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HomeMy WebLinkAbout201 Sir Lawrence DrCITY, OFSANFORD BUILDING FIRE PR EVEN-TION PERMITAPLIC A-nGNP 7 N2017 '1 OVUIiti r-7L — e-) ApOlication ' No,:,-- L— - Docatotu'lWd Consiruction q 66, - oP , , m i Aoric (Yaricl: Yes El SAK P-4, met'M Cbhu11erd4j,(D- Type of Work: Nm, A tftaontl A,'Itcm io'n Q Reliair eino Change of Use D` wift, El D(I rl fidn''f8vork- P U\A W, AD'Gil. ,4 Fxv Property OWner Information Naim, 14- 7 Sireet Resident of proj City, s t 14 (e, P: C'06tractor Ihforrfio, Stet:oA 7—W-6 taikv, stmZip,:-! bA-iA-Jjl 'Ji,- i1a Stab Lkensc N Ii FYI J Architect/tngirveer, " thformatit) n Name,: r2ity,s- tI ' Zip: R-onding Coiipany- Address: Phone Fax: v- Address, WA10ING TO OWNFKR,: 1, YqV.W-PX1LURE,T0 I RFM',RD A CE OF I ta-Nj NfENCEM-ENTIMY RESULT MVJLM P i WG,TW'WL FOR BIPROWUNW,-N'TS f0 YOUR PROPFRTY- MUST BF, REtORDFD AND POS'f)CD 09 711K.JOB :51T' 'OT IT YOU UNTENDTO , MUN' EJfj FIRST 1 1 Ch\ FWTIO; RNAN , 'G coVwu, ' MT- A01YR- - WER'OR AN A,(- &Y EFORE RFC()kfD,f irbuR&,6-j4CF. OF UN JA)RN B, CGNMJWCEMENTApplicationisbereby.m to obtaiipirmit to d t ot c t - I , - i do theworkandinsWkajon,, tw imficajod. cODUMAM-d jimi(ir, to the issuapmof -- *met aiid rho a of I tams reppI4 rig- ;oqt stnxi bo all . 1 in this j,u'n',Sffictio& lo VamtcPc or C-116ctri.eal w6rk,, -W-ell jonm, etc- F'AC 1053 Shall he iWtlibed 'With the date- of zppUi,WiJon Pmd the code, ia wired us'; 'that data: S-EWdob (201 ) o , 0-Tc5qg Code u, AmWi A '$=C -pp ma M- NOT Cr, :In ad4itibn to the rqakenknui of this permit, addit oral r6st6a6 w;3 pli bfllc Id this prorty tKi h found in tho pohlk, ki softhiscounty, a,them- UMY he addilion41 perr,Fi 'rogLt rcd tram v xitsenntf csttitics catch as ,t= rnarm, ge ncm agenc cs, or fcdcral aeegci:: Atek tux a ol'permit is ver f c ,te` rt. dt t :f "ill richly the 45Mler rrf t pmperty of the requ i.r e-a{s of l9ori;c3a Lien LawPS713, Pit, City of Santurd it ui€ I*grrneatt ofa plarirrvicw fLx, ut •tix timc of pcMI suhrriatt;al. A yap}= Of ilk MCcntecl 0r,60 L kaired in ardor to c ifcula cc a. ptnn rcwicix rpp,tu t will tic ctan idererj tl estimalted construction ziluo ofiifac job at the- ti:ri, of Subzrzittal,. The tual eonstrticti value 'Mll he fi-,ur`cd.t a l on the'curtrttt lC( J In ,tion "f'atrtc in t%ec at back 7,itnr , tf perrrrt t is issued, in, ec rdartcc vritt tc i or ir ttim- d' calextlated c:htir figurcd ofTthe Ame *tad tioat cat exceed the act wl r r,sl_rtactizan' aluc, O ai l li be applicd toy gCtjnit G+ 4 ra the Prtrtit 0- WM R'S A-FRI AVIT:_1 certity that all r>f tl c foregoing i7ifcirmitiotj is accurate, and that a: l wstt ,Vi:ll' Ix; clone in campliatrce with all appheable laws -regulating canstive6o t end"zoning. Nrl tti ,3',ti` i t§L",IC".X:t i3171C 0NS rIA9C IJS Perstrrldily. Kn"-n to,m ve Ptodusced ID 1'ypc of ID Con ik--f6dA ni is:< t ' tt tll+r ICnt ;n Rto h . Produced ID _ . Type of ID P&uz is required: ' Bufldirign tlectrical D Mee niUM D! Plumbing ;as RoofCoustvucfion TvpI: Occupancy Use:, Flood ZAniEa ToW Sol Rof Bldg-',_ Kin. Occupa c 1:,oad: __ 'of. Stories: ve> ,fOnstruction: "ttectric r ff of Amps Plambiag - 9 of Fi urn lire Sprinkl& PCrTnlit. 'PCs[] o F1 f# of Heads " Fire Alarm Permit: Yes- © 'I~ia [ APPROVA.0* 7.0T, 4 NG: li 'll.aliiRIS IWASTE W Ti;R CO'M142r f'TS: FINGiNEF.R..Ili lG Fp R BVIL DING L . . Home Improvement Agreement: Page 1 Home Depot License Nurrber(s): Home Depot license numbers are listed on page 3, and at www.homedbpot.com/licensenumbors j Salesperson Name: - Registration No. (if applicable): Home' De of U.S.A., Inc: "Home Depot" or Service Provider named below will furnish, install and/ or service the. equipment_listed.,below at the price, terms and conditions as; outlined on this form. Customer Information: Last Narne First.NAme Store_ # Lead soa- a ciCL /d 3Z Custorner.Address City .State Zip f Home" Phone# Work.Phone# r Cell Phone# Customer Email Address - NOTICE OF RIGHT -TO CANCEL: YOU ,MAY; CANCEL THIS AGREEMENT WITHOUT PENALTY OR OBLIGATION BY DELIVERING WRITTEN,NOTICE TO HOME DEPOT AT HOME"DEPOT`USA INC., g 2455 PACES FERRY ROAD, BLDG. B=3; ATLANTA, GEORGIA 303PA:or ` Email) BY" MIDNIGHT ON THE THIRD,BUSINES&DAY AFTER SIGNING, UNLESS THE.STATE SUPPLEMENT PROVIDES A.DIFFERENT," CANCELLATION'P,ERIOD.'THE STATE SUPPLEMENT E CONTAINS A F{?RM TO USE IF ONEISSPECIFICALLY PRESCRIBED. B Y LAW °IN.Y4.UR STATE. YOUR PAYMENT(S) WILL BE RETURNED WITHIN TEN (10)'BUSINESS'DAYS,AFTER HOME DEPOT'&RECEIPT OF YOURi NOTICE .YOU .MUST MAKEAVAILABLE:FOR PICKUP BY HOME.'. DEPOrOR'SERVICE PROVIDER, AT YOUR SERVICE ADDRESS,°AND IN SUBSTANTIALLY THE YwDELIVERED- ORYUMATOOUCOTACTHOME D PO FOR INSTRUCTIONS: REGARDING RETURN SHIPMENT AT HOMEDEPOT'S"EXPENSE. THE LAW -REQUIRES THAT'THE HOME DEPOT GIVE YOU A NOTICE EXPLAINING"YOUR RIGHT TO E SO 1l,'TiD ACKNbWLEDGE THAT YOU HAVE"BEEN GIVEN ORAL AND VURITTEN`NOTIOF YOUR RIGHT TO CANCEL." 4 Acknowledged by: omer's Son Da e Contract Priice and Parrment Schedule : Payment of the Contract: is due'upan signing unless a differentpayment schedule is specified below or in the State Supplement. o Contract Price: I.Includes all applicable discounts and rebates. Excludes finance charges.' Sales Tax: :j (if applicable) Total Sale. Amount: Includes taxes Minimum deposit ONLY applicable in`,MD, , A ME.( 33 6j, NJ (9O°loj , 1Nl (99%j ° Min. L, °% Deposit Amount Final Payment Amt. (Due Upon Completion) Customer Care 1-877-467-2581 or 1- 800-466=3337 The Home Depot - 2455 Paces Ferry Road, N, W. Bldg.•8-3, Atlanta; Georgla,30339 HS•320 HVAC HIA (Feb, 24. 2017) v1: 2 - - IT) s> TUB z EGRES3 t i a i at It . ' RUNG Of vx:/r 8A 6 0 FAMILY ROOM DINING ( KITCHEN MASTERI SUITE VOL CLO. " , , VOL C UL I Vim. CLG. CMg-' M nnrrr (E) D OE E c E3 MO z GARAGE LIVING BEDROOM 3 BEDROOM 2 M VOL. C.o. a a. ew CLo. ff4r p AAMAUTOUNOAMOBANDUMARPAOF hilt eea@nA1L'Lt melP1.wwc0n DW2 14 Tdee14QLTUmwaSLLFIIom S2A e.A'ALL9E[wTZCA AGEn.YDUVb*AW0f 11tatuti{ FuanDar rAULara>au L G C419AGN CL'II,4W tUeO' TYF£'z' If TtiFBG IS _ _.__...._ Oe£SS ... LE4'iNDSPACEAetf TiGARAt'i& .. ... 1 rE j NEW El ITR—, CLG. W4r DuctLout 0 6 N ti o _ 0.6cco-ed Owe, ctv) ro I r rafe r 1 aft. c0f)"In5` t©cct+ion w Avarr hl Si}er C ntiitiorlSy Ilex dvc+ +0 bout~ ,rr n L m -\fal t 0 40 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: New Project Builder Name: 1;60LDliyC Street: 201 Sir Lawrence Drive Permit Office: SeminizLe Coun / City, State, Zip: Sanford , FL , 32732 Permit Number:# 1 / - 4 / 3 SANFORD Owner: Deborah Cole Jurisdiction: Seminole County Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 2 OVA ` 1. New construction or existing Existing (Confirm 9. Wall Types (1332.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=8.0 884.67 ft2 b. Frame - Wood, Adjacent R=13.0 256.00 ft2 3. Number of units, if multiple family 1 c. Concrete Block - Int Insul, Exterior R=13.0 192.00 ft2 4. Number of Bedrooms 67 d. N/A R= ft2 10. Ceiling Types (1110.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1110.00 ft2 6. Conditioned floor area above grade (ft2) 1109.95996093 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(90.5 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Garage 6 203.19 a. U-Factor: Dbl, default 90.50 ft2 SHGC: Clear, default b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 15.7 SEER:15.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric'Heat Pump 27.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.700 14. Hot water systems 8. Floor Types (1110.0 sqft.) Insulation Area a. EF:-1.07948E022 a. Slat -On -Grade Edge Insulation R=0.8 1110.00 ft2 b. Conservation features b. N/A R= ft2 c. N/A R= ft2 15. Credits CF, WHF Glass/Floor Area: 0.082 Total Proposed Modified Loads: 34.81 PASSTotalBaselineLoads: 36.43 0 I hereby certify that the plans and specifications covered by Review of the plans and F'CKE ST41, this calculation aredcomph,e with t e Florida Energy specifications covered by this Code. calculation indicates compliance Z l with the Florida Energy Code. PREPARE BY: Before construction is completed aDATE: this buildingwill be inspected for compliance with -Section 553.908 4 ° I hereby certify that this uilding, as designed, is in compliance Florida Statutes. with the Florida Energy Code. COp WS OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and' an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.000 Qn for whole house. 10/30/2017 1:52 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 C7nann QAnr,_')nl.r PROJECT Title: New Project Bedrooms: 0 Address Type: Street Address Building Type: User Conditioned Area: 1105 Lot # Owner: Deborah Cole Total Stories: 1 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 201 Sir Lawrence Drive Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Seminole County Whole House Fan: Yes City, State, Zip: Sanford , Family Type: Single-family FL, 32732 New/Existing`. Existing (Confirmed) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp v Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days ' Moisture Range FL, Sanford FL_ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Block1 1109.959 8879.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled. Heated 1 Bathroom 2 40 320 No 0 0 1 Yes Yes Yes 2 Bedroom 2 128 1024 No 0 0 1 Yes Yes Yes 3 Bedroom 3 128 1024 No 0 0 1 Yes Yes Yes 4 Master. Bedroom 135.96 1087.7 No 0 0 1 Yes Yes Yes 5' Master Bathroom 50 400 No 0 0 1 Yes Yes Yes 6 KitchenLivingDining 628 5024 Yes 0 0 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Bathroom 2 5 ft 0.8 40 ft2 1 0 0 2 Slab -On -Grade Edge Insulatio Bedroom 2 13 ft 0.8 128 ft2 1 0 0 3 Slab -On -Grade Edge Insulatio Bedroom 3 loft 0.8 128 ft2 1 0 0 4SIab-On-Grade Edge Insulatio Master Bedroom 23.3 ft 0.8 135.96 ft2 1 0 0 5 Slab -On -Grade Edge Insulatio Master Bathroom 5 ft 0.8 50 ft2 1 0 0 6 Slab -On -Grade Edge Insulatio Kitchen LivingDini 79 ft 0.8 628 ft2 1 0 0 10/30/2017 1:52 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 C NDRA DAnr, 7n4A ROOF Roof Gable Roof Solar Absor. SA Tested Emitt Emitt Tested Deck Pitch Insul. (deg) V Type Materials Area Area Color 1 Hip Composition shingles 1170 ft2 0 ft2 Light 0.96 No 0.9 No 0 18.4 ATTIC V Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1110 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing frac Truss Type 1 Under Attic (Vented) Kitchen LivingDin i 38 Blown 628 ft2 0.11 Wood 2 Under Attic (Vented) Bathroom 2 38 Blown 40 ft2 0.11 Wood 3 Under Attic (Vented) Bedroom 2 38 Blown 128 ft2 0.11 Wood 4 Under Attic (Vented) Bedroom 3 38 Blown 128 ft2 0.11 Wood 5 Under Attic (Vented) Master Bedroom 38 Blown 136 ft2 0.11 Wood 6 Under Attic (Vented) Master Bathroom 38 Blown 50 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 N Exterior Concrete Block - Int InslffitchenLiving 8 11 3 8 0 90.0 ft2 0 0.75 0 2 E Exterior Concrete Block - Int InsWitchenLiving 8 37 8 296.0 ft2 0 0.75 0. 3 E Exterior Concrete Block - Int InsuBathroom 2 8 5 8 40:0 ft2 0 0.75 0 4 E Exterior Concrete Block - Int Inskbster Bathro 8 5 8 40.0 ft2 0 0.75 0 5 E Exterior Concrete Block - Int InsMaster Bedro 8 12 8 96.0 ft2 0 0,75 0 6 S Exterior Concrete Block - Int InsMaster Bedro 8 14 4 8 114.7 ft2 0 0.75 0 7 S Exterior Concrete Block - Int InsuBedroom 2 13 11 8 88.0 ft2 0 0.75 0 8 W Exterior Concrete Block - Int InsuBedroom 2 13 13 8 104.0 ft2 0 0.75 0 9 W Exterior Concrete Block - Int InsuBedroom 3 8 10 8 86.0 ft2 0 0.75 0 10 W Exterior Concrete Block - Int Inst9itchenLiving 8 16 8 128.0 ft2 0 0.75 0 11 N Garage frame - Wood KitchenLiving 13 16 8 128.0 ft2 0 0.75 0 12 W Garage Frame - Wood KitchenLiving 13 16 8 128.0 ft2 0 0.75 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated KitchenLiving None .46 3 6 8 20 ft2 2 E Insulated KitchenLiving None .46 6 6 8 40 ft2 3 W Insulated KitchenLiving None .46 3 6 8 20 ft2 10/30/2017 1:52 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 C7nDRA RA0r,_')01d WINDOWS' Orientation shown is the entered, Pro `osed orientation. Wall Ornt ID Frame Panes NFRC Overhang U-Factor SHGC Area, Depth Separation Int Shade Screening 1 2 3 4 5 6 7 E 2 Vinyl Double (Clear) No E 2 Vinyl Double (Clear) No E 3 Vinyl Double (Clear) No E 5 Vinyl Double (Clear) No W 8 Vinyl Double (Clear) No W 9 Vinyl Double (Clear) No W 10 Vinyl Double (Clear) No 0.55 0.7 9.0 ft2 Oft 24 in O ft 16 in 0.55 0.7 15.0 ft2 Oft 24 in 0 ft 16 in 0.55 0.7 4.0 ft2 0 ft 24 in Oft 16 in 0.55 0.7 15.0 ft2 Oft 24 in 0 ft 16 in 0.55 0.7 15.0 ft2 0 ft 24 in 0 ft 16 in 0.55 0.7 15.0 ft2 0 ft 24 in Oft 16 in 0.55 0.7 17.5 ft2 Oft 24 in Oft 16 in Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds None None None None None None None GARAGE Floor, Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8:ft2 384 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Default .00057 1519. 