400 s Sep 7 2006 MITek Industries, Inc. Mon Jan 0811:57:09 2007 Page 1 4-0-0 4-0-0 S.W. =1:e.4 e1 2 3 4 1 4-0-0 4-0-0 LOADING(psf) SPACING 2-M090Increase 0.90 C51 DEFL in (lUdefl' PLATES GRIP TCLL . 20.0 10.0 Pit Metal Increase 0.90 TC 0.00 BC 0.18 1-2 Vert(LL) -0,01 1-2 >999 36060 Vert(TL) -0.01 1-2 >999 240 TTCDL CLL 0.0 Lumber Increase 0.90 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a Weight 19 lb BCL L 10.0 Code FBC20041TPI2002 (Matrix) LUMBER" BOT CHORD 2 X 6 SYP No.2 BRACING BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. " REACTIONS (Ib/size) 2 = 113/Mechanical 1 = 107/Mechanical Max Grav 2 = 226(load case 2) 1 = 214(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension BOT CHORD 2-3 = 0/0 3-4 = 0/0 1-0 = 0/0 NOTES (7) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. q Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LAN 4) Refer to girder(s) for truss to truss connections. 5) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 304 Ib down at 2-0-0 on FAVYW bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 7) Header may be cut down to fit LOAD CASE(S) Standard 1) Regular. Lumber Increase=0.90, Plate Increase=0.90 PIL metal=0.90 Uniform Loads (plf) Vert. 2-4=20 Concentrated Loads (Ib)(F)\ ''YI Vert:3=152 u ' ES.G, INC.. 2221 LEE ROAD SUITE 2 WINTER PARK, FL 3278 JANURARY 9, 2007 CA # 8886 J. LEE SMITH, PE # 36177 91 Job Truss Truss Type Qry Ply GARAGE BILL T01 ROOF TRUSS 1 1 Vert(LL) -0.1020-21 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 Job Reference (optional) Stock Buildina SuoDlvSanford. Sanford. FL 32771. Bill Cleveland - BC LL 0,0 5.400 s Seo 7 2006 MITek Industries- Inc- Mon Jan OB 1157,10 2007 Pace 1 1-0-8 9-11-8 4.7 = W3 9-11-8 5x5 = Us = US = 19-11.0 19-11-0 sola. LOADING(psf) SPACING 2-M CSI DEFL in (loo)I/deo Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.1020-21 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.18 20-21 >999 240 BC LL 0,0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.02 16 n/a n/a BC 10.0 CbdeFBC2004/TP12002 (Matrix) Wind(LL) 0.0820-21 >999 240 Weight: 176 lb LUMBER 2) Wind: ASCE 7-02;120mph (3 -second gust); h=30ft; TOP CHORD 2 X 6 SYP No.2 TCDL=6.Opsf; BCDL=B.Opsf; Category II; Exp B; enclosed; BOT CHORD 2 X 6 SYP No.2 MWFRS gable end zone and C -C Comer(3) -1-1-9 to 1-114, WEBS 2 X 4 SYP No.3 Extedor(2) IA 1-4 to 6-11-8; Comer(3) 6-11-8 to 9-11-8, OTHERS 2 X 4 SYP No.3 Exterior(2) 12-11-810 21-0-9 zone; and vertical left and right BRACING exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss Is TOP CHORD designed for C -C for members and forces, and for MWFRS for Structural wood sheathing directly applied or 6-0-0 oc purlins, reactions specified. except end ver9cals. 3) Truss designed for wind loads In the plane of the truss only. BOT CHORD For studs exposed to wind (normal to the face), see MiTek Rigid ceiling directly applied or 10-0-0 oc bracing. "Stannard Gable End Detail` 4) All plates are 2x4 MT20 unless otherwise indicated. REACTIONS (Iblsize) 5) Truss to be fully sheathed from one face or securely braced 25 = 1689/1-11-8 against lateral movement (i.e. diagonal web). 16 = 166811-11-6 6) Gable studs spaced at 2-04) oc. 24 = -663/1-11-8 7) This truss has been designed for a 10.0 psf bottom chard live 17 = -64311-11-8 load nonconcurentwith any other live loads; Max Horz 8) Provide mechanical connection (by others) of truss to bearing 25 _ 120(load case 5) plate capable of withstanding 1511b uplift atjolnt 25,143 Ib uplift lb 24 734 lb Max Uplift atjoint16,752 up11ft atjcint and uplift atjoint17. 25 =-151(load case 4) 16 =-143(load case 5) 9) Load case(s)1, 10,11 hasthave been modified. Building designer must review loads to verify that they are care t f the 24 _-752(load case 11) intended use of this truss. 17 = 734(load case 10) 10) Warning: Additional permanent and stability breci� system (not part of this component design) is always qui �a FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). Alp% ff URI _ 2-25 = -10911724 1-2 = 0129 12) Segni113071, Date:1/5/2007 2-3 = -9821428. 3-4 = -1126/529 av 4-5 =-1096/571 5-26 = -1073/615 LOAD CASE(S) 6-26 = -1036/618 6-7 = -930/624 Standard 7-8 = -184/146 8-9 = -183/145 1) Regular. Lumber Increase=1.26, Plate Increase=1.25 9-10 = . -928/624 10-27 = -10361620 Uniform Loads (plo 11-27 _ -10731616 11-12 = -10931571 Vert: 1-2=-60.2-8=-60,8-14=-60,14-15=60, 24-28=20, 12-13 = -1128/531 13-14 = -9841441 28-29=-60(B=40), 17-29=20 14-15 = 0/29 14-16 = -18631722 10)1st unbalanced Regular. Lumber Increase=1.25, Plate BOT CHORD Increase=1.25 24-25 =,-75/107 23-24 = -185/956 Uniform Loads(plf) 23.28 = -186/957 22-28 = -186/957 Vert 1-2=60, 2-8=-60, B-14=20, 14-15=20, 24-28=20, . 