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1807 Holly Ave (3)
Permit N :_ ( I lob Address: Description of Work: Ifistoric District: _ I r CITY OF SANFORD PERMIT APPLICATION Date: b b RECEIVED ll NOV 2 8 2006 Total Square Footage Zoning: Value of Work; $ A Permit Type. Building / Electrical Mechanical Plumbing _— Fire Sprinkler/Alarm Pool Electrical: New Service - N of AMPS Addition/Alteration Change of Service "femporary I'olc Mechanical: Residential Non -Residential Replacement New (Duct layout & Energy Calc. Required) Plumbing/ New Commercial: N of Fixtures N of Water & Sewer Lines N of Gas Lines Plumbing/New Residential: N of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential Commercial Industrial Construction Type: N of Stories: N of Dwelling Units: Flood Zone: (FEMA form required owners Name & Address: V V a ct a• ( l)oe H e r n an d e Z , contractor Name & hone & Fax: 3onding Company: ddress: 4ortgage Lender: ddress: rchitect/Engineer: ddress: 1119l!lllkld-A01G[010-2 i sftt<mT/dGi1 Y Contact Person: Phone: Phonc. Fax: kpplication 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 ssuance 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 ocrmit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and UR CONDITIONERS, etc. WNER'S AFFIDAVIT' 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating onstruction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING WICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN 0TORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT., IOTICE: 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 his county, and there may be additional permiti required from other governmental entities such as water management districts, state agencies, or federal agencies. acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of Owncr/Agent Date Signature of Contractor/Agent Date Priam/Agent's Nam Print Contractor/Agent's Name h' Signature of Notary -State of 1 1{ jr" Date Signature of Notary -State of Florida DateON Owner/Agent I i adwn tome Contractor/Agent is _ Personally Known to Me or Produced (p'S B(t i_ d Produced ID cr APPROVALS: ZO I ' C}9j':O FD: ENG: BLDG: ern. ilrarliN F 4 4 'Z` pecial Conditions: /'99y .'. 'r ; • N O\\ cv 03rM6 Seminole County Property Appraiser Get Irrformation•by Parcel Number Page 1 of 1 D"in JOHN60N. CFA. ASA PROPERTY h r APPRAISER SEMINOLE COUNTY FL RL! r 1101 E. FIRsTsT r.ANFCRO. FL 32771-146B t 407-665-7508 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 36-19-30-521-0000-0160 Number of Buildings: 1 Owner: HERNANDEZ GUADALUPE & Depreciated Bldg Value: $68,096 Own/ Addy: VERONICA Depreciated EXFT Value: $0 Mailing Address: 1807 S HOLLY AVE Land Value (Market): $21,389 City, State,ZipCode: SANFORD FL 32771 Land Value Ag: $0 Property Address: 1807 HOLLY AVE SANFORD 32771 Just/Market Value: $89,485 Subdivision Name: PINEHURST 1 ST ADD Assessed Value (SOH): $45,411 Tax District: S1-SANFORD Exempt Value: $25,000 Exemptions: 00-HOMESTEAD Taxable Value: $20,411 Dor: 01-SINGLE FAMILY Tax Estimator 2006 Notice of Proposed Property Tax 2005 VALUE SUMMARY SALES Tax Value(without SOH): $797 Deed Date Book Page Amount Vac/Imp Qualified 2005 Tax Bill Amount: $381 WARRANTY DEED 04/1998 03408 0048 $43,900 Improved Yes Save Our Homes (SOH) Savings: $416 2005 Taxable Value: $19,088 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value LEG S 12 FT OF LOT 16 + ALL LOT 17 1ST FRONT FOOT & 63 134 .000 350.00 $21,389 ADD TO PINEHURST DEPTH PB 5 PG 79 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost New 1 SINGLE 1954 3 864 1,503 1,196 SIDING AVG $68,096 $100,883 FAMILY Appendage / Sgft UTILITY UNFINISHED / 56 Appendage / Sgft CARPORT UNFINISHED / 209 Appendage / Sgft OPEN PORCH UNFINISHED / 42 Appendage / Sgft BASE SEMI FINISHED / 332 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished,Base Semi Finshed Permits NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. if you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http:// www.scpafl.org/web/re_web.seminole_county_title?parcel=36193052100000160&c... 9/18/2006 r 30.00'(R&M) x oi- I 2 REMAINDER OF LOT 16 0 0o 0 of I 135.50'(R&M) I I I40 FRB 5/8" ° NEIGH WOOD 6' I L _ I 25:00' — — -- — — — — 0 o WO D I 301Cl 90'O'0" co ai POL 33.28' LOT 16 90r0'D" w --- -- OWR OT 17—— — — -- f iuj in o O ERN I C AIR COND PORCH ' } ' ® ON CONC I 46 46 o I Ly 00 N 14.00' b I In 0 i. O O 15.60' 14.00' 1.0.00, :4I25' r COO C• p o o METAL I I ( OUR FIDRrVE.; Ga 16.70' 10.00' SHED (4x14 I I FENCE o rn V•ywpr 25.00 ^ _juiyo Y Y Y Y Y- FRB 5/8" I NEIGH 4' I WIRE ° FLOOD It i135.50'(R&M) 1 NEIGH 6'I MAP Nur WOOD FLOOD Z COMMUNif1 I PANEL N SUFFIX DATE OF DATE OF SURVEY CM CHORD PRM Pvuvc i "HENCE Lg1AA1(rn CY CONCR[T[ MONLAACNr TA ANCEMIDELTA POD Q 'pf KP T.0 CM ram ROT VAUD UNUSS SOWOR[ a [Upo=p MEN M i) OVNUSW NOT DMRMINED UNLCSS L ARC LEMCTN POc POINT 'Or cpo4NCCNCrn R/w mcon -wAr 3) LCGY O[ KC=SCRiP1 i0rS RW D[D 'R'uRnfm O1KRiORBOrr1cPLRECORDpool ) p) NIASti[LrDrrS 10 wM[ INCES ARE TO C(f jogw RADIUS POcv POMP ON ORN[ rr rwSNED r OOR 3 "KRT" SHOWN mmom Went NOT &Mpk% TID root p) NEASMMENTS 10 •DOD r[NC[S AK '0 OL w/D FWl AND DISC PC POINT p OYMATUR[ a eLIVA7i0N tASCNCNTS OR OTM(R RECORDED [1KUypyyKa MOI 10) R'AU mEARWmtw'S AM 10/rRom rA:[S cCLCLEARRPOMrOronvachONN13NOT10SCALCSMDwNONIPROPCRr1PWOrR[cm. 11 DRAWC DISTANCE KNEEN wm.LS AND10RJiD [NCR [NCROACNu[M P1 POW OF.TAMCCFRY w/ WON 4) KAANCS )MOIL SNOww ARE PER PLAT LRRLSS PROPERTY LPKS MAY K [%AGCEMTED ORNmvcPOSTripFOUNDWONPIPEPRCPONrOrRCKRSCCURKnNORTHOTHERWISENOTED. w r1ow:zoK NroRmA1WN wAS D[RN[D rRD PMMRREywmer0UN0R[p.w PCC POINT W COMPOUND S SDUL CUMS) WDEAP*vwO UILM. rOUN0ATINL OR O O ENERCEKv MANACIMEw AGENCY rtOOD PrS KirkMC*400 we PROPUM D.U.9. DRAPpGE t UIRJrr Mum . I [AS1 "'PRWOCNr,. I ANT, WERE NOT LOCATM NAPS. SSOURSUpxciPowwrrUs-Uflt/lY [ASpLEM w )EST 6) [l[11UgNS. 137gRw AM PUD ON NAl w[ CIODRR KRTL{ µpATLRI.1pQp. 1 30.00'(R&M) N I REMAINDER OF LOT ,16 po I o o I 1135.50'(R&M) I i Y I FRB 5/8" ° NEIGH 5' L — WOOD c o WO •D 99010" Do go POL 33.28' LOT 16 90'0'D" z p s N I I S W AIR COND I PORCH M > ®ON CONE Er O I L4ON14.00' i Ul o I N to O 15.60' . 