83.39 156.83 .4161 11.213 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 27 kBtu/hr I sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 15.66 kBtu/hr 480 cfm 0.75 1 sys#1 SOLAR HOT WATER SYSTEM; FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF ft2 DUCTS V # Supply - - Return- Air CFM 25 CFM25 Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 203.19 Attic 50.797 Duct Tester Results Garage - cfm 0.0 cfm 0.00 0.01 1 1 10/30/2017 1:52 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-9n14 TEMPERATURES Programable Thermostat: None Ceiling Fans: Coolingan Jan Feb Feb Mar Mar A r Apr f May 1 May Xj Jun Jun Xj Jul r l Jul Augrj A Se Sep E Oct Oct Nov Nov DecHeatinDec Ventin Jan Feb Mar X] A r Ma E ]Jun j Jul Augu Se [X Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 Heating (WEH) AM 68 68 68 68 68 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 10/30/2017 1:52 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 I FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method:. Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4. 1. 1 - one page) A completed Envelope Leakage Test Report{usually one page) If Form R405 duct leakage type indicates anything other than "default leakage`, then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCZB v5.1 10/30/2017 1:52:09 AM Page 1 of 1 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL), DISPLAY CARD s ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 201 Sir Lawrence Drive, Sanford, FL, 32732 1. New construction or existing Existing (Confirm 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=8.0 884.67 ft2 b. Frame - Wood, Adjacent R=13.0 256.00 ft2 3. Number of units, if multiple family 1 c. Concrete Block - Int Insul, Exterior R=13.0 192.00 ft2 4. Number of Bedrooms 0 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (vented) R=38.0 1110.00 ft2 6. Conditioned floor area (ft2) 1105 b. N/A R= ft2 7. Windows" Description Area c. N/A R= 11-Ducts ft22Rft a. U-Factor: Dbl, default 90.50 ft2 a. Sup: Attic, Ret: Attic, AH: Garage 6 203.19 SHGC: Clear, default b. U-Factor: 'N/A ft2 SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 15.7 SEER:15.00 SHGC: d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 27.0 HSPF:9.00 Area Weighted Average Overhang Depth`. 2.000 ft. Area Weighted Average SHGC: 0.700 8. Floor Types Insulation Area 14. Hot water systems a. Slab -On -Grade Edge Insulation R=0.8 1110.00 ft2 a. EF: b. N/A R= ft2 c. N/A R= ft2 b. Conservation features 15. Credits CF, WHF I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: 1,T14E STA?F 0 goo WE Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 10/30/2017 1:52 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: New Project Street: 201 Sir Lawrence Drive City, State, Zip: Sanford , FL, 32732 Design Location: FL, Sanford Builder Name: Permit Office: Seminole County Permit Number: Jurisdiction: Seminole County Duct Test Time: Post Construction Duct Leakaqe Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Leakage Divide by Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by o1-1NE SrATF testing to Section 803 of the RESNETy Standards by an energy rater certified in accordance with Section 553.99; Florida Statutes. fob WE BUILDING OFFICIAL: DATE: 10/30/2017 1:52 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: New Project Builder Name: Street: 201 Sir Lawrence Drive Permit Office: Seminole County City, State, Zip: Sanford, FL , 32732 Permit Number. Owner: Deborah Cole Jurisdiction: Seminole County Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in -the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top orexterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors ( including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be. airtight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/ tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/ phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 10/ 30/2017 1:52 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1.Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 201 Sir Lawrence Drive Permit Number: Sanford, FL, 32732 MANDATORY REQUIREMENTS See individual code sections for full details. O 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. O R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in. Table R402.4.1.1 shall be installed. in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written: report of the: results of the test.shall be signed bythe.party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall. be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage. Windows; skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory. and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 11 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having; supplementary electric -resistance heat shallhave controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load: O R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553. 99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free." by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (2513a) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the, air handler is not installed at the time of the test, total. leakage shall be. less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 10/ 30/2017 1:52 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY "REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 0 R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. 0 R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a , downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold; water line located as close as possible to the storage tank. 0 R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100"F to 140'F (38"C to 60•C). R403.4.4.1.2 Shutr down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and. 2. Be installed at an orientation within 45 degrees of true south. 0 R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. 0 R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submittedalong with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403. 6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its.total capacity is not less, than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 10/ 30/2017 1:52 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 F_ _ FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O 11403:6.1°.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry, bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory).. The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested. in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumpsaccording to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404. 1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high - efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405. 2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 10/ 30/2017 1:52 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 i 6, e b<,c, . - e AUG 4 2017 CITY OF SANFORD BUILDING & FIRE PREVENTION , PERMIT.APPLICATION Application No: Ii u Documented Construction, Value:. h"O Historic , is JobAddress: 90 l l .cc +' r1ct:: Yes No Parcel ID: 10 '-C `, J GCS Q " 9C CD Residential eCommercial 0 Type of Work: New[]. :Addition . Alteration Rep" air Demo Change of UseO Move Description of . Work V1DU'C " AL- 0pi P^^ -C, Plan Review Contact Person: c i 0'1 d G Title:/°' Phone: ) gfD Fax: Email: yrI, L C Property Owner Information Name 1, /z c' o L C tP Phone: Street: i ? 1t" a .+r+ Q" Resident of property? City, State Z , 1 L 1'C% f r ?J 2 2' tr G Contractor Information . siu .,$ r;l uxa,y 3 o vMl .; ` b Name .. , ` 4,'i 94v-Phoiie: (wdj 1 . , Street: ` 6 -3ki, Fax: f'r I <1 e 11 City, State Zip..: ' ` 3 ` State License No. t"- Architect/Engineer Information Name: Phone:1Z" U .. _`r / 2 Street: I Sri .., Fax: City, St, Zip: KS t VVV' E-mail: Bonding Company Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT' MUST BE RECORDED AND POSTED ON THE JOB SITE `BEFORE THE FIRST INSPECTION. 1F YOU INTEND,10 OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 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. FBC,105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised' June 30, 2015 Permit Application 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 verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee'at the time of permit submittal.'A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off.the,executedcontract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. 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 construclion. and zoni V. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Sign / of Contractor gent Date Print Contractor/Agent's Name of Notary -State of Florida r Date ANNETTE BLAND: Notary Public • State o Commission 0 GG'6 My Comm. Expires Jan 1 ID' Type o to Me or BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical D Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: _ Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: ENGINEERING: FIRE: COMMENTS: WASTE WATER: BUILDING: 5r 9. aa' 11. Revised:: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE BP# Address: PUILDING PERMIT min Max . Ins ection Descri Lion Footer / Setback Stemwall Foundation / Form Board Survey Slab / Mono Slab Prepour Lintel / Tie Beam / Fill / Down Cell Sheathing — Walls Sheathing - Roof Roof Dry In Frame p Insulation Rough In Firewall Screw Pattern Drywall / Sheetrock Lath Inspection Final Solar Final Firewall . o Final Roof Final Stucco / Siding Insulation Final Final.Utility Building Final Door Final -Window Final Screen Room. Final Pool Screen. Enclosure Final Single Family Residence Final Building (Other) ELECT.RI CAL _1P:E 2M IT Min Max I[ns ection Descri tion Electric Underground Footer / Slab Steel Bond Electric Rough T.U.G. Pre -Power Final Electric Final Min Max I<ns ection Dcscri don Plumbing Underground Plumbing Sewer 0 Plumbing Tub Set Plumbing Final Mt :]PER IT Min Max Ins ection Descri Lion Mechanical Rough Mechanical Final min 1Max Gas Underground Gas Rough Gas Final REVISED: June 2014 SUNRISE CITY COMM. HOUSING DEV.ORG. INC. Page No. of P.O.Box 13492 Fort Pierce, FI.34979 Licensed General Contractor:CGC 1515114 ILicensed Roofing Contractor: CCC1327208 Phone: 407-509-8451 CONTRACT PROPOSALSuBMITTED TO TODAYS`DATE DATE OF PLANS/PAGE #'S Deborah N Cole 8/11/2017 PHONE NUMBER FAX NUMBER JOB NAME ADDRESS, COY, STATE, ZIP JOB LOCATION 201 Sir Lawrence Dr., Sanford , FI. 32773 We propose hereby to furnish material and labor necessary for the completion of: Re- Roof 30 sq. $9,000.00 5/12 Slope Remove / replace damage truss and decking Remove all asphalt shingles Remove all under layment and replace with peel and stick Remove all ease drip Remove all lead boots Remove all flashing Renail the whole deck to match new code Replace with a 30 year architectural shingles Depose of all debris 5 year warranty on all labor Sydney Dillon 407-509-8451 Total:$9000.00 4,500.00 Dep. 4,500.00 Bal. is due when work is completed We propose hereby to furnish material and labor complete in accordance with above specifications for the sum of: nine thousand dollars { S 9,000.00 Payment as follows: $4,500.00 Dep. $4,500.00 Bal. is due when work is completed Allmaterial is guaranteed to be as specified. All work to be completed in a substantialworkmanlike manner .according -to specifications submitted, per standard practices. Any alteration or deviation from above specifications involving extra costs will be executed only upon written orders, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accidents or delays beyond our control. Owner to carry fire, tomado and other necessary' insurance. Our Workers are .fully covered by Workmen's Compensation Insurance. If either party commences legal action to enforce: its rights pursuant to this agreement, the prevailing party in said legal action shall be entitled to recover its reasonable attorney's fees and costs of litigation relating to said legal action, as determined by oDurbal competent `urisdiction. Authorized Note: this proposal may be drawn by us Signature JL if not acce within days.. ACCEPTANCE OF PROPO L The ab ve prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to Signature do the work as specified. Payment will be made as outlined above. Signature Date of Acceptance THIS INSTRUMENT PREPARED BY: Name: I) P s n r r,, L Ki 11111 -ill 111111111111111 11111111 I 1 Address: \ 3.7 4 A , \ c k r e- a vvx 1-p c- I -,=9,L4-7 NOTICE OF COMMENCEMENT Permit Number: ` 0 L4 "1O Parcel ID Number: _j o A b -- 3y-) -*,'--. 