21-22 = -1861957 20-21 = -166/957 28-29=-60(8=40),17-29=20 19-20 = -186/957 19-29 = -186/957 1 t) 2nd unbalanced Regular. Lumber Increase=1.25, Plate 18.29 = -186/957 17-18 = -186/957 Increase=125 16-17 = -29179 Uniform Loads (plf) WEBS - -Vert 1-2=20, 2-8=20,-8-14=60, 14-15=-60, 24-28=20, 6-21 = 0/273 5-22 = -72198 28-29=60(B=40),17.29=20 4-23 = 46185 3-24 = -470/242 10-20 = -3/278 11-19 = -78/101 12-18 = -37/81 13-17 = 472/213 . - > 'F JG 3 "-INC. 7-9 = -7811524 2-24 = 445/1809 14-17 = -501/1783 2221 LEE ROAD SUITE 2, W I NTE, "PARK, F L 32785 1) Unbalanced roof live loads have been considered for this design. JANURARY 9, 2007 CA # 8886 J. LEE SMITH, PE # 361T Jab Truss Truss Type Qty Ply GARAGE BILL T01A ROOF TRUSS 1 1 4-11-8 Plate Offsets MY): 9:D-3-8,Ed e Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS Job Reference (optional) ow— ounuu,y oupp,yven,u,u, oan,u, u, — ou ,. ,, ou, x,,.v.,.nu o.wI ao.p ,—.", u,uusm ,u. nwu—, u.,,—.,u—, ray.,I ,-1-0-8, 9-11-8 ( 19-11-0 1-0-8 9-11-8 9-11-8 1-0-8 07 c Scale = 2.8 II ae II 4-11-8 14-11-8 BOT CHORD 2 X 6 SYP No'2 _, 19-11-0 4-11-8 10-M 2-0-0 oc pudlns (6-0.0 max.), except end verticals. 4-11-8 Plate Offsets MY): 9:D-3-8,Ed e Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 2, 9,16 LOADING(psf) SPACING 3-0-0 CSI DEFL in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.00 17 n/r 90 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.0016-17 n1r 90 183/19-10-8 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.00 18 n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) -204(load case 5) 25 _ -63(load case 6) 27 = Weight: 180 Ib LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 6 SYP No'2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD 2-0-0 oc pudlns (6-0.0 max.), except end verticals. (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 2, 9,16 REACTIONS (Ib/size) 29 = 247/19-10.8 18 = 312/19-10-8 24 _ 726/19-10-8 25 = 224/19-10-8 27 = 164/19-10-8 28 = 207/19-10-8 23 = 725/19-10-8 22 - 230/19-10.8 20 = 307/19.10-8 19 = 410/19.10-8 26 = 183/19-10-8 21 = 195/19-10-8 Max Harz 29 = 181 (load case 5) Max Uplift 29 = -232(load case 4) 18 = -204(load case 5) 25 _ -63(load case 6) 27 = -71(load case 4) 28 = -210(load case 6) 22 = -63(load case 7) 20 = -21(load case 5) 19 = -140(load case 7) 26 = -60(load case 6) 21 = -57(load rase 7) Max Gmv 29 = 247(toad case 10) 18 = 312(load case 11) 24 = 726(load case 1) 25 = 224(loadcase 1) 27 = 165(load case 10) 28 = 207(loadcase 1) 23 = 725(loadcase 1) 22 = 230(load case 1) 20 = 309(load case 11) 19 = 410(load case 1) 26 = 183(load case 1) 21 = 195(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-29 = -224/445 1-2 = 0/44 2-3 = -43/258 TOP CHORD 3-4 = -36/337 4.5 = -17/389 5.6 = -20/432 6-30 = -28/505 7-30 = 0/511 7-8 = -70/580 8.9 = -208/220 9-10 = -2101221 10-11 = -701580 11-31 = 0/513 12-31 = -29/507 12-13 = -21/433 13-14 = -16/389, 14-15 = -361336 15-16 = -43/294 16 17 = 0/44 16-18 = -2251419 BOT CHORD 28-29 = -74/120 27-28 - = -74/120 26-27 = -74/120 25-26 = -74/120 24-25 = -74/120. 23-24 = -74/120 22-23 = -74/120 21-22 = -74/120 20-21 = -74/120 19-20 = -74/120 18-19 = -74/120 WEBS 7-24 = -299/158 6-25 = -1231172 4-27 = -128/120 3-28 = -1441170 11-23 = -298/153 12-22 = -126/175 14.20 = -126/124 15-19 = -147/150 8-10 = 0/397 5-26 = -89190 13.21 = -89/92 NOTES (14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3 -second gust): h=30ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed: MWFRS gable and zone and C -C Comer(3) -1-1-9 to 1-11-4, Extedor(2)1-11-4 to 6-11.8, Comer(3) 6.11-8 to 9-11-8, Extedor(2)12-11-8 to 21-0-9 zone; end vertical leftand right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see M!Tek "Standard Gable End Detail" 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 29, 204 Ib uplift atjoint 18, 63 Ib uplift atjoint 25, 71 Ib uplift atjoint 27, 210 Ib uplift atjoint 28, 63 Ib uplift atjoint 22, 21Ib uplift atjoint 20, 140 Ib uplift at joint 19, 60 lb uplift atjoint 26 and 571b uplift at joint 21. 9) Non Standard bearing condition. Review required. 10) Load case(s) 1,2,3,4,5,6,7,8,9,10,11 hasthave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Design assumes 02 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-1Od nails. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. 13) In the LOAD CASE(S) section, loads applied to the face of , the truss are noted as front (F) or back (B). 