25' 14.00' 1.0:00' CdN.C• b o o METAL „ DRIVE : . Ga 10.00' SHED aI-.(O I t 6.70' o Ivi 31.00' 25. I 0' FRB 5/8" I NEIGH 4' j WIRE 30'Cl OUR F( FENCE a 135.50'(R&M) FLOOD II MAP NutNEIGH6' WOOD FLOOD Z COMMUN i PANEL N SUFFIX DATE OF DATE OF SURVEY CH 0 CHORDIANUNI PRYPCP PErT11 K"I REFERENCE LrpNWprlPUWANENtMOMPDINI CmID COIN7RT[ NDNWCM roUND 1) NOT V41D UNLESS S1 wun IS [L eow 1RIN M T) OD CVmVt5-m NOT DETERMINED UNLESS p DCCIA ARC LENGTH PoB ROC Pow or OCCOGUNmmwuGPOltrfaCpLrLTCNCENCM R/w ORB Wow -a -war O rom RECORD BOOR RCCMIR[D LAM-SRrvEvm;SEAL J)) LLGk DISCRLPIION ROAKO BV OYN[RL WWi[1IDrtS 10 w14 FEIN:CS ARE 10 CU RADIUS POCV PDIIR ON WK f rRKN[D r100R 3) PROKWO SHOWN NC4ON WE4 NOT ABSTw rn roR P) wEAmolu Nrs to WOOD FENCES ARE :o OL CL NAN AND D4C CLEARPOWr PE: PORrI a CTRVAIUR[ a C1ETM1gN EA301I1nS OR OINDI RECWDCD C1RalLrBRAIIC[3 No'I wACE I jUltmEN1S ARE 1o/rROm TA; ES C JRD wCSt EI IOA(YTNDA n a MRII6ECINN trlS NOT To SCALE SNO N ON lK PROPERTY PLAT a RECORD. IiDIItl DRAW DSIANCE KT*UN wALLi AND/op NCRCT[ POST ro rOVND Vtou PI C PRC POR4 or IANUNCYPowaRMRSEcum w/ N wRNNORIN A) BWONGS R1p1E SNOwN AR[ PER Ul IRRf4 OTTE"m NOTED, PROKM UNCS KAY B[ EXAGGERATED roR 12) FLOW ZONE INFORMATION wA5 DCRNW FRO ommot REBUT rRBNCNrN FOUND RC1ANNIICNBORNIG PRDPOrrY FCC Poles a mmpwND CURVE 5) UNDERGROUND VILMU. rOLNDATV 6, on ORQ NCRGEtt;1' twTACCNCrrI AGENCY ROOD tN5 SS OUR SUBJECT Pw rwR D.UI. Di• DWVNAGI t VI NY EASENCNI Vr411T LASEYCM ASI PRO"O'CMS. P ANY. wERE NOT IOCATM S) EUriKwRTNNTS, I SNDRN ARE CTOOCIK LLA S. w wE51 BASED ON N410K rx O iW .•fH CITY OF SANFORD BUILDING DIVISION OWNER/BUILDER-AI'FIPAV IT CONSTRUCTION CONTRACTING Owners of property when acting as their own contractor anli providing direct, onsite supervision themselves of all work not performed by licensed contractors, when building or improving farm outbuildings or one -family or two-family residences on such property for the occupancy or use of such owners and not offered for sale or lease, or building or improving commercial buildings, at a cost not to exceed $25,000, on such property for the occupancy or use of such owners and not offered for sale or lease. In an action brought under this part, proof of sale or lease, or offering for sale or lease, of any such structure by the owner -builder within l year after completion of same creates a presumption that the construction was undertaken for purposes of sale or lease. This subsection does not exempt any person who is employed by or has a contract with such owner and who acts in the capacity of a contractor. The owner may not delegate the owner's responsibility to directly supervise all work to any other person unless that person is registered or certified under this part and the work being performed is within the scope of that person's license. For the purposes of this subsection, the term "owners of property" includes the owner of a mobile home situated on a leased lot. To qualify for exemption under this subsection, an owner must personally appear and sign the building permit application. 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 $25,000. 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 hue 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, (9Wdtj0, / jAPC grz y,aAJZZdo 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. 6e_CJCD J (l & /ff im ZL gll8 G Owner/Builder Signature Date avoj a 1 C2 & l/e ; eZ Print Owner/Builder e SIIC/ 4T Gi% 55 0 Eka R Cad- I `1 b j s •• ' Signature of Notary -State of Flo Q; PaRe a s Zgti ` Owner isPersonallyPersonallyKnown foi'ha,Mfvd'•O\ Produced 1DN ( - IT ©' 20776 Job No: 317228 Building Bid No: M11452 supply ENGINEERING COVER SHEET ewcompany Project: Mr. and Mrs. Hernandez Residence Model detached shed Sold To: Arctech Ship To: LOt/8/ock(Sub: , , City/County.' Sanford, Seminole Co Design Code, Design Software Wind Speed FBC2004ITP12002 IMitek 20/20 6.300 1120 mph Design Method: Roof Load Floor Load MWFRS/C-C Hybrid Wind ASCE 7-02 50 psf Engineer or Professional of Record: —THERE IS NO STRUCTURAL ENGINEER AT THE TIME THESE DRAWINGS WERE SEALED. This oackaae includes 6 individual, dated Truss Design Drawin2(s). Parse 1 of 1. 1D Seq No Date ID Seq No Date ID Seq No Date a1 62698 10/26/2006 cjl 62700 10/26/2006 e'5 62702 10/26/2006 a2 62699 10/26/2006 c'3 62701 10/26/2006 k'5 62703 10/26/2006 Steven P. Lieberman, P.E. (Truss Design Engineer; FL PE License * 58912); Stock Building Supply.; 220 W. Brandon Blvd.; Suite #204, Brandon, FL 33511 (813) 571-0870 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters provided by Stock Building Supply. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. UNLESS NOTED ABOVE, THEREIS NO STRUCTURAL ENGINEER OF RECORD AT THE TIME THESE DRAWINGS WERE SEALED NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of the component for any particular building is the responsibility of the building designer, per ANSIITPI-2002 Sec.2. 