2I _n o o ^ 5 I, r,,. - - .r 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 property and street address ifavailable) 1zCE SS ik G i S k r L_c W : , ' no)`' L S [ + t D r c1 FL .3 ,3, T7 3 Ld-r 9-5 Gy c,v-0—,rkP_.,j V.jI(.-43,= PRtC,PCS:) 4*0U 2. GENJWAL DESCRIPTION OF/IMPROVEMENT: 3. OWNER INFOPMATIOWOR LESSEE INFORKATiON IF THE LE. bKEE CONTRACTED FOR THE IMPROVEMEr Name and address: >,o,n ^n )io, N L Pu M br EN142=r1r L. 2--1 3.4 Interest in property: Qw iA.PAr Fee Simple Title Holder (if othh jthan owner listed above) Name: Address: / / ,f 4. CONTRACTOR: Name: !' sN" Phone Number: - (e/ 5 l Address: >510 Z' 5. SURETY (If applicable, a copy of the payment bond is attached): Name: Amount of Bond: 6. LENDER: Name: Phone Number: Address: 7. Persons within the State of Florida Designated. by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)( a)7., Florida. Statutes. Name: Phone Number: Address: 8. In addition, Owner designates Of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number. 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless'a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. ign ure er or Lessee, or Owners or Lessee's (Print NMe and Provide Signatory's Title/ ce) Authorized Offlcer/Dlrector/ Partner/Manager) State of f-- t o ri C 3— Countyof 1 vLl (r? o Le NN The foregoing Instrument was acknowledged before me this ! day of f .20 v by UP b Q KCLV\ 00 Who is personally, known to me OR y Name of person making statement who has produced identification type of identification produced:t t!e S ( Q.i, j, MICHELLE HOLMBECK MY COMMISSION #FF165829 EXPIRES October 5, 2018 407) 396-0153 Floridallotary3ervice. com 4 SEMINOLE COUNTY MULTI JURISDICTIONAL Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: aoll I hereby name and appoint: 1- 0 G vt -Pq an agent of: SLkr1 ir,`'6•e_ 0 `•-: C r-, t., } l Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to thisappointmentfor (check only one option): N All permits and applications submitted by this contractor. Or The specific permit and application for work located at: Street Address) Expiration Date for This Limited Power of Attorney: 153 J .c License Holder State License Number: Signature of License H( STATE OF FLORIDA COUNTY OF __ -e m , o P. The foregoing instrument was acknowledged before me this 0 day of 20 V1 by who is X personally known to me or who has produced and wh did (did not) ke an oath. Signature of Notary PAULETTE L. GORY MY COMMISSION # FF103004 a EXPIRES: June 11, 2018 rN as identification 4ttr type Notary name Notary Public - State of F-- (('fir t Commission No.' My Commission Expires:.. -VA Ke- SCPA Parcel View: 10-20-30-501-0000-0850 Page 1 of 2 ca ewag QU TX cUt9Y0 gO 0 Parcel Information Property Record Card Parcel: 10-20-30-501-0000-0850 Owner: COLE DEBORAH N Property Address: 201 SIR LAWRENCE DR SANFORD, FL 32773 Value Summary Parcel 10-20-30-501-0000-0850 Owner COLE DEBORAH N Property Address 201 SIR LAWRENCE DR SANFORD, FL 32773 Mailing 1224 HILLSTREAM DR GENEVA , FL 32732 Subdivision Name GROVEVIEW VILLAGE Tax District S1-SANFORD DOR Use Code 01-SINGLE FAMILY Exemptions 110.00 O p o z5 0 0 0) 5 Cn 1 85.00 2017 Working Values 2016 Certified Values Valuation Method Cost/Market Cost/Market Number of Buildings 1 1 Depreciated Bldg Value 80,017 75,002 Depreciated EXFT Value Land Value (Market) 25,000 25,000 Land Value Ag Just/Market Value " 105,017 100,002 Portability Adj Save Our Homes Adj 0 0 Amendment 1 Adj 10,296 13,892 P&G Adj 0 0 Assessed Value 94,721 86,110 Tax Amount without SOH: $1,831.11 2016 Tax Bill Amount $1,831.11 Tax Estimator Save Our Homes Savings: $0.00 85.00 ` Does NOT INCLUDE Non Ad Valorem Assessments Seminole County GIS http://parceldetail.scpafl.org/ParcelDetaillnfo.aspx?PID=l 0203050100000850 8/14/2017 W FG o i TJ-01 TJ-03 TJ-05 F r v0 F T-08(3) T-10(5) 22' 10 1 /2" 00 ioN 00 M a 0 I n 7 H TJ-05 TJ-03 TJ-01 1.5 FT Bo o T-14 2 O N ( : TJ-01 to T- 33 T-12 J-07(4) TJ 03J-'3(3) T b03 U TJ-01 F i11 i n i o 0 0 0 0 0 + 0 20' 0" 8' 0" i 60' 0" Job Name: Standard Truss & Roof Supply, Inc COLE DEBBI Customer 608 N. 12th Street T ^ J Haines City, FL 33844 Valued CustomerSrJANVARPh (863) 422-5964 Site Address: 171 TRUSS Fax (863)421-2201 201 SIR LAWRENCE DR Pity, ST, ZIP SANFORD FL 32773 Due Date: Scale: Date: TC Live: 20.0001b/fP TIC Dead: 10.0001bift2 BD Live: 0,000 ibfft2 BC Dead: 10.0001bift2 Total: N.T.S. 7/24/2017 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: JR339-17 - COLE DEBBI MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: COLE DEBBIE Project Name: NEW TRUSSES Model: Lot/Block: Subdivision: Address: 201 SIR LAWRENCE DR City: SANFORD State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 25 individual, Truss Design Drawings and 0 Additional Drawings. 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. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T11664200 T-01 7/24/17 118 1 T11664217 T5A 7/24/17 12 1 T11664201 1 T-02 1 7/24/17 119 1 T11664218 1 TJ-05 1 7/24/17 3 T11664202 1 T-03 1 7/24/17 120 1 T11664219 1 TJ-05A 1 7/24/17 1 4 T11664203 1 T-04 1 7/24/17 121 1 T11664220 1 TJ-07 1 7/24/17 1 5 T11664204 1 T-05 1 7/24/17 122 1 T11664221 1 TJ-07A 1 7/24/17 6 T11664205 T- 06 1 7/24/17 123 1 T11664222 1 TK-03 1 7/24/17 17 T11664206 T- 07 1 7/24/17 124 1 T11664223 TK-07 7/24/17 j 18 1 T11664207 T-08 1 7/24/17 125 1 T11664224 1 TK-07A 1 7/24/17 19 1 T11664208 T- 09 1 7/24/17 1 1 1 1 q 1 7 - L 4 CAN 110 1 T11664209 1 T-10 1 7/24/17 Ill T11664210 T-12 17/ 24/17 12 T11664211 T-13 1 7/24/17 113 T11664212 1 T-14 1 7/24/17 114 T11664213 T-15 17/ 24/17 115 T11664214 1 TJ-01 17/24/17 116 1 T11664215 1 TJ-01 A 17/24/17 117 1 T11664216 1 TJ-03 17/ 24/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Standard Truss & Roof. Supply. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/ TPI 1, Chapter 2. 73 2D No 39380 STATE OF : 4% Thomas A. Albani PE No.39380 Mfrek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2017 Albani, Thomas 1 of 1 ob Truss Truss Type Oty Ply COLE DEBBI T1166420( R339-17 T-01 HALF HIP GIRDER 1 2 Job Reference (optional) Standard Truss & Roof Supply, Haines City, Florida 33844-4400 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jul 24 07:27:36 2017 Page 1 IU:n)LUKUUt:ZWbyUOuleJF%pgiyuxa=uvvulJOAwvn_ I vvvavr i tw—I ,...-,y :,.,..",...rw••„ 4- 4-0-0 7-0-0 12-8-0 19-8-0 26-8-0 4-0-0 7-0-0 5-8-0 17-0-0 7-0-0 Scale = 1:53.0 Special NAILED NAILED 4x4 = 4x4 = NAILED NAILED NAILED NAILED 6x6 — NAILED NAILED 4x8 = NAILED 4.00 12 3 15 16 17 4 18 19 20 215 22 23 24 6 2 11 10 I,n 6 25 26 1111 It n1111 10x12 MT18HS I 10x10 MT20HS = 9 8 71 Special NAILED NAILED 2.5x4 II 27 28 29 30 5x12 31 32 2.5x4, II 3x8 NAILED NAILED NAILED NAILED 2.00 F12 NAILED NAILED NAILED 7-1-8 12-8-0 19-8-0 26-8-0 7-1-8 5-6-8 7-0-0 7-0-0 Plate Offsets (X Y)-- 5:0-3-0 Edge) 16:0-2-8 0-2-01 f8:0-5-8 0-1-121 (9:0-2-0 0-0-121 10:0-8-0 0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.49 10-11 650 240 MT20 244/190 TCDL 10.0 lumber DOL' 1.25, BC 0.88 Vert(TL) 124 10-11 256 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.36 7 rVa n/a MT18HS 2441190 BCDL 10.0 Code FBC2014/TP12007 Matrix -MS I Weight: 271 Ito FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except` TOP CHORD 5-6: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 `Except* BOT CHORD 4-9,7-9: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except` 5-10: 2x4 SP No.1 REACTIONS. lb/size) 7=2180/Mechanical, 2=2181/0-8-0 Max Horz 2=146(LC 8) Max Uplift 7=-324(LC 5), 2=-440(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8857/1080, 3-4=-8533/1048, 4-5=-10459/1444, 5-6=-4870/672, 6-7=-2035/380 BOT CHORD 2-11=-1051/8417, 10-11=-1539/11365, 8-9=-136/1181, WEBS 3-11=-141/2310, 4-11— 2986/510, 8-10— 629/4055, 5-10=-699/5365, 5-8=-1988/535, 6-8=-685/5023 Structural wood sheathing directly applied or 4-9-3 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-2-0 oc, Except member 11-4 2x4 - 1 row at 0-9-0 oc, member 8-10 2x4 - 1 row at 0-9-0 oc, member 10-5 2x4 - 1 row at 0-9-0 oc, member 5-8 2x4 - 1 row at 0-9-0 oc, member 8-6 2x4 - 1 row 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. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft, B=45ft; L=27ft eave=4ft; Cat. II; Exp B; Encl., GCpi= 0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 7 and 440 lb uplift at joint 2. 12) "NAILED" indicates 3-10d ( 0.148"xX) or 3-12d (0. 1 48"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design vaiid for use only with MI1ek© connectors. This design Is based only upon parameters shown, and is for an individual Ixlilding component, not a frrrss systern. Before use, the buildrxj designer Must verify the applicabkity of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" I:,reventtxrckling of is alwaysrequiredforstability and to prevent collapse with possilAe personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systerns, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply COLE DEBBI T11664200 JR339-17 T-01 HALF HIP GIRDER 1 2 Job Reference (optional) a n,n A— on 9nia MiTok Industries_ Inc. Mon Jul 24 07:27:36 2017 Page 2 bianaara I runs a nuui ouppry, - — ---- ID:nj L9K9CEzw5yuo0i2JApglyux3_ OW6UBXcWk_7vVv3wTIwiC7F7XhoGq?7 3 yuw NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 231 lb down and 180 Ile up at 7-0-0 on top chord, and 465 lb down at 7-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-6=-60, 11-12=-20, 10-11=-20, 7-9=-20 Concentrated Loads (lb) Vert: 3=-184(F) 4=-120(F) 11=-198(F) 10=-60(F) 16=-1 19(F) 17=-119(F) 19=-120(F)20=-120(F) 21=-120(F) 22=-120(F) 23=-120(F)24=-120(F) 25=-60(F) 26=-60(F) 27-60(F) 28=-60(F) 29=-60(F) 30=-60(F) 31=-60(F) 32= 60(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MITekR connectors. this design is based only upon parameters shown, and is for an Individual building component, not a inrss system . Before use, the building designer inusl verify the applicability of design Ixranoteis and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always ieclulrod for stability and to prevent collapse with Possible personal Injury and properly damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPit Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply COLE DEB T11664201 JR339-17 T-02 Half Hip 1 1 Job Reference (optional) A. on on19 hAiTo4 lnrinctrinc Inc M—lul 2407-P7-382017 Pa0e1 Otanaara I Tu55 a nuui ouppiy, nauico _'y, c 4-0-0 m6 9-0-0 3x8 = 2.00 12 I D:nj L9K9C Ezw5yuoOi2JApq Iyux3_-LvD EZDem Fc Nd kDD 12-8-0 1 19-8-0 5x8 = 1.5x4 II 3 4 17 18 Scale = 1:53.0 6x6 = 3x6 = 4x4 = 5 19 6 7 1v 4 II 9-1-8 9-1-8 12-8-0 3-6-8 1 &_6-U 7-0-0 i co- - 7-0-0 Plate Offsets (X Y) 3:0 5 12 0 2 8] (7:0-1-12 0-2-0j 9:0-4-0 0-1-8] ]11:0-3-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.33 11-12 969 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(TL) 0.82 11-12 389 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.29 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 137 lb . FT = 10% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1042/Mechanical, 2=1322/0-8-0 Max Horz 2=169(LC 12) Max Uplift 8= 230(LC 9), 2=-350(LC 12) Max Grav 8=1042(LC 21), 2=1322(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3960/1039, 3-4=-4128/1094, 4-5=-3962/1074, 5-7= 1804/453, 7-8=-975/304 BOT CHORD 2-12=-1053/3728, 11-12=-1038/3727, 4-11— 316/183, 9-10=-53/337 WEBS 3-12=-96/746, 3-11=-279/649, 9-11=-432/1558, 5-11=-613/2155, 5-9=-973/385, 7-9=-480/1921 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -4-0-9 to-1-0-9, Interior(1) -1-0-9 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip' DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSi.1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 lb uplift at joint 8 and 350 lb uplift at joint 2. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING -Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03V2015 BEFORE USE. Design valid for use only with Milek8 connectors. This design Is based only upon parameters shown, and is for an Individual txullding component, not a truss system. Before use, [be building designer must Verify the applicability of design parameters and properly incorporate this design Into the overall design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' buildingpreventis always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of lr1S$es and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type c1ty Ply COLS DEBBI T11664202 JR339-17 T-03 Hip 1 1 Job Reference o tional 0 n1 n A— On OMR Mi I ak nci1 trIPR Inc. Mon Jul 24 07:27:39 2017 Pace 1 Otdrludlu I lu— a nuul ouppy, 1 -11— v, ay, , —,,.... ___ , , , __ ID:njL9K9CEzw5yuo0i2JApglyux3_-pSncnZfPOvVUMNoV8tUPgmtb_voa100BIAY uw 4-0-0 5-11-14 11-0-0 12-8-0 18-2-0 23-e-0 26-8-0 4-0-0 5-11-14 5-0-2 i-8-0 5-6-0 5-fi-0 3-0-0 Scale = 1:63.0 3x8 = Z.uu 11 Z 11-14 5-1-10 4x8 = 1,5x4 II 4 5 19 20 12-8-0 18-2-C a-fi-R 5-6-0 3x6 = 6 21 22 mare uriseis tx v 1- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.32 13-14 998 240 TCDL , '10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) 0.82 13-14 387 180 BCLL 0.0 * Rep Stress Incr YES WB 0.69 Horz(TL) 0.33 9 rVa n/a BCDL 10.0 Code FBC2014/TPl2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* 5-11: 2x4 SP No.3 4x6 —, 7 1.5x4 11 8 N Ni N lh 9 3X4 680 8-6-0 PLATES GRIP MT20 244/190 Weight: 147 lb FT = 10% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1322/0-8-0, 9=1042/Mechanical Max Horz 2=159(LC 12) Max Uplift 2=-352(LC 12), 9=-187(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4068/1055, 3-4=-3580/1001, 4-5=-3401/972, 5-6=-3375/973, 6-7=-1672/486 BOT CHORD 2-14=-1063/3835, 13-14=-1071/3855, 12-13— 950/3425, 9-10=-226/715 WEBS 3-13=-496/110, 4-13=173/865, 10-12= 432/1626, 6-12=-519/1814, 6-10=-999/378, 7-10=-256/1169, 7-9=-11061389 NOTES- 1 ) Unbalanced roof live loads have been considered for this design., 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=271t; eave=4ft; Cat. II; Exp B; Encl., GCpi '0.18; MWFRS (directional) and C-C Exterior(2) -4-0-9 to-1-0-9, Interior(l)-1-0-9 to 11-0-0, Exterior(2) 11-0-0 to 26-6-4 zone; cantilever left and right exposed ;C-C for members and forces& MW FRS for reactions shown; Lumber DOL=1-60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss, has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit,between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSl/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint 2 and 187 lb uplift at joint 9. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and rh" gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. A WARNING - Ve{ily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek6 connectors. This design Is based only upon parametersshown, and Is for an Individual building component, not a truss syster n. Before use, the building designer must verify the al:,tAicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckting of individual truss web and/or chord members only. AddBior gal temparaly and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Safety Information avdilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply COLS DEBBI T11664203 JR339-17 T-04 Hip 1 1 Job Reference o tional b.1 i,.;..e r..n nn., iul 24 07:27•40 DM7 pane 1 Standard Truss & Roof Supply, Haines City, Honda 33844-4400 o.v r . P, . v _^ ors w" " " ' -- ' ID:njL9K9CEzw5yuoOi2JApglyux3_-HIL?_vfl nDdLzXNhib?fNzQmtlBJmpHK_gIIGOyuwR1 4-0-0 6-9-14 12-8-0 1 -0-0 17-4-0 21-8-0 26-8-0jl 4-0-0 6-9-14 5-10-2 0-4-0 4-4-0 5-0-0 Scale = 1:54.0 4.00 F12 6x6 11 4x4 = 6x6 = 5 6 19 7 20 8 21 22 LOADING (psf) TCLL 20.0 TCDL 10.0 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lTP12007 CSI. TC 0.72 B81 05 9BCLLMatrix - AS DE FL. Vert( LL) Vert( TL) Horz( TL) in ( loc) I/dell Ud 0. 28 13-14 >999 240 0. 73 13-14 >435 180 0. 29 10 rVa n/a PLATES GRIP MT20 244/190 Weight: 155lb FT = 10% LUMBER- BRACING - TOP CHORD 2x6 SP DSS *Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 8- 9: 2x4 SP No. 1, 1-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 *Except' 5- 12: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1322/0-8-0, 10=1042/Mechanical Max Herz 2=159(LC 12) Max Uplift 2=-351(LC 12), 10=-165(LC 12) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4075/1025, 3-5= 3319/941, 5-6=-2892/879, 6-7=-3026/909, 7-8=-1479/447 BOT CHORD 2-14=-1028/3842, 13-14=-1034/3853, 5-13=-63/610, 10-11=-281/942 WEBS 3-13=-677/139, 11-13=-383/1571, 7-11=-1017/361, 8-11 =-1 37/808, 7-13=-519/1735, 8- 10=-1181/382 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second,gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft L=27ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-0-9 to-1-0-9, Interior(1) -1-0-9 to 13-0-0, Exterior(2) 13-0-0 to 25-10-15, Interior(1) 25-10-15 to 26-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pohding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2 and 165 lb uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and r/2" gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. e Design valid for use only with Mitek,.) connectors. [his design Is based only upon parameters shown, and Is for an individual building component not NMI" atrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate Kris design into the overall building design. Bracing indicated is to prevent Wckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and Lxacing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. " Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply COLE DEBBI T11664204 IJR339-17 T-05 Hip 1 1 Job Reference o tional o n A— on onia NAI I lie Inrinctrios Inc Mon Jul 24 0727:41 2017 Page 1 OLdnudlU ii— anuvi. Pl"Y, ID:njLgK9GEzw5yuoOi2JApqlyux3--lUvNBFgfYXIBbgytG[WuvBy?-iWHVGPUDUlJpryLlwRO 4-0-0 6-11-2 12-10-8 21-9-8 26-8-0 4-0-0 6-11.2 5-11-6 8-11-0 4-10-8 Scale = 1:54.0 4.00 f 12 3x8 6x6 = 5 17 10x10 MT20HS = 1819 20 6 21 22 4 11 b-11-2 Plate Offsets (X Y) (5:0 3 0 0 2 81 j6:0-7-0 0-2-81 111:0-4-0 0-3-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.33 11-12 >976 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) 0.8411-12 >377 180 MT20HS 187/143 BCLL 0.0 Rep Stress incr YES WB 0.95 Horz(TL) 0.33 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 147 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6,1-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly. applied. BOT CHORD 2x4 SP No.1 `Except` 5-10: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1322/0-8-0, 8=1042/Mechanical Max Horz 2=159(LC 12) Max Uplift 2=-351(LC 12), 8= 165(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4102/1043, 3-5= 3243/919, 5-6=-2985/923, 6-7=-1099/314, 7-8=-1017/314 BOT CHORD 2-12=-1046/3869, 11-12=-1052/3879, 5-11=-12/597 WEBS 3-11=-778/185, 9-11=-278/934, 6-11= 611/2041, 6-9=-622/309, 7-9=-288/1154 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=27ft eave=4ft Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -4-0-9 to-1-0-9, Interior(1) -1-0-9 to 12-10-8, Exterior(2) 12-10-8 to 26-0-7, Interior(1) 26-0-7 to 26-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2 and 165 lb uplift at joint 8. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE. sqi Design -valid for use only with MITek6connectors. This design Is based only upon parameters shown, and Is for an Individual building component, nor Cf a KW system. Before rise, the building designer must verify the appllcabiiity of design parameters and properly incorporate this design into the overall - L16tl 888 building design. Bracing Indk:ated Is to prevent truckling of individual 1r1ss web and/or chord members only. Additional tei7rporaiy and penmanent Lrac.ing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabficailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply COLE DEBBI T11664205 JR339-17 T-06 Roof Special 1 1 Job Reference o tional nn,,,,_i a od m-o•ao inn Pane 1 Standard Truss & Roof Supply, Haines cfry, I-lonoa;taa44-44uu , _P , •• --• - • _.._..._ __ .. . ID:njL9K9CEzw5yuoOi2JApglyux3= DgTIPbhHJqu2DgX4pO17SOVB26wlEjOdR8nsLHyuwR? 4-0-0 6-9-14 12-8-0 1 a-4-,0 15-9-8 23-9-8 26-8-0 4-0-0 6-9-14 5-10-2 -8- 2-5-8 8-0-0 2-10-8 4.00 4x6 = 4x4 11 5 6 4x8 = 3x8 C.uvI IC .._... .. _. _.. 14 1-8 Scale = 1:54.9 5x8 = o N N O. N a 11 26-8-0 2-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Veri(LL) -0.29 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.74 14-15 >430 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.28 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 151 Ito FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 31 `Except' BOT CHORD Rigid ceiling directly applied. 5-13: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except' 12-14: 2x4 SP No.1 REACTIONS. (lb/size) 2=1322/0-8-0, 10=1042/Mechanical Max Harz 2=159(LC 12) Max Uplift 2=-351(LC 12), 10=-170(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 4107/903, 3-5— 3254/808, 5-6= 3037/831, 6-7=-2028/549, 7-8--1851/481, 8-9=-848/218, 9-10=-1043/270 BOT CHORD 2-15=-909/3875, 14-15= 915/3888, 11-12=-181/779 WEBS 3-14=-844/154, 12-14_ 616/2748, 6-14=-692/2443, 6-12=-1007/211, 7-12=-1003/360, 8-12=-280/1182, 8-11=-629/263, 9-11=-261/1112 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph-. TCDL=4.2psf; BCDL=6.Opsf; h=25ft B=45ft; L=27ft; eave=oft; Cat. II; Exp B; Encl., GCpi-0.18; MW FRS (directional) and C-C Exterior(2) -4-0-9 to-1-0-9, Interior(1) -1-0-9 to 13-4-0, Exterior(2) 13-4-0 to 15-9-8, Interior(1) 23-9-8 to 26-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60`plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2 and 170 lb uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and /2" gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design.) is always required. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. f 010=015 BEFORE USE. e Design valid for use only with MiTek© connectors. [his design Is based only upon parametersshown, and Is for an Individual building component, not tom a trrss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additioiial temporary and permanent bracing t MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply COLS DEBBI T11664206 JR339-17 T-07 Roof Special 1 1 Job Reference (optional) n.,, on aria MiTek industries Inc Mnn .lul 24 07,27:43 2017 Pape 1s Standard Truss & Root Supply, Haines city, Flonaa saa44-44vu ^r -• ID:njL9K9CEzw5yuoOi2JApglyux3= htl7cwiv480vq_6GNjYM?cllFWG?z9LmgoWPtjyuwR_ 4 0 0 6 9 14 12-8-0 13-4 0 17-9-8 25-9-8 26-8-9 4-0-0 6-9-14 5-10-2 -8- 4-5-8 8-0-0 0-10-8 4.00 12 4x6 = 4x4 it 5 6 3x8 s —. 1 — Scale = 1:54.9 2.5x4 11 o 6 N C, N LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.29 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(TL) 0.77 13-14 >415 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.29 10 rt/a n/a BCDL 10.0 Code FBC20141FP12007 Matrix -AS Weight: 148 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 31 Except` BOT CHORD Rigid ceiling directly applied. 5-12: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1322/0-8-0, 10=1042/Mechanical Max Horz 2=159(LC 12) Max Uplift 2=-351(LC 12), 10=-179(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4105/883, 3-5=-3256/787, 5-6=-3034/805, 6-7=-2276/554, 7-8=-2085/480 BOT CHORD 2-14=-899/3874, 13-14=-905/3886, 10-11=-97/341 WEBS 3-13=-841/154, 11-13=-590/2597, 6-13=-526/1891, 6-11=-602/144, 7-11=-1088/363, 8-11=-396/1864, 8-1 0=-1 224/470 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft B=45ft; L=27ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -4-0-9 to-1-0-9, Interior(1) -1-0-9 to 13-4-0, Extedor(2) 13-4-0 to 16-4-0, Interior(1) 17-9-8 to 25-9-8 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2 and 179 lb uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING- Verily design parameters. and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTek0 connectors. ]his design is based only upon parameters shown, and is for an Individual building component, not q a puss system. Before rrs<-., the !wilding designer must verify the applicability of design parameters and properly incorporate this design into the overall '8 building design. Bracing indicated Is to prevent txickting of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage:, delivery, erection and bracing of trusses and truss systems. sE:eANSI/TPI I Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 5 Job Truss Truss Type Oty Ply COLE DEBBI -. T11664207 JR339-17 T-OB Scissor 3 1 Job Reference o tional 16 M T k I d tries Inc Mon Jul 24 07:27:45 2017 Page 1StandardTruss & Roof Supply, Haines City, Florida 33844-4400 8. 