14) Segn:113072, Date:115/2007 LOAD CASE(S) Standard Except 1) Regular Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=90, 2-9=90, 9-16=90,16-17=90, 26-29=-30, 21-26=120(F=-30, B=-60); 18-21=120(F=90) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=30, 2-9=30,9-16=30,16-17=30,26-29=-60, 18.26=90(F=30) 3) C -C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert 1-2=147,2-3=126,330=73,9-3D=126,9-31=126, 16-31=73.16-17=127,26-29=18, 18-26=-48(F=30) Harz 2-29=78.1-2=165,2-3=144,3-30=91,9-30=144, 9-31=144,16-31=91,16-17=145,16-18=78 4) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=74, 2-9=41, 9-16=37, 16-17=25, 26-29=1 6, 18-26=-48(F=-30) Harz: 2-29=34. 1-2=92, 2-9=59, 9-16=55,16-17=43, 16-18=43 5) MWFRS Wind Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert 1-2=25, 2-9=37, 9-16=11, 16-17=74, 26-29=1 B. 18-26=48(1`=30) Harz: 2-29=-43,1-2=-43,2-9=56.9-16=59,16-17=92, 16-18=34 6) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1:33 Uniform Loads (pif) Vert 1-2=97,2.6=64,6-9=39,9-16=39,16-17=27,26-29=18 18-26=48(1`=30) Harz: 2-29=-41, 1-2=115, 2-6=-82, 6-9=57, 9-16=57, 16-17=45,16-18=41 7) MWFRS 2nd Wind Parallel: Lumber Increase --'1.33, Plate Increase=1.33 Uniform Loads (pg) Vert 1-2=27,2-9=39,9=12=39;'12-16=64,16-17=97, 26-29=-18,18-26=48(1`z%40) Harz: 2-29=-41,1-2=-45,2-9=-5719-12=57,12-16=62, 16.17=115,16-18=4 ESGs,IN j(i(i(ij,�,� C. 8) MWFRS 3rd �rJi,grl�c�e�e�yi�ap�iaSe Vert: 1-2=62,1-Br29; 640% W--'IBW91 W-7,7:0&, 2 Harz: 2-29=41, 1-��0'28�Y 89�-96'Bs1 �s 16 18=41CA .'1 A88q 9) MWFRS 4th Wind car .;el Lumber increase 3, Increase=1.3J; LE i^vSMIT PE # Uniform Loads (plf) a Job Truss - - - - Truss Type Qty Ply GARAGE BILL T01A ROOF TRUSS 1 1 Job Reference (optional) Stock Building Supply -Sanford, Sanford, FL 32771, Bill Cleveland 6.400 a Sep 7 2005 MITsk Industries, Inc. Mon Jan 0811:57:10.2007 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert 1-2=6,2-9=18,9.12=18,12-16=29,16-17=62,26-29=18, 18-26=-48(F=30) Horz: 2-29=41,1-2=24, 2-9=36,9-12=36.12-16=47,16-17=80 ,16-18=41 10)1st unbalanced Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=90, 2-9=90, 9-16=-30, 16-17=-30, 26-29=30, 21-26=100(F=30, 13=40),18.21=120(F=-90) 11) 2nd unbalanced Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=30, 2-9=30, 9-16=90,16-17=s0, 26-29=30, 21-26=100(1`=30, 13=-40),118-21=1120(F=90) i. JANb REVIEWED F e it 'E$G, INC. 2221 LEE'ROAD SUITE 2 WINTER'PARK, FL 3278 JANURARY'9, 1007 CA # 8886 J. LEE SMITH, PE # 3617 Job Truss Truss Type Qty Ply GARAGE - - BILL T02 ROOF TRUSS 6 1 Job Reference (optional) a„edl,... Q. ­k, k, c�„r,,.d Qe� ,A el 19771 all/ P1 mlmnrl 6.400 s SeD 7 2006 MITek Industries. Inc. Man Jan 08 11:57:52 2007 Page 1. ,-1-0-B, 4-11-8 , 9-11-8 14-11-8 19-11-0 X011 -I} 1-0-B 4-11-8 5-0-0 5-0-0 4-11-8 1-0-8 4x7 = 2xe - ' 1d4 2xe = 2.4 II 65 = 6%6 = .2x4 11 4-11 8 14-11-8 19-11-0 4-11-8 10-M 4-11-8 LOADING(psf) SPACING 2-" TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20041TP12002 LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 LBR SCAB 11-14 2 X 6 SYP No.2 ane side BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 15 = 1452/0-3-8 10 = 1452/0-3.8 Max Horz 15 = 120(load case 5) Max Uplift 15 --178(load case 6) 10 _-178(load case 7) FORCES (ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2 =- 0/29 2-1e = -13601155 - 3-18 = -1263/174 3-19 = -12091251 19-20 = -1177/263 4-20 = -1109/274 4-5 = 01921 5.6 = 0/921 6-21 = -11091274 21-22 = -11771264 7-22 = -1209/252 7-8 = -1360/175 6-9 = 0129 2-15 = -1538/253 8-10 = -1536/237 BOT CHORD 14-15 = .86/101 14-16 = -86/101 13-16 = -861101 12-13 = 011160 12-17 = -37/69 11-17 = -37169 10-11 = -37/69 WEBS 2-13 = 011328 8-12 = 0/1328 4-6 = .2120/168 3.13 = 0/269 7-12 = 0/268 NOTES (9) 1) Attached 14-0-0 scab 11 to 14, back face(s) 2 X 6 SYP No.2 with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 0-0-0 from end atjoint 14, nail 2 row(s) at 7 o.c. for 2-10-8; starting at 11-2-0 from end atjoint 14, nail 2 row(s) at 7 o.c. for 2-10-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7.02; 120mph (3 -second gust); h=30ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C -C Extedor(2) -1-1-9 to 1-10-7, Interior(1)1-10-7 to 6-11-8, Exterior(2) 6-11-8 to 9-17-8, Interior(1) 12-11-8 to 21-0-9 zone; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and fomes, and for MWFRS for reactions specified. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Ceiling dead load (5.0 psf) on member(s). 3-4.6-7.4-6; Wall dead load (2.5psp on member(s).3-13, 7-12 CSI DEFL in (loc) Well Ud TC 0.81 Vert(LL) -0.2412-13 >995 360 BC 0.57 Vert(TL) -0.4212-13 >560 240 WB 0.43 Horz(TL) - 0.01 10 n/a n1a (Mabix) Wind(LL) 0.05 12-13 >999 240 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psi) applied only to room. 12-13 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 178 Ib upliftatjoint 15 and 178 lb upliftatjolnt 10. 