10/26/2006 Job Truss Truss Type r Q(Y Ply 0 0 1 1 327228 Al ROOF TRUSS 2 1 lob Reference I Stock Building Supply, Sanford, FL 32772 0.31X15 JUr ll lUUb MIRK ln0U5Vre5, 1M TnU UCt Lb Wl5:li luUb Pagel 5- D-0 9-D-O _ 14-D-0 , 16-0-0 2- D-0 5-D-O 4-0-0 5-D-0 240 suY. l:u.i 4 = Nd = 5- 0-0 i 9-0-0 1 14-0-0 5- 0-0 4-0-0 5-0-0 Plate offsets MY): [2:0-0-13 0-0-21,[3:0-5.4 0.2-01. [4:0-2-8,0-2-41, 5:0-0-13,0-0-2) LOADINQpsf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.04 7-8 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.41 Vert(n) -0.15 7-8 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC2004/TP12002 Matrix) Wind(LL) 0.05 7-6 >999 240 Weight: 60lb LUMBER TOP CHORD 2 X 4 SYP No.2 BUT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 1 - Ply BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS( lb/slze)12=1148/0-3-8, 5=1148/0-3-8 May. Horz 2=65(load case 5) Max Uplift2=-322(bad case 5), 5=-312(kxid case 6) FORCES ( lb) - Maximum Compression/Maximum Tension TOP CHORD 1.2=0/55, 2-3-:-2047(390,3.9=-1851/387,9.10=-1851/387,1D-11--1851/387,4-11=-1851/387, 4.5=-2048/402, 5.6=0/55 DOT CHORD2.8--294/1837, 8- 1.2-289/1850,7.12=-289/1850, 5-7--297/1838 WEBS 3.8=6/364, 3-7=-56/88, 47=0/364 t w NOT( 8) r ' 1' ES~ 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-02;.I20mph (3-seoond gust);,h=30ft; TCDL=12.Opsf; BCDL=6.Opsf, Category II; Exp 8; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL-1.33. 3) Pr(lvlde adequate drainage to Prevent water pondirlg. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 5) Provide m-chanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at )oint 2 and 312 Illuplift at joint S. 6) Hanger(s) or other connection device(s) shall be provided sufflilent to support concentrated load(s) 161 lb down and 125 lb up at 5-0-0, and 73 lb down and 65 lb up at 7-0-0, and 201 lb down and 125 lb up at 9.0.0 on top chard, and 160 lb down at 5-", and 56 lb down at 7-0-0, and 160 lb down at B-21-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). 8) Segn: 62698, Date:10/26/2DO6 LOAD CASE( S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads ( plf) Vert: 1- 3=-80, 3-4— 80, 4-6=-80, 2-5=-20 Concentrated Loads ( lb) Vert: 3-- 161(F) 4=-161(F) 8=-80(F) 7=-80(F) 10--73(F) 12=-28(F) 10/26/ 2006 Trues Deign Engir w .. Stmen Uiobemren, P.E. (FL Lkense 8 5891 Sink Building Supply 220 W. Brendon Blvd.: Suite 204, Bmrdon. FL 33511 Job Truss Truss Type I Q1Y Ply 0 0 317228 A2 ROOF TRUSS ' 2 I. lob Reference(optional) VXK VU110n19 WWry, Wmr , rL )L//r 2-0-0 7-D-0 14-D-0 16-0-0 2-0-0 7-D-0 7-0-0 2-0-0 hr = 11 7-0-0 14-0-0 7-0-0 7-0-0 LOADIN"f) SPACING 2-0-0 CSl DEFL In (tic) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.04 2-6 >999 360 MT20 244/19D TCDL 20.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.15 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 Matrix) Wind(LL) 0.03 4-6 >999 240 Weight: 53 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied Or 5-7-6 oc purlins. BOT CHORD 2 X 4 SYP No.2 DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 I - Ply REACIIONS(lb/size) 2=857/0-3-8, 4=857/0-3-8 Max Horz 2=71(load Lase 6) Max Uplift2=-211(bad case 6), 4=-211(load case 7) FORCES (lb) - Maximum Compressbn/Maximum Tension TOP CHORD 1-2=0/55, 2-7=-1153/136, 7-8--1061/138, 8-9--1041/166, 3-9--974/190, 3-10=-974/190, 10.11=-1041/166, 11-12--1D61/136, 4-12--1153/136, 4-5-0/55 BOT CHORD 2.6=-7/989, 4-6--7/989 WEBS 3-6=0/319 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-02; 120mph (3-second gust); h-30R; TCDL=12.Opsf, BCDL-6.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Exterior(2) 2-0-0 to 1-", Interbr(1) 1-0-0 to 4-0-0, Exterior(2) 4-0-0 to 7-0-0, I nterlor(1) ID-D-0 to 13-" zone; cantilever left and right exposed ; 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 forces, and for MWFRS for reactions specified. 3) This truss has been designed for a 10.0 psf bottom chord live load wiconcurrent with any other live bads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint 2 and 211 lb uplift at pint 4. 5) Segn:62699, Date:10/26/2006 LOAD CASE(S) Standard 10/26/2006 True Dwipn Ergirwr. Slavan Lieberman. P.E. (FL Uk a 58812) Sods BuNd ft Supply 220 W. Brandon SNd.: Sufis 20e, Brandon, FL 33511 Truss Truss Type r r My 0 0Job 317228 01 ROOF TRUSS a8 1 lob Reference I iU= oulluing >lrpply, yrlroro, M iL/rl fJ V.iW > JYI 31 L WO I'n lq r,NY%IR7r /114 I N Kt LO Y>.li. L/ LWO rOyC l d a11-0 0-A -1 7 Su4. 1:f.f LOADINQpsQ SPACING 2.0.0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TOLL 200 Plates Increase 1.25 TC 0.31 Vert(LL) -0.DO 2 >999 360 MT20 244/190 TCDL RD Lumber Increase 1.25 BC 0.01 Vert(TL) -0.D0 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.D0 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20D4/TP120D2 Mahlx) Wind(LQ 0.00 2 ...* 240 Weight: 6lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc purlins. SOT CHORD 2 X 4 SYP No.2 SOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. 1- Ply REACTIONS(lb/size) 2=396/0-4-0, 4-9/Mechanical, 3=-155/Medwnical Max Horz 2-76(load case 6) Max Uplift2=-260(load case 6), 3=-155(bad case 1) Max Gray 2=396(bad case 1), 4=17(load case 2), 3-130(bad case 6) FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54, 2.3=-86/65 BOT CHORD 2-4-0/0 NOTES (5) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=30ft; TCDL-12.0psf; BCDL=6.Opsf,, Category II; Exp B; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; 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 forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live bads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 2 and 155 lb uplift at joint 3. 