10 s Apr 20 20 e n us . ID:njL9K9CEzw5yuoOi2JApglyux3= dF8ulcj9clGd41FeV8bg417ilJzLR5b376?WxcyuwQy 4-0-0 7-1-14 13-4-0 19-6-2 26-8-0 q_0.0 1-1-14 6-2-2 - 6-2-2 . 7-1-14 EPM 4.00 12 13-4-0 4x4 = 6-2-2 Scale = 1:51.3 Plate Offsets (X Y) i2:0 1 10 0-0-6] (5:0-2-0 0-2-4] j7:0-1-10 0-0-6] j9:0-5-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.36 9-10 893 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(TL) 0.93 9-10 346 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.42 7 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -AS Weight: 112 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1050/Mechanical, 2=1326/0-8-0 Max Horz 2=81(LC 8) Max Uplift 7=-161(LC 12), 2=-357(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4121/819, 3-5=-32121671, 5-6=-3227/683, 6-7=-4356/919 BOT CHORD 2-10=-729/3889, 9-10=-735/3904, 8-9=-822/4141, 7-8=-821/4131 WEBS 5-9= 222/1589, 6-9— 1178/301, 3-9— 944/212 Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18;'MWFRS (directional) and C-C Exterior(2)-4-0-9 to-1-0-9, Interior(1) -1-0-9 to 13-4-0, Exterior(2) 13-4-0 to 16-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated- 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 7 and 357lb uplift at joint 2. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Y2" gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f 0103,2015 BEFORE USE. Eq Design valid for use only with MITekm connectors. This design is based only upon parameters shown, and is for an individual txrilding component, not C a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possilAe personal injury and prof >erty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply COLE DEBBI T11664208 JR339-17 T-09 Scissor 1 1 Job Reference (optional) o 11 n .- A... nn —n I.A I oL, l—i—t—c Inr Min .11 it 24 07-27-46 2017 Paae 1 JLdnudlu IIuJJ a RVVE oupply, —Ly, I ..... ID:njL9K9CEzw5yuo0i2JApglyux3_ 6RiGFykoN30UhSgr2r63cEftljJaAYrDM113T2yuwQx 4-0-0 7-1-14 13-4-0 19-6-2 26-8-0 4-0-0 7-1-14 6-2-2 6-2-2 7-1-14 4.00 12 44 = Scale = 1:51.2 9 19 l N 6 2 10 1.Sx4 I _ 5x10 MT20HS 8 1.5x4 II 7 m <v l,n c 0 1 2.00172 4x8 = 4x8 7-1-14 13-4-0 19-6-2 26-8-0 7-1-14 6-2-2 6-2-2 7-1-14 Plate Offsets (X Y) 15.0-2-0 0-2-4) f9.0-5-0 0-3-0'1 LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.36 9-10 >893 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(TL) 0.93 9-10 >346 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.42 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 112 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1050/0-8-0, 2=1326/0-8-0 Max Horz 2=81(LC 8) Max Uplift 7=-161(LC 12), 2=-357(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4121/819, 3-5=-3212/671, 5-6=-3227/683, 6-7=-4356/919 BOT CHORD 2-10=-729/3889, 9-10=-735/3904, 8-9=-822/4141, 7-8=-821/4131 WEBS 5-9=-222/1589, 6-9=-1178/301, 3-9=-944/212 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=27111; eave=4tt; Cat. II; Exp B; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2) -4-0-9 to-1-0-9, Interior(1) -1-0-9 to 13-4-0, Exterior(2) 13-4-0 to 16-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 7, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 7 and 357 lb uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and /2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE. Design valid for use only will) Mllek6 connectors. [his design Is based only upon parameters shown, and Is for an Individual building component, not - C1 a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall S bullding design. Bracing Indicated Is to prevent txrckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k` is always required for slabtttly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, pellvery, erec:llon and bracing of trusses and buss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply COLE DEBBI T11664209 JR339-17 T-10 Scissor is 1 Job Reference o tional n n:T,.I. 1...I„nbinc Inc Men Standard Truss & Root Supply, Haines city, Florida 53844-4400 S ^N ID:njL9K9CEzw5yuoOi2JApglyux3= aeGeSIIQ8NWLJbP1cZd19SCO27aFv_nMbPUd?UyuwQw 2-0-1 7 1 14 13-4-0 19-6.2 26-8-0 28-8-0 2-0-0 7-1-14 6-2-2 6-2-2 7-1-14 2-0-0 3x6 4.00112 44 = 2.00 12 3X8 — 13-4-0 6-2-2 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI. TC 0.53 BC 0.73 WB 0.83 Matrix -AS DEFL. in (loc) 1/dell L/d Vert(LL) -0.42 11-12 >760 240 Vert(TL) -1.09 11-12 >294 180 Horz(TL) 0.51 8 n/a n/a PLATES MT20 MT20HS Weight: 112lb LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1189/0-8-0, 8=1189/0-8-0 Max Horz 2=-64(LC 10) Max Uplift 2= 260(LC 12), 8=-260(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4339/831, 3-5=-3256/644, 5-7=-3256/634, 7-8=-4339/852 BOT CHORD 2-12= 703/4109, 11-12=-705/4121, 10-11=-750/4121, 8-10=-748/4109 WEBS 5-11=-197/1621, 7-11 =-1 120/282, 3-11 =-1 120/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=2711; eave=4ft; Cat. II; Exp B; Encl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 0-11-13, Interior(1) 0-11-13 to 13-4-0, Exterior(2) 13-4-0 to 16-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 2 and 260 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and n112" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Scale = 1:50.3 GRIP 2441190 187/143 FT = 10% WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an Individual txl9ding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bracing Indicated is to lxlckilng individual truss web and/or chord members only. Additional temporary and permanent bracing p MiTbuildingdesign. prevent of is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ek' 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, sec-ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type COLE DEBBI T11664210 JR339-17 T-12 Roof Special Girder Job Reference (optional) o C AI1T i..a-r,i. 1— NA,, 1,d Od n7-97.ao Om 7 Pane 1 5tanaara truss a< hour ouppiy, ndu iec "uy, rlvi iva o u - .. . -- _ ID:njL9K9CEzw5yuo0i2JApglyux3= WOOOt_mgg_m3YvZQk_fmEtHLOxH9Nvwf2jzk4Nyuw0u 2-0-0 7-0-0 13-0-0 17-0-0 19-5-12 25-0-0 28-0-0 30-0-0 2-0-o 7-0-0 6-0-0 2-5-12 5-6-4 3-0-0 2-0-0 Scale = 1:53.3 Special 4x8 = Special NAILED NAILED 4x6 4.00 12 = 3 22 2324 4 NAILED Special 4x8 = 1.5x4 11 NAILED 4x8 = 5 25 6 26 27 7 i 8 n 2 ' 9 c)1 15 14 12 11 31 10 28 29 30 13 3x6 = 1.6x4 NAILED NAILED 4x8 3x6 = 4x8 NAILED 1.6x4 II 3x4 = Special Special Special 7-0-0 13-0-0 19-5-12 21-3-14 25-0-0 28-0-0 7-0-0 6-0-0 6-5-12 1-10-2 3-8-2 3-0-0 Plate Offsets (X Y) j3:0 5 4 0-2-0] (5:0-3-12 0-2-0] j7:0-5-4 0-2-0] j14:0-1-12 0-1-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL' 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.12 14-15 >999 - 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 1.25 BC 0.70 Vert(TL) -0.34 14-15 >670 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.08 12 r1/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 125 Ito FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied or 3-1-10 ocpu(lins. 3-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.t WEBS 2x4 SP No.3 REACTIONS. All bearings 0-3-8 except Qt=length) 2=0-8-0, 11=0-11-0. lb) - Max Horz 2=38(LC 31) Max Uplift All uplift 100 lb or less at joint(s) 11 except 2= 295(LC 8), 12=-352(LC 5), 8=-121(LC 8) Max Grav All reactions 250 lb or less at joint(s) 11 except 2=1475(LC.1), 12=2081(LC 1), 8=322(LC 25) FORCES. (lb) - Max: Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3280/480, 3-4= 2813/427, 4-5=-2935/444, 5-6= 212/1494, 6-7=-180/1404 BOT CHORD 2-15=-378/3052, 14-15= 373/3083, 12-14=-180/1335 WEBS 3-15=0/633, 3-14=-341/53, 4-14=0/471, 5-14=-180/1532, 5-12=-3117/507, 6-12=-398/185, 7-12=-1379/179 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft; B=45ft; L=28ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except Qt=lb) 2=295, 12=352, 8=121. 7) "NAILED" indicates 3-1 Od (0.148"xX) or 3-12d (0.148"z3.25') toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 205 lb down and 172 Ib up at 7-0-0, and 205 lb down and 172 lb up at 13-0-0, and,118 Ito down and 61 lb up at 25-0-0 on top chord, and 348 lb down and 29 lb up at 7-0-0, and 348 lb down and 29 lb up at 12-11-4, and 73 lb down and 20 lb up at 24-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 3-4=-60, 4-5=-60, 5-7=-60, 7-9=-60, 12-16=-20, 11-19=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. IM3/2015 BEFORE USE. Iq Design valid for use only with MiTekm) connectors. This design is based only upon parameters shown, and is for an Individual building component. noT tl a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall is to buckling individual truss web and/or chord members only. Additional tempexary and, permanent bracing 6'b MiTek' building design. Bracing indicated prevent of Is always required for stability and to prevent collapse with posslhle personal Injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromlfussPlateInstitute, 218N. Lee Street, Suite 312. Alexandria, VA 22314. I Job Truss Truss Type dty Ply COLE DEBBI T11664210 JR339-17 T-12 Roof Special Girder _ 1 1 Job Reference o tional M'T k i d t Inc Mon Jul 24 07.27:49 2017 Page 2 Standard Truss & Roof Supply, Haines City, Florida 33844-4400 8.010 s Apr 20 2016 i e n us ries, n . ID:njL9K9CEzw5yuoOi2JApglyux3= WOOOt_mgg_m3YvZQk_fmEtHLOxH9Nvwf2jzk4NyuwQu LOAD CASES) Standard Concentrated Loads (Ib) Vert: 3=-158(F) 4=-158(F) 7=-2(F) 15= 348(F) 14= 60(F) 10=0(F) 22=-120(F) 24=-120(F) 26= 2(F) 27=-2(F) 28=-60(F) 29=-60(F) 30=-288(F) 31=-1(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTekffi) connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the appticabilily of design parameters and propedy incorporate this design into the overall indicated is to buckling individual truss web and/or chord membears only. Additional temporary and permanent hfacing MiTek` .. building design. Bracing prevent of is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tanga, FL 33610 Job Truss Truss Type Oty Ply COLS DEBBI T11664211 JR339-17 T-13 Roof Special 1 1 Job Reference (optional) I nn r i, Inili icrrfae Inn 6nnn.11d 9d n7 97.50 9017 Paae t Z51arluaru I IuSb a nvul ouhlny, i tau— vny, , I-- . --- -, .-- 2-0-0 9-0-0 11-0-0 2-0-0 9-0-0 2-0-0 4.00 FIT 5x8 = 4x4 = 3 204 ID:njL9K9CEzw5yuoOi2JApglyux3= _Dyn4KnlRluwA38cHhA?n4gXE r vl n nAT9nr4C = 11 Iv 3x4 = 1.Sx4 11 3x8 = 3x6 = 3x4 = 1.5x4 II 3x4 = 2-0-0 ' Scale = 1:53.3 9-0-0 11-0-0 19-5-12 22-9-2 23 Q-0 28-0-0 9-0-0 2-0-0 8-5-12 3-3-6 0-T 14 5-0-0 Plate Offsets (X Y) t2:0 2 2 Edge) j3 0 5 4 0 2 81 15:0-3-4 0-2-41 6 0-7-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL k 0) Plate Grip DOL t25 TC 0.54 Vert(LL) 0.11 10-12 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(TL) 0.29 13-16 798 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 125 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-3-8 except (jt=length) 2=0-8-0, 9=0-11-0. lb) - Max Horz 2=47(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 9 except 2=-214(LC 12), 10=-152(LC 12), 7— 105(LC 12) Max Grav All reactions 250 lb or less at joint(s) 7 except 2=863(LC 1), 10=1151(LC 1), 9=272(LC 22) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1170/249, 3-4=-929/226, 4-5=-1019/222, 5-6=-194/871, 6-7=-45/309 BOT CHORD 2-13=-132/1033, 12-13=-130/1039, 10-12=-245/954, 9-10= 257/114 WEBS 3-12=-293/85, 4-12=-59/272, 5-10=-1952/555, 6-10=-682/198 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 30-0-9 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Qt=lb) 2= 214, 10=152, 7=105. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and V2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/0312015 BEFORE USE, Nil' lDesignvalidforuseonlywithMiTek® connectors. this design is based only upon parameters shown, and is for an Individual building component, not Ct a truss system. Before use, the building designer must verify the applicability of design parameters and properly incofporate this design into the overall only. Additional temporary and permanent bracing MITek` buildingdesign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members is always required for stability and 10 prevent collapse with possible pelsonal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery. erection and bracing of trusses and truss systems, seeANSI/TPi t Quality Criteria, DSB-89 and BCSI Building Component Tampa. FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply COLE DEBBI T11664212 JR339-17 T-14 Roof Special 1 1 Job Reference (optional) Standard Truss & Roof Supply, Haines City, Florida 33844-4400 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jul 24 07:27:51 2017 Page 1 ID:njL9K9CEzw5yuoOi2JApglyux3_ SPW91fowBbOnoDjorPhEJHNiGk?frsuyWlSg8GyuwQs 2-0-0 5-4-14 10-0-0 13-0-0 21-0-0 28-0-0 2-0-0 5-4-14 4-7-2 3-0-0 8-0-0 7-0-0 3x4 = 4x4 = 4.00 4 4x6 = 10x10 MT20HS = 10-0-0 3x8 = 19-5-12 3x6 = 3x4 = 1.5x4 24-7-13 Scale = 1:51.1 3x4 = Plate Offsets (X Y)-- 2'0-2-0 Edge) (5'0-3-4 0-2-0i (6'0-7-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.12 9-11 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(TL) 0.33 9-11 711 180 MT20HS 187/143 BCLL. 0.0 * Rep Stress Incr YES WB 0.63 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 126lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. ' WEBS T-Brace: 2x4 SPF Stud - 5-9 Fasten (2X) T and I braces to narrow edge of web with 1 Od 0.131 "x3") nails, 6in o.c.,with Sin minimum end distance. Brace must cover 90% of web length. REACTIONS. All bearings 0-3-8 except Qt=length) 2=0-8-0, 8=0-11-0. lb) - Max Horz 2=54(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 7, 8 except 2=-200(LC 12), 9=-234(LC 12) Max Grav All reactions 250 lb or less at joint($) 7, 8 except 2=822(LC 1), 9=1408(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1378/404, 3-4=-942/232, 4-5=-933/255, 5-6=-180f770 BOT CHORD 2-11=-341/1270, 9-11=-227/888, 8-9=-362/114 WEBS 3-11=-459/236, 4-11=-37/391, 5-9=-1766/521, 6-9=-756/300, 6-8=-56/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0, Interior(1) 21-0-0 to 28-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 8 except Qt=lb) 2=200, 9=234. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Yz" gypsum sheetrock be applied directly to the bottom chord. 9) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekffi) connectors. This design is based only upon parameters shown, and is for an Individual building component, not a Ir1155 system. Before rrse, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall indicated is to buckling individual buss web and/or chord members only. Addllional temporary and permanent braking FFFSSS666 MiTek" building design. Bracing prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. s Job Truss Truss Type ty Ply COLE DEBBI T11664213 JR339-77 T-15 Roof Special Girder 1 fL Job Reference o tional a nin ,. A... On 2016 M{Tek !ndLstries Inc tvinn Jul 24 07-27t53 2017 Paae 1 Standard Truss & Hoot supply, maines city, rlonaa 33844-4400 -- . ..... _....._--- - ID:njL9K9CEzw5yuoOi2JApglyux3_-OodvjLgBjDGU1 WtBzpkiOiSl,ZYiAJjXFzLxxDByuwQq 2-0-0 5-7-14 10-0-0 12-3-0 16-3-0 20-3-0 23-5-10 28-0-0 2-0-0 ' 5-7-14 4-4-2 2-3-0 4-0-0 4-0-0 3-2-10 4-6-6 Scale = 1:51.0 i N 6 4x6 = 4 4x4 = 5xl0 MT20HS = 3xg - 7x8 = JUS26 JUS26 8x10 = JUS264x6 = 4x8 = HUS26 HUS26 4x8 \ _,- 3x4 = Special JUS26 JUS26 JUS26 HUS26 7-1 0 12-3-0 , 19-2-5 19-7-8 25-5-1 I 28-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.14 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.36 13-14 >639 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 312 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Except' 6-13: 2x4 SP No.1 REACTIONS. All bearings 0-3-8 except Qt=length) 11=0-5-9 (input: 0-3-8), 2=0-8-0, 10=0-11-0. Ib) - Max Horz 2=54(LC 24) Max Uplift All uplift 100 lb or less at joint(s) except 9=-968(LC 17), 2=-579(LC 8), 11=-1948(LC 8), 10=-106(LC 6) Max Grav All reactions 250 lb or less at joint(s) 9 except 2=2901(LC 1), 11=10966(LC 1), 10=877(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8232/1466, 3-4=-8057/1432, 4-5=-5658/1071, 5-6=-5268/984, 6-7=-1106/6250, 7-8=-995/5650, 8-9=-217/1221 BOT CHORD 2-14=-1347/7767, 13-14=-802/4774, 11-13=-12341230, 10-11=-3795/658, 9-10=-1129/232 WEBS 3-14=-274/181, 4-14=-701/4282, 4-13= 240/1153, 5-13=-1844/386, 6-13=-135117720, 6-11=-6816/1293, 7-11=-2194/438, 8-11=-1617/366, 8-10=-509/3222 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row 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. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; B=4511; L=28ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size atjoint(s) 11 greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 968 lb uplift at joint 9, 579 lb uplift at joint 2, 1948 lb uplift at joint 11 and 106 lb uplift at joint 10. 11) Use USP JUS26 (With 10d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 19-0-12 to connect truss(es) to back face of bottom chord. 12) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 21-0-12 from the left end to 25-0-12 to connect truss(es) to back face of bottom chord. Q$UfdAWAl qg§ where han er is in contact with lumber. WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. v Design valid for use only with MITekO conneclors. this design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate It* design into the overall EEE 777 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for slabillty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcailon, storage, delivery, erection and bracing of trusses and truss systems, sec-ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trom truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 71 Job Truss Truss Type Oty, P72Job OLE DEBBI T11664213 JR339-17 T-15 Roof Special Girder 1 Reference roptirrnall t I J 1 24 OT27 53 2017 Pa e 2 Standard Truss & Roof Supply, Haines City, Florida 33844-4400 8.010 s Apr 20 2016 MITek IndiM us res, nc. on u g I D: nj L9K9CEzw5yuoOi2JApglyux3_-Oodvj LgBj DGU 1 W tBzpkiOi S I ZYiAJjXFzLxxDByuwOq NOTES- 14) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2160 lb down and 344 lb up at 7-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( plf) Vert: 1- 4=-60, 4-5=-60, 5-7=-60, 7-9=-60, 2-9=-20 Concentrated Loads ( lb) Vert: 14=- 2160(B) 11= 1022(B) 20=-1022(B) 21=-1022(B) 22=-1022(B) 23=-1022(B) 24=-1022(B) 25= 1030(B) 26=-1030(B) 27= 1030(B) WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. q Design valid for use only with MI1ek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not t1 a Inns system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 63 MiTek` building design. prevent Is always required for stability and to prevent collapse with possible personal injury and propeity damage. For general guidance regarding the 6904 Parke East Blvd. Fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety InformationavailablefromTrussPlateInstitute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply COLE DEBBI JR339-17 TJ-01 Corner Jack 6 f Job Reference (optional) o non A— On onia KAiTek Inriuetriac inr.Mon: Jul 2407:27:54 2017 Pape 1 T11664214 ranoaro I ru55 p, movi OUPPly; nau roa .uy, i ivi n.a FI Plate Offsets (X Y) (2:0-0-14 Edgel I D:njL9K9CEzw5yuoOi2JApglyux3_-t_BHwhgpUW QLfgRNWXFxxw?EWy7A2MW OC?hVlayuwQp 1- 0-0 _ 1- 0-0 1- 0-0 Scale = 1:6.8 3 LOA® ING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP ; TCLL 20.0 Plate Grip,f70L 1.25 TC 0.46 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MS Weight: 6lb FT=10% j I LUMBER- BRACING - TOP CHORD 2x4 SP lVo.3 iTOP CHORD Structural woad sheathing directly applied or-0-0 ocpurjins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . REACTIONS. " ( lb/size) 2=289/0-8-0, 4=-94/Mechanical Max Horz 2=45(LC 12) Max Uplift 2=-190(LC 12), 4=-94(LC 1) Max Grav 2=289(LC 1), 4=92(LC 12) FORCES. ( lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCD L=6.Opsf; h=25ft;B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOC=1.60 plate grip DOL=1.60 2) This'truss•has been designed for a 10.0. psf bottom chord live load nonconcurrenf with any other live loads. 3) * This truss has been designed for a live.load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 Ib uplift at joint 2 and 94 lb uplift at joint 4. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 015 WARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANC 10/03/2 BEFORE USE. EPAGEM11-7473 rev, Design valid for use only with MITek0 connectors. This design is based only upon parameters shown. and is for an individual building component, not Cl truss system. Before use, the building designer must veffy the applicability of design: ixnameters and poperty mcolpolate this design Into tile overall building design. Bracing indicated is to prevent tickling of indivdual truss web and/or chord rnembers only. Additional tern txorary and permanent bracing is always required for stability and to prevent collapse with possiblepeisonal injury and property damage. For general guidance regarding4he fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89-and BCSI-Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Welk` 6904 Parke East Blvd. Tampa, FL 33610 T11664214 ranoaro I ru55 p, movi OUPPly; nau roa .uy, i ivi n.a FI Plate Offsets ( X Y) (2:0-0-14 Edgel I D:njL9K9CEzw5yuoOi2JApglyux3_- t_BHwhgpUW QLfgRNWXFxxw?EWy7A2MW OC?hVlayuwQp 1-0-0 _ 1-0-0 1-0-0 Scale = 1:6. 8 3 LOA®ING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP ; TCLL 20.0 Plate Grip,f70L 1.25 TC 0.46 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MS Weight: 6lb FT=10% j I LUMBER- BRACING - TOP CHORD 2x4 SP lVo.3 i TOP CHORDStructural woad sheathing directly applied or-0-0 ocpurjins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . REACTIONS. " (lb/size) 2=289/0-8-0, 4=-94/Mechanical Max Horz 2= 45(LC 12) Max Uplift 2=- 190(LC 12), 4=-94(LC 1) Max Grav 2= 289(LC 1), 4=92(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCD L=6.Opsf; h=25ft;B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOC=1.60 plate grip DOL=1.60 2) This'truss• has been designed for a 10.0. psf bottom chord live load nonconcurrenf with any other live loads. 3) * This truss has been designed for a live.load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 Ib uplift at joint 2 and 94 lb uplift at joint 4. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 015 WARNING - Verl/ ydesignparametersandREADNOTESONTHISANDINCLUDEDMITEKREFERANC10/03/2 BEFORE USE. E PAGE M11-7473 rev, Design valid for use only with MITek0 connectors. This design is based only upon parameters shown. and is for an individual building component, not Cl truss system. Before use, the building designer must veffy the applicability of design: ixnameters and poperty mcolpolate this design Into tile overall building design. Bracing indicated is to prevent tickling of indivdual truss web and/or chord rnembers only. Additional tern txorary and permanent bracing is always required for stability and to prevent collapse with possiblepeisonal injury and property damage. For general guidance regarding4he fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89-and BCSI-Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Welk` 6904 Parke East Blvd. Tampa, FL 33610 Max Uplift 2=-190(LC 12), 4=-94(LC 1) Max Grav 2=289(LC 1), 4=92(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7- 10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCD L=6.Opsf; h=25ft;B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi= 0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOC=1.60 plate grip DOL=1.60 2) This'truss•has been designed for a 10.0. psf bottom chord live load nonconcurrenf with any other live loads. 3) * This truss has been designed for a live.load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 Ib uplift at joint 2 and 94 lb uplift at joint 4. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 015 WARNING - Verl/y design parametersandREADNOTESONTHISANDINCLUDEDMITEKREFERANC10/03/2 BEFORE USE. E PAGE M11-7473 rev, Design valid for use only with MITek0 connectors. This design is based only upon parameters shown. and is for an individual building component, not Cl truss system. Before use, the building designer must veffy the applicability of design: ixnameters and poperty mcolpolate this design Into tile overall building design. Bracing indicated is to prevent tickling of indivdual truss web and/or chord rnembers only. Additional tern txorary and permanent bracing is always required for stability and to prevent collapse with possiblepeisonal injury and property damage. For general guidance regarding4he fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89-and BCSI-Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Welk` 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City COLE DEBBI JR339-17 TJ-01A Corner Jack Job Reference (optional) o IAn ,: n.,, on on 'a MiTnlr Inllucrri— Inr Mnn .Inl P4-07-P7-55 2017 Paoe 1 ' T11664215 JLaHUdIU I IUSb a MVU1 ouPPiy,- ID:njL9K9CEzw5yuoOi2JApglyux3_.LAlg81 rRFgWCGgOZ4EmAU7XPHLOynpmXRfQ2HlyuwQo 4-0-0 i... 1-4-0.. 