8) Warning: Additional pemranentand stability bracing for truss system (not part of this component design) is always required. 9) Segn:113073, Date:1/5/2007 LOAD CASE(S) Standard PLATES GRIP MT2D 244/190 Weight: 174 Ib ESG, INC. 2221 LEE ROAD SUITE 2 WINTER PARK, FL 3278' JANURARY 9, 2007 CA # 8886 J. LEE SMITH, PE # 3617 Job BILL Truss T03 Truss Type ROOF TRUSS Qty 2 Ply 2 7JobReference(optional) Stock Building SUDDIV-Sanford. Sanford. FL 32771. Bill Cleveland 4-11-8 Max Uplift 6.400 s Seo 7 2006 MITek Industries. Inc. Mon Jan 0811:57:53 2007 Paae 1 ,-1-0� 4_11-8 9-11-8 14-11-8 , 19-11-0 20-11-q 1-" 4-11-8 5-" 5-0-0 4-11.8 1-0-8 2x8 11 5x5 = US= U. If LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 LBR SCAB 11-14 2 X 6 SYP No.2 one side BRACING TOP CHORD 2-0-0 cc pudins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-M). BOTCHORD Rigid ceiling directly applied or 10-0-0 ac bracing. JOINTS 1 Brace at Jt(s): 5, 2, 8 REACTIONS (Ib/size) 4-11-8 2-3 14-11 8 3-18 Max Horz _ _18-11-0 . 15 = 181(load case 4) 4-11-8 Max Uplift 10-0-0 15 =-139(load case 5) 5-6 4-11-8 Plate Offsets MY): : 2:0-2-0 0-1-12 5:0.3-8Ed al, [8:0-2-0.0-1-121,112:0-2-8,0-2-121, Max Grav [13:0-2-8 0-2-12 15 = 3201(load case 1) 7-8 10 = 2686(load case 11) LOADING(pspSPACING 3-M 2-15 CSI 8-10 DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 + Plates increase 1.25 = -76/200 TC 0.91 = -761200 Vert(LL) -0.22 12-13 >999 360 MT20 244/190 TCDL 10.0 + Lumber Increase 1.25 = -100/112 SC 0.66 = -100/112 Vert(TL) .0.40,12-13 >586 240 BCLL 0.0 Rep Stress Incr NO = -114/2236 WB 0.39 = -612417 Horz(TL) 0.01 10 n/a We 7-12 BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Wind(LL) 0.0912-13 >999 240 Weight: 349 lb LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 LBR SCAB 11-14 2 X 6 SYP No.2 one side BRACING TOP CHORD 2-0-0 cc pudins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-M). BOTCHORD Rigid ceiling directly applied or 10-0-0 ac bracing. JOINTS 1 Brace at Jt(s): 5, 2, 8 REACTIONS (Ib/size) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2 15 = 3201/0.3-8 2-3 10 = 239510.3-8 3-18 Max Horz 18-19 15 = 181(load case 4) 4-19 Max Uplift 4-5 15 =-139(load case 5) 5-6 10 _-462(load case 6) 6-20 Max Grav 7-20 15 = 3201(load case 1) 7-8 10 = 2686(load case 11) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/44 2-3 = -2532/218 3-18 = -2147/323 18-19 = -2077/330 4-19 = -1959/357 4-5 = -7912015 5-6 = -11211990 6-20 = -1996/325 7-20 = -2147/288 7-8 = -2374/254 8-9 = 0/49 2-15 = -28961246 8-10 = -27061337 BOTCHORD 14-15 = -76/200 14-16 = -761200 13-16 = -761200 12-13 = -7612080 12-17 = -100/112 11-17 = -100/112 10-11 = -100/112 WEBS 2-13 = -114/2236 8-12 = -612417 4S = 4080/464 3-13 = 0/528 7-12 = -56/442 NOTES (15) 1) 2 -ply truss to be connected logetherwith 10d (0.131"x3') nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc, 2 X 4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Attached 14-0-0 scab 11 to 14, back face(s) 2 X 6 SYP No.2 with 2 row(s) of 16d (0.162"x 3.5") nails spaced 9" o.c.except : starting at O -D -O from end at joint 14, nail 2 row(s) at 7'o.c. for 2-10-8; starting at 11-2-0 from end at joint 14, nail 3 row(s) at 7 o.c. for 2-10-0. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-02; 120mph (3 -second gust); h=30ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 6) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads. 7) Ceiling dead load (5.0 psi) on member(s). 3-4,6-7,4-6; Wall dead load (2.5psf) an member(s).3.13, 7-12 8) Bottom chord live load (40.0 psp and additional bottom chord dead load (10.0 psf) applied only to room. 12-13 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 Ib uplift atjoint 15 and 462 Ib uplift atjoint 10. 10) A +following a basic load indicates that the load has been modified in one or more load cases. 11) Load case(s) 1, 2, 3, 4, 6, 6, 7, B. 9,10,11 hasthave been modified. Building designer must review loads to verify that they are cored for the Intended use of this truss. 12) Design assumes 4x2 (Flat orientation) purlins at cc spacing Indicated, fastened to buss TC wl2-10d nails. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 Ib down an 5 up at 15-1-0 on bottom chord. The designlselecti c connection devlce(s) is the responsibility 14) Warning: Additional pe nen b8'c �o system (not part of ant n sal qufred. 