5) Sepn:62700, Date:10/26/2006 LOAD CASE(S) Standard 11 I 10/26/2006 Tnne Dwign Ergs a .. Sloven Lieberman. P.E. (FL Licarue 0 5a01.V Stoll Building Supply 220 W. Brandon BM.; Suxe 20e, Bnndm• FL 33511 1 d lob True Truss Type Qty Ply 0 0 317228 03 ROOF TRUSS 8 1 lob Reference I bWcx OUNDIng buppry, xnroro, rr. aZiia D LOADINQPsf) SPACING 2-0-0 CSI DEFL in (loc) ydefl L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.34 Vtxt(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code F8C2004/TP12002 Matrix) Wind(LL) 0.00 2 eeee 240 Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlire. BOT CHORD 2 X 4 SYP No.2 DOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 - Ply i REACTIONS(lb/size) 3=40/Mecharkal, 2-375/0-3-6, 4=27/Mechanical Max Horz 2=116(load case 6) Max Uplift3=-20(load case 7), 2=-179(load case 6) Max Gray 3=40(load case 1), 2=375(load case 1), 4=54(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.2=0/55, 2-3=-66/7 BOT CHORD 2-4=0/0 NOTES (5) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=30ft; TCDL=12.Opsf; BCDL=6.Opsf, Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;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 forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 20.0 psf bottom chord live bad nonooncurrerd with any other Ile 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 20 lb uplift at joint 3 and 279lb uplift at joint 2. 5) Segn:62701, Date:10/26/2OD6 LOAD CASE(S) Standard 10/26/2006 Truss Dmign Engineer. Sleyen Lieberman. P.E. (FL Ucere a 56912) Sack Building Supply 220 W. Brandon BM.; Suite 204, Brandon. FL 33511 lob Truss Truss Type 1 r • Qty Ply 00 317228 E15 ROOF TRUSS 6 r' 1 ob Reference oral CK 8OW% bUPplY, banroro, rL a[iii 1 LOADINQpsf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 DOT CHORD 2 X 4 SYP No.2 1- Ply b.Suu s JUI 11 CWb MI IeK 1n0UsoreS, Inc. Tnu Ucr Lb VY:lY.LU LWb Page 1 I 5-0-0 SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d Plates Increase 1.25 TC 0.34 Vert(LL) -0.03 2-4 >999 360 Lumber Increase 1.25 DC 0.22 Vert(TL) -0.07 2-4 >831 240 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Code FBC2004/TPI2002 (Matrix) Wind(LL) 0.00 2 =a r 240 REACTIONS(lb/size) 3=153/Mechanical, 2=450/0-3-8, 4-48/Mechanical Max Horz 2=159(load case 6) Max Uplift3=-65(bad case 6), 2=-168(bad case 6) Max Grav 3=153(load case 2), 2=450(bad case 2), 4=95(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/55, 2-3=-90/42 SOT CHORD 2-4=0/0 BRACING PLATES GRIP MT20 244/190 Weight: 19 lb TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (5) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=30ft; TCDL=12.Dpsf,, BCDL=6.Dpsf; Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; carvUlmw left and right exposed ;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 forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load noncaxurrent with any other live bads. 3) Refer to girder(s) for truss to truss connections. 4) Proyide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 3 and 168 lb uplift at pint 2. 5) Segn:62702, Date:10/26/2006 LOAD CASE(S) Standard L 10/26/2006 Truss Design Engineer 551ver1 Liebemwn, P.E. (FL Licalsa • 5891# Sbok Building Supply 220 W. Brandon Blvd.: Suite 204. Brandon, FL =11 Job Truss Truss Type RU' Ply 0 0 r 317228 K15 ROOF TRUSS ' s 4 1 Job Reference al Stock Building Supply, Sanford, FL 32771 6.300 s Jul 11 2006 MfTek Industries, Inc. Thu Oct 26 09:15:212006 Page I r'- 2-9-15 3-10-3 7-0-2 2-9-15 3-10-3 3-1-14 so4. 1:15.4 11 3.347 s n z of = e i 9 7 iJ 3-10-3 i 7-0-2 , LOADINQpsO 0SPACING2-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.59 TCDL 20.0 Lumber Increase 1.25 BC 0.38 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP No.1D DOT CHORD 2 X 4 SYP No.ID 1- Ply REACTIONS(lb/size) 3=168/Mechanical, 2=589/0-4-15, 4-72/Mechanical Max Hors 2=158(knad case 3) Max UpIIR3--61(bad case 3), 2=-214(bad case 5) Max Grav 3-168(ioad case 1), 2=589(bed case 1), 4=144(load case 2) FORCES (lb) - Maximum CompresslWMaximum Tension TOP CHORD 1-2=0/56, 2-5--78/0, 5.6--58/0, 6.7=-33/0, 3-7= 22(31 BOT CHORD 2-8-0/0, 8-9=0/0, 4-9-0/0 DEFL in (loc) I/defl L/d Vert(LL) -0.10 2-4 >819 360 Vert(TL) -0.25 24 >328 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.D0 2 .•.. 240 BRACING PLATES GRIP MT20 244/19D Weight: 26 lb TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. DOT CHORD Rigid ceiling directly applied or IG-0-0 oc bracing. NOTES (7) 1) Wind: ASCE 7-02; 120mph (3-second gust); h-301t; TCDL=12.0psf; BCDL=6.Opsf; Category 11; Exp B; endosed; MWFRS gable end zone; cantikwer left and right exposed; end vertical let and right exposed; Lumber DOL=1.33 plate grip DOL-1.33. 2) This truss has been designed for a 10.0 psf bottom chord live bad n onconcurrent with any other live bads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 3 and 214 Ill uplift at joint 2. 5) Hanger(s) or other connection devke(s) shall be provided sufficient to support concentrated load(s) 11 lb down and 40 lb up at 4-2-9, 11 Ito down and 40lb up at 4-2-9, and 15 Ill down and 15 lb up at 14-10, and 15 lb down and 15 Ill up at 14-10 on top chord, and 23 lb up at 1-4-10, 23 lb up at 1-410, and 14 Ib down at 4-2.9, and 14 lb down at 4-2-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). 