4-0-0 1-4-0 3. 1 Scale = 1:10.9 N r 6 1 Io 0 1-4-0 Plate Offsets (X Y) (2"0-4-0 0-1-51 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(TL) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -9.00 2 . n1a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix -MS Weight:11 lb FT=10% LUMBER- BRACING - TOP CHORD 2x4 SP M31 TOP CHORD Structural wood sheathing directly applied or 1-4-0,oc purlins. . i BOT CHORD 2x4 SP No:3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. s REACTIONS. (lb/size) 2=667/0-8-0, 4=-318/Mechanical Max Horz 2=85(LC 12) Max Uplift 2=-463(LC 12), 4=-318(LC 1) Max Grav 2=667(LC 1), 4=269(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph(3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6;Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-0-9 to-1-0-9, Interior(1) -1-0-9 to 1-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 463 lb uplift at joint 2 and 318 lb uplift at joint 4. ` 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid forse, only with MITekO connectors,. This design is Lased only upon parametersshown, and Is for an individual building component, not Eli a Irusssystem.. Before use, the building designer 1 USI verify the applicability of design Ixnarneteis and piol-,erly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing MiTek`. is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Streel.Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type bty Ply COLE DEBBI T11664216 JR339-17 TJ-03 Corner Jack 7 1 Job Reference (optional) A-, on only nniTotr Inrinctrloc Inc Mnn .IHI 24 07-27:55 2017 Paoe i e Standard Truss & Roof Supply, Raines aty, Horioa 33d44-44uu -- , —1. „, ,••__-•• •-_, ..._....-.. _ _. _ . ID:njL9K9CEzw5yuoOi2JApglyux3_-LAIg81 rRFgW CGgOZ4EmAU7XPGLTpnpmXRfQ2H 1 yuwQo 200 300 2-0-0 3-0-0 Scale = 1:10.2 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.00 7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) 0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 12 lb FT = 10% LUMBER- BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=54/Mechanical, 2=283/0-8-0, 4=21/Mechanical Max Horz 2=67(LC 12) Max Uplift 3=-13(LC 12), 2=-133(LC 12) Max Grav 3=54(LC 1), 2=283(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 2-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 3 and 133 lb uplift at joint 2. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 10103,2015 BEFORE USE. srq Design valid for use only with MITekR connectors. This design is based only upon parameters shown, and Is for an individual building component, not t1 a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent txtckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for slat-Ailly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabicatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 T11664217JobTrussTrussTypeQtyPlyCOLEDEBBI JR339-17 TJ-03A Corner Jack 2 1 Job Reference(optional) Standard Truss& Roof Supply, Haines City, Florida 33844-4400 4-0-0 rl8.010 s Apr 20 2016 l e n us es, I D:nj L9K9C Ezw5y,uoOi2JApglyux3_-p NJ2LNs3OBe3u_bmeyH PO L4aN IIC W GOhfJAbpTyuwQn 3-0-0 3-0-0 Scale = 1:14.2 Plate Offsets (X Y) - 2:0-2-0 0-1-111 LOADING (psf) . SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.01 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.35 Vert(TL) 0.01 4-7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 27lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.1 LBR SCAB 1-3 2x4 SP No.1 one side REACTIONS. (lb/size) 3=-28/Mechanical, 2=527/0-8-0, 4=-22/Mechanical Max Horz 2=101(LC 12) Max Uplift 3= 28(LC 1), 2=-312(LC 12), 4=-22(LC 1) Max Grav 3=56(LC 12), 2=527(LC 1), 4=47(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Attached 7-5-11 scab 1 to 3, front face(s) 2x4 SP No.1 with 1 row(s) of 1Od (0.131"x3") nails spaced 9" o.c.except : starting at 1-10-11 from end at joint 1, nail 1 row(s) at 4" o.c. for 4-4-15. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-0-9 to-1-0-9, Interior(1) -1-0-9 to 2-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 Ib uplift at joint 3, 312 lb uplift at joint 2 and 22 lb uplift at joint 4. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only Win MiTekO connectors. This design is based only upon paramelers shown, and is for an Individual building component. not a IIUSS system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to provent Lwckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stal:4111y and to preveni collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tanga, FL 33610 Job Truss Truss Type idly Ply COLE DEBBI Ti1664218 JR339-17 TJ-05 Corner Jack 4 1 Job Reference (optional) o Ain ,. A— nn —1 a AAiTolr 1—h ictrioc Inr Mon .lull P4 n7 97.57 2017 Paoe 1 JLdfludfu I fuJL a nuul ouppy, i iai — v„y, , -- • •.,.. 2-0-0 1 ID:njL9K9CEzw5yuoOi2JApglyux3= HZtQYjthnRmwWBAyCfoeZYdl?95GFjFquzv9MvyuwQm 5-0-0 Scale = 1:13.8 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.03 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.07 4-7 >899 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -AS Weight: 19 lb FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=119/Mechanical, 2=346/0-8-0, 4=54/Mechanical Max Horz 2=89(LC 12) Max Uplift 3=-43(LC 12), 2=-129(LC 12) Max Grav 3=119(LC 1), 2=346(LC 1), 4=85(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft 21=451t; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 3 and 129 lb uplift at joint 2. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and rh" gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103120 IS BEFORE USE. Iq Design valid for use only with MITeM connectors. This design is based only upon parameters shown, and is for an individual building component, not Cf a truss system. Before use. the brdldlix3 designer must verify the a14Aicability of design parameters and properly Incorporate this design into the overall Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing c3 WOW buildingdesign. prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 SafelyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. lob Truss Truss Type Ily Ply = Reterence T11664215 IR339-17 TJ-05A Corner Jack 2 1 nal) Standard Truss & Roof Supply, Haines City, Florida 33844-4400 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jul 24 07:27:57 2017 Page 1 I D:ni L9K9C Ezw5yuoOi2JApgiyux3_-HZtQYjthnRmwW 8AyCfoeZYdl G98tFj Fquzv9MvyuwQm 4-0-0 5-0-0 4-0-0 5-0-0 0 Scale = 1:18.0 I Plate Offsets (X Y)-- 2:0-3-10 0-0-111 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.42 DEFL. Vert(LL) in 0.04 loc) 4-7 I/defl 999 Ud 240 PLATES GRIP MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.05 4-7 999 180 BCLL 0.0 BCDL 10.0 Rep Stress Incr YES Code FBC2014/TP12007 WB 0.00 Matrix -AS Horz(TL) 0.01 2 rVa n/a Weight: 22lb FT=10% LUMBER- BRACING TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=80/Mechanical, 2=540/0-8-0, 4=18/Mechanical Max Harz 2=123(LC 12) Max Uplift 3=-21(LC 9), 2=-269(LC 12) Max Grav 3=80(LC 1), 2=540(LC 1), 4=72(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -4-0-9 to-1-0-9, Interior(1) -1-0-9 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 3 and 269 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and YZ gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additional, permanent and stability bracing for truss system (not part of this component design) is always required. WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. pq Design valid for use only with MITek0 connectors. [his design is based only upon parameters shown, and is for an Individual building component, not r a Ir'rISS sySlem. Before use- the building designer must verify the applical- ily of design parametersand properly Incorporate this design info the overall building design. Bracing li is to lxickling of individual inrss web and/or chord members only. Additional ter p:xxory and permanent bracing k MiTek` idicatedpreventIs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply COLE DEBBI T11664220 JR339-17 TJ-07 Jack -Open 11 1 Job Reference (optional) 20 2016 M T k Industries Inc Mon Jul 24 07.27 58 2017 Page 1StandardTruss & Roof Supply, Haines City, Florida 33844-4400 8.010 s Apr e I . ID:njL9K9CEzw5yuoOi2JApglyux3= IIRom3tJYIvn71IBINJt5m9orZKi_AV_7dfiuMyuwQl 2-0-0 7-0-0 2-0-0 7-0-0 Scale = 1:17.5 7-0-0 700 Plate Offsets (X Y)-- (2 0-0-6 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0,09 4-7 892 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(TL) 0.27 4-7 306 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 25Ito FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=180/Mechanical, 2=418/0-8-0, 4=80/Mechanical Max Horz 2=112(LC 12) Max.Uplift 3=-70(LC 12), 2=-132(LC 12) Max Grav 3=180(LC 1), 2=418(LC 1), 4=121(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9to 0-9-12, Interior(1) 0-9-12 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 3 and 132 lb uplift at joint 2. 6) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/012015 BEFORE USE. W7 Design valid for use only with MlTekO connectors. this design Is based only upon parameters shown, and is for an individual building component, not a truss system. before Use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall pp g building design. Bracing Indicated is to prevent buckling of Individual (CUSS web and/or chord members only. Additional lemporary and permanent bracing MiTek• Is always required for stalpllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Buss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply COLE DEBBI T11664221 JR339-17 TJ-07A Jack -Open 3 1 Job Reference o tional c "iT,.L lnrl, ictries Inc Mon u1 24 n7-97-rQ 9n17 Pnne 1 Standard Truss & Roof Supply, Haines City, Florida 33844-4400 I0 s np ^ - - -- ID:njL9K9CEzw5yuoOi2JApglyux3= Dy?AzPuxJ31eIRKLJ4r6ezizizg8fdl7MHOFQoyuwQk 7-0-0 Scale = 1:17.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.10 4-7 >815 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.27 4-7 >306 180 BCLL 0.0 * Rep Stresslncr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 25Ito FT=10! LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=179/Mechanical, 2=418/0-8-0, 4=80/Mechanical Max Herz 2=112(LC 12) Max Uplift 3=-70(LC 12), 2=-131(LC 12) Max Grav 3=179(LC 1), 2=418(LC 1), 4=120(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 0-11-13, Interior(1) 0-11-13 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 70 lb uplift at joint 3 and 131 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Yz" gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. f 0/03/201 S BEFORE USE. p© Design valid for use only with Mileka.D connectors. This design Is based only upon parameters shown, and is for an Individual building component. not m- Cf a truss syste. Before use, the building designer mast verify the applicability of design parameters and properly incogwrate this design into overall ®3 building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and io prevenl collapse with possible personal injury and property damage. For general guidance regarding the fabrication• storage• delivery. erection and bracing of brasses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and-BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 " IJob Truss Truss Type Qty, Ply COLEDEBBI JR339-17 TK-03 Diagonal Hip Girder 1 1 Job Reference o tional a non A... on ooig AAiTak Inrinstriac Inc Mnn Jul 24 07*27:592017 .Page 1 s Ttt664222 JLUTIUdIU 1I— a nuui .emu PPiy, i i-1--1", , ,...1-.,..., , ..