15) Segm1130 D 1 Standard Vert: 1-2=74,4-19=32,4-5=41,5-6--37,6-7=28,7-8=27, 8-9=15,13-16=48(F=-30), 12-13=36,10-12=18, 4-6=9 Horz: 1.2=92,2-5=59,5-8=55,8-9=43,2-15=34,8-10=43 Drag: 3-13=8, 7-12=8 Concentrated Loads (lb) Ver12=356(F) Trapezoidal Loads (plp Vert 2940-3=31, 3=22 -to -19=39 4) MWFRS Wind Right Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 11-2=25,4-19=28,4-5=37,5-6=41,6-7=32,7-8=31, 8-9=64,13-15=-48(F=30).12-13=36,10-12=1 8, 4-6=-9 Horz: 1-2--43, 2.5=55, 5-B=59, 8-9=92, 2-15=43, 8-10=34 Drag: 3-13=-B, 7-12=8 Concentrated Loads (lb) Vert: 12=356(F) Trapezoidal Loads (plp Vert 2= -10 -to -3=26, 3=17 -to -19=35 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) -Vert:1-2=97,4-19=30,4-5=39,5.6=39,6-7=30,7-8=29, 8-9=17,13-15=-48(1`=30),12-13=36, 10-12=-18, 4-6=9 �.FsliY=115, 2-18=,B2.5-18=57,5-8=57,8-9=45,2-15= ,07a • 3 =8, 7-12=8 C[yrI ted Loads (lb) 38 Vert 12= ) ra I L ds (plp o- 61,3=52 -to -16=61,18=36 -to -19=44 6) M and Para;lel: Lumber increase=1.33, Plate LO E( a e=1.33 St., and pt Vert 11- Loads (pip 1) Re lar. umber I ea to Incre =1. Vert 1-2=27, 4-1s=30, 4-5=39.5-6=39,13-20=30,7-20=55, Uniform I 7-6=54, 8-9=87.13-15=-40(F 90),12-13-56,10-12=18, V a 4- 10 5.6=90, 6.7=105, 7.8=5D 4-6=-9 50, 3 5- 0(F= 12-13=180,10-12=70, Horz: 1-2=-4512-5=67.-S-20-.-57.6-20=82,8-9=115, 2-'i5= 4 8-10=41 - 1 — Drag: -13=8, 7-12=8 Concentrated Loads (lb) Vert: 12=159(F) Trapezoidal Loads (pip Vert: 2=180 -to -3=-143, 3=1584o-19=141 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pip Vert 1-2-30,4-19=-45,4-5=30, 5-6=30, 6-7=45,741=40, 8-9=-40,13-15=90(F=.30),10-13=-60. 4-6=15 Drag: 3-13=8, 7-12=8 Concentrated Loads (lb) Vert: 12=102(1`) Trapezoidal Loads (pit) Vert: 2=102 -to -3=65, 3=80 -to -19=63 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pip Drag: 3-13=8.7-4 2-C Concentrated Loads (1li) Vert 12=356(F) Trapezoidal Luado-(p.p - J Vert 2=1-to3=36, 3=27-10-19=44 7) MWFRS 3rd WInJ Parangi: 1 3, Plate Increase=1.33 C ((ja, 1I1I,VVlI+• Uniform Load YYom�+C''1TC Vert:1-2=62, �4 .14=le �ib}6 9�16!tST�9; F�9�9Qe-9' Horz 26=60,Y#_A-1E13 4', A4,`24- 6-10=41 Jl�4NURARY 9, 2007 Drag: 3-13=-8, 7-12= Concentrated Loads (lb) CA # 8886 Vert 12=3ss(F� TrapezJAE SMITH, PE # 361 oidal Lo6d Vert: 2=22 -to -3=15,3=6 -to -18=15, 118=15 -to -19=112 ROOF TRUSS LOAD CASE(S) Standard 8) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert i-2=6, 4-19=9, 4-5=18, 5.6=18, 6-20=9, 7-20=20, 7-8=19, 8-9=52, 13-15=48(F=30),12-13=36, 10-12=18, 4.5=-9 Horz: 1-2=24, 2-5=36, 5-20=36, 8-20=47, 8-9=80,2-15=411, B-10=41 Drag: 3-13=-B, 7-12=-8 Concentrated Loads (lb) Vert 12=356(F) Trapezoidal Loads (plf) Vert 2=32 -to -3=4, 3=5 -to -19=12 9) Attic Floor. Lumber increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert 1-2=30,4-119=45.4-5=-30, "=30,6-7=45,7-8=40, 8-9=-40,13-15=180(F=150).12-13=180, 110-112=30,4-6=15 Drag: 3-13=8, 7-12=B Concentrated Loads (lb) Vert: 12=-56(F) Trapezoidal Loads (plf) Vert 2= -102 -to -3=-65, 3= -80 -to -19=-63 10)1st unbalanced Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-2-90,4-i9=105.4-5=90, 5-6=30.6-7=-45, 7-8=-80, 8-9=-40,13-15=180(F=150).12-13--180,10-12=70,4-6=15 Drag: 3-13=8, 7-12=8 Concentrated Loads (lb) Vert: 12=1159(9 Trapezoidal Loads (plf) Vert: 2=180-to3=143, 3=-158-10-19=141 11) 2nd unbalanced Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=30, 4-19=-45,4-5=30, 5.6=90,6-7=105,7-8=140, 8-9=100, 13.15=180(F=150),12-13=180, 10-12=70, 4-6=15 Drag: 3-13=8, 7-12=8 Concentrated Loads Ob) Vert 12=159(F) Trapezoidal Loads (plf) Vert 2 -120 -to -3=83, 3=98 -to -19=81 - 2 Job 6.400s ESC; INC. . 2221 LEE ROAD SUITE 2� WINTER PARK, FL 3278E JANURARY 9, 2007 CA # 8886 J. LEE SMITH, PE # 3617 Job BILL Truss T03A Truss Type ROOF TRUSS City 2 Ply 2 GARAGE Job Reference (optional) Rin& Rulldinn Runniu Canfnrri Ranfnrd FI 87771 Rill Clawaland = -2038/232 LOAD CASE(S) 6.400 s Seo _ 7 2006-MITek Industries. Inc. Mon Jan 0811:57:53 2007 Pepe 1 1-0-8 4-11-8 9-11-8 14-11-8 19-11-0 i 2 011-$. - i 1-0-8 4-11-8 5-M 5-0-0 4-11-8 1.0 8 4x7 = - Scele 2x5 II 5X5 = 5X5 = 2xe It 4-11-8 14-11-8 19-11-0 4-11-8 10-0-0 4-11-8 LOADING(psf) SPACING 3-0-0 CSI DEFL in (loc) I/def i/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.21 12-13 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0,3812-13 >619 240 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.01 10 n1a n/a BCDL 10.0 Code FBC2004/rP12002 (Matrix) Wlnd(LL) 0.0612-13 >999 240 Weight: 349 lb LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYPNo.3 LBR SCAB 11-14 2 X 6 SYP No.2 one side BRACING TOP CHORD 2-0-0 oc pudins (6-M max.), except and verticals (Switched from sheeted: Spacing > 2-0.0). BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 5, 2,8 REACTIONS (Ib/size) 15 = 10 = Max Harz 15 = Max Uplift 15 = 10 = 2928/0.3.8 3039/0-3-8 181(load casa 4) -146(load case 5) -189(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 5) Wind: ASCE 7-02; 120mph (3 -second gust): h=30ft; TCDL=6.Opst BCDL=6.0psf•, Category II; Exp B; enclosed; MWFRS gable and zone; and vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 6) This buss has been designed for 10.0 psf bottom chant live load nonconcurrent with any other live loads. 