7) Segn:62703, Date:10/26/2006 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-80, 24=-20 Concentrated Loads (lb) Vert: 6=79(F=40, 5=40) 8=23(F=11, 0=11) 9--14(F=-7, 5=-7) 10/26/2006 True Design Engi ew.. 51~ LNb= n, P.E. (FL Lima f 58a12) Stock Building Supply 220 W. Brandon Blvd.; Sulk 204, Brendorn, FL J2511 0 nsaooa 20776 Job No: 317228 Bid No., M 11452 Building Supply ENG/NEERI NG .COVER SHEET i .w tErcanae v Project: Mr. and Mrs. Hernandez Residence Model detached shed Sold To: Arctech Ship To: Lot/B/ock/Sub: , , City/County: Sanford, Seminole Co Design Code Design Software JWind Speed FBC2004/TP12002 IMitek 20/20 6.300 1120 mph Design Method: lRoof Load Ifloor Load IMWFRS/C-C Hybrid Wind ASCE 7-02 1 50 psf Engineer or Professional of Record: THERE 1S NO STRUCTURAL ENGINEER AT THE TIME THESE DRAWINGS WERE SEALED. r This nacka¢e includes 6 individual. dated Truss Design Drawina(s). Paae 1 of 1. ID Seq No IDate ID Seq No Date ID Seq No Date Al 62698 10/26/2006 1cj1 162700 10/26/2006 ej5 62702 10/26/2006 a2 62699 10/26/2006 Jcj3 162701 10/26/2006 JkJ5 62703 10/26/2006 Ifv r 61, 14y r. Steven P. Lieberman, P.E. (Truss Design Engineer; FL PE License * 58912); Stock Building Supply.; 220 W. Brandon Blvd.; Suite #204; Brandon, Fl. 33511 (813) 571-0870 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters provided by Stock Building Supply. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. UNLESS NOTED ABOVE, THERE IS NO STRUCTURAL ENGINEER OF RECORD AT THE TIME THESE DRAWINGS WERESE4LED NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of the component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Sec.2. 10/26/2006 Truss Tans Type 1 Qty Ply00 r317228 Al ROOF TRUSS 2 1 Job Reference(optional) 5t= aU110ing 5UPPIy, WITOW, FL 3VII 0.5W S JUI 11 ZVJt) MITeK 1r10UStneS, JrK. l nt) M to Vy:15:1M [lab Page ] I 2-a0 5-D-O _ _ 9-D-0 , _ _ 140-0 16-0-0 2-0-0 5-0-0 440 5-D-0 2-0-0 so*. ,:te.s 4 = 44 = I 5-0-0 1 9-0-0 1 14-0-0 1 5-0-0 4-0-0 5-0-0 Plate Offsets (X,Y): 12:0.0-13.0-0-21, r3:0-54,0-2-01, N:0-2-8,D-2-41, tS:D-D-13,0-0-21 LOADINQpsf) SPACING 2-0-0 CSI DEFL In (bc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.04 7-8 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.15 7-8 >999 240 BCLL 0.0 Rep Stress bxr NO WB 0.12 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC20D4/TP12D02 Matrix) Wind(LL) 0.05 7-8 >999 240 Weight: 60lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No'2 WEBS 2 X 4 SYP No.3 1-Ply BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. e\rl REACTIONS(Ib/size) 2-1148/0-3-8, 5=1146/0-3-8 0 May Horz 2-65(load case 5) Max Uplift2=-312(kLad case 5), 5=-312(klad case 6) FORCES(lb) - Maximum Compression/Maximum Tension TOP O-ORD' 1-2-0/55,2-3=-2D47/390,379=-1851/387,9.10=-1851/387,10-11=-1851/387,4-11=-1851/387, 45--2048/402, 5.6=0/55 BOT MIORD 2-8--294/183718-12=-289/1850,7-12=-289/1850, 5-7=-297/1838 WEBS 3-8=0/364, 3.7=-56/88, 4- 7=0J364 NOTES ( 8) 'i . 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-02: 120mph (3-second gust); h-30ft; TCDL=12.OpsF, BCDL=6.0psf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical keft'and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provid: adequate drainage to prevent water ponding. 4) This cuss has. been designed for 8.10.0 psf bottom chord live load nonooncurrent with any other live bads. 5) Provide mechanical connection (by ottirs) of truss to bearing plate capable of withstanding 322 lb uplift at joint 2 and 312 lb uplift at joint 5. 6) Hanger(s) or othr, connection ,device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 125 lb up at 5-0-0, and 73 lb down and 65 lb up at 7.0;0, and 201 lb down and 125 lb up at 9.0-0 on top chord, and 160 lb down at 5-0-0, and 56 lb down at 7-0-0, and 160 lb down at B-124 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, bads applied to the face of the tans are noted as front (F) or back (5). 8) Segn:62698, DaW:10/26/2006 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plat: Increase=1.25 Uniform Loads (plf) Vert: 1-3=-80, 34=-80, 4-6=-80, 2-5=-20 Concentrated Loads (lb) Vert: 3--161(F) 4`-161(F) 8=-80(F) 7=-80(F) 10=-73(F) 12=-28(F) 10/ 26/2006 True Dwign Erpinwr, Steven Lieberman, P.E. (FL Uoa a 511912) Stock Buiiding Supply 220 W. Bandon Blvd.; Suxe 20e, Bandon, FL 33511- - Job Truss Truss Type , Qh Ply 0 0 317228 A2 ROOF TRUSS 2 1 job Rderence I 4 r Stock Building Supply, Sanford, FL 32771 b.jw s jui ii tWe ru i eK inaumits, 1rw- i nu mi zokp "w cwo rays i 2- D-0 7-0-0 14-0-0 16.0.0 2- D-0 7-0.0 7-0-0 2-0.0 sa.. 1:ill.i r _ 11 7- 0-0 14-0-0 7- 0-0 7-0-0 LOADINQpsf) SPACING 2.0.0 CSI DEFL in (oc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.04 2-6 >999 360 MT20 244/190 TCDL 20.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.15 2-6 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.10 Horz(TL) 0.03 4 n/a n/a BCDL 20.0 Code FBC2004frP12002 Matra) Wind(LL) 0.03 +6 >999 240 Weight: 53 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BUT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 1 - Ply REAC7IONS( lb/size) 2-857/0.3.8, 4=857/0-3.8 Max Horz 2=71(bad case 6) Max Uplift2=-211(bad case 6), 4--211(bad case 7) FORCES ( lb) - Maximum Compressbn/Maximum Tension TOP CHORD 1-2.0/55, 2-7--1153/136,7-8=-1061/138, 8-9--1041/166,3-9=-974/190, 3-20=-974/190,10-11--1041/166,I1-12=-1061/138,4.12=-1153/136,4-5=0/55 BOT CHORD 2-6--7/989, 4-6--7/989 WEBS 3-6-0/319 NOTES ( 5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=30ft; TCDL-12.Opsf; BCDL=6.Opsf, Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Exterior(2) 2-" to 1-", interior(1) 1-" to 4-0-0, Exterlor(2) 4-0-0 to 7-0.0, Interbr(1) 1D-0.0 to 13.0-0 zone; cantilever left and right exposed ; end vertical kit and 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical conntat)on (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint 2 and 211 lb uplift at joint 4. 