- ID:njL9K9CEzw5yuoO.i2JApglyux3= Dy?AzPuxJ31elRKLJ4r6ezi4DzgSjdl7MHOFQoyuwQk 4-2-3 4-2-3 3 Scale = 1:13.9 2.83'112 N c2 c? 2 o 4 NAILED 1 25x4 = NAILED 2.5x4 = 4-2-3 423 Plate Offsets (X Y) (2:0'1-3 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl L/d PLATES GRIP TCLL 20.0 Plate Grip'DOL 1.25 TC 0.46 Vert(LL) -0.03 4-7 >999 240 MT20 ' 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Veri(TL) -0.03 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight:17lb FT=10( LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63/Mechanical, 2=324/0-4-9, 4=15/Mechanical Max Horz 2=74(LC 4) Max Uplift 3=-30(LC 4), 2=-259(LC 4), 4=-4(LC 17) Max Grav 3=80(LC 28), 2=386(LC 28), 4=54(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0:18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has beemdesigned for alive load of 20.0OSf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 Ito uplift at joint 3, 259 lb uplift at joint 2 and 4 lb uplift at joint 4. 6) "NAILED" indicates 3-1od (0.148°x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) In the LOAD CASE(S) section, loads applied to the face' of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 7=100(F=50, B=50) WARNING - Verily. design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for. use only with MITeWD connectors. this design is based only ufx>n parameters shown, and is for an individual building component, not a irl.rss system. Before use, the building designer must verify the, applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent Lwckling of individual truss web and/or chord members only. Additional tempwrary acid permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, ereciion and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904"Parke East Blvd. Safety Information. available trom Truss Plaie Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job TKIsl Truss Type Qty Ply COLE DEBBI T11664223 JR339-17 Diagonal Hip Girder 2 1 S Roof Supply, Haines City, Florida 33844-4400 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jul 24 07:28:01 2017 Page 1 ID:njL9K9CEzw5yuoOi2JApglyux3_-9K6xO4wCrg HM?I Uj RVtajOnQjmSmBS_QpbtMVgyuwQi 2-9-15 5-7-5 9-10-13 2- 9-15 5-7-5 4-3-8 Scale: 1/2"=1' NAILED NAILED NAILED 3x4 — NAILED 5- 7-5 LOADING ( psi) SPACING- 2-0-0 CSI, DEFL. in loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.05 7-10 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.33 VerI(TL) 0.08 6-7 999 180 BCLL & 0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 5 n/a Na BCDL 10.0 Code FBC2014/TP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SIP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 4=123/Mechanical, 2=534/0-11-5, 5=317/Mechanical Max Horz 2=125(LC 4) Max Uplift 4=-55(LC 4), 2=-280(LC 4), 5= 18(LC 4) Max Grav 4=123(LC 1), 2=61 O(LC 28), 5=317(LC 28) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-911/77 BOT CHORD 2-7=-129/874, 6-7=-129/874 WEBS 3-7=0/261, 3-6=-922/136 9- 10-13 PLATES GRIP MT20 244/190 Weight: 42lb FT = 10% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., G'Cpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 4, 280 lb uplift at joint 2 and 18 Ito uplift at joint 5. 6) " NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 5-8=-20 Concentrated Loads (lb) Vert: 10=101(F=50, B=50) 12=-67(F=-34, B=-34) 13=2(F=1, B=1) 14=-51(F=-25, B= 25) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekJ connectors. This design is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllityand to prevent collapse with possible personal Injury and property damage. for general guidance regarding Inc Fabrication. storage, delivery: erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, PL 33610 Job Truss Truss Type Qty= JobReference T11664224 JR339-17 TK-07A Diagonal Hip Girder 1 al FondaStandardTruss & Hoot supply, Haines airy, Fond33844-4400 2- 9-15 ID: njL9K9CEzw5yuoOi2JApglyux3_ eWgJcQxgczPDcv3w_COpGcKZkAiuwppZ2Fdw17yuwQh 14 1 _ 9- 10-1 Scale = 1:24.4 5- 5-14 5- 5-14 J- 1V-I 4- 4-3 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.21 7-10 >569 240 MT20. 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.23 7-10 >519 180 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 41 Ib FT = 10% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 4=130/Mechanical, 2=341/0-9-13, 5=166/Mechanical Max Horz 2=125(LC 4) Max Uplift 4=-60(LC 4), 2=-317(LC 4), 5=-6(LC 17) Max Grav 4=150(LC 17), 2=899(LC 28), 5=418(1_C 22) FORCES. ( Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2172/424 BOT CHORD 2-7=-462/2143, 6-7=-453/2147 WEBS 3-7= 110/329, 3-6— 2136/450 NOTES- 1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 4, 317 lb uplift at joint 2 and 6 Ito uplift at joint 5. 7) " NAILED" indicates 3-1 Od (0.148"x3') or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 258 Ito down and 346 lb up at 1- 3-15, and 258 lb down and 346 lb up at 1-9-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-8-20 Concentrated Loads (lb) Vert: 10=125(F) 11=64(F=32, B=32) 12=-10(F=-5, B=-5) 13=126(B) 15=13(F=6, B=6) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systerns, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institule. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/; Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular4x4toslots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek@ All Rights Reserved IMMOM M 1 81pe k MiTek Engineering Reference Sheet: M11-7473 rev, 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 1990 at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. City of Sanford Response to Comments Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit 4 A 4 ? 3 Submittal Date Project Address: c,70) Contact Ph:FaOF-11 N Email:COPY Trades encompassed in revision: General description of revision: uilding (E't Cl-V 6 . Plumbing Electrical r 1 C I C- i nC Mechanical O 19-L-ife Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building t- t- 1-T TOP OR, INTERMEDIATE SECTION (WIH OR WITHOUT` DECORATIVE ,INSERTS).:. GLAZING SHALL BE 1/4' 13 CA FLAG 16. CA' END STILE: ANGLE- POLYCARBONATE. MAXIMUM GLAZING DIMENSIONS - SHALL BE 11".'17" CUTOUT, FASTENED WITH. ,68:. X. 1' SMS .3X ALONG THE- HORIZONTAL AND' 2X'ALONG: -46 CA MIN;HORiZ- THE VERTICAL. SEEOETAIL E ON :SHEET Z FOR TRACK i ASSEMBLY'OETAILS: 2., NON -IMPACT REISTANT GLAZING OPTION - .090' LAG SCREW•(MIN 3 MINIMUM SSE GLAZING:. IN MOLDED I FRAMES SCREWED AS. SHOWN) TOGETHER WITH A MINIMUM OF (10) #8x1' SCREWS' INSTALLED IN TOP OR INTERMEDIATE SECT16N'(VATH: (4) 1 4-20x9/16" LARGE OR "OUT DECORATIVE INSERTS).. MEETS. UNIFORM HEAD TRACK BOLTS,OR STATIC WAND, PRESSURES SHOWN ON THIS DRAWING: 1/4-20 STUDS :WITH- GLAZINGSHALL HAVE :: -A MAXIMUM`. HEIGHT OF-:10.69- 1/4-20 HEX :NUTS I - AND A MAXIMUM LENGTH OF 16.94". BLAZING IS 9 NOT IMPACT.RESISTANT AND DOES -NOT MEET THE. 15 GA •MIN VERT e.... REOUIREMENTS FOR WIND-BORNE ',DEBRIS: REGIONS. _ - TRACK 3. VINYL. OR WOOD DOOR STOP NAILED A MAXIMUM1/4-204/1:6" TRACK OF 6" O;C; MUST OVERLAP TOP AND BOTH ENDS OF BOLT AND 1/4-20. HEX PANELS MINIMUM 7/15' TO MEET NEGATIVE NUT. AT EACH JB-US PRESSURES. JAMB BRACKET LOCATION. 4. KEY LOCK,. SLIDE LOCKS, OR :OPERATOR JI REOUIRED.. 5/ 16x1-5 B"LAC SCREW T EACH C 5. LOUVEROPTION - .040" MINIMUM LOUVERS 1N .JAMB BRACKET 0 MOLDED FRAMES SCREWED TOGETHER WITH A. l, 1.., MINIMUMOF ( 10) #Bxt' SCREWS INSTALLED IN THE. BOTTOM' SECTION. LOUVERS ARE. NOT IMPACT RESISTANT AND DO NOT MEET THE: REQUIREMENTS i FOR VAND-BORNE DEBRIS REGIONS.: 16 GA STIFFENED 7 I JAMB BRACKETS6. SECTION . STEEL TO HAVE A MINIMUM 26 GA SEE SCHELOULE FOR THICKNESS.. QUANITE, LOCATION,. AND TYPE 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF"THE PROFESSIONAL OF RECORD FOR THE BUILDING OR.. KEY LOCK OR SLOE LOCK STRUCTURE ANDINACCORDANCEWITHCURRENT: EACH END (NOT REQUIRED BUILDING CODESFORTHELOADSLISTEDONTHISWITHOPERATOR - SEE. DRAWING. NOTE4). SLIDE LOCK B. DOOR JAMB TO BE MINIMUM 2x4. STRUCTURAL. SHOWN FOR. .CLARITY GRADE LUMBER. REFER TO JAMBS CONNECTION SUPPLEMENT .FOR ATTACHMENT. TD' SUPPORTING STRUCTURE,. NOTE•. ( SECTION SOLID E DOOR SHO N. SEE SHEET 9. FOR. LOW HEAD ROOM LIFT CONDITIONS,. TOP 2 FOR `U-BAR .LOCATIONS. BRACKET SHALL : BE A.13 GA LHR: 7/4 TOP ON DOORS WITH'. OTHER BRACKET WITH A MINIMUM OF (3) 1/4-14X7/8" SECTION OUANTITIES AND SELF DRILLING CRIMP71••7E SCREWS IN LIEU Of THE SEE NOTES 1 AND THIS BRACKET SHOWN ON THIS DRAIWNO. U-BAR- ON TOP SHEET FOR GLAZING SECTION SHALL BE .INSTALLED ON TOP OF .LHR TOP OPTIONS. BRACKETS, SUPERIMPOSED DESIGN PRESSURE` LOADS ON ' SUPPORTING STRUCTURE DOOR WIDTH. DOOR HEIGHT UNIFORM LOD: EACH JAMB'.PLF A ( ) 10'-0" ALL. 15D D -167.5 12'-0" ALL 180,D -20110 14'-O' ALL 4210.D -234.5 15-0' ALL 4225.0-231.3 - 16-0 ALL.. - 4240.0-:268.0 ImI MARK A.'. SAWACXI; PE 2501 5. S7A)E'HWY 121,'SUITE 200 LEVASVILLE; TX : 75067 - FL _PE: 72513 TX PE 100291. PROFESSIONAL, ENGINEER' S SEAL PROVIOEO: ONLY FOR VERFICATION OF MNOLOAD CONSTRUCTION OCIAR.S. 20 GA'.. CENTER NDTF: 16' DOOR SHOWN. SEE SHEET 2 FOR AND SLE LOCATIONS ONHINGEOTHERSIZEnOORS. V1 fill' L uuL I t23 P4 UPDATED TITLE DLOCK AND IMPACT GLAZING' CRT 4/ 16/12 1 LL 9 LL 9c QQ f RANG PART NO, I REV. 327017 P: 4 GA COMMERCIAL 'A' 2). 1/4-.14x7/8' . DRILLING- CRIMP71TE SCREWS DE,OF,EACH END HINGE)— YLON STDRMGARD ROLLER 4 1/2 S* b7 AND PUSHNUT AT EACH ER LOCATION 1/4 MAX IEENs PUSHNUT .AND NET OR. HINGE A WIDE BODY END A17ACHED WITH 4-146%8' SELF P NG SCREWS DETAIL B CA NARROW BODY OERMEDIATEHINGE ACHED -PATH (4) 1-14x5/8' SELF - PING SCREWS --! CA. BOTTOM BRACKET ACHED WITH (2) 1-14x4/S SELF DRILLINGMP717ESCREWSTHROUGH N IY Aun nn m,.eo...ort EXTERI, FRAME MARK A.SAWICKL. PC 2501 S. STAIE. IAYf 121. SUITE '200 LEWISVILLE. TX 75067 rL PE 7.2613. TX PE 106291 PROFESSIONAL ENGINEER'S SEAL, PROVIDED ONLY FOR VERIFICARON OF HINDLOAD. CONSTRUC110N DE7AAS. 00FEN p(a) SECTION DOORS v4% - h --U H 7) SECTION DOORS VATH LOCATED AS Smovm AS SHOWN T, t_ 12' 6) SECTION DOORS 9) 3`-18 CA. BDKSI U-E 1 e i I . LOCATED AS SH DOORS 6) 3 5185LOCATED ASVSHOIWN TH— 4) SECTION DOORS WITH 6) Y 18 CA 80 KSI U-BARS LOCATED AS SHOWN FRAME AL SCREW D CARBONATE ATTACH U-BAR WITH 2) 1/9-14x7/8' SELF bRIIL N0-GRIMPTITE ..SCREWS AT EACH. STILE LOCATION, Ty 951ANCE TO DOOR; DED MAX GLAZING TENSION TO NOTES EET 1. ADDED TRACK FLAG CONNECTION TE. T 11/10/07 MODIFIED LOUVER 110N. ADDED TEXAS ENSE NUMBER TO E BLOCK. ADDED ACT RESISTANT ZING. 9/19/06 UPDATED TITLE BLOCK I IMPACT. GLAZING 4/16/12 W1AnC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: ADESIGN (PSF); +30.00/-33.50 MAX WIDTH: W-0" TEST PSF : DATE NAME_ 45.D0/-50.25 MAX HEIGHT: 14'-D" DRAWN 5/22/05 GR7Dalton - IMPACT/CYCLIC RATED (YES/NO): YES. MAX SECTION- HEIGHT: 21`- CHECKED 1/22/07 - Amn ISION MODELS 8000/810OOF .OVERHEAD DOOR:COR- 3395 ADDISON DRIVE-- ENSACOLA, FLORIDA 32514 66D> 474-9890. WINDLOAD SPECIFICATION SHEET 2' OF 2 DRAWING PART NO. REV. OPTION CODE 1.123. 327017 1 P4 SCHEDULE 3 3/8" 0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/ NoTEB 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 360 24 24 24 320 24 24 24 340 24 24 24 366 23. 24 Z4 380 22 24 24 400 20, 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 Z4 540 15 19 23 560 14 1.8 22 580 14 18 21 600 620 640 660 680 700 726 740 760 780 800 13 13 13 12 12 11 1.1 1.1 11 10 10 17 16 16 15 15 14 14 14 13 13 i3 1 20 20 19 19 1.8 17 17 16 16 16 15. o`j'?' No. W37 G STATE OF ` S/ONA ` t```\ X 1. BASED ON 3/8`0 A307 HEADED OR HOOKED (1.69" MIN, HOOK LENGTH) ANCHOR BOLTS WITH A2" O.D. WASHERWITHAMINIMUMEMBEDMENTDEPTHOF3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN INTABLEWITHAMINIMUMOFTHREE (3) ANCHOR BOLTS PER JAMS. ANCHOR BOLTS AT TOP AND BOTTOMOFJAMSSHALLBEPLACEDAMAXIMUMOF6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED, BY TAKINGDESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY? - EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH =16ft LOAD PER JAMB = 30psf x 16ft/2 = 2401b/ft 4. CHART IS BASED ON V-6- MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY>=0.42) LUMBERORBETTERMOUNTEDTOSUPPORTSTRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE: MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE:SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER ANDSHALLBEDESIGNEDFORTHEJAMBLOADLISTEDINABOVETABLEASCALCULATEDPERNOTE3. DigitallysignedbyJohnE. Scates, P.E. Approved Date: 2015.02.20 09:57:27 -06'00' JR<< E. owtcs, P.E. - 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 STATEWIDE PRODUCT APPROVAL SUBMITTAL A plfcationlPermlt #: Building Address; Openings: Slidin GlassDoors,Exterlor SwIn Door: ressu a ProductaTyDTManufacturer Approval Category Number) Seq t{: 0 yyZRN 0 2 z •.o r. ry ncu rv' mmupie units'01 the same Size and rlealgn Pressure •`D= Design Preasur T=-Max Test Pressure 1123 Page 1 or