7) Ceiling dead load (5.0 psf) on member(s). 3-4.6-7,476: Wall dead load (2.5psf) on member(s).3-13, 7-12 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 pal) applied only to room. 12-13 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 Ib uplift at joint 15 and 189 Ib uplift atjoint 10. 10) Load case(s)1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Design assumes 4x2 (fat orientation) purlins at oc spacing indicated, fastened to truss TC wl 2-1Od nails. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 211 Ib down and 81 to up at 15-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) Segn:113075, Date:1/5/2007 Standard Vert: 1-2=25,2-3=37, 3-4=28, 4-5=37, 5-6=41, 6-7=32,7-8=4 8.9=74,13-15=48(F=-30),12-13=36,10-12= 48(F=30), 4-6=-9 Harz: 1-2=-43, 2-5=55, 5-8=59, 8-9=92, 2-15=-43, 8-10=-34 Drag: 3-13=8, 7-12=8 Concentrated Loads (Ib) Vert: 12=41(F) 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform toads (pit) Vert 1-2=97,2-3=64,3-18=55,4-18=30,4.5=39,5-6=39, 6-7=30, 7-B=39, 8-9=27, 13-15=-48(1`=30), 12-13=36, 10-12=48(F-30),4-6=9 Harz: 1-2=115, 2-18=-82, 5-18=57, 5-8=57, 8-9=45, 2-15- 8-10=41 Drag: = 3-138, 7-1 8 2= Concentrated Loads (lb) Vert: 12=B1(F) 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 - Uniform Loads (plf) Vert 1-2=27,2.3=39,3-4=30,4-5=39,5-6=39,6-19=30, 7-19=55,7-8=64,8.9=97;13-15=-48(i),12.13=36, 1-2 = 95 8 = 0/44 2-3 = -2497/83 3-18 = -2189/193 4-18 = -2038/232 LOAD CASE(S) 4-5 = 0/1929 5-6 = 0/1945 Standard 6-19 = -2022/226 7-19 = -21731187 1) Regular. Lumber lncrease=1.25,Plate lncrease=1.25 7-8 - = -2518/92 8-9 = 0/44 Uniform Loads (plo 2-15 = -27521191 8-10 = -27851204 Vert 1-2-90, 2-3-90, 3-4-105, 4-5=90, 5.6- 90-7 BOT CHORD Vert 12=41(F) at 0-0-0 from and atjoint 14, nail 2 row(s) at 7 o.c. for 2-10-12; 7-8=90, 8-9=90.13-15=-180(1`=I&,,13 0 14-15 = -1131171 14-16 = -113/171 10-12=180(1`-1150),4-6=1 5 U 11 7) 13-16 = -113/171 12-13 = 0/2137 Drag: 3-13=-8,7-12=8 12-17 = 161169 11-17 = -46/169 Concentrated Loads (lb) 10-11 WEBS = -46/169 - = 0/2353 Vert: 12-211(F) 2) UBC: Lumber Increase=1.25, Plate Uniform Loads (pill 01 2-13 0123- 4-6 = 11B1/181 3-13 = 0/611 Vert: 1-2=30,2-3-30,3-4=-45;•4- 30 -0, 7=-45, =6 7-12 = 0/66B 7-8=30, 8-9=30,13-15=90(F=30 , , 10-12=90(F=30),4-6=115 NOTES (14) Drag: 3-13=8, 7-12=B 1) 2 -ply truss.to be connected together with 10d (0.131'x3") nails as Concentrated Loads (lb) follows: Vert 12=106(F) Top chords connected as follows: 2 X 6 -2 rows at 0-9-0 oc, 2 X 4 - 3) MWFRS Wind Left Lumber Increase=1.33, Plate 1 row at 0-9.0 oc. Increase=1.33 Bottom chords connected as follows: 2 X 6 -2 rows at 0-9-0 oc. Uniform Loads'(pi) Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. Vert 1-2=74, 2-3=41, 3-4=32, 4-5=41, 5.6=37, 6-7=28, 7-8=37 2) All loads are considered equally applied to all plies, except if 8 -9=26,13 -15= -46(F=30),12 -13-36,10-12=-48(F=30), noted as front (F) or back (B) face in the LOAD CASE(S) section. 4-6=9 Ply to ply connections have been provided to distribute only loads Harz: 1-2=92, 2-5=59, 5-8=55, B-9=43, 2-15=34, B-10=43 noted as (F) or (B), unless otherwise indicated. Drag: 3-13=8, 7-12=8 3) Attached 14-0-0 scab 11 to 14, back face(s) 2 X 6 SYP No.2 with Concentrated Loads (Ib) 2 row(s) of 16d (0.162x 3.5") nails spaced 9" o.c.except: starting Vert 12=41(F) at 0-0-0 from and atjoint 14, nail 2 row(s) at 7 o.c. for 2-10-12; .4) MWFRS Wind Right: Lumber Increase=1.33, Plate starting at 11-21 from end atjoint 14, nail 2 row(s) at 7 o.c. for Increase=1.33 2-9-12. Uniform Loads (plo 4) Unbalanced roof live loads have been considered for this design. 2 Harz: 5, Plate 4-18=9, 4-5=1B, 5-6=11B, 30), 12-13=36, Harz: 11-2=80,2-11 8=47, 5-16=36, 5-8=36, 8-9=24, 2-15= 8-10=41 Drag: 3-13=8, 7-12=-8 Concentrated Loads (lb) Vert 12=19(F) 8) MWFRS 4th Wind Parallel: Lumber Incre2se=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: 1-2=6, 2-3=18,404=9, 4.5=1 B, 56=10, 6-19=9, 7-19: 7.8=29,8.9=62,13-1 , 5 48(F=30), 12-13=-36, 10-121=48(17-30)14-6 9 Harz: 1 8- AESG,,ING".'. 2 24 2--5,- 6l 10LE Ob Drag: 3-13=-%j Concentrated C9R PMRKr, FL n327 9) Attic Floor. Luri+7er�Er h'M- 9MYn9ma?-%- 7 Uniform Loads (pif)- J..',EE SMITH, PE # 361 T03A II ROOF TRUSS I2 I 2 IJob Sanford. FL 39771. 