5) Segn:62699, Date:10/26/2006 LOAD CASE(S) Standard 10/ 26/2006 Trur Deso EngWn .. Stevan Lieberman. P.E. (FL Liven» a 58012) Stock B00% Supply 220 W. Brentim BNd.; &Ao 204. Brerdm. FL 33511 Job Truss Truss Type Ply10031722801ROOFTRUSS81JReference I gun.. ouwnry wvrr. aer-vru, . ac„a r 0-I1-0 0-]1-1 sa. - 1:" 1 LOADINGPI) SPACING 2-0-0 CSI DEFL In (Ioc) Udefi t/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.00 2 >999 360 MT20 244/29D TCDL 20.0 Lumber Increase 1.25 BC 0.01 Vert(n) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TP12002 Matrix) Wind(LL) 0.00 2 ee1• 240 Weigh: 6lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 DOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. 1 . Ply REACTIONS(lb/size) 2-396/0-4-0, 4-9/Mechanical, 3--155/Mechancal Max Horz 2-76(load case 6) Max Uplift2=-260(load case 6), 3=-155(load case 1) Max Grav 2=396(load case 1), 4=17(bad case 2), 3-130(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/54, 2-3--88/65 DOT CHORD 2-4-0/0 NOTES (5) 1) Wind: ASCE 7-02; 120mph (3-second gust); h=3011; TCDL-12.Opsf; BCDL-6.Opsf,, Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Exterlor(2) zone; cantilever left and right exposed; 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 faces, and for MWFR5 for reactions specified. 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live bads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 2 and 155 lb uplift at joint 3. 5) Segn:62700, Date:10/26/2006 LOAD CASE(S) Standard 10/26/2006 Trues Design Engines .. Steven Lisbem,en, P.E. (FL Ucems a 5B942) Stock Building Supply 2N W. Brandon Blvd.: Suxe N4, Bandon. FL =11 Job Truss Truss Type , Qty Ply 0 0 317228 C13 ROOF TRUSS B 1 Job Reference I I Stock Building Supply, Sanford, FL 32771 r LOADIN((PSO TOLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 I BOT CHORD 2 X 4 SYP No.2 I -Py r 2-11-0 r SPACING 2-0-0 CSI DEFL In (oc) Vdetl L/d Plates Increase 1.25 TC 0.34 Vert(LL) -0.00 2-4 >999 360 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 240 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Code FBC2004/TP12002 (Matsu) Wind(LL) 0.00 2 ..•• 240 REACTIONS(lb/size) 3=40/Mechankal, 2-375/0-3-8, 4-27/Mechanical Max Horz 2=116(load case 6) Max Uplift3 -20(load case 7), 2=-179(bad case 6) Max Grav 3=40(bad case 1), 2=375(bad case 1), 4-54(load case 2) FORCES(Ib) - Maximum Compression/Maximum Tension TOP CHORD 1.2=0/55, 2-3=-66/7 BOT CHORD 2-4=0/0 BRACING PLATES GRIP MT20 244/190 Weight: 121b TOP CHORD Structural wood sheathing directly applied or 2-11.0 oc purlins. SOT CHORD Rigid celling directly applied or 10-M oc tracing. NOTES (5) 1) Wind: ASCE 7-02; 120mph (3-sewnd gust); h-301t; TCDL-12.Opsf; BCDL=6.Opsf,, Category 11; Exp B; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.33. This tens 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 bad nonwncurrent with any other live bads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 3 and 179 Ib uplift at )oint 2. 5) Segn:62701, Date:10/26/2006 LOAD CASE(S) Standard 10/26/2006 Truss Dorian Emir r.. Sloven Usbemran, P.E. (FL Lkx a 58912) Stock SuiMirg Supply 220 W. Bnlrldon BM.; Suds 204. Brandon, FL 33511 Jog Truss Truss Type , Qty Ply 0 0 317228 E35 ROOF TRUSS 6 - 1 Job Reference I xucR Wrging wPPY, xmvru, r acrra 1 LOADIN(IPSI) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP N0.2 DOT CHORD 2 X 4 SYP No.2 I - Ply 5-0-0 SPACING 2-0.0 CSI DEFL in (loc) Udeft L/d Plates Increase 1.25 TC 0.34 Vert(LL) -0.03 2-4 >999 360 Lumber increase 1.25 BC 0.22 Vert(TL) -0.07 2i >831 240 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a Ma Code FBC2004/TPI2002 (Mabix) Wind(LL) 0.00 2 ieaa 240 REACTIONS(lb/size) 3=153/Medwnical, 2-450/0.3.8, 4-48/Mechaniol Max Horz 2=159(l)ad case 6) Max Uplift3=-65(load case 6), 2=-168(load case 6) Max Grav 3=153(bad case 1), 2-450(load case 1), 4=96(ioad case 2) FORCES(Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/55, 2-3--90/42 BOT CHORD 2-4-0/0 BRACING PLATES GRIP MT20 244/190 Weight: 19 lb TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. B0T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (5) 1) Wind: ASCE 7-02; 120mph (3-setDnd gust); h-30ft; TCDL=12.Opsf; BCDL-6.Opsf, Category I1; Exp B; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;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 forces, and for MWFRS for reactions specified. 2) This truss has been designed for a 10.0 psf bottom chord live load 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 65 lb uplift at joint 3 and 168 lb uplift at joint 2. 5) Secin:62702, Date:10/26/2006 LOAD CASE(S) Standard 10/26/2006 Trues Dwign Engin r.. Silvan Upt wron, P.E. (FL Ucems a 58012) SWA Building Supply 220 W. Bnndm Blvd.: Suits 20e. Brendw, FL 33511 Truss Truss Type Qty Ply 00 r327228 10S ROOF TRUSS 4 1 Job Reference I BUlging ll[7ply, xmao, hL 7L//1 O.iW 5 JN L Luw ,•II,R inuuauro, Inc. „Y V{.1 Lp va:,J:Ll Lwo reyc 2-9-15 3-1D-3 7-0-2 2-9-15 3-10-3r 3-1-14 sa. • 1:15.+ C l M a F1 LOADINQPSQ SPACING 2-0-0 CSI DEFL In (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.10 2-4 >819 360 MT20 244/190 TCOL 20.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.25 2-4 >328 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a SCOL 10.0 Code FBC2D04/TPI2002 Matrix) Wind(LL) 0.00 2 ...• 240 Weight: 26lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.1D TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2 X 4 SYP No.1D SOT CHORD Rigid ceiling direly applied or 10-" oc bracing. 1-Ply REACTIONS(Ib/size) 3=168/Mechanical, 2-589/04-15, 4=72/Mechanical Max Hors 2-158(bad case 3) Max Uplift3=-61(load case 3), 2=-214(bad case 5) Max Grav 3=168(bad case 1), 2=589(bad case 1), 4=144(bad case 2) FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/56, 2-5=-78/0, 5-6=-58/0, 6.7=-33/0, 3-7--22/31 BOT CHORD 2-8-0/0, 8.9=0/0, 4.9=0/0 NOTES (7) 1) Wind: ASCE 7-02; 120mph (3-second gust); h-30ft; TCDL=12.Opsf; BCDL-6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1,33. 2) This buss has been designed for a 10.0 psf bottom chord live bad nonconcurrad with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of tens to bearing plate capable of withstanding 61 lb uplift at joint 3 and 214 lb uplift at joint 2. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated bad(s) 11 lb down and 40 lb up at 4-2-9, 11 lb down and 40lb up at 4-2-9, and 15 Ib down and 15 Ib up at 14-10, and 15 lb down and 15 Ib up at 14-10 on top chord, and 23 lb up at 1-4-10, 23 Ib up at 14-10, and 14 lb down at 4-2-9, and 14 Ib down at 4-2-9on bottom chord. The desigrl/selection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Segn:62703, Date:10/26/2006 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase-1.25 Uniform toads (plf) Vert: 1-3=-80, 24=-20 Concentrated Loads (lb) Vert: 6=79(F=40, 5=40) 8-23(F-11, B-11) 9=-14(F=-7, 11=4) I 10/ 26/2006 I Truw Dwign Engineer. Slam Lieb n, P.E. (FL License d 560/2) Stick Building Supply 220 W. Brandon Blvd.: Sulle 20e, Brandon, FL 33511 5 M) 25'.00 g n N I I RL tf.ti R OF LOT ,16 I o o o of vi M 12 5.50'(R&M) IU n Y I FRB 5/8' NEIGH 6' L - W00D _ I _I o - — — — WOJD 1 90, 010' 06 ao PO 31 33. 28' LOT 16— — — — 90'0•b- Z — $ pVERµEp.0 w I Ni- C N A1R CON1D PORCH ON CONC a c~ n 14.0 0' C N I C' . 15. 60, 14.00' • 1.0.00, 25' cC CONK 0 o W o' 71 ORNE G S N O _o t w _o I OUR 16. 70' , FEN( o 14. 0' 7 ui FRB 5/8" I NEIGH 4' — WIRE o 135. 50'(R&M) FLOOD NEIGH 6' I MAP N WOOD FLOOD COMMI PANEL SUFFIX DATE c DATE c SURVE' N. Aft ILNCTN P'OC Pprr p CQKMCL L MI ft rt-a-wiT R nwus PoCV Pour ON 0j" ar af1Uu acoRD &ON i 6i0 M 04C K w 01 CL"w7w q iL wl*Wr1O0R J NCR b1D ADWDn h w O•MIC S[CTOw NO? TO SALT DWI( s rip rtnfo r w mmw U imp r_',q, rRe KC.;- BAN P <'aomRb cm -A n, f wllri7i[ 1NInC PROPQrvooff suaxn PftoPan Dit. Gls(w(wT L t 34 N S E 1 n tap[ r Ks t) 0 wW A( 1) mw ommsw MOI 0C1C4r[D Mil i WASLIPOn w ([wCZS .M To vollo a rw W4Lf MO1 10 'rs 10 w00O rtwas - -C MI1 Apt fACC a omMD/"%0- 1`1am wr ( >uGGLIt RO Ono 12) r hKmalcv WNW-1-Rwo s D(ftm uwt rLmo banRaoln NI I REMAINDER OF LOT 16 I c c I 135.50'(R&M) h I I I pi FRO 5/8" L NE6' WOOD I 1`I -D D 1 7WOO9. LOT 16_ II 9G0'b g O 0 N AIR COMP I PORCH n ON CONC 14.00' inI ca 15.60' N 14.00' ti 1.O.Gp' n I 25' TauSTaJC MTL -IEv 14•v' 71 DRIVE.' 6.70' c A _o I ul s tp i CP! vim+ a 14 0 7 FRB 5/8" I - - — - — • — • _..,• Ir MEM 4' I 135.50'(R&M) CH pg= cm momTAN 7 to ON1 0 ROwrl: aM ! rour0 1) W1A. r i a toww roC rorrt b POW pm ON : y[M 3h PNW-Or-WAY ) I C41[K1.: r j 44, ci MID 06C IC OMI w cuwax < fI neSKD nom 21 CLUR 2o ED °u pq FM a•TA1 1C1r 1f1/ tGli , ON LRRIaEW sae ram now o p MK 11 mmg, ) ,.' 1 itiR" WOOD% papo" 0.ut pRwga 4 vpAr uNla : pm s) ullRt . svaa<e1 M10ro11 VL tAlUllr uTrpRM1 v a . 0 NEIGH 6' WOOD Y c c r• cc OUR FEN; MAP N FLOOD COMML PANEL SUFFIX DATE ( DATE ( SURVE' MM 11[ 1ART M0O1 w r41 oCn[yto wu q = lam1i.. 10 vat RMUw#swxmmto 10 am ipms MarnCt awa) n " rum tonwawc Inilua Iliuo uuwo au uau uiauo iuiin i NOTICE OF COMMENCEMENT Permit No. Parcel ID: 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. 1. Description of property: (legal description of the propert and MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06549 Pg 14431 (lpg) CLERK'S # 2007004913 RECORDED 01/09/2007 02:46:28 PM RECORDING FEES 16.06 RECORDED BY H Bailey CERTIFIED COPY MARYANN' MORSE COURTCLERKtC. WHO R ORIOA Rty address if available) 2. General description of improvement:{ 3. Owner Name and address: a. Interest in property tt h, b. Name and LD Vy caner) niAn!-c 1 Contractor Nammo address:yad04, Wu D P 5. .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 713.13(1)(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 Sworn to (or affirmed) and subscribed before me this C ' day of 20 41 , by Personally Known or Produced Identification Type of Identification Produced JO ANN M. JONNBON MY pMMISSIDN A DD 285622 aturef Notary Pub ,State of Flo 'da * ° EXPIRES: Match 23, W Commission Expires: r iooa94ThN8udQStN0%BrvsQ"C" r DETACHED SHED — ELECTRICAL OFFICE1807HollyAve., Sanford Permit # 07-793 September 10, 2007 WILLIAM F. STUHRKE, PhD, P.E. FLORIDA P.E.