8111 Cleveland 6.400s LOAD CASE(S) Standard Uniform Loads (pin Vert 1-2=30,2-3=,30,3-4=-45,4-5-30,6-6=30,6-7=-45, 7-8=30, 8-9=30,113-15=180(F=150), 12-13r-180, 10-12=180(F=150), 4-6=15 Drag: 3-13=8, 7-12=8 Concentrated Loads (lb) Vert 12=106(F) 10)1st unbalanced Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin Vert 1-2=90, 2-3=90, 3-4=105, 4-5=90, 5-6=30, 6-7=45, 7-8=30, 8-9=-30,13-15=180(F=150),12-13=180, 110-112=180(F=150),4-6=15 Drag: 3-13=-8,7-12=-B Concentrated Loads (lb) Vert: 12=-211(F) 11) 2nd unbalanced Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin Vert 1-2=30, 2-3=30,3-4=45,4-5=-30, 5-6=90, 6-7=105, 7-8=90, 8-9=90,13-15=180(F=150),12-13=-180, 10-12=180(F=150), 4-6=15 Drag: 3-13=8, 7-12=-8 Concentrated Loads (lb) Vert 12=2'11(F) - 1 ESG, INC. 2221 LEE ROAD SUITE WINTER PARK, FL 327 JAN URARY 9, 2007 CA # 8886 J. LEE SMITH,.PE # 361 Job Truss Truss Type Qty Ply TOP CHORD 2 X 4 SYP No.2 BILL T04 ROOF TRUSS 2 1 [ARAGE TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc pudIns, b Reference (Optional Rfnc4 Mdldlnn R� H, c—fnd R—fnd Pl 'A9771 Rill r•.ia 1-01 Rigid ceiling directly applied or 10-M oc bracing. 6.400 s Sen 7 2006 Mrr k Industries. Inc. Mon Jan 0811:57:54 2007 Pane 1 1 -1-0-8 r 4-8-8 b¢1, 9-11-8 1-0-8 4-8-8 4 5.3-0 wale LOADING(psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2004/TPI2002 CSI TC 0.27 BC 0.17 WB 0.11 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc pudIns, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS.(lb/size) 7 = 25710-3-8 6 = 172/Mechanical Max Horz 7 = 229(load case 6) Max Uplift 7 =-38(load case 4) 6 =-216(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7 = -214/63 1-2 = 0129 2-3 = .83136 - 3-4 = -2/0 BOT CHORD 6-7 = -29510 5-6 = 0/0 WEBS 3-6 = -124/161 2.6 = -0/352 NOTES (6) 1) Wind: ASCE 7-02; 120mph (3 -second gust); h=30ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS automatic zone and C -C Exterlor(2) zone; end vertical left exposed; Lumber DOL=1.33 plate grip DOL=1.33. This truss is designed for C -C for members and forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 Ib uplift at joint 7 and 216 Ib uplift at joint 6. 5) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 6) Segn:113076, Date: 1/512007 LOAD CASE(S) Standard 4-8-8 DEFL in (loc) Vdefl Ud Vert(LL) -0.02 6-7 >999 360 Vert(TL) -0.04 6-7 >999 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.00 7 — 240 PLATES GRIP MT20 2441190 Weight: 35 lb ESG,rNC. 2221 LEE ROAD SUITE 2 WINTER PARK, FL 3278 JANURA.RY 4, 2007 CA # 8886 J. LEE SMITH, PE # 3617 I Job Truss Truss Type Oly Ply GARAGE BILL T05 ROOF TRUSS 5 1 Job Reference (optional). Stock Building Supply -Sanford, Sanford, FL 32771, Bill Cleveland 6.400 s Sep 7 2006 MiTek Industries, Inc. Mon Jan 0811:57:54 2007 Page 1 r -1-0-0 2-0-0 4x6 = 4-0-0 5-0-0 1-D-0 2-M 2-0-0 1-0-0 3 S.W. = 1:10.1 6.00 ff2 4 2 Ti T1 e1 S X 2x411 X X e X 2x4 = 2A = 2-M 4-0-0 2-0-0 2-0-0 LOADING(psf) SPACING 2-0.0 CSI DEFL in (loc) I/deo L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.00 2 >999 350 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Harz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC20041TPI2002 (Matrix) Wind(LL) 0.00 2 >999 240 Weight 17 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2 = 220/0-3-8 4 = 22010-3-8 Max Horz 2 = 16(load case 4) Max Uplift 2 =-142(load case 6) 4 =-142(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/23 2-3 = -155/04 3-4 = A55184 4-5 = 0123 BOT CHORD 2-6 = 0/114 4-6 = 0/114 WEBS 3-6 = 0185 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. - - 2) Wind; ASCE 7-02; 120mph (3 -second gust); h=30ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS automatic zone and 4C Comer(3)zone; Lumber DOL=1.33 plate grip DOL=1.33. This truss Is designed for C -C for members and forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift st joint 2 and 142 lb uplift at]olnt4. 5) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 6) Segn:113077, Date:1/512007 t ~� LOAD CASE(S) Standard - U E, INC. 2?2-1 LEE ROAD SUITE 2 WINTER PARK, FL 3278 JANURARY 9, 2007 CA # 8886 J. LEE SMITH, PE # 36171 City of Sanford Owner/ Builder Affidavit Construction Contracting State law requires construction to be done by licensed contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own contractor with certain restrictions even though you do not have a license. You must provide direct, onsite supervision of the construction yourself. You may build or improve a one -family or two-family residence or a farm outbuilding. You may also build or improve a commercial building, provided your costs do not