#22150 12215 REBECCA'S RUN DR. WINTER -GARDEN, FL. 34787 407) 654-8733 SANFORD BUILDING DEPARTMENT September 10, 2007 Mr. & Mrs. Hernandez 1807 Holly Ave. Sanford, FL 32771 RE: DETACHED SHED PLAN ELECTRICAL CITY OF SANFORD PERMIT # 07-793 ENGINEERING DIRECTION The original plans and specifications for the subject shed to be constructed on the property located at 1807 Holly Ave., Sanford showed a schematic of the proposed electrical to be installed in the shed. The following specific direction relative to the installation of electrical service in the subject shed is provided. The electrical is to be installed in compliance with the NATIONAL ELECTRICAL CODE 2004 and good engineering practice. The electrical service to be installed in the shed is shown schematically in the floor plan provided as Attachment "A". The following specific direction is provided. Main Panel — The breaker for the service drop to the sub panel on the interior wall of the shed is to be a 40 Ampere 220 V breaker. 1 PLANS REVIEWED r)„f,l, rf CITY OF SANFORD Wlliarri F;Stuiks,':ahD, P.E. State -of Florida rofessionaMngineer 422150 122;15 Rebecca's R6n D. Vin r G. en L 387s4 PERMIT # 713 r .. DATE: DETACHED SHED — ELECTRICAL 1807 Holly Ave., Sanford Permit # 07-793 September 10, 2007 Service Line — The line from the main panel to the sub panel is to be four individual strands of #8 copper type THHN, which will provide for line #1, line #2, common and ground. These four strands are to be protected in a continuous s/." PVC Schedule 40 (Grey) conduit from the main panel to the sub panel. This conduit is to be buried a minimum of 40 inches below grade. Sub Panel — The service line from the main panel is to be provided with circuit protection by a 40 Ampere 220 Volt breaker. Sub Panel Circuits —The sub panel is to be provided with three circuits, which are identified in the partial floor plan in Attachment "A". These are two 20 Ampere GFCI circuits for the duplex outlets and a standard 20 ampere circuit for the lighting. WidnQ — All of the wiring in the shed is to be protected by electrical conduit and to be a minimum of three wire #12 copper type THHN material. 2 z J William:l=: S'ut 6l ,'PhD, P.E. State -of Florida t Professional' Engineer # 22150 i 2215 Rebecca's Run Dr. 1i In r G den, FL 3478 DETACHED SHED — ELECTRICAL 1807 Holly Ave., Sanford Permit # 07-793 September 10, 2007 10, 6FI. Jw44 F--zk.4 CAA- 3 W!lligrp.-F'--Stuhr h , P.E. S Lat9- t '&.Floini Pr6iessional Engineie--'r'O 22150 1 221 5 Rebecca's Run Dr.- errden, FL $4787 16-0-0 5-0-0 V 1/ 5-0-0 GIRDER SETBACK I GIRDER SETBACK I; r- jU C.);; I - U; j (J li II III rl li I II li II II II i CA I I I CA CJ3:_ ___ __ h_:. --- r CJ3 EJ5EJ5..._........... EJ5 I' I I 2-0-0 EJr-) ICJ3J a- J CJ3 rr N N Q f' CA III i Q fi At CA f). l 16-0-0 TRUSS PLACEMENT DIAGRAM ONLY RMS 14-0-0 REUISION SCHEDULE " DATE I DESCRIPTION ENG 10/26/06,Chellged PILch from 5/)0 Lo 4.5/12 jck This placement plan shows the designation and relative location of each truss component end is to be used in Conjunction with the corresponding engineered truss drawings. The truss engineers responsibility relative 10 this structure consists solely of the design of the individual i Irusses and truss to Truss connections. I ,/ Permanent and temporary bracing are the responsibility of the truss installer. The "Engineer of Record" for the project If any job site accidents occur involving trusses, the installer must immediately stop work on the project and notify is responsible for the design of the permanent bracing, the diaphragm system, shear walls, and structural elements to a representative of Stock Building Supply. All trusses involved in an accident must be inspected by a licensed structural resist lateral loads from wind and or seismic activity. The "Engineer of Record" is also responsible to call out the required engineer to determine the cause of the accident. The builder assures all liability if trusses involved in an accident strapping materials to sufficiently attach the trusses to the load bearing structure below, to verify truss design specifications are altered or moved in any way before an inspection is completed. All decisions regarding necessary repairs or pitch, span, profiles, applied loading, wind application, etc.), and for the overall design and placement plan of the truss system. replacement of trusses will be based on the reccomendation of the report submitted by the structural engineer. r 2-0-0 WILLIAM F. STUHRKE. PhD PROFESSIONAL ENGINEER FLORIDA R TION#22150 TYPICAL HEEL Pitch: 4.5/12 BrgSz: 4" O/H: 24 " pi HANGERS Connections of less than 300# to be toenailed using 3-16d nails BEARING ELEVATIONS O 10-0-0 AFF Notes: For proper truss handling and bracing, refer to the Truss Plate Institute' documents'BCSI-B1 thru B4'. Refer to the Simpson Slrong-Tie catalog or all 1-800.999.5099 for hanger installation requirements. Trusses may not be cut or altered in any way without prior authorization from Stock Building Supply. any trusses that are at or altered vamoul authorization will be repaired or replaced at the customers expense. No backcharges of any kind will be accepted without prior review and written consent from Stock Building Supply. All load bearing walls must be in place prior to the installation of the trusses. Any mu&ply trusses must be attached together per the engineering specifications prior to installation. 9100-10K" Building Supply at11VDLSELEYccrtlp" 2443 west Afrpe" Road, Samford, Fl. 32771 407) 323-2100 (407) 323.2268(faz) BUILDER ARCTECH DESIGN SERVICES LEGK POaESS PROJECT # 224 SANFORD , FL rML HERNANDEZ - DETACHED SHED DESIEN CRITERA vv H speed - 120 mph R-fep ma4rob- Sh.2* occuwnryuroacry - u 0 — .e -n- Encbs•d B. CDM i Ea ws ure r - B Stier Ml[ WMu • aD e NTS 1()f13r06 j 11f 1145'>