exceed $75,000. The building or residence must be for your own use or occupancy. It may not be built or substantially improved for sale or lease. If you sell or lease a building you have built or substantially improved yourself within 1 year after the construction is complete, the law will presume that you built or substantially improved it for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person to act as your contractor or to supervise people working on your building. It is your - responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. You may not delegate the responsibility for supervising work to a licensed contractor who is not licensed to perform the work being done. Any person working on your building who is not licensed must work under your direct supervision and must be employed by you, + which means that you must deduct F.I.C.A. and withholding tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. I, tuiL�-I F}rh L'Ld%L A"X-) , do hereby state that I am qualified and capable of performing the requested construction involved with the permit application filed. I will assume full responsibility as an Owner/Builder Contractor, and will personally supervise all work allowed by law on the ermitted structure. AZ 0�7 Owner/Builder Signature Date Owner is Personally Known to Me or has Produced ID Signature of Notary -State of Florida My Commission Expires: MY COMMISSION # DD629096 EXPIRES: February 25, 2011 V A. Notary Disoowt Assoc. Co. CITY OF SANFORD BUILDING DIVISION OWNER/BUILDER AFFIDAVIT ELECTRICAL & FIRE ALARM SYSTEMS An owner of property making application for permit, supervising, and doing the work in connection with the construction, maintenance, repair, and alteration of and addition to a single-family or duplex residence for his or her own use and occupancy and not intended for sale or an owner of property when acting as his or her own electrical contractor and providing all material supervision himself or herself, when building or improving a farm outbuilding or a single-family or duplex residence on such property for the occupancy or use of such owner and not offered for sale or lease, or building or improving a commercial building with aggregate construction costs of under $75,000 on such property for the occupancy or use of such owner and not offered for sale or lease. In an action brought under this subsection, proof of the sale or lease, or offering for sale or lease, of more than one such structure by the owner -builder within 1 year after completion of same is prima facie evidence that the construction was undertaken for purposes of sale or lease. This subsection does not exempt any person who is employed by such owner and who acts in the capacity of a contractor. For the purpose of this subsection, the term "owner of property" includes the owner of a mobile home situated on a leased lot. To qualify for exemption under this subsection, an owner shall personally appear and sign the building permit application. State law requires electrical contracting to be done by licensed electrical contractors. You have applied for a permit under an exemption to that law. The exemption allows you, as the owner of your property, to act as your own electrical contractor even though you do not have a license. You may install electrical wiring for a farm outbuilding or a single-family or duplex residence. You may install electrical wiring in a commercial building the aggregate construction costs of which are under $75,000. The home or building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease more than one building you have wired yourself within 1 year after the construction is complete, the law will presume that you built it for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as your electrical contractor. Your construction shall be done according to building codes and zoning regulations. It is your responsibility to make sure that people employed by you have licenses required by state law and by county or municipal licensing ordinances. I, 1.x.7 l &(,1tq n'1 C`G6l/-A N►,1 , do hereby state that I am qualified and capable of performing the requested construction involved with the permit application filed. I will assume full responsibility as an Owner/Builder Contractor, and will personally supervise all work allowed by law on the permitted structure. -4 /o -7 Owner/Builder Signature Date (,v1GLi/�rri G�I.4_5vt&A"7 Print O% erBuilder Name Signat6re of Notary—State of Floridi' Date Owner is Personally Known to Me or has Produced ID MY COMMISSION # DD629096 as �IRFS: February 25, 2011 1-R00.3.NOTARY